The URL can be used to link to this page

BP-05-230Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305 - 795 -2204 Fax: 305 - 756 -8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Miami Shores Village FL 33138- Certificate of Occupancy Not Transferable POST IN A CONSPICUOUS PLACE TEMPORARY 6" HIGH CONSTRUCTION CHAIN LINK FENCE /1) P, PN Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 08/06/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, July 31, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Fence/Wall Inspection Type: Final Work Classification: Wire Fence Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 WALLS: MARS RED 2172-20 BENJAMIN MOOR DORSET GOLD HC8 BENJAMIN MOOR TRIMS: WHITE to 4 1/ 6. 0 s KT Passed ' I Inspector Comments Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until Inspection Date: 08/06/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, July 31, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 •••:••••" • **************** ** CL Block: Permit Type: Paint Inspection Type: Final Work Classification: New Phone Number (305)759-2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281-0111 Page 2 of 2 Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Ins • # 09/25/2007 I NS P -58165 MV FINAL OK. MD 09/25/07 Monday, May 19, 2008 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Ins . ection T Fire Alarm Ins s ection Statu APPROVED Ins ' ector Date Com ' leted Michael Devaney 9/26/2007 Page 1 of 1 05/19/2008 10:07 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES TRANSMISSION OK lc** TX REPORT * ** * **m* *********sk ****** TX /RX NO 2091 RECIPIENT ADDRESS 93057586323 DESTINATION ID ST. TIME 05/19 10:07 TIME USE 00'22 PAGES SENT 1 RESULT OK Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)7564972 11001 Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 182 Scheduled Ins • # 09/25/2007 I NS P -58165 MV FINAL OK. MD 09/25/07 Ins • ection T e Ins • ection Stat s APPROVED Fire Alarm Ins • ector Date Com • Ieted Michael Devaney 9/26/2007 Certificate of Occupancy Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305- 795 -2204 Fax: 305- 756 -8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type Commercial Construction Bldg. Permit No. BP2005 -230 Owner MIAMI COUNTRY DAY SCHOOL INC Contractor PCI DEVELOPMENT GROUP Subdivision /Project <NONE> Date Issued 06/13/2008 Construction Type NEW BUILDING Occupancy Load 112 10653 6 Avenue Miami Shores Villge Location Not Transferable POST IN A CONSPICUOUS PLACE *to 4- ft ssita *nova. 1/1 )(Le, 7 4a) /2- 77 Col i2c/AD 2 2 d ,4 6 aoz _ 77c r Reviewer: Claudio Grande C.B.O 305 - 795 -2204 Ext 1430 Miami Shores Village Building Department BUILDING CRITIQUE SHEET Permit No. Job Name Date tak150 NE.2od Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 pAri SeG,ervt NEW TWO STORY BUILDING AND REALTED SITEWORK ®?) °\S Passed Inspector Comments CREATED AS REINSPECTION FOR INSP 4547.6/13/08 Approval of building for temporary occupancy for90 days to set up of equipments, furniture, etc. Pending items for Final CO. 1) Submittal of 2 New sets of revised drawings by the new Architect reflecting all as built conditions documented by the previous Architec during the construction phase. 2) Final walkthru of the building by the Building Official with the New revised drawings for Final approval. CG Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until 1 ri Inspection Date: 08/06/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, July 31, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Final Building Work Classification: New Block: one Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 Changing architects Page 1 of 2 Claudio Grande From: Brad Schiffer AIA [brad @TAXIS - usa.com] Sent: Wednesday, July 30, 2008 3:03 PM To: Building Officials Association of Florida, Inc. Subject: RE: [boafdiscussion] Changing architects 61G1- 18.002 Procedures for a Successor Architect Adopting as His Own the Work of Another Architect. (1) A successor registered architect seeking to reuse already sealed contract documents under the successor registered architect's seal must be able to document and produce upon request evidence that he has in fact recreated all the work done by the original registered architect. Further, the successor registered architect must take all professional and legal responsibility for the documents which he sealed and signed and can in no way exempt himself from such full responsibility. Plans need not be redrawn by the successor registered architect; however, justification for such action must be available through well kept and complete documentation on the part of the successor registered architect as to his having rethought and reworked the entire design process. A successor registered architect must use his own title block, seal and signature and must remove the title block, seal and signature of the original registered architect before sealing, signing and dating any sealed contract documents. (2) Prior to sealing, signing and dating work, a successor registered architect shall be required to notify the original registered architect, his successors, or assigns by certified letter to the last known address of the original registered architect of the successor's intention to use or reuse the original registered architect's work. The successor registered architect will take full responsibility for the drawing as though they were the successor registered architect's original product. Specific Authority 481.2055 FS. Law Implemented 481.221(4) FS. History—New 1- 16-86, Amended 5- 16-89, Formerly 21B- 18.002. Brad Schiffer AIA From: Eric Kuritzky [mailto:kuritzky @bellsouth.net] Sent: Wednesday, July 30, 2008 11:17 AM To: Building Officials Association of Florida, Inc. Subject: [boafdiscussion] Changing architects Okay, I am trying to clarify this with the Board of Architecture, as it is a somewhat unique situation. However, I would like the AHJ's opinion on what you need to see. In the middle of construction, the architect of record dies. What is acceptable to your departments for another architect to become involved to provide needed changes or clarifications to the project. Remember, it's under construction. Thanks. 7/30/2008 Notice of Preventative Treatments for Termites (as required by Florida Building Code (FBC) 104.2.6) Address of Treatment or Lot/Block of Treatment Date Time Product Use k 1 Percent Concentration b Chemical used (active ingredient) A New World Pest Control, Inc. 305 - 825 -2999 754 -234 -8404 Applicator Number of gallons applied Area treated (square feet) Linear feet treated Stage of treatm nt (Horizontal, Ve ical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 — If soil chemical barrier method for termite prevention is used, final exterior treatment shill be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line ICAVIU KADERABEK COMPANY Thomas J. Kaderabek, P.E. Barry R. Goldstein, R.E. May 15, 2008 Mr. Mike Caban MIAMI COUNTRY DAY SCHOOL 601 NE 107 Street Miami, Florida 33161 Re: Final Statement of Compliance- Constr ion Ob ervation & Testing Services Miami Country Day School — Addition to - demic Center 10653 NE 6 Avenue Miami, Florida 33161 KACO Project No. 04219 Permit No. BP2005 -230 Dear Mr. Caban: Kaderabek Company (KACO) has been retained to perform construction observation and testing services for the above described building. Our services included the following: compaction testing of fill soils. Based on observations and tests made by, and under the direction of KACO, it is our judgment and professional opinion that the locations observed /tested have been constructed in general compliance with the project plans and specifications, the recommendations made by KACO, and the Florida Building Code. Sincerely, KADE P.,ANY r , Eric er , .E. /$ - Project Manager Florida Registration No. 57604 Distribution: Original to Addressee Via U.S. Mail Copy to Addressee Via Fax Copy to KACO File • Geotechnical Engineering • Foundation Engineering • Construction Materials Testing • Soil Borings /Monitor Wells Miami, Florida 33178 F:\DOC\KACO Reports104219 -Miami Country Day School- Addition -Final Soil & Concrete Ltr-05 -15-08 soil only.doc 9565 NW 40th Street Rd. Phone: 305/666 -3563 Fax: 305/666 -3069 100MEV JUN 1 1 2000 KADERABEK COMPANY Thomas J. Kaderabek, P.E. May 15, 2008 Mr. Mike Caban MIAMI COUNTRY DAY SCHOOL 601 NE 107 Street Miami, Florida 33161 Dear Mr. Caban: Sincerely, Pr ject Manager Florida Registration No. 57604 Distribution: Original to Addressee Via U.S. Mail Copy to Addressee Via Fax Copy to KACO File F:IDOCIKACO Reports \04219—Miami Country Day School- Addition -Final Soil & Concrete Ltr -05 -15-08 concrete only.doc �g t j JUN 11. 2C08 • Geotechnical Engineering • Foundation Engineering • Construction Materials Testing BY:li ok�r,L�(gita 9565 NW 40th Street Rd. Phone: 305/666 -3563 Barry R. Goldstein, P.E. Miami, Florida 33178 Fax: 305/666 -3069 Re: Final Statement of Compliance- Construction Observation & Testing Services Miami Country Day School — Addition to Academic Center 10653 NE 6 Avenue Miami, Florida 33161 KACO Project No. 04219 Permit No. BP2005 -230 Kaderabek Company (KACO) has been retained to perform construction observation and testing services for the above described building. Our services included the following: sampling of plastic concrete in the field, measuring the slump and making concrete cylinders in the field and testing the hardened concrete in our laboratory for compressive strength. Based on observations and tests made by, and under the direction of KACO, it is our judgment and professional opinion that our testing was performed in general accordance with the plans and specifications, and the results of the testing submitted are general compliance with the project plans and specifications, the recommendations made by KACO, and the Florida Building Code. Date Serviced J Chr. ;;;?,00 Tax Total I ( — Type Serv. ❑ Lawn ❑ Interior ❑ Trees 'R Other Amt. ff LI Pd $ _;?�, C.U. Balance Due FUIMPESTCOVOLKSI F Comments. Remarks: X •IijID — J PEST CONTROL 1 ^ � �� r e on 141 ; k 5C6 /JL? (L, • 1 1 (A Billing Address Service Address ©b61 14.E. k Miami :]ho re, , ACCOUNT # Q/ ROUTE 0 Lv.p( '2 Li! Ci SHIELD PEST CONTROL 27340 South Dixie Highway Miami, FL 33032 305 - 247 -1771 • 1- 800 -815 -1771 REG DAY Please return top portion with payment Customer er Technician Balance after 30 days may be subject to a 1.5% monthly service charge. TYPE SERVICE Invoice 3100 Time In � 1 Time Out q:1-16 Thank You Pay This Amount SHIELD PEST CONTROL 27340 S. DIXIE HWY NARANJA, FL 33032 PHONE: (305) 247 -1771 FAX: (305) 247 -8890 Certificate of Compliance for Termite Protection As required by Florida Building Code (FBC) 1816.7) 10657 NE 6 AVE MIAMI, FL. 33138 Address of treatment or lot/B1k# of treatment SOIL BARRIER Method of termite treatment - soil barrier, wood treatment, bait system, other (describe) The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of A+: Lure and Consumer Services. IMOZEIFIE ,IIHI 1 1 2008 BY: ��-� • Date Product Used Percent Concentration Notice of Preventative Treatments for Termites (as required by Florida Building Code (FBC) 104.2.6) A New World Pest Control, Inc. 305 -825 -2999 754- 234 -8404 Address of Treatment or Lot/Block of Treatme t Time Chemical used (active ingredient) eutv Area treated (square feet) If this notice is for the final exterior treatment, initial and date this line (c Applicator c Number of gallons applied Linear feet treated Stage of treatm n (Horizontal, Ve ical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 — If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. a rTP R ,�fl '368 125.01-105 9/98 OCCUPANT kr? V..4 frt L C_.-4 ADDRESS fl ) u \ ve_f) le Page of Pages MIAMI-DADE FIRE RESCUE DEPARTMENT DATE - 0 9 FIRE INSPECTION REPORT CONTINUATION B Y: -1 41 INSPECTOR)A L (5- upc, )_46 DIVISION OF Environmental Health Florida Department of Heath Miami -Dade County Health Department OSTDS /Septic Tank Division 7769 NW 48`" St. Suite 175 �, k iami, FL 33166 9/11/07 Inspector . S t ,/e le- f Date c. osms # u! -- 02 0 5 E 0 Address S 3 N C '� 4r sz919 Comments: Signature APPLICANT: Miami Country Day Schools AGENT: A American Sept (A American Septic & Plumbing) PROPERTY ADDRESS: 10653 NE 6 Ave MIAMI, FL 33161 LOT: 1 BLOCK: SUBDIVISION: Gulfair Estates ID #: 11- 2231 -012 -0010 TANK INSTALLATION [01] TANK SIZE [1] 1350.00 [2] 600.00 [02] TANK MATERIAL Concrete [03] OUTLET DEVICE [04] MULTI- CHAMBERED [ Y / N ] [05] OUTLET FILTER Zabel [06] LEGEND 1. Unknown 2. [07] WATERTIGHT [08] LEVEL [09] DEPTH TO LID DRAINFIELD INSTALLATION [10] AREA [1] 840 [11] DISTRIBUTION BOX [12] NUMBER OF DRAINLINES [13] DRAINLINE SEPARATION [14] DRAINLINE SLOPE [15] DEPTH OF COVER [16] ELEVATION [ ABOVE / [17] SYSTEM LOCATION [18] DOSING PUMPS [19] AGGREGATE SIZE [20] AGGREGATE EXCESSIVE FINES [21] AGGREGATE DEPTH FILL / EXCAVATION MATERIAL [22] FILL AMOUNT [23] FILL TEXTURE [24] EXCAVATION DEPTH [25] AREA REPLACED [26] REPLACEMENT MATERIAL CONSTRUCTION [ FINAL SYSTEM [ STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH STAY'ulb OR RULE AND MUST BE CORRECTED. I APPROVED I I APPROVED I / DISAPPROVED ]: / DISAPPROVED 1: EH Database v 1.0.1 [2] 0 SQFT HEADER 1. 56.00 2 I BE LOW I 1.00 /BM 6.50 AP629190 SETBACKS [27] [28] [29] [30] [31] [32] [33] [34] [35] SURFACE WATER DITCHES PRIVATE WELLS PUBLIC WELLS IRRIGATION WELLS POTABLE WATER BUILDING FOUNDATIONS PROPERTY LINES APPLICATION # PERMIT NO. DOCUMENT #: DATE PAID: FEE PAID: RECEIPT #: FILLED / MOUND SYSTEM [36] [37] [38] [39] DRAINFIELD COVER SHOULDERS SLOPES STABILIZATION ADDITIONAL INFORMATION ABANDONMENT [49] TANK PUMPED [50] TANK CRUSHED fi FILLED Dade Sanitation & Safety Specials -L Profess CHD DATE: CHD DATE: 10 2° III H 4 v neeaca 3 653 09/19/2007 100.00 S070919001 DH 4016, 10/97 (Previous Editions May Be Used) Page 2 of 3 EID572882 FT FT FT FT FT FT FT FT OTHER FT [40] UNOBSTRUCTED AREA [41] STORMWATER RUNOFF [42] ALARMS [43] MAINTENANCE AGREEMENT [44] BUILDING AREA [45] LOCATION CONFORMS WITH SITE PLAN [46] FINAL SITE GRADING (47] CONTRACTOR A American Sept (A America [48] OTHER INFILTRATOR EQ24 (Single Chambe 08/17/2007 09/19/2007 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL EXPLANATION OF VIOLATIONS / REMARKS: APPLICATION # AP529190 PERMIT NO. 13 -SG -33550 DOCUMENT #: FI366534 DATE PAID: 09/19/2007 FEE PAID: 100.00 RECEIPT #: S070919001 I[32]Waterlines rerouted and sleeved. 09/19/07 Violation Number Comment DH 4016, 10/97 (Previous Editions May Be Used) Page 2 of 3 EH Database v 1.0.1 AP529190 EID572882 NEW TWO STORY BUILDING AND REALTED SITEWORK a -5/7 p- Passed 47/ ' K Inspector Comments AND CLAUDIO GRANDE Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 05/09/2008 Inspector: Dacquisto, David Owner: Project: Contractor: Friday, May 9, 2008 PCI DEVELOPMENT GROUP Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 MI COUNTRY DAY Permit Type: Commercial Construction Inspection Type: Survey Final Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 iii. NI Community Name & Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES 120652 MIAMI -DADE FL B4. Map /Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12025C0093 J 07/17/1995 03/02 /1994 X AREA OF 500YR FLOOD U.S. DEPARTMENT OF HOMELAND SECURITY federal Emergency Management Agency National Flood Insurance Program CROWN OKROAL) .r.1, =z 1 i NtiiH SECTION A - PROPERTY INFORMATION Al. Building Owner's Name MIAMI COUNTRY DAY SCHOOL A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10653 N.E. 6 AVENUE City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 2, CORRECTED PLAT OF GOLFVIEW ESTATES, PB 41 -58, FOLIO# 11- 2231 -012-0010 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) SCHOOL BUILDING A5. Latitude/Longitude: Lat. 25 ° 5224.5" Long. 80 °11'07.6° Horizontal Datum: A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b 610. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile i 44 FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: 0 NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) BI2. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes _∎ No Designation Date ❑ CBRS ❑ OPA Conversion/Comments Title PRESIDENT Address A Certifier's Name ALBERT R. TOUSSAINT N. 126"' STREET /mod ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -8. A9. For a building with an attached garage, provide: a) Square footage of attached garage N/A b) No. of permanent flood openings in the attached garage 0 walls within 1.0 foot above adjacent grade 0 0 c) Total net area of flood openings In A9.b 0 SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION N/A sq ft sq in SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED1 • . • •••• • C1. •• • Building elevations are based on: ❑ Construction Drawings* ❑ Building i • *A new Elevation Certificate will be required when construction of the building is complete. • C2. Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, V1 -1/30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/A;i Complefe Items • C;tti� • ; • • • • below according to the building diagram specified in Item A7. i • • • • • • • • • Benchmark Utilized B-52R Vertical Datum N.G.V.D.-29 •••• • • • • a) Top of bottom floor (Including basement, crawl space, or enclosure floor)_ 9.01 b) Top of the next higher floor 20.60 c) Bottom of the lowest horizontal structural member (V Zones only) N/A._ d) Attached garage (top of slab) NIA._ e) Lowest elevation of machinery or equipment servicing the building 8.89 (Describe type of equipment in Comments) f) Lowest 'adjacent (finished) grade (LAG) 7.0 0 feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 8.4 0 feet ❑ meters (Puerto Rico only) ® feet ®feet ❑ feet ❑ feet feet SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. /certify that the Information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. License Number 0907 Company Name A.R. TOUSSAINT & ASSOCIATES, INC. City NORTH MIAMI State FL ZIP Code 33161 Date 04/28/08 Telephone 305 -891 -7340 Check the measurement used. ❑ meters ( Puerto Rioo:only) ❑ meters (Puerto Ric eonly) ❑ meters (PuertaRico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) OMB No. 1660-0008 Expires February 28. 2009 For„Jnsurance Cotnpany Use: .w Policy Number Company NAlCNumber 9 +. 1 . Tf 0 /�a �r�-JJ- J1 O ❑ NAB 27.�JUP�D_1983 • ••• • • • • • • • •• •• • • ••• •• • • • • •• • • • sq ft sq in • • • • • • • • PLACE SEAL HERE ALBERT R. TOUSSAINT 907 1 A "I Y , 2008 O 14353 IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10653 N.E. 6 AVENUE City MIAMI SHORES State FL ZIP Code 33138 Address • • •••■•• •••• • Sigature Comments • • ••. R. Local Official's Name Community Name Signature Comments • • • • •• • • • •• • SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments CONC. AIR CONDITIONER PAD ELEV =8.89 CONC. FLOOR MECHANICAL ROOM ELEV =9.00 CONC. TRANSFORMER PAD ELEV =13.18 N 0 R AD ELEV =11.81 Signs re Date 04/28108 ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. lithe Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items El -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (Including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is . ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name • • • • • • • • •• • • • • •••• City Date Telephone • • • • • • • • SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized:MS* nr ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and.Q gftbi$ Elevation Certificate. •Complete the applicable items) and sign below. Check the measurement used in Items G8. and G9. GI . G Tie informtfJdrf in Section% wag taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who • Tsauthorize .bplgw to c6rtify'tevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community BfPicial completed Section E for a building located in Zone A (without a FEMA-issued or community-issued BFE) or Zone AO. G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -buiit lowest floor (including basement) of the building: _ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Title Telephone Date =Far, Insurance Company tdt Comppn r NAIC'N rrt% • State ZIP Code ❑ Check here if attachments ❑ Check here If attachments Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10653 N.E. 6 AVENUE City MIAMI SHORES State FL ZIP Code 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. For Insurance Company Use: Policy Number Company NAIC Number FRONT VIEW • .•• • • • •••• • • • • • • • • • • • •• • • • • • • • •••• • • • • • • • • • • • • • •••• • • • • • • 1 • • • • • • • .• • • • • • • Bill To I MIAMI COUNTRY DAY SCHOOL INC MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI, FL 33161 -7165 Return to: I Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Date Fee Name 07/29/2008 Temp /Partial CO Fee 07/29/2008 CO /CC Fee 07/29/2008 Revision Fee Tuesda, July 29, 2008 Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Invoice Number: CC -7-08 -32476 Invoice Date: July 29, 2008 Permit Number: BP2005 -230 Fee Type Fixed Calculated Calculated JUL 3 0 Pali Ammer CO sl014 Fee Amount $75.00 $200.00 $525.00 Total Fees Due: $800.00 NEW TWO STORY BUILDING AND REALTED SITEWORK Passed Inspector Comments 6/13/08 Approval of building for temporary occupancy for90 days to set up of equipments, fumiture, etc. Pending items for Final CO. 1) Submittal of 2 New sets of revised drawings by the new Architect reflecting all as built conditions documented by the previous Architec during the construction phase. 2) Bathrooms shall have all grab bars installed. 3) Signs for the accessible bathrooms shall be with the symbol and mounted on the wall at the handle side. 4) Check all thresholds higher than 1/4" and slope with cement. 5) Site plans shall be revised to show actual location of access sidewalk for accessibility to building. 6) Final walkthru of the building by the Building Official with the New revised drawings for Final approval. CG Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until caavgacrwu onc; :;c;�sw ;:rxarw.c w .* T Inspection Date: 06/13/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Wednesday, July 30, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Final Building Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 Jul 24 08 10:57a MCDS • Intellectual • ruSoe':r id • July 24, 2008 MIAMI COUNTRY DAY SCHOOL Educating the Whole Child • Founded in 1938 • College Preparatory • JK-12 601 Northeast 107th Street • Miami, Florida 33161 • (305) 7592843 • Fax 305-759-4871 • wtw.miamicountrvdauorr Village of Miami Shores Building Department 10050 N.E. 2nd Avenue Miami Shores, Fl. 33138-2382 Attn: Ms. Claudia Cubillos, Permit Clerk Fax: 305 -756 -8972 Building Department Re: Mr. Mike Caban, Facilities General Manager on vacation New Contact, Mr. Alan Hunt, Chief Financial Officer This letter is to notify your Department that Mr. Mike Caban, General Facilities Manager of Miami Country Day School who has been your contact for the school regarding permits, etc. will be out of office for two weeks from this day forth and Mr. Alan Hunt, C.F.O. of Miami Country Day School will be your contact for the next two weeks. His numbers are: Mobile (305) 546-0239 and Office (305) 759 -2843, Ext. 297 Thank you in advance for your attention to this matter. Regards, Li' Cuevas Assistant to Facilities General Manager Miolnovd ,, m • 2 C-6 •l761 305 - 758 -6323 p.1 AL 1 0'4Sq OB c� 4l014 cal. BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): ( wilding) Roofing City MJ ()t1 Qualifier Value of Work For Submi Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 JUL 2 4 2"88 B Y Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 1 Master Permit No. fl CI Owner's Name (Fee Simple Titleholder) W I V \( O00 I N M S v k N " P ? h o n e # a7 S — 1 fr, " -6 L 3 Owner's A ddress (O 0 • t o St c ' e- City WOOWN State C) (l Q Zip 5 31 p Tenant/Lessee Name Phone # Job Address (where the work is being done)10 0 3 1''•E • .47 'R\te • City Miami Shores Village County Miami -Dade FOLIO / PARCEL # 1112.3101 Is Building Historically Designated YES NO Training/Education Fee $ Zip 33 Contractor's Company Name OS ' Del C \o tI `1 (:)co P hone # 1 1P- ') — 01 1 Contractor's Address (00 State l i _ Zip °32 t hone # fl� • / —D //, State Certificate or Registration No. C 7e • OO2 t 4/ Cejptificate of Competency No.' Architect/Engineer's Name (if applicable) k n e - 1. (4V {P Phone # 3os "2(s ° (418 Neer �f n� a noveirr ce ❑ De olition 'WS t U l L Type of Work: Descri . e Wor o lei •l� 'U.ow : C e ! �.e�i a c�' � -� Co D tsc t • L i N�2:4 ¢c� n. Ai vi lz s o nes (E? 4- A v_te cco /5° 6c. 40 4- - CS°= ********** ** * *** *** ****** :***** * * * ******* ** * * *, * * * ** x****** ****** - $s 15 • Permit Fee $ ‘5 ° O • CCF $ -- ® ' f COICG 21 S 013 ''v 1; °2 'T-C -9 Technology Fee! $ Notary $ Scanning $ ' Radon $ DPBR $ '®- Zoning $ Bond $ Code Enforcement $ Structural Review. $ Total Fee Now Due $ SOD Double Fee $ See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. NOT Sign: Print: The foregoing iiistrtiment was ac day of s_ ` ' � , , 20 by by � 0 •ft who ovally known to me or who has produced PUBLIC: Owner or Agent Contractor owledged before me thi I _,. ing instrument was acknow ; • ged b , - me this .ct 2008, by As identification and who did take an oath. My Commission Expires: (Revised 07/10/07) i •1 ` UUANA CUEVAS o. o'S Notary Pubs • State of Ronda Signature The fore day o who is p as identifi NOTARY PUBLIC: * k********** *********** ** k********** d **** ** *************** **0*** **** APPLICATION APPROVED BY: Plans Examiner Engineer Zoning Miami Shores Village Building Department CI JUL 1 5 20O8 B Y. Change of Contractor /Architect Permit No 1 -/30 `-oti`ut S O I� Owner's Name (Fee Simple Titleholder i Cl Cb ('e^1. ti � Phone# 30 Owner's Address (o 0 ( 3 r reel- City MI a et TA. t State Zip '6 . i Phone # ) O > 6 , .F •- , 1 .. J(D ( II N A ,1 n % e`� Job Address (of where the work is being done) 6 0 NI •E ( A\'-e- M Rtd 1 0,.. - 7; - 3‘3? Contractor's Compan Name1'0 I) lek©` (Ad* Phone # �� - �2 �1 - © � Contrac�t9r's Address '6 Co City VW State , K$, Zip 33 k ' Qualifier Archite ngineer o f r named 0 0Si t,'17 ° a �, � -` �b � �" t � A Address a> � , , a �,� Te c -� e. N City @ f ��r State 6 Zip , Signature Describe Work: P4 i W S The foregoing instrument was acknowledged before me this _day of ,20 By who is personally known to me or who has produced as identification and who did take an oath. Chg4/1 8/08 Owner or Agent Y PUBLIC I hereby certify that the work has been abandoned and/or the contractor /architect is unable or unwilling to complete the contract. I hold the Building Official and the Village of Miami Shores harmless from all legal involvement. , 20 Sign: Lt t; p.ta OA) V ' My Co g.• • ,o �`•i tOj,,, LIU NA CUEV ti vn� AS Notary Public - Stab) of Florida �{�p t P `1 ,Ay Expires WJ22,2009 g op° ! Carrunissloa E DO 410229 The foregoing instrument was before acknowledged before me this day of By who is personally • Intellectual • o m ei 3 0 Whole Child ✓ Co c7 0 O. • Spiritual • Mr. Sturman, Sincerely, MIAMI COUNTRY DAY SCHOOL Educating the Whole Child • Founded in 1938 • College Preparatory • fI< -12 601 Northeast 017th Street • Miami, Florida 33161 • (3115) 759 -2543 • Fax 305-7594171 • www.miamicrnmin•davorg Max Wolfe Sturman Max Wolfe Sturman Architects Inc. 2997 Day Avenue Coconut Grove, F133133 VIA FAX AND HAND DELIVERY Pursuant to Section XVI of the professional architectural services agreement, this letter shall serve as notice that Miami Country Day School is terminating its professional relationship with you and your firm, including your termination as architect of record, with regards to the Academic Center Project (hereinafter "the Project "). In accordance . with the terms of our contract, including the conditions of ownership delineated in Section XIII, Miami Country Day School is immediately entitled to any and all drawings for the Project completed to date, as well as electronic versions thereof (hereinafter "the drawings "). Due to the lengthy delays that have already occurred on the Project, it is imperative that you provide the drawings as soon as possible so as to avoid further obstructions and to move expeditiously to completion. We will be happy to provide a courier to pick up the drawings at your location. Also in the interest of speed, we request that you supply us with a letter of release allowing our new architects and engineers to use or reuse your drawings, including electronic copies thereof, in order to complete this project and obtain full legal occupancy. Thank you in advance for your full and prompt cooperation. Alan P. Hunt Chief Financial Officer April 22, 2008 TRANSMISSION VERIFICATION REPORT TIME : 04/22/2008 12:20 NAME : MCDS FAX : 3057594871 TEL : 3057592843 SER.# : RROG5J306138 DATE,TIME 04/22 12:17 FAX NO. /NAME 3054461118 DURATION 00:02:58 PAGE(S) 02 RESULT OK MODE FINE 04/22/08 11:59 AM EST BARON SUN via VSI —FAX • ATTN: ALLAN HUNT CTRL: CUST: 847551 1055 MIAMI DEL DATE: 4/22/08 ORDER DATE: COUNTRY DAY PU: MIAMI COUNTRY DAY SCHOOL 601 NE 107 ST MIAMI RM: ADMIN TO SEE: ALLAN HUNT JOB # DATE FL 33138 TIME: 11: 58 4/22/08 SCHOOL DL: MAX WOLFE STURMAN ARCHITECT 2997 DAY AVE COCONUT GROVE FL 33133 "911" Emergency Pick -up & Delivery Open 24 Hours, 7 Days DA 305 - 8 - 0074 Nr BROWA 5425-863i RD Delivery on Demand BOCA 561-750-15777 Radio Dispatched: Cars • Vans • Trucks www.baronmessenger.com HAND DELIVERED BY SERVICE TYPE: 911 SIGN: MS NOVAL TOLL FREE 800- 227 -664 , cP DRIVER # MIT OF LIABILITY $500.00 SUBJECT TO CONDITIONS ON REVERSE SIDE Page 1 of 1 #215515 ,Iab# Nem , . CMS Warn Ad dr " rime �'. t iY�L if �y , fi - 0 21E wail oeioased ey _ Kcu"d in Good Condition Sig n 1 Svc R[Wr firi �C�ini;^ Tma je /eG . AIM Wail . _ ' n r. inigal �, r'.� Print sts '� � 2 P Ngt P J'OJ R. 0044- Br ward (305)749 -144U #Y�V�0 t SERVICE / �� Support (305) 688-0074 ext 203/204 Dat ' 2I APP'd By / r CONTRACTOR ILY MANIFEST 1 INVOICE INTERNAL USE ONLY +t✓ Driver #: 4 Driver am f Day: /C - 4N Date: L'` - 04 c PWCKUP INFORMATIO1d UEUVERY IHFORMATIDN _ tim F tr. IS SSW 0.2 PER SHIPMENT —VI .r 9 04/23/2008 12:54 3056884112 [ope_ordr] r5.200.410.32 Order Sg:MS OVAL Del:11 :58 Cust # Customer Name 105 5 MIAMI COUNTRY DAY SCHOOL Ordered By ALLAN BUNT Reference Pickup Information [CUST] Nam:MIAMI COUNTRY DAY SCHOOL Adr : 601 NE 107 ST Cty :MIAMI St:FL Zp:33138 Phn:305 759-2843 Ext: Zns: /F See:ALLAN HUNT Rm:ADMIN DeLivery Information Nam:MAX WOLFE STURMAN ARCHITECT Adr:2997 DAY AVE Cty : COCONtrT GROVE St : FL Zp : 3 30.3 3 Phn:305 441 -1171 Ext: Zns: /J See Rm: BARON Processing SvcTyp 911 Pg /Of 1/ BOL #: PC RdTrp Wght CO RDY 9:35 DEL 11:35 PRIMARY HALL /ADMIN LEAVE RECIEPT CALL WITH POD Entrd: 4/22/08 9:35 rdDte 4/22/08 Re 4/22/08 Fr: 9:35 To: PAGE 01/02 01 Baron Ctrl # SR 847551. GR * Chg / Rated * [NOTES] Req DL Drv1 4/22/08 693 Fr: Drv2 To:11:35 Sign? Y CB? F Delivery name .SEARCH> [ ^ P1 Menu [F9] Delete /Abort [F10] Change Customer [F11] Flip [Tab] -> Vhc]. Hrs Mi /Blk 10 CON 24 -06 2-0 Application No.: 080204 -4 General Permit No.: 13- 04105 -W August 14, 2008 MIAMI COUNTRY DAY SCHOOL 601 N.E. 107 STREET MIAMI, FL 33161 Dear Permittee: SOUTH FLORIDA WATER MANAGEMENT DISTRICT SUBJECT: General Water Use Permit No.: 13- 04105 -W Project: MIAMI COUNTRY DAY SCHOOL Location: MIAMI -DADE COUNTY, S31/T52S/R42E Permittee: MIAMI COUNTRY DAY SCHOOL 3301 Gun Club Road, West Palm Beach, Florida 33406 • (561) 686 -8800 • FL WATS 1- 800 - 432 -2045 Mailing Address: P.O. Box 24680, West Palm Beach, FL 33416 -4680 • wwwsfwmd.gov This letter is to notify you of the District's agency action concerning your Notice of Intent to Use Water. This action is taken pursuant to Chapter 40E -20, Florida Administrative Code (F.A.C.). Based on the information provided, District rules have been adhered to and a General Water Use Permit is in effect for this project subject to: 1. Not receiving a filed request for Chapter 120, Florida Statutes, administrative hearing and 2. The attached Limiting Conditions. The purpose of this application is to obtain a Water Use Permit for landscape irrigation of 1 acre of turf using a sprinkler irrigation system. Withdrawals are from the Biscayne aquifer via one existing withdrawal facility. The project is located approximately one mile from Biscayne Bay, the nearest surface water saline source. The Applicant supplied an independent analysis of a chloride concentration reading of 25 milligrams per liter tested from the production well on May 29, 2008. The project is located west of control structure S -28 on Canal 8 that maintains a headwater elevation of 1.5 feet National Geodetic Vertical Datum. Therefore, a mound of fresh water greater than one foot higher than the potentiometric head at the saline water source exists between the saline water source which is consistent with the criteria in Section 3.4 of the Water Use Basis of Review. Application Number: 080204 -4 MIAMI COUNTRY DAY SCHOOL August 14, 2008 Page 2 Date Of Issuance: August 14, 2008 Expiration Date: August 19, 2028 Water Use Classification: Landscape Total Serviced Acreage: 1 (1 acre of turf ) Water Use Permit Status: Existing/Unpermitted Environmental Resource Permit Status: Permitted (No. 83- 00148 -S). Right Of Way Permit Status: Not Applicable. Ground Water From: Biscayne Aquifer Permitted Allocation(s): Annual Allocation: 1,213,800 Gallons Maximum Monthly Allocation: 166,900 Gallons Existing Withdrawal Facilities - Ground Water Source: Biscayne Aquifer 1 - 2" X 90' X 35 GPM Well Cased To 80 Feet Rated Capacity Source(s) Status Code GPM MGD MGM MGY Biscayne Aquifer E 35 0.05 1.5 18 Totals: 35 0.05 1.5 18 Application Number: 080204 -4 MIAMI COUNTRY DAY SCHOOL August 14, 2008 Page 3 Should you object to the Limiting Conditions, please refer to the attached Notice of Rights which addresses the procedures to be followed if you desire a public hearing or other review of the proposed agency action. Please contact this office if you have questions concerning this matter. If we do not hear from you prior to the time frame specified in the Notice of Rights, we will assume that you concur with the District's recommendations. Certificate Of Service I HEREBY CERTIFY that a Notice of Rights has been mailed to the addressee not later than 5:00 p.m. this 14th day of August, 2008, in accordance with Section 120.60(3), Florida Statutes. Sincerely, Thomas Colios Sr Supv Hydrogeologist Water Use Regulation Division TDC /vm Certified Mall No.: 7007 1490 0000 0134 5405 Enclosure c: City of Homestead Engineer, City of Miami Shores Miami -Dade County Engineer Application Number: 080204 -4 MIAMI COUNTRY DAY SCHOOL August 14, 2008 Page 4 Limiting Conditions 1. This permit shall expire on August 19, 2028. 2. Application for a permit modification may be made at any time. 3. Water use classification: Landscape Irrigation 4. Source classification is: Ground Water from: Biscayne Aquifer 5. Total annual allocation is 1.2138 MG. Total maximum monthly allocation is .1669 MG. These allocations represent the amount of water required to meet the water demands as a result of rainfall deficit during a drought with the probability of recurring one year in ten. The Permittee shall not exceed these allocations in hydrologic conditions less than a 1 in 10 year drought event. If the rainfall deficit is more severe than that expected to recur once every ten years, the withdrawals shall not exceed that amount necessary to continue to meet the reasonable - beneficial demands under such conditions, provided no harm to the water resources occur and: (a) All other conditions of the permit are met; and (b) The withdrawal is otherwise consistent with applicable declared Water Shortage Orders in effect pursuant to Chapter 40E -21, F.A.C. 6. Pursuant to Rule 40E- 1.6105, F.A.C., Notification of Transfer of Interest in Real Property, within 30 days of any transfer of interest or control of the real property at which any permitted facility, system, consumptive use, or activity is located, the permittee must notify the District, in writing, of the transfer giving the name and address of the new owner or person in control and providing a copy of the instrument effectuating the transfer, as set forth in Rule 40E- 1.6107, F.A.C. Pursuant to Rule 40E- 1.6107 (4), until transfer is approved by the District, the permittee shall be liable for compliance with the permit. The permittee transferring the permit shall remain liable for all actions that are required as well as all violations of the permit which occurred prior to the transfer of the permit. Failure to comply with this or any other condition of this permit constitutes a violation and pursuant to Rule 40E- 1.609, Suspension, Revocation and Modification of Permits, the District may suspend or revoke the permit. This Permit is issued to: Miami Country Day & Resident School Inc. 601 N.E. 107th Street Miami, FL 33161 Application Number: 080204 -4 MIAMI COUNTRY DAY SCHOOL August 14, 2008 Page 5 7. Withdrawal Facilities: Ground Water - Existing: 1 - 2" X 90' X 35 GPM Well Cased To 80 Feet Limiting Conditions 8. Permittee shall mitigate interference with existing legal uses that was caused in whole or in part by the permittee's withdrawals, consistent with the approved mitigation plan. As necessary to offset the interference, mitigation will include pumpage reduction, replacement of the impacted individual's equipment, relocation of wells, change in withdrawal source, or other means. Interference to an existing legal use is defined as an impact that occurs under hydrologic conditions equal to or less severe than a 1 in 10 year drought event that results in the: (1) Inability to withdraw water consistent with provisions of the permit, such as when remedial structural or operational actions not materially authorized by existing permits must be taken to address the interference; or (2) Change in the quality of water pursuant to primary State Drinking Water Standards to the extent that the water can no longer be used for its authorized purpose, or such change is imminent. 9. Permittee shall mitigate harm to existing off-site land uses caused by the permittee's withdrawals, as determined through reference to the conditions for permit issuance. When harm occurs, or is imminent, the District will require the permittee to modify withdrawal rates or mitigate the harm. Harm caused by withdrawals, as determined through reference to the conditions for permit issuance, includes: (1) Significant reduction in water levels on the property to the extent that the designed function of the water body and related surface water management improvements are damaged, not including aesthetic values. The designed function of a water body is identified in the original permit or other governmental authorization issued for the construction of the water body. In cases where a permit was not required, the designed function shall be determined based on the purpose for the original construction of the water body (e.g. fill for construction, mining, drainage canal, etc.) (2) Damage to agriculture, including damage resulting from reduction in soil moisture resulting from consumptive use; or (3) Land collapse or subsidence caused by reduction in water levels associated with consumptive use. Application Number: 080204 -4 MIAMI COUNTRY DAY SCHOOL August 14, 2008 Page 6 Limiting Conditions 10. Permittee shall mitigate harm to the natural resources caused by the permittee's withdrawals, as determined through reference to the conditions for permit issuance. When harm occurs, or is imminent, the District will require the permittee to modify withdrawal rates or mitigate the harm. Harm, as determined through reference to the conditions for permit issuance includes: (1) Reduction in ground or surface water levels that results in harmful lateral movement of the fresh water /salt water interface, (2) Reduction in water levels that harm the hydroperiod of wetlands, (3) Significant reduction in water levels or hydroperiod in a naturally occurring water body such as a lake or pond, (4) Harmful movement of contaminants in violation of state water quality standards, or (5) Harm to the natural system including damage to habitat for rare or endangered species. 11. If any condition of the permit is violated, the permit shall be subject to review and possible modification, enforcement action, or revocation. 12. Authorized representatives of the District shall be permitted to enter, inspect, and observe the permitted system to determine compliance with special conditions. 13. The Permittee is advised that this permit does not relieve any person from the requirement to obtain all necessary federal, state, local and special district authorizations. 14. The permit does not convey any property right to the Permittee, nor any rights and privileges other than those specified in the Permit and Chapter 40E -2, Florida Administrative Code. 15. Permittee shall submit all data as required by the implementation schedule for each of the limiting conditions to: S.F.W.M.D., Supervising Hydrogeologist - Post - Permit Compliance, Water Use Regulation Dept. (4320), P.O. Box 24680, West Palm Beach, FL 33416 -4680. 16. In the event of a declared water shortage, water withdrawal reductions will be ordered by the District in accordance with the Water Shortage Plan, Chapter 40E -21, F.A.C. The Permittee is advised that during a water shortage, pumpage reports shall be submitted as required by Chapter 40E -21, F.A.C. Application Number: 080204 -4 MIAMI COUNTRY DAY SCHOOL August 14, 2008 Page 7 Limiting Conditions 17. Landscape and golf course irrigation is prohibited between the hours of 10:00 A.M. and 4:00 P.M., except as follows: a) Irrigation using micro - irrigation system is allowed anytime. b) Users whose average annual allocation is made up of 75% or greater volume of reclaimed water for irrigation may irrigate at anytime. c) Irrigation of, or in preparation for planting, new golf courses and recreational areas is allowed at any time of day for one 30 day period provided irrigation is limited to the amount necessary for plant establishment. Irrigation of newly seeded or sprigged golf course areas is allowed any time of day for one 60 day period. d) Watering in of chemicals, including insecticides, pesticides, fertilizers, fungicides, and herbicides when required by law, recommended by the manufacturer or constituting best management practices is allowed anytime within 24 hours of application. e) Irrigation systems may be operated anytime for maintenance and repair purposes. f) The use of water to protect golf course turf from heat and wind stress damage is allowed anytime. NOTICE OF RIGHTS As required by Sections 120.569(1), and 120.60(3), Fla. Stat., following is notice of the opportunities which may be available for administrative hearing or judicial review when the substantial interests of a party are determined by an agency. Please note that this Notice of Rights is not intended to provide legal advice. Not all the legal proceedings detailed below may be an applicable or appropriate remedy. You may wish to consult an attorney regarding your legal rights. RIGHT TO REQUEST ADMINISTRATIVE HEARING A person whose substantial interests are or may be affected by the South Florida Water Management District's (SFWMD or District) action has the right to request an administrative hearing on that action pursuant to Sections 120.569 and 120.57, Fla. Stat. Persons seeking a hearing on a District decision which does or may determine their substantial interests shall file a petition for hearing with the District Clerk within 21 days of receipt of written notice of the decision, unless one of the following shorter time periods apply: 1) within 14 days of the notice of consolidated intent to grant or deny concurrently reviewed applications for environmental resource permits and use of sovereign submerged lands pursuant to Section 373.427, Fla. Stat.; or 2) within 14 days of service of an Administrative Order pursuant to Subsection 373.119(1), Fla. Stat. "Receipt of written notice of agency decision" means receipt of either written notice through mail, or electronic mail, or posting that the District has or intends to take final agency action, or publication of notice that the District has or intends to take final agency action. Any person who receives written notice of a SFWMD decision and fails to file a written request for hearing within the timeframe described above waives the right to request a hearing on that decision. Filing Instructions The Petition must be filed with the Office of the District Clerk of the SFWMD. Filings with the District Clerk may be made by mail, hand - delivery or facsimile. Filings by e-mail will not be accepted. Any person wishing to receive a clerked copy with the date and time stamped must provide an additional copy. A petition for administrative hearing is deemed filed upon receipt during normal business hours by the District Clerk at SFWMD headquarters in West Palm Beach, Florida. Any document received by the office of the SFWMD Clerk after 5:00 p.m. shall be filed as of 8:00 a.m. on the next regular business day. Additional filing instructions are as follows: • Filings by mail must be addressed to the Office of the SFWMD Clerk, P.O. Box 24680, West Palm Beach, Florida 33416. • Filings by hand- delivery must be delivered to the Office of the SFWMD Clerk. Delivery of a petition to the SFWMD's security desk does not constitute filing. To ensure proper filing, it will be necessary to request the SFWMD's security officer to contact the Clerk's office. An employee of the SFWMD's Clerk's office will receive and file the petition. • Filings by facsimile must be transmitted to the SFWMD Clerk's Office at (561) 682 -6010. Pursuant to Subsections 28- 106.104(7), (8) and (9), Fla. Admin. Code, a party who files a document by facsimile represents that the original physically signed document will be retained by that party for the duration of that proceeding and of any subsequent appeal or subsequent proceeding in that cause. Any party who elects to file any document by facsimile shall be responsible for any delay, disruption, or interruption of the electronic signals and accepts the full risk that the document may not be properly filed with the clerk as a result. The filing date for a document filed by facsimile shall be the date the SFWMD Clerk receives the complete document. Rev. 10 /31/07 1 Initiation of an Administrative Hearing Pursuant to Rules 28- 106.201 and 28- 106.301, Fla. Admin. Code, initiation of an administrative hearing shall be made by written petition to the SFWMD in legible form and on 8 and 1/2 by 11 inch white paper. All petitions shall contain: 1. Identification of the action being contested, including the permit number, application number, District file number or any other SFWMD identification number, if known. 2. The name, address and telephone number of the petitioner and petitioner's representative, if any. 3. An explanation of how the petitioner's substantial interests will be affected by the agency determination. 4. A statement of when and how the petitioner received notice of the SFWMD's decision. 5. A statement of all disputed issues of material fact. If there are none, the petition must so indicate. 6. A concise statement of the ultimate facts alleged, including the specific facts the petitioner contends warrant reversal or modification of the SFWMD's proposed action. 7. A statement of the specific rules or statutes the petitioner contends require reversal or modification of the SFWMD's proposed action. 8. If disputed issues of material fact exist, the statement must also include an explanation of how the alleged facts relate to the specific rules or statutes. 9. A statement of the relief sought by the petitioner, stating precisely the action the petitioner wishes the SFWMD to take with respect to the SFWMD's proposed action. A person may file a request for an extension of time for filing a petition. The SFWMD may, for good cause, grant the request. Requests for extension of time must be filed with the SFWMD prior to the deadline for filing a petition for hearing. Such requests for extension shall contain a certificate that the moving party has consulted with all other parties conceming the extension and that the SFWMD and any other parties agree to or oppose the extension. A timely request for extension of time shall toll the running of the time period for filing a petition until the request is acted upon. If the District's Governing Board takes action with substantially different impacts on water resources from the notice of intended agency decision, the persons who may be substantially affected shall have an additional point of entry pursuant to Rule 28- 106.111, Fla. Admin. Code, unless otherwise provided by law. Mediation The procedures for pursuing mediation are set forth in Section 120.573, Fla. Stat., and Rules 28- 106.111 and 28- 106.401 -.405, Fla. Admin. Code. The SFWMD is not proposing mediation for this agency action under Section 120.573, Fla. Stat., at this time. RIGHT TO SEEK JUDICIAL REVIEW Pursuant to Sections 120.60(3) and 120.68, Fla. Stat., a party who is adversely affected by final SFWMD action may seek judicial review of the SFWMD's final decision by filing a notice of appeal pursuant to Florida Rule of Appellate Procedure 9.110 in the Fourth District Court of Appeal or in the appellate district where a party resides and filing a second copy of the notice with the SFWMD Clerk within 30 days of rendering of the final SFWMD action. Rev. 10 /31/07 2 T 52 T 53 T 54 T 55 T 56 T 57 T 58 T 59 R 35 R36 R 37 R 38 R 39 _ ......._..__.1 _L • • R 40 R41 R 42 Project Site O MIAMI -DADE COUNTY, FLORIDA Legend Application Sections A Application Number: 080204 -4 Permit Number: 13- 04105 -W Project Name: MIAMI COUNTRY DAY SCHOOL 0 5 10 Miles Map Date: 2/14/2008 EXHIBIT 1 112TH 110TH 111TH 102ND 105TH 103RD Legend Application Application Number: 080204 -4 Permit Number: 13- 04105 -W Project Name: MIAMI COUNTRY DAY SCHOOL Map Date: 2/14/2008 EXHIBIT 2 all•Emmit 11111 EnsIr4, !!iiiur maw Immo •••■r MIAMI -DADE COUNTY, FLORIDA Legend Application • • : Well / Pump / Culvert Application Number: 080204 -4 Permit Number: 13- 04105 -W Project Name: MIAMI COUNTRY DAY SCHOOL 0 0.035 0.07 Miles Map Date: 2/14/2008 EXHIBIT 3 Application Number: 080204 -4 Well ID Name Map Designator FLUWID Number Well Field Existing/Proposed E Well Diameter(Inches) 2 Total Depth(feet) 90 Cased Depth(feet) 80 Facility Elev. (fL NGVD) Screened Interval From To Pumped Or Flowing P Pump Type Pump Int. Elev. Feet (NGVD) 219927 West Well centrifugal Feet (BLS) 90 Pump Capacity(GPM) 35 Year Drilled 1988 Planar Location Source Feet East 923947 M Feet North 560919 _.. Accounting Method none 0 Use Status Primary Z Water Use Type Irrigation O Biscayne Aquifer Aquifer TABLE - A Description Of Wells. Page 1 APPLICATION NUMBER: 080204 -4 Calculations Of Irrigation Requirements RAINFALL STATION: Hialeah :.ROP: Turf IRRIGATION SYSTEM Sprinkler SOIL TYPE: 0.8 PARCEL ACREAGE: 1 PARCEL NAME: LAND USE: Landscape IRR. MULTIPLIER 1.3 JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC TOTAL MEAN RAINFALL 2.28 2.11 2.70 3.70 6.37 9.31 7.07 8.25 8.98 7.39 3.52 1.85 63.53 EVAPOTRANSPIRATION 2.04 2.34 3.98 5.30 6.80 7.48 7.91 7.54 6.43 5.05 3.33 2.36 60.56 AVG. EFFECTIVE RAIN 1.05 1.00 1.37 1.94 3.37 4.84 3.92 4.38 4.42 3.47 1.66 0.89 32.31 DROUGHT RAINFAL 0.85 0.81 1.11 1.57 2.73 3.92 3.18 3.55 3.58 2.81 1.34 0.72 26.17 AVERAGE IRRIGATION 0.99 1.34 2.61 3.36 3.43 2.64 3.99 3.16 2.01 1.58 1.67 1.47 28.25 DROUGHT IRRIGATION 1.19 1.53 2.87 3.73 4.07 3.56 4.73 3.99 2.85 2.24 1.99 1.64 34.39 ANNUAL SUPPLEMENTAL CROP REQUIREMENT: ANNUAL SUPPLEMENTAL CROP WATER USE: 34.39 IN X 1 AC X 1.3 X 0.02715 MG /AC -IN = MAXIMUM MONTHLY SUPPLEMENTAL CROP REQUIREMENT: MAXIMUM MONTHLY SUPPLEMENTAL CROP WATER USE: 4.73 IN X 1 AC X 1.3 X 0.02715 MG /AC -IN TOTAL ANNUAL DEMAND: TOTAL MAXIMUM MONTHLY DEMAND: Page 1 of 1 34.39 INCHES 1.21 MG 4.73 INCHES 0.17 MG 1.21 MG 0.17 MG Page 1 Exhibit No: 5 ITEM RQD. CHECKLIST INITIAL A. BUILDING PERMIT CARD (ATTACHED FIRE DEPT. FINAL) B. SURVEYS (2) FINAL AS BUILT 04- C. CERTIFICATE OF ELEVATION 0. D. gERTIFICATE OF INSULATION E. CERTIFICATE OF SOIL TREATMENT Pak r F. HEALTH DEPT. APPROVAL LETTER G. SOIL COMPACTION LETTER ' -►; �, H. OACKFLOW PREVENTOR CERTIFICATE N/k I. HIRE DEPARTMENT - FINAL i/getz. J. ELEVATOR - FINAL (ATTACHED TO A. BLDG. PERMIT CARD) d 4 K. M.E.P. - FINAL DATE RECEIVED B PRINT NAME MIAMI SHORES VILLAGE BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY CHECKLIST SIGNATURE TITLE TABLE OF CONTENTS HAND DELIVERED BY: MIKE CABAN/ FACILITIES GENERAL MANAGER MIAMI COUNTRY DAY SCHOOL DOCUMENTS 'RECEIVED BY BUILDING DEPARTMENT MIAMI SHORES VILLAGE ITEM RQD. CHECKLIST INITIAL 1 FINAL CERTIFICATION LETTER FROM A NEW WORLD PEST CONTROL W 2 . FINAL CERTIFICATION LETTER FROM ENGINEER /SOIL COMPACTION 3 FIRE DEPT. FINAL 4 FINAL INSPECTION BY DERM AND HRS /GREEN CARD DOCUMENTS RECEIVED BY BUILDING DEPARTMENT MIAMI SHORES VILLAGE DA E RECEIVED BY: MIAMI SHORES VILLAGE BUILDING DEPARTMENT JUN 1 1 2008 CERTIFICATE OF OCCUPANCY CHECKLIST DY. " -- °-•_--_--- du U PRINT NAME SIGNAT RE II TITLE TABLE OF CONTENTS HAND DELIVERED BY: MIKE CABAN/ FACILITIES GENERAL MANAGER MIAMI COUNTRY DAY SCHOOL Max Wolfe Sturman Architect Inc. April 29, 2008 Mr. Claudio Grande, C.B.O. Building Official Miami Shores Village 10050 NE 2 Avenue Miami Shores, Florida 33138 Dear Mr. Grande, With this correspondence, I am notifying you that, as of April 22, 2008, Miami Country Day School (Owner) has terminated the Professional Architectural Services Agreement with Max Wolfe Sturman Architects, Inc. (Architect) for the Academic Center, which is located at 10653 NE 6 Avenue, Miami Shores, Florida. With this termination, the Owner has assumed all responsibility and liability for this project, including the submittal of replacement Construction Documents for permit, construction and inspection purposes. Thank you. Sincerely, olfe Sturman, Principal Max Wolfe Sturman Architects, Inc. Printed Name Signature Date Received lie, AA 26000906 6 R' ul Pfd t 2300 BY: 2997 Day Avenue • Catoonut Grove • Florida • 33133 • 305 441 1171 • maxwolfe@aoi.com NEW TWO STORY BUILDING AND REALTED SITEWORK Passed 6 " Inspector Comments CC P e4. 6.0) AAA- /te 6:0_,C AS c4✓Z- L.-- ------ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 05/12/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Monday, May 12, 2008 Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Final PE Certification Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 April 12, 2008 Village of Miami Shores Village Hall 10050 NE 2" Avenue Miami Shores, Fl. Reference: Address: Contractor's Name: Job No. Donald Hodgetts, P.E. 5901 S.W. i4t'' STREET -SUITE 405 -SOUTH MIAMI, FL 33143 : 04 -' 305 - 663 -8885 (FAX) 305 - 663 -9841 To whom it may concern: Miami Country Day School Academic Center 10653 NE 6 Avenue PCI Development Group 04 -991 Donald Hodgetts, P. E. having performed the inspections and approved the work as noted on the attached inspection log and reports, hereby attest that to the best of our knowledge, belief and professional judgment, the structural components and envelope components of the above referenced structure are in compliance with the approved plans. This document is being prepared in accordance with section 106 of the Florida State Building Code and submitted in conjunction with the application of a Certificate of Occupancy for the above referenced structure. Should you have any questions or need any additional information, pt0ase dotitot hesitate to contact me. • • • • • • • Sincerely, w /enclosures Donald Hodgetts, P.E. •••• • • • • .... • .. • • • • • • • .• • ,{9 n CA • • •••• • • •••• • • • • • • •• • • •••• • • •.•. .. • • • • •. • • • • • • • • • • • . Apr 11 08 10:13a MC DS METROPOLITAN DADE COUNTY DEPT. OF PLANNING,. DEVELOPWENT & REGULATION + OR INSPECTIpnr r OG Project: !et t n G Street: 4� n A' tt2tric. Nome of.Firm or Inspector f / eft' Date of First Inspection. . �6 Address: Date of Second Inspection: a/, s/ ' 0 Gi or. tab sloc, 7h /a6 Contractor: Permit No: Plans Tlitle: r Prepared �`�cw...c. war re". All inspections performed by the Special Inspectors under the above permit must be logged in on the same day of the inspections on this form which mew be displayed at a convenient location on the site for reference by officials from Dade Regulation. 7Is s completed form must be submitted to the Planning Department Development o and Planning, Development & Regulation with the Stamm of Compliance required ent er Section South Florida, Building Code, upon compktion of all work, obtain iscal Inspection n and Certificate of Use and Occu panty, se ate lop t to be 'tain t ned or each or it. S O PR OGR S REPS Inspector WorK Insp. Construction Date Date Phase f /4WMT - 6 �'� ' %' ' ort Work Description 5' .; j 1 -wiaf p -4- Fz2sr A g ier if te•OP Signature Approval " - jac. t e' •Frr br lair 305 - 758 -6323 *Rela • • . •. • • • • .-• • • • p.4 • .. e• • • • . .. • •. • • •. • • • •� • • • • • DATE _ / —tom PRO inigv , '' ,ov041 1Drol rye. ^vr n. -'° LOCA TION —°"'°'^ ---. EANCT 1404. •- .� -.... - .'...�..- ,e---^"` Zr As . A.7 b TI.O CONTRACTOR WEATHER PRESENT AT SITE DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 TO • /JVb t»/ S;, 'D.7. d s ho t 02— 0 rs..spcc.4./0 ff CA-mw 114,7 CCC /bJKlro 7V tt N•44 1 I <Y1.14I 4 J :L (3osl (.G3- ■S (3u GC l . �rL� y' Lk cal %' 4 `I% f v'►-tptn. .sL,I t• ••• /vv� FIELD REPORT THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: fk"‹.1 P4 6 of TOO - r ) JT/C#C4. 714K r Jac.i T c7►F ' 131I••p , f'ZO$r OK TWA .S T2 .. •l.) / - . J . / 0 C O / •wCcr. / 7v "7:44 7VK f. 1.i.0 W / i '. - C. /Coo Oj I /Oc,Jt. d. byti /Ll,rt fIac.i CQ•t1/4' C. TOO itht.K. C.O,,c1'C,i. G.) tu- W0 1W .1 Gi. " Ct. • • • • • • • • • •••• • • •••• • • •• • • • • • • • • • • •• • • • •••• • • ••• • • • • ••• • • •••• • •• • • • • •• • •• •• • • • • • • • • • • • • •• - -•• • • • • 00000 • • • • • DATE PROJECT r l "41y% '. .Jm,.rry bp+.!) 1 (Xlv+id c LOCATION .Jrti! 0 IYTr �J � may, °* � ...,4-xi 1s1r'- ! u". CONTRACTOR WEATHER PRESENT AT SITE I Z' K. /.44 .k C ..511. 4Lf►VA.✓ DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 7471-1 STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 - 663 -9841 TO THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: /-/a 2.71.0 6 ,L; 1:"A - r - , #) CC c T7Z Ir.. "TPIC !J / 'rc r r virraa T P..' im 1 44-3 b err Arta Pcx.:r ‘-13. FIELD REPORT e rrcrrc mac. r..A oar 7 / trL P t D J A.7 "T?4 rC. g�R5 , %) . ` - � a.1G . i �a:� aab.t7 raNC 0 / 5R-- C7Cacr,!7 - r' °7 t4Z str . •-•• 7-Ni(. Q,c. 7"0 /fiat.. Kura) 7 7 K '7 cam °1v n. c.,L. I-� .iT 1,j Ti re'o 70 t, •4) r.. so Mg c k, ,-14 ,c T ()l. rid f- ' cir4 r c 7-14rc' / rcvry frIzi n.J(J 7o iNc‹. fe7X. a aJ® •••• • • • • •••• • • • • • • • • •••• • • • •• • • • • ••• • • • •• • • • • •••• • ••• • • • • •••• • • • • •• • • • •• • • • • • • • • • • • • • • •• • • DATE /131000 / 4/-611 PROJECT Pt / / 4.P% S OU A.) rAd "Dray / �Lt LOCATION (/ ,Ec rC n 7.a. Pe (- CONTRACTOR WEATHER PRESENT AT SITE f)? v x -r'' .tr. ) DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 - 663 -9841 TO THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: C/ , A tac %.! Pi o J a. r - 7') OP 77d ( S` - i C . 1,« OJ / A - p i ciC / AV Co woe r.c i . ,s C 70 `ZTt , C GJ,Cc /C s psT P/7 40 c." T794) Jaw hAr O W T i © k To + /3crc rz.icTKC l A rrd woAtx.. "orrct, f fQv,c /s cor, eGcl.. ote /Z213/3 As FIELD REPORT 004)0 A l l r C : G C ' v 510 /7/?( c 5 r f J/ « 7 : : % 0 t ) t. / C - 1 0 TL O4[ - `DriL o ( 5pStu I7/£O Mis o 6c. da iec. Clcic -Jab sit i AccD / - rar e tic../ 41c4. ••/: • • - r� .... •• o/ w '' -- c.t .,.. t ww v �.. • • • . • • - -- • • • •• • • •• • • • •••• • • •• • • • • • • •••• • • • • • • • • • •• • • •• • • • • •• • •••• •• • • • • • • • •••• • • • • •••• • • • • • • ��i DATE s o,o 0 C i: — 5 I � f- L J PROJECT / C. Ac'i4 a7'Q.-4 t` CI TM& LOCATION / t ✓LS•T A i •T - rn. CONTRACTOR WEATHER PRESENT AT SITE /''7A, .57 .7 CJ'`1 pa,,7 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 - 663 -9841 TO THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: CJ.l kr� i cia Oi - r7ArC .)E-. rtc, - 1 iZ l.4 A) 1 &a- it. (c,C #?O A/r rre Cot.. CAi1sJt T (A3 x1'5 TC) F00". /,J C. L tA.'' L.P4C4c. '7'7/CS . . 7iV$ 0776 AT NCetTtA S'T'h n4, r 14.6t) 3 A) Q3' T"/ frio i U /31/4/....) !3 J P W mai• AL-3Q o fa wC Gam, 10 A.A 1 gtJ -w=Pc €fr- /,J sp it D'r faro! D FIELD REPORT Free.-3T ` Ad—so A �. vv/ • - 4- 7 s i73r33 Co C • • • • • • • • • • •• • • • • •• • • •• •• • • • • • • • • • • •• • • • • •••• • ••• • • • •• • • •••• • ••• • • • •• • •• •• • • •••• •• • • • • • • • • • • • • • • • • • • COPIES TO SIGNED: '� -_ DATE "/2//0 (. 0 , p tf - -.4, 9 �'` d PROJECT P2 / /WK. s c,puw7 /aC4D %A4 LOCATION �f Arc rr .C//C'r rvt. 7i. ccxerr r.1 CONTRACTOR WEATHER PRESENT AT SITE DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: 1 r rata lit./ ,J G colt' iel✓►ti. k4/34-L 1 C1z:)L r+zJ FIELD REPORT 1 e/G.J rurc.CrNG . 774rc cc 403 Co-e.g.rrocrgc AA) "//5.) Otc prey max , a' r/cs a c+o /•2 ,, , ,yv , .e.�.. . 74/c cad Wos too - Ikax.4C 0 Co rttGC.c i AS'kflo Cc 1 /n/s i C cRo jr/rAct- 1 JF A L faA2 • 70 C kd/Ccjc. claCRI .Qc.,C.S , "J'Arto Co c 7t7 W < ORrJ co /c /rocs s'T' LAG/4 c-o ' '- T cr2.cj ? r u".4.0 l f✓�" coA.)(Acre:" 0lc-. -re /d.0,44 Coo< rziCTrC. \AM COPIES TO G c. 'rata r rvnJ'i'`'i C.A.) v -K 4( s SIGNED: • • • • • • • • • .... • .. • • •. •• • • ••• • • • . • • • • • • • • • • • •• • • •••• • • • ••• • •• • • • • •• • • • • .. .. • • • - -• •• • • • • • • ... — • • • • • • • • • DATE 9// 'VA) C.,„ D 4- 99 1 PROJECT L'"+i�w & '� tct b jTht LOCATION c �J l !'' CONTRACTOR WEATHER PRESENT AT SITE TEA u. Sruvr.p a, DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 TO THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: cif' V TLC O L 7.74x4— f v�.- ' r►�- TA < i" &...1 - irj ®i 77440 s'Y° . 'WA," i,.j fkikrc . s " Clzeziciet.T , kai T 1" y� ct s . FIELD REPORT 7 - t "7"0 Ok TO Cr ,r Wi /Ls W / dam"' wO-(4L /TAD /al5.41 l s c 0 /q • • • • • •••• • • • ..�. •• • • • • • •••• • • •• •• • • • • • •• • •• • • • • • • • •• • • • • •• • • • • •••• • • • • •••• • • • • • • •• • • • • • • DATE PROJECT P-7/4/-)1, Cam r bray 4<il D tc LOCATION /armor. -nic r5ic/arn.S CONTRACTOR WEATHER PRESENT AT SITE DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74m STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 TO THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: is$kUt.o lc) /►'hzlo <A-) 64 - 7p thQ4 C i rr. tea ALL. "A sA.1. i &ivt> `�r��• «1 �e tL �. M+�..�c�s . RE. 3p c. m", Ito. COPIES TO: FIELD REPORT • •••• •• • • • • •••• • • •• •• • • • • • •••• • • • • • • •• • • • • • • •• • • • • •• • •• • • • • •• • • • • • • • • • • • SIGNED: DATE PROJECT `►Z 4Arr -L. C )", Tip b. y /tr tc. LOCATION C CONTRACTOR WEATHER PRESENT AT SITE DONALD HODGETTS, P.E. FIELD REPORT C O N S U L T I N G E N G I N E E R R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 TO THE FOLLOWING CONSTRUCTION OBSERVATIONS ARE NOTED: Ca »: 1Ci4 it ACINCs, QCa r Sir : ! -- !ers .5" 7WI r %•JC frit c tc -m g< srtrcL wAs t w - /i ncl* . Aio7r.,0 spr)pM.. tj) 7 4Pr Atzr r h i c r ' 7 7 / , r • G " tyv »s#.3 7 z ) 1E T P i 4 . /WO -3tl • A moo► PLrcral COPIES TO N I. ItACINC S - rio - 7:3u irkik • i CL ib ' S A1/4Y) Ci 1 Q ALL 71E/?,4 CD • - "PC. VI id rAkau.. rr.0 A ram) IC SIGNED: • • • • •••• • • ••• • • •••• • • •• •• • • • •• • • • • •• • • •••• • •••• • ••• • • • •• • • • • • • •• • • • •, • • • • ' • • • • • • • • • • NEW TWO STORY BUILDING AND REALTED SITEWORK i Passed d>, Inspector Comments CC i ,-„, ‘ 4 , efritr: 5 /2,14_ i ael°,4-2 ictip Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 05/12/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Monday, May 12, 2008 Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)7564972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 PCI Development Group INSULATION CERTIFICATE Building Permit No. Project Name: Miami Country Day School Job Address: 601 NE 107"' Street, Miami, Fi 33161 STATEMENT OF COMPLIANCE: We, the undersigned, hereby certify that the THERMAL INSULATION has been installed in the above referenced project, in compliance with the latest edition of the STATE OF FLORIDA EMERGENCY CODE, the APPROVED ENERGY CALCULATIONS and Plans, and in accordance with good construction practice. The insulation famished and installed has the characteristics shown below. (Check any applicable boxes). L I) Exterior CBS Walls Insulation: R- 5 Thickness: _ inch(es); Density._ _ 2) Exterior Frame/Metal Stud Walls: R _ Thickness: _ inch(es); Density_ _3) Exterior solid concrete walls: 12 Thickness:_ inch(es); Density._ _ 4) Interior walls separating A/C from non -A/C spaces insulation: R_ Thickness: _ inch(es); Density_ _ 5) MULTI - FAMILY RESIDENTIAL CONSTRUCTION ONLY; the COMMON (Party) WALLS separating different tenants shall be insulated as follows: by Energy Code Requirements. See "Energy Code, 97 Edition, Section 600.2A4, pages 6-4, through 6-8. Latest Edition ". These minimum levels of insulation are not included in the Energy Calculations, but shall be installed in the field. _6) Above deck type ROOF INSULATION: R_ (Min.); Material:_ Thickness: _ inch(es); Density._ lb/ft.; Manufacturer. _ L7) Ceiling insulation: R- 3a; (Min.); Material:_ Thermal Batt Fiberglass Insulation Thickness: _ inch(es); Density_ _8) NOTE: Densities of sparse-on, loose fill, or any other composed -on -site insulation shall be the P.C.F.pb/ft3) average of three (3) "DRY SAMPLES" of actual installation. Date Certified: 4/25/08 (Min.) Material: _ Foil Insulation Ib/ft (Min.): Ib/ft (Min.): Ib/f 8600 SW 47th Street Miami, FL 33155 Telephone: 786.281.0111 Fax: 305.397.1457 Email: prosper] @comcast.net B License # CGC062648 Manufacturer. SolarGuard Material: Manufacturer. _ Material: Manufacturer. _ (Min.) Material: _ lb/ft.; Manufacturer. _ Manufacturer. _ Owens Coming f t 0 zoo Y: NEW TWO STORY BUILDING AND REALTED SITEWORK it Passed d Inspector Comments cc / D.A.) 04- 4 7 OD 6ite /-10 sic - 40 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 05/12/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Monday, May 12, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Fire Alarm Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 • ROCESS NO: X2007216650 AMANTHA HALL 0653 NE 6TH AVE IAMI SHORES, FL 33138 REVIEW FEE TYPE CODE FIRE F053 FIRE FEE M US REC M I BU I 139/18/27 REGISTER CASHIER TRANSACTION PROCESS M7216650 CREDIT TENDER TOTAL1 CHANGE 19,3101 . 4,TCPM9.19.T.CENT, Atomoossameemome Merchant ID: 530314459 Term ID: 0010540000530314459303 MASTERC Amount: Tax: Total: OSA: Ti7 Inv #: Aporvd: Online DC BUILDING DEPT 11805 SW 26TH ST RM 149 MIAMI. FL. 33175-2464 786-315-2391 Sale 1 Customer COPY THANK YOU! esh, Entry Method: Swiped $ 70,Ot $ 0.A0 $ — 7 1 37113 12:50:15 Mr Code: m981 J CC) REVIEW FEE TYPE CODE ROCESS NO t X2007216650 AMANTHA HALL 0653 NE 6TH AVE IAMI SHORES, FL 33138 FIRE F053 FIRE FEE ' • , oy 9/1 /22107 1.2 450 YDENTS MISCELLANOUS REC P11 BU I R9/18/2%17 RESISTER CASHIER TRANSACTION # PROCESS 268721665O CREDIT TIMER CRE ISSUED1 TOT :W MASTERCARD but: Tax: Total: 09/18/07 Inv 11: gldll APPrvd: Online DC BUILDING DEPT 11805 SW 26TH ST R1 149 MIAMI. FL. 33175-2464 786-315-2381 Merchant ID: 531314459 Term ID: 5510540000530314459003 Sale 1 Customer COPY THANK YOW 4 'OW Entry Method: Swiped $ 70.0i $ 0,00 $ 70.013 12:50:15 APPr Code: Pale 1 c f 2 i MIANII -DADE COUNTY, FLORIDA MIAMI -DADE Issued Date: 14- APR -2005 Expiration Date: 13 -JUL -2005 MR JOE CUETO EXPERTDITERS MIAMI, FL Tel- 206 -2941 Fax- (305) Dear MR CUETO: 11111111111111111 III II III II 11111 11111 11111 III II 111111111111111111114114il 2 C 0 5 0 3a. ,2_ rly ri 230E� Project Name: MIAMI COUNTRY DAY SCHOOL Project Location: 601 NE 107 ST(AKA 10701 NE 6 AVE). MIAMI Proposed Use 3,193SF ADDITION(50 STUDENTS /5 STAFF) Previous Flow: 0 GPD Calculated Sewage Flow: 575 GPD Sewer Utility: PRIVATE Receiving Pump Station: 99- 00598B ENVIRONMENTA4 RE4QI✓RcE8 MANAGEMENT 0FFICE',OK (ALAN FUj SERVICES 118061 SW 26 STREET ' SUITE 124 MIAMI, FLORIDA 33175 -2474 (786) 315 -2800 RE: Sewer System Treatment and Transmission Capacity Certification The Dade County Department of Environmental Resources Management (DERM) has received your application for approval of a sewer service connection to serve the following project which is more specifically described in the attached project summary. DERM has evaluated the request in accordance with the terms and conditions set forth in Paragraph 16 C of the First Partial Consent Decree (CASE NO. 93 -1109 CIV- MORENO) between the United States of America and Miami -Dade County. DERM hereby certifies that adequate treatment and transmission capacity, as herein defined, is available for the above described project. Furthermore, be advised that this approval does not constitute Departmental approval for the proposed project. Additional reviews and approval may be required from sections having jurisdiction over specific aspects of this. project. Also, be advised that the gallons per day (GPD) flow determination indicated herein are for sewer allocation purposes only (in compliance with Consent Decree requirements) and may not be. representative of GPD flows used in calculating connection fees by the utility providing the service. Please be aware that this certification is subject to the terms and conditions set forth in the Sewer Service Connection Affidavit filed by the applicant, a copy of which is hereby attached. By copy of this certification we are advising the appropiate building official of our Department's determination. ca Page 2 cif 2 1111111( IIlIIIJIIII! IIIJI111111I1IIII111111IIIIII111111IIIJIIIIIIII11 ,1 `14III011111 i. X 05033111332673 Issued Date: 14- APR -2005 Expiration Date: 13 -JUL -2005 Sincerely, John W. Renfrow, P.E. Director Departm - +t of Environmental Resources Management By: Vi te Arrebola, P.E. Chief, Office of Plan Rev ew Services Attachements (2) cc: Building Official (w /-Attachments) Utility Official (w /Project Summary Attachment) 9` Date: 04-14-2005 Page: Applicant's Name: MR JOE CUETO Applicant's Address: # Folio Lot === Block Flow (GPD) 1 30-2231-024-0050 575 DERM Number: 2005 - - Project: MIAMI COUNTRY DAY SCHOOL , • 601 NE 107 ST(AKA 10701 NE 6 AVE) Proposed Use: 3,193SF ADDITION(50 STUDENTS/5 ST Pump Station: 99 -00598B Allocated flows: 575 (GPD) Projected NAPOT: 1.95 (HR) SERVE ' CONSERVE ATLAS PAGE: E -7 INV #: 75252 FORM #: NAME OF OWNER: PROPERTY ADDRESS: (� PROPOSED USAGE / NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS: PROPERTY LEGAL: PREVIOUS FLOW: PROPOSED FLOW: BY: PLANS REVIEW COMMENTS: CRITERIA: C5D B2B MIAMI -DADE WATER AND SEWER DEPARTMENT P.O. Box 330316, Miami, Florida 33233 -0316 0 3575 S. LeJeune Road Q Tel: 305- 665 -7471 (MIAMI COUNTRY DAY SCHOOL 01 NE 107TH ST 3193 SF ADDITION FOR 50 STUDENTS AND 5 STAFF VACANT LAND FOLIO NUMBER: j 30- 2231 -024 -0050 575 o1 SIGNATURE OF REPRESENTATIVE VERIFICATION FORM EXPIRES ONE YEAR FROM DATE ON FORM NEW BUSINESS COMMENTS: EXISTING ACCT ID 3519544200 20055299 DATE: 4/19/2005 GALLONS PER DAY INCREASE: PREVIOUS SQUARE FOOTAGE: 0 0 NEW CONSTRUCTION PROPOSED SQUARE FOOTAGE: 3,193 ❑ INTERIOR RENOVATION THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _12_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF' WILL HAVE ", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N /A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. Ropmemantatime AUTHORIZED BY 575 THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _ INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF' WILL HAVE ", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A ). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND /OR SEWAGE FLOW FOR THIS PROJECT WILL BE: FIVE HUNDRED SEVENTY FIVE (575] GALLONS PER DAY INCREASE. NEW BUSINESS COMMENTS: SILVIA LORIE — NEW BU$ KESS REPRESENTATIVE SIGNATURE OF REPRESENTATIVE AUTHORIZED BY PLANS REVIEW COMMENTS: SUBJECT TO D.E.R.M. SEWER ALLOCATION LETTER DATED: 4 -14 -05 CODE: 2005033111332673 - NORTH MIAMI SEWERS CONTACT NAME: JOE CUETO Printed On: 4/19/2005 NB: Silvia Lorie 11:40:41 AM CONTACT PHONE: L3)) 206-2941 )) PR: CONSTRUCTED] PERMIT FOR: [ X ]New System [ ]Existing System [ [ ]Repair [ ]Abandonment APPLICANT: Miami Country Day Schools PROPERTY STREET ADDRESS: 10653 NE 6 Ave Miami Shores FL 33161 LOT: 1 BLOCK: SUBDIVISION: Gulfair Estates [Section /Township /Range /Parcel No.] [OR TAX ID NUMBER] PROPERTY ID #: 11- 2231 - 012 -0010 SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E -6,FAC DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM 20MPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS I [ 1350 • [ 0 9 1 0 K [ 600 J [ 822 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM R [ 0 ]SQUARE FEET SYSTEM '\ TYPE SYSTEM: [ Y ]STANDARD [ N ]FILLED I CONFIGURATION: [ N ]TRENCH [ Y ]BED E LOCATION TO BENCHMARK: CL NE 6 Ave., 11.73' NGVD. I ELEVATION OF PROPOSED SYSTEM SITE [ 40.0 ] [ INCHES ] [ BELOW BENCHMARK /REFERENCE POINT BOTTOM OF DRAINFIELD TO BE [ 70.0 ] [ INCHES ] [ BELOW ]BENCHMARK /REFERENCE POINT L J FILL REQUIRED: [ 0.0 )INCHES EXCAVATION REQUIRED: [ 72.0 ] INCHES YI'HER REMARKS: STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT ]Gallons SEPTIC TANK ]Gallons ]GALLONS GREASE INTERCEPTOR CAPACITY ]GALLONS DOSING TANK CAPACITY [ 96 AGENT: A AMERICA, A American Sept CENTRAX #: 13 -SG -33550 DATE PAID: FEE PAID : $ RECEIPT . OSTDSNBR : 07- 02056 -N ]Holding Tank [ ] Innovative Other ] Temporary [ NA ] MULTI- CHAMBERED /IN SERIES: [Y ] MULTI - CHAMBERED /IN SERIES: [Y ] ]GALLONS ® [6 ]DOSES PER 24 HRS # PUMPS[ 1 ] [ N ]MOUND [ N ] [ N ] *Install a 1350 gl.0 -3 septic tank equipped with an approved filter. *Install a 600 gl. C -3 dosing lift tank with an appropiated pump and alarm. *Install 822 sf of drainfield. *Invert elevation of drainfield to be no less than 6.40' NGVD. *Bottom of drainfield elevation to be no less than 5.90' NGVD. *Install 42" of slightly limited soil under the bottom of drainfield. Perimeter of excavation area shall be at least 2 ft. wider and longer than the proposed absortion bed or trench. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with sec. 64E- 6.013(3)(f), FAC. SPECIFICATIONS BY: Icaza, Carlos APPROVED BY: Icaza, Carlos DATE ISSUED: 8/10/07 TITLE: • .■016, 03/97 (Ohsoletes previous editions which may not be used) 11]Lock Ncnbct: h/44- 00].401.6 -0) loeLds_c■ns 4016 1.1 TITLE: Engineer I Dade EXPIRATION DATE: 2/10/09 CHD Page 1 of 2 APPLICANT: Miami Country Day Schools AGENT: A .American Sept, A American Septic & Plumbing LOT: 1 BLOCK: PROPERTY SIZE CONFORMS TO SITE TOTAL ESTIMATED SEWAGE FLOW: AUTHORIZED SEWAGE FLOW: UNOBSTRUCTED AREA AVAILABLE: STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEER'S MIST PROVI=DE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. BENCHMARK /REFERENCE POINT LOCATION: CL NE 6 Ave., 11.73' NGVD. ELEVATION OF PROPOSED SYSTEM SITE IS 39.96 [ INCHES ] [ BELOW ]BENCHMARK /REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES: SURFACE WATER: N/A FT DITCHES /SWALES: N/A FT NORMALLY WET? [ ]YES [ X ]NO WELLS: PUBLIC: N/A FT LIMITED USE: N/A FT PRIVATE: N/A FT NON - POTABLE: N/A FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 2 FT SITE SUBJECT TO FREQUENT FLOODING: [ ]YES [ X ]NO 10 YEAR FLOOD ELEVATION FOR SITE: 0 FT NGVD SOIL PROFILE INFORMATION SITE 1 Munsell # /Color Texture Depth inYR- 5 /1 -(Y Sand n to 2R i nYR - 7/3 - P AN Onl i ti r Limps 2R to 72 to to to to to to USDA SOIL SERIES: 15 Urban land OBSERVED WATER TABLE58.00 INCHES [ BELOW ] EXISTING GRADE TYPE: [APPARENT ESTIMATED WET SEASON WATER TABLE ELEVATION:58.00 INCHES [ BELOW ] EXISTING GRADE. HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [ ]YES [X]NO DEPTH: 0.0 INCHES SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING:Replacement /0.70 DEPTH OF EXCAVATION:72.0 INCHES DRAINFIELD CONFIGURATION: [ ]TRENCH [ X ]BED [ ]OTHER (SPECIFY) REMARKS /ADDITIONAL CRITERIA: Soil replacement required. SITE EVALUATED BY: Teresa Solomon 011 4015, 03/97 (Obsoletes previous editions which may not be used) (Stock Number, 5744 -003- 4015 -1) [ostds_eval_4015 -3] CENTRAX #: 13 -SG -33550 OSTDSNBR : 07- 02056 -N SUBDIVISION: Gulfair Estates ID #: 11 -2231- 012 -0010 PLAN:[X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.66 575 GALLONS PER DAY [64E -6, TABLE 1] 1650 GALLONS PER DAY [1500GPD /ACRE OR 2500GPD /ACRE] 1673 SQFT UNOBSTRUCTED AREA REQUIRED: 1643 10 YEAR FLOODING? [ ]YES [ X ] NO SITE ELEVATION: 8 FT NGVD SOIL PROFILE INFORMATION SITE 2 Munsell # /Color Texture 1nvR- 5 /1 -GV Sand_ inYR - 7/1 - P RN Onlitir T.impa USDA SOIL SERIES: 15 Urban land Depth n to 2R 2R tO to to to to tO tO DATE: 6/30/07 A AMERICA ACRES SQFT Page 3 of 3 ALARM SYSTEM FEB 0 7 2000 Passed Inspector Comments cc �/ # ` '' -/,,.Q 6/1 a I Failed Correction Needed • Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 02/06/2008 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PROTECT -O -LARMS INC Building Department Comments Tuesday, February 5, 2008 Inspection Worksheet Miami Shores Village t e ) 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Ts-tr Permit Type: Electrical - Commercial Inspection Type: Final Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -944 -9218 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK Passed Inspector Comments rstx,:a7 %I,/ 0 IL_ 40(.1..) l kti ihfill --0 , y D/co. 4)24 . E ...ef 5 Doc Failed Correction Needed Re- Ins Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 05/12/2008 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Monday, May 12, 2008 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Elevators Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 INSPECTION DATE Month l" J CD CD CD CD O 04 05 06 07 rj 09 1.0 CERTIFIED ELEVATOR INSPECTOR (CEI)8 0 CD CD CD O O 0 0 0 CD O 0 O O 0 CD ti 0 TYPE OF INSPECTION 0 Routine/Inspection O Alteration Acceptance CallbacWRe- Inspection O Construction Final Acceptance 0 Temporary Operating Inspection O Accident r , ,OESUSEONLY O Complaint O Contract Monitoring O Industry Oversight/Audit TIME IN TIME OUT ELEVATOR INS DEFINITIONS CEI - FL Certified Elevator Inspector CET - FL Certified Elevator Technician REC - FL Registered Elevator Company VIOLATIONS FOR VIOLATION CODES, GO TO THE INTERNET AT: www. miamidade .gov /gsa /ElevatorMain.asp VIOLATION 1 VIOLATION 2 VIOLATION 3 VIOLATION 4 VIOLATION 5 VIOLMioN'e VIOLATION 7 VIOLATION 8 VIOLATION 9 COMMENTS (FOR ADDITIONAL COMMENTS USE SUPPLEMENTAL REPORT) Periodic Tests Results — EscJMW Resuts — Hydro Results Traction Annual 0 Five Year CD Other Brake Torque Skirt Index Run N/L F/L Relief Sw. Sp. Slide Trip Sp. Pull out/thru PERSON RECEIVING THIS REPORT If violatIons are cited, this report constitutes an Order to Correct as outlined in s. 399.061(4), Florida Statutes. Violations must be corrected within 30 days in accordance with s. 399.105(4), Florida Statutes. Signature Title Print Name Phone Number PLEASE 0O HOT WRITE BELOW TI-HS LI 9E 180 01-85 11/08 Building Name Phone Building Address City Permit # SERIAL NUMBER O 0 CD 0 0 0 Installation 000 OD. CD 000 000 000 0®O ®0© 000 0 0 0' 000 of this elevator. SUPERVISOR OF CONSTRUCTION I certify that as WI elevator company supervisor, I directly supervised the construction Or see attached elevator Installation aflidari O CD 0 0 0 0 O or SI� nature CEI 3 CET ft Tint Name (no, Phone Number Office of Elevator Safety ', ,' , {, age Of ; MIAMFDADE GSA Facilities & Utilities Management Div r ii C�T.miamidade. 201 West Flagler Street i [ f 0 � -1gg g Miami Florida 33130 -1510 1 T 305 - 375 -1577 F 305 - 372 -6367 Irk ECTION REPORT CERTIFIED ELEVATOR INSPECTOR I certify that I have personally performed or witnessed: O Routine inspection O Periodic tests as prescribed by ASME A17.1 O Acceptance inspection of new or altered installation as recommended by the ASME A17.2 Inspectors Manual Eat 0 Violations cited on the previous inspection report have been corrected. Installation meets or exceeds minimum standards of Chapter 399, Florida Statutes, and Chapter 30 of the Florida Building Code adopted by Rule 9B- 3.047, Florida Adiministrative Code. Signature_. - , CEI # REC# Print Name Phone Number ;I This device 0 Complies With O -Does Not Comply -With Is Exempt From Section 399.15, Florida Statutes: Regional emergency elevator access /fire key requirements. AND o Complies With 0 Does Not Comply With Is Exempt From Section 553.509, Florida Statutes: Alternate power requirements NOTICE TO CERTIFIED Completed inspec ion report must be returned to the ELEVATOR INSPECTOR Office of Elevator Safety at the above address within five (5) working days of inspection. 05/19/2008 09:55 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES Ij001 TRANSMISSION OK *xesk****sk***$$$$$$$$$$ *** TX REPORT *** $$xesk$$xs$$$$*$$$$$$*** TX /RX NO 2090 RECIPIENT ADDRESS 93057586323 DESTINATION ID ST. TIME 05/19 09:50 TIME USE 04'51 PAGES SENT 3 RESULT OK Inspection Date: 02/06/2008 Inspector: Devaney, Michael Project: <NONE> Contractor: PROTECT -O -LARMS INC Building Department Comments Correction Na rlrarl Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 0 Phone: (305)795 -2204 Fax: (305)756 -8972 Block: s Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -944 -9218 ALARM SYSTEM Passed Failed Inspector Comments CC FEB 0 7 2008 Permit Type: Electrical - Commercial Inspection Type: Final Owner: SCHOOL INC, MIAMI COUNTRY DAY Work Classification: New Job Address: 10653 6 Avenue NE est. Miami Shores Village, FL 33138- Bill To I MIAMI COUNTRY DAY SCHOOL INC MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI, FL 33161 -7165 Return to: I Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 F Date 04/03/2008 Expired Permit Renewal Fee Fee Name AMI SHORES VILLAGE 10050 NE 2ND AVE MIAMI SHORES, FL 33138 ,(30H 795 -2209 Sale MID: TID: 237828 84/04/08 Batch g: 39 AMEX XXXXXXXXXXX1124 APPr. Code: 555540 Invlt: 000002 Total: $ 1500,00 APPROVED 555548 Customer Coat/ THANK YOU! 13:38:56 Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)7564972 Invoice Number: CC -4-08 -31456 Invoice Date: April 03, 2008 Permit Number: BP2005 -230 Fee Type Calculated Fee Amount $4,500.00 Total Fees Due: $4,500.00 Payments Date Pay Type Check Number Amount Paid Change 04/04/2008 Credit Card $4,500.00 $0.00 APR 0 4 PAID Total Paid: $4,500.00 i Total Due: $0.00 LOW VOLTAGE DATA FEB 14 2000 Passed Inspector Comments _ "0 cc A,A,.- 9 / ' L®.."5 . '',ff / Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until r. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 0 Inspection Date: 02/13/2008 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: TELESOUND SYSTEMS CORP Building Department Comments Tuesday, February 12, 2008 Block: Permit Type: Electrical - Commercial Inspection Type: Final Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)592 -9292 Page 1 of 2 INSTALL 32 DUAL CATEGORY G CABLES FE B 0 5 ME Passed Inspector Comments cc i7 Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid. . until - 71 1 ,gig:333,5 asr Inspection Date: 02/04/2008 Inspector Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: TCS TOTAL CABLING SOLUTION INC Building Department Comments Friday, February 1, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795-2204 Fax: (305)756-8972 Permit Type: Electrical - Commercial Inspection Type: Final Ussoo Work Classification: Addition/Alteration Block: Phone .Number (305)759-2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (954)846-8787 Page 2 of 2 Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Parcel Number Contractor(s) Phone Cell Phone TCS TOTAL CABLING SOLUTION INC (954)846 -8787 (954)315 -5066 Type of Work: Additional Info: Classification: Commercial Fees Due CCF Education Surcharge Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $6.60 $2.20 $325.58 $3.00 $8.14 $345.52 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Total $ 0.00 $ 0.00 Payment Type: Amt Paid I Amt Due $ 0.00 1 PAID Expiration: 06/07/2008 Applicant 10653 NE 6 Avenue Miami Shores Village, FL 33138- 1122310120010 Block: Lot 1 & 2 MIAMI COUNTRY DAY SCHOOL Menir Valuation: Total Sq Feet: $ 11,000.00 0 Available Inspections : Inspection Type: Meter Box Underground Rough Fire Alarm Alteration Final Relocation Service Change W. W. In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. December 10, 2007 OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Date Monday, December 10, 2007 1 dv\tk a r.0- BUILDING PERMIT APPLICATION FBC 2004 FOLIO / PARCEL # Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Bond $ Code Enforcement $ 72913 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit Type: Electrical Owner's Name (Fee Simple Titleholder) *OP , CV U fq do Owner's Address f ® Foy 3z- cog City Agin 1 State y r 1. Tenant/Lessee Name Man) C I1 j Q!09- E-MAIL: J Job Address (where the work is being done) 6o1 ki City Miami Shores Village County Miami -Dade Ip, 7Z- Training /Education Fee $ /0'7 ST Is Building Historically Designated YES NO Contractor's Company Name 7C5 6to(rp Inc. 167)Z SW ST. Submittal Fee $ Permit Fee $ S ` CS Notary $ rr � Scanning $ iJ . Radon $ DPBR $ Zip Contractor's Address City Paupe State Fl- , Qualifier Name DO C91 Es 00003 State Certificate or Registration No. Certificate of Competency No. E -MAIL: Permit No. ELL 1~ 1.144 aster Permit No. 8P OQ5 -Z3o Phone # (3D ?/ - 1)Z ZI X32 3 t Phone # - V1 Z f 3�Y��lq g Zip 33/0 Phone # P54) g_ b g l/ Zip :3 Phone # Phone # Square / Linear Footage Of Work: Type of Work: [Addit_io 1 ['Alteration ['New ] ❑ Repair /Replace Describe Work: Inc 33 I)ye r CoIQOr C CaI ) t/ y &xxxxxxxxx**xxxx *x xxxxxxxxxxxaYxxFe xrxx xxxxxxxx *xxxxxxxxx *xaY*xa° *xxxxxxxxnt ❑ Demolition CCF $ C O , ' (U.Q CO /CC Technology Fee $ 6,14 Zoning $ Double Fee $ C Structural Review. $ Total Fee Now Due $ 54S -S See Reverse side --> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zi Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COM MENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me thi day of ,20_,by who is personally known to me or who has produced As identification and who did take NOTARY PUBLIC: Sign: Print: My Commission Expires: xxxxx * * * * ** * * * * *xxx xxxxx x xxxxx%* *x APPLICATION APPROVED B (Revised 02/08/06) Signature The foregoing instrument was acknowledged before me this 3 day of /)0v. , 20 by ball C VC who is,personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: /I ii? ei /e- L✓ ® Uf? r) My Commission E * * * * ** * *xxxxrxxx * *x *xxx *xxxxx *xxxxx Engineer Zoning Issue Date: 5/2/2006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Fence/Wall Work Classification: Wire Fence Job Address: 10653 6 Avenue NE Additional Information Miami Shores Village, FL 33138- Comments: TEMPORARY 6" HIGH CONSTRUCTION CHAIN LINK FENCE Fees Due CCF Education Surcharge Notary Fee Permit Fee - Wire & Wood Scanning Fee Technology Fee Total: Amount $0.60 $0.20 $5.00 $640.00 $3.00 $16.00 $664.80 Building Department File Copy Applicant Signature Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Expires: 02/16/2006 Contractor(s) Phone PCI DEVELOPMENT GROUP (786)281 - 0111 Primary Contractor Yes Type of Construction: Wire Fence Additional Info: Classification: Commercial In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Parcel #: Block: Section: Permit Status: APPROVED Permit Number: FW -4 -06 -1045 Phone: (305)758 -2843 1122310120010 Lot PB: Total Square Feet: 640 Total Valuation: $ 1,000.00 Required Inspections Final Foundation Invoice Number FW - 5 - 06 - 24674 Total: Amt Due $664.80 Amt Paid NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores , FL 33138 -0000 Phone: (305)795 -2204 10653 NE 6 Avenue 1122310120010 Miami Shores Village, FL 33138- Block: Lot: 1 & 2 MIAMI COUNTRY DAY SCHOOL INC Contractor(s) Phone CeII Phone PCI DEVELOPMENT GROUP (786)281 -0111 (786)281 -0111 Fees Due CCF Education Surcharge Notary Fee Permit Fee - Wire & Wood Scanning Fee Technology Fee Total: Amount $0.60 $0.20 $5.00 $640.00 $3.00 $16.00 $664.80 Authorized Signature : Owner / Applicant / Contractor / Agent Building Department Copy Friday, June 13, 2008 ellllt» ............ ............ Expiration: 12/10/2008 Parcel Number Applicant MIAMI COUNTRY DAY SCHOOL CiiWner..Inf.Qrmati4R Address Phone Cell 601 NE 107 ST MIAMI FL33161 -7165 (305)759 -2843 Valuation: Total Sq Feet: Approved: Comments: Date Approved: : Date Denied: Type of Construction: Wire Fence Classification: Commercial Additional Info: Total 1 Amt Paid 1 Amt Due $ 664.80 $ 664.80 Payment Type : Credit Card $ 0.00 $ 1,000.00 640 Available Inspections: Inspection Type : Foundation Final In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants , or employes . I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work . OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning . Futhermore , I authorize the above -named contractor to do the work stated . June 13, 2008 Date 1 Tenant/Lessee Name 10050 N.E.2 Tel: (3 BUILDING PERMIT APPLICATION B Y: FBC 2004 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) _ Owner's Address 6e /to 714 City pmplA, .56 4 9 State 9t` Value of Work For this Permit $ /d(9 2 Type of Work:4J Addition ['Alteration Describe Work: l A.kg Miami Shores Village Building Department Electrical 2 4 Job Address (where the work is being done) City Miami Shores Village County . Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name fC2 D �2p / 1, yj? .r, d e�i °° , e # i i --‘)/// Contractor's Address 0000 S.a - `- / 6 City (, State ._ Zip "3./6" Qualifier Name //1 0,449 Phone # 7 ?/ ""a / / i / C State Certificate or Registration No. C e5e, .2.6 cl e Certificate of Competency No. Architect/Engineer's Name (if applicable) phone # Square / Plumbing orida 33138 .8972 'Master Permit N. Permit No. 4 WOE' ~ 1 CAE Mechanical Roofing one # ' ' 75t` ,3 Zip /� Phone # Of Work: 6 ❑ Repair/Replace ❑ Demolition .Q/yi /1 Q 6 ' = r Aisav ca ** * * * * * ** *, * *** ** * *** * ** ** * * * * * ** ****F Submittal Fee $ Permit Fee $ • CCF $ ( 0,CC) CO /CC Notary $ j - DC. Training/Education Fee $ 0. el ® Technology Fee $ I I - CQ ° Scanning $3- DO ' Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ _ Structural Review. $ Total Fee Now Due $ ':=4 . See Reverse side --> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection I not be ` roved and a reinspection fee will be charged. Signatur Contractor Owner or Agent The for trument was acknowledged before me this The fore ring instrument was acknowledged before me this Zj day of /Z t C , 2 by , day of (2- 1 (-- , 20 Cy J Art I'M E et + E . who is personally known to me or who has produced who is personally known to me or who has produced As identifica ' is34tke WI 9BiiiRIDA 1 as identification and who did take an oath. Shellie L. Fulford NOTARY PUBLIC: Commission # DB400807 Sign: FEB. 28 2009 4 /(% A V NOTARY PUBLIC: Print: She/be My Commission Expires: (Revised 02/08/06) APPLICATION APPROVED BY: D& Signature�/: � ��1 Expires: , /� cd Thru Atlantic Bonding Co., Inc. �� ** W_ rtl,∎ :.lar A� 7. 5 .tip • X55 My Co ��' ion Expir -.�:., n ;� ..�_ ,, U , • ►go., Inc. 5/Vo (e . al F[2.--cp Sign: Print: Plans Examiner Engineer Zoning Project Address 10653 NE 6 Avenue Miami Shores Village, FL 33138- Owner Information Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 MIAMI COUNTRY DAY SCHOOL INC Fees Due Bond Type - Contractors Bond CCF Education Surcharge Permit Fee - New Construction Scanning Fee Technology Fee Total: Amount $300.00 $18.60 $6.20 $1,078.00 $30.00 $26.95 $1,459.75 Address _ .. .__....... 601 NE 107 ST MIAMI FL 33161 -7165 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Thursday, June 7, 2007 Permit Parcel Number 1122310120010 Block: Lot: 1 & 2 Contractor(s) Phone CeII Phone A AMERICAN SEPTIC & PLUMBING (305)866 -5600 (786)236 -5599 Type of Work: SEPTIC SEWER Type of Piping: Additional Info: Classification: Commercial Total $ 0.00 Payment Type: Amt Paid eizAt2o4" Amt Due $ 0.00 $ 0.00 PAID Permit NO. PLC -6 -07 -1142 Permit Type: Plumbing - Commercial Work Classification: Drainfield Permit Status: APPROVED Issue Date: 6/7/2007 Expiration: 12/04/2007 Applicant MIAMI COUNTRY DAY SCHOOL Phone (305)759 -2843 Valuation: Total Sq Feet: Available Inspections: Inspection Type: Rough Landscaping Final In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated June 07, 2007 Date Cell $ 30,800.00 0 1 DRAINFIELD INSTALL 3 NEW CATCH BASINS AND 1 DRAINFIELD 70' AND 15" PIPE 1 DRAINFIELD 30' AND 15" PIPE AS PER P NS a) v A i 1 I JUN 1 4 2007 Passed r . ?' : /' omments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 06/14/2007 Inspector: Levrock, James Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: A AMERICAN SEPTIC & PLUMBING Building Department Comments Wednesday, June 13, 2007 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Commercial Inspection Type: Final Work Classification: Drainfield Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)866 -5600 Page 2 of 2 DRAINFIELD INSTALL 3 NEW CATCH BASINS AND 1 DRAINFIELD 70' AND 15" PIPE 1 DRAINFIELD 30' AND 15" PIPE AS PER PLANS 61 Qs� ® Passed Ins ec Comments M H Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 10/04/2007 Inspector: Levrock, James Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: A AMERICAN SEPTIC & PLUMBING Building Department Comments Wednesday, October 3, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Commercial Inspection Type: Final Work Classification: Drainfield Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)866 -5600 Page 2 of 2 BUILDING Cr PERMIT APPLICATICIN ()a FBC 2004 Permit Type: Plumbing Owner's Name (Fee Simple Titleholder) Nt 'y q,vv►; Co, ,-Ftv � 140, Phone # 3435 27 Y3 Owner's Address I C.,? , 3 E State Tenant/Lessee Name E -MAIL: Miami Shores Villa .e Job Address (where the work is being done) ' IOC( 5 ^'O City FOLIO / PARCEL # Is Building Historically Designated YES Contractor's Company Name /4/ 7/cjr,' Contractor's Address gigs �a� �, P �� t Cit t s3 e"- , sh j State -( Qualifier Name J /" 4 A l 1,4.23 State Certificate or Registration No. SA- o 4 US Z E -MAIL: Architect/Engineer's Name (if applicable) Value of Work For this Permit $ 10 Type of Work: ['Addition Describe Work: t 1 b Notary $ Scanning $ Bond $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 County Miami -Dade NO ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * Fees * * * * ** 07 ----- Submittal Fee $ Permit Fee $ Training /Education Fee $ Radon $ Cp LO DPBR $ Master Permit No. Zip 5J/ Phone # * Permit No. Certificate of Competency No. Technology Fee $ Code Enforcentent $ Double Fee $ Structural Review. $ Total Fee Now Due $ BY -yam IuN 0 1 2007 Zip Phone # COS � %/e kveu4.9A Zip a3 /9' Phone # 7 la 36 ,i Sic Phone Square / Linear Footage Of Work: /O ❑Alteration r7 lew El Repair /Replace El Demolition gm,": E / *xxxxx ** * * * * * * * * * * * * * * * * * * * ** CCF$ 1 CO /CC q3 Zoning $ See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection 'e will be charged. Signature Sign: Print: Owner or Agent The foregoing instrument was day of , 2007, by who is person Ay kno to m As iden NOTARY PUBLIC: NOTARY PUB!!" My Commigaimemir F +:ni 31, m ,,C,S OF LOA NOTARY Pt is -AtCe APPLICATION AP+i) ,B lt .11aF 112 �5: JU D44� -�� do Bonding Co., Inc. gonded'1' } ".� ..Ian (Revised 02/08/06) f Signatures -- - - 4 Sign: Print: NOTARY PUBLIC -STATE OF FLO Donna iiidueeia- Contractor . The foregoing instrument was acknowledged before me this -3 ay of P1 ' ,20C_7 who is personally known to me or who has prod as identification and who ' id take an ath. NOTARY PUBLIC: My Comm iss'rrnT al.antac Bonding Co., Inc. **** ********* ** **x x****** ***** _ Plans Examiner Engineer Zoning ADDENDUM TO BUILDING PERMIT APPLICATION AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS BEEN OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS. PLEASE CIRCLE 0 DISCIPLINE APPLIED FOR: PLUMBING ELECTRIC, L 2007 RMIT # MECHANICAL ITEM UNIT FEE ITEM UNIT FEE ITEM UNIT FEE BATH TUB SWITCH OUTLETS SPACE HEATERS DISHWASHER LIGHT OUTLETS CENTRAL HEATING DISPOSAL RECEPTACLES NC (WIND) FLOOR DRAIN SERVICE TEMPORARY A/C (CENTRAL) GREASE TRAP SERVICE SIZE IN AMPS DUCT WORK INTERCEPTOR SERVICE REPAIR/METER CHANGE REFRIGERATION LAVATORY APPLIANCE OUTLETS PROCESS AND PRESS PIPING LAUNDRY TRAY RANGE TOP UNDERGROUND TANKS CLOTHES WASHER OVEN ABOVE GROUND TANKS SHOWER WATER HEATER U.F. PRESSURE VESSELS SINK. POT /3 COMP. MOTORS 0 -1 HP STEAM BOILERS SINK, RESIDENCE. MOTORS OVER 1 -3 HP HOT WATER BOILERS SINK, SLOP. MOTORS OVER 3 -5 HP MECHANICAL VENTILATION TEMPORARY WATER CLOSET MOTORS OVER 5 -8 HP TRANSPORTING ASSEMBLIES URINAL MOTORS OVER 8 -10 HP ELEVATORS /ESCALATORS WATER CLOSET MOTORS OVER 10 -25 HP FIRE SPRINKLER SYSTEMS INDIRECT WASTES MOTORS OVER 25 -100 HP COOLING TOWERS WATER SUPPLY TO: MOTORS OVER 100 HP VIOLATION A/C UNIT • NC WINDOW REINSPECTION FIRE SPRINKLER AIR CONDITIONERS HEATER -NEW INST. STRIP HEATER HEATER - REPLACE GENERATORS TRANSFORMERS LAWN SPRINKLER -WELL GENERATORS TRANSFORMERS SWIMMING POOL GENERATORS TRANSFORMERS WATER SERVICE SPECIAL PURPOSE. SEWER CONNECTIONS OUTLETS COMMERCIAL . UTILITY -SEWER SIGN TUBES UTILITY -WATER SIGN TRANSFORMERS SEPTIC TANK SIGN TIME CLOCK RELAY FIXTURES FAINFIELD, 4" TILE/RES. ANTENNA PUMP & ABANDON SEPTIC TANK TELEVISION OUTLETS SOAKAGE PIT CU. FT. VIOLATION CATCH BASIN � REINSPECTION • DISCHARGE WELL DOMESTIC WELL . AREA DRAIN , t/1 /5 - )O' (1) do' Il PO ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE POOL PIPING LAWN SPRINKLER SYSTEM GAS RANGE METER SET (GAS) GAS PIPING ADDENDUM TO BUILDING PERMIT APPLICATION AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS BEEN OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS. PLEASE CIRCLE 0 DISCIPLINE APPLIED FOR: PLUMBING ELECTRIC, L 2007 RMIT # MECHANICAL Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit Project Address 10653 NE 6 Avenue Miami Shores Village, FL 33138- Block: Lot 1 & 2 Owner Information Address Phone Cell MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI FL 33161-7165 Finance Copy Fees Due Bond Type - Contractors Bond CCF Education Surcharge Permit Fee - New Construction Scanning Fee Technology Fee Total: Amount $300.00 $18.60 $6.20 $1 .078.00 $30.00 $26.95 $1,459.75 Thursday, June 7, 2007 Parcel Number 1122310120010 Contractor(s) Phone Cell Phone A AMERICAN SEPTIC & PLUMBING (305)866-5600 (786)236-5599 Issue Date: 6/7/2007 I Expiration: 12/0 2 Permit NO. PLC-6-07-1142 Permit Type: Plumbing - Commercial Work Classification: Drainfield Permit Status: APPROVED (305)759-2843 Total $ 0.00 Payment Type: Amt Paid I Amt Due $ 0.00 $ 0.00 juN 2 PAID ,C14 2.1A4 Applicant Valuation: Total Sq Feet: Type of Work: SEPTIC SEWER Type of Piping: Additional Info: Classification: Commercial MIAMI COUNTRY DAY SCHOOL $ 30,800.00 Available Inspections: 0 /2007 Inspection Type: Rough Landscaping Final NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. 4 TEMP FOR TEST OF ELEVATOR EQUIPMENT 43 15 61* Passed Inspector Comments CC FINAL FOR THE ELEVATOR .Irk ir "---- V tea/ o Failed Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 05/14/2008 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: P&M ELECTRIC INC Building Department Comments Tuesday, May 13, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 OS Block: Permit Type: Electrical - Commercial Inspection Type: Final Work Classification: Temp for Test eit i.00,00 Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)949 -6373 Page 1 of 2 TEMP FOR TEST OF ELEVATOR EQUIPMENT APR 2 4 2007 Passed Inspector Comments fp I 17 Y Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Owner: on Inspection Date: 04/23/2007 Inspector: Devaney, Michael Job Address: 10653 6 Avenue NE Project: <NONE> Friday, April 20, 2007 SCHOOL INC, MIAMI COUNTRY DAY Miami Shores Village, FL 33138- Contractor: P&M ELECTRIC INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL CS Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: Temp for Test Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 2 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 3313 8-0000 Phone: (305)795 -2204 Type of Work: ELECTRICAL Additional Info: TEMP. FOR TEST Classification: Commercial AN 2 0 PAID Fees Due CCF Education Surcharge Notary Fee Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $0.60 $0.20 $5.00 $100.00 $3.00 $2.50 $111.30 Parcel Number Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Thursday, April 19, 2007 Total $ 0.00 $ 0.00 Payment Type: _CIAS510 Amt Paid Amt Due April 19, 2007 Date Expiration: 10 /16/2007 Applicant Valuation: Total Sq Feet: $ 1,000.00 0 Available Inspections : In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, 1 authorize the above -named contractor to do the work stated. 1 Project Address 10653 NE 6 Avenue Miami Shores Village, FL 33138- 1122310120010 Block: Lot 1 & 2 MIAMI COUNTRY DAY SCHOOL Inspection Type: Final Qualifier Name Miami Shores Village a oil,' Building Department 611 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit No. L C �'1 2 (92 - 7-",V PERMIT APPLICATION Master Permit No. FBC 2004 APP 1 8 200 :29 Permit Type: Electrical BY: _ k Owner's Name (Fee Simple Titleholder),,ag.� -e CQee, �e ,�J�. / Phone # j 3 Owner's Address MA . 4 f I City 1 .<h'e State G�o Zip 7 t /3f Tenant/Lessee Name Phone # E- MAIL: Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name Pt-Ai e7e.G1j /G Contractor's Ad / dress /99, A/6 /L/ 9 .5.7. City /14 it4i State / • 5e4 -€ %- Phone # Zip Phone # 365: 9 State Certificate or Registration No. C. /.7e1) /17- Certificate of Competency No. E- MAIL: / an , I Pc�� .-9� Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: DAddition ['Alteration ❑New ❑ Repair /Replace ❑Demolition Describe Work: e eff e /et."0 -4,- 1 ******* * ** * *** ***** ** * ** *xxxx.*..* * * ** F * ***** * * * ** * * *** * ** * * * * *** * * *e *** ** Submittal Fee $ Permit Fee $ /6 6/ eoe' CCF $ OW CO /CC Notary $ 5. 00 Training /Education Fee $ 0 - J Technology Fee $ Z Scanning $ .6 Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ 111 -W See Reverse side -> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing.information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 _, by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) Signature NOTARY PUBLIC: Sign: Print: My Commission Ex 9:xaYaY*aYsY************xxxxxx aYxxxx4eaY****xse &xxxxxx 4ruYx4e***w**** e* xxxxxxxxx eYa4**** Contractor The foregoing instrument was acknowledged before me this 18 day of Apra- , 20 I ', by Scar Mk( as identification and who did take an oath. ***we*** xxxxx oYdexatxxxxxxet lans Examiner Engineer Zoning ADDENDUM TO BUILDING PERMIT APPLICATION AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS BEEN OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS. PLEASE CIRCLE 0 DISCIPLINE APPLIED FOR: PLUMBING ELECTRICAL PERMIT # MECHANICAL ITEM BATH TUB DISHWASHER DISPOSAL FLOOR DRAIN GREASE TRAP INTERCEPTOR LAVATORY LAUNDRY TRAY CLOTHES WASHER SHOWER SINK. POT /3 COMP. SINK, RESIDENCE. SINK, SLOP. TEMPORARY WATER CLOSET URINAL WATER CLOSET INDIRECT WASTES WATER SUPPLY TO: NC UNIT FIRE SPRINKLER HEATER -NEW INST. HEATER - REPLACE LAWN SPRINKLER -WELL SWIMMING POOL WATER SERVICE SEWER CONNECTIONS UTILITY -SEWER UTILITY -WATER SEPTIC TANK RELAY FAINFIELD, 4" TILE/RES. PUMP & ABANDON SEPTIC TANK SOAKAGE PIT CU. FT. CATCH BASIN DISCHARGE WELL DOMESTIC WELL AREA DRAIN ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE POOL PIPING LAWN SPRINKLER SYSTEM GAS RANGE METER SET (GAS) GAS PIPING UNIT FEE ITEM UNIT FEE SWITCH OUTLETS LIGHT OUTLETS RECEPTACLES SERVICE TEMPORARY SERVICE SIZE IN AMPS SERVICE REPAIR/METER CHANGE APPLIANCE OUTLETS RANGE TOP OVEN WATER HEATER MOTORS 0 -1 HP MOTORS OVER 1 -3 HP MOTORS OVER 3 -5 HP MOTORS OVER 5 -8 HP MOTORS OVER 8 -10 HP MOTORS OVER 10 -25 HP MOTORS OVER 25 -100 HP MOTORS OVER 100 HP NC WINDOW AIR CONDITIONERS STRIP HEATER GENERATORS TRANSFORMERS GENERATORS TRANSFORMERS GENERATORS TRANSFORMERS SPECIAL PURPOSE OUTLETS COMMERCIAL SIGN TUBES SIGN TRANSFORMERS SIGN TIME CLOCK FIXTURES ANTENNA TELEVISION OUTLETS VIOLATION REINSPECTION Ted ItST ITEM SPACE HEATERS CENTRAL HEATING A/C (WIND) NC (CENTRAL) DUCT WORK REFRIGERATION PROCESS AND PRESS PIPING UNDERGROUND TANKS ABOVEGROUND TANKS U.F. PRESSURE VESSELS STEAM BOILERS HOT WATER BOILERS MECHANICAL VENTILATION TRANSPORTING ASSEMBLIES ELEVATORS /ESCALATORS FIRE SPRINKLER SYSTEMS COOLING TOWERS VIOLATION REINSPECTION UNIT FEE It is understood that the temporary- electrical approval by the Miami Shores Village, Building & Zoning Department given in connection with the building being constructed under. Building Permit N Electrical Permit Ng at address: /k53 '6 6 4 �,.......--------<, for owners: ,n 9 ' C-aii , � '- Dec. A , / is being given only for construction purposes or for testing the following installations being made in said structure: i 7 -7 7 © e /e✓r - 4.....1/ 7 e , ),:; ,..e. Sub - paragraph 45013 (d) (3) of the South Florida Building Code provides for a 30 day maximum approval only in an URGENT NECESSITY for electric current exists. Necessity shall include the use of current for irrigation, security, humidity control, emergency power and lighting, such as for testing or construction purposes, provided the Electrical Contractor and owner do hereby agree to assume the responsibility of maintaining the installation in such a manner that there is no hazard to life and property. Such approval is in no event to be considered a release of said structure for purposes of use and occupancy, and no occupancy shall be granted or permitted until final inspections have been called fbr and approved by the inspection divisions concerned, and an occupancy permit obtained. The undersigned also understand that the temporary - electric approval is subject to rescission and cancellation, and electric power can be cut off at the discretion of the Building and Zoning Department and will be disconnected if the building concerned is occupied before final inspections are approved and occupancy permit obtained. I, ALAN P . +t) t 7 - - , being first duly sworn, depose and say that I am the owner of the above described property, and that I agree that the structure covered in this agreement shall not be occupied until the budding contractor has obtained roval of f mal inspections. Sworn and subscribed before me this / " Page 1 of 2 NOTE: ELECTRIC SERVICE WILL BE DISCONNECTED "WITHOUT NOTICE" UPON 30 DAY TERMINATION UNLESS APPLICATION IS RENEWED day of C. , 0 Notary blic, State of Florida at Large M y C o m m i s s i o n E ms : NOTARY PUBLIC-STATE OF FLORIDA Shellie L. Fulford Commission #DD400807 Expires: FEB. 28, 2009 Bonded Thru Atlantic Bonding Co., Inc. i li,a4tu. 10050 N.E. SECOND AVENUE TELEPHONE (305) 795-2204 APR 1 8 2001 MIAMI SHORES. FLORIDA 33138-2382 AFFIDAVIT FOR 30 DAY TEMPORARY-ELECTRIC SERVICSY: ... FAX (305) 756-8972 (To be executed by Owner and/or Tenant, Budging & Electrical Contractor) BUILDING AND ZONING DEPARTMENT SIGNATURE OF 0 IGNA OF OT Y PUBLIC 30 DAY TEMPORARY- ELECTRIC SERVICE (continue) , being first duly sworn, depose and say that I am the Electrical Contractor for the above described property and that the electrical installations as now existing will not create a safety hazard if temporary- service is conn t Led. Sworn and subscribed before me this ( 5r day of'►L- , Notary Public, State of Florida at Large My commission expires: Sworn an day of fore me this L 0 Notary Public, State of Florida at Large My Commission Expires: SIGNATURE OF ELECTRICAL INSPECTOR Date Page 2 of 2 by: ( name) Date: OF ELECTRICAL CONTRACTOR being first duly sworn, depose and said that I am the Building Contractor of the above described property and that I will not permit occupancy of this building until final division obtained and that I have the authority insofar as the owner of said property is concerned to prohibit occupancy until such final inspections are obtained. SIGN/CI OF BL � 'LNG CONTRACTOR Release to FLORIDA POWER Fe LIGHT CO. To: (name) NEW TWO STORY BUILDING AND REALTED SITEWORK SEP 112 q Inspector Comments Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 09/10/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Buildin De Comments Wednesday, September 5, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP-60428 Permit Number: BP2005-230 Permit Type: Commercial Construction Inspection Type: Sidewalk Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK 4AR 2 9 2007 Passed (-9 Inspector Comments k' —. /Let" (A) ‘ (sue eCrO it- S , , Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until In ion Number: -4 Permit Number: BP2005 -230 Inspection Date: 03/28/2007 Inspector: Grande, Claudio Owner. SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Tuesday, March 27, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK MAR 2 8 200T ) 2 1 /> 1 Passed erl Inspector Comments 4 6.1, > - / -106 AAA- S-0- R-0 71 &-- A-t— Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/27/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Monday, March 26, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INS•- 4522 Permit Nuns BP2005-230 Permit Type: Commercial Construction Inspection Type: Framing Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK MAR 2 8 200 Passed e / � I nspector Comments �° , ' 4,_ I* , U ps uhf s rfr ,>R Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until aa , a ,. tcs0e i%: 9iTl�J�f Vtr 40 ...................... 'tn Inspection Date: 03/26/2007 Inspector: Rodriguez, Jorge Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Friday, March 23, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK / , ,/ '' Inspector APR 0 4 2007 Passed Comments PARTIAL FOR SECOND FLOOR rg.,Avri Pv2 Arn't- ZIA) 7 �- rL aix)A4PL- 67 Z -------- Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 04/03/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Monday, April 2, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Framing in Progress Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING SITEWORK , �,vl AND REALTED APR 0 6 2.00' Inspector Comments INSULATION SECOND FLOOR /4 S !Z68 /r' -4 Z------ Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Date: 04/06/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Tuesday, April 3, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK APR 1 1 2007 "f Passed O Inspector Comme is second floor iIASS rlpbn^ 1 Q Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 04/10/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Monday, April 9, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Commercial Construction Inspection Type: Drywall Screw Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK 67 Inspector MAR 3 0 2001 Passed o ` Comments f2-t Atiu. -0 Sa4A- „.0.(...t / sr , 0 . t-c 6 4211-7?-41N— ter Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. . until Inspection Number: INSP -4527 Permit Number: BP2005- 230 Inspection Date: 03/29/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Wednesday, March 28, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Drywall Screw Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK wig( o 2 200? Passed Inspector Comments INSULATION FOR 1ST FLOOR p -- . L2 S 0 IA-75 6 A) ti `� S LA"_ V k S'` 12-x c -,7 a 41A) ® � Vra D D o 7 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 03/02/2007 Inspector: Rodriguez, Jorge Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, March 1, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2of2 NEW TWO STORY BUILDING AND REALTED SITEWORK A* 0 6 NM 5 i Inspector Comments iSi 6 Passed I Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Date: 03/05/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Friday, March 2, 2007 Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK c ,,,-,,,,A4 1 6-1, MAR 0 9 2001 Passed nspector Comments 2ND FLOOR CEILING 4' Ss1 ' - l i • f;41.c Gtj CX S Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/07/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Tuesday, March 6, 2007 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Numl r: INSP -4543 Pe Number: BP2005 -230 Permit Type: Commercial Construction Inspection Type: Drywall Screw Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK MAR 2 3 2007 Passed Y/ r Inspector Comments FRAMING FOR SECOND FLOOR 6z C-1 4 S Z-0 0.1.--..., (5\ — 4 ----- Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/22/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Department Comments Wednesday, March 21, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Framing in Progress Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK MAR 01 1007 Passed Inspector Comments 8 �,- j,�, L RA � �1. �.r M D . r1( ° zir 7. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until r Inspection Number: INSP -4541 Perm Number: BP2005 -230 Inspection Date: 02/28/2007 Inspector: Rodriguez, Jorge Owner: SCHOOL INC, MIAMI COUNTRY DAY .Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Tuesday, February 27, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Framing Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK MAR 0 2 200 Passed Inspector Comments ° � S . 04) . 12D 4- ®�v L� P-60 0 q -1#6 4 As-r 0E1 Q Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/01/2007 Inspector: Rodriguez, Jorge Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Wednesday, February 28, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Insulation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 NEW TWO STORY BUILDING AND REALTED SITEWORK JAN 1 1 221 Inspector Comments 1 S7 4. 7 2 t9(.4,,E{.964-4) fo 0G(i5 Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid . Inspection Date: 01/08/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, January 4, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Commercial Construction Inspection Type: Window and Door Buck Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 1 of 1 A/C CONDENSATING LINE I/ 3 ,'' i t 0 5 2001 Passed spector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 01/03/2007 Inspector: Levrack, James Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: MOKHER PLUMBING CO Building Department Comments Tuesday, January 2, 2007 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL ' _( Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Commercial Inspection Type: Plumbing Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -446 -8266 Page 1 of 2 7)bi JAN 0 2 2001 1 Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until .41103 Inspection Date: 12/28/2006 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, December 28, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Roof Sheathing Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2of2 0 l JAN 0 2 2007 Passed Inspector Comments S ( iooK___. 0), Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid . Inspection Date: 12/28/2006 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: PCI DEVELOPMENT GROUP Building Deaartment Comments Thursday, December 28, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Window and Door Buck Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 Bill To I MIAMI COUNTRY DAY SCHOOL INC MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI, FL 33161 -7165 Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Permit Type: Commercial Construction / Work Classification: New Date 01/03/2007 01/03/2007 Fee Name Scanning Fee Revision Fee Wednesday, January 3, 2007 Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Invoice Number: CC -1 -07 -27146 Invoice Date: January 03, 2007 Permit Number: BP2005 -230 Fee Type Calculated JAN 0 4 PAIDCa lculated 0.41 Fee Amount $27.00 $35.00 Total Fees Due: $62.00 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Issue Date: 6/2/2006 Expires: 12/31/2006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Commercial Construction Work Classification: New Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Contractor(s) PCI DEVELOPMENT GROUP Phone Primary Contractor (786)281 -0111 Yes Comments: NEW TWO STORY BUILDING AND REALTED SITEWORK Additional Information Type of Construction: NEW BUILDING Stories: 2 Front Setback: 35' -16" Left Setback: 10' -0" Plans Submitted: Yes Certification Date: 12/29/2005 Bond Retum : Occupancy Load: Exterior: Rear Setback: 28' -0" APROX Right Setback: 19' -5" Certification Status: Additional Info: NA Classification: Commercial In consideration of the issuance to me of this permit, I agree to pe covered hereunder in compliance with all ordinances and regula and in strict conformity with the plans, drawings, statements submitted to the proper authorities of Miami Shores Village. In accept assume responsibility for all work done by either myself, my age employes. I understand that separate permits are required for PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING a POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is a all work will be done in compliance with all applicable laws regulati and zoning. Futhermore, I authorize the above -named contractor stated. Fees Due Bond Type - Contractors Bond CCF Certificate of Occupancy Fee DBPR Surcharge Education Surcharge Notary Fee Permit Fee - New Construction Plan Review Fee (Engineer) Plan Review Fee (Engineer) Radon Surcharge Scanning Fee Submittal Fee Technology Fee Total: Building Department File Copy Amount $300.00 $180.00 $200.00 $15.70 $60.00 $5.00 $9,000.00 $50.00 $50.00 $15.70 $240.00 ($250.00) $225.00 $10,09140 Parcel #: Block: Permit Status: APPROVED Permit Number: BP2005 -230 Phone: (305)759 -2843 1122310120010 Lot: 1 & 2 Section:Golf View East PB: Total Square Feet: 3139 Required Inspections Total Valuation: $ 300,000.00 rform the work ations pertaining or specifications ing this permit 1 nt, servants, or ELECTRICAL, nd SWIMMING ccurate and that ng construction t o do the work Invoice Numbe Footing Stem Wall Footer Density Termite Letter Slab Fill Cells Columns Second Floor Slab Spot Survey Tie Beam Bond Beam Rake Beam Special Inspection Letter Second Floor Tie Bond Beam Special Inspection Letter Trusses Plan Submittal Floor Trusses Roof Trusses Roof Sheathing Wall Sheathing Window and Door Buck Wire Lathe Window Door Attachment Framing Insulation Drywall Screw Final PE Certification Shutter Attachment Sh Final 1 Final Buildir.t Due Amt Paid CC - 3 - 06 - 24316 $10,091.40 Total: °JUL 9.4 PAID Gt-nS NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. 1 -;o6. Pte' °Miamies Village f 1 'J Buildi Department (3(36) a 1(0_,G164,/ 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Gej ( Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit No. 12035 PERMIT APPLICATIOT 1AR c 700 Master Permit No. l� FBC 2004 Permit Type (circle): Owner's Name (Fee Simple Titleholder) Owner's Address /67 r City HI SO& 5 #04,5 State Tenant/Lessee Name Value of Work For this Permit $ j 0V - 0 Structural Review. $ Se5.0b 4 50.00. bond 24� . Architect/Engineer's Name (if applicable) /iy 1( hawAi✓ AzoG . Phone # mbing Mechanical Roofing Square 1 Linear Footage Of Work: Job Address (where the work is being done) /0(053 A) . ( City Miami Shores Village County . Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name # . Pe Veto f a otpA)L ca41 Phone # 96 - ?y/ -e / Contractor's Address 8(DOO : j.GO . 17/ 7 5 . City //// C State ? - Zip .35/5 Qualifier Name /gyp 51P /• Phone # 1 181, - dir/ - e/// State Certificate or Registration No. Cc. C e6,2 6 fls/ Certificate of Competency No. V4' / - -,f1/ Type of Work: DAddition DAlteration ❑New ❑ Repair/Replace ❑ Demolition r _ Describe Work: ,e G*, 4-77 fir^ . /IC ,0i54S ******* * * * * * * * *r * * * * * * * * * * * * * * * * * * * * ** F * * * * * * * * * * * * * * * * * * ** * * * * * * * * *** Submittal Fee $ .OD Permit Fee $ q, 00000 CCF $ 1 60 • CO/CC 2CO . 00 Notary $ • 00 Training/Education Fee $ (CO . Technology Fee $ 2 Z5 Scanning $ 2 40. 00 Radon $ 6. -i 0 DPBR $ .10 Zoning $ Bond $ CO Code Enforcement $ Double Fee $ Total Fee Now Due $ 00 CC! 1 See Reverse side -> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. n the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 , by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) Contractor The foregoing instrument was acknowledged before me this IS day of C 1-4 20Clob 1 N4 who is personally known to me or who has produced t as identification and who did take an oath. NOTARY PUBLIC: /0 co. - -., 11 ill. y &I. es : WN' 27, 20i0 c Bonding - ., .... Plans Examiner (/ Engineer Zoning BUILDING PERMIT APPLICATION FJJC 2001 Permit Type (circle): •LBuilding Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) Miami Cou ntry Day School Phone # 305/759 -2843 Owner's Address 601 N_F, 107th Street, Miami. Shores, Florida City Miami Shores State FL Tenant /Lessee Name Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated YES Contractor's Company Name Stobs Bros . Construction Co . Phone # Contractor's Address 580 N.E. 92nd Street, City Miami Shores State Qualifier James R. Stops, II State Certificate or Registration No. CGC 011055 Architect/Engineer's Name (if applicable) $ Value of Work For this Permit $300,000 Type of Work: Describe Work: Code Enforcement $ Total Fee Now Due $ ❑ Add ition New two (Continued on opposite side) 1 V . .L & L11 P. J 11 V ►J ♦ 111 I..4. OS 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel.. J 204 Far:_ _0_5,) 756.8972 REC O E® F :3 1 6 2q9.5 Building Department /a 1Fi'6i N.E. 164th Strcct FL Max Sturman & Assoc. Alteration jNe story building and relate Electric Zip 33138 Phone # n/ a G f\1 County Miami -Dade Zip 33138 NO xx Miami Shores, Florida 33138 Certificate of Competency No. Phone # Square Footage Of Work: 3,193 Submittal Fee $ 2 o CO Permit Fee $ CCF $ Notary $ Training/Education Fee $ Permit No. Master Permit No. Zip 33138 ll pn34rfReplace� n,c lui i . K 41).:9 ' Technology Fee $ 305/751 -1692 305/441 -1171 CO /CC Roofing El Demolition on of Scanning $ Radon $ Zoning Fond $, Structural Plan Review. $ ,C —L 2 °CC c1C r ' •.. •.•... • .�. 1„ n e uvsence o/ su posted e:„... MECHANICAL V PLU, 1 7, 0 k - - - f� -, n ®' ELECT 4CAL „ 0 9 /21/0 STRUCTURAL 74� / ZONING PROJECT TYPE:7YVV STC 3)islo6. RESUBMITAL DATES: SUBMITTAL DATE: `I"E.B 10 , 2 006 CONTRACTOR: PC V n LQ=P1"ENT i i PERMIT # 'ZOOS - 2.30 f I I/9, BLDG NOC HRS /DERM IMPACT FEES 3 . FIRE )2•1' BU Bonding Company's Name (if a Bonding Company's Address City Mortgage Lender's Name (if ap Mortgage Lender's Address City Application is hereby made to commenced prior to the issu construction in this jurisdiction. WELLS, POOLS, FURNACES, OWNER'S AFFIDAVIT: I ce applicable laws regulating cons "WARNING TO OWNER: PAYING TWICE FOR CONSULT WITH YOUR Notice to Applicant: As. a cond promise in good faith that a co whose property is subject to att for the first inspection which o inspection wi not be a roved and a reinspection_ fee will be charged. Signature The foreg Chc 05/13/03 NOTARY PPUUB)LI Sign: // Print: El iSe 4-/ ?e4 My Commission Expires: Owner or Agent nstrument was acknowledged before me this /6, day of r , 2005, by _/c t, / D*j eS personally known to menr who has produced who is personally known to me or who has produced as identification and who did take an oath. As identification and who did take an oath. APPLICATION APPROVED BY: oppog io eeaIS oftclnd van,' d 3513 N PePuoll Signature OTARY PUBLIC: a Sign: Print: r -r " W 'e * * * * * * * * * * * * * * * * * * *sk:k� *i k* �Y9c********: k*Y**** icic**** *** *** *** **** *9cdc*dz ***** * *** Ilation has regulating 3, SIGNS, ce with all N YOUR ANCING, ICE OF leant must the person he job site n otice, the Contractor The foregoing instrument was acknowledged before me Ihisl5th day of Feb. , 2005 , by J. Robert Stobs, 1,1 1 ■ . LINDA S. AWYER *: ' • , u:r • r EXPIRES: June 19, 2007 ,pP, ; Bonded 7nru Nally PubfC Underwriters My Commission ***************************************************************************** * * * * * * ** * ** * ** *** *** *** ***** * ** Plans Examiner Engineer Zoning 1 nhs` II Electrical 601 N.E j07:th Street (:ounty -:Miauni -Dade Zip 33138 Permit No. 11'9astcr Permit No. Square Footage Of Work: t fL 9t fY t0 aye 9t f't fF4e4t W eY f'r]9t i4.fF $ 7F fh S[ 1tf fY:ft tY'4t 9e Pl 14 ilttFt4.tY 4i'fY f4 Yt 9t Y{'9t Vt 9ltk 1F fF fY $ f4 ft tY 4i $t tR9r �'e 1Q' fY W ..` 1~ees Roofing Permit. Fee.$:; CCF $ : CO /CC Ti aining/Education Fee $ Technology: Fee $ Radon S . Zoning , Bond $ ' Structural Plan Review. $ Onocr's Name (Fee Simple Titlelioldc0 _ JCountry Day School Phone ! 305/759 Ip�s �cr's Address 601 LE - l n7th StreeC N11 m.1 Shores, 'F1.orida: v Miami ,Shores SIaLc FL Zip 33138 'Tcnanl /Lessee None r';_! n/a Plibli !lol� Address (v'lieie Inc work is being done) City ..Miami_Shores Village., is Building Lifslo -lcally Designated YES C'iinfrietne CotripanyName Stobs Bros . Construction .Co::: F'llone. #..'' 30.5'% :75'1 - 16.9. ''.', Colilrlclor's Address 580 N:`E.. 92nd °Street:; Shores, Florida :3'31'38 M mi .Shores.``. State'. St Ie Certificate or: Regis(ratioit No CGC : 011055 Arcliitect/Engineer's Name (tifapplicable) Max :Sturman ':Assoc. .phone I� ?aloe of Work For this Permit i'i'ypo of Woric: ::[]Audition - iLIAltcration ❑; Repair %Replace ❑ Demoliftori J) CSC rilie Worlc: New..two .s.tory.?build n an g d. related `sitework ; n.clud'ing ren.ouaton. of�"•'' �•��" ` Su!bnlitta(;Eee = JCallllillg $` • Code Enf i Total TeeNcw Due $': • (Continued on opposite•side) � N1Jlt 1 - V I.J ' ♦11..L 1+1: .r 1110 111 Dep 111Q1.1: 7.0050 N.E.2nd Avenue, Mianti Florida 33138 Tel: (305) 795.2204 Fax: (305) 756 8072 Plumhirig Mechnuicnl Electric "'P.lumbin'_ , Finishes, ' etc G in ■ Ali F6« o ekow 1)u ' n t d o \p o &s e '} t § Auao.'T\a ,Fee seace 1 3 canning le Enforcement A�- 4:�w1 /1 Total Tee Now Due (Continued on opposite side) ignature me„ 1 ............................ *******404. . . _ . Bonding Company's Name (if applicable) Bonding Company's Address TAky rint: • • ,* j Commission Expires •- • APPLICATION APPROVED BY: Cho 05/13/03 n/a ACt9tntifet?ce a certzfied copy of the recorded nolice corn' mencement tiatstb.epasted at ihjob sile kb:fter4 thelabsence pfs-yekposted .1fre: L . h " . ■•■.: ntrActor acknowledged before ne J. Robert Stobs, 1,1 atken as • p roduced 1410 • • Miami Shores Village Building Department Permit No. Page 1 of 2 1/24/05 BUILDING CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BP 05 -230 1. Plans must be reviewed and approved by HRS. 2. Plans must be approved by DERM. 3. Plans must be reviewed Miami -Dade Planning and Zoning for impact fee paid payment. 4. Plans must be reviewed and approved by Miami -Dade fire Department. 5. Miami -Dade Office of Elevator Safety for elevator permit. 6. Submit electrical, mechanical, plumbing, roofing, paving and storm shutter permit applications. 7. Submit a soil boring report. 8. Provide design pressures for all openings. FBC 2411.3.1.4 9. Submit two sets of NOA's for all openings. FBC 1626.1 10.Provide letter of intent from architect or engineer that will inspect engineered unit masonry, second floor slab and roof truss installation. FBC 2122.4, 2319.2.4.2 11.Toilet stall door can not swing into clear floor space of fixture (girls stall). 12.Put occupancy and type of construction on plans. 13.Provide fire stopping details of all penetrations through fire rated assemblies on plans. FBC 705.6.1 Page 2 of 2 Follow the procedures for submission of corrected plans for your re- submittal. PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B. DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 2/23/05 305 - 795 -2204 • • lila= Shores V 111 ag• Bui1 ing Depa true it 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No.? �' 2 Job Name M�fre; pay g�I e/ I. 20, �5 ELECTRICAL CRITIQUE SHEET 7' i l / 441. ��`'s� -,�' 771w ,Qf y/— GlzeP4f y id l - � i' 7 //k �� 6 �,�•�-,�� - I I _ I- 0- ;r/ c d 1 • A 0 Alliami Shores Village Building Department MECHANICAL CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. _ 5 - 2,5D Job Name Date ✓t- 0),/�dL9-6 Job Name Z7 /6613 ,%61 t� / " STRUCTURAL CRITIQUE SHEET 12'54 J4/e5 ( 3 h1 1 1 1 " pre3.5%Lr S en i- e;4 S 1 dee/2 s .5 F raud „4 i fY Z4 a l/ �.rlEVr >t , d r14P�-S ; d Ire O-ep/e arpre v4 e a rr��r /' - 5e f/ /, 5 -1 d44 -1 av�- r 1- s id are lalu e /nd T/3 -3 444d ► xey ;ii 5/5 , Table de-ec4ii ffreci /7 ` Se Hpiej e 4pi 0'3 .1-1 b-e hen, LilAral s ij e he4i y g ive/4 ) W/ e- ✓e beam d/ b> 5", prervz'c-C_ ad =d 7);1 -de,* k U r'g. z,4 -1 • ?) On f /s -7 iAell," dr , e , n .4r) ,4 - 2 ra F1, (d /s4ed) 71-t £rrrder5id /p s /ab. Verily al/A f',/etc vn6r, 7 �Zhni� .S� cl5 Rep or f; iv ? 6i /hm --ri Iit ei 5 -I dres»1/ . � ore<71 ;1. (Rt. 52-4?) 1em 2nd Mimi Shores Village • Building Department 10050 N.E2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 05- f3 c DATE,TIME 03/23 11:00 FAX NO. /NAME 3054412159 DURATION 00:01:24 PAGE(S) 06 OD T STANDARD ECM TRANSMISSION VERIFICATION REPORT TIME : 03/23/2005 11:02 NAME : STOBS BROS. CONST. FAX : 3057572925 TEL : 3057511692 •PRCCE'88 Nu: X.2005162790 KARVN RIVERA 601 NE 107 ST WAN1 SHORES, FL. REVIEW FEE FEE TYPE COOE asaR' FIRE F053 FIRE FEE MIAMD 5127/2005 10:54 09162 ate: 5/24/2005 Time: 2:03:22 PM 11 mISCELLANEOUS RECEIPT E COUNTY 4!J LI atti NIT FEE AMOUNT 104.00 104.00 100505270039 NBNZ455X CENTRAL 104.00 05/27/2005 4 fV 0 J. Robert Stobs J. Robert Stobs, II aatetet p 61, cce STOBS BROS. CONSTRUCTION CO. General Contractors Construction Managers 580 N.E. 92nd Street, Miami Shores, Florida 33138 Ph: 305451 -1692 • Fax: 305- 757 -656 Email: wwwstobs @ stobs.com C.G.C. 011055 Stobs Fax No. 305/757 -656 To: Attention: From: Project Remarks: Ya.S Date FAX TRANSMITTAL ° y i eo_ // / e including this sheet). If you do not receive this number of This transmission contains � pages (including contact us at 305/751 -1692 pages, or there is a problem with the transmission, p IMIVIEDIATE RESPONSE IS REQUIRED YES Miami Shores Village Building Department Permit No. Page 1 of 2 1/24/05 BUILDING CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 7952204 Fax: (305) 756.8972 BP 05 -230 Tans must be reviewed and approved by HRS. Tans must be approved by DERM. 3. Plans must be reviewed Miami -Dade Planning and Zoning or impact fee paid payment. A. Plans must be reviewed and approved by Miami -Dade fire De s artment. Miami -Dade Office of Elevator Safety for elevator permit. 6. Submit electrical, mechanical, plumbing, roofing, paving nd storm shutter permit applications. Submit a soil boring report. Provide design pressures for all openings. FBC 2411.3.1.4 Submit two sets of NOA's for all openings. FBC 1626.1 Provide letter of intent from architect or engineer that will inspect engineered unit masonry, second floor slab and roof russ installation. FBC 2122.4, 2319.2.4.2 1.Toilet stall door can not swing into clear floor space of fixture (girls stall). P ut occupancy and type of construction on plans. 3.Provide fire stopping details of all penetrations through fire rated assemblies on plans. FBC 705.6.1 Page 2 of 2 Follow the procedures for submission of corrected plans for your re- submittal. PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B. DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 2/23/05 305 - 795 -2204 3 ,- Miami Silores ii1 .ing Department ELECTRICAL CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Wi Job Name M;s9v; 'pay $G/f�oP✓� /')2° ,0 ev.5 , ys ,vw. Loi ) e / aft es /- `7 V- •E T ° te,L r® ) it as' a /`Ae ui i y 7) 4% Mee/ d91z e 1 .o" 47, S C � � ' 3= /(e 7 tel iami Shores Village Building Department MECHANICAL CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date mi Shores Village Building Department 10050 N.E2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 05- Z3 a Job Name /6453 AL= 6 Ave' 545 STRUCTURAL CRITIQUE SHEET /1/ (t) Arty micit4.1ed A//:114` pr e33 a r on. fr Sidi, 1./i/ tin • Pt Apo-dv-ozis 4,11 dei5? e--/Z Fire OWv arprevea rep: ais ( 471-?e , e - ,40 re sd,throli I'Led beim-5 #7 riyAi sac are /4e/rd 77 3-3 4...et vwil ;14 5i5e, 1Th6/e dee5 ciiefs 713, Mid C444 b-e hen, LviArul sije :66.41 given ? Whei/e beetrn d/b 5, j orn-E-4.4.- er-dzieid fiild —de 797 b4r5 - 7 - B-1 . 7) 0 On 115-7 iA dliv)en.577-) 1-re-w,-- 2 nil 7 1- t underside o( / s/6 Verily tLe/A eke: 141 rt $c Ref ort; tf) MJ,i41 tel bfigirn ^ ri, ■01) 5 I doe ;n1/ _sh tep# al open li41. m 524- te e4 Inet` 5t ceticc, JOB ADDRESS C (2A' � / U• E /6 APPLICANT - M�f 'yt l� e'd PHONE # APPUCATION f 9 , O/ 7 - ' SHEET OF 4 MISCELLANEOUS • CRITIQUE SHEET PERMIT NO, ADDRESS: SECTION ZONING ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTURAL BUILDING OFFICIAL MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMENT' BY DATE: • 1. Subject to compliance with It Federal, State. Couniy.YUtage lutes end regutations. Wage assun no responsibility for accutecy attar resutts from these plans. 2. This copy of plans must b• availtbie on building site or no inspection will be conducted. COMMENTS INITIALS ( �h) 5 "c c /Pi Coca - i I t TI ( „J I (S OfE/tiffr OF y3ut / 6o 76 :7 O F 6,01.)E ? (j,) CA ti kir/ TI TEE- OkA--P Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. ?f 230 Job Name 0'1 i hool / 66f3 E 6 Ave., STRUCTURAL CRITIQUE SHEET 111C43/5/°5 51 cetkakied /id r ress Ir cs 4c ) derLS POd ud � 'j- -� ijg4 s, dtrvrs e e, ) Fire O 1d czppre va 1 re d. v-e -5'4610119a/, 0 dot S-1 / bei ,-i f S i d are la 6 e / T/3 -3 ova Keel iv! 515e, Td4le dees' l'/ .s ec i Al sli e 5 / f 7:B i s , 6411 0"3 ,tf Lvr - ., oft/ 51 / e ir4f given 7 c5) W here bed4m d/6 > prevt:44_ rryiltl - deplb barf. (er » TB-1•7) f On Vs--7) i'A ,- da ev�s��r� ew 2v1,4 ri, (/ r, tied) 1/ndersidZ�e �( /o 5 /a4 Vert' 1...e/ h filet a vn/9r, 54Zhmvt,/- 5 il Rep orf; ✓' ( NAV eS /, / a a- `-1 air) 5-/ di,esn'/ ) -e;;lfo x Le/ ;i / at open 1;41. (RA4 -52¢ ?) i/ �!' 2.iee 2n4y St- " e' ` C4lr5, Miami Shores Vi l? .ffe Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. W1' 23,19 Job Name /-6;s91.` d..4".cf,L Ly Pet, g'e luerL ELECTRICAL CRITIQUE SHEET /- r l iveiL7 f'y 4/.e eoe e 7; y.L 7-0 Y'it eQ a like te.12 /�t��aC, i`�� TA e /may' L° YI4r /JV e ( f fr - 1200®1/2--5 k/ 6YZ 4i7 /PWd,4 fL 70. tit AV). • '7l/ ^ '0'/ / / t / AO 1 2P ,el 14-, L 1 N 80 ,L. .l� / s /iy , J CY7 ooz T® "tvo, y`"�v`'i Miami Shores Village Building Department Permit No. Page 1 of 2 1/24/05 BUILDING CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Q 30 BP 05- 1. Plans must be reviewed and approved by HRS. 2. Plans must be approved by DERM. 3. Plans must be reviewed Miami -Dade Planning and Zoning for impact fee paid payment. 4. Plans must be reviewed and approved by Miami -Dade fire Department. 5. Miami -Dade Office of Elevator Safety for elevator permit. 6. Submit electrical, mechanical, plumbing, roofing, paving and storm shutter permit applications. 7. Submit a soil boring report. 8. Provide design pressures for all openings. FBC 2411.3.1.4 9. Submit two sets of NOA's for all openings. FBC 1626.1 10.Provide letter of intent from architect or engineer that will inspect engineered unit masonry, second floor slab and roof truss installation. FBC 2122.4, 2319.2.4.2 11.Toilet stall door can not swing into clear floor space of fixture (girls stall). 12.Put occupancy and type of construction on plans. 13.Provide fire stopping details of all penetrations through fire rated assemblies on plans. FBC 705.6.1 Page 2 of 2 Follow the procedures for submission of corrected plans for your re- submittal. PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B. DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 2/23/05 305 - 795 -2204 Miami Shores Village Building Department MECHANICAL CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. — 2:5-6 Job Name Date b t/ 90 t% 0-iz‘QcL43F BUILDING 2006 0 2 PERMIT APPLICATION gy - FBC 2004 Permit Type (circle) Owner's Name (Fee Simple 1 Owner's Address C (f /0 City AVIV/ 5 IZ State rL Tenant/Lessee Name Job Address (where the work is being done) c/' d C.. City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name Pb P+#J� / a 7 Contractor's Address City Qualifier Name State Certificate or Registration No. Certificate of Competency No. ANY— Architect/Engineer's Name (if applicable) _ � Phone # 3 , Ct Value of Work For this Permit $ Building Jamie Palpe 10050 N.E.2nd Avenue, Miami Shores Florida 33138 IJj� Tel: ( . � 6.8972 DEC ®EC 2 ®2006 Miami Shores Village Building Department triwo Type of Work: ['Addition ['Alteration' Describe Work: Zip Permit No. `06C5 — 7,30 Master Permit No. Electrical Plumbing Mechanical Roofing �/ r � Phone # 7� �C 3 - 7 Sr Phone # Phone # State Zip Phone # Square / Linear Footage Of Work: 9��f9R-e/ �w. ❑ Repair/Replace ❑ Demolition Submittal Fee $ Permit Fee $ 5-000 CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AI+'N1UAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ,20 , by , day of ,20_,by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: APPLICATION APPROVED BY: 'L ° 7 Plans Examiner Engineer Zoning (Revised 02/08/06) Inspection Date: 04/11/2007 1€7' Inspector: Devaney, Michael kD r 8 b Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: PROTECT -O -LARMS INC Building Department Comments Thursday, April 19, 2007 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Electrical - Commercial Inspection Type: Underground Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -944 -9218 Page 1 of 2 APP 2 4 2001 Passed Inspector Comments C /o //A � � Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 04/11/2007 1€7' Inspector: Devaney, Michael kD r 8 b Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: PROTECT -O -LARMS INC Building Department Comments Thursday, April 19, 2007 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Electrical - Commercial Inspection Type: Underground Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -944 -9218 Page 1 of 2 Permit Number: ELC -3 -07 -512 Invoice Number: ELC -3 -07 -27859 Applicant: MIAMI COUNTRY DAY SCHOOL INC Company Name: MIAMI COUNTRY DAY SCHOOL INC Owner Address: 601 NE 107 ST MIAMI, FL 33161 -7165 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Date Friday, March 23, 2007 03/23/2007 Check Receipt Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Payment Type Check Number 13330 Amount $164.20 Change $0.00 Total Payment: $164.20 Page 1 of 1 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Expiration: 09/12/2007 Project Address 10653 NE 6 Avenue Miami Shores Village, FL 33138- 1122310120010 Block: Lot: 1 & 2 MIAMI COUNTRY DAY SCHOOL Owner Information Address Contractor(s) PROTECT -O -LARMS INC Phone 305 - 944-9218 CeII Phone Fees Due CCF Education Surcharge Notary Fee Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $1.80 $0.60 $5.00 $150.00 $3.00 $3.80 $164.20 Building Department Copy Parcel Number Phone Type of Work: electrical Additional Info: security system Classification: Commercial Total I Amt Paid I Amt Due $ 0.00 $ 0.00 Payment Typet \ 0 � AR 2 3 PAID $ 0.00 Applicant Available Inspections : March 16, 2007 orized Signature: Owner / Applicant / Contractor / Agent Date Cell MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI FL 33161 -7165 (305)759 -2843 Valuation: Total Sq Feet $ 3,000.00 0 Inspection Type: ww Meter Box Service Change Relocation Fire Alarm Final Alteration Underground Rough In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS IDA I rtify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructioy nd )of ig. hlermore, I authorize the above -named contractor to do the work stated. Friday, March 16, 2007 1 BUILDING 16 E-40„. PERMIT APPLICATION FBC 2004 FOLIO / PARCEL # Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 City AI ►4v't ( State j L Zip 3 3/ / Is Building Historically Designated YES NO Tenant/Lessee Name - Phone # E -MAIL: Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip 3 3 / 4 / /0 6 53 31i ro fit )4 AR 1 4 2001 BY: - ---- - - - - -- Permit No. m y�3�jL Master Permit No. 2 005 2-3 0 Permit Type: Electrical :'■cr-Phio:# Owner's Name (Fee Simple Titleholder) 1 i� I Co u1 T . YZr 30c 767 —2 Owner's Address b (D I NFL 1 0.7 sr Contractor's Company Name PASO--c-r— 0 t v•-- Phone # 3 ©")-- c74 CF Z i g Contractor's Address t (off 3 S Cit i Lc, y G.sz'ts b State L Zip 3 �j1 Lo Qualifier Name �% kb®i /✓ Phone # 305 9 4 (!' / q Z / e State Certificate or Registration No. -% QOOt9 g 5 E -MAIL: Architect/Engineer's Name (if applicable) Phone # c7o Value of Work For this Permit $ 3 / Certificate of Competency No. Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration gNew ❑ Repair/Replace ❑Demolition Describe Work: Submittal Fee $ Notary $ 8 Scanning $ J' ir9en1 ua44cicoY****xxxx &aY******** Yatxxxxxx F ees xxxxx ie****ww** eYxxxxxxxxx vew*xxicaYakaYaYoYdex*ee*** Permit Fee $ JJ ', !mi l CCF $ I'r CO /CC Radon $ Bond $ Code Enforcement $ Structural Review. $ Training /Education Fee $ 0.00 Technology Fee $ 'V✓ DPBR $ Zoning $ Double Fee $ X 1 S Total Fee Now Due PAB / 14 ,j $ �04�0 AR 2 See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Sign: Sig n: Print: Print: My Commission Expires: My Commiss +n Expires: xxxxxxxxxxxx fYdric****eYxxxxxxx* aYaYatdc****x aYxxx xxx xxx aYsYde***$ e**** 4exxxxaY3eeY**** &Sc****xetxxx** APPLICATION APPROVED BY: (Revised 02/08/06) Signature Signature Owner or Agent The foregoing instrument was acknowledged before me this The fore in,,go��strument was acknowledged befo m this day of , 20 _, by day o VIJ�� , 2051, by�. who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: NOTARY ' I IC: 1$ '0' Contractor E v7:0 f∎:3 &*x &*****x*x* ** /,S A ,,' lans Examiner Engineer Zoning BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building lectrical Plumbing Mechanical R000fin Owner's Name (Fee Simple Titleholder) M \ A r \ COL'N -I bill Phone # 305 � S1/ .28 9 Owner's Address . 2 0 ( 4 c- t O �'r s evroot- 1 is c- Zip 3 `3 1 101 qty � State Tenant/Lessee Name Phone # Job Address (where the work is being done) We \'`) 1 \ - CAM) lS1A1 C. 12 Ce( \ : 9 65 1 \f-g, 47A-vie City Miami Shores Village County Miami Dade Zip Is Building Historically Designated YES NO r' Company Name 1 ��'0 - LM (t� Phone # 0 � 94-1 Contractor's p y Contractor's Address \ \ D-3 S • a\ City sl O \A DO State 1 Zip - u aO tiJ . 0-31`N/ Qualifier Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit � 1 Type of Work: ❑Addition ❑Alteration New Describe Work: Submittal Fee $ Permit Fee $ Notary $ Training/Education Fee $ Scanning $ Radon $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) Miami Shores Village Buildin g Department artment MAR 1 a 2007 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Master Permit No. 0 <— 023 Square Footage Of Work: ❑ Repair/Replace ❑ Demolition CCF $ Technology Fee $ Bond $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurjsdiction, • I undetstand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDrITONERS, ETC OWNER'S AFFIDAVIT: I certij'y that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWIC l IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection whidh occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Owner or Agent The foregoing instrument was acknowledged before me this day of . 20,by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print Mc 10/14/03 State Z i p Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 , by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print . My Commission Expires: - My Commission Expires: (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Plans Examiner Engineer Zoning FIRE ALARM FOR DAY COUNTRY SCHOOL SV 6 20 Passed Inspector Comments 7: a' zi"1 , !/ - MV , .,/ iv f 2_4* cLo / Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Nun, -- NSP -5816 Permit Number_ ELC- 8 -07 -1 672 Inspection Date: 09/25/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DIVERSIFIRE SYSTEMS INC Building Department Comments Monday, September 24, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972` Permit Type: Electrical - Commercial Inspection Type: Fire Alarm Work Classification: Addition /Alteration Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)681 -3216 Page 2 of 2 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Project Address 10653 NE 6 Avenue Miami Shores Village, FL 33138- Owner information Contractor(s) DIVERSIFIRE SYSTEMS INC Phone CeII Phone (305)681 -3216 Fees Due CCF Education Surcharge Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $15.60 $5.20 $755.88 $27.00 $18.90 $822.58 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy A ±tlitio l ration Parcel Number 1122310120010 Block: Lot 1 & 2 Phone Type of Work: FIRE ALARM Additional Info: ELECTRICAL Classification: Commercial Expiration: 02/05/2008 Applicant MIAMI COUNTRY DAY SCHOOL Valuation: Total Sq Feet: MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI FL 33161 -7165 (305)759 -2843 $ 26,000.00 0 Available Inspections : August 09, 2007 Date CeII Inspection Type: Meter Box Alteration Fire Alarm Relocation Service Change Final Underground Rough W. W. In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Thursday, August 9, 2007 1 BUILDING PERMIT APPLICATION FBC 2004 IsF Permit Type: Electrical Owner's Name (Fee Simple Titleholder) k 1 AM [ (! C t)NFR.y 1 Owner's Address ID 6-1/12E5 State NE q �� E N u E 9 City kt 1 � �1 SH State j )Q7,4 Zip 36 )1,Q Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) FOLIO / PARCEL # Contractor's Address Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. EL l ° �� Master Permit No.'P- zoo AUB08200 BY: -PAY c.--1-1 )1\4 Phone # Phone # ID 4055 K1✓ Lorn AN) 014:77 10- 1 „ : colAemti City Miami Shores Village County Miami -Dade Zip 3N t - 2- 31— 317— ObiL Is Building Historically Designated YES NO y Contractor's Company Name DNF7z J a T ey5T Phone # ( 08 )— 32.Jto 1be6t) mx) 10 AV- City OPA L-O(1M State 9 Zip Qualifier Name T Y #A -L-1-- Phone # 1j jl - 21O State Certificate or Registration No. E 00()09 0 Certificate of Competency No. E -MAIL: D K/ � 1 E 1 Q- @ ejE )...�..('Th . Architect/Engineer's Name (if applicable) a) PA A-O Value of Work For this Permit $ 9 . j 1 Qto Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration Describe Work: L- STD12Y P C A Notary $ -yam Training /Education Fee $ 5-2D Scanning $ L /' 3' Radon $ Bond $ Code Enforcement $ Submittal Fee $ Permit Fee $ �✓`S ' DPBR $ Double Fee $ Phone # (2j 772 -- So ❑ Demolition ()3'Q O N s TO EX )5777\15, 1�T Mawr ** ***** * * **xxx W**** ,f* **ww* * F eesxxxxxxxm ** WWxx CCF $ 15 • GO Co /CC Technology Fee $ Zoning $ Structural Review. $ Total Fee Now Due $ j22. •5� See Reverse side —> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ,20_,by , day of ,20_,by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) My Commission Expires: **** :aYac****eY3c******** c ********dr9e******** Y******** YeYoYoY********************* *x eYaYatr4: *x ee* ******eY*3c****icatx4enY****** g i �Ur Plans Examiner Engineer Zoning BUILDING ?� �,`� �� Permit No. 1 PERMIT APPLICATION tkUt � F 7 Master Permit No. P— h 5 -2 FBC 2001 PoLl t� NO. l I - 2.231 0) 2. - 0010 Tenant/Lessee Name $ Value of Work For this Permit Type of Work: ❑Addition Describe Work: Z5,(c 9 ['Alteration 1N ADA CEMT Total Fee Now Due $ (Continued on opposite side) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit Type (circle): Building - Plumbing yy Mechanical Roofing Owner's Name (Fee Simple Titleholder) MIAMI (DU 1.1Tl2N1 Phone v'' ING Owner's Address IOW 57' N to h AN ENU8. City M lA4sl 1 S state >^ Lp 2AVA Zip 31 / t Phone # Job Address (where the work is being done) 10/D55 N 5. LP -FIi. A\1 e. N Ue City Miami Shores Village County Miami -Dade Zip 35 1 3 Is Building Historically Designated YES NO X Contractor's Company Name D I V EAS 1 F I ME, SVere s15 Phone # (5D5) I -52.11P Contractor's Address l'6830 NINA 10 Av NUS. City DM LOd AA State F LD R 1D4 zip 33054 Qualifier "r I M D'f ' L�Y 4A LL Architect/Engineer's Name (if applicable) S 1 FA N ZIA AO Phone # (3D 5) 772-5D2 3 SZINew Square Footage Of Work: ❑ Repair/Replace Submittal Fee $ Permit Fee $ CCF $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Bond $ Code Enforcement $ Structural Plan Review. $ ❑ Demolition Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of. a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a-teparate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS'and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER . OR AN . ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to .attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection' which occurs seven (7) days after; the wilding perthit is issued , In the absence of such posted notice, the inspection will not be approved and a reinspection; fee will be charged Signature Owner or Agent The foregoing instrument was acknowledged before me this , Chc 10/14/03 Signature Contractor The foregoing instrument was acknowledged before me this (� , day of mss' 20 67 by -R. g{�.t' hy 1 t 1 Y � )� own to me or who has produced SA A who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: NOTARY PUBLIC: Sign Print: My Commission Expires: (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning Diversifire Systems, Inc. 13830 N.W. 19th Avenue Miami, FL 33054 (305) 681.3216 FAX (305) 681-5920 State CC# EF0000220 fl �� ( MY Date: May 17, 2007 BY: - To: Miami Country Day School Attn: Mike Caban Re: MCD School Academic Center Addition & Existing Bldg. FIRE ALARM SYSTEM 1 -Fire Alarm Panel 1- Signal Booster 29 -Smoke Detector (w/bases) 14 -Pull Stations (4 weatherproof) 2 -Heat Detectors (shunt trip) 5- Relays (elevt, shunt trip & interface)) 1- Monitor Modules (existing FAP interface)) 4 -Duct Detectors (w /shutdown relays & test stations) 22- Horn/Strobes (4 weatherproof) 17- Strobes (2 weatherproof) Shop Drawings (engineer sealed) Labor to Install, Program and Test System NOTES: ELC1 -lCIL Price: $25,196.00 (+ Tax if applicable) Be aware that Miami -Dade County has a new requirement that went into effect on 6 -1 -06 which states: A contractor licensed in the State of Florida to install fire alarm systems and listed by an approved third party verification agency (F.M. Approvals or U.L.) to install central station service fire alarm systems, or, A contractor licensed in the State of Florida to install fire alarm systems, who must provide a copy of a valid contract between the owner of the property or business and a listed Central Station Service company to provide servicing of the system and supervision of the installation in compliance with NFPA 72 8.2.2 and 8.2.3. Be aware of this requirement, as Diversifire Systems, Inc. is neither a UL or FM approved company at this time. No additional terms or conditions will be accepted under this quotation. Should additional terms or conditions be sent to Diversifire Systems, Inc. after presenting the quotation. Diversifire Systems reserves the right to revise the price per the terms presented or void the quotation. Diversifire Systems, Inc. 13830 N.W. 19th Avenue Miami, FL 33054 (305) 681-3216 FAX (305) 681-5920 State CC# EF0000220 Date: May 7, 2007 To: Miami Country Day School Attn: Mike Caban Re: MCD School Academic Center Addition & Existing Bldg. NOTES: SEE NEXT PAGE FOR ADDITIONAL NOTES FIRE ALARM SYSTEM This quote Is to replace existing fire alarm panel in office with a new addressable system, all devices in existing building will be replace to match new building. It is the responsibility of the customer to do any patching and/or painting required. Please be advised that Miami Dade Fire plans review department may require additional devices than already exist. A) This quote Includes engineer sealed shop drawings, permit and their associated cost. B) This quote is ONLY for the Items listed above, any other equipment and/or labor other than described above, will be address at a later time. C) Our quote is based on the drawings provided to us by electrical contractor. D) Diversiflre Systems will require CAD files to generate our shop drawings. E) Electrical contractor WILL be responsible for the installation of the system conduit. Diversifire Systems will provide supervision if necessary, we will also run wiring, install devices, program, test and certify system. Signature Date TERMS: 35% due with signed quote, balance due net 30 days from invoice. NO RETAINAGE permitted. Quoted By: Lambert Delgado Quote Valid for: 30 Days Primary Zone: 1100 SINGLE FAMILY RESIDENCE CLUC• 0001 RESIDENTIAL- SINGLE FAMILY Beds/Baths: 2/2 Floors: 1 Living Units: 1 Adj Sq Footage: 2 Lot Size: 28,581 SQ FT Year Built: 1940 Legal Description: GOLF VIEW EST CORR PL PB 41 -58 LOTS 1 & 2 LOT SIZE 190.540 X 150 OR 14944- 2127 -25 0191 6 Year. 2006 2005 Land Value: $755,253 $502,495 Building Value: $209,136 $153,513 . Market Value: $964,389 $656,008 Assessed Value: $964,389 $656,008 Total Exemptions: $0 $0 Taxable Value: $964,389 $656,008 Folio No.: 11- 2231 -012 -0010 Property: 10653 NE 6 AVE Mailing Address: MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI FL 33161 -7165 Sale O/R: 14944-2137 Sale Date: 1/1991 Sale Amount: 81,800 Property Information Map Page 1 of 2 rmarnidade, gov Property Information Map Digital Orthophotography - 2006 My Home Miami -Dade County, Florida This map was created on 6/26/2007 11:58:17 AM for reference purposes only. Web Site 2002 Miami -Dade County. All rights reserved. 0 • 118 ft Summary Details: Pro rty Information: Sale Information: Assessment Information: http:// gisims2 .miamidade.gov /myhome /printmap. asp? mapurl= http: / /gisims2.miamidade .goy /output/md _prop_S01406803 70437... 6/26/2007 Owner Information Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795 -2204 Address 10653 NE 6 Avenue Miami Shores Village, FL 33138- 1122310120010 Block: Lot: 1 & 2 MIAMI COUNTRY DAY SCHOOL MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI FL 33161 -7165 (305)759 -2843 Contractor(s) TELESOUND SYSTEMS CORP (305)592 -9292 Phone Cell Phone Type of Work: LOW VOLTAGE Additional Info: ELECTRICAL Classification: Commercial Fees Due Amount CCF $0.80 Education Surcharge $0.20 Notary Fee $5.00 Permit Fee - Additions/Alterations $100.00 Scanning Fee $3.00 Technology Fee $2.50 Total: $111.30 $ 0.00 $ 0.00 Payment Type: Phone Total Amt Paid 1 Amt Due $ 0.00 Rv CC?Y;) M 0PA Expiration: 04/07/2008 Cell Valuation: Total Sq Feet $ 1,000.00 0 Available Inspections : Inspection Type: Alteration Final Relocation Service Change Underground Rough Fire Alarm Meter Box W. W. In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, l authorize the above -named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy October 10, 2007 Date Wednesday, October 10, 2007 1 BUILDING PERMIT APPLICATION FBC 2004 Value of Work For this Permit $ Miami Shores Village 10 1 10167 = Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. ELL 1 'IV aster Permit No. � rC Permit Type: Electrical Owner's Name (Fee Simple Titleholder) i �1 / ' Phone # ...9 7,5 fgg Owner's Address s‘®/ 6 /D7 : %e2 --T City 0//9 State / /.. Zip ,93/ / Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) �� ab City Miami Shores Village County Miami -Dade FOLIO / PARCEL # � e ®..z023/- e5 f C ®. p Is Building Historically Designated YES NO Contractor's Company Name? e 1 6 /J. - Contractor's Address ' O ' ,z-, , r,yee2z Phone # State Certificate or egistration No. 6 0 go (*7/ E -MAIL: fr�%7y/ / Architect/Engineer's Name (if applicable) Phone # Zip Phone # 2_72_ City X7/ / State Zip Qualifier Name �,�jf77 cy: //,-�, p-yj Phone # ®S'°- 2- - '€.F L Certificate of Competency No. c:?aPer Gt100 3� woe, �( / Linear Footage Of Work: Type of Work: DAddition ['Alteration New ❑ Repair /Replace ❑Demolition Describe Work: l/a`C70 Cr , .ee.r) xxxxxxxxxxx xx xxxx xxxxx xxxxxxxx xxxxx*F,' ees ***xxxx9txxxx*xxxeYxxxxnYxxxx xx xx*xa@xiexxoYxxxx Submittal Fee $ Permit Fee $ l & 47 i op CCF $ 01 CO /CC Notary $ J Training /Education Fee $ 0 '2.0 Technology Fee $ Z' (/(./ Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ 111 .50 See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose properly is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Owner or Agent The foregoing instrument was acknowledged before me this b5 day of Dft\a .y , 20 07 by PI ecn I rt-I— , who is personally known to me or who has produced As identification and who did take an oath. 40") ss DENISE E. PALACIOS Commission # DD 648389 My Commission Expires 08.04 -2010 Sonded Motor Public Und n/ /. a NOTARY PURE Sign: —dm Print: My Commission Expires: 65 6 q.--2016 xxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx APPLICATION APPROVED BY: (Revised 02/08/06) Sign Sign: Print: Contractor The foregoing instrument was acknowledged before me this C r oi day of [.d , 200 , by ?W/o who is personally known to me or who has produced frD14g°f as identification and who did take an oath. NOTARY PUBLIC: My Commission Expires: xx xxxxxxxxxxxxxxxxxxxx xx xxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Plans Examiner Engineer Zoning NEW CONSTRUCTION MAR 27 T -a ,Y l Passed / Inspector Comments I �� el ‘01%-- �� ®�� / / Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/23/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PAM ELECTRIC INC Building Department Comments Thursday, March 22, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 - 766 Block: Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 2 NEW CONSTRUCTION AM 0 2 2007 Passed L Inspector Comments ', $ e'7 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -19035 Perm Number: ELC -6 -06- 503 Inspection Date: 03/30/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor. P &M ELECTRIC INC Building Department Comments Thursday, March 29, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Electrical - Commercial Inspection Type: Service Change Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 2 of 2 NEW CONSTRUCTION MAY 0 9 2007 V,, , . - Passed Inspector Comments L62 .%/ .( :// 01971 l.4it-//�S /�/l, 52 it / / l✓ Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -4$306 Permit Number: ELC- 6 -06 -1 503 Inspection Date: 05/07/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: P&M ELECTRIC INC Building Department Comments Monday, May 7, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 2 of 2 NEW CONSTRUCTION MAR 1 6 2007 Passed Inspector Comments / � Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/15/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor. P &M ELECTRIC INC ment Comments Wednesday, March 14, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection.Numb INSP -1 9032 Permit Number: LC -6 -1503 Block: Permit Type: Electrical - Commercial Inspection Type: Underground Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 2 NEW CONSTRUCTION Passed /Inspector Comments PARTIA UGH ') / 2 pir / AV/Il X "'if --f / r 6 cV7t- i //) I7 - ).7,, - &' L.7 Failed id Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 **** ************ **** *** * ******* Inspection Date: 02/23/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: P&M ELECTRIC INC Building De artment Comments Thursday, February 22, 2007 Block: *01 Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759-2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 1 NEW CONSTRUCTION C� AR2 2 2B 0 \--,7",‘10- Passed Inspector Comments 4 Z a ex, FI a' 7- a 41 VA 5 .19_ "�/ e /I ��b' Failed -,.\ -/ <)°,f"lz Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 03/20/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: P &M ELECTRIC INC Building Department Comments Monday, March 19, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 2O O Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 2 NEW CONSTRUCTION SEP 2 7 2007 ,, / /; L Passed Inspector Comments J '4 4'/ e /i�J� /f�5/,�r a,,,ALoc - /el? ., � G C _ "Ac ' / e 'P `*- /,4i ,�C/ / �, / 7 � 5 % , a, ) c r . P ��`'� —) f� / 1 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. , until Inspection Number: INSP -62723 Permit Number: ELC -6-06 -1503 Inspection Date: 09/26/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: P&M ELECTRIC INC Building Department Comments Wednesday, September 26, 2007 Inspection Worksheet Miami Shores Village ep cs 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: -2ZO Permit Type: Electrical - Commercial Inspection Type: Ceiling Grid Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)949 -6373 Page 1 of 2 NEW CONSTRUCTION AUG 0 8 2007 Passed Inspector Comments r ` �� My 5°e C Ariz e A y P r an /% - Failed ,i n e 6I f zl-r ,- L 6 ' 4, f//694%4(.6 i/ �� Correction Needed ,q-ii ,9 ' X1°s ) -49 /? ) . ti-/o7,0-1" .,G 'mod Re- Inspection V ,e1//(4\0 i i' 7-fril V2` Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. ,-��e) Inspection Date: 08/07/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: P&M ELECTRIC INC Building Department Comments Monday, August 6, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -19039 Permit Number: ELC -6-06 -1503 Block: Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 2 of 2 NEW CONSTRUCTION FEB 2 0 2OtTI nspector Comments i /, 0/ .S S 3 / L // > dam/ , 1 Pass d Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until - .A.. -.-.At. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/16/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: P&M ELECTRIC INC Building Department Comments Thursday, February 15, 2007 Block: Permit Type: Electrical - Commercial Inspection Type: Underground Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 1 soy 1 400, - Inspection Date: 06/30/2006 Inspector: Devaney, Michael r ` efk�jl Owner: / � � G�aL Job Address: Project: <NONE> Contractor: Building Department Comments Thursday, June 29, 2006 NERACCOMMANC. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 2.siz. zo Permit Type: - - e ial ype: W W Work Class' ication: Repair Phone Number Parcel Number 41110' Lot: Phone: Page 2 of 2 Passed Inspector Comments,___. / "ad) ' i z / G1 / _ -- .\ ' d: / M Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until soy 1 400, - Inspection Date: 06/30/2006 Inspector: Devaney, Michael r ` efk�jl Owner: / � � G�aL Job Address: Project: <NONE> Contractor: Building Department Comments Thursday, June 29, 2006 NERACCOMMANC. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 2.siz. zo Permit Type: - - e ial ype: W W Work Class' ication: Repair Phone Number Parcel Number 41110' Lot: Phone: Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING FOMEWM PERMIT APPLICATION JUN o 2 U06 FBC 2004 B y Permit Type (circle): Building Elea Owner's Name (Fee Simple Titleholder),,, . C–ep.-m)1 bey Phone # Owner's Address (�' p l lt)f' /0 7 S %, / City Shrei State Tenant/Lessee Name Zip Permit No. A ) S03 aster Permit No. - 3 Plumbing Mechanical Roofmg Phone # 3 0.S - 75 oigqg Job Address (where the work is being done) a 53 City Miami Shores Vill . e County . Miami -Dade Zip )ae FOLIO / PARCEL # A / Is Building Historically Designated YES NO i Contractor's Company Name ,0 v--/ L 1 e.G s . / , ,LC . Phone # ��} ?' f- 6- ' 7 3 Contractor's Address 1 % 26p ,j / (a ST City 4)„ State Zip Qualifier Name Phone # l_57 S7f. 9 7 L V State Certificate or Registration No. C- / 3or / g °7,.5 Certificate of Competency No. Architect/Engineer's Name (if applicable) ,&s[ M7y,i .57.;;;i a i Phone # Value of Work For this Permit $ .72r 7 Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration Describe Work: 57/e_ //� �,®. -• sJ �, 71 New ❑ Repair/Repface ❑ Demolition (9, s AeS * * *** * * * ** * * *** * *t *** * * * * * *, ** * * *** * * ** F * * * * * * * * * * * * ** * * * *** ** * * * * * * * ** Submittal Fee $ ® . Permit Fee $ 7 6-4, g e, CCF $ 4 4D CO /CC Notary $ Training/Education Fee $ t - eo . Technology Fee $ S ' c'l Scanning $ %' 00 ' Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ 2 . 4- ao See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S A11 LDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Owner or Agent Contractor The forego mstrument was acknowledged before me this 3 / The foregoing instrument was acknowledged before me this day of , 20(. �� , by day of r ' L. , 2(3C.4", by who is personallo me or who has produced who is personally known to me or who has produced As identification and who did plig { UC•STATE OF FLORIDA as identification and who did take an oath. hellle L. Fulfurd Commission AMWAY PUBLIC: Expirest FEB. 28, 2009 Bonded Thru Atlantic aaadna ON, MA Sign: Gr. ,;C NOTARY PUBLIC: (Revised 02/08/06) Signature Sign: tiZe d - 41 Print: $h e// e C, / My Commission Expires: / � e /oq My Commission Expires: i7®/ t * * *s *** *�k,r4�t�i * *4,a*** * * * ** *,r sr / // *** ** qtr# tat,raYitr r& sFaY**** aY�r�ir ,rir�Y�Y�iratrair�tsY�e * *sY,rt sY *sY,raYir rsY�Y* at�Y�rsk�k *�trstair * *�irstr,r* &fir ** *sir ** * **** Print: S4d/t4 C • F #' APPLICATION APPROVED BY: Plans Examiner Engineer Zoning Issue Date: 6/5/2006 Expires: 12/31/2006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Electrical - Commercial Work Classification: New Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Contractor(s) P &M ELECTRIC INC Phone Primary Contractor Yes Comments: NEW CONSTRUCTION Additional Information Type of Work: NEW CONSTRUCTION Additional Info: Classification: Commercial In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Building Department File Copy Applicant Signature Parcel #: Block: Permit Status: APPROVED Permit Number: ELC -6 -06 -1503 Section:Golf View East PB: Phone: (305)759 -2843 1122310120010 Lot: 1 & 2 Total Square Feet 0 Total Valuation: $ 78,760.00 Required Inspections Alteration Underground Rough WW Service Change Meter Box Fire Alarm Relocation Final Fees Due CCF Education Surcharge Permit Fee - Additions /Alterations Scanning Fee Technology Fee Total: Amount $47.40 $15.80 $2,362.80 $3.00 $59.07 $2,488.07 Invoice Number ELC - 6 - 06 - 25060 Total: Amt Due $2,488.07 'JUL 14 PAID at S I MOvc Amt Paid NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. NEW HVAC APR 2 5 2007 I for Com ents 2ND FLOOR 4 Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid . Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 04/23/2007 Inspector: Perez, JanPierre Project: <NONE> Monday, April 23, 2007 Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Contractor: EDUARDO GARCIA Building Department Comments Block: urn Permit Type: Mechanical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)456 -2328 Page 2 of 2 NEW HVAC [ 4 iiY o ( E L./4 .01-t.v.--p - 4 LIAR 2 7 2007 lq Oz. Iged/444 Passed (i,t4U Inspector Comments E,4 �' �/-',, y1�� C---or 1 1 • iv , , Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. -_, � ..6„._._ until s 10 I sped Number: INSP - 21015 Permit Number: MC- 6-06 -1 730 Inspection Date: 03/21/2007 Inspector: Perez, JanPierre Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: EDUARDO GARCIA Building Department Comments Tuesday, March 20, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 2Z0 Permit Type: Mechanical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)456 -2328 Page 1 of 2 NEW HVAC MAR 0 i AV Passed Inspector Comments lAt ( 6 — Al i) 4.)&1 Z6 17 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until trisciee : >....... Project: <NONE> Inspection Date: 02/26/2007 Inspector: Perez, JanPierre Contractor: EDUARDO GARCIA Building Department Comments Monday, February 26, 2007 Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL ?05 2 t Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Mechanical - Commercial Inspection Type: Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)456 -2328 Page 2 of 2 7 /LQ)QC,c3,_ 3', 47 p ��a ✓cicD BUILDING PERMIT APPLICATIO FBC 2004 Permit Type (circle): Building dui, �" Owner's Name (Fee Simple Titleholder) m 1 Phone # � 7 �! Owner's Address 6l l rl/ 1 City f 201 gR(gg State rl Zip ,/ Tenant/Lessee Name Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # Is Building Historically Designated YES NO Value of Work For this Permit $ 8004 49a Type of Work: ['Addition ['Alteration Describe Work: Structural Review. $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 T _ • e 5 795.2204 Fax: (305) 756.8972 RECEIVED JUN 2 6 2006 Electrical Plumbing Mechanical County . Miami -Dade Contractor's Company Name-, & ®(/ I,.e,L�; Contractor's Address ,27/Qe ,a s`2 City State Qualifier Name V *g e C /- State Certificate or Registration No. 0 Zip 330/ Phone # � ? _ Certificate of Competency No. 56 Al eYaeoi Architect/Engineer's Name (if applicable) Phone # Square / Linear Footage Of Work: e ********** * * * * * * * * ***** ** * * **** * * * * ** * *F ************* * * * ** * * * * * * ** * * * * * * * * * * ** * ** *** Submittal Fee $ Permit Fee $ ,19 CCF $ 1 Z - (C CO /CC Notary $ Training/Education Fee $ 4 e exo Technology Fee $ 1 `SCE Scanning $ 3 .00 , Radon $ DPBR $ Permit No. Master Permit No. Phone # Total Fee Now Due $ Mcssczjc . r'c 66 R3 9 70 Roofmg Zip Phone # 3'5 v ❑ Repair/Replace ❑ Demolition Zoning $ Bond $ Code Enforcement $ Double Fee $ See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS; ETC OWNER'S A}'FIllAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection not be approved and a reinspection fee will be charged. Signature Owner or Agent Contractor The forego g trument was acknowledged before me this A / The foregoing instrument was acknowledged before me this day of /, g /C.. , 20 c4, by , day of 1' V _ , 20C , by , who • ! - to I ., _ ,41 o 1 t. 1, -_ •r. who has produced who is personally known to me or who has produced C•ST.TE Of FLORIDA as identification and who did take an oath. ellie L. Fulford Commission # DAY PUBLIC: Expires: FEB. 28, 2009 Bonded Thru Atlantic Bonding Co., Inc. e' Sign: _el -,, - Print: Jda4e_ (, /„R As identification and who di NOTARY PUBLIC: Sign: Print: ned L My Commission Expires: D My Commission Expires: ** * * ****** *,tx, , , ** ** **************t****************** **** *** APPLICATION APPROVED BY: (Revised 02108/06) &7 D Plans Examiner Engineer Zoning ENV Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Issue Date: 6/28/2006 Expires: 12/31/2006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Mechanical - Commercial Work Classification: New Job Address: 10653 6 Avenue NE Comments: NEW HVAC Miami Shores Village, FL 33138- Contractor(s) EDUARDO GARCIA Phone (305)456 - 2328 Primary Contractor Yes Additional Information Tons: Classification: Commercial Additional Info: In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated Building Department File Copy Applicant Signature Parcel #: Block: Permit Status: APPROVED Permit Number: MC -6 -06 -1730 Phone: (305)759 -2843 1122310120010 Lot: 1 & 2 Section:Golf View East PB: Total Square Feet: 0 Total Valuation: $ 20,000.00 Required Inspections Rough Rough Duct Ventilation Smoke Test Hood Smoke Det Test Final Fees Due CCF Education Surcharge Permit Fee - Additions /Alterations Scanning Fee Technology Fee Total: Amount $12.00 $4.00 $600.00 $3.00 $17.50 $636.50 Invoice Number MC - 6 - 06 - 25391 Total: Amt Due $636.50 'JUL 14 MO) Amt Paid NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES . Issue Date: 6/28/2006 Expires: 12/3112006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Mechanical - Commercial Work Classification: New Job Address: 10653 6 Avenue NE Contractor(s) EDUARDO GARCIA Phone (305)456 -2328 Primary Contractor Yes Comments: NEW HVAC Additional Information Miami Shores Village, FL 33138- Tons: Classification: Commercial Additional Info: In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated Fees Due CCF Education Surcharge Permit Fee - Additions /Alterations Scanning Fee Technology Fee Total: Amount $12.00 $4.00 $600.00 $3.00 $17.50 $636.50 Applic h UST E ON For Inspec JOB A IN Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Parcel #: Block: Permit Status: APPROVED Permit Number: MC -6-06 -1730 Phone: (305)759 -2843 1122310120010 Lot: 1 & 2 Section:Golf View East PB: Total Square Feet: 0 Total Valuation: $ 20,000.00 Required Inspections Rough Rough Duct Ventilation Smoke Test Hood Smoke Det Test Final Invoice Number MC - 6 - 06 - 25391 Total: Amt Due $636.50 Amt Paid 'JUL 1 PAID cr )Si NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES . Requests must be received by 3 pm for following day inspections . Obtain Certificate of cy /Completion Before Using the Building Inspection Date: 04/25/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Tuesday, April 24, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 APR 2 5 7007 Passed a 0 Inspector Comments 4vdk 2 2 6 1 -7 6 S7 , cep Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 04/25/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Tuesday, April 24, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 NEW ROOF FOR NEW BUILDING APR 2 5 2007 Wi Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 04/25/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Contractor: Building Department Comments Tuesday, April 24, 2007 Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 2 of 2 Inspection Date: 06/13/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor. DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Wednesday, June 13, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 JUN 142006 Passed Inspector Comments CREATED AS REINSPECTION FOR INSP- 36531. CANCELLED PER ANDRE JR 06/07/07 6/13/07 Uplift report OK, at office file in bldg. dept. Remove all excess tiles from roof for final inspection. CG. Failed ,� Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 06/13/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor. DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Wednesday, June 13, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 GEOTECHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBESTOS . Sincerely yours, CONCENTRATED UPLIFT LOAD TESTING ON ROOF TILE TO COMPLY WITH METRO -DADE COUNTY PROTOCOL TAS -106 MIAMI, June I l m 2007 PERMIT No. CLIENT: Ms. Kimberly Zeng: DOUBLE DIAMOND CONST. 16104 Kilmarnock Dr. Miami Lakes, FL. PROPERTY ADDRESS: Roof @ 601 NE 107th Street Miami Shores, FL33161 TILE TYPE/ATTACHMENT: Flat Roof Tiles Polyfoam Set. Testing Equipment Humboldt Scale Model H-4620 Test No. Test Location Field Uplift Pull Test 01 - 81 Field See Sketch Below > Than 35 LBS 82 -103 Comer See Sketch Below > Than 35 LBS 104 -128 Perimeter See Sketch Below > Than 35 LBS 129 -148 Ridge caps See Sketch Below > Than 35 LBS ROOF TILE UPLIFT IN ACCORDANCE WITH MIAMI DADE COUNTY TAS -106 92 10 124 91 95 94 74 125 7'. 75 126 73 76 96 97 90 120 16 15 6 123 133 121 11 12 13 89 14 5 /59i ni 82 62 59 104 61 58 93 63 601 7 134 8 9 D TECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 135 4 13E DYNATECH ENGINEERING CORP. ROOF SKETCH 132 17 18 19 2 137 56 129 54 71 83 55 57 131 24 23 5 103 65 105 108 109 53 70 66 52 69 67 107 110 51 68 84 1b2/111 112 113 22 29 29 14 30 3 13 46 4 49\ 14 48 39 144 41 42 45 106- T Inspected By: JM 101 100 79 77 127 80 78 12 81 98 99 Test Result Passed Passed Passed Passed TESTING LABORATORIES DRILLING SERVICES INSPECTION SERVICES ROOFING 750 West 84 Street, Hialeah, FL 33014 -3618 ® Phone (305) 828 -7499 ® Fax (305) 828 -9598 Owner: Job Address: I nspection Number: INS 52594 Permit Number: RF- 1-07 -24 Inspection Date: 06/15/2007 Inspector: Grande, Claudio Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Thursday, June 14, 2007 SCHOOL INC, MIAMI COUNTRY DAY 10653 6 Avenue NE Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 0170 5( 0 Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 JUN 1 8 2001 I Inspector Comments my CREATED AS REINSPECTION FOR INSP- 51866. CREATED AS REINSPECTION FOR INSP- 36531. CANCELLED PER ANDRE JR 06/07/07 6/13/07 Uplift report OK, at office file in bldg. dept. Remove all excess tiles from roof for final inspection. CG. Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Owner: Job Address: I nspection Number: INS 52594 Permit Number: RF- 1-07 -24 Inspection Date: 06/15/2007 Inspector: Grande, Claudio Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Thursday, June 14, 2007 SCHOOL INC, MIAMI COUNTRY DAY 10653 6 Avenue NE Miami Shores Village, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 0170 5( 0 Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 Inspection Number: INSP -36528 Permit Number: RF- 1 -07 -24 Inspection Date: 05/04/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Thursday, May 3, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Cap Sheet Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 1 of 2 MAY 0 4 2007 `7 Passed Inspector Comments _SUL, (2,6 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -36528 Permit Number: RF- 1 -07 -24 Inspection Date: 05/04/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Thursday, May 3, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Cap Sheet Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 1 of 2 Nu P -36529 Inspection Date: 05/22/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Deuartment Comments Tuesday, May 22, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 1 of 2 MAY 2 2 2007 Passed Inspector Comments Tiles used on roof are not color thru tile. This tile is not approved in MS. Tiles must be color thru tile. 5/21/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Nu P -36529 Inspection Date: 05/22/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Deuartment Comments Tuesday, May 22, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 1 of 2 c #6- Cr. - - r -12A,17 i CIA Passed Inspector Comments Tiles used on roof are not color thru tile. This tile is not approved in MS. Tiles must be color thru tile. 5/21/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 05/22/2007 Inspector: Grande, Claudio Owner: OOL INC, MIAMLCOU RY DAY Job ddress: 10653 6 Avenue NE Miami Shores Village, F 138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Buildin De Comments Tuesday, May 22, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 2 of 2 inspection Number: INSP- 49924 Permit Number: RF- 1 -07 -24 Inspection Date: 05/31/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Wednesday, May 30, 2007 Inspection Worksheet Miami Shores Village 4 0) 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 1 of 2 JUN 0 1 2001 UG Passed Inspector Comments CREATED AS REINSPECTION FOR INSP- 36529. Tiles used on roof are not color thru tile. This tile is not approved in MS. Tiles must be color thru tile. 5/21/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until inspection Number: INSP- 49924 Permit Number: RF- 1 -07 -24 Inspection Date: 05/31/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Wednesday, May 30, 2007 Inspection Worksheet Miami Shores Village 4 0) 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (386)847 -8899 Page 1 of 2 Inspection Date: 02/02/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 601 105 Street NE Miami Shores Village, FL Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Thursday, February 1, 2007 Inspection Worksheet Miami Shores Village VICC541Z)00 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120050 Lot: Phone: (386)847 -8899 Page 1 of 1 Infraction Passed Comments TIN CAP SPACEING True FEB O I MOT Passed Inspector Comments CREATED AS REINSPECTION FOR INSP- 36527. No ladder on job available for inspection. 1/30/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 02/02/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 601 105 Street NE Miami Shores Village, FL Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Thursday, February 1, 2007 Inspection Worksheet Miami Shores Village VICC541Z)00 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120050 Lot: Phone: (386)847 -8899 Page 1 of 1 . 4 Inspection Date: 01/30/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 601 105 Street NE Miami Shores Village, FL Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Monday, January 29, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FLV tr Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 130 Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120050 Lot: Phone: (386)847 -8899 Page 1 of 1 Infraction Passed Comments TIN CAP SPACEING True JAN 3 1 Mr Passed Inspector Comments ..il L X-eA-i ,e......) ,-' L_______ - Failed 0 Y Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until . 4 Inspection Date: 01/30/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 601 105 Street NE Miami Shores Village, FL Project: <NONE> Contractor: DOUBLE DIAMOND CONSTRUCTION INC Building Department Comments Monday, January 29, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FLV tr Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 130 Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number (305)759 -2843 Parcel Number 1122310120050 Lot: Phone: (386)847 -8899 Page 1 of 1 POLYGLASS USA, INC. Corporate Office and Manufacturing Facility 150 Lyon Drive FERNLEY, NEVADA 89408 (800) 222 -9782 FAX (775) 575 -7132 Manufacturing Facility HAZLETON, PENNSYLVANIA 18202 (800) 894 -4563 FAX (570) 384 -3282 E -mail: technical @polyglass.com Website: www.polvgiass.com Subsidiary Co. and Manufacturing Facility Sincerely, Worldwide Headquarters and Manufacturing Facility POLYGLASS SpA Treviso, ITALY May 2, 2007 Andre Zeno Double Diamond Const & Roofing To Whom It May Concem: Raymond Lopez POLYGLASS USA, Technical / Sales Representative Email: RLopez @polyglass.com Visit: www.polyglass.com Thank you for-supporting POLYGLASS USA! POLYGLASS WATERPROOFING MATERIALS AND INSULATING SYSTEMS The intent of this letter is to inform you that POLYGLASS Representative, Raymond Lopez has reviewed the Polystick TU Plus membrane located at (651 NE 106 St North Miami, FI) on (5 -1- 2007). It is our opinion that the Polystick TU Plus appears to be in an acceptable condition at time of inspection to serve as a watertight membrane underlayment. Should you have any further comments or concerns, feel free to contact me at (305) 796 -2286. You may also contact our technical services department at 1- 800 -894- 4563. 0 Receipt Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Number: RF- 1 -07 -24 Invoice Number: RF -1 -07 -27193 Applicant: JANYCE ALYN WILLIAMS - MCGLONE Company Name: Owner Address: 601 NE 107 ST MIAMI, FL 33161 -7165 Job Address: 601 105 Street NE Miami Shores Village, FL Date Friday, January 12, 2007 01/12/2007 Check Payment Type Check Number 1144 Amount $357.32 Change $0.00 Total Payment: $357.32 Page 1 of 1 Issue Date: 1/9/2007 Expires: 07/08/2007 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Roof Work Classification: Roof - New Job Address: 601 105 Street NE Additional Information A etitc4-/ Miami Shores Village, FL Contractor(s) Phone DOUBLE DIAMOND CONSTRUCTIO (386)847 -8899 Primary Contractor Yes Type of Work: New Roof Classification: Residential Additional Info: In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Fees Due CCF Education Surcharge Permit Fee - New Roof Scanning Fee Technology Fee Total: Amount $11.40 $3.80 $325.00 $9.00 $8.12 $357.32 Invoice Number RF - 1 - 07 - 27193 Total: Amt Due $357.32 JAN 1 2PAID C)KKA Amt Paid Building Department File Copy Applicant Signature Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Parcel #: Block: Section: Permit Status: APPROVED Permit Number: RF- 1 -07 -24 Phone: (305)759 -2843 1122310120050 Lot: PB: Total Square Feet: 3740 Total Valuation: $ 18,500.00 Required Inspections Tin Cap Hot Mop Tile In Progress Up Lift Report Final Roof NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. BUILDING PERMIT APPLICATION le-C} FBC 2004 Permit Type (circle): Building Value of Work For this Permit $ J 8 Sc G Describe Work: A/C 4 5fe 5 Training/Education Fee $ Miami Shores Village pcmgv�� Building Department !4! 9AN 0 5 2001 !) BY: U"' 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No.k 01 01� Electrical Owner's Name (Fee Simple Titleholder) Owner's Address '12/ fv d( S-74 city rnjeR„ve,.,; 64, State . Tenant/Lessee Name Job Address (where the work is being done) SILA e City Miami Shores Village County . Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO�� Contractor's Company Name fe!Dhl -n"De el amA c 6 ®n Phone # -38C Seri i: Contractor's Address a 7 a . J t 4v €tau..., City NQ u.) $ y 13 State /L Zip ' 2. 1 °+ Qualifier Name ,J , `4 ,,Q Phone # $ C $ CO q 9 State Certificate or Registration No. G G Oo7CS'1 Certificate of Competency No. Architect/Engineer's Name (if applicable) Maw 5'r . .N. Phone # 3 c' Z/ 7 ‘=" cY ) Type of Work: ❑Addition ['Alteration [ew ❑ Repair/Replace ❑ Demolition Submittal Fee $ Permit Fee $ Notary $ Scanning $ `00 Radon $ DPBR $ Master Permit No. mac, ®5 Z Plumbing Mechanical Phone # 50 73-21 2- Zip :53i' Phone # Square / Linear Footage Of Work: 37'e_.) CCF $ 1 CO /CC Technology Fee $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ See Reverse side -+ 1 n p i42?" Bonding Company's Name (if applicable) /4/A-1 Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) t,[ /1 Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be ap.roved and a reinspection fee will be charged. Signature ip Owner or Agent )) Contracto /J The foregoing instrument was acknowledged before me this r The foregoing instrument was acknowledg ed before me this day of - T� , 20 by 2 Cb' , who is personall known to me or who has produced who is a sonall known to m or w o has produced L 1? Y P P lr Y P �" As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC-STATE. Of FLORIDA NOTARY PUBLIC: Sheltie L. Fulford day of / if , 2066, by Jbd ttAU NOTARY PUBLIC: Sign: Print: Sheaf e- e My Commission Expires: a 161 /Oh ** *** **** * *** aye * ** * * * ** ** * * * * * * * *** ** ,t*** ter* * * ** * **** * * * **** * * * ** **** * * ** ** **** *** APPLICATION APPROVED BY: (Revised 02/08/06) Commission #DD400807 Expires: FEB, 28, 20 09 ** 1, Fag Signature Commission# DO My comm. expires May 26, 2010 Print: My Commission Expires: I Plans Examiner Engineer Zoning Roorayeterri !. . SeCtions:ottne idatiOn :Form Attadhments:ReqUired See List :Below :I.. Low Slope Appil -. Othelt:CoinporientProduCt Approvals : Bi -PAC 1,2;30,6,7 4;6,6,7 • • • i i • . 1 •••••• • . a Prescriptive BUR-RA Aschrdtic shingt Any. R. "Aired RoofTesting/CalcniatiOnDocurne . 0.n lIfY %I) ' ...7 ..:, Concrete or Olay , .,B,D,E 1.2.:3...44,6,7 4.. .... • • • MetaiRodfs AIB,D 1,2;3;4;5i:6J .... •••••• • • _ • Wood. Shingles:and A,B,D ,. .. 1,744,6,6,7 • • • • • • ii2A..4A,6,7 • • • ... : Other As Applicable HIGH-VELOCITY HURRICANE ZONES 961 4 SECTION R4402.14 HIGH-VELOCITY HURRICANE ZONES — UNIFORM PERMIT APPLICATIAWK 2001 Florida Building Code 2004 nth velocity uniform PermitApplicatiOn Farm. •••••• INSTRUCTION PAGE 24•07, COIVIPLETE THE NECESSARY SECTIONS • OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW: ATTACHMENT :RE . • e •0• • 0 ,00 • 00* • •00 • •0• • • •• • • •041 4.040 • l5 • • • •• • • • FLORIDA BUILDING CODE — RESIDENTIAL 44.19 • •• •• • • •• • • • • •0 • •• 000 • • 0 • • • • • • • • • • • . • FiraDirectory Listing:F*0e 2.. FrOmffiroduct.Approvel: :FrontPage 'Specific :System. Description Bpecific:System 'General:Lirnitations .•pplicable Detail.Drawings :I.. Design Calculations per Section R4403, or If Applicable, RAS 127 or RAS 128 4.' Othelt:CoinporientProduCt Approvals S. .filtuiii01001 Application 6.. • Owners:Notification for Roofirjg tonsideratiens (eroofing O 10. 7.. Any. R. "Aired RoofTesting/CalcniatiOnDocurne . 0.n HIGH-VELOCITY HURRICANE ZONES 961 4 SECTION R4402.14 HIGH-VELOCITY HURRICANE ZONES — UNIFORM PERMIT APPLICATIAWK 2001 Florida Building Code 2004 nth velocity uniform PermitApplicatiOn Farm. •••••• INSTRUCTION PAGE 24•07, COIVIPLETE THE NECESSARY SECTIONS • OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW: ATTACHMENT :RE . • e •0• • 0 ,00 • 00* • •00 • •0• • • •• • • •041 4.040 • l5 • • • •• • • • FLORIDA BUILDING CODE — RESIDENTIAL 44.19 • •• •• • • •• • • • • •0 • •• 000 • • 0 • • • • • • • • • • • HIGH-VELOCITY HURRICANE ZONES • • Florida Building Ctsde Edition 2064.. HigityVetatity HOrriegnelone Uri ifprin PerrhIlikepflicatiOnTarro. S Alpe:riera ritomiatiotil laster pen-nit:No. os o pi.ocess.No. d Contact:es Name Job Addteas 1117.° sioPe aitic. InIes Ceo M1707 S [S/ Now Roof 0 RarO011tift ROOF RY Macbanitallitfaatailadlila 1 klatallfaitall5binti14- Ptoactiollitaji. . :ROOFTyFt.': 0: lutdo.volirto 15Q R YSTEM INFORMATION 0 Repair LoW.Slope FloOfArosa t4F) goep:plopo .RoOtArsoa (sfy TO:tel0F1 MOttarlA '.,.. •••• Iviatehaft4e., • „ • • • • • • • • • • • • ••o•o 000 oo • ,04 ••.•.. • • . .. ..... •••.. • • • • • • • . • • • ••• • •- • .• 4 . (Roof PIO) • Sketch Roof 3 e° .... scuppr.s: and 0yorflow drains: Include illtnens4MA of sections and .. Illuatrate al! levala and a ,- econsti : , roof drains, Z4:67#401,0* • • identi4tillniOn*1004.atele.Vated: ressure zi3nes and location of • aragata, .. 0 0000 0000 4.4.- •••:. o o --÷- jT r"t" srt *77' i 1 ":" • r • • Roof System Manufacturer: V, A- %.on el:1-r rS Product Approval Number: 02: 0 10 !minimum Design Wind: Pressures, If. Applicable (From :RAS 127 o 'Calculations): _5-4' 1 - in ,il4 " �y P1: P2; i1 PSF Maximum Design Pressure Product Approval Specific System: Method of the attachment: ,/1 / ' 41 „ - - /i (l,e 2 i ' o • • • I •• _ HIGH- VELOCITY HURRICANE ZONES Roof Slope: :1Z Section . Q (Steep -Sloped Roof System) Deck Type; ype Underiayrnent: Insulation: Ridge Ventliation? r� I► Stepp Sloped .Roof Systern Description Florida Building Code Edition 2004 High VeIo ity Hurricane Zone Uniform Application Form: Mean Roof Height: 26 Fire Barrier: 3c76 .. • ••• ///4' Fastener Type & �S acin yp P 9 Adhesive .Type: .ype Cap Sheet: //5. Roof Covering: jar 7" Pus f ( J rc\ ; flJi Type &:Size Drip age: 3X3 04 IV PC4 - •• • 000000 • ...... •••• ...... •• .r •• • ...... • • •••• ▪ ••• • ••• • •. . . • _ ••• . • • • •• 000000 • • ...... • • ...... • • ... ...... .• • • • ...... • • • aul.., rv. ;mad= Dasorietion S ixtil *Awe to find Design:Ph:stare P.I or P2-of1?3 RAS'127 Table :engineering turalySis preparedIrtri bated on:ASCE 7 Well:off:He On •34.4 ..160 Site RoOfSle 0e $. , )90:31fe A4 .naroic.Kilaile ,lier 111111101111111• Product A royal Restorinlviomenttlucto:Chavi ...• 11111101111111 1111110111110 111111111111. • Product A royal N111.11111111.1111111111111111MI • Product A royal Aft:lab:nett Resistance lt. + lred Moment Retiatenew Cateulated -44 11111111 lc+finirnurt Attachment RajsUince F Product A royal ' • .. ilr.e ., ift.Reslattinee • *lentil vp • •talcuiated . 1 11 111111111111111111111111111111111111111111111101111111 TileDimatraloua Product A royal Product Approyal , All ialtienitition.s•traust beset:unlit& to if:el:10We ..Offielelat: Itinte'Of +: V +',. Italian, 11/1„ Required Moment Resistance* Moan Roof fght -*- Root Slope 15' 20' 25* 30' 40' 9 9 , 2; 2 •34.4 36.5 38,2 39.7 421 • . • 3: 2 32.2 34A 394 31A • 9 • 39;8 • 42 32.2 33,3 351 col-, • 37.3 • • • • 51 2M 3M 31.8 32,8 • •••••• 34.9 6:1 264 28.0 29.4 304 „ „ 32.4 • 4 e el 71 _ 24,4 25:9 271 29.2 .. . 30.0 For Moment based lite systems, choose either Method 1 or 2. Compared the values for M the values' from Mr. If the Mr values are greater than, or equal to Mr values, for each area of the-ro4 the tile attaehme.nt method is accep Section E (Tile Calculations) -equir.ert • o merit of:Resistance (M Table Below I Up MOW, = ) -W: cos as V/: ) ^ W: X Fa; HIGH-VELOCITY HURRICANE ZONES . . . Florida Building Coda-Edition 2004 High Voloellylivrticano:ZoneUrifOrmfsermitAppliestiori Form. Method 1 pp ut Based T e Caleulations-Per RAS 121" x rig = — Mi M Product Approval MI 1 m g41_,) - M; 7 4. =Ma Product Approval Mr x X = 2941)- M • Ma2etig Product Approval M le: Method 2Simplified Tile Caicula don Per Table Below" Product Approval mr *Must be used conjunction with. a. list •ofvornent. - beset 1110.3ysteutrendorsed' by. Ike • • • • Brows rd County oar& Of 'Miles and Appeals. . • • For Upll.ft base tile systems useNtelbott compaped..thp with4e values forFr.,If :F values are..grreeter.tban:or equallo. the F values, for wall. • area of thurouf.,:th n .t/ie:Iihrattachtneuttnethod. isaceeptable. e CaTeuhltioosTek 12.7 Product Approval F Product Approval F Product Approval F • • • • • • • • • • • • • • • • • epee ••• • • • • • FLORIDA BUILDING CODE — RESIDENTIAL • • • • • • • • • • • • • • • • • • • 0 0 • 0 0 0 • • oar* 0 • • • • • • • • • 44.23 MI�AM!DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Hanson Roof Tile d.b.a. Pioneer Concrete Tile 1340 SW 34 Ave Deerfield Beach, FL 33442 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may•inupediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Iii.vision that his coduct.g . :. material fails to meet the requirements of the applicable building code. • • • • This product is approved as described herein; and has been designed to comply with the.Fitgri.Velocity. frricane. :•• •••• • • Zone of the Florida Building Code. ...... DESCRIPTION: Nordic Flat Roof Tile • • This NOA consists of pages 1 through 6. The submitted documentation was reviewed by Frank Zuloaga, RRC MIAMI - DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 110 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -290! FAX (305) 375-2908 • • • • •.• .. .• • • ...... • • • ••••• LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state•antei following statement: "Miami -Dade County Product Control Approved ", unless otherwise mered&hercih". RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the requ: 1 of the Building Official. NOA No.: 02- 0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 1 of 6 ...... • • • • • • • ROOFING ASSEMBLY APPROVAL Category: Sub Category: Material: 1. SCOPE This renews a roofing system using Nordic Flat Roof Tile, as manufactured by Hanson Roof Tile d.b.a. Pioneer Concrete Tile described in Section 2 of this Notice of Acceptance. For the locations where the pressure requirements, as determined by applicable Building Code, does not exceed the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by • Applicant Hanson Nordic Flat Tile Trim Pieces Dimensions Length: 16%" Width: 13" Thickness 11/4" Length: varies Width: varies Varying thickness 2.1 COMPONENTS OR PRODUCTS MANUFACTURED BY OTIIERS Product Dimensions Tile Nails Min. 10dx 3" Tile Screws Hurricane Clip & Fasteners Roofing Roofing Tiles Concrete #8x 2 %" long 0.335" head dia. 0.131" shank dia. 0.175" screw thread dia. Clips Min. %2" width Min. 0.060" thick Clip Fasteners Min. 8d x 1 1/4" Test Specifications TAS 112 TAS 112 Test Specifications TAS 114 Appendix E TAS 114 Appendix E TAS 114 Appendix E Product Description Flat profile, interlocking, extrudsd• • • • concrete roof tile egt.ipped with anteil holes. For direct deck'8r b tttened rmiis on, mortar or adhesi\re s•.. at. a•pplicatioas. •. Accessory trim, concrct ; pieces •for use at hips, rakes rid 'e land valley • • • terminations. Manufactitinl for each Tile profile. •• •• Product Description Corrosion resistant screw or smooth shank nails Corrosion resistant, coated, square drive, galvanized, coarse thread wood screws Corrosion resistant clips with corrosion resistant nails. OOO • • ••• • • • • • • •. • ••• • • • •• Manufacturer Generic (With current NOA) Generic (With current NOA) Generic (With current NOA) NOA No.: 02 -0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 2 of 6 • .• ••.••• • • •.•••• • • 00000 • • •.••• •.•••. • • • • Table 2: Restoring Moments due to Gravity - M (ft -Ibf) Tile Profile 3 ": 12" 4 ": 12" 5 ": 12" 6 ": 12" 7 ": 12 "or greater Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Hanson Nordic Flat Tile 5.95 6.78 , ,' 5.87 6.67 5.74 6.54 5.60 6.37 5.44 6.19 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test in accordance with RAS 106 may required, refer to applicable building code. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Hanson `Nordic Flat' Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118,119, & 120 4.2 Data For Attachment Calculations • • • • • • •• • • • • • • • .• • • • • • ••• • •• NOA No.: 02 -0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 3 of 6 • • • •••••• • • • • •..•• • • •..•• • • • Table 1: Aerodynamic Multipliers - X (ft - -•• •••• • ••••• • Tile Profile 3 Batten Application . .•• (3i . •. . Direct Deac Application . • Hanson Nordic Flat Tile 0.267 .b.289' • • ••• • 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test in accordance with RAS 106 may required, refer to applicable building code. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Hanson `Nordic Flat' Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118,119, & 120 4.2 Data For Attachment Calculations • • • • • • •• • • • • • • • .• • • • • • ••• • •• NOA No.: 02 -0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 3 of 6 • • • •••••• • • • • •..•• • • •..•• • • • Table 3: Attachment Resistance Expressed as a Moment - Mf (ft -Ibf) For Nail -On Systems Tile Profile Fastener Type Direct Deck (Min 15/32" plywood) Direct Deck (Min. 19/32" ,. plywood) Battens Hanson Nordic Flat Tile 2 -10d Ring Shank Nails 30.9 38.1 17.2 1 -10d Smooth or Screw Shank Nail 7.3 9.8 4.9 2 -10d Smooth or Screw Shank Nails 14.0 18.8 7.4 1 #8 Screw 30.8 30.8 18.2 2 #8 Screw 51.7 51.7 24.4 1 -10d Smooth or Screw Shank Nail (Field Clip) 24.3 24.3 24.2 1 -10d Smooth or Screw Shank Nail (Eave Clip) 19.0 19.0 22.1 2 -10d Smooth or Screw Shank Nails (Field Clip) 35.5 35.5 34.8 .... 2 -10d Smooth or Screw Shank Nails (Eave Clip) 31.9 31.9 • • ' •. • - .32,2 ' • • • 2 -10d Ring Shank Nails 50.3 • 65.5 • • • • 4$.3 • • Installation with a 4" tile headlap and fastemers are located a min. of 2%z" from head of WIC.... • ... Table 4A: Attachment Resistance Expressed as a Moment - Mf (ft-Ibf) For Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Hanson Nordic Flat Tile PolyPro 118.9 PolyPro 40.4 4 Large paddy placement of 45 grams of PolyProTM'. 5 Medium paddy placement of 24 prams of PolyPro TM'. Table 4: Attachment Resistance Expressed as a Moment Mf (ft Il3f) ••.. • For Two Patty Adhesive Set Systems • • ... Tile Profile Tile Application Minimum Attachment Resistanc Hanson Nordic Flat Tile Adhesive 31.3 2 See manufactures component approval for installation requirements. 3 Flexible Products Company TileBond Average weights Polyfoam Product, Inc. Average weight per patty per patty 13.9 grams. 8 grams. • • •• . ••• ••• •• • • NOA No.: 02- 0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 4 of 6 Table 4B: Attachment Resistance Expressed as a Moment - Mf (ft-lbf) for Mortar Set Systems :Tile Profile Tile Application Attachment Resistance Hanson Nordic Flat Tile Mortar Set 39.0 5. LABELING 5.1 All tiles shall beargthe imprint or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable Building Code in order to properly evaluate the installation of this system. • • • • • •• • •••• • • ..•• • • •• • • •••• • • • • • • • • .••• • ••• • • • •• • • • •••• • • • •••• I 11, • ••• • •• • • • NOA No.: 02- 0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 5 of 6 PROFILE DRAWING HANSON "NORDIC FLAT" ROOF TILE FASTENER HOLES NORDIC FLAT END OF THIS ACCEPTANCE • • • •• • • .. •• • • • • •. - •• • • • .... • • . •••• • • • • ••• . • • •••• • • •••• • • • • • • •••• • • •••• • ••• • • • . •• • • NOA No.: 02- 0916.10 Expiration Date: 12/16/07 Approval Date: 12/19/02 Page 6 of 6 • • • • • • • • • • • • - MIAMI•- BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Polyglass USA Inc. 150 Lyon Drive Fernley, NV 89408 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials The documen►tat}{io�n� 1 submitted has been reviewed by Miami -Dade County Product Control Division an `` ep by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and oth'- are h r `" allo by the Authority Having Jurisdiction (AHJ). This No . h no e v after the expiration date stated below. The Miami -Dade County Product Control -Divis (I r ' . r► . de County) and/or the AHJ (in areas other than Miami Dade County) rese 1 oduct or material tested for quality assurance purposes. If this product or mater £Ito in :e( accepted manner, the manufacturer will incur the expense of such testing and the , i ediat1y revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Polystick P, IRJIRX, TU, TU Plus and MU Underlayments MIAMI -DADE COUNTY FLORIDA METRO -DADE FLAGLE LJH i&r 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 • • • • • • • • ppleFEEWM1 Ji JAN 0 5 1001 ig • .•• • • •• •• • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or Ic ccity, state • and following statement: "Miami -Dade County Product Control Approved ", unless othenyi noted •••• herein. •••• •••• RENEWAL of this NOA shall be considered after a renewal application has been file8 hag : •: been no change in the applicable building code negatively affecting the performance o fd: pr • • • • TERMINATION of this NOA will occur after the expiration date or if there has been:a revigion or • • •. change in the materials, use, and/or manufacture of the product or process. Misuse of tkis 1.110 as an• • • • • endorsement of any product, for sales, advertising or any other purposes shall automatically terminate • • this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of • NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No. 04- 0810.03 and consists of pages 1 through 5. The submitted documentation was reviewed by JgFge L. Acebo �r • • NOA No 06- 0424.03 Expiration Date: 09/13/11 Approval Date: 09/14/06 Page 1 of5 •• • • • • • • • • • • • ROOFING COMPONENT APPROVAL Category: Sub- Cateeorv: Material: PRODUCTS DESCRIPTION: Product Polystick P underlayment Polystick IR/IRX underlayment Polystick TU underlayment Polystick TU Plus underlayment Polystick MU underlayment Roofing Underlayment SBS , APP Self - Adhering Modified Bitumen Test Dimensions Specification Roll: ASTM D 1970 75' x3' 40 mils thick Roll: 65'8" x 3'3 80 mils thick Roll: 32'10" x 3'3 100 mils thick Roll: 65'8" x 3'3 80 mils thick Roll: 65'8" x 3'3 80 mils thick TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 Product Description A polyethylene top surface, self - adhering, SBS polymer modified bituminous sheet material for use as an underlayment in sloped roof assemblies. Designed as an ice & rain shield. A fine granular /sand top surface self - adhering, APP polymer modified, fiberglass reinforced, bituminous sheet material for use as an underlayment in sloped roof assemblies. Designed as an ice & rain shield and as a flat roof tile underlayment. A heavy granuled surface self adherin4 : : ' • APP polymer modified,,befglfss or • • polyester reinforced, bits sheet material for use as an urglpaygnent in sloped roof assemblies. Designed as att... roof file underlayment. • •... • •.. •. • A non - wicking fabric surfshed,:self- . • :•: adhering, APP polymer dtbdtilled, • • • fiberglass reinforced wit:1%1'g1i strength' polyester fabric, bituminous sheet material • for use an an underlaymen .iri sloped r�gof ' assemblies. Designed as a metal roofing •.: and roof tile underlayment. A non- wicking fabric surfaced, self - adhering, APP polymer modified, fiberglass reinforced, bituminous sheet material for use an an underlayment in sloped roof assemblies. Designed as a metal roofing and roof tile underlayment. NOA No 06- 0424.03 Expiration Date: 09/13/11 Approval . Date: 09/14/06 Page 2 of 5 EVIDENCE SUBMITTED: Test Agency Exterior Research & Design, LLC PRI Asphalt Technologies INSTALLATION: Deck Type 1: Base Sheet: Test Identifier #11756.04.01 -1 #11756.08.01 -1 #02202.08.05 PR101111 PUSA- 005 -02 -01 PUSA -01 8 -02 -01 Test Name/Report TAS 103 ASTM D 1970 TAS 103 ASTM D 4977 ASTM D 4977 ASTM D 2523 Date 04/27/01 08/14/01 08/29/05 04/08/02 01/31/02 07/14/03 Wood, non - insulated, new construction One or more plies of ASTM D 226 Type lI or ASTM D 2626 or Polyprotector UDL or Polyprotector UDL AS. Fastening: Nails and tin caps 12" grid, 6" o.c. at laps. (for base sheet only) Membrane: Polystick membranes self - adhered. Surfacing: None 1. All nails in the deck shall be carefully checked for protruding heads. Re- fasten any loose decking panels, and sweep the deck thoroughly to remove any dust and debris prior to application. 2. Place the underlayment over metal drip edge in accordance with RAS 111. •••• 3. Place the first course of membrane parallel to the eave, rolling the membrane to obt .ia.naxi • • contact. Remove the release film as the membrane is applied. . All side laps sha$•be a minirpupl; of 3 -' /2" and end laps shall be a minimum of 6." Roll the membrane into place aftbf t&?loving • the release strip. Vertical strapping of the roof with Polystick is acceptable. Membrane sfra11 be back nailed in accordance with applicable building code. • • 4. When applying the membrane in the valley, start at the low point and work to thalgll point, •. • rolling the membrane from the center outward in both directions. • 5. For ridge applications, center the membrane and roll from the center outward in tot directio • • • • • 6. Roll or broom the entire membrane surface so as to have 100% contact with the surface, giving • • special attention to lap areas. Polystick TU and TU Plus shall not be left exposed as a temporary roof for longer than 180 days after application. Polyglass reserves the right to revise or alter product exposure times. 7. Flash vent pipes, stacks, chimneys and penetrations in compliance with Roof Assembly current Product Control Notice of Acceptance. 8. All protrusions or drains shall be initially taped with a 6" piece of underlayment. The flashing tape shall be pressed in place and formed around the protrusion to ensure a tight fit. A second layer of Polystick shall be applied over the underlayment. NOA No 06- 0424.03 Expiration Date: 09/13/11 Approval Date: 09/14/06 Page 3 of 5 Tile Profile Polystick IR/IRX Polystick MU Polystiu T'tJ, TUllkis. Flat Tile 5:12 No limitation Nollisttation. • : •: Profiled Tile Prohibited 5:12 No 11Mitation • • ' LIMITATTIONS: 1. Fire classification is not part of this acceptance. 2. Polystick P and IR/IRX may be used in asphaltic shingles, wood shakes and shingles, non- structural metal roofing, and quary slate roof assemblies. Polystick P shall not be used as roof tile underlayment. 3. Deck requirements shall be in compliance with applicable building code. 4. Polystick membranes shall be applied to a smooth, clean and dry surface. The deck shall be free of irregularities. 5. Polystick membranes shall not be applied over an existing roof membrane. 6. Polystick P shall not be left exposed as a temporary roof for longer than 30 days after application. Polystick IR/IRX, or MU shall not • exp. ed as a temporary roof for longer than 90 days after application.Po1 k II ;an • Plus s :11 not be left exposed as a temporary roof for longer than 180 days after application. = • - ass reserves the right to revise or alter product exposure times. 7. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9B -72 of the Florida Administrative Code. 8. In roof tile application, data for the attachment resistance of roof tiles shall be as set forth in thg • • • roof tile manufacturer's Notice. Polystick TU, TU Plus and MU may be used in both adhesive'set • and mechanically fastened roof tile applications. Polystick IR/1RX is limited to mca$anically • • fastened roof tile applications. The maximum roof slope for use as roof tile underlayment for• (direct -to -deck) tile assemblies shall be as described below: • • NOA No 06- 0424.03 Expiration Date: 09113/11 Approval Date: 09/14/06 Page 4 of 5 The above slope limitations can be exceeded only by using battens and counter battens:in accerdance• • • • with the Approved Tile System Notice of Acceptance and applicable Florida Building fodr• . • •••• • requirements. • • • • • • LIMITATTIONS: (CONTINUED) 9. Care should be taken during the loading procedure to keep foot traffic to a minimum and to avoid dropping of tile directly on the underlayment. Refer to Polyglass Tile loading detail for loading procedure. LABELING: 61 Roofing Tiles (6 Max. Per Stack) 12 10. Refer to prepared roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. Polystick P, IR/IRX, TU, TU Plus & MU may be used with any approved roof covering Notice of Acceptance listing Polystick P, IR/IRX, TU, TU Plus & MU as a component part of an assembly in the Notice of Acceptance. If Polystick P, IRJIRX, TU, TU Plus & MU is not listed, a request may be made to the Authority Ha.ing • • • • • • Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for alpp dv$1 provided . that appropriate documentation is provided to detail compatibility of the products.wiud uplift. resistance, and fire testing results. • END OF THIS ACCEPTANCE .... • • .... .... • • • All membranes shall bear the imprint or identifiable marking of the manufacturer's name w1 go, the • • • • Miami -Dade County logo or the following statement: "Miami -Dade County Product Ctrit 1',�pproved "' • BUILDING PERMIT REQUIREMENTS: • • • • • • Application for building permit shall be accompanied by copies of the following: •' 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this materials. NOA No 06- 0424.03 Expiration Date: 09/13/11 Approval Date: 09/14/06 Page 5 of 5 Donald Hodgetts, P.E. 5901 S.W. 74 STREET -SUITE 405 -SOUTH MIAMI, FL 331 ��, 305 - 663 -8885 (FAX) 305 - 663 -9841 JAN 0 2007 Jill B Y: _G�____ 17P0 COMPUTATIONS FOR MIAMI COUNTRY DAY SCH ACADEMIC CENTER WIND LOADS • • • .... • • ••• • • • • •••• • .. •• • • • .. • ... • . • • • • •••• • • • ••• •••• • • • • DONALD HODGETTS, P.E. #18553 i • i�J DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: rZ,t Cp®a -r ''DPztor PAGE: 'Z C In) SCOPE: AIi D Lc3r S• NUMBER: 4 CA - - 4 9 4 4 DSNGR: 12>N44 DATE: °9f �lo4' ■ M IM�>RAArrer� OM^!g!rrs-.: r ■M■#MMM am" :. ■ NL.i &L�.:,Mtdtr 4immai ii! /I LJMt \MS O #■MM■OrOMO /■'■ . u ur ■ w�� ,ww� �r wwwwii iriiRi • ^twwwrSir \ ■ \fSml��rr ■r\ ■\f r m MM /r %r \r#■ ■r \rr■ ■ r \N #N 1112/`-7 # \■ M . i'. ' M O 6 '�?f■ raT f aYN■ M#MMN\M fr■ ■Mrfit:c moo ■1l9nlL Is_ SMONMI ■SSOONOfr ■rfMM\USrONSINS ■MrMi MM ■ r INSOME ■SONSON\r \■rr - #NOMI 4• moC -7R ^r le ■moss #oN\ ■NOM■ /nlrOsSSO■ff!• ■3riMigM#\M ■ r \ ■n'7 S m . ■nMi fM M ti M# Mmntm mill \■■# � 1 Smommssio ismism■so #r#rN# MSMO ■M MMM/ # ■fSSNI ° ■ "'AML" I .MannUOSOMEMMin \I•# I■ ■ rS ■■ ■= \■ # # #r r■ IFISSWANAINII � � ilT i Simi# �r�tff\ i- : i#NMM #■\ \ \r / ■ mamma \■ ■ \ ■ #MONSON , F ._ 3 , F S�Mrr MI m ■ / ■# �s f ■ IMMU l ■ n■ T a . { � e N irfi�li i MOM \ Hlr # # { t.I L . 4 i • .s _ 1. � } g S l L'V A e.:.ly■, ilm �r+ � r #iL.J! :allMOINN 1� a l ( ice t �m■ ■■ MMO ■11 i0;40C l t1rU.4(:4 = =_ ■K:7 �!5i'r 3211114016 � - 1 p / #r## ■ ■ ■ ■MMrf / ,, � f_ . _. I • ■ Osf s%Ir s /ro■ # mmos c moNSmomosn S _. �. ; • #■ ■■r \ ■■ OONISS /i r1• _ # ■ \# # #f## ■■■ #r am \■ \■frrifr■toidon name om f / Rso WOON#S # MUM Nisi ■w ■ \S1 u MSNMMM■■■ffN ■Mr\ Mf ■ ■ mr M M■irs ■M/ # ■N OM■ ■■N ■IES M N M OSSOU N I S I M aOn ■ f# S■mS S f il i ir fg ■ MMM M #f■Mr ■N \OM ■■EONS ■ NM■ \M■MMM\Mr■■NAMOMMr meSONS \S ■■Im SOSISOS ■■aum#unMM ■ / am mi so NrMN #MU S • R nimrs M oiris■m Os O OSr\i ■ Os \ f N■ONSSONSOMr OM S#■ SSO NSONEN NIN MoMN � M #r■■ ■ ■rffrf■\# #r Sfr■ S /.■NM M■ ■■r\rSfr M■■ ■ ■ ■NOMMOSM ■ ■r■ ■OSSO M # \ # ■ ■■■ NM ONSSrr■ /r■■■ MUM ■SSOMUSSESS# ■OMOSISMMSMOMSUnNMRM NS■ -_ # - - --� _ , • #�`r ## M \M #r #Orr # # # ■ ■ \Mi� ■ ■■ MMrr #f a d \■ r ■M # ■ \ ■f■ ■ ■ rrr # ■■ #MSS \" {_ SOS ■f NO NMMi ■#■M ■ MM ■# S■M \M SONOSSrrrr ■M \r } T _ E #pi■■ r= ■MMMOM SSOM■# ■M ■N # M■■■■NMM ■M#■ � - nMio /#M M M� ■M \NNMM ■r Mn f ■MM \M MN # \ \I�■ # � y + ' ■ M ■t ; F i f# #�I ■ Sim■i ■SONS SnON WIMIsin INVINSIONmsOnsOMi 4 ' ■■ ; V �� M■■n■!M# mmummu ■■ f M oi■r■M■ ■f / ; t `m num. ■ \ ■■n#\SN■■fMr## ■rmanm /# # M\ .; }.. N## f\ u1 ■MOM MMo M�� M M� MS ## ■ ■om nano mem ■ ■MMMM #M ■ Uns 01•410 1 ■M■ M #fnnO■MtnSONNONrMfMr# ■M \M #r# V Si I ii i • • ■i■■ #■r \f r ■ ■ ■M ■Mimi /rS ■fSr ■ir\f�r ■ #f ■ rM■ j I • 1!•l I rfr■N #rSMi■ nM ■ ■\r \■Sr■■ \O■ ■MrMMnM S#\ r MOM ' • d , ! r r iSONSMOSS ■ # ■\Nr\ H ■i/ MMrN \f ■SSOMMS SIMII N �_i 1_. + } - . M.M.■■.M MSO #■ ■NU M ■r ■r #SS■\NN■ ■M■ ma *Ss 4 . ; L t • ' ± j ' wr \S 1�i�i \I� \ ■�.■ \ r # / # ■MrM I � 1 �■ r MoSsOns ill nommons so � � S#M## a rrrtN#. / # iN + .. h • • f • s; tM� #r# ■ • - } _ � ■■AM\fi� i ■ ■ ■ # \ #Nr NM ■MN M \r# r#rff /\ I� ■■� ■ i . �y . -•, � N■MMMM #� r ■MNr� ■I! # ■■M #rf # ■ ■r /f T s • i�•�• r \ Nl #f■N \M ■ MOMMINN � f MM M ■MM ##\M #M / ■if ■ ■rff /#M • • \ f I' m ■■# #MM /M #MM mini ■M#■■ #M #_ ■ - - - • • MM■ nsmor • R •• fM NMr#■\ ON SNM \M ■MrM ■ ■ ■■NM■ \ ■OMN ■ ■ #MMM■ ■■O O■ ■MMSO 1lI■M � M SMM■ ■Nr ■ ■MOr # ■ ■ ■ ■rr #MM ISNOSOMMr ■■MNSOMOMMENSMMMMMESM M � S •` M I • • \ MMN■ ■M\ ■M■ ■r ■S#■M■M\\ ■ #Mr■■frNr\SSO■ MMMNNOSSONNNff■■rfr■f ■r■ \NS /ON " • SWIMS OSSENONSOMOSS ■OMISSO r#MOS M ■M■ IMISSE ■ M INSONOSSUNI #■MM` ■f /rM ■M # #■ _ SM Al # r1[ ■OS \i# ■MM ■ ■ #\ it ■ \mrSUMMONOSESUSIESO ■■■■M# ■ES ■ ■■■M###■mr SONSMMMMM ■r r■r■M • " , '\•M ■ ! rMNn#rNr MrMr■S■ r■# f■ fSf\\■ S■\M# MOMSSOSOMM OSSOMM.�■ffffONINU•rM #r nOONSOMIONSONI U Mrr/ • ■NM NSOSN ■n ■ \■ \M■ ■NMOSSO rM /M\M#■oN■rMMfrrir SOM ■ ■r■ M N M■#M SO Nr■MNOMM M# r>t\ M■■ MirM■ M ■iMMM ■ #MM ■r \\ ■ \■ ■ \fM ■M # ■\ ■MS ■MB ■ ■M■rMMrM\ensoo MM##■NMmM ■MM fr \■ \O nsMONS M s■ ■ N■ # \r■ ■ ■■r ■f ■ ■■ ■NNU■M/. IUMIU ■■■INMONMMM ■Orr■U ■■ONSO i OS r■nr■#■OMMEN#M■# gM#fSSESSOMUMNSMOSSOSSM ## ■Mr rS ■ t S ■ rM .�. Om rf ■ffSOSIMI MIN NOMMNsOMOSnrr ■ ■fr ■nffMf ■Miff■ . MAMf ■E \\f mannMES s _ #mMl• . • s# Ne \■M■rrf ■NOSrff \r■M■ ■M\■ ■r ■munam ■ ■ ■#MMMr \emu ■#r;� r fs ■ !- - p � r \\r. # \RU� saw ■ ONSONS#\■rNM\ r■rN#■NN\MSESrr■ ■i■■MrrM ■NO ■r. � ■i ' M ` _ \■ MOM OSONSIS#rM ■Mr ■ ■■SM■■MMMM SMORSOn m M /■m■r �■■ �/■ ■ nano o #■�MNSO N■MON■OOSNrMM■#■ENNO MSONOSOM#MNSOMEM� OSSO Os ■MMOISSOS ,.. f■ ■r#f m • r■ r■ rr■f ■MrrMS■ifr ■r■a#rfiN aassf■■rr # C3 ■M ■ ■Orr / fit 11 ! # ■ � ■ NS ■MSNSNOM\rrrS SONS■## M ■ \M ■MUNINS ■■f ■ ■ ■ ■ ■ #off / ■■NSONMS rm�s ■■ ISSN ■■■ f ■NrMSNONONSONSOMR■n■■■#f ■OSONOS #■mfr ■NMf■rofMr■■ yr #rf w ° \M II 11 ■OSOMMOMMrM \r■NOSSNO OWSSOS#OSSESMMMSENSMOMO■ ■■OM Si � /rM � - MO Sr M■OS ■NOM ■NSOSON \MnMMMMOf S■/ r■rSMM #M■ f n S ■ I MM■ ■S ■# MrSrr■■Nr *■ r■■ ■MM# ■■SSOM ■rO\ ■ ON ■ M ■ MM#NMn■ M■MMMMS ■NMM f ■N#\M#ON j�� NUM NORMS r# M S ■ ■M ■MMM ■N ■i NNrNMMNM ■ ■N \MnMMN w�� #1 mum moos # rnM■ m �� \ mM I II Nnr M ■f■_ # i M r�NM■n ■r ■rONNrr■NMNr M ■NOM ■ ■■ # m • S f M#MrMMMNM■■ ■M\rN/NMr■r\n!M fN M SOS r■MNiif■Sf ■■■#! 11111111116.6 l �. / ■ \ S 1IUI:r ■Mir■■■■ \�i 1N■rf ■ ■ f ■r #\ ■ M#Mi /■ ■ ■ rr\\MrN r .� i _ _ I U�� M # #Mm■ i�N■ ■ \ \ #i\Sri ■��MMi ■�I�M ■M #I ■Mf ■ ■\ nsr \ I \ #m r ■ L # NI ■rr ■MMMMr\\ M■N■■i/MMr#Nrm\ ■M ■f■■ n S M ■ M■iM rM miss M SS rrrSMM ■O \ r■i ■ NNMMNMN MOON= NM ■MNSIN ■ fO ■ ■ ■\ ■i■MrrMMM\mMNmQ M \. . . . . ■MnM SiOiNN■ OnsONNr� S ■ ■N NN rn■NmnM M f rr \O■nMIsnM rmm MM#rr■ ■■f■Sr ■i\■rOr■NNnff#■ MSm ■ OmssO s n m s M M / . m O s *Ms rfmM# mr■ fNMN■ NSMMM #■ ■OSSONS EN ■ ■ ■ ■ M■m #■ sOSSONM#n# MSO■SSONSUONSE s n MMNr O OSS fS ■■■M■SMO#\ ■M ISSONSON■■■O■■■■SNM ■rift #f# #MMS ■rrf■SOMrr■■SONSr M NONISMSOMONMENSMONSESSONSONSOSOMOSONNSNOSSMISESOMMENN mannun nnmsminnnonnnunnnannownnsunonsonnsonummonnunumnsunnnonnannns unnommunannonsminoss #. I\ Hir. SIII. I.SM IUrnu nsanunnonnum�rrMEinnommenita %m �mnNwnernamonsosso ntfn %n %ltd onnns r MINSIN M#_ 1- . r_M ma ON mama • aim ass us s 6 rr - $• 7 an • Project Name: CDSAC Location: By: DWH Start Date: 9/6/04 Comments: ..\Donald HodgettsWly Documents\BUILDING.wis • • • • • • • • •.•• • • • • • • • •••• •••• •••• • •• •• •• •• • • • • • • • • • • •••• • • • •• • •• • •. • • • • • • • • .• C Local Information Wind Dir. Ex, osure 1 C 2 C 3 C 4 C Basic Wind Speed: 146 mph Topography: None CDSAC Optional Factors This project uses load combinations from ASCE 7. ASCE7 -98 ... • • • • • .. • • • 1 ••.. • • • 1• • •... ..•• • • • • • ..• •S • • • . • . • 1••l • • 1••l .•. • • • • .• •• • September 6, 2004 • • • . : • • • • . . • Wind Loads on Structures -- [1.10] Copyright O 2000 SDG, Inc. Page 1 of 11 CDSAC Section - Main Section Enclosure Classification: Enclosed Building Category: 111 (r I- Wall 1 2 3 4 Length(ft) 57.0 29.33 57.0 29.33 Overhang(ft) 2.0 2.0 2.0 2.0 Eave Height: 22.5 ft Parapet Height: 0 ft Roof Shape: Hipped Roof Slope(:12) A &B 3.0 C &D 3.0 September 6, 2004 ASCE7 -98 W1 W2 W4 Top A W W4 W3 IFS • • 11 4111 . • •• •• • • • • •• • • •••• ••• • • •••• • W.: ••••• • •••• • ••• • • • •• • • �RIgM •• • • • • • • • • • • • •••• • • • •• • ••• • • • • • • • • • Wind Loads on Structures -- [1.10] Copyright ® 2000 SDG, Inc. Page 2 of 11 C D SAC Composite Drawing 1 A 2 c B 3 • • • • • • • September 6, 2004 ASCE7 -98 ••• • •••• • • • • • • •••• •• • • • •••• •••• • • • • •• • • • • • •• •• •• • • • • • • • • • •••• • • • • •••• • • • • • •• • • •• • • • Wind Loads on Structures — [1.10] Copyright © 2000 SDG, Inc. Page 3 of 11 CDSAC Components and Cladding Input Component Description IWalt/Roof tSurface Label IZon1Span(ft) IWidth(ft) lArea(sgft) W 10 Wall 1 (All) 10 W20 Wall 1 (All) 20 W50 Wall 1 (All) 50 W100 Wall 1 (All) 100 W200 Wall 1 (All) 200 W500 Wall 1 (All) 500 R10 Roof A (All) 10 R20 Roof A (All) 20 R50 Roof A (All) 50 R100 Roof A (All) 100 R200 Roof A (All) 200 R500 Roof A (All) 500 September 6, 2004 ASCE7 -98 • • .. • • • • .... • • • .. • • • • • .. . • •••• •..• • . .. • • .. . • • • • • • • • .... • • •••• • • • . . • ••• • • • .• • • • . • • • • • • Wind Loads on Structures — [1.10] Copyright © 2000 SDG, Inc. Page 4 of 11 CDSAC Components and Cladding Output Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. September 6, 2004 ASCE7 -98 Component Description 'Surface Zone Iz(ft) f q(psf) 1GCp IGCpi IExtPres(psf)INet w/ +GCpi (psf) INet w/ -GCpi (psf) W 10 1 4 24.3 50.1 1.00 0.18 50.1 41.1 59.1 24.3 50.1 -1.10 -55.1 -64.1 -46.1 5 24.3 50.1 1.00 50.1 41.1 59.1 24.3 50.1 -1.40 -70.1 -79.2 -61.1 W20 1 4 24.3 50.1 0.95 0.18 47.6 38.6 56.6 24.3 50.1 -1.05 -52.6 -61.6 -43.6 5 24.3 50.1 0.95 47.6 38.6 56.6 24.3 50.1 -1.29 -64.6 -73.6 -55.6 W50 1 4 24.3 50.1 0.88 0.18 44.1 35.1 53.1 24.3 50.1 -0.98 -49.1 -58.1 -40.1 5 24.3 50.1 0.88 44.1 35.1 53.1 24.3 50.1 -1.15 -57.6 -66.6 -48.6 W100 1 4 24.3 50.1 0.82 0.18 41.1 32.1 50.1 24.3 50.1 -0.92 -46.1 -55.1 •' ... �37 .a • • 5 24.3 50.1 0.82 41.1 32.1 '..' : . 50.1 24.3 50.1 -1.05 -52.6 -61.6 . • -43.6 • •••• W200 1 4 24.3 50.1 0.77 0.18 38.6 29.6 • •••• • 24.3 50.1 -0.87 -43.6 -52.6 • • •. • •• 5 24.3 50.1 0.77 38.6 29.6 W500 • • • 24.3 50.1 -0.94 -47.1 -56.1 • • • . • • • •• • 1 4 24.3 50.1 0.70 0.18 35.1 26.1 24.3 50.1 -0.80 -40.1 -49.1 5 24.3 50.1 0.70 35.1 26.1 24.3 50.1 -0.80 - 40.1 -49.1 R10 A 1 24.3 50.1 0.50 0.18 25.1 16.0 24.3 50.1 -0.90 -45.1 -54.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.50 0.18 25.1 24.3 50.1 -2.10 -105.2 24.3 50.1 -2.20 0 -110.2 16.0 -114.2 . •• • 47.6 . • 2 38,1 ••• • 4'4,3 -31.1 44.1 -31.1 34.1 -36.1 34.1 -96.2 • • • • • • • • • • • • Page 5 of 11 5 CDSAC • ASCE7 -98 Components and Cladding Output Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. September 6, 2004 1 124.3 150.1 1 -2.20 10 1 -110.2 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) R10 A 3 24.3 50.1 0.50 0.18 25.1 16.0 34.1 24.3 50.1 -2.10 - 105.2,' -114.2 -96.2 24.3 50.1 -3.70 0 -185.4 R20 A 1 24.3 50.1 0.44 0.18 22.0 13.0 31.1 24.3 50.1 -0.87 -43.6 -52.6 -34.6 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.44 0.18 22.0 13.0 31.1 24.3 50.1 -1.89 -94.7 -103.7 -85.7 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.44 0.18 22.0 13.0 31.1 24.3 50.1 -1.89 -94.7 -103.7 -85.7 24.3 50.1 -3.34 0 -167.3 R50 A 1 24.3 50.1 0.36 0.18 18.0 24.3 50.1 -0.83 -41.6 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.36 0.18 18.0 24.3 50.1 -1.61 -80.7 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.36 0.18 18.0 24.3 50.1 -1.61 -80.7 24.3 50.1 -2.86 0 -143.3 R100 A 1 24.3 50.1 0.30 0.18 15.0 6.0 24.3 50.1 -0.80 -40.1 -49.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.30 0.18 15.0 6.0 24.3 50.1 -1.40 -70.1 -79.2 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.30 0.18 15.0 6.0 24.3 50.1 -1.40 -70.1 -79.2 24.3 50.1 -2.50 0 -125.3 9.0 -50.6 • • • • • •• • 9.0 • -89.7 •••• • • •••• 9.0 • • •• •• -89.7 • • • • • • • • • • •• • 27.1 . :716 • • • •• • 27.1 • 41. • • •• ••2r1 • -11.6 •• • •• • 24.Q -31.1 24.0 -61.1 24.0 -61.1 R200 A 1 24.3 50.1 0.30 0.18 15.0 6.0 24.0 • • • • • • • • • • • Page 6 of 11 CDSAC ASCE7 -98 Components and Cladding Output • ...• • • ••.• •• •• September 6, 2004 Component Description `Surface IZonelz(ft) Iq(psf) IGCp IGCpi f ExtPres(psf)INet w/ +GCpi (psf) Viet w/ -GCpi (psf) -31.1 R200 A 1 24.3 50.1 -0.80 0.18 -40.1 -49.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.30 0.18 15.0 6.0 24.3 50.1 -1.40 -70.1 -79.2 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.30 0.18 15.0 6.0 24.3 50.1 -1.40 -70.1 -79.2 24.3 50.1 -2.50 0 -125.3 24.0 -61.1 24.0 -61.1 R500 A 1 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -0.80 - 40.1 -49.1 -31.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 • '1 • .261• 24.3 50.1 -2.50 0 -125.3 • • • • • • • • ••• • • • ••.• • •. • • • •• • • • • • • • •••• • • • • •••• • • • •• • ••• • • • • • Wind Loads on Structures - El .101 Copyright ® 2000 SDG, Inc. Page 7 of 11 • • • • IU C D SAC MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction '1 September 6, 2004 ASCE7 -98 Surface lz (ft) (psf) IG ICp JGCpi (Ext Pres (psf)INet w/ +GCpi (psf)INet w/ -GCpi (psf) 40.5 42.5 Windward Wall 15.0 20.0 43.3 1 22.5 Overhang Top 24.3 Overhang Bot 22.5 C&D Roof * Distance from windward edge. 45.3 0.87 0.80 0.18 31.5 48.1 33.5 49.3 34.3 50.1 -0.92 0 -40.1 49.3 0.80 34.3 22.5 24.5 25.3 / 2 Side Wall 24.3 50.1 0.87 -0.70 0.18 -30.5 -39.5 -21.5 3 Leeward Wall 24.3 50.1 0.87 -0.50 0.18 -21.8 -30.8 -12.8 4 Side Wall 24.3 50.1 0.87 -0.70 0.18 -30.5 -39.5 -21.5 A Windward Roof 24.3 50.1 0.87 -0.92 0.18 - 40.1 -49.1 -31.1 B Leeward Roof 24.3 50.1 0.87 -0.58 0.18 -25.3 -34.3 : 1 1 0.3 6 . 0 to 12.2 * 50.1 0.87 -1.02 0.18 -44.5 12.2 to 24.3 * 50.1 -0.77 -33.6 24.3 to 29.3 * 50.1 -0.63 -27.5 - • • • • • •. • -53.5 -42.6 -36.5 • . • • • • • Mr' • ••• • • • •• • • • • •• • • • • • • • •• •• •••• •• • • • • • • • • • • •• • •••• • • •••• • • ••• • • • • • •• Wind Loads on Structures - [1.10] Copyright © 2000 SDG, Inc. Page 8 of 11 CDSAC MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 September 6, 2004 ASCE7 -98 'Surface lz (ft) lq (psf) IG ICp IGCpi IExt Pres (psf)INet w/ +GCpi (psf)INet w/ -GCpi (psf) 1 Side Wall 24.3 50.1 0.89 -0.70 0.18 -31.2 2 Windward Wall 15.0 20.0 24.3 25.0 26.2 Overhang Top 24.3 Overhang Bot 22.5 3 Side Wall 24.3 4 Leeward Wall 24.3 C Windward Roof 24.3 D Leeward Roof 24.3 A&B Roof * Distance from windward edge. 45.3 48.1 50.1 50.4 50.9 50.1 49.3 O to 12.2 * 50.1 12.2to24.3* 50.1 24.3 to 48.7 * 50.1 48.7 to 57.0 * 50.1 0.80 32.3 34.2 35.7 35.9 36.2 -0.68 0 -30.3 0.80 35.1 50.1 0.89 -0.70 0.18 -31.2 50.1 0.89 -0.31 0.18 -13.8 50.1 0.89 -0.68 0.18 -30.3 50.1 0.89 -0.49 0.18 -21.8 0.89 -0.90 0.18 -40.1 -40.1 -0.50 -22.3 -0.30 -13.4 -40.2 23.2 25.2 26.7 26.9 27.2 -40.2 -22.8 -39.3 -30.9 -49.1 -49.1 -31.3 -22.4 • • • • • • •• • • • • •f •• • • • • • •• • -22.2 41.3 43.3 44.7 44.9 45.3 • 1 • 314. • • • -'13.3 • • • •• • • • • • • • • • • ••• • • • Wind Loads on Structures - [1.10] Copyright © 2000 SDG, Inc. Page 9 of 11 1< CDSAC MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 September 6, 2004 ASCE7 -98 # 'Surface lz (ft) lq (psf) IG ICp IGCpi (Ext Pres (psf)INet w/ +GCpi (psf)INet w/ -GCpi (psf) 1 Leeward Wall 24.3 50.1 0.87 -0.50 0.18 -21.8 -30.8 -12.8 2 Side Wall 24.3 50.1 -0.70 -30.5 -39.5 -21.5 3 Windward Wall 15.0 20.0 22.5 Overhang Top 24.3 Overhang Bot 22.5 C &D Roof 45.3 0.87 0.80 0.18 31.5 48.1 33.5 49.3 34.3 50.1 -0.92 0 -40.1 49.3 0.80 34.3 0 to 12.2 * 50.1 0.87 -1.02 0.18 -44.5 12.2 to 24.3 * 50.1 -0.77 -33.6 24.3 to 29.3 * 50.1 -0.63 -27.5 22.5 24.5 25.3 -53.5 • -42.6 -36.5 •..••• 40.5 42.5 43.3 4 Side Wall 24.3 50.1 0.87 -0.70 0.18 -30.5 -39.5 -21.5 B Windward Roof 24.3 50.1 0.87 -0.92 0.18 - 40.1 -49.1 -31.1 A Leeward Roof 24.3 50.1 0.87 -0.58 0.18 -25.3 -34.3 -,10.60, • • • • • •• • • • • -24.5 • • • • 1 • 1 • • • • • .. • •• •• • * Distance from windward edge. - • • .• • • • • • • • •. • •..• • • • • • •.• • • • .• Wind Loads on Structures -- [1.10] Copyright ® 2000 SDG, Inc. Page 10 of 11 CDSAC ASCE7 -98 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 September 6, 2004 Surface lz (ft) (q (psf) "GCpi iExt Pres (psf)INet w/ +GCpi (psf)INet w/ -GCpi (psf) 1 Side Wall 24.3 2 Leeward Wall 24.3 3 Side Wall 24.3 50.1 0.89 -0.70 0.18 -31.2 -40.2 4 Windward Wall 15.0 20.0 24.3 25.0 26.2 Overhang Top 24.3 Overhang Bot 22.5 D Windward Roof 24.3 C Leeward Roof 24.3 50.1 0.89 -0.70 0.18 -31.2 -40.2 -22.2 50.1 -0.31 -13.8 -22.8 -4.8 45.3 0.89 0.80 0.18 32.3 23.2 48.1 34.2 25.2 50.1 35.7 26.7 50.4 35.9 26.9 50.9 36.2 27.2 50.1 -0.68 0 -30.3 49.3 0.80 35.1 50.1 0.89 -0.68 0.18 -30.3 -39.3 50.1 0.89 -0.49 0.18 -21.8 -30.9 • • • •. •• • • -22.2 41.3 43.3 44.7 44.9 45.3 1r.3•. ••. • :a t& • A&B Roof 0 to 12.2 * 50.1 0.89 -0.90 0.18 -40.1 -49.1 •.... • '31 4. • • • • 4 12.2 to 24.3 * 50.1 - 40.1 -49.1 • • 4 31 Z•; • 24.3 to 48.7 * 50.1 -0.50 -22.3 -31.3 •• •• -Ti.? 48.7 to 57.0 * 50.1 -0.30 -13.4 -22.4 • • :4A1". • • •• •••• • • •• • ••• • • • * Distance from windward edge. • • • Wind Loads on Structures -- [1.10] Copyright ® 2000 SDG, Inc. Page 11 of 11 Pi 04/24/2007 15:12 FAX 1 800 885 7530 DATA SCAN FIELD SERVICES I j001 TRANSMISSION OK * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TX /RX NO 0288 RECIPIENT ADDRESS 93055530493 DESTINATION ID ST. TIME 04/24 15:10 TIME USE 01'19 PAGES SENT 3 RESULT OK liliatd Ske7c4 q/041.ge eldg 10050 NE 2 Ave Miami Shores, Fl 33138 Phone 305 -795 -2204; Fax 305-756-8972 www.miamishoresvillage.com FAX TRANSMITTAL COVER SHEET DATE: APR 2 4 200 TO. O M I GO/ FAX CD O - FROM: VIVIAN CUBILLOS FAX (305) 756 -8972 Number of pages including cover: Al Importance: normal _ ; urgen please reply _ ; review _ ; recycle MESSAGE: 111,S DATE: APR 2 4 2007 Mame Sknea 2/illage Ve4 Vocvstotote 10050 NE 2 " Ave Miami Shores, Fl 33138 Phone 305-795-2204; Fax 305. 756.8972 www.miamishoresvillage.com FAX TRANSMITTAL COVER SHEET TO: laid FAX ?;05 .05\3x4 FROM: VIVIAN CUBILLOS FAX 005) 756 -8972 Number of pages including cover: Importance: normal ; urgen�; please reply _; review _; recycle MESSAGE: , IS lile) o�l�GU��1 For � vi ' ►1,C7��VJr rl'Vtr Tv�i �Yl th f 1 AS , releatEe.� auxd u�l nc�f�n�ed -l (too have) ions !Mc) �.a�;C vs kti Regards, VIVIAN CUBILLOS Bldg Dept Permit Clerk Miami Shores Village 1 i e rg 'A`h'' ec:=1 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECE ED BUILDING PERMIT APPLICATI I �' FBC 2004 BY: Its C � �Z_ FOLIO / PARCEL # Architect/Engineer's Name (if applic Value of Work For this Permit $ Type of Work: Describe Work: Building Department Permit Type (circle): Building Electrical Plumbing Owner's Name (Fee Simple Titleholder) Ali 6/W aU�� Owner's Address 6o/ /7 City ,--7/a/21( Oete6 State F6f7da Tenant/Lessee Name Phone #� Job Address (where the work is being done) �. City Miami Shores Village County . Miami -Dade Is Building Historically Designated YES NO Contractor's Company Name __ ,414/ /f 1 C (W '4 L 7/2)7 46 ' Phone # Contractor's Address = / 7 / c) Si"/ /QV - Cit M 1,474 / 1/44-2.C.? Stated Zip_ X3/7,5 Qualifier Name (I Phone # State Certificate or Registration No. ( ( /? ,._:tificate of Competency No. * * * * * * * * * **** * * * *** u* *** * * * * * * * * *** * * ** Fe * ** * * ** * * * * * ** * *** * * * * * * * * * ** Submittal Fee $ Permit Fee $ 3 25" W� • Notary $ Training/Education Fee $ Scanning $ Radon $ DPBR $ Bond $ Code Enforcement $ Structural Review. $ Permit No. Master Permit No. Phone # Total Fee Now Due $ Mechanical Zip - 3 306 Square / Linear Footage Of Work: X CCF $ CO /CC (% -��31 EiRD_ OXSZ 3G) 34 = Qt./6 -Zf ❑ Repair/Replace ❑ Demolition Technology Fee $ Zoning $ Double Fee $ See Reverse side Zip Bonding Company's Name (if applicable) Bonding Company's Address City State NOT c - � A , � Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." (Revised 02/08/06) who is personally o sE o -^'e or who has produced As identifi6ation and who did take an oath. NOTARY PUBLIC: Sign: J x /1.6.4 Print: She/4e My Commission Expires: Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the a I ss'ce of such posted notice, the inspection will not be approved and a reinspection fee will be charged. C Signature P Si gnature Owner or Agent The foregoin instrument was acknowledged before me this The foregoing rostrum v�v • owl ed efore me this 0 day o l t , 2 06P, by day �f C. , 20 s� L 4' Y � Y who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: C Print: Jdle/l e / 614 My Commission Expires: c.° ** * * * * * * * * * * * * * * * ** APPLICATION APPROVED $Y °" Plans Examiner Engineer Zoning f. � ƒ \ • ` T � 7 } LOW VOLTAGE WIRING (7 JACKS) TELEPHONES. —. 565 t)ti 1 s "5 Passed Inspector Comments / -7 9A #--C-r tv Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until ........ ........... :•:,”"•••••••••••••:,” :„.......,••••••••••••••• Inspection Date: 10/15/2007 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: TELESOUND SYSTEMS CORP Building Department Comments Monday, October 15, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Block: Permit Type: Electrical - Commercial Inspection Type: Rough Work Classification: Addition/Alteration Phone Number (305)759-2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)592-9292 Page 1 of 2 NEW CONSTRUCTION Passed Inspector Comments AS PER INSPECTION PERFORMED ON MAY14/2008 BY MICHAEL DEVANEY FOR THE FINAL ON THE ELEVATORS, HE DID THE FINAL FOR MAIN ELECTRICAL WORK. PROOF IN FILE (COPY OF THE FINAL CARD), ANY QUESTIONS PLEASE SEE ATTACHED. �:: �. ; ‘,/,) P,-) /I: Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Dat Inspector: Dev Project: <NONE> Contractor: P &M ELECTRIC INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Electrical - Commercial Inspection Type: Final Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)949 -6373 Wednesday, June 11, 2008 Page 1 of 2 fligifiA UCTURAL k.444„,f.-44, . gefoxe ,-..,,,,.:z .. --4- - -- . ' ivi.7-..•,- , , 4.:::-,..... . .. eavt,o, e e ea - . , , , ,A,.., 'Fl oor Coumns 2fldRo orTIeBeam fSheatrng ss Roof .. ,, Auk/.4 ,, Ar.17417c4a:1105.4.WA v i ''' ere0Ve ef eset'e; . fr if . P KM. 0 .1.40 T russ, - Store Front T;=•'''"' .,_ '10I1 ect eeeeeeeen eeee PLANNING & ZONING FINAL - FINAL AN CAL -` , 4(107 4 4.W44, '0441.0. ' Itifee4e6e 4 -4:44.4440AVVO"' FINAL g= Sidewaik eetel eee eeeee IkeePeeeee.e.''eeeleeee,? A5'.4 4k4;#4 Mr,i3VPW'' ' „ „ ee {4 , • • STRUCTURAL • NO INSPECTION WILL BE MADE UNLESS PERMIT CARD IS DISPLAYED AND APPROVED PLANS ARE READILY AVAILABLE INSPECTION RECORD WORK MUST BE COMPLETED PRIOR TO REQUESTING INSPECTIONS 24 HOUR NOTICE FOR ALL INSPECTIONS tqi 046 0-30 Work is allowed onday through Satur ays or -es FINAL ' VITP17,11,*,$, FINAL rtn"A '10I1 ect eeeeeeeen eeee PLANNING & ZONING FINAL - FINAL AN CAL -` , 4(107 4 4.W44, '0441.0. ' Itifee4e6e 4 -4:44.4440AVVO"' FINAL g= Sidewaik eetel eee eeeee IkeePeeeee.e.''eeeleeee,? A5'.4 4k4;#4 Mr,i3VPW'' ' „ „ ee {4 , • • STRUCTURAL • NO INSPECTION WILL BE MADE UNLESS PERMIT CARD IS DISPLAYED AND APPROVED PLANS ARE READILY AVAILABLE INSPECTION RECORD WORK MUST BE COMPLETED PRIOR TO REQUESTING INSPECTIONS 24 HOUR NOTICE FOR ALL INSPECTIONS tqi 046 0-30 Work is allowed onday through Satur ays or -es FINAL ' VITP17,11,*,$, FINAL rtn"A 11WkJ3d ONINJ3AO3 3A11331O1:1d HJJM ONIO'1If18 AO 3OVd NO 'XVW 'N IW; H3N31SVd 30031 'O8 ONDI3V8 HIM dV,ld 3ALL331O1:1d ..91 x .21 'NM N33f1OSIA .9 x ul 3avW 38 1 NO1133dSNI ON HO SaOH13W JNIMO11OJ 3H1 IO 3NO AS nor 3H1 dO INOtII 3H1 NO a3Av1dSla 38 1Sl1N aHIVO 1IWa3d SIH1 ..17 .2 NIW LfW■i3d DISPLAY THIS CARD ON FRONT OF JOB MIAMI SHORES VILLAGE "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." NEW TWO STORY BUILDING AND REALTED SITEWORK (1 - \O �J �C Passed nspector Comments 6/13/08 Approval of building for temporary occupancy for 90 days to set up of equipments, fumiture, etc. Pending items for Final CO. 1) Submittal of 2 New sets of revised drawings by the new Architect reflecting all as built conditions documented by the previous Architec during the construction phase. 2) Bathrooms shall have all grab bars installed. 3) Signs for the accessible bathrooms shall be with the symbol and mounted on the wall at the handle side. 4) Check all thresholds higher than 1/4" and slope with cement. 5) Site plans shall be revised to show actual location of access sidewalk for accessibility to building. 6) Final walkthru of the building by the Building Official with the New revised drawings for Final approval. CG L. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until tn sp ft Inspection Date: 06/13/2008 Inspector. Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Buildin Department Comments Friday, June 13, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Final Building Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 Bill To I MIAMI COUNTRY DAY SCHOOL INC MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI, FL 33161 -7165 Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 • rtstr Date Friday, April 4, 2008 Fee Name 04/03/2008 Expired Permit Renewal Fee Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: 305 795 -2204 Fax: 305 756 -8972 Invoice Number: CC -4-08 -31456 Invoice Date: April 03, 2008 Permit Number: BP2005 -230 Fee Type Calculated Total Fees Due: Fee Amount $4,500.00 $4,500.00 Payments Date Pay Type Check Number Amount Paid Change 04/04/2008 Credit Card 0 4 PAID $4,500.00 $0.00 Total Paid: $4,500.00 Total Due: $0.00 LOW VOLTAGE WIRING (7 JACKS) TELEPHONES. Passed Inspector Comments `/` // r / j ,--- ® ‘ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until fie ber .............................. ............................... ............................. ............................... Inspection Date: 02/11/2008 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: TELESOUND SYSTEMS CORP Building Department Comments Friday, February 8, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 it Type: Electrical - Commercial Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (305)592 -9292 Page 1 of 2 INSTALL WATER SERVICE, SEWER SERVICE PER DRAWINGS FEB 0 1 ME Passed ctor Comments \ ‘ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspect Inspection Date: 02/01/2008 Inspector: Levrock, James Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: MOKHER PLUMBING CO Building Department Comments Thursday, January 31, 2008 Block: Permit Type: Plumbing - Commercial Inspection Type: Final Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305-446 -8266 Page 1 of 2 INSTALL 32 DUAL CATEGORY G CABLES IRAN 17 2000 Passed Inspector Comments cc 7 ,/, F - :// z_ j9 9' a/ AP 411..'" eV Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL '��oncup� Phone: (305)795 -2204 Fax: (305)756 -8972 9 Inspection Date: 01/17/2008 Inspector: Devaney, Michael Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Project: <NONE> Miami Shores Village, FL 33138- Contractor: TCS TOTAL CABLING SOLUTION INC Building Department Comments Permit Type: Electrical - Commercial Inspection Type: Underground Rough Work Classification: Addition /Alteration Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (954)846 -8787 Wednesday, January 16, 2008 Page 2 of 2 INSTALL 32 DUAL CATEGORY G CABLES Passed Inspector Comments CC A/0 e e- / & rA di - Failed V Correction Needed or P/e., /z/ J4� ®, Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until (MK 144 Inspection Date: 01/14/2008 Inspector: Devaney, Michael Project: <NONE> Building Department Comments Friday, January 11, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 SAN 15 Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Contractor: TCS TOTAL CABLING SOLUTION INC Permit Type: Electrical - Commercial Inspection Type: Underground Rough Work Classification: Addition /Alteration Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (954)846 -8787 Page 2 of 2 NEW HVAC '44 1,,1/2/ Passed Inspector Comments CC tkiV1A Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 01/07/2008 Inspector: Perez, JanPierre Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138 - AN 0 9 Project: <NONE> Contractor: EDUARDO GARCIA Building Department Comments Friday, January 4, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: 61 Lot: 1 & 2 Permit Type: Mechanical - Commercial Inspection Type: Final Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Phone: (305)456 -2328 Page 1 of 2 CHAIN LINK FENCE 5' HIGH GATE # 9 DEC 0 6 2007 Passed y6 1 Inspector Comments CREATED AS REINSPECTION FOR INSP- 66814. plz look for Steve a security who has the paperwork for the final. mid 11/21/07 No one around, no permit on site, recall inspection and leave permit by entrance gate to property. CG Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 12/06/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: MIAMI FENCE CORP Building Department Comments Wednesday, December 5, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Fence/Wall Inspection Type: Final Work Classification: Wire Fence Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 2 BUILDING PERMIT APPLICATIO FBC 2004 Permit Type: Electrical �/ Owner's Name (Fee Simple Titleholder) ��1 /64.4/ ,!/raj c 6 ®Z- Phone # Owner's Address AM�`,3 City "2/ ciL State. Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip FOLIO /PARCEL# -ea ye- ado - v Is Building Historically Designated YES NO Contractor's Company NarnaieSdeAve, Contractor's Address /VG.) 5 J City lsi S / State . Zip - t # Qualifier Name a' ieaei26Pgi Phone # 30 t — SAS'° 7d o 6 State Certificate or Registration No. Z-77/06) G C 7/ E -MAIL: Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ 5 &r2. Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration I f fNew ❑ Repair/Replace /' l El Demolition . Describe Work: .49 C/D'LTn -e ` af-77, L'e%/€ / ;oc J Submittal Fee $ , Permit Fee $ ACC f�0 Notary $ Scanning $ 3 00 Radon $ DPBR $ Zoning $ Bond $ Code Enforceme Fee $ Structural Review. $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Training /Education Fee $ �•� Zip Phone # ******** * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** F xrxxx * * *xxxxxxxxx *xxxxxx * * * * * * * * * * ** CCF $ ' CO CO /CC Technology Fee $ 5 Z5 x ?007 MIAMI SNORES VILLAGE Permit No. f LL 1 - 1I Master Permit No. Phone # 3 :iJ - .►'i''2 -Fa sL Certificate of Competency No. Fee G Fee Now Due $ )05 7 15 See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. l certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose properly is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Sign: Sign: Print: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) Signature Sign Owner or Agent The foregoing instrument was acknowledged before me this day of ,20,by day of 06 ,2001 ,by''(Ol(t(kA Contractor The foregoing instrument was acknowledged before me this gu NOTARY PUBLIC: My Commission Expires: as identification and who did take an oath. xxxxxxxxxxxx xxxxx xxxxx xx xxxxxxx xxxxxx xxxx xxxxxx xxxx xxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxx /6v <)d k Plans Examiner Engineer Zoning who is personally known to me or who has produced who is personally known to me or who has produced a 1 wY As identification and who did take an oath. NOTARY PUBLIC: Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795 -2204 10653 NE 6 Avenue Miami Shores Village, FL 33138- 1122310120010 Block: Lot 1 & 2 MIAMI COUNTRY DAY SCHOOL Owner Information MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI FL 33161 -7165 (305)759 -2843 Valuation: Total Sq Feet: $ 5,000.00 0 Contractor(s) TELESOUND SYSTEMS CORP Phone Cell Phone (305)592 -9292 Type of Work: ELECTRICAL Additional Info: LOW VOLTAGE Classification: Commercial OCT 1 9 2007 WC SHORES VILLAGE LLA Fees Due CCF Education Surcharge Notary Fee Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $3.00 $1.00 $5.00 $150.00 $3.00 $3.75 $165.75 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Address M.. PRO s_ Expiration: 0411412008 Parcel Number Phone Applicant Available Inspections: Inspection Type: Service Change Underground Rough Final Alteration Relocation Fire Alarm Meter Box W. W. October 17, 2007 Date Cell Wednesday, October 17, 2007 1 CHAIN LINK FENCE 5' HIGH GATE # 9 Passed Inspector Comments MLD hiltezel. m %l C- c2,r ,ate 4-A)8 P Failed N..1, Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 11/07/2007 Inspector: Rodriguez, Jorge Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: MIAMI FENCE CORP Building Department Comments Tuesday, November 6, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Fence/Wall Inspection Type: Final Work Classification: Wire Fence Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Page 1 of 2 Out Inspection Date: 11/26/2007 I Inspector: (� r � ;( L � Owner: , BARRY UNIVERSITY Job Address: 320 115 Street NW Miami Shores Village, FL 33138 -0000 Project: BARRY UNIVERSITY MEDICAL SCIENCE Contractor: MAIN LINE PLUMBING, INC. Building Department Comments Wednesday, November 21, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Commercial Inspection Type: Fire Stoping Work Classification: Addition /Alteration Phone Number (305)899 -3052 Parcel Number 11213600000600 Lot: Phone: 305 - 621 -4925 Page 2of2 Passed I' c or Comments ` t Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Out Inspection Date: 11/26/2007 I Inspector: (� r � ;( L � Owner: , BARRY UNIVERSITY Job Address: 320 115 Street NW Miami Shores Village, FL 33138 -0000 Project: BARRY UNIVERSITY MEDICAL SCIENCE Contractor: MAIN LINE PLUMBING, INC. Building Department Comments Wednesday, November 21, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Commercial Inspection Type: Fire Stoping Work Classification: Addition /Alteration Phone Number (305)899 -3052 Parcel Number 11213600000600 Lot: Phone: 305 - 621 -4925 Page 2of2 INSTALL WTAER SERVICE, SEWER SERVICE PER DRAWINGS MAAt 1 9 2001 Passed i I s ec I! Com ents L Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until • Inspection Date: 03/16/2007 Inspector: Levrack, James Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: MOKHER PLUMBING CO Department Comments Thursday, March 15, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -21006 Permit Number: PLC -6-06 -1729 Block: Permit Type: Plumbing - Commercial Inspection Type: Top Out Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -446 -8266 Page 2 of 2 INSTALL WTAER SERVICE, SEWER SERVICE PER DRAWINGS /a. MAY 0 4 2007 spe • r Comments Passed 0 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid . Inspection Date: 05/03/2007 Inspector: Levrock, James Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: MOKHER PLUMBING CO Building Department Comments Wednesday, May 2, 2007 Inspection Worksheet Miami Shores Village liy31 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Commercial Inspection Type: Underground Rough Work Classification: New Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: 305 -446 -8266 Page 1 of 2 BUILDING PERMIT APPLICATI FBC 2004 Permit Type (circle): Building Electrical Owner's Name (Fee Simple Titleholder) Owner's Address b5/ /Vi /p7 5 City /4441/ State r/d P7da Tenant/Lessee Name a ,; Job Address (where the work is being done) 5 4 t City Miami Shores Village County . Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name (1/1 fy pt 7 1-11 M X31 N b- j C_c) Phone # 3 o5 -.41-1 Contractor's Address :3S - i PP i d1& A VC City t t' s 4/si i State Zip e. s3 14 _.(, Qualifier Name VI 5P4 bl o jz i4E Ir • Phone # 30 9 I — S2..6 State Certificate or Registration No. -e C eat \-1( Certificate of Competency No. eie 1: 3 e 78 Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ l 5 Miami Shores Village - 7 / 1 ( 1 ` Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 JUN 2 6 2006 VCR Plumbing 305) 756.8972 Permit No. 06 j 12° Master Permit No. Mechanical Roofing Phone # 9 D , 7 5 2 ? J 3 Zip 51.9.1?) Phone # 1 0,�2 30 Square / Linear Footage Of Work: Type of Work: ❑Ad itio ['Alteration ew ❑ Repair/Replace ❑ Demolition Describe Work: V! / e E * *** * * * *** * * * * * * * *** * * * * * * * * ** * *4* ** Fees ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * *,r * * *** Submittal Fee $ Permit Fee $ ;'' v/' .9 Of Notary $ Training/Education Fee $ a . Z Scanning $ ° Radon $ DPBR $ • Bond $ Code Enforcement $ Double Fee $ CCF $ CR s.cO CO /CC Technology Fee $ Zoning $ Structural Review. $ Total Fee Now Due $ S See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of ArilC. , 2064, by who is personally known m to . or who has produced As identification and who did NOTARY PUBLIC: c,`? .nom . Print: Sik /// e /PK, Sign: My Commission Expires: 2 a e As? APPLICATION APPROVED B (Revised 02/08/06) Ben Contractor The foregoing instrument was acknowledged before me this -f day of jrifi-i C' , 206& , by who is personally known to me or who has produced ?BLIC•STAIE OF FLORIDA as identification and who did take an oath. Shellie L. r ulford PUBLIC: Commission #NIT Expires! FEB, 28, 2009 tad Tim Atlaade isg lie, Sign: y 9 f Print: ��r�f /6 /c My Commission Expires: Plans Examiner Engineer Zoning Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Issue Date: 6/28/2006 Expires: 12/25/2006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Plumbing - Commercial Work Classification: New Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Permit Contractor(s) MOKHER PLUMBING CO Phone 305 - 446 -8266 Primary Contractor Yes Comments: INSTALL WTAER SERVICE, SEWER SERVICE PER DRAWINGS Additional Information Type of Work: NEW CONSTRUCTION Type of Piping: Additional Info: Classification: Commercial In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated Parcel #: Block: Permit Status: APPROVED Permit Number: PLC -6-06 -1729 Phone: (305)759 -2843 1122310120010 Lot: 1 & 2 Section:Golf View East PB: Total Square Feet: 0 Total Valuation: $ 15,700.00 Required Inspections Underground Rough Water Main Top Out Main Drain Lavatory Water Service Re Pipe Heater Final Fees Due Amount CCF $9.60 Education Surcharge $3.20 Permit Fee - Additions /Alterations $471.00 Scanning Fee $3.00 Technology Fee $13.74 Total: $500.54 Invoice Number PLC - 6 - 06 - 25392 Total: \ � J Amt Due $500.54 Amt Paid !JUL 14 PAID Building Department File Copy Applicant Signature NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES . 10/12/2007 09:16 FAX 1 800 685 7530 Scheduled InsD # TRANSMISSION OK $$$ $$$$$$$$$$$$$$$$$$ $$$ TX REPORT *** TX /RX NO 1137 RECIPIENT ADDRESS 93057586323 DESTINATION ID ST. TIRE 10/12 09:13 TIRE USE 02'53 PAGES SENT 15 RESULT OK 01101/2999 INSP - 4520 Footing DATA SCAN FIELD SERVICES Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 BP2005 -230 Commercial Construction Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Inspection Type 01/01/2999 INSP -4525 Fill Cells Columns None 01/01/2999 INSP -4545 Shutter Attachment None 01/01/2999 INSP -4535 Roof Trusses None 01/01/2999 INSP -4537 Wall Sheathing None 01/01/2999 INSP-4521 Stem Wall Footer None 01/01/2999 INSP -4528 Tie Beam Bond Beam None 01/01/2999 INSP -4540 Window Door None A44.....11frMI.Mf Inspection Status None Own Inspector Date Completed Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Mabel Vargas From: Liliana Cuevas [cuevasl @miamicountryday.org] Sent: Thursday, October 11, 2007 2:24 PM To: Mabel Vargas Subject: RE: Miami Country Day School Ongoing Work Our fax # is 305 - 758 -6323. By the way, did the attachment I sent you ever go through? If not, I think I need to upgrade the program. I'm on 'Windows 03'... Thanks. >>> "Mabel Vargas" < VargasM @miamishoresvillage.com> 10/11/07 12:38 PM »> »> Send me your fax number and I will fax the list for you Original Message From: Liliana Cuevas [mailto :cuevasl @miamicountryday.org] Sent: Wednesday, October 10, 2007 9:37 AM To: Mabel Vargas Subject: RE: Miami Country Day School Ongoing Work Sorry about that. I've attached it again. Regards >» "Mabel Vargas" < VargasM @miamishoresvillage.com> 10/09/07 4:34 PM »> The attachment did not work send it again Original Message From: Liliana Cuevas [ mailto :cuevasl @miamicountryday.org] Sent: Tuesday, October 09, 2007 2 :15 PM To: Mabel Vargas Cc: Mike Caban Subject: Miami Country Day School Ongoing Work Dear Mabell Vargas: Please see attached... I just want to make sure all Subcontractors followed the proper procedures for ongoing work. Please give me a read out when available. Thanks and Regards, Mike Caban Facilities General Manager 1 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 BP2005-230 Commercial Construction Project: Owner: Phone: <NONE> MIAMI COUNTRY DAY SCHOOL INC (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Ins° # 01/01/2999 INSP -4520 01/0112999 INSP -4525 01/01/2999 INSP -4545 01/01/2999 INSP -4535 01/01/2999 INSP -4537 01/01/2999 INSP -4521 01/01/2999 INSP -4528 01/01/2999 INSP -4540 01/01/2999 INSP -4531 01/01/2999 INSP -4533 01/01/2999 INSP -4547 01/01/2999 INSP -4529 Thursday, October 11, 2007 Inspection Type Footing Fill Cells Columns Shutter Attachment Roof Trusses Wall Sheathing Stem Wall Footer Tie Beam Bond Beam Window Door Inspection Status None None None None None None (.\ None None Second Floor Tie Bond None Trusses Plan Submittal None Final Building None Rake Beam None Inspector Date Completed Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Page 1 of 2 01/01/2999 INSP -4544 12/28/2006 INSP -4536 12/28/2006 INSP -4538 R-4 SE UPSTAIRS ROOM JR 03/26/07 03/27/2007 INSP -4522 Framing Thursday, October 11, 2007 Final PE Certification None Default Inspector Not Complete Roof Sheathing APPROVED Claudio Grande 12/28/2006 Window and Door Buck Partially Approved Claudio Grande 12/28/2006 Window bucks in first floor only. Pending 2 floor and door bucks through. 12/28/06 CG. 01/08/2007 INSP -4523 Window and Door Buck APPROVED Claudio Grande 3/28/2007 1st and 2nd floor window bucks only. 1/9/07 CG. 02/28/2007 INSP -4541 Framing APPROVED PARTIAL FRAMING DOWNSTAIRS MAIN ROOM JR 02/28/07 03/01/2007 INSP -4524 Insulation APPROVED CEILING 2ND FLOOR EAST & SW ROOM SECOND FLOOR CEILING ONLY R -19 JR 3/01/07 03/02/2007 INSP -41772 Insulation DENIED Insulation on top of wall in first floor classrooms. 3/5/07 CG. 03/07/2007 INSP -4543 Drywall Screw Partially Approved 2ND FLOOR CEILING & 1ST FL. WALLS OK TO TAPE. 3/8/07 CG. 03/22/2007 INSP -4532 Framing in Progress APPROVED FRAMING FOR SECOND FLOOR EAST classroom only 3/22/07 CG. 03/26/2007 INSP -44074 Insulation APPROVED APPROVED Framing in SW comer room of 2nd floor. 3/27/07 CG. 03/28/2007 INSP -4539 Insulation APPROVED Insulation in SW corner room of 2nd floor. 3/28/07 CG. 03/29/2007 INSP -4527 Drywall Screw APPROVED INSULATION SECOND FLOOR CLASSROOM. OK, 4/6/07 CG. 04/10/2007 INSP -4546 Drywall Screw APPROVED Jorge Rodriguez 3/1/2007 Jorge Rodriguez 3/2/2007 Jorge Rodriguez 3/2/2007 INSULATION FOR 1ST FLOOR NEED INSULATION UP TO SLAM OK TO START DRYWALL ON BOTTOM JR 03/02/07 03/05/2007 INSP -4542 Insulation APPROVED Claudio Grande 3/5/2007 Claudio Grande 3/8/2007 Claudio Grande 3/22/2007 Jorge Rodriguez 3/27/2007 Claudio Grande 3/27/2007 Claudio Grande 3/2812007 Claudio Grande 312912007 2 rooms on second floor south end of bldg. and bathroom on first floor south end. 3/29/07 CG 04/03/2007 INSP -4534 Framing in Progress APPROVED Claudio Grande 4/2/2007 PARTIAL FOR SECOND FLOOR CLASSROOM ON NW CORNER. 4/3/07 CG. 04/06/2007 INSP -4526 Insulation APPROVED Claudio Grande 4/6/2007 Claudio Grande 4110/2007 second floor 09/10/2007 INSP -60428 Sidewalk APPROVED Claudio Grande 9/10/2007 Page 2 of 2 CC -4 -00 -1044 Commercial Construction Thursday, October 11, 2007 Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insp # Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Type 06/01/2006 INSP -18828 Foundation AS PER ENGINEER'S VERIFICATION 07/03/2006 INSP -21501 Foundation 10/11/2007 INSP -15639 Final Building Inspection Status APPROVED APPROVED APPROVED Inspector Date Completed Claudio Grande 6/1/2006 Claudio Grande 10/11/2007 Claudio Grande 10/11/2007 Page 1 of 1 Scheduled Insp # 01/01/2999 INSP -43155 01/0112999 INSP -43157 01/01/2999 INSP -43156 01/01/2999 INSP -43159 01101/2999 INSP -43158 01/01/2999 INSP -43160 01/01/2999 INSP -43153 04/11/2007 INSP -43154 Thursday, October 11, 2007 Inspection History • Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 ELC -3 -07 -512 Electrical - Commercial Project: Owner: Phone: <NONE> MIAMI COUNTRY DAY SCHOOL INC (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Inspection Type W. W. Meter Box Service Change Relocation Fire Alarm Final Alteration Underground Rough Inspection Status None None None None None None None APPROVED Inspector Date Completed Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Michael Devaney 4/23/2007 Page 1 of 1 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 ELC -4 -07 -769 Electrical - Commercial Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insp # 04/23/2007 INSP -46437 Rough Thursday, October 11, 2007 Inspection Type Inspection Status APPROVED Inspector Date Completed Michael Devaney 4/24/2007 Page 1 of 1 PT -5 -07 -991 Paint Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insp # 01/01/2999 INSP -49051 Final Thursday, October 11, 2007 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Type Inspection Status None Inspector Date Completed Default Inspector Not Complete Page 1 of 1 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 RF- 1 -07 -24 Roof Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insp # 01/30/2007 I N S P -36527 Inspection Type Tin Cap Lower patio roofs OK, 4/25/07 CG 04/25/2007 INSP -21020 Tin Cap Lower patio roofs OK, 4/25/07 CG 05/04/2007 INSP -36528 Cap Sheet Cap sheet in lower roofs. 5/3/07 CG. 05/22/2007 INSP -36529 Tile In Progress CANCELLED PER ANDRE JR 06/07/07 06/13/2007 INSP -52595 Up Lift Report Uplift OK, at office file CG. 0611312007 INSP -51866 Final Roof Inspection Status DENIED No ladder on job available for inspection. 1/30/07 CG. 02/02/2007 INSP -38586 Tin Cap APPROVED Inspector Date Completed Claudio Grande 1/30/2007 Claudio Grande 2/2/2007 CREATED AS REINSPECTION FOR INSP- 36527. No ladder on job available for inspection. 1/30/07 CG. 04/25/2007 INSP -36530 Tin Cap APPROVED Claudio Grande 4/25/2007 APPROVED APPROVED DENIED CREATED AS REINSPECTION FOR INSP- 36531. CANCELLED PER ANDRE JR 06/07/07 6/13/07 Uplift report OK, at office file in bldg. dept. Remove all excess tiles from roof for final inspection. CG. 06/1512007 INSP -52594 Final Roof APPROVED Claudio Grande 4/25/2007 Claudio Grande 5/4/2007 Claudio Grande 5/22/2007 Tiles used on roof are not color thru tile. This tile is not approved in MS. Tiles must be color thru tile. 5/21/07 CG. 05/31/2007 INSP -49924 Tile In Progress APPROVED Claudio Grande 6/1/2007 CREATED AS REINSPECTION FOR INSP- 36529. Tiles used on roof are not color thru tile. This tile is not approved in MS. Tiles must be color thru tile. 5/21/07 CG. 06/07/2007 INSP -36531 Final Roof CANCELLED Jorge Rodriguez 6/7/2007 APPROVED Claudio Grande 6113/2007 DENIED Claudio Grande 6/13/2007 Claudio Grande 6/15/2007 Thursday, October 11, 2007 Page 1 of 2 my CREATED AS REINSPECTION FOR INSP- 51866. CREATED AS REINSPECTION FOR INSP- 36531. CANCELLED PER ANDRE JR 06/07/07 6/13/07 Uplift report OK, at office file in bldg. dept. Remove all excess tiles from roof for final inspection. CG. Thursday, October 11, 2007 Page 2 of 2 Scheduled Ins") # 01/01/2999 INSP -15641 01/01/2999 I N S P -15640 Thursday, October 11, 2007 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 FW -4 -06 -1045 Fence/Wall Project: Owner: Phone: <NONE> MIAMI COUNTRY DAY SCHOOL INC (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Inspection Type Foundation Final Inspection Status None None Inspector Date Completed Default Inspector Not Complete Default Inspector Not Complete Page 1 of 1 ELC -6 -06 -1503 Electrical - Commercial Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insn # 0613012006 INSP -19033 FOOTER GROUND PASSED OK. 09/13/2006 INSP -19038 Slab Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Type Underground Rough Inspection Status APPROVED Inspector Date Completed Michael Devaney 6/30/2006 APPROVED Michael Devaney 9/14/2006 02/16/2007 INSP -19034 Underground Rough Partially Approved Michael Devaney 2/20/2007 02/23/2007 INSP - 41043 Rough APPROVED Claudio Grande 2/27/2007 PARTIAL ROUGH OK WALLS SCIENCE ROOM #3 OK TO COVER WOOD TRUSSES ON 2ND FLOOR NO ELECTRIC TO BE RUN IN THE ATTIC SPACE 03/15/2007 INSP -19032 Underground Rough APPROVED Michael Devaney 3/16/2007 03/20/2007 INSP -19037 Rough Partially Approved Michael Devaney 312212007 SECOND FLOOR TEACHERS CONFERANCE ROOM MD 07/21/07 03/23/2007 INSP -19036 Rough Partially Approved Michael Devaney 3/27/2007 2ND FLOOR TEACHER'S WORK ROOM 03/22/07 MD 03/30/2007 INSP -19035 Service Change APPROVED Michael Devaney 4/2/2007 05/08/2007 INSP -48306 Rough Partially Approved Michael Devaney 5/9/2007 ELEVATOR PANEL AND A/C UNITS MD05/08/07 08/07/2007 INSP -19039 Rough DENIED Michael Devaney 8/8/2007 MV SECURE LAY IN FIXTURES TO GRID. FIRE ALARM SAND LOW VOLTAGE CONTRACTOR NOT READY ALL BOXES TO BE COVERED K.O SECURES INSTALLED AND DEVICES INSTALLED . MD 08/07/07 Thursday, October 11, 2007 Page 1 of 2 09/27/2007 INSP -62723 Ceiling Grid Partially Approved Michael Devaney 9/27/2007 SECURE THERMOSTAT CABLES OK TO SEAL. NEED TELE AND DATA INSPECTION ALSO. MD 09/27/07 Thursday, October 11, 2007 Page 2 of 2 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 ELC -8 -07 -1672 Electrical - Commercial Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insp # 09/25/2007 INSP -58165 MV ROUGH OK. MD 09/25/07 Thursday, October 11, 2007 Inspection Type Fire Alarm Inspection Status APPROVED Inspector Date Completed Michael Devaney 9/26/2007 Page 1 of 1 MC -6 -06 -1730 Mechanical - Commercial Project: <NONE> Owner: MIAMI COUNTRY DAY SCHOOL INC Phone: (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled Insp # 01/01/2999 INSP -21019 Final 01/01/2999 INSP -21014 Rough Duct 01/01/2999 INSP -21016 Smoke Test 01/01/2999 INSP -21017 Hood 08/21/2006 INSP -21013 Rough 02/26/2007 INSP -41321 Rough 03/2112007 INSP -21015 Rough 2ND FLOOR Thursday, October 11, 2007 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Type Inspection Status None Inspector Date Completed Default Inspector Not Complete Default Inspector Not Complete None Default Inspector Not Complete None None Default Inspector Not Complete APPROVED JanPierre Perez 8/28/2006 DENIED JanPierre Perez 311/2007 Partially Approved JanPierre Perez 3/27/2007 FIRST FLOOR ONLY /STORAGE ROOM NEXT TO BATHROOM JP 03/19/07 04/23/2007 INSP -21018 Rough APPROVED JanPierre Perez 4/25/2007 Page 1 of 1 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 E C -10 -07 -2069 Electrical - Commercial Project: Owner: Phone: <NONE> MIAMI COUNTRY DAY SCHOOL INC (305)759 -2843 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Parcel: 1122310120010 Block: Lot: 1 & 2 Scheduled InsD # 01/01/2999 I N S P -63732 01/01/2999 I N S P -63739 01/01/2999 I N S P -63738 01/01/2999 I N S P -63734 01/01/2999 INSP-63735 01/01/2999 INSP -63733 01/01/2999 I N S P -637 37 01/01/2999 I N S P -63736 Inspection Type Alteration Final Relocation W. W. Service Change Underground Rough Fire Alarm Meter Box Inspection Status None None None None None None None None Inspector Date Completed Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Thursday, October 11, 2007 Page 1 of 1 Parcel Number: 11223101 Section: Golf View Related Permits Commercial Construction Commercial Construction Electrical - Commercial Electrical - Commercial Electrical - Commercial Electrical - Commercial Fence/VVall Fence/Wall Imported Permit Mechanical - Commercial Paint Plumbing Commercial Plumbing Commercial Roof Roof Wednesday, October 3, 2007 Parcel Owner Lot: 1 & 2 ep rt g (1 106 Avenue NE RIM Shores Village FL 33138- Tax ID: 1122310120010 h. Owner Information MIAMI COUNTRY DAY SCHOOL INC Current Owner: Yes Company: MIAMI COUNTRY DAY SCHOOL Phone: (305)759-2843 Permit Number Application Date Expiration Date Status BP2005-230 02/16)2005 03/08/2008 APPROVEDM CC-4-06-1044 02/16/2005 02/16/2006 APPROVED ELC-8-07-1672 02/16/2005 03/23/2008 APPROVED71 ELC-4-07-769 02/16/2005 10/20/2007 APPROVED f ELC-6-06-1503 02/16/2005 03/25/2008 APPROVED/4 ELC-3-07-512 03/15/2007 10/08/2007 APPROVED FW-7-07-1469 07/13/2007 03/03/2008 CLOSED FW-4-06-1045 02/16/2005 02/16/2006 APPROVED PL2002-198 08/06/2002 12/25/2005 CLOSED MC-6-06-1730 02/16/2005 10/20/2007 APPROVED PT-5-07-991 02/16/2005 11/20/2007 APPROVED RI PLC-6-06-1729 Se,.„ 02/16/2005 10/30/2007 APPROVED-( PLC-6-07-1142 --.p)-‘c.,, 02/16/2005 12/11/2007 --- CLOSED 5 RF-6-06-1731 02/16/2005 10/21/2007 CANCELLED RF-1-07-24 02/16/2005 12/12/2007 CLOSED Page 1 of 1 Aveatatiri Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 07/03/2006 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Friday, June 30, 2006 Permit Type: Commercial Construction Inspection Type: Foundation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 Passed Inspector Comments a� D g g_ _A cs ..) t Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Aveatatiri Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 07/03/2006 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Friday, June 30, 2006 Permit Type: Commercial Construction Inspection Type: Foundation Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 Page 2 of 2 PERMIT # C Cdr - I 04 4- CONTRACTOR: ". . .LopM r -6. SUBMITTAL DATE: AP2I L 24 1 2 CXX RESUBMITAL DATES: PROJECT TYPE: 01,J J J O 1M � � r Inspection Date: 06/01/2006 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Wednesday, May 31, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Foundation Work Classification: New Block: Phone Number (305)758 -2843 Parcel Number 1122310120010 Lot: Phone: (786)281 -0111 Page 1 of 2 6 ® � Passed Inspector Comments 4 5 V �� Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 06/01/2006 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Wednesday, May 31, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Commercial Construction Inspection Type: Foundation Work Classification: New Block: Phone Number (305)758 -2843 Parcel Number 1122310120010 Lot: Phone: (786)281 -0111 Page 1 of 2 Miami Shores Village • Building Department p 1 [ 6 1 I � Ba a 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 l Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Owner's Name (Fee Simple Title ov/ Jt //7 City /#017/1; �/..0.te� State ?L- Owner's Address Tenant/Lessee Name Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # Is Building Historically Designated YES Contractor's Company Address g1e2 97 5* City a4 t *41d State e Qualifier Name ///12 / An /LK State Certificate or Registration No. C2 6 ®'•Z 4P KS/ Architect/Engineer's Name (if applicable) Value of Work For this Permit $ 16 QcxD Type of Work: DAddition DAlterati BY: Electrical Describe Work: �;i�? AP' 4 - 2000 ster Permit No. NO Zip Phone # y Name �C Pev' %eloyLie C7 ' hone # Zip Phone # Permit No. CCcx7 - C'1-1 Plumbing Mechanical Roofing Phone # 30-5 ' P f 3 3);3 County . Miami -Dade Zip Phone # • Certificate of Competency No. Square / Linear Footage Of Work: -3,3 Repair/Replace ❑ Repair/Replace ❑ Demolition * * *** * * * * * * * * * ** * * ** * * * ** * * * * * * * * * **** F * * * * *** * * * *** * * * *** * *** * * * * ** ** Submittal Fee $ Permit Fee $ 4-50 (11' CCF $ 9 •- CO /CC Notary $S —OD Training/Education Fee $ 3- CO . Technology Fee $ 1 1- Z '— Scanning $ ®,C/ Radon $6: DPBR $ 1 Cf - `1 1 Zoning $ Bond $ Code Enforcement $ Double Fee $ (Structural Review. > Total Fee Now Due $ 1 ( See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AF'I "IDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be • #proved and a reinspection fee will be charged. Signature Signa Owner or Agent The forego g instrument was acknowledged before me day of /Zit , 20Ck, by who is personally known to me or who has produced As identificati NOTARY PUBLIC: Sign: Print: My Commission Expires: y ( 7 My • �� sYsir�e�ir,t *,tst� *** * * *** *,r*** *ste�r�l * *i1ra1rsIraYS+e * ***** **** ** **rye**** ** * ** ** *** **** ******* **** ****** * * * ***** * ** **** ****** Sign: /r^, Print: Svld f APPLICATION APPROVED BY: (Revised 02/08/06) ditifFilird, A Commission # DD400807 Expires: FEB, 28, 2009 J Bo Thru Atlantic Bonding Co,, Is®. /Lb UoO 47 iF2/SoAl Contractor The foregoing instrument was acknowledged before me this 2.1 day of AP1 L ' , 20 byJit hill , who is personally known to me or who has produced 1 as identification and who did take an oath. NOTARY PUBLIC: NOTARY de ss xp 14 OA) 41/2 rA ea. OF FLO Bonding Co., Inc. Plans Examiner - Engineer Zoning Issue Date: 4/27/2006 Expires: 02/16/2006 Owner's Name: MIAMI COUNTRY DAY SCHOOL INC Permit Type: Commercial Construction Work Classification: New Job Address: 10653 6 Avenue NE 1 Cab! I'JE I01 ST Miami Shores Village, FL 33138- Contractor(s) PCI DEVELOPMENT GROUP Phone (786)281 -0111 Primary Contractor Yes Comments: FOUNDATION PERMIT Additional Information Type of Construction: FOUNDATION Stories: NA Front Setback: NA Left Setback: NA Plans Submitted: Yes Certification Date: 4/24/2006 Bond Retum : Occupancy Load: NA Exterior. NA Rear Setback: NA Right Setback: NA Certification Status: Additional Info: Classification: Commercial In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Fees Due Bond Type - Contractors Bond CCF DBPR Surcharge Education Surcharge Notary Fee Permit Fee - New Construction Plan Review Fee (Engineer) Radon Surcharge Scanning Fee Technology Fee Total: Amount $300.00 $9.00 $16.71 $3.00 $5.00 $450.00 $50.00 $16.71 $60.00 $11.25 $921.67 Building Department File Copy Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Parcel #: Block: Section: Permit Status: APPROVED Permit Number: CC -4 -06 -1044 Phone: (305)758-Z843 1122310120010 Lot: PB: Total Square Feet 3342 Total Valuation: $ 15,000.00 Required Inspections Footer Column Pads Stem Wall Footer Density Termite Letter Slab Fill Cells Columns Second Floor Slab Spot Survey Tie Beam Bond Beam Second Floor Tie Bond Beam Rake Beam Special Inspection Letter Trusses Plan Submittal Floor Trusses Roof Trusses Roof Sheathing Wall Sheathing Window and Door Buck Wire Lathe Window Door Attachment Framing Insulation Drywall Screw Final PE Certification Shutter Final Final Building Invoice Number CC - 4 - 06 - 24616 Total: MAY 0 1 PAID Amt Due $921.67 Amt Paid C c t -c_7 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. Signet ° rial.e: 3 ISERCAUMugadumfaiMMittalerientag netZWIMMANWEGSLORE I (We) have bete setainell by M/aa1/ 611/7 .. 144; to services soder the Plovida_Buildiag Code .tt the projc* 34* structures •: :a of (date). Isaac registered architect cc pmfentiosardegifteir lietuabdiarthe .. State of Florida. IRS CC -0(o— 1,044 0 SPECIAL )N FOR PBC 18221.2O MOM. INSPECTOR FOR TRUSSES OVER 35FT LONG OR ffer HEM 2319.17.2.42 SPECIAL OR FOR ROINIVItaiD MASONRY, PBC 2122A S1P UL DISPBC1011 l Snag. CONNECTICRO, PBC 2218.2 NECIAL INSPECTOR FOR SOH, COMPACTION. PBC l8 3.t steam, 1NSnscrica FOR PRECAST UNITS & ArrAansems PER FBC 1927.12 SPECIAL INSPECTOR MR Nigsr Of* du marked boxes a The following individual(s) employed by this firm or me ate authorized representatives to perform . 4e n /107 G iG trS. F A' 3. 4. *Special laymen rig authorized represenutives shalt barer the eadsorizod reirreseerttative Ls quathied by sr Ste re to permit the duties assigned b y the Specie, balmier. Ike qualVtastions shall include ire as a prefessioncl engineer or architect; an engineering education pvgoren n civil or structural ere : franc ear andtitectend education of the WEN Ftra tats • or as or moral 1, (wc) > Y Building 1 of any changes regarding anduwized pertentheI 1. ( ) understand that a Spechd Myriam. iespecften log year cacti buddieg must be displayed is a eirovement location on die site tor refensoce by the County Reding Dynamist layestor. A® by dm Rad& BONO Ceita, owl be perianned by Ete Cs. The Candy WSW 1111Ptallene amt be caned Ise tit wrrr hired by the Owner are to the wry inspections by the �te Spedni to , upon completion of the volt under cub Dundlog Permit T will seat to the Butbibag Easpeotor et the tints of the comPleted ilisPection log form and a staled scat indicating dam to dm bast of my knovitatitak balk( tad al ' those of ea psojeu waked above meet the h at of the Florida Cade tint me is stforreatial secoaleace with the approved plans. Ammo_ 741-14 34 4 as MAW FLORIDA . . . . . . . . . • ... •.. • 2. sCx.rTw retlArwe, tT. .33 t43 N% C 305) 40e•3- 8665 ImcmtvrEi ia A ! R 2 4 2006 cit B Y: cC April 13, 2006 Village of Miami Shores Building Department 10050 NE 2 " Ave Miami Shores, Florida Reference: Miami Country Day School Academic Center Gentlemen: My firm has been retained by Miami Country Day School to provide threshold inspection services as outlined in the attached "Threshold Inspection Plan." Yours truly, 5901 S.W. 74 STREET -SUITE 405 -SOUTH MIAMI, FL 33143 Donald Hodgetts, PE Special inspector #0111 • • VA�NA . • • • • • �ANDonald l� C••••• • • • • ••• . .•• • • . • • • • • • • • • ••• 305 - 663 -8885 (FAX) 305 - 663 -9841 • • • • ••• • • • • • • . • . • • • • • • • • • • • • •••• • • ••• . • • •• • • • •• •• • • • • • • • • • • • • • • • • •• •• ▪ • • •• • • •• • • • • • •. • Donal' -tts p ▪ •••.• " " " 43 • • • • 5901 S.W. 74 STREET -SUITE 405 -SOUTH MIAMI, FL 331 305 -663 -8885 (FAX) 305 -663 -9841 MIAMI COUNTRY DAY ACADEMIC CENTER THRESHOLD INSPECTION PLAN PART 1 • • c • • • • • • •• • • • • • • ..... • • • • • • • • • • • • • • . • • • •• • • • • • • • •• • •• • • • • • • • • • • • SCOPE OF WORK: This Plan describes work required to comply with the Threshold Law; Chapter 553 of the Florida Statutes. The Owner shall retain a Special Inspector to perform the work described herein. The Special Inspector shall verify that the primary structural frame (all those members which transmit load to the ground) is constructed in substantial accordance with the permitted contract documents, except as variations there from are permitted in writing by the Structural Engineer of Record. This Plan may be supplemented by additional requirements of the Municipality (enforcing agency) or by the Owner as deemed necessary during the course of the work. The Special Inspector responsibility does not include inspection of any safety provisions as required by OSHA or other safety standard, which apply during the construction period, to elements such as railings, fire protection, roofing, architectural components, site work and other elements not contributing to the capacity of the primary structural building frame. The contract documents he are deemed s inspection r plan, plans, recorded addenda, project specifications, amendments QUALIFICATIONS OF THE SPECIAL INSPECTOR: The Special Inspector shall be a licensed threshold inspector. The Special Inspector may send a full time employee as his authorized representative to the project, but that person shall be experienced and knowledgeable in the structural system being used and meeting DPR requirements. RESPONSIBILITIES AND LIMITATIONS OF THE SPECIAL INSPECTOR: 1. The Special Inspector is responsible to the enforcing agency having jurisdiction for this project. The presence of the special inspector does not relieve the enforcing agency, the architect or the structural engineer of record of their responsibilities. 2. The Special Inspector is responsible for observing the construction of the primary structural components and reporting to the concerned parties that those portions of the structure are being built in general conformance with the structural documents, and if not, the location and description of those variations. • • . .. • • • ... .. .. • • • . . • • • • • • • • • • • • • • 1100 • • • • • • • • • • • • • .. . • • • • 000 • • • • • • • • • .. • • • • • • • • • • • • 3. The special inspector shall cooperate with the contractor but shall clot difect the • contractor's work nor be responsible for construction means and methods. .. • • • •• ••• •• • • • • REPORTING: • .. .. • .. ..... 1. The special inspector shall maintain a record of the progress working conditions, observations, testing, any required action by the contractor, and deviations from the official contract documents. Such records are to be dept by the special inspector for a minimum of five (5) years after completion of the project. 2. It is the duty of the special inspector to immediately notify the contractor in person, and the architect and structural engineer of record by telephone of the following: A. The use of materials, tests, equipment, workmanship or construction not conforming to the official contract documents. B. Construction performed without inspections and not capable of being inspected or tested in place. These exceptions shall then be issued in writing immediately to those listed above and attached to the daily field reports. 3. The special inspector shall keep an exception file for follow -up. This file shall be reviewed on a daily basis and updated as exceptions are rectified. Any uncorrected exceptions shall be reported at an appropriate time, using a non - compliance notice, to the contractor, enforcing agency, owner's representative and architect/engineer. 4. The special inspector shall write and sign a report each day an inspection is made. The report shall consist of the following: A. Identify name and location of project, name of special inspector and special inspector's representative, permit number, date, working conditions including weather and temperature, and type and location of work being performed. B. A detailed report of each inspection, including the presence and activities of the testing agency, note changes in working sequence or materials and any unusual circumstances affecting the performance or work. Place emphasis on those areas where deficiencies recur. C. Review and comment on the materials testing reports prior to that day's inspection. 5. The report will be supplemented with the following, when applicable: A. Special records (weld tests, welders certificate concrete tests, etc.) B. • • • • • • • • • • • • • • • • • • • • • • • • • • • Inspection reports of the shoring and re- shoring engineer. • . ••• • • C. Inspection reports of the geotechnical engineer. D. Documentation of changes made in the field. E. Photographs. 6. Daily field reports shall be submitted on a weekly basis to the enforcing agency, owner's representative, architect and structural engineer of record, under a cover letter. 7. An inspection log summarizing all inspections shall be posted at the job site and filled out each day an inspection is made. It shall contain, as a minimum: project name, location,. permit number, special inspector's name, owner, contractor, date of inspection, construction phase, work description, comments, approved or rejected and be signed by the special inspector. 8. Upon completion of the building and prior to the issuance of a certificate of occupancy, the special inspector shall submit to the enforcing agency, owner, architect and structural engineer of record a signed and sealed statement stating that the part of the project under his inspection responsibilities has been constructed in substantial accordance with the official contract documents. This statement shall be in accordance with Section 553.79(7)A of the Florida Statutes. 9. Since the special inspector does not certify that the contract documents are in compliance with the governing codes, all statements issued will refer to completed work in substantial accordance with the contract documents. CONTRACTOR REQUIREMENTS: • •• • • • • • • • • • • •• • • • • •• •• • • • • • • • • • ••• • • • • • • • • • • •• • • • • ••• •• • • • • • ••• •• • • • • • • • • • • • • • • • ••• •• 1. The contractor shall cooperate with and assist the special inspector in performing his inspection duties as specified herein. The special inspector shall have free access to the project at all times. 2. The contractor shall advise the special inspector, in advance, of construction schedules and planned operations in order to assure timely and appropriate observation and inspection of the items specified herein. The minimum notice given the special inspector shall be 24 hours prior to the time of the inspection. Further, the scheduled inspection time for reinforcing steel shall be not less than one hour prior to the scheduled concrete placement. 3. The contractor shall furnish in a timely manner to the special inspector, copies of all reviewed and accepted submittals (excluding calculations) for the structural element of the project. • • • • • • • • • • • • • • •• • • •••• • • •••• • • • • • • • 4. Special inspections do not relieve the contractor of his responsibility to Comilly'witN the • • • • • • contract documents, any statutory or contractual obligations, nor his responsibilities to carry our his quality control inspections and testing. The contractor Faille aS1e :' • • •' • responsibility for any deviations from the contract documents and the 3 tstp Qf Ce g • • •• .. • ....... those deviations. 5. Work which is in non - compliance with the contract documents may be corrected by the contractor or the contractor may submit to the architect/engineer a request for acceptance of the deviation. 6. Construction performed without inspection and that is unable to be inspected may require testing or removal as determined by the structural engineer of record. 7. The special inspector can not make the required completion statement and the building will not receive a certificate of occupancy if work is not in substantial accordance with the contract documents, or if construction is performed without inspection and is unable to be inspected. 8. Installation of all shoring and re- shoring shall be in accordance with the signed and sealed shoring and re- shoring drawings prepared by the delegated shoring engineer. The delegated shoring engineer or his authorized representative shall inspect and ensure that the drawing requirements and specifications are adhered to and provide his written report to the special inspector prior to all concrete pours. The special inspector is to verify that the inspection is performed and is to observe that the work appears to be in compliance with the drawings. REQUIREMENTS OF THE OWNER: • • ••• • • •• •• • • • •• • • • • • • • • • • • • ••• • • • • • • • • • • • • • 1. The owner shall arrange for all necessary contract documents, including two complete sets of architectural and structural documents for the project, including all drawings and specifications, the geotechnical report and materials test reports, to be furnished to the special inspector during the progress of the work in a timely manner. Provide the special inspector with two copies of all structural changes, revisions, addenda, etc. 3. The owner shall ensure that a qualified testing agency is retained. 2. The owner shall ensure that the contractor provides to the enforcing agency, architect, structural engineer of record and the special inspector a shoring and re- shoring plan which is signed and sealed by a delegated engineer registered in the State of Florida. 4. The owner shall ensure that a geotechnical consultant is retained to confirm that the specified foundation preparation is performed. • • • • • • • • •• GENERAL: PART II • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • ••• • • • • • •• • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • • • ••• • • • •• • • • •• .•• •. • • • • • • • • • •• • • • • • ••• •• The following is a general inspection plan describing work to be performed by the special inspector. The intent is to describe minimum levels necessary to confirm that work complies with the design documents. The following are not inspector check lists but point out some critical areas requiring specific attention by the special inspector. SPECIAL CONDITIONS /CRITICAL COMPONENTS: REINFORCED CONCRETE: 1. The contractor is to notify the special inspector a minimum of 24 hours prior to the placement of any structural concrete. 2. REINFORCING STEEL: A. Using the structural drawings, inspect grade, size, quantity, configuration and the spacing of reinforcing for compliance with the structural drawings supplement with shop drawings. Prior to the concrete placement, report any noted conflict and confirm that corrections are made before concrete is poured. B. Check minimum clearance requirements from concrete surfaces. C. Check that reinforcing is adequately supported and tied to resist displacement or shifting during pour. D. Check that rebar surfaces are free of excess rust or other coatings that may adversely affect bonding capacity. If oiling of forms is required, check that it is applied before reinforcing is placed. E. Check splice locations and required length of lap. Check that the accepted mechanical couplers are properly installed per manufacturer's specifications. Report any deviations from the contract documents before concrete is cast and confirm that corrections are made. F. Check installation of hooked bars for compliance with the contract documents. 3. COLUMNS: Inspect reinforcing steel, dovetail slots and other embedded items. Check the spacing, especially double ties and ties at deep beam intersections. 4. BEAMS: 5. ONE -WAY SLABS: 6. TWO -WAY SLABS: • • • •• •• • • • • • • • • • • 7. PRECAST/PRESTRESSED COMPOSITE CONCRETE: • • • • ••• • • •• •• • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • • •• • • • • • • • • • • ••••• • ••• • • • • • • • • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • • • • • • • • Inspect reinforcing steel. Check tie spacing, including location of first tie. Check fo ••• • • r hooked bottom bars. Check that hooked bars extend to far face of support. Inspect reinforcing steel, including temperature steel. Check that hooked bars extend to far face of support. Inspect reinforcing steel. Check for proper layering. Check placement of top bars through column strip for uniform spacing (bars are not to be tied together.) Check that added top bars are placed within the vicinity of the column. Check that added bottom bars extend to face of column, unless otherwise shown on contract documents, and that they are within the column strip. Check hook bar requirements, both top and bottom. Check that hooks are placed at far face of support. Check position of bars at slab offsets and depressions. A. Verify that the precast units are located at the proper place in the structure by confirming the mark number with that shown on the shop drawings. B. Verify precast reinforcing. The reinforcing for the precast, prestressed composite joists and soffit beam system is designed and detailed by the precast manufacturer. Therefore, the shop drawings must be used to verify steel quantities and placement. The number of strands provided in each unit should be verified by counting the number of strands at the end of the unit. Due to production requirement, some units may contain more strands than shown on the shop drawings, however, in no instance should a unit be accepted containing less strands than that shown on the shop drawings. Additionally, shear reinforcing contained in the prescast soffit should be inspected for size, trade, spacing, and height. The spacing of shear reinforcing may be within ±2 ", provided the average spacing within a distance of the depth of the beam does not exceed the specified spacing by more than 'A". For example, if the shear reinforcement is to be spaced at 4" on center, a spacing of 2 ", 6" and 2" would be acceptable. The height tolerance of the shear steel is +1/2" and -1/2" for beams less than 24 inches deep and -1" for deeper beams. C. Check connections for embedded items required in structure. Refer to details on 11. OPENINGS: structural drawing and on shop drawings. 8. STRUCTURAL PRECAST CONCRETE: • • • • • • •• • • • • • • • •• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • • ••• • • • D. Check that member dimensions, including length, depth, width; ta2nber,'prsid• • t• " • ••• • • bow, are within allowable tolerances. • • . S • • • • • •• • • • • • ••• •• A. ON -SITE INSPECTION: 1. Verify that the precast units are located at the proper place in the structure by confirming the mark number with that shown on the shop drawings. Check that erection sequence conforms with the shop drawings and that all required bracing, including but not limited to temporary bracing and supports, is installed properly and in accordance with the submittals. 2. Check that member dimensions, including length, depth, width, camber, and side bow are within allowable tolerances. Verify that bearing conditions comply with specified requirements. 3. Review and verify all connection details. Check that all connections are completed properly. Verify that all welders are AWS certified. Inspect welded connections for size, configuration, and quality. Verify that all welded connections are properly cleaned and protected after completion. Check all column base connections and all grouted connections. Refer to details on shop drawings and structural drawings. 9. Check that expansion joint material, anchors and other embedded items are correct and have been positioned and secured in place so that displacement is not possible. A. Check that conduits placed in the slab are reasonably spaced to ensure integrity of the slab. B. Confirm that load carrying embedded items are placed in compliance with the contract documents. Relocation of embedded items in conflict with reinforcing will not be permitted without prior approval of the architect/engineer. 10. Check that construction joints, including dowels, keys and bulkheads, are in conformance with the contract documents. Review the location of construction joints in beams and slabs for compliance with the construction joint location plan submitted by the contractor to the engineer. A. Report all slab openings larger than 12" and not shown on the contract documents approval of the Engineer. • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • ••• to the architect/engineer. Check placement of additional reir►torcement't'rourid openings. No sleeves or openings will be permitted in beams without prior •• • • • •• ••• •• 12. Check that all foreign material has been removed from spaces which Lbncfefe is to occupy. • • 13. The special inspector shall be on site when concrete is being place for the primary structural frame as necessary to ascertain that proper concreting practices, as required by ACI 301, ASTM C94 and other recognized industry standards are followed. Observations by the special inspector shall include, but not be limited to, verification of the following: A. Testing agency is no site and that mixing time, temperature, slump, and air content are as specified. Check that addition of water to the concrete mix in the field is based on the guidelines set forth in the contract documents. B. The concrete as delivered to the project site is as specified for that portion in which placement is to occur. C. Concrete is being conveyed from mixer t place of final deposit by recognized industry standards. Concrete is being deposited continuously, or in layer of such thickness that no concrete will be deposited on concrete which has hardened sufficiently to cause the formation of seams or planes weakness within the area of placement. 2. Inspect setting of anchor bolts, embeds and other miscellaneous structural items prior to concreting. Verify size, quantity and finish. 3. INSPECT CONNECTIONS FOR THE FOLLOWING: • •• • • • • • •• • • • • • • • • • • • • • • • • • • • • D. Concrete is being consolidated and thoroughly worked around reinforcement, embedded items and into corners of forms, eliminating air or stone pockets which may cause honeycombing, pitting or planes of weakness. E. Curing procedures are as per contract documents, ACI 308, "Standard Practice for Curing Concrete" and other recognized industry standards. 14. After the formwork has been removed, inspect concrete surfaces for honeycombing and voids. STRUCTURAL STEEL: 1. Inspect structural steel prior to concealment to verify grade, sizes, connections, straightness and finish. Check with contract documents and shop drawings. • 4. HEADED STUD ANCHORS Check for size, length, spacing and welding. MASONRY: WINDOWS, GLASS DOORS AND CURTAIN WALLS: MATERIALS TESTING: • • • • • • • • • • •• • • •• • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • • ••• • • • • ••• • • • • • ••• • ••• • • • • A. Bolted connections: Type, size and number of bolts. Chec•t 'hat bolts: clean • • • • • ' • and lubricated and have proper washers and that they conform to the specifications. Check that bolt holes are the specified type and 1 5i2ei \r eel.. ' • • • bolts are properly tightened. For slip - critical bolts with load indicitpr;,x tslie : • • check all bolts visually and 10% with a feeler gauge. "Turn the nut" method i s • • of not acceptable. B. Welded connections. Verify that welders are AWS certified for the type of welds being made. Visually examine all welds for type, size and length for compliance with the structural drawings. Verify that required non - destructive testing is performed by the testing agency. Verify that welds are clean, free from slag, and that rust protection has been applied as per specifications. The special inspector shall observe installation techniques of load bearing masonry only. This will include workmanship; units used including size, strength and weight; mortar and grout type and mixing; placement of reinforcing steel, including horizontal reinforcement; inserts; anchors; and other structurally related aspects. Check cleanout areas. Check that cells to be reinforced are clean and free of all foreign material. During grouting, check that all cells are filled solid and, after completion, if in doubt, test with a hammer to verify that cells a re filled solid. Check tie beam and tie column spacing, size and reinforcing. The inspector shall observe structural portion of the installation, verifying compliance with submittals and approved shop drawings verify size and quantity of fasteners. Observations for the installation of caulking, gaskets, waterproofing materials, water intrusion testing are not part of this threshold inspection plan. All testing requirements as defined in the contract documents shall be adhered to, with copies of results forwarded to the special inspector. Prior to each inspection, the special inspector shall review all material tests and report on their results. The special inspector may request the owner's representative to authorize additional tests if required by unforeseeable events or conditions. All materials testing must be executed qualified laboratories and testing firms. • •• • • • • PREFABRICATED WOOD TRUSSES: . . . 1. Verify that the trusses are located at the proper place in the structiird b " onfxf iii g She : • mark number with that shown on the signed and sealed shop drawings. 2. INSPECT CONNECTIONS FOR THE FOLLOWING: A. Type, size and number of nails, bolts or screws for each connection • . • • ••• • • • •.• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • •• • • • • • • • •• • • • •• ••• •• • • • • • • • • • ••• •• • • • • • SUBMITTALS: • • • i. GENERAL ••• • • • •• ••• •• • • • • . • •• • • • • • ••• •. Contractor must submit one copy of all structural submittals (excluding calculations) to the special inspector for his record and use. All submittals shall be reviewed and accepted by the contractor, architect and structural engineer of record, and shall contain appropriate evidence of such, prior to transmitting to the special inspector. 2. The special inspector shall review and become familiar with all submittals. 3. AS A MINIMUM THE FOLLOWING SHALL BE PROVIDED TO THE SPECIAL INSPECTOR: A. SHORING AND RE- SHORING: • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • •• • • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • • Shoring and re- shoring drawings and field reports, signed and sealed by the delegated engineer, shall be furnished to the special inspector prior to placement of any concrete or structural element which is dependent on such shoring/reshoring. B. REINFORCING STEEL: Fabrication and placement drawings and bar lists. C. CONCRETE MIX DESIGNS: Copies of concrete mix designs for all proposed strengths and grades. D. PRECAST/PRESTRESSED CONCRETE: All submittals except calculations. E. LOAD BEARING MASONRY: Test report showing all applicable data, including unit grades for masonry units and design mixes for mortar and grout. F. STRUCTURAL STEEL: Fabrication and erection drawings for all structural steel components, mill reports for all steel, welder certificates. 4. ALTERNATIVES: • •••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •.• • • • • •.• • • • • • •• • • • . • • • • • • • • ••• • ••• • •' • • •• • • • • • Alternates which are accepted shall be provided to the special ins ect r C � . •. P P P P 4 �.�� beCoAl� •'• available • •• • • • • • ••• •• Mcuxe Vaws?/tUage Defra 10050 NE 2nd Ave Miami Shores, Fl 33138 Phone 305-795-2204; Fax 305 - 756 -8972 www.miamishoresvillage.com FAX TRANSMITTAL COVER SHEET DATE: c A.k TO FAX FROM: MONICA LISSETH DIAZ FAX (305) 756 -8972 Number of pages including cover: `I Importance: normal _; urgent If ; please reply _; review _; recycle _ MESSAGE: ;i - Regards, Monica Lisseth Diaz Bldg Dept Permit Clerk (diazm @miamishoresvillage.com) Miami Shores Village Building Department BUILDING CRITIQUE SHEET te-ieee.1.f 60124,02 Aziox, a �� S hy i7 (e) "-rec-r P Reviewer: Claudio Grande C.B.O 305 - 795 -2204 Ext 1430 10050'1V.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 06— / 7.3 / Job Name NameeMoji 65,A tti.� D q Date 7/I //o `6 ,,(( iv S poi' S 0 JeQ�tJ DATE TIME S.R-TIME DISTANT STATION ID 07/17 09:03 00'22" 93055530493 :44444444444•6 MESSAGE CONF I RMAT I ON IN • • • • • • • • ■■■■■ • • mm mmm • • • • • • • • im • in im MODE TX 07/17/2006 09:03 ID=MIRMI SHORES VILLAGF PAGES RESULT D.CODE S.C. 002 OK 0000 4440:4440:440:4444.0.},}:{44.0 Max Wolfe Sturman Architect Inc. 2997 Day Avenue, Coconut Grove Florida, 33133 305 -441 -1171 Office 305 - 446 -1118 Facsimile AA 26000906 Miami Country Day School Academic Center Permit No. BP 05 -230 Responses to Building & Zoning Comments Building Critique Sheet 1. Plans must be reviewed and approved by HRS. 2. Plans must be approved by DERM. 3. Plans must be reviewed by Miami -Dade Planning and Zoning for impact fee payment. 4. Plans must be reviewed and approved by Miami -Dade fire Department. 5. Plans must be reviewed and approved Miami-Dade Office of Elevator Safety for elevator permit. 6. Submit electrical, mechanical, plumbing, roofing, paving and storm shutter permit applications. The General Contractor is responsible for the above items. 7. Submit a Soil Boring Report The Soil Borin Report was included in the Specifications for this project, under Section 02010. We will provide (2) two additional S &S copies. 8. Provide design pressures for all openings. FBC 2411.3.1.4 We will indicate on the exterior elevations, desi pressures for the openin 9. Submit two sets of NOA's for all openings. FBC 1626.1 The General Contractor shall provide NOA's from subcontractors or suppliers. 10. Provide letter of intent from architect or engineer that will inspect engineered unit masonry, second floor slab and roof truss installation. FBC 2122.4, 2319.2.4.2 The Structural Engineer will provide the letter for inspections. 11. Toilet stall door can not swing into clear floor space of fixture (girls stall) We will revise the door and swing to an out -swing door. Responses to Building & Zoning Comments (cont'd.) Building Critique Sheet 12. Put occupancy and type of construction on plans. This information will be added to the drawin 13. Provide fire stopping details of all penetrations through fire rated assemblies on plans. FBC 705.6.1 The information and details are on sheet P -5. We can provide additional clarifications, if necessary. Max Wolfe Sturman Architect Inc. 2997 Day Avenue, Coconut Grove Florida, 33133 305 -441 -1171 Office 305 - 446 -1118 Facsimile AA 26000906 Miami Country Day School Academic Center FD Tracking Number: 03933 Responses to Fire Review Disapproval Comments Date: 4 -05 -05 Review by H. Borrego 1. ALL CODE REFERENCES MENTIONED IN THESE COMMENTS ARE FROM FFPC/NFPA FLORIDA FIRE PREVENTION CODE 2004 ED. AND NATIONAL FIRE PROTECTION ASSOCIATION LIFE SAFETY CODE. UNLESS OTHERWISE NOTED. This is dul noted b our Firm. 2. INDICATE IF BLDG HAS A FIRE ALARM OR SPRINKLER SYSTEM AND SHOW ANY REQUIRED CHANGES. This project has a Fire Alarm S that shall be compatible and will communicate with the existin FACP in the existin buildin 3. PROVIDE NEW SHEETS INCLUDING ALL CHANGES. This office will provide NEW SHEETS with clouds shown around the chan areas. 4. RETURN VOIDED SHEETS FOR COMPARISON. This office will provide VOIDED SHEETS positioned behind the revised sheets, in the set. 5. COORDINATE THE WORK THROUGHOUT THE WHOLE SET. This office will COORDINATE THE WORK THROUGHOUT the whole set. 6. PROVIDE ALL INFO ON PLANS This office will provide ALL INFO ON PLANS. 7. INDICATE ON PLANS THE AGES ABD GRADES ON THE STUDENT AT THE SECOND FLOOR. SEE SEC. 14.2.1.2 ETC. Th is office will indicate on plans the a allowed on each floor, per Section 14.2.1.2 of the Life Safet Code. See sheet A -1 Site Plan. Responses to Fire Review Disapproval Comments (cont'd.) Date: 4 -05-05 Review by H. Borrego 8. EXIT ACCESS CORR. MIN. WIDTH. SEE SEC. 14.2.3.2 AND 14.2.5.8 This office will indicate on plans the minimum corridor width of 6 ft. per Section 14.2.3.2 and 14.2.5.8 of the Life Safet Code. See sheet A -2 & 3 Floor Plans. 9. JAN. CLOSET. SEE SEC. 14.3.2.1 (D) AND 14.3.2.1 (4) This office will indicate on plans a 3 /4 -hr rated door with a fusible line louver to the janitor Closet. 10. WINDOWS FOR RESCUE. SEE SEC. 14.2.11.1 This office will indicate on plans the re q uantit y and size for Emer Escape Windows per Section 14.2.11.1 of the Life Safet Code. 11. PROTECTION OF OUTSIDE STAIRS. SEE SEC. 7.22.6.3 This office will indicate on plans the doors and windows within 10 ft of the stairs to be 1 -hr fire rated, per Section 7.2.2.6.3 of the Life Safet Code. 12. INDICATE DISCHARGE FROM EXITS. SEE SEC. 7.7 This office will indicate on plans the dischar from exits, level surfaces at slab areas and railin separations per Section 7.7 of the Life Safet Code. 13. STORAGE ROOM PROTECTION. SEE SEC.14.3.2.1 This office will indicate on plans a revised room name from Stora to Stora Interior, 2nd floor area. (No Chemicals bein stored in this room. ) per Section 14.3.2.1 of the Life Safet Code. 14. SHT. A -12 STAIR FLIGHTS CAN NOT BE REDUCED IN THE PATH OF TRAVEL, SEE SEC. 7.2.2.3.2.2 LANDING LENGTH, SEE SEC. 7.2.2.3.2.3 AND 7.2.2.3.2.4 This office will indicate on plans a uniform width of stairs and landin len per Sections 7.2.2.3.2.2, 7.2.2.3.2.3 and 7.2.2.3.2.4 of the Life Safet Code. Responses to Fire Review Disapproval Comments (cont'd.) Date: 4 -05 -05 Review by H. Borrego 15. STAIRS, SEE SEC. 7.2.2.4.5.3 AREA BETWEEN THE TREAD/RISER AND LOWER RAILS. This office will indicate on plan the note describin the trian area between the tread /riser and bottom of the lower railin per Sections 7.2.2.4.5.3 of the Life Safet Code. 16. EXIT CORRIDOR/ BALCONIES, SEE SEC. 14.2.5.8 The plans indicate a Covered Walkwa on both floors. The corridor is exterior and is open on its outside lon wall. The corridor runs alon the exterior wall of the building, separatin the Classrooms b means of a masonr wall (1 -hr fire rated., per Sections 14.2.5.8 of the Life Safety Code. 17. JAN. CLOSET DOOR NO. 6 BLOCKS MEANS OF EGRESS FROM GIRLS TOILET ROOM This office will indicate on plan a revised location of the Janitor Closet and Girls / Bo Toilet Rooms. This will compl with Means of Egress re 18. INDICATE FIRE CLASS FOR ALL FINISHES USED. This office will indicate on plan the Fire Class for all fnishes used per Section 10.2 of the Life Safet Code. 19. SEC. DROP OFF FOR REWORK. This office will resubmit the revised drawin for rework. Jurisdiction: MIAMI SHORES VILLAGF COUNTY, FL • • • • • • • • Short Desc: New Pij Prof jcI' j�cjd Ga Ater • . Owner: Miami Country Day School • •' ; ; '.' : :: • • .. • Address: Enter Address here 601 NE 107 Street City: Miami Shores State: FL Zip: 33138 Type: School (educational) Class: New Finished building ta)PZ(- -280 2/14/2005 • • • •• • • • • •• •• • • • •• • • • • • • • • • • • • • • • ••• • • • PermitNo: 0 Storeys: 2 GrossArea: 3539 Net Area: 3539 Component Gross Energy Use Other Envelope Requirements - A Compliance Summary Design Criteria Result 78.68 100.00 PASSES PASSES LIGHTING CONTROLS PASSES EXTERNAL LIGHTING PASSES HVAC SYSTEM PASSES PLANT PASSES WATER HEATING SYSTEMS PASSES PIPING SYSTEMS PASSES Met all required compliance from Check List? Yes/No/NA EnergyGauge FlaCom FLCCSB v1.21 1 COMPLIANCE CERTIFICATION: I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Efficiency Code. PREPARED BY: DATE: February 14 2005 • • ••• • • • ••• •• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • Ravayv of the • pins and specifications covered by this laIq atipn • Jndiates cemgIiance with the Florida Energy ffcifncy Code. Before sorrstwction is completed, this building • will 'be inspeeted• {or co'reOliaV in accordance with Section 553.908, Florida Statutes. • • BUU.pI 4 OF FI( S►L: • • • • • •• • • • • PtIf•••• I hereby certify (*) that the system design is in compliance with the Florida Energy Efficiency Code SYSTEM DESIGNER ARCHITECT: MECHANICAL: ELECTRICAL: LIGHTING: 2/14/2005 REGISTRATION/STATE Patrick Valent, Morrison Hershfield Corp, RA13834, Florida (*) Signature is required where Florida Law requires design to be performed by registered design professionals. Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans. EnergyGauge FlaCom FLCCSB v1.21 2 2/14/2005 • • • •• • • • • • • •• •• • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • Total - • •• Project: New Prj Title: Academic Center Type: School (educational) •' •• "i • • •• • • • • • • Location: MIAMI SHORES VILLAGE, D C 1U1�TY, FP.r232Y0V) ; • • (WEA File: Miami.tmy) ' •' '.' • • • '.' • • • •, • Whole Building Compliance • • • • • • • • • •• • • • • • ••• •• Design 1 Credits & Penalties (if any): Modified Points: = 78.69 7 &68 Reference 100.00 Project: New Prj Title: Academic Center Type: School (educational) Location: MIAMI SHORES VILLAGE, DADE COUNTY, FL (232600) (WEA File: Miami.tmy) Item Zone Description PrOZo2Rfl PrOZo2 Exterior Roof - Max Uo Limit PrOZo3Rfl PrOZo3 Exterior Roof - Max Uo Limit PrOZo4Rfl PrOZo4 Exterior Roof - Max Uo Limit Meets Other Envelope Requirements Other Envelope Requirements Design Limit Meet Req. 0.05 0.05 0.05 0.09 Yes 0.09 Yes 0.09 Yes EnergyGauge FlaCom FLCCSB v1.21 3 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • Project: New Prj Title: Academic Center Type: School (educational) • • '. ". • • • • Location: M I A M I SHORES VILLAGE, DA$EiCOt FY, I L • • • • • • • • (232600) (WEA File: Miamitmy) Desc Ext Light 1 Design: 1140 (W) Allowance: 6248 (W) • ••• • External Ligbtigg compliance Category • • •• • • • Entrance (w/ Canopy) Light traffic- hospital, office, school etc • •• • • • • • • •• • • • • • • • • • AlLiwanco, Area or ELPA • • *Units)' Length (W) 4.00 1,562.0 6,248 1,140 CLP (W) Project New Prj Title: Academic Center Type: School (educational) Location: MIAMI SHORES VILLAGE, DADE COUNTY, FL (232600) (WEA File: Miami.tmy) Lighting Controls Compliance Area No. of Design Min Compli- Acronym rag ID Description (sq.ft) Tasks CP CP ance PrOZo2Spl 3 Classroom/Lecture Hall 592 1 8 2 A PrOZo3Spl 3 Classroom/Lecture Hall 903 1 8 3 PrOZo4Spl 3 Classroom/Lecture Hall 1,141 1 6 3 PrOZo5Spl 3 Classroom/Lecture Hall 903 1 8 3 2/14/2005 EnergyGauge FlaCom FLCCSB v1.21 4 Project: New Prj • • Title: Academic Center Type: School (educational) • • • ••• •; • • •• • • • • • • • • • Location: MIAMI SHORES VILLAGE, DA�)y C Y,'S+Lt2326�100 : ; • . • • • • • • • • • • • (WEA File: Miamitmy) • • • • • • • • • PrOSyl System Report Compliance •• • • • •• •••• •• • • • • • • • • • 4 ton unit • • • Ibm Air Conditioners w/o Rev Cyc., w/ • • • • • • • Lea wered Sides Component Category Capa- Design Eff Design IPLV Comp - city Eff Criteria IPLV Criteria fiance Cooling System Heating System Air Handling System - Supply Room A/c > 20000 Btu/h Cooling Electric Furnace Air Handler (Supply) - Constant Volume 48000 12.10 820 PASSES 48000 1.00 1.00 PASSES 1600 0.80 0.80 PASSES PrOSy2 3 ton unit Room Air Conditioners w/o Rev Cyc., w/ Louvered Sides Component Category Capa- Design Eff Design IPLV Comp - city Eff Criteria IPLV Criteria liance Cooling System Heating System Air Handling System - Supply Room A/c > 20000 Btu/h Cooling Electric Furnace Air Handler (Supply) - Constant Volume 36000 12.00 820 PASSES 36000 1.00 1.00 PASSES 1200 0.80 0.80 PASSES PrOSy3 5 ton unit Room Air Conditioners w/o Rev Cyc., w/ Louvered Sides Component Category Capa- Design Eff Design IPLV Comp - city Eff Criteria IPLV Criteria fiance Cooling System Heating System Air Handling System - Supply Room A/c > 20000 Btu/h Cooling Electric Furnace Air Handler (Supply) - Constant Volume 60000 12.00 820 PASSES 60000 1.00 1.00 PASSES 2000 0.80 0.80 PASSES • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • . • 2/14/2005 EnergyGauge FlaCom FLCCSB vl.21 5 Description 2/14/2005 • • ••• • • • ••• •• •• • • • •• •• • • • • • • ••• • • • • • • • • • • VIVO Pj ►i• gomr,lla oe • • • • • • • • • • • •• • • • •• Installed Design • • 1Vlin • i • design ' . • No Size Eff Eff IPLV IPLV Category •• • • • •• ••• •• • • • •• • • • •• • • • • • • • Comp Rance Project: New Prj Title: Academic Center Type: School (educational) Location: MIAMI SHORES VILLAGE, DADE COUNTY, FL (232600) (WEA File: Miamitmy) Desc Water Heater Compliance Type Category Design Min Design Max Comp Eff Eff Loss Loss fiance Water Heater 1 Storage Water Heater - > 12 [kW] 0.88 1.50 1.90 ' ASSES Electric Project: New Prj Title: Academic Center Type: School (educational) Location: MIAMI SHORES VILLAGE Category Piping System Compliance Pipe Dia Is Operat Ins Ins Req Ins Comp [inches] Runout Temp [F] Cond Thick [in] Thick [in] liana Btu -in/h Domestic and Service Hot Water Systems 0.75 False 105.00 028 1.50 1.33 PASSES EnergyGauge FlaCom FLCCSB vl.21 6 • Project: New Prj Title: Academic Center Type: School (educational) Location: MIAMI SHORES VILLAGE Category Infiltration System Ventilation ADS T &B Electrical Motors Lighting O &M Roof/Ceil 2/14/2005 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• . • • • • • • • • • • • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • Other Req Com Requitsn ( j / iii ii ubo if not applicable) 406.1 Infiltration Criteria havebeen me't 407.1 HVAC Load sizing has been performed 409.1 Ventilation criteria have been met 410.1 Duct sizing and Design have been performed 410.1 Testing and Balancing will be performed 413.1 Metering criteria have been met 414.1 Motor efficiency criteria have been met 415.1 Lighting criteria have been met 102.1 Operation/maintenance manual will be provided to owner 404.1 R-19 for Roof Deck with supply plenums beneath it Section EnergyGauge FlaCom FLCCSB v1.21 Check X X X 7 Stobs Bros. Construction Co. 580 NE 92nd Street Miami Shores, Florida 33138 PROJECT: Miami Ctry Day - Academic Center TO: Max Wolfe Sturman Arch., Inc. 2997 Day Avenue Coconut Grove, Fl 33133 ATTN: Larry Dahlberg STTBM1TTED FOR. ❑ Approval WE ARE SENDING: ❑ Shop Drawings fiff Letter ❑ Prints ❑ Your Use ❑ As Requested ❑ Change Order ❑ Plans ❑ Samples ❑ Speoificatioire ❑ Other: ❑ Review and Comment ❑ Separate Cover Via: ACTION TAKEN: '' ❑ Approved as Submitted ❑ Approved as Noted ❑ Returned After Loan ❑ Resubmit ❑ Submit ❑ Returned ❑ Returned for Caarections Attached ❑ Due Date: ITE TPACKAi LTR Maurice Phone: 305- 751 -1692 Fax: 305 757 -6564 1TEM 01 DATE: 4/7/2005 REF: Fire Dept. Commnents VIA FACSIMILE 305 -446 -1118 DPIES DA TE ' `DESCRIPTION= 1 4/5/2005 Fire REview Disapproval Comments TRANSMITTAL No. 00059 S TAM Remarks: As per our telephone conversation, here are the comments from the Fire Department Reviewer, Mr. Borrego. He does not apprear to make mention of the refuge issue. However, he quesitons a lot about the open stairs, construction, width, remoteness, etc. My suggestion is that you go to see him with the code(s) NFPA and FBC, and find out what he means or wants you to do to satisfy the comments. CC:FILE/ 1 PENA Signed: Maurice E. Farinas MIAM COUNTY FIRE ENGINEERING & WATER SUPPLY BUREAU 5 11805 SW 26 STREET, SUITE 150, MIAMI, FL. TELEPHONE (786) 315 -2771 EMAIL: www.miamidade.gov /mdfr FIRE REVIEW DISAPPROVAL COMMENTS DATE: 4-05-05 REVIEW BY: H. BORREGO FD TRACKING NUMBER: 03933 NAME OF PROJECT: ACADEMIC CENTER ADDRESS; 601 NW 107 ST 1. ALL CODE REFERENCES MENTIONED IN MESE COMMENTS ARE FROM F'I.+?C/NFPA FLORIDA FIRE PREVENTION CODE 2004 ED.AND NATIONAL FIRE PROTECTION ASSOCIATION LIFE SAFETY CODE. UNLESS OTHERWISE NOTED. 2. INDICATE IF BLDG HAS A FIRE ALARM OR ' ESE FR SYSTEM. AND SHOW ANY REQUIRED CHANGES. 3. PROVIDE NEW SHEETS INCLUDING ALL CHANGES. 4. RETURN VOIDED SHEETS FOR COMPARISON. 5. COORDINATE THE WORK THROUGHOUT THE WHOLE SET 6. PROVIDE ALL INFO. ON FLANS 7. INDICATE ON PLANS THE AGES ABD GRADES ON THE STUDENT AT THE SECOND FLOOR SEE SEC. 14.2.1.2 ETC 8. EXIT ACCESS CORR, MIN WIDTH SEE SEC. 14.23.2 AND 14.2.5.8 9. JAN CLOSET SEE SEC, 14.3.2.1(D) AND 14.3.2.1(4) 10. WINDOWS FOR RESCUE SE SEC.14.2.11.1 11. PROTECTION OF OUTSIDE STAIRS, SEE SEC. 71.2.6.3 12. INDICATE DISCHARGE FROM EXISTS SEE SEC. 7.7 13. STORAGE ROOM PROTECTION SEE SEC.14.3.2.1 14. SHT A -12 STAIR FLIGHTS CAN NOT BE REDUCED IN THE PATH OF TRAVEL, SEE SEC 7.2.2.3.2.2 LANDING LENGTH SEE SEC.7.2.2.12.3 AND 7.2.2.3.2.4 15. STAIRS SEE SEC. 7.2.2.4.5.3 AREA BETWEEN THE TREAD/RISER AND LOWER RAILS. 16. EXIT CORR /BALCONIES SEE SEC/ 14.2.5.8 17. JAN CLOSET DOOR NO 6 BLOCKS MEANS OF EGRESS ROM GIRLS TOILET ROOM 18. INDICATE FIRE CLASS FOR ALL FINISHES USED. 19. SEC. DROP OFF FOR REWORK. sin a.9�F/ 3aS-0 • Intellectual • 3 0 Q Whole - Child • U) 0 >, 0 • Spiritual • March 28, 2005 MIAMI COUNTRY DAY SCHOOL Educating the Whole Child • Founded in 1938 • College Preparatory • JK -12 601 Northeast 107th Street • Miami, Florida 33161 • (305) 759 -2843 • Fax 305 -759 -4871 • www.miamicountryday.org Miami -Dade Water and Sewer Department 3575 S. Le]eune Road Miami, FL 33233 -0316 Attn: New Business RE: Miami Country Day School Additions to the Academic Center 601 NE 107 Street Miami Shores, FL 33138 To Whom It May Concern, The proposed addition to the existing Academic Center will house 5 staff members and 50 students for a total occupant Toad of 55 persons. This occupancy has also been shown in the proposed permit plans, as required by the Miami Dade County Building Department and the FBC. If you have any further questions, please do not hesitate to call me. Regards, hn Davies, Ed.D. ad of School NOTARY PUBLIC-STATE E O F FLORIDA Commission # DD400807 Expires, FEB. 28, 2009 Bonded Thu Atlantic Bonding Co., Inc. kAC� KADERABEK COMPANY Thomas J. Kaderabek, P.E. Barry R. Goldstein, P.E. September 28, 2004 Mr. Max Wolfe Sturman Max Wolfe Sturman Architects, Inc. 2997 Day Avenue Coconut Grove, Florida 33133 Re: Report of Subsurface Exploration & Geotechnical Engineering Miami Country Day School Addition 601 N.E. 107 Street, Miami Shores Miami -Dade County, Florida KACO Project No. 04219 Dear Mr. Sturman: • • . • •. • • • • •• •• • • • • • • •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • Geotechnical Engineering • Foundation Engineering • Construction I$ate!ials'Tettine • Sci Ber* s /Monitor Wells 9565 NW 40th Street Rd. Miami, Florida 33tZ8 ' .: • • • • • • • • • • • • • • • • ••• • • • • • • • • Phone: 305/666 -3563 6 -3069 ,t3. - BPZocE -2 Kaderabek Company (KACO) submits this Report in fulfillment of the Scope of Services described in our Proposal No. 03 -254, dated September 3, 2003. This Report describes our understanding of the project, presents our evaluation, and provides foundation design and construction recommendations. EXECUTIVE SUMMARY The subsurface conditions at this site were explored using two soil test borings and one borehole drainage test. A limestone formation was encountered at a depth ranging between 3 feet and 4% feet below existing grade; a layer of sand intermixed with limestone fragments (fill) was encountered above the limestone formation. The Limestone is the near - surface rock formation upon which many structures in Miami -Dade County are supported. The engineering evaluation performed for this project indicates shallow foundations transferring new building loads to the limestone formation will result in total settlements of about 1/2 inch for a 2 -level concrete and masonry building. Shallow foundations should be constructed to bear on or within the naturally occurring limestone formation. Shallow foundations can utilize an allowable bearing pressure of 3 ksf with a factor of safety against bearing capacity failure of about 3. Ground floor slabs shall be constructed as slab -on- grade. Site preparation and fill placement recommendations are included in this Report. PROJECT INFORMATION Verbal information about this project was received from Mr. Don Hodgetts. In order to aid us in the preparation of this Report, we received a sketch of the proposed addition prepared by Max Wolfe Architects, Inc. Mr. Max Wolfe Sturman • •••S ®t®mber•28 2004 Max Wolfe Sturman Architects, Inc. : • : : Pl9e: : : • • • • • • • ••• It is our understanding the Miami Country Day School, located at 601 NE 107 Ave in Miami Shores, FL., will be constructing an addition to their exlsting•AcaggmieCente; facility. The addition will be located on the south side of the existing Acldbm1c Ceriter facilit'. :Tftl overall project site vicinity is located as shown in the appended braWg N4r•1 ••• The addition will be a two -story concrete and masonry strugivrq vgitirplon of about 45 feet by 75 feet. We estimate that a structure of this typevtilliPave tnain3um Column Toads on the order of 25 kips to 40 kips per column and 4 klf to 5 Itlf fa( waits. •The gTotmd floor slab is expected to have live Toads of less than 200 psf. Below grade excavations are not anticipated except as they may be required for foundation construction and utility installation. No survey data was provided to our office, but we estimate the elevation for the overall project site to be on the order of +9 feet NGVD. PURPOSE The purpose of our services on this project was to obtain information on the general subsurface conditions at the proposed project site. The subsurface materials encountered were then evaluated with respect to available project characteristics. In this regard, we can provide our geotechnical engineering evaluations and foundation recommendations. FIELD TESTS The subsurface conditions were explored using two soil test borings and one drainage test. The test locations were approximated by an Engineer from our office using a survey wheel and measuring from existing features shown on the furnished Site Survey. The approximate test locations are shown in the appended Drawing No. 2. Two soil test borings were performed for this study. The borings were performed to depths of 25 feet and 30 feet below grade. The standard penetration test was used as the investigative tool within the borings. Penetration tests were performed in substantial accordance with ASTM Procedure D -1586, "Penetration Test and Split - Barrel Sampling of Soils." This test procedure drives a 1.4 -inch I.D. split -tube sampler into the soil profile using a 140 -pound hammer falling 30 inches. The number of blows required to drive the sampler the second and third 6 -inch increments is the soil N- value, in blows per foot, and is an indication of soil strength. The soil samples recovered from the soil borings were classified and stratified by a geotechnical engineer. The results of the classification and stratification for each boring are shown in the appended sheets entitled Records of Test Boring. It should be noted that soil conditions may vary between the strata interfaces which are shown. The soil boring data reflects information from a specific test location only. One constant head drainage test was performed to a depth of 15 -feet below grade. The result of the borehole drainage test is presented in the Appendix of this Report on page A -8. The procedure used for the Borehole drainage test, is the procedure suggested by the South Florida Water Management District. The borehole drainage test consists of rotating a 12 -inch diameter auger into the ground to a depth of 15 -feet. PVC casing was used in the borehole KAY KADERABEK COMPANY Mr. Max Wolfe Sturman Max Wolfe Sturman Architects, Inc. �• •: • :• Sept;mber•28, 2004 :•: : F :age;3': : • • • • • • • • • • ••• • • • • ••• during testing to stabilize the borehole. The depth to stabilized groundwater is measured. Water is introduced into the borehole in order to develop a test jrgad, :Thq quantity Qf water placed into the borehole is measured through use of a water mitdr. 'I:ha aLera'c e'd i • • e into the borehole is measured and is used to calculate hydraulic conductivity. ••• •• •• The result of the drainage test performed at this site is as fp11bis: aizydrautiF •" conductivity of 0.0004 cubic feet per second per square foot of arepe ;fgoE cf•I;ed wap calculated for a respective test head of 5.4 feet. •• • • • • • "' •• LOCAL GEOLOGY /SUBSURFACE CONDITIONS Miami -Dade County is located on the southern flank of a stable carbonate platform on which thick deposits of limestones, dolomites and evaporites have accumulated. The upper two hundred feet of the soil profile is composed predominantly of limestone and quartz sand. These sediments were deposited during several glacial and interglacial stages when the ocean was at elevations higher than present. In many portions of Miami -Dade County, surface sand deposits of the Pamlico Formation are encountered. The Pamlico sands have a thickness of 2 to 5 feet and overlie the Miami Limestone. In western Miami -Dade County, portions of the Everglades Region interfinger with the Pamlico sand. The Everglades soil consists of peat and calcareous silt (marl). The Miami Limestone is a soft to moderately hard, white, porous to very porous, sometimes sandy, oolitic calcareous cemented grainstone. The Miami Limestone outcrops in portions of Dade County. The Miami Limestone has a maximum thickness of about 35 feet along the Atlantic Coastal Ridge and thins sharply near the coastline and more gradually in a westerly direction. The Miami Limestone was formed about 130,000 years ago at a time when the sea level was twenty -five feet higher than it is today. This environment facilitated formation of concentrically layered sand sized carbonate grains called oolites. These grains formed by repeated precipitation of calcium carbonate around the nucleus of a sand or shell grain. The Miami Limestone is underlain by the Fort Thompson formation. The Fort Thompson Formation includes sand, sandstone and limestone. The Fort Thompson Formation is wedge shaped, having a thickness of about sixty feet in the Miami area and thinning to a thickness of about ten feet in western Miami -Dade County. The upper reaches of the Fort Thompson Formation contain non - cemented sand having a thickness ranging from five to twenty -five feet. The remainder of the formation consists of coralline limestone, quartz sandstone, sandy limestone and freshwater limestone. The type of material within the formation and the degree of cementation is variable with lateral extent and depth. Within the Miami -Dade County area, the Fort Thompson Formation is underlain by the Tamiami Formation. The Tamiami Formation consists of sands, silts and clays and sometimes fossiliferous limestone. The upper portions of the Tamiami Formation are permeable and make up the lower Biscayne Aquifer. This formation ranges in thickness from zero to three hundred feet in South Florida. a KADERABEK COMPANY Mr. Max Wolfe Sturman • •: •:•S ;8, 2004 Max Wolfe Sturman Architects, Inc. • : P•ge :4• : : The field tests performed for this project disclose subsurface conditions which are consistent with the geology described above. Generally, a limegfignelormgioc•is prgsprlfiwithin 3 feet and 4% feet below existing grade. Based on the SPT "N "iv ne : rdcadeN,:thte:a3eilve consistency of the limestone was observed to be soft. The detailed subsea aceconclitions are presented graphically in the attached Generalized Subsurface Profile and in more detail on the Record of Test Boring. ••• ' • • •• ••• '• • • • • • • • • •• • • • • • ••• •• GROUNDWATER HYDROLOGY Two principal aquifer systems have been defined in Miami -Dade County, the Floridian Aquifer and the Biscayne Aquifer. The depth of the top of the Floridian Aquifer, locally, is approximately 1,000 feet with the base occurring at approximately 3,700 feet. The Biscayne Aquifer varies in thickness and is the primary source of potable water in Miami -Dade County. The maximum aquifer thickness of approximately 200 feet occurs along the Atlantic Coast in northeast Miami -Dade County. Primarily, the aquifer is recharged by local rainfall. Aquifer discharge occurs principally by evapotranspiration, pumping for public water supply, and general unrestricted flow into the ocean. The aquifer, however, is regulated by the South Florida Water Management District through a network of natural rivers and man -made canals to maintain a degree of consistency in the groundwater level. Unusual conditions, such as hurricanes and extended drought periods, may result in uncontrolled large scale fluctuations of the groundwater level. Groundwater measurements were taken at the time of drilling completion. The groundwater was encountered in the borings at depths of 5% feet to 6 feet below the existing ground surface. EVALUATION We have used information from our field tests, our past experience, and correlation's to published literature to estimate engineering properties for the various soil strata encountered on this project. We have subdivided the subsurface profile into a variety of strata for the purpose of our evaluation. Engineering properties are estimated in Table 1. IA KADERABEK COMPANY AVERAGE THCKNESS FEET SPT N -VALVE BLOWS /FOOT MODULUS... • • VALUE, KSF ' • ' •S• ••• •• DESCRIPTION 4 6 300 Sand 14 19 12,000 Limestone 10 13 410 Sand Mr. Max Wolfe Sturman Max Wolfe Sturman Architects, Inc. •• • ; •:•S 2004 ... • 1+:5. • • • • • • • • ••• TABLE I ESTIMATED ENGINEERING PROPE,RTI •. :" . ." • ACADEMIC CENTER ADDITION t • • • • • • • • MIAMI COUNTRY DAY SCHOOL' • "' • • • KACO PROJECT NO. 04219 • • • • • • •• ••• •• A foundation must meet three requirements for successful design and construction: bearing capacity, settlement, and environmental factors. Shallow foundations are initially considered because of their relative economy. If shallow foundations do not meet allowable design requirements for bearing capacity, settlement and environmental factors, then deep foundations (piles) or soil improvement are considered. The bearing capacity of a soil is its ability to support loads without plunging into the soil profile. Bearing capacity failures are analogous to shear failures in structural design and are usually sudden and catastrophic. Shallow foundations are designed so that columns do not plunge into the soil profile. Analytical techniques for soil bearing capacity estimation generally apply to sands, clays and silts. In a cemented deposit or rock formation, bearing capacity is evaluated using techniques such as factor of safety against punching shear failure, factor of safety against beam tension failure, and factor of safety against crushing. Foundation allowable bearing pressures and bearing elevations must be adjusted so as to provide margins of safety against bearing capacity failure. Another requirement of a shallow foundation is the ability of the structure to tolerate the predicted settlement. The following parameters are necessary in order to estimate settlement: footprint bearing pressure, stress reduction factor, thickness of each compressible underlying stratum, modulus of each stratum, and foundation dimensions. The allowable amount of settlement that a structure may tolerate is dependent on several factors including: uniformity of settlement, time rate of settlement, structural dimensions and properties of the structural materials. Generally, total or uniform settlement does not damage a structure but may affect drainage and utility connections. These can generally tolerate movements of several inches for building construction. In contrast, differential settlement affects a structure's frame and is limited by the structural flexibility. Mr. Max Wolfe Sturman • •••Se�nb ®r 28, 2004 .... • . ..pte.... . • • • • • • • • • • ••• • • • • ••• Max Wolfe Sturman Architects, Inc. Many designers are unwilling to accept any settlement and for this reason select a deep foundation system. However, choosing a pile system is not a ggaramt a agtingisettlecn ; many pile systems have undergone significant settlement. A coNnoP1•cfitetia IP er r clb•6) for allowable settlement is to limit differential settlement to 1/300 of the span lerrgt which would be 1.2 inches for a 30 -foot span. Considering the above discussion, it appears prudent to limit structure differential settlement to 1/300 of the span length (about.l•- inh;fgrOQfpc •spats) and to design for a maximum total settlement of 3 inches. This criteria it:corisistini itil the guidelines of Reference 6. •• • • • • • ••• •• The final requirement of a shallow foundation is to resist environmental factors such as soil freezing, soil swelling, hurricane scour, sinkholes or soil freezing. In our professional opinion the environmental factors listed have a low probability of occurring. We have considered the use of shallow foundations for support of 2 -level construction on this project. The engineering evaluation performed for this project indicates shallow foundations transferring building loads to the limestone formation will result in total settlements of 1/2 inch for a 2 -level concrete and masonry building. Shallow foundations should be constructed to bear on or within the natural limestone formation encountered. Shallow foundations can utilize an allowable bearing pressure of 3 ksf with a factor of safety against bearing capacity failure of about 3. Shallow foundations supported as described above will result in total settlements of about 1/2 inch for the most heavily loaded columns, about 40 kips. Differential settlements will be a result of changes in applied Toad and the variations in subsurface conditions. We estimate differential settlement will be about one -half the total settlement and occur over a distance of 30 feet. Since the materials encountered in our study are granular in nature, we expect settlements to occur coincidental with the application of structural dead Toad. In summary, it is our professional opinion that shallow transferring building Toads to the limestone formation can be used to support the 2 -story concrete and masonry structure. Shallow foundations should be constructed to bear on or within naturally occurring limestone formation. RECOMMENDATIONS The recommendations provided below are based on the project information described in this Report, field test data, our evaluation as stated in this Report, and our past experience with foundation engineering in Miami -Dade County Florida. If project information or design concepts change, we should be advised of these changes in writing, and should be provided with an opportunity to review our recommendations as presented in this Report. We provide the following specific recommendations for the proposed Academic Center addition located at the Miami Country Day School, in Miami Shores, Miami -Dade County, Florida. KADERABEK COMPANY Mr. Max Wolfe Sturman :• •: • :•SppterpbAr €3, 2004 Max Wolfe Sturman Architects, Inc. : • : P4e7 • : : • • ••• • • • • ••• 1. Shallow foundations can be used for support of 2 -level construction at this site. Foundations should bear on or within the natural Iimestorojam. hiltrtirom fgatingwidth shall be in accordance with Florida Building Code. Shallow:f*datitnefr4 dor3ss •of strip foundations, isolated foundations beneath columns, clr a mat fotmdation �•A ••• maximum average bearing . pressure of 3 ksf can be utilized. • •• • • • •• ••• •• 2. Due to variations in the i depth to competent limestone, footir L ri • ee lv • on • a p P ��E�S..� i n3Y require adjustment based on actual field conditions. If over'exea'atibn to•eScboed competent limestone is required, concrete can be used to fill the excavation back to design footing bearing elevation. 3. Ground floor slabs may be constructed as slab on grade construction. In order to minimize the potential for slab cracking, the slab should bear with engineered fill. Site preparation for slab on grade construction should consist of removal of the top 2 feet of the existing soils and proof rolling the underlying soil materials. Fill soils placed to raise site grades should be placed in accordance with the recommendations provided in Item 3. Grade slabs should be jointed at columns and walls, and throughout the slab, so as to minimize slab cracking. 4. Excavations for shallow foundations shall be observed by KACO prior to the placement of reinforcing steel and foundation concrete. 5. Fill soils which are placed to raise site grades, and /or support slab on grade construction, should consist of inorganic sand with Tess than 10% passing the number 200 sieve or crushed limestone. Limestone fill should be well graded and have a maximum particle size of 12- inches. Fill soils should be compacted to 95% of modified proctor maximum dry density. Field density tests should be taken on each lift of fill, one test per 2,500 square feet so as to document the quality of fill placement. Care should be exercised during the fill compaction process so as to limit the transmission of vibrations that could cause structural distress to nearby structures. 6. KACO should be provided the opportunity to review foundation plans and specifications so as to ascertain whether the intent of our recommendations have been included in the contract documents. REPORT LIMITATIONS This consulting Report has been prepared for the exclusive use of the current project owners, and other members of the project design team for the specific application to this project. This Report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. In the event changes are made in the nature, design, or locations of the proposed commercial construction, the conclusions and recommendations contained in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing by KACO. Mr. Max Wolfe Sturman Max Wolfe Sturman Architects, Inc. ;• •; S t 14ort8, 2004 •Pe e:8• • • • • • • • • • • ••• • • • • ••• We should be provided the opportunity to review final fourtdatitli spvcifeatior�Srad' .. . .. . . review foundation design drawings, in order to ascertain whether Sur . rgcorrZmenllatikng • we been properly implemented. If we are not afforded the opportunity to'partit1 ate in co'nstr'Gction related aspects of foundation installation as recommended in this Report, then we can accept no responsibility for the foundation performance. • '� • •;� • • • • •• • • • • • ••• •• • REFERENCES 1. "Guidelines for Use in the Soils Investigation and Design of Foundations for Bridge Structures in the State of Florida," by John Schmertmann, Florida State Road Department, September 14, 1967. 2. Webb, D.L., Settlement of Structures on Sandy Sediments in Durban, South Africa, Conference on In -situ Behavior of Soil and Rock, Institute of Civil Engineers, 1969. 3. •Tall Silos on Soft Limestone, by T.J. Kaderabek, Symposium on Engineering Geology and Soil Engineering, Pocatello, Idaho, March 1982. 4. Geotechnical Engineering for 3,200 Acre Development, ASCE, South Florida Section Annual Meeting, 1983, Cape Coral, Florida, prepared by T.J. Kaderabek. 5. Settlements Beneath Preload Test Fill, by Kaderabek and Reynolds, ASCE Volume 105, No. GT6, June 1979. 6. Foundation Engineering and Soil Mechanics by George Sowers, McMillan Publishing Co., New York, New York, 1979. 7. Miami Limestone Foundation Design and Construction, by Kaderabek and Reynolds, Journal of Geotechnical Engineering Division, ASCE, Volume 107, No. GT7, July 1981. 8. Kaderabek, T.J., Geotechnical Design Dade County Administration Building, ASCE South Florida Section Annual Meeting, October 1981. KADERABEK COMPANY Mr. Max Wolfe Sturman •••Septe�nber�8, 2004 .... •. ...... . Max Wolfe Sturman Architects, Inc. : • : : P•,ge9• • • • • • • • • • • ••• • • • • ••• CLOSURE Sincerely, KADERABEK COMPANY Osciel F. Plaza, E.I. Project Engineer Attachments: Drawing No. 1- Vicinity Map (A -1) Drawing No. 2 -Test Location Plan (A -2) Generalized Subsurface Profile (A -3) Key to Symbols (A-4) Notes Related to Profile and Borings (A -5) Record of Test Boring (A -6 to A -7) Results of Borehole Drainage Test (A -8) Distribution: Original & Two Copies to Addressee via U.S. Mail Copy to KACO File H :\DOC \KACO Reports \04219 -Miami Country Day School Addtion -Geo Rpt- 9- 28- 04.doc • ••• • ••• • •• We have enjoyed the opportunity in providing geotechnical:consintir syrui8efi ennis phase of your project and look forward to a continued associatiort with yot.ithrotighout the design development process and during construction activities. If you have questions about information contained in this Report, please contact the undersigned. ••• :6. ••• • • • • ai l Barry R. oidstein, Vice President • • •• • • • • • ••• •• KAC O KADERABEK COMPANY DWG TITLE: Vicinity Map PROD NAME: Miam Country Day School Addition Note: Aerial photography courtesy of Miami -Dade County, 2002. PROJECT LOCATION KACO KADERABEK COMPANY Geoteclulical Engineering Construction Materials Testing Soil Borings/Monitor Wells PROD. NO: 04219 DATE. ' 9/23/04 • . ... • • • ••• .. .. • • • • .. • • • • • • • • Lake '..R And..., gad - Ives Estate. lucerne. «,. ....... -. asa Rverdurs -; Sunny Wes Q Opus 7_.§.9.0,-- b me -ota 441 1 . ° , North Miami Beach . i 6 sea v� _ R222., r I 81i , 0 - FSwni Laces 924 - - 910 1 N 823 L 1 ., E 65th h St'.415 :.r 934 Miami Springs 944 laarna 032 Hialeah 943 994 0k33 n1l otc? p 02042 ( Opa -locks 924 921 Shores El Portal 934 INI 62nd 9 -- 491 933 112 c:. -' r- .9W_20th - a ferGoum 3 934 North Bay e May 414 .0.1 ,4 997 Miami Beach f$ 151st A 909 915 923 rl 601 NE 107th St, Miami, FL 33161 Surfside t7c em DWG NO: 1 • • • • • • • DWN BY: et CKD BY: 0.7) APD BY 10 _ B -1 20 B -2 10 3 3 • I 5 3 _ _ - - 1 Mff \ 5 0 4 1 I w 13 13 . ,1S ,14 0 _ - - I 15 I 12 - ,14 15 • ,10 15 I 10 11 18 93 .g _ _ 10 y B I • 1 -5 11 , 0 , 4 5 8 4 4 - 15 E ([' - -10 • ••••• 5 - • • • 5 - . e - •••• • ••••� • • • ••••I • • • • S 8 • 1 • • •••i • • • •• • • • • - _ - -20 _ - - , 5 8 a F • • S 8 , •••• • 8 • • • 5 •••• • • •i• • • • • • � s • • • •••• • • • • IA: • • •••• • • • •••• • -20 • ••• • •••• • • _ • • •- •• -25 W CD - LL - C - O - CO .2g m - m - -0: - O — -30 17> W -30 T1 CD :* -35 40 -35 -40 -45 50 -45 -50 - - Strata symbols -55 j 11►.., SAND LIMESTONE -55 _ - -80 -85 45 Note: Refer to the appended Record of Test Boring log(s) for a complete description of the stratum(s) shown above. K A C O KADERABEK COMPANY DWG TITLE: Generalized Subsurface Profile DWN BY: 0.5) PROD NAME: Miami Country Day School Additions CKD BY: .5. .s Geotechnical Engineering Construction Materials Testing Soil Borings/Monitor Wells PROJ. NO: 04219 DATE: 9/28/04 DWG NO: 3 APD BY Legend B-, Soil Boring Location DRN A - Drainage Test Location w N w w z Notes: 1. Test locations are shown as approximate. 2. Test location symbols are not to scale. 3. Scale shown as noted. 4. Sketch provided by Max Wolfe Sturman Architects, Inc. • • . • • • ... . . • • • .. . . • • • • • • • • • • • • • • . .. • • • • KACO KADERABEK COMPANY Geotcchnical Engineering Construction Materials Testing Soil BonngsIMnttor Wells DWG TITLE: PROJ NAME: PROJ. NO: 04219 Test Location Map M'ami Country Day School Additions DATE: 9/23/04 DWG NO: 2 Not Tr) Scale DWN BY: CKD BY: 0.V., APD BY Symbol Description Strata symbols SAND LIMESTONE Misc. Symbols Soil Samplers Notes: Groundwater level measured at boring completion. The date checked is indicated. Boring termination. Standard penetration test. 140 lb. hammer dropped 30" KEY TO SYMBQL' $ • . • •• • • • • • • • • . . •••• • • • .. • • • ▪ • • • • • • • • • .. ▪ . ... • ... • • • . • • . . . . • • • • • • • • • . . • • • • • . . . . . Exploratory borings were drilled on the dates shown using the techniques indicated on the borings logs. . The soil and rock samples were recovered using procedures outlined in ASTM D -1586. . Boring locations were positioned by measuring from existing site features as shown on furnished documents. . The boring logs are part of a Geotechnical Report and are subject to the limitations, conclusions, and recommendations in that Report. . Soil conditions may vary between borings and strata interfaces shown on the logs. A -4 SPT Blows/ Foot Sands /Gravels Relative Density SPT Blows/ Foot Silt/Clay Relative Consistency SPT Blows/ Foot Limestone Relative Consistency 0-4 Very loose 0 -2 Very Soft 0 -20 Very Soft 5 -10 Loose 3-4 Soft 21 -30 Soft 11 -30 Medium Dense 5-8 Firm 31-45 Medium Hard 31 -50 Dense 9 -15 Stiff 46 -60 Moderately Hard Over 50 Very Dense 16 -30 Very Stiff 61 -50/2" Hard Over 30 Hard Over 50/2" Very Hard NOTES RELATED TO RECORDS OF TE4UpFFIN3 GENERALIZED SUBSURFACE.PROFIGE :' .': KADERABEK COMPANY, M144111, FLORD*: :.:. 1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are co&nmbh: coneiilt Wort tat a discussion. • • • • • •• • • • •• • • • • • • 2. The boring location was identified in the field by offsetting from exestingceference masks send using a cloth tape and survey wheel. •• • • • •• ••• •• 3. The borehole was backfilled to site grade following boring corrtgetipp :aDd :p4tcreV.wifruasphalt cold patch mix • • • • • •• • • • when pavement was encountered. 10. Grain size descriptions are as follows: NAME Boulder Cobbles Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand Fines 11. Definitions related PROPORTION About 10% About 25% About 50% SIZE LIMITS 12 inches or more 3 to 12 inches 3/4 to 3 inches No. 4 sieve to 3/4 inch No. 10 to No. 4 sieve No. 40 to No. 10 sieve No. 200 to No. 40 sieve Smaller than No. 200 sieve A -5 • • • • • • ••• • 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the report text. 6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test (SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140 -pound hammer falling 30 inches. 7. The N -value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6 -inch increments. 8. The soil /rock strata interfaces shown on the Record of Test Boring are approximate and may vary from those shown. The soil /rock conditions shown on the Record of Test Boring refer to conditions at the specific location tested; soil /rock conditions may vary between test locations. 9. Relative density for sands /gravels and consistency for silts /clays and limestone are described as follows: to adjectives used in soil /rock descriptions: ADJECTIVE APPROXIMATE ROOT DIAMETER with a trace Less than 1/32" with some 1/32" to 1/4" and 1/4" to 1" Greater than 1" ADJECTIVE Fine roots Small roots Medium roots Large roots KADERABEK COMPANY kJC0 KADERABEK COMPANY PROJECT/LOCATION: Miami Country Day School • • • • •: •: : • •BORJN,G Jam: B -1 PROJECT NO: 04219 START: 09/20/04 FINICg: d'9126/04: •. •ATkI;111 Sunny, hot BORING LOCATION: Refer to Test Location Plan "' • DRILLER:' J.J/H.A DRILL: Mobile B -80 DRILL CONTRACTOR: Kaderabek Company ELEVATION (EST.):+ 7 feet, NGVD GROUNDWATER: 5.4 feet (deptY • • • VArT 6II CKED: 09/20/04 'L•Ut) LOSS: N/A BORING METHOD: Rotary drill w /wash, mud, & casing MAJOR SOIL COMPONENT ELEV./ DEPTH 5 0 -5 -10 -15 -20 0 5 10 15 20 25 SOIL SYMBOLS AND FIELD TEST DATA r T V1 1 09/20/04 3 3 3 5 2 4 4 4 13 15 14 15 14 15 15 16 11 6 5 6 4 5 7 6 5 5 6 6 5 5 5 6 SAND LIMESTONE SAND • • ••• • • • ••• RECORD q 01 1 S1 • ........ .• • • • • • ••• •• OTHER COMPONENTS Loose, brown, tan Very soft, light, tan Soft, Tight, tan Soft, Tight, tan Very soft, Tight, tan Medium dense, Tight, tan, with trace of sandstone Medium dense, gray, fine Medium dense, gray, fine STANDARD PENETRATION TEST DEPTH 3'-4 6' -7' 8' -9' 13' -14' 18' -19' 23' -24' 28' -29' 6 8 29 30 11 12 11 10 • CURVE 10 30 50 • -25 30 35 Refer to Notes and Legend on separate sheet for additional information. This Record of Test Boring is part of the project Geotechnical Report. It should not be assumed that changes in the "N- Value" are a linear function Soil and rock samples recovered using, a ASTM D -1586 test vroceedures. A -6 • ••• kAC� KADERABEK COMPANY PROJECT/LOCATION: Miami Country Day School PROJECT NO: 04219 START: 09/20/04 BORING LOCATION: Refer to Test Location Plan DRILLER: J.J/H.A DRILL: Mobile B -80 DRILL CONTRACTOR: K lertb ik pujblpuy; • • •." - ELEVATION (EST.):+ 7 feet, NGVD GROUNDWATER: 5.7 feet {1f): : : btT?CHE KED: 09/20/04 BORING METHOD: Rotary drill w /wash, mud, & casing • • ' FLUm'L §S: 12 feet (100 %) ELEV./ DEPTH 5 0 -5 —10 —15 —20 —25 0 5 10 15 20 25 30 35 SOIL SYMBOLS AND FIELD TEST DATA 09/20/04 T T 54 5 3 • : — 1 • • 1 1 r 13 14 10 12 Fl 10 10 11 13 / ' — q 4 5 10 9 MAJOR SOIL COMPONENT SAND LIMESTONE SAND Refer to Notes and Legend on separate sheet for additional information. This Record of Test Boring is part of the project Geotechnical Report. It should not be assumed that changes in the "N- Value" are a linear function. Soil and rock samples recovered using a ASTM D -1586 test proceedures. • ••• • • •• •• • • ki •• •• • • • RECORD OF ••" ING • ••• • •• • ••• •• • • • • • B01$4No: B-2 • FIN151I:'1)9 /20 /114• • • • WEA 'f Sunny, hot OTHER COMPONENTS STANDARD PENETRATION TEST DEPTH Loose, brown, tan Very loose, fine, tan Soft, Tight, tan Soft, Tight, tan Very soft, Tight, tan Medium dense, Tight, tan Medium dense, Tight, gray 8' -7' 8' -9' 13' -14' 18' -19' 23' -24' N 9 3 24 21 8 18 12 A -7 CURVE 10 30 50 1 PROJECT NAME: Miami County Day School •• . • • •• ••• ••• LOCATION: Refer to Test Location Plan •• • • • •• TEST NO.: DRN -1 TEST DATE: 9/20/2004 •• • . . . • •.• •• • TEST PERFORMED BY: J. Johnson and H.Abreu APPROXIMATE GROUND SURFACE ELEVATION, FEET, NGVD: N/A DEPTH TO STABILIZED GROUNDWATER, FEET: 5.4 DEPTH TO WATER SURFACE DURING TEST, FEET: Surface grade HEAD, TEST HEAD, TEST HYDRAULIC HEAD, (H), FEET: 5.4 DEPTH OF OPEN HOLE AFTER DRILLING, FEET: 15.0 PERFORATED CASING LENGTH, FEET: N/A PERFORATED CASING DIAMETER, OR HOLE DIAMETER, (D), FEET: 0.50 LENGTH OF BOREHOLE BELOW STABILIZED GROUNDWATER, (S), FEET: 9.6 TIME TO STABILIZE TEST HEAD, MINUTES: 1.0 AVERAGE FLOW RATE AT CONSTANT HEAD, (Q), CFS: 0.0401 HYDRAULIC CONDUCTIVITY, (K) CFS /SQ,FT. -FOOT HEAD: 0.0004 FORMULA USED: SFWMD SFWMD USUAL OPEN _ 4Q HOLE FORMULA K 3.14(D)[2(H)(H) +4(H)(S) +(H)(D)] TIME, WATER METER WATER METER FLOW RATE (Q) MINUTES READING, BEGIN READING, END GALLONS /MINUTE 1 20 38 18 2 38 56 18 3 56 74 18 4 74 92 18 5 92 110 18 6 110 128 18 7 118 136 18 8 136 154 18 9 154 172 18 10 172 190 18 Average (Q) = 18 GPM x 0.00223 = 0.040 CFS DEPTH BELOW GROUND SURFACE, FEET 0 to 3 3 to 15 RESULTS OF CONSTANT HEAD FIELD BOREI IOWDRAINA4E TEST •• KADERABEK COMPANY, MIAMI, FLORIDA: :. • �• KACO PROJECT NO. 042 •• •;. '.' 6 . 6 ••• SOIUROCK DESCRIPTION Tan SAND Tan LIMESTONE with some sand A -8 • •.. •• .• • • • •• •. • • • • • • • • • • • • • • •.• • • • • • • • • • • • • • • ••..• • • • ••• KW0 KADERABEK COMPANY ' U Pfir PROCESS No: X20P5162790 KARYN RIVERA 601 ME 107 ST WAN) SHORES, FL REVIEN FEE FEE TYPE COVE VESCRib FIRE F053 FIRE FEE 512712005 10:54 09162 MIAMI-DA E COUNTY MISCELL1NE003 RECEIPT 100505270039 NINZ455X CENTRAL 104,00' 05/27/2005_ FEE APIOUSIT iO4.00 104.00 ° age: 1 Document Name: untitled UMISCAPL BUILDING DEPARTMENT 05/24/2005 ADD MISCELLANEOUS APPLICATION 14:00:41 APPLICATION DATE 05/24/2005 OTHER DEPT. APPLICATION # OR BLDG DEPT. PERMIT CONTACT NAME KARYN RIVERA ADDRESS 601 NE 107 ST CITY MIAMI SHORES SALES FEE UNIT TYPE CODE UNITS DESC FIRE F053 10400 EACH FIRE FEE STATE FL ZIP FEE DESCRIPTION PF1 = UPDATE NEXT SCREEN NEXT KEY 'IISC APPLICATION ACCEPTED...ENTER NEXT KEY TO CONTINUE Date: 5/24/2005 Time: 2:03:22 PM BNZM1142 PAGE 1 BORREGO PROCESS NO. X2005162790 # /ADDRESS: 05342 -00024 6371 SUB TOTAL $104.00 PHONE 3052062941 COUNTY AGENCY USER PAID ID FEE IND BORREGO 104.00 PF9 = MOD MISC APL MIAMI -DADE COUNTY FIRE RESCUE REQUEST FOR MUNICIPALITY PLANS REVIEW Fire Dept. Plan Tracking # (FOR OFFICE USE.) CO33 1 I Previous Track # (FOR REWORK OR REVISION.) 01 q sti Fire Dept. Application # fi it T ' e (CHECK ONE.) uilding Permit 0 Fire Alarm Permit ❑ Sprinkler System Permit ❑ Fire Suppression/System Type: ❑ Water Main Ext./Fire Hydrant Permit 0 Other Permit Permit Information (CHECK ONE.) 0 $`t d -alone Permit 0 S idiary Permit aster Permit SCOPE OF WORK: Revie St tus (CHECK ALL THAT APPLY.) 0 v Permit Application ework of a plan still in process 0 Revision to an existing permit 0 Expired Permit or Renewal 0 Restamp 0 Not Applicable for Fire Review ❑ Other Ewa_ -Li _' s ..6-e.1.02.4.4.9 .I i PLEASE PRINT ALL INFORMATION CLEARLY Project Name: Job Address: et, i Municipality of:7 ��w�� State: ! p. Contact Person: i,�i'��tt Company Name: 5--vC C,;fir- -�--.� Phones: #1 (3O ) (L®C, ).._q I #2 ( ) Permit Relationship: (i.e. Owner, Arch., Eng., Expeditor, Contractor, etc.) Cost of Contract: $ 9,`C , coo Square Footage: .2 / 91 Number of Heads/Devices: Number of Units: Number of Stories: NOTE: Our department will make every effort to have Fast Track review within 3-5 business days and Drop Off review within 9 business days. 0 I have read the above NOTE and I am requesting a Special Request Plans Review to be scheduled as soon as possible at the rate of $190 for the first hour and $65 pr each additional hour in addition to the review fees. Minimum charge one -hour. Signature: Print Name: Approved For Office Use Only i2 S\1 Date: 5 / 3 / o� Registered by: Drop Off Review: LAS Fastrack Review: N /A: Disapproved N/A Fee $ For plan review information call: Miami -Dade County Fire Engineering (786) 315 -2771 For inspections call: Miami -Dade County Fire Prevention (786) 331 -4798 r 1 TREE COMMENT : ▪ • .. . DATE: � PROCESS NUMBER: 2.-On — 2 O : F 1::� �i °' Ti • • PROJECT LOCATION: t 953 NE Co fr +'U, rt&s• • • • • • YOUR PLANS HAVE BEEN: DISAPPROVED APPROVED REVIEWER: I= It is the law in Dade County that you must first obtain a permit in order 2S X —23 0 to remove certain trees. To damage a protected tree in a way that c ause it's effective destruction is also against the law. Our aerial photographs show trees on your property. TO APPLY FOR A TREE REMOVAL PERMIT: 1) Fill out the attached tree removal permit application. 2) Pay the permit application fee. (Send a check or come in and pay by chec of credit card.) 3) Show all trees on site plan, and mark trees to be removed. If you have a lot of trees you may need to give us a tree survey. 4) Sometimes we don't have to inspect your tree. Take good pictures. Show the diameter of the tree at chest height; show the tree from up close and far away; show things in the background (like street signs, a house number, a building, etc). You may e-mail the pictures to our office. If they are not good enough, the downtown office may have to do an inspection. IF YOU DO NOT NEED TO REMOVE TREES: 1) Show all existing trees on the site plan. You need to show distance from certain trees to construction. 2) The owner or architect must write this on the site plan: "All existing, protected trees will remain and be protected during construction ", and sign and date it. 3) We may need to see pictures of the site or the downtown office may have to do an inspection to be sure that no trees will be damaged by the construction. CO r9 ► o noes- 01/4,1).3 a.88 (es) Frvvt . • • • •• • • • • •• •• •• • • • •. .• • • • • • • • • • • • • • • s . • ••••• ••- • • • For specimen sized trees or large tree projects: Downtown Forest Resources office: 33 SW 2 Ave, Suite 400, Miami, FL 33175 phone: (305) 372 -6574 or 372 -6585 fax: (305) 372 -6479 • 11 • • ••• • • • • • • •. • • • • • ' Table of Contents General Information 1 Special Permits and Requirements 2 - Tree Removal in Association with Building Permits - Tree Removal in Association with Road Construction - Tree Removal Within Natural Forest Communities - Tree Replacement Requirements Exemptions 3 The Benefits of Trees 3 Prohibited Plant Species 4 Tree Removal Permit Fees 5 Tree Removal Permit Application Form 6 Miami -Dade County Department of Environmental Resources Management 33 SW 2 Avenue, Suite 400, Miami, Florida 33130 -1540 (305) 372 -6585 i(3L5) i - 5 LI On the web at: www.co.miami- dade.fLus /deem Miami -Dade County's ..... Tree R � �� .,. • Permit Application''' Package • • ••• • • • •• •. ••.: • •• • L • •'. - • • • ..• • •S • • • • • • •• • • ••• • • • to • This booklet is provided as a public service by the Miami -Dade County Department of Environmental Resources Management (DERM). Miami -Dade County provides equal access and equal opportunity in employment and services and does not discriminate on the basis of handicap. required? •.. • • .• • • • • ••• • • • ••• • •• • • • • •• •• • • • • • ••• •.:• • • • ••• • General Information - • Section 24-60 of theanii -Dade County Code mandates the protection of Dade County's tree and forest resources. The follpaing ipforma ion.thoultLaststyou in understanding Miami -Dade County tree and forest protection requirenssnts'.PleasB timpto: riad this information carefully before filling out the attached application. Where ennci wbetn;are trey ramoval permits • • Tree remover ptMrith are requ red hot, the cutting down, bulldozing, removal or relocation of any tree in Miami - Dade County, except for certain exemptions listed on Page 3. Permits are also required for any work in any designated Natural Forest Community (i.e. pinelands, hammocks). DERM may require the property owner to modify, a site plan to preserve tree and forest resources. Note: A tree is defined as any woody or fibrous perennial plant having a minimum trunk dbh* of three inches or greater or with an Over All Height (OAH) of twelve or more feet. • What about the trimming of trees? Tree removal permits are not required for the selective pruning of trees, provided the pruning is done according to the most recent American National Standards (ANSI) A- 300 Standard Practices for Tree Care Operations. However, excessive pruning (i.e. hatracking, topping, etc.) which results in the effective destruction of a tree constitutes a violation of Section 24-60 of the Environmental Code of Miami -Dade County. Any other activity that can effectively destroy a tree, such as trunk girdling, excessive root cutting, or use of tree - killing chemicals, also violates Miami -Dade County Code. Who administers the Miami -Dade County tree and forest protection program? Miami -Dade County Department of Environmental Resources Management (DERM), Forest Resources Section. Who must apply for a tree removal permit? The owner of the property upon which the tree removal work will occur must sign the tree removal permit. The owner may designate an agent to sign the permit by submitting a letter of authorization to DERM. What types of tree and forest resources does the ordinance protect? There are three categories of protected tree resources in Miami -Dade County: "Regular-size" trees (less than 18" dbh), "specimen- size" trees (18" or greater dbh), and Natural Forest Communities which includes grasses, shrubs, and trees. Will 1 be required to replant trees for the ones that I remove? All "regular- sized" trees you remove -- except for the exempt or prohibited species -- must be replaced with an equal amount (100 %) of tree canopy. "Specimen- sized" trees require double canopy replacement. This is accomplished by planting trees from the categories below: Replacement Canopy Type Shade Tree 1 Shade Tree 2 Palm 1 Palm 2 Small Tree *OAH = Over All Height Canopy Credit Formulas Min. Size Canopy At Planting Credit (Sq ft) 12' OAH* 8' OAH 10' OAH 3' OAH 6' OAH 500 300 300 100 200 What about stands of natural forest such as hardwood hammocks or pinelands? If a site has been designated as a Natural Forest Community or if you think a site may be a Natural Forest Community, please contact the DERM Forest Resources Program at (305) 372 -6585 for information. What fees do I have to pay for a tree removal permit? A non - refundable application fee (based on zoning) and initial inspection fee is reuuired upon permit application submission. Additional fees may be charged at the time of permit issuance. See the fee schedule on Page 5. What happens if 1 do not comply with the conditions and requirements of my tree removal permit or remove a tree or forest without a permit? You will be issued a "Notice of Violation" and ordered to stop all land clearing and construction until you have complied with Section 24-60. Furthermore, you may be required to pay penalties for l each violation and replace tree canopy. How long will my tree removal permit be lid? va One year, but can be renewed by contacting DERM. * DBH LDiameter at Breast height): Trunk diameter measured at 41/2 feet above ground. S • ecial Permits and Re Tree removal permit applications involving a building permit must include the following items: 1. A completed tree removal application form along with non - refundable application and initial inspection fees. 2. Two copies of a site plan. This site plan must show all proposed site improvements, including driveway, septic tank, pool, tennis court, utility lines, sewer lines, setbacks and any accessory buildings. 3. At the discretion of DERM, a tree survey may be required. Please see DERM Tree Survey Guidelines and Specifications for further information. Please be advised that DERM may require the property and area of proposed construction staked prior to inspection. 4. All permits require the full replacement of tree canopy. DERM approval of a tree replacement or landscaping plan may be required prior to the issuance of this tree removal permit. Please read the tree replacement requirement section for details. Tree removal permit applications involving new road construction or any improvement in road right -of -ways must include the following items: 1. A completed tree removal application form along with non - refundable application and initial inspection fees. 2. Two copies of the paving and drainage plan with the locations of all trees to be affected. Please be advised that the center line and/or limits of construction must be staked prior to inspection And subsequent permit issuance. 3. All permits require the full replacement of tree canopy. DERM approval of a tree replacement plan or landscaping plan may be required prior to issuance of this tree removal permit. www.co.miami- dade.fl.us /dean Page 2 • .•• • • . .•• •• • •••••• • • • • • • • Tree removal applicatibns for work in a Note: PINE AMID HIAL +IMCINCK FEMME uirementt Natural Forest Community must • Include the following items: ; ; •• • •: :. • .... 1. A completed tree removal aliplicationform. Upon receipt of an application to do work within a Natural Forest M Community (NFC), DER.bi 1 • 4 �ist�' yvitl thg site to verify that it meets the dagnIiou of ;N • • • • . . . . . • .. • . . • • • ••• •• 2. Two copies of a site plan. This site plan must show the proposed site improvements, setbacks, including driveway, septic tank, pool, tennis court, utility lines, sewer lines, and any accessory buildings. 3. Prior to the issuance of a permit to remove all or portion of a NFC for site development, a restrictive covenant may be executed to provide for the preservation and management of the remaining forest community. Blank shell forms of the covenant document form are available from DERM upon request. Contact a biologist at (305) 372 -6585 to expedite this process or for information about these requirements. Tree Replacement Requirements: 1. Tree canopy replacement will be required as a condition of every tree removal permit. Replacement Tree Plan forms are available upon request and may be used when the canopy impacted is less than 10,000 square feet. (See Canopy Credit Formulas on page 1). 2. When replacement tree canopy exceeds 10,000 square feet, a landscape plan must be submitted and approved by DERM prior to permit issuance. A performance bond is required for the cost of the canopy replacement. The bond must be submitted prior to permit issuance. The Department accepts letters of credit and certificates of deposits for the bond. Updated 10/3/2002 A tree permit is not required for the following activities: •• • • • • . .• • •.• • a!I 1. Remo of tees 'Itin the yard. area ®f an existing singlefamily r'esideflgj arnided te'trees are not within a natural forest community, and are not specimen trees (18" or great .rdiameter) or mangrove trees (Class I Permit may be required see f3 be'�w�l.' Pas dkeizt ton does not apply to trees; hat are: grin on r 'right -of -ways (area between tlfe Sitit walk• and thi slreet),, adjoining existing single - family residences. 2. Removal of any dead tree. 3. Removal of any trees located upon coastal or freshwater wetlands, as defined in Section 24.3. Please contact the DERM Natural Resources Division at (305)372 -6585 for further details. Separate coastal and/or wetland construction permits are required for work — including mangrove trimming — in those areas. 4. Removal of trees within state - approved plant nurseries and botanical gardens, provided these trees were planted and are growing for the display, breeding, propagation, sale or intended sale to the general public in the ordinary course of business. The Benefits of Trees Trees fight pollution. A typical healthy tree can remove up to 48 pounds of carbon dioxide (CO from the air every year. CO2 is one of the leading causes of 'The Greenhouse Effect." Tree roots can also help to filter groundwater and protect erosion. Shade from trees helps to keep buildings, streets, and parking lots cool. Evidence indicates that well - positioned shade trees can cut a building's cooling costs by up to 50 %. Trees also help to cool the air in our cities through evapotranspiration. Trees provide habitat for wildlife. Birds that nest in trees eat mosquitoes and other insects. Trees can add up to 15 % to property values. They also make our neighborhoods and city streets more attractive to tourists and investors. Miami -Dade County is not alone in its efforts to preserve its trees. Communities throughout the nation are recognizing the importance of urban forests and are passing laws to protect them. You can help by reporting any illegal tree removal or excessive pruning to DERM (24 -hour: (305) 372- 6789), and by planting more trees whenever possible. For more information about landscaping with trees, or about tree planting programs in Miami - Dade County, contact the organizations below: ••• • o • •• •• • • • • • • • • •' • ••• • • ••• • • • • • •• •• • • • • • • ••• • • • • '" • ' • Miami -Dade County Cooperative Extension Service 18710 SW 288 Street Homestead, FL 33031 Phone: (305) 248 -3311 Exemptions 5. Removal of any of the following species: (Provided it is not within a natural forest community, in which case a permit shall be required, but all application and permit fees shall be waived by the Department): - Melaleuca quinquenervia (Cajeput or Paperback Tree) - Casuarina spp. (Australian Pine) - Schinus terebinth(folius (Brazilian pepper) - Bischofia javanica (Bischopwood) - Rlcinus communnis (Castorbean) - Psidium guajava (Guavas) - Albizia lebbeck (Woman's Tongue) - Acacia auriculaeformis (Earleaf Acacia) - Scheffiera actinophylla (Queensland Umbrella Tree) - Araucaria heterophylla (Norfolk Island Pine) - Metopium toxiferum (Poison Wood) - Adenanthera pavonina (Red Sandalwood) - Cupaniopsis anacardiopsis (Carrotwood) - Dalbergia sissoo (Indian dalbergia, sissoo) - Ficus microcarpa ( =R. nitida; =F. retusa var. nitida)(Laural Fig) - Flacourtia indica (Governor's Plum) - Hibiscus tiliaceus (Mahoe) - Leucaena leucocephala (Lead tree) - Mimosa pigra (Catclaw Mimosa) - Thespesia populnea (Seaside Mahoe) Miami Dade County Department of Planning and Zoning 111 NW 1 Street, Suite 1200 Miami, FL 33138 Phone: (305) 375 -2845 - Acacia auriculiformis (earleaf acacia) - Adenanthera pavonina (red sandlewood) - Albizia lebbeck (woman's tongue) - Ardisia elliptica ( =A. humilis) (shoebu - Bischofaa javanica (bischofia) - Casuarina spp. (Australian Pine) - Cestrum diurnum (day jasmine) - Colubrina asiatica (lather leaf) - Cupaniopsis anacardiopsis (carrotwood) - Dalbergia'sissoo (Indian dalbergia, sissoo - Ficus altissima (banyan tree) - Ficus benghalensis Ficus elastica (India rubber tree) - Ficus microcarpa ( =R. nitida; =F. retusa var. Prohibited Plant Species :. • • •.. • : .. : •:• ••... • . ... • • ••• • '• • Plants that are prohibited to be planted, sold or propagated in Miami -Dade Courtly; - Flacourtia indica (govarnf s phis) • : : • • • - Hibiscus tiliaceus (male] • : : • • • - Jasminum dichotomum Mold boast jasmine) - Jasminum fluminense (jasmine) - Leucaena leucocephala (Ie�Qtree) • • • • - Melaleuca quinquenervia (melal&uca) - Mimosa pigra (catclaw mimosa)* • ' • - Merremia tuberosa (wood rose) - Neyraudia reynaudiana (Burma reed; cane grass) - Schefjlera actinophylla (Queensland Umbrella Tr - Schinus terebinthifolius ( =Brazilian pepper) - Solanum viarum (tropical soda apple) - Thespesia populnea (seaside mahoe) - Tribulus cistoides (puncture vine) - PROPOSED - Pennistum purpureum (napier grass) - Lygodium spp. (climbing fern) tton ardisia) nitida) (laurel fig) Species (Common Name) - Bauhinia variegata (orchid tree) - Bauhinia purpurea (orchid tree) - Calophyllum calaba ( =C. inophyllum) (mast wood) - Catharanthus roseus (Madagascar periwinkle) - Eugenia unijlora (Surinam cherry) - Epipremnum pinnatum cv. aureum (pothos) - Kalanchoe pinnata (life plant) - Murraya paniculata (orange jessamine) - Pittosporum tobira (japanese pittosporum) - Pongamia pinnata ( =Derris indica )(Ponga; Karum Tree) - Pouteria campechiana (canistel) - Psidium guajava (guava) - Psidium littorale (cattley guava) - Rhoeo spathacea (oyster plant) - Sansevieria hyacinthoides ( =S. trifasciata) (bowstring Hemp) - Scaevola taccada var. sericea (=S. frutescens; =s. sericea) (scaevola; halflower) - Syngonium podophyllum (arrowhead) - Syzygiuin cumini (jarnbolan; Java plum) - Syzygium jambos (rose apple) - Terminalia catappa (tropical almond) - Washingtonia spp. (Washington palm) - Wedelia trilobata (wedelia) - Zebrina pendula (wandering zebrina) w ww.co.mlaml- dade.fl. us /derrn • • •• • •• ••• • • •• ••• • . • • • •. ••• •• • • .• • • • . . • • •• • • • • • 0. 1 10 ee ) Other Plants to Avoid When Landscaping Homes in Miami -Dade County Many landscape plants are not a problem for our natural resources. However, a few are so invasive that they have completely overrun natural forests and crowded out rare and unique plants found nowhere else in the world. Each year, it costs the public thousands of dollars per acre to protect our natural areas from these exotic pest plants. You can help by avoiding plants that are known to be invasive. The following list is reprinted from the 1998 Miami -Dade County Landscaping Manual. These species may not be planted within 500 feet of the native plant community they are known to invade. Native Plant Communities Invaded Hammocks Hanunocks Hammocks Beaches, Sandy Pinelands and Hammocks Hammocks Hammocks, Pinelands Hammocks Hammocks Pinelands Pinelands Hammocks Freshwater wetlands Freshwater wetlands Pinelands, Hammocks Pinelands, Hammocks Beaches Hammocks, Pinelands Hammocks Hammocks Coastal & fresh4mter wetlands Coastal wetlands & beaches All communities All communities Page 4 Updated 10/3/2002 J 3. Business 4. Commercial 5. Agricultural ... • • • .• • .;.. ::•• • • • • • • Tree Removal Permit Fees A. Applications Not.WithinJ tural Forest Communities •• • • • .: : • • • • • • . • • • • • • • • Zoning .• • . Fee .• . :. • •. ••: 1. Residential $63 application fee plus $12 per tree up to a • • .. raxingannpf ; %320 per acre of canopy removed. 2. Multi- faelly • f8il Zap1 cario$ fe plyS$12 per tree up to a • ufltdf : 1395 acre of canopy removed. $105 application fee plus $12 per tree up to a maximum of $395 per acre of canopy removed. $105 application fee plus $12 per tree up to a maximum of $660 per acre of canopy removed. $55 application fee plus $6 per tree up to a . maximum of : $265 per acre of canopy removed. B. Rights -of -Way $28 application fee plus $6 per tree up to a • maximum of: $265 per acre of canopy removed. C. Applications Within Natural Forest Communities Zoning Fee 1. Residential $105 application fee plus $65 per tenth acre of forest removed. 2. Multi- family $130 application fee plus $95 per tenth acre of forest removed. 3. Business $130 application fee plus $130 per tenth acre of forest removed. 4. Commercial $130 application fee plus $160 per tenth acre of forest removed. 5. Agricultural $75 application fee plus $63 per tenth acre of forest removed. 6. Rights -of -Way $85 application fee plus $72 per tenth acre of forest removed. ). Exotic Species Variance Request $265 . Initial Assessment (Environmental Assessment) for Determination of Tree Preservation Requirements 1. For properties not within Natural Forest Communities: a. Single family $140 b. Multi- family, commercial or agricultural $690 2. For properties within Natural Forest Communities: a. Single family property property size: 10 acres or less $320 property size: more than 10 acres $395 b. Multi- family, commercial or agricultural property size: 10 acres or less $725 property size: more than 10 acres $920 www.co.miaml-dade.fLuederm F. Preparation of Covenants 1. Tree preservation requirements $140 2. Grove exemption G. Management Plan Preparation 1. 5 acres or less 2. More than 5 acres 13. Miscellaneous Reviews and Inspections* $140 $195 $260 1. Need for compliance inspection (Initial Inspection) a. less than 20 trees $35 b. 20 -100 trees $65 c. 100 -200 trees $135 d. 200 or more trees $265 2. Barrier inspection $35 3. Natural Forest Community preservation area boundary determination a. up to 10 acres $320 b. more than 10 acres $400 4. Utility easement siting inspection $75 5. Roadway and drainage siting inspection $75 6. Miscellaneous, field inspection for tree preservation Replacement landscape plan review Replacement landscape field inspection (Final Inspection) a. less than 20 trees $35 b. 20 -100 trees $65 c. 100 -200 trees $130 d. 200 or more trees $265 7. Review for specimen -sized tree removal a. Single family $140 b. Multi- family / commercial $690 8. Permit extension fee is equivalent to original application fee. * Additional fees will be required for all reinspections. Concurrent inspections shall be discounted 20% of the total individual fees. In addition, the Certificate of Occupancy will be held and will be released when balance of inspection fees have been paid in full. J Page 5 Undated 10/1/2003 ERM Tree Removal Application Form • • •• •• • • • • • • • • • • • 1 Owner and Contractor Information • ••• a • • • Owner Name: • • • • • • • • • • •e• Address: • • • • • ••• • • •• • • • • • • • • • ••• • • • • • • a• • • • • • • ••• •e s• • • • •• • • • • • • • • • • • • • • • • • •• ••• •• City: State: Zip Code: • • • • • Phone: (day) • Contractor /Agent Name: Address: City: State: Zip Code: Phone: (day) e- mail/fax Address: Property Folio: - Current Zoning: Does intended use of property require rezoning or plat approval? e- mail/fax Site Location and Description ❑ Yes ❑ No Work Description Building Permit Process: Number and type of trees to be removed or relocated: Reason for relocation or removal: Return this form, with payment, to DERM, Forest Resources Section 33 SW 2 Avenue, Suite 400, Miami, Florida 33130 -1540 (305) 372 -6585 • • • • Lot Size: • • • • • • •• • • • • • • • ••• •• •• DATE, TIME FAX NO. /NAME DURATION PAGE(S) RESULT MODE TRANSMISSION VERIFICATION REPORT • • ••• • • • ••• •• •• • •• •• • • •• • • • • • • • ••• • • • TSME . 1M/8372005 02 43 • ••• ••• • •• 05/03 02:37 • i •• • �• 1:: ' • • • • • 3057576564 • ; • : • • • 00:06:02 • ••• • • 09 OK STANDARD •• • • • •' "' �� ECM • • • • • • . ••• •• DATE, TIME FAX NO. /NAME DURATION PAGE(5) RESULT MODE 05,/03 02:27... ". .. �" ••• • ••• 3057576564• • • • • • 4.. 00:05:39 • • • • • • ` • • • • • 06 • • ... • . NG STANDARD ECM .. • • • .. ... .. • • • • • • • • NG : POOR LINE CONDITION TRANSMISSION VERIFICATION REPORT • • ••• • • • ••• • •• •• • • • •• • • • • • • • • • • • • • • • • • • :TIMg ; :85.0 42005 01.32 •• • • • • • •• • • DATE,TIME FAX NO. /NAME DURATION PAGE(S) RESULT MODE BUSY: BUSY /NO RESPONSE TRANSMISSION VERIFICATION REPORT 05/03 02:45 • 3054461118 : 00:00:00 • • • 00 • • BUSY STANDARD • • • • • • ••• • • • • • • • •• • • • • • • • • • • • ;TIME : ;05,0 : / :005: 0► 45 ••. • •.• • •. • • ▪ •• • • • • • • • • • • • • ▪ • • •• •• • ••• • • • .. • • • •• •.• • • • • • • • • • 000 •• MIAMI E COUNTY REVIEW # : 2005- WDM -PR -00670 DATE :04/20/2005 DESCRIPTION APPLICATION INFO • •0 •• . • • • •• •• • • • • • • • • • • • • • • . . ••• • • • • • Department of Environmental Resources ManageMei* •:• • • = •�• Miami - Dade County • West Dade •1• • "' • • • • • • • •• • • • •• • .: Municipal Plan Review Summary: • •. Municipality UNC DERM ID 2005042010435174 Reference Process No. N/A X Number N/A Project Name or Description MIAMI COUNTRY DAY SCHOOL Subtype N/A Category Type N/A Current Use of Property N/A CIO Review Done? N/A C/O Review Date N/A C/O Tracking Closed? N/A C/O Reason for Closure (If applicable) N/A REVIEW Review By Date Review Review Specific Info Status Initial Core JULIO DIAZ 05/2005 Reviewed PERMIT FOR NEW DETACHEDADDITION TO MIAMI COUNTRY DAY SCHOOL ONLY.CORRECT Review FOLIO # FOR THIS PROCESS# IS 30- 2231 -024 -0050. LOTS 1 & 2. ALLOCATION LETTER SUBMITTED WITH NO COD. FOR (50) NEW STUDENTS (5) NEW STAFF.PSF READS DOES/DOES NOT.SEWERS WITH NORTH MIAMI. NO KITCHEN OR GENERATORSSHOWN ON PLANS. ALOC#2005 -0331- 1133 -2673. FOR 136: THIS IS A CONTAMINATEDSITE. CONTACTTHE DERM POLLUTION REMEDIATION SECTION It 33 SW 2 AVE. CORRECT FOLIO #11- 2231-024 -0010. P D BEN 05/2005 Disapproved Disapproval Code 01 048 - Disapproved for Paving and Drainage Review NWADIKE Required: DRAINAGE CALCULATIONS, PERCOLATION TEST RESULTS. TREES RINCON 04/29/2005 Disapproved Wrong folio & address provided. Review NINFA See attached tree comments. Final Core JULIO DIAZ 0&312005 Overall Review Disapproval ASSESSED FEES No Invoiced Fees No Condition, 7 V'� Core Reviewer Signature: 60 0: (k....._ • ••FtL.:Ory 3pL?2V- 24- -'db50 • ••* • • • • •• • - • • • •• • • • 00 • • • • • ••• •• Date : S- 2 s 05/032005 Page 1 of 1 DATE, TIME FAX NO. /NAME DURATION PAGE(S) RESULT MODE NG : POOR LINE CONDITION TRANSMISSION VERIFICATION REPORT • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • 1IME;: V5/ 'X05;02;47 • • ••• • • • • ••• 05/03 02:46 • •.. • •.. • •• 3054461118 ; ; • • • '• ;. • : • •• 00:01:1] 0 . .• • •.• • • • • • NG STANDARD •• • • • •• ••• •• • • • • • • • •• • • • • • ••• •• • Donald Hodgetts, Pig! .. .... 5901 S.W. 74 ' STREET -SUITE 405 -SOUTH MIAMI, FL 33143 305 - 663 -8885 (FAX) 305-663-9841'. ": .: : " .' .. " .. • • • .. • • • • • .. • • • • • • • ••• • .. •••• • • ... • • • COMPUTATIONS FOR MIAMI COUNTRY DAY SCHOOL ACADEMIC CENTER REV. 1 •• • • • •• ••• •• • • • • • • • • • • • • • • • • •. . •• „gZ,c�os - E.a DONALD HODGETTS, P.E. #18553 V ,.. . . 111 =,..+. Ii G OV # ■ r I ; • •' r T ' •f �• • �■■#■■■■■■ ■■ ■ I� i T i ■■ ■■ i ' �rll■st■ �L'yI m I ?i, DONALD HODGETTS, P. E. C O N S U L T I N G E N G I N E E R w Asn� ,y�ry� ' -+1 , t _; 1 L 1 , :' I I S 42 . 4 _1 1 � + ? a i 4 T7 1 - T --• 1 i j I 1 _�yyv�{ a � � �,gA� -/jam _ �� -- ' - r . _i_ ' i 1 1 r ' - 1T • F 1 a } {, ' 1 , i I i rt ( 1 I { - j -- I , a _ ' i 4 ` tI 1 i j ' L. 1 J I 1 r - -r ) --t -{ 1 ■ { -i-- { ' -} -i-' : -I I I i 1 I r- : 1 1 ' i i i i r � • 1 1 ! ' f M ' 1 1 ' ' L -a it ' -1 l _ • I 1 ; i l { a 4 1 , -i - 1 1 1 j i i . . —�— E—H�-5 — T - ( E t 1 1 .. ' ; z J r i . jJ ' ' . 1 , 1 MI* MIUMMaragalli MTh ■ ■i■■ II MIMIR #■■# ■7H■ 1069 MW J : ■ IT11111111111 ■#■■ ■ 1 ■" ,� ■# ■% I ) -4 444— ■i min I H■ I ■ III _! ■ 4 1 + { 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 i r , - 4 44 1 JOB: SCOPE: NUMBER: DSNGR: • t i - —� i - t `• ea { .a: •' t • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • P�tGE: • • ••• • • • • ••• • ••• • ••• • •• • • • •• • • • • • • • • • • • • •• • • • • • •• • • • • • • • • • D� • • • • • • Ti : • • • • .•• • . T _ • 11111111M1111 NMI ,+ OM ICI -r I t ' r _ ' i � - f ( i � ■ 1 ■■ ■ ■ ■ # ■ # ■ #■ t . III t • { r I ! i` ■ =■. ■ J ,l j _ i 1 1 ■ • f • ■ ■$ 111 ■ ■ i ■# ■■ I I I :::i : I::::i:. ■ ■■ N i ▪ #m �# ■ • ■# ■ #i■#■■ ■ .116.. ##■'uuu um I •u inmens y ■ Ima.....m m■ ...mi ■ ■ ■ MOM ■■#■■ # ■■ ■ ■■ ■■ ■ ■ ■.;1. ■ ■.. - 11111111 I- ff il MUM ME VIILMIRMELRIBUI a I • ■ # ■i■■l ■■■■ • ■ ■■� ■ ' �C --;-1 t- -7 --; Mar p # IMINIMIUMI #f dump . NM 1111111 OM II -4 -- 1 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 - 663 -9841 JOB: • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • PZ.C. Z. Ac A1b i t4.• _• Wm- PAOLI • SCOPE: Wit =' CZMMisroorS NUMBER: o° /t0: •• • •: :• • • • :• •••• • • • • • : • • • • • DSNGR: mkt 4 • • • • • • DATE: '"�7► "'P'�� ®s ao ■awrrm!w 1w w,m sorman n osporomnsRaa■ssom■ai■i /■!■■i■■■ Rai ■ii■ ■1 onwoiligrosermar mAsonili■i■■■■ aoaazin; =iuu :..,.=.1 wAu ino_s■ ■■■■a ■■a■a onno■ ■a■ ■tiai■ ■ i *arr.mn4ngsswommonnis■oa /R •SE Eu•REEE.R.rrsEEE w a ssanSSrrssonmsonossaSESRi RE wasmormr �ara■oson MaaRSaiaM■ a snRR■MOMMELMORM ■ ■a■ ■■aaaaM ■■ ■Rala ■aaMO U �rl ■■amINIMMWOU r a � a a nsm Ro massrroR nsma ? onamrirr■!onnssnRrsirt assonsons su nonsw assansmanamonarm!■■rzsmnArr ■ir ■R■■RRi ■ ■aaaa■ann■aii oaaa!■i■ia ■i■sn■Raa■■a onsoaa■i ■issa !Ra ■lRammuni■ ensms :am! ■a! ■!! ■Ma■a■a ass■ ■■Rai■aaaxt■ ■ia!■saesR ■R ■RRR ■aa ma■ ■ ■snam .`anus mo r'D/►l onsi ■ ■ ■nnson saia■ at■■• ■MM ■aaaMRMU• ■Ma iMaagsmaM■M ■■i■tai ■a ■■■aa■ sari! R' ia) atriiiii "i.�uAlo■■ ■■ ■a.■■■'■■scass■ ■.a SErE ESSSESMi • SEEErirR•i i %EEEEEER•I = -7r R IrirrIMMOMMUMUMMAru MMUNKSrrrrirriri %r ' riiri i •i i R.MaaiiinaauSaa aaaaM UMMI taaMSnaa■ naR ER sasanan ■ ■ RI ; S ■•MERMIIM ■ ■laalai■Oaiaa ME R,1a•R ■ ■.ia ■sma. S.S.■RMiif aaaa...u.. . ■ ■!a■R ■Rmono ''musem ∎enoonna ■i ■i■ ■assns■■ r aa■Y■R■ma nsaRla ■assns ■a ■aaaau•u uu.■ua ■sa.i.&u u ■ass ■■ aaaa! iaauinun u■s ia■! ii?: ISata! •anaaar ■ ■aa ■aia a•asM•RIMILO aa■ ass '. •H ■asaE_liPr7i ■ ■ ■l7aar2■ .aaliWS ali ■ ■R ■ailUR■RRaaaaaaaaatta. manna•• ■ ■ia R ■aaaaaMWsmmammlma..a1=WRI pia.•. u iaaaa Kaat.ilai■ F ■as ■U ioldn ■ia ■u•■RI•R■Ru ■ R•ia aaaaua,iai SErrsr •ummanuuiau•l7 u rr rr i %snows ■■irwi�r•a ■ RaaMMM ■ � ■ � ■ a n as n Saa ■sMRaa ■aa ■ IMR ans l•SRMipaiMM aaaaMAIMIUMnaaa ■iMaaati& iaa aaa ■a ■ ■aaaa•RaauR ■ai•i ■a• ■■ aaa aaa■ ■■su iM ss Tmornri ■ ■sa a a■ ■aaa■ naansmons iMM■ ormm•sasssaana■tasommosa■ issaa•MS Eana •a■MMMM suss • Maaianu•utllinumansmSSa ■asso Ra■• a. naaaatiaa■ ssassiiaaaaa■!Ra■aaai■i aaa Raa saataaass aaaaa••uuaiasaa■a M�anisa aaa ■!area■ia■sin� osonaa■ issaaaaasaasonsaaiaiaaaaa ■ia ■sa a Mn R ass ■ aaa■ u.a• as ■ ■raaRasasrl)isasa ■.■ ■aasmaaaa Raaaa■aaMaaalia•■MasasR alaaisona ■aRRiai aaaa•laaara sass •aaaa ■iii W iaaaaiaamEna retsina RR:son /Iasi ■ailaaaammanaro !9`,inmanannonaa cgaltaa•a■■■a■ ••a y.m ,*ac-i�•rrrrr►.aaa ■anon.I�lpl� ri►'l��lg∎sosaasa aaa M• ■Vtl.lI1�ll..t.f1- YW=Ifr ...wWt.W U..W'W ,i W� -.WW�W.W.WWW�W.rrWW Wf.�. � snammossSES ESEorss E sonson ■ nmanE SESE: EE R io r mrrnrarrrri o ■ riri t anaams o aa aa■sa ss 1 i aa•Manamoo swonss !sat►. ∎r!■ rrr i rSE S E EE. ■ r r r tUrrMMUMM m i a ua mar s rrrrr asr r• Rra rir suuarr ai ■ ■ ■MRSuiu m•M!■■ins!i ■■onam aRai ■ia •oaa R•MM ssonnaaaaRaa■Rionaaaaaaaaaa ■•asauMaas ■ Ras■MROSRS!i ■M.Maau. ■ ■a M.•aaswMM ■a ■Ra i.uM•sa••nanataaaiaMausMMaaaaa a ■a••n rrr•:MMMEMONEEEMINE E Uism'rSES sammuEEErirri UEOMMON SIKRUi:r %ir %rrXirri r taaaM■ �� p S sESr EE ■arsEE:aruuuESSE SSriIRCRuNEEr rrrrGRiir m M SE /r ■ . M l SRaaairss ■ aaa rE #rst i m M onad nwonwonnomannonsmon onaR ■saaRE■a■:MEraaaaa sRMMMi aM7Ro Mansi ■ sas as■ mMiaul itvsa uRMRRi ■s r saa � •. ... . . rsr i i r rriirr a a rrr a � rrrri SrES rUUrri r UESSSSS E I IILiI.r s r r' R IR■ r a■asa.a ■._a ■ aMMaMUM MaMs611111111111111111111 •as■ ■ RR•uuuils1111Nti1s11Mn.nran...; 1gt1..s ••.•• M!■ alia! iMG: 1MMutrialiMMnanitas ss:R NERNE !lns r R•ilaESS as ■n�� Ei� ■1iME ai aaa :MS i of iM si ■aM !MME a �` a ar Wiaa iu Y tau ■s w• •s ir assoirrds, rrr ■nai rr era / ossonmr::as ■MSi•nowsno•ai a a! ■Raa ■ "• . R . R aa■a ill nun's `MMMR as ■>Inu■M■ • nno aaaa'�It.aaaa uwannosmownononassasr■ Ita1l Cars rennra i tta ■asnnana sai•R�RRaa•RaIa■ ons UU saRharr r#rwrr RM • M \m n rrr% r i i %rrtnammr ,r� onora ataa•uuati MsMassmonanssaSE•M•a a ■MM■a••onam•Maa aMM MUURRRRlUi N S SEEEES EESEEEEEEESSE %rim �irMrSE■ rNEriiriiEMErrNraaNIS SEsafr•a•laM ■aisRRM ■ ■•M■iMSER ai s■aMRM•M aaa EEaMSSaans■■E ! a n worm aassissmERaESanassinson 'Ea Ersemma i i on sownsann a assmosaR a iisimmsnEi■ s sr r nMRaRMaa ■ii ■ ■ iM■RMananna ■aaaa ■iR rma r Neunor.l Y of mws:,..9'!f�l;'�'J' nommlo asmo■saaa mom ■!li muss■ M■ ■Ma ■aa ■■aomonatRasna ■mon■ onso .R ■� a•ainassamonswo aa m s as asa■aRSSi M Rn•M■Raso ! ■ta•a ■MaaatiaaR ■n■ammno srli • imannw ii matiwka1dY�il�1t� sin s a•MSMaa■MMaMRMM■aMSa■a•a aa•s•aaaias R INENMEaa ■RS LNENETPNIEME ■MM■ ■••aaEi ■Is, ■ MEr M EE M nn sasrEar %EA MaR•saaaa•S ss ■a aaaa ■MENMENaas ■ ■. A∎Ib NNallis ■■■ ■Maass ■■saM.. E ESSESrrssr � monmsonsonssannanssss ;'SEEEESSE so a■aMMnaaaaai iaRMUMMMMS S■saMMMMaMMEM ■aaa E aS•aM ■R■UstiaaaMMUMMU E a r •agar! t' Pstaas ■rmrmasninaussam ni rn 7.aR ■saas■aia■RMSaa ■a ■sasaiaass aaaasoa•amansonaa•Masa■sans Miaa.ir+ll.:f'zMM'JuGmmauuaim it Ez hCJijc?Y■■ iR■■■ MM• MSaR•■ iaM• RRaaM■ MMMEaRa •MMliata•isMM ■nRaaMR ■a■a M #allsasa a EEE M UM ME MONO M M:SESErM UR S M s M : : :E :EE : r: PO "SS E: MNROM OCi!• ■M aaaa• E INMEE :Ms rs ='"'- 'AliM rEEE•:• ::::E ■ M.::S.Mrrrr� :UUY .. MInrIMs.M:.rs:::r• EEEr MMES�SOMMUM EMS : I MARESS MISEEMEMMEMS.MISMO:iEE:DEEMNOMU MEMNI : UOSI MOMM M ESBE:OMMIMMEE ssi'EOMMOMaaaEEE � Ei . ■EMMONWR alRa �JiiEi SESEiiM i i naUEEMEININWE4EESEEEE•% rrER /EE asaaaa si • r a ONSWEtiirENEE ■ rirl .u... sa u ! �t•�EuwRr R 7 1EEt E RM RrrESSSOAN �r i R a R aMSERaif ilE i O EM YS EErSEEEREi M E%SE ESEESMsa O saa7MMSINUNiaM■UUR■ ■R R IUMWMONO MW!a ■RaaMOSaa•tiiRaMMURalRasa MIMERaaaiRMMUREtORMRa u.u .E R RMi•i r .Mi _S.E■aMMU►_ '[ . i sass ■RaRaiRR■R R RaaMOaRn M Ea ■RiUSRMaaaMR R •i •RR..Ea a !1S S.a'as .- zaMaaa ■S.1 E:: 4.� Si.S.sS::ErS r: :.:..aR ■:.: l .:a R EE F MIIIIREIMa r s ii M■■ nasomaisaa Mma a ■nassommi s s a man E` mas s wa s ano as RarrEMissEnna� ■ • SEMMEMMENNEWEE INESSi %MiEMaEW■RS ■a R• ■isRia /aaaa■ ■Ras •R a••P NElRaan•RMM MMai / ■as ■EaaaaVa ■Ea R ■aR ■RESESSRSSESENER E ENERRE■ ■aa•■Rnasa mass tss i ia ■ iissomnsgmannannswassErs EEi Amow srs ssai posso E: sisau...i' riuu a .. -_•,1• k-Am inisa ■ainsi�� •9n6sol ass ■ lain saaanassonsa ■Ma•aasaa'a •Mai■ s Mas[ bass ■Rsamoso �CMa ■a ■a•sassonswo � mass ass■ ■ i■Rumn mmosommoM aanRR •a ■E .' 'SRRR•C�l,ls"C i. �!]s' . m / �:• ■ I P_�1a M�l sass sa MUa■sRs7 ■ M•R ■■MR •u r i s••uu•Ra!iMrir{!fr••MSn•RRE •••• M•.�!'iG h ` , ! na insimu m iUS! Ra sa•aM a iaRraa ■R•M ■■ us afai v1� Zit.af i !i1?. EINIR■RR , 34 E " •- �laaii■ E ■ E iIN a iiMa EE EMENN M i EaE RSEtsiita•saEts n.MINERaREIR �MIEN SE EEItiiEiEENE 14,1, EEZa SNEENE ■• a ■# ■R MIME RRERasaERR■M■MMRasa•aMOMMa �M non MMRMM Rnaa M SSM Raaaas •naM a RnMRasa ■as ■aaRM•a■aaiisaa KM a i■# nasaaaa msna■ Ran aatankri'; mi:umanM■MSE■ aa1ManRaRnonsum M� Maas nomm■na iaSMa MER■aRRRM•RaN ■UM '� ■i MMESSOMMEMEMaas■ aalMU�RR■ RS aaaa ■MAX aR mos sR asammessonPa r grssE S SSR•RMa R n a ! a• swim ■ R saM ■a aRSMM a a•i ■ • i■iRE i1►" �■f I G_. 1 r r1 Ra, `i�r� wl Vii � ■,.1�M !'�lt�l,I•ii•7s IMBRUE Rf i as EE ■ nos E N a El�s R E i •`a �. A iEi Ea ai # ■Maaf ■ ate l i'u a Iu a . MR ■ wa asaRMEEEEE n E Na� �NE� M RE . t DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 - 663 -9841 JOB: M^2l le* SCOPE: • ••• NUMBER: 04- • •• DSNGR: • i • • • • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • PAGE!• e. • ••• • •• •• • • • • • • • • •• • - - • • • • • D " Va vas MMMMi R gNWI7�7i iMMOMMOSUOCIiMIMENI MIUMMEX MiiMIMOMOWNRSa� nalWO lf»MS ui IMMIMO MisaiiEMMOO MBOt isWOM MgAr %aMOIMMUMUM+MUMMEMOMMEtraMf IMMENSIOIMMOMOMPO IWOMMa /MitM ■ a k a MMOIMMUMM .0 . EMOMME•CI1 # A1?1I ■ i%rr MPWUPAia %� aiiA %OMEMU UMWMOR OMMMIN ISSOM IMUMMONSIOM MOUMOSEMME MUMNOMMMEMO■ ■M.■wi■# ■■ ■■iiw#■ ■MEMO■.##■ ■# ■MINUO ME iw ■wi■OMMUOM# iwwwiw �iii�wiw■ MEE si MME#sOIO iOEiisiMM.isillso MfMEEMEEEiiOSS#siMM# MOSi#MMtusi MEw[MEMS ■iMMM MMMiiMM SESiOMSMm ■wMYMMMMOUNO M.SEEMrIWW9 E IPMOPURIMOIVENWRIM UW sMM"..MMA POM■MMOMMUM iwMEMIUMOM■iEMtw M ■sMMEivaR sii!Lki3EMOiiZ /#Trot s !:.�r` iL ,5■ : .MIniG` :�%OM�i'iwi,/rr #M L: - SE _:�RME■MOOMU MOMEMIE ■M#■MMOU siMMM#EE.MaMSMOOMM inim iO# E ■iwE /O'■wEMS ■ #M ■EiOMMEmionmi ullimU mum ■ M M mmmnMM# O■■ iMMMEtM MmnmmMMwissiEO■sOEwiOEMSSis■iis ■■Tsai ■nOmsnmMOOiiOEMOEMEMEMMM mmmms Mww E■ sMMMEO■sMSS■■MMOMSEEMwOMMiMimum isOMS, msom i mmIsOOMS■s■MM1sEiummiSiMMMM EO aim is ERR M O MEMRMRMi minsmiummMMMRMMMR MR % liialummu RRMMRPA ■ EMMMMiiiaMMMMMMMRiiii l MMiiisiM OURE SMER Eissiri'm r ids■ MiMSSSO\ EwisOSMwsiMS #siw■MEOMMMOSEEM #wstSSSMOEisM Msmans#MMMMM1ss■ESi ■sERSS■ mummu sMUS ■is ■ssssilsiSEOEOSES■wi SMMsiiiiE /OiO■OEisiiiis#EMimwsSOMMMM EEEMMOOi# #ssR i milm MIIMMUMUSIMMEMMIAMEMMMUMMIMMEMOMMOMMEMMEMNIMMEMMINOMMUMMEMMMEMMUMWEMMUMMUMMOMMOMMMEREMMOVAMMUEM ■■■■.OIMMNI ■ M# MwM EMMMUEMEM.EM■■■siMOMMEO#EMMMMIN MSsi■ siOMEMMOO :MEMiiiwiMINUMOMMINIMENUMMUMSO ■M■■M EMONi M ENI M MOMMUNOMUMMi M Mii MN ■ M EM MMORMOMAMMMIiRi OMESUNIMUSE iiiiE EMww■ MMEOEMSH .MM.ESMi ■MM.UM.I ■i•O#MMEMOMMEisi■i.. ■u w.u.MM - ■RiSR maRmsaO MMsu•M R uus S MMEM:MMSOMEMMM s EEMM iOMMM MOMMSOMMOMMEMMOM ME MMOwOMEMM RRMMRMM! u MMMRM:;�:iiiiiii m' Miiai [EM��ewiRMEMRi;RMOMMUMMONOOM Rim M■MMMMOOMOE# MMSSSS ' Ri ' OiMME MOMM M EMMEMSEME i MM■OMM■MMSMMMMEESSEMOO w M ■MESSOMEEMP OMMMONM if .MMESMEOSSSO W M, MEi M1 MO#OMMMEMwMMMMMMNIMMisMwOU EMEO RMMEMIU EiE' ■■iMRinMRR�rr OMMI IM i M � M �M�U M' ONSUMi MM NIMISI ER MMUM MM MINIMUMMOiiMUMMNOM .MMMMUMMM■M7CS.M1 EMNIMMRM Mrrl�M MMISOMRMIaiR� /aMUMMUUMRRMMMM UMMORMO OM■ = EEOi OE■ iO Si■iEEi ■ #MSOM ■ sE OEMSSSEE �` w7 iME MESUSOMsiMi wMOwisMMS■ OOOwi# sMMSwOOOwl i■ Oi Rnm ■iSOMomssnm/MMOMMSSSiwMisMREEOi siESESi RllESMMMMummoSwssiisOM■..MMM iMMO.MUMMO Os MMMOOs.ssisMMMMMMMOMMOSSSSO.SMe MMM U iii MMMMMM ga MM ME NS si MMMMRMMRMRMMM: I MMR aai MOM as■EMUSOMMOMMEESMEMM. UMMM■UEE • M M Mi R EMMO:E■■MMO i' M UNOUMOMwOMMM ... . � E 2 m ' emmEn U:M aM MiMMRMM E i ' MM MM: ' RMMMRMRMa M 'i rM:iM M u mmu E M ' m MM ■iE ■ MREM EsE. M1■ MSSMiMi EE#EmEs ■ES■MOMMMM■wMissESEMmssi OSMMMMM.U.sum OsiE.s Ummum ss � EMRI! Mpammingimm c�rprnI miMOmme OSMissMiawssSSSRMaOSMEEOmi sins ' MMM Mr11irM E... ■MEM a W C � i i. i . R M . .rM UEI EO L' . RRNU M i ■ 31 miR !!!A L. UUUMUMCr]a M S OE ■ ■EiiOiEEEESMiisMgmE iwE)+�ilfs:'i #Iii MMM..M..M isO mme naa ; nna i MM E M MaiwRir i Mi E KR M i i E 'Y R Miu u. l '• u.' .: aMM1 s MMMRMMMM .M ' 'MMM E ' M RM M w M R ,: 1 E RR ■ ' M R R: MM M R ■ ummuOillmiii[MMiwilmo SOw ■Oi mmorwmoso miOi■ EwsMMrmaMmo is■ ssimmili ISM ummiESSSMiOi■O■w■ OMMOS. ##O.O■■i[i %^t•1L� irmE 7C'1l "• iss■ROSERno.EMw / i...M.MMSM.M..i.#EiisiUwss..E■ Eu.UOEMEM ■ MSM iM. E MMOwM MS. Or` .Rws■.Sm..Siwii...L.ii.L .•*.RR#R O.UUMU. .. . U.SU . SU. ■■U ■.i #Mi.ESSi s I fr. ' : i !;.Ir r!' - d roic �l ?51l.MOSiaiau•MMOMS< =w 'v MMMM MOOwOii SMMi.smis �Ei l[ �MMiOSOUO.EM#k`!aM[.M�:a[EOESE sM w MMM■tMissl swww ■ '46■ zi?`K .�#NMMUUUEiRisRME•■ Ms M EM. s ■E . .,.,liZrAMM■ c .r►'� AVNTRTIR■OMEE MUMMMUMM trt ►a iRSP,� i�MMSU.UOM.MM.M .MSS.MMMM.■ss. wM ■iEEisi ■i#MM.MiOMENNWISMOMWY UMRSS• ERISE. OMM UMMUM MUOO■ Ei?LRSM ■MOOMOMMOMMMMMMMMOOMMEOSMiw i.0 ■uausuii iil'ii� Ir∎n�?I111111 1001 . 1[fM�- Sl'is ■■MOMMUN. M b,r w s"~ = i. { A.OiOiOSA.M..MsOM.EissMiu.O#.O. MM. Eisinb it innill y ymn OM MgI M MR iM 1111 iw �M iiMMMM + RMM SMMS■M.SMSiM MMMMMMMMMMMOMMUMMOEissE WINIMEMMUMMOMME MUSWO1fMMOSEMM ■MSEsiMMM UMMI OMOiMOEMMIU MU% nRMR' , R� !" M� it.' MIRIMI -w & . U[ I ::RMMO .Minis ■s RlMrAC, L ► s [ 1 iMMSiEisamisi sHllsNiiilrw/ munsaiifOS sisiEOESS. EMMMMisMMws ■swissOMEOMOMMS/MMOMiiTusM MiiiMMMi. Esis.UUMUOP MEMMMMMM kvmommlmmrNiMSOG' msrmm ' JM■ MMEMO■ sEwiiRiiMMRsMSMw #■MMSiESiM OMSiw,tiiii■ S iiUU UEI`!it 'Z'CL'!L}�ki[lil,rsc A'�al'i Nmalinwr �s � 41,`.: :. MiMSM..Mi. ■si EwiI MUOEEMUisiUM UEMi#SM E■�sSOUEME ss■1(si.MMOMMMM.MSSSQt blia ■OOSMi ■ EMwMM .MMEMESOUESi.OSwiisrmiimmil iss lniO #ass ■MO.s ummir ii.si m OOmmusi mo iIaomnuESO *M> nssiOMEMSSSi iw■iMi ■Miiws#ssMOMMwtmoss Mimi ■wisMSSM M MIRMIli imumm MGmii' iMMii�iriiliMMi %Mii ' inum EmaiMMMRMRMR M:MM MRS' ; '-'_- ` MRMR:RC mum ummoMMM i ■ ina MRM ema This ' MMR MMMMMSSSMINESY1iii■ ■ MMUMMME iE[ iO. �R` r] siERM/ IOMEI �EiiMMMSM1tCw� !'�iPRIIOM!IMOMEMMSIM #MM■� MOMiRMSMSSMMMEMMs EOSS■iwElnUWI•i h• P'!• IL,a:i 4 i ■MSSEEi►.�i /f:11!ry3.M. ]i1 MMM M O MM E E ' .nM iMi y :M rW IT ` :MM ' .' MRR: REaM M MU U MM MU MPUMM UMMO NOMMUWO ` M MM i R MOS M RR M i ' M O U RII MMOM wRPOSURN MMM iE MWPIPM ! r `� ?[ : EUMIPSMOORMO■ M411, r WALWO EMNI " isU MMOMEMMOMMEMwMMMEMOSMUUMOOMMEM ONSOMMERSOMM IMMOMMMM OMMO ' M:w ::" M" EMI MMMUM MiMR M: M IU ' MUNI M MOOMOMMUM MO OMMME M i MOMRM MM. s.uu[ I iiu :ii 'M iM:MriR:i' iC: M 'Ei, 'C WWWISI Mi MOMEMEMMIIMUMMMO M: MM MORIM M USUMy a L . F 7L.i.■.wuM■.■sM sMMEMM.M. M: comma [si a is si mI siri a mum i rnigOMOSSE'sMMSiisummul iisi �s.i.. M�iM i :MM. MMMiiiiMEMMiMMi MMMCii'[�Rm ■ mmnsSM Mx mmSiM ■MESSOO Mss■ ■ sO UO.sw#is #s■ i RMmmuliss�EwMMamummMi■isEMMM 1 �Oii.i moss l tl OwOSMsss �� EE #sO ■M M M i■ sMiOOSOisi swssiM ■■ mill ■MiiEMOEMMM■ ■i i ■ i �_ si■ ■ ■is■ ssi OSOiMS SOOMEMEEME # ■i sO EsiiswOMSMER# O #i.EEli riii��i;Oi ■■■M i 1 Nmo iisss#OMMM.MSSSE muss Mss s■Oisiw#sMii iEMMO#MME#sWum wiii=sssisim isistsw OM.iisssAiisssaimmunilRiamu s OOMl[MMMM i sii M iw ssRi iii anam uni RMMMii% .% Ei■■EMi i.w mil fmMssswMian# OMMM'MO■s ■ riMii .iMEii OMMMMMM.i■iiiiissME #s E s � sUSSECMOSOMMSiSEiw■i#i sOMaMMisiii ■ IES ■iismulai #sMOSOMMOMIM E �PROMmlumm O um im Emma il imi uar namR 'm a R ■ #iii ' [ w 'E' �r `' i�rni� ■■OE s EMSE..umumEES s.MMS s SSS■ UMER isME R iMii#E.MM.M s1 sMM MMMw E ■ii .O M WUMUNIMMOMMi OM ■.MSEMMEMUM iummiS ■ ■s sa MOO isOMOIRO iO SU MMUMUMw ■■ s OMMUM.iMM ■ iONSOMM■ESE Mi M M ORMO MM EOM i # M MEM■ is siiEi sOE M ■ R ■EMiiEw. ■M... ■MSEi i E Mims a UUR�UMU Ii i i i E a s s.S ■ UM u..is.■SSiuMMM. MMMM■ #MM ■ ems i RM iuuu al . ui■M MM MM I s ' RM M M MMu u.Rll OMU U. um.MRM M M nM E ° •ii .. MOOR NUMB .S i[UOiUii Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rey. 580008 • • • • • • • • • • • • • • User KW- 0600621, Ver5.8.0,1- -2 Rectangular i7 Concrete Rectan ular & Tee Beam i • • • • (01983 -2003 ENERCALC Engineering Software • • • 0489/.emetticWations Description TB -1 East Wall Roof General Information Code Ref: ACI 318- [,141tUlC72040 2003'NFPA 5000 Beam Weight Not Added Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 5 31.50in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load #1 0.880 k Concentrated Loads #1 Bending... @ Center Left End Right End Shear... @ Left End @ Right End Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Dead Load 2.630 k 7.33 ft 33.500 in 8.000 in Live Load 0.335 k Rebar @ Left End of Beam... Count Size 'd' from Top 81 in Short Term k Mn*Phi 85.33 k -ft 0.00 k -ft 0.00 k -ft Vn *Phl 23.46 k 23.46 k . Upward 0.0000 in at 0.0000 in at 0.0000 in at a! Left 4.241 k 6.048 k 6.048 k Live Load 1.500 k Mu, Eq. C -1 22.29 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-' 4.31 k 5.67 k fc Fy 60,000 psi Concrete Wt 145.0 pcf Seismic Zone 0 End Fixity Pinned- Pinned Live Load acts with Short Term 7.3300 ft 7.3300 ft 7.3300 ft . . • • Title : Miami Country [jag+ • • .• • • • • • • • dab ; Dsgnr. DWH • : :4141, :29 APR 05 Description : • • • • • • • • • • • • • • ••• • • • • ••• Scope : a Right 4.840 k 6.988 k 6.988 k Short Term k Mu, Eq. C -2 16.71 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 3.23 k 4.26 k • .. • •• • •• •• • • • • • • • • • Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Start 0.000 ft Location 4.500 ft Span = 7.33ft, Width= 8.00in Depth = 33.50in Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu 5.67 k Allowable Shear : Vn *phi 23.46 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 1.222 Max. Spacing Not Req'd Not Req'd Max Vu 4.308 4.308 22.29 k-ft 85.33 k ft 2.443 Not Req'd 4.308 Maximum Deflection -0.0017 in Max Reaction @ Left Max Reaction @ Right 3.665 Not Req'd 4.308 4.887 Not Req'd 5.675 Beam Design OK 6.05 k 6.99 k 6.108 7.330 ft Not Req'd Not Req'd in 5.675 5.675 k Bending & Shear Force Summary Mu, Eq. C-3 9.15 k -ft 0.00kft 0.00 k -ft Vu, Eq. C - < 1.75 k 2.27 k Deflection . Downward . -0.0012 in at 3.7530ft -0.0017 in at 3.7530ft -0.0017 in at 3.7530ft End 7.330 ft o Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 Scope : (Fax) 663 -9841 Concrete Ver 5.8.0, 1-Dec-2003 Rev: 580008 • • • • • • • • • • .. L. User: KW- 21 (c)1983-2003 ENEI� Description ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ` : Rmax= 6.048k Vu-Max = 4.308k 173 200 ar/ _ sh9.15 0.13 1.41 2..X1 233 824 7.32 8.41 5.49 4.58 3. 275 1 .1 Beam Sketch TB-1 East Wall Roof 1.400 1.700 1.700 1.100 Sketch & Diagram B.Y3 7t.4r 2:15 E93 - - 147 4:44 5.1$ 5:05' 6th 1.33 :u1 S73 i.47 20 .. 2.93_ a:81 4.40 5.1 Location Along Member (It) Shear Load (k} 3A1 5.13 5.85 6.65 733 10.71 073 1.47 220 2. ! �s- �'s�, 13.37 11.70 10.03 { 9.38 889 1. lit 1 1 1 1 ll 11111 ll111l 1 1 1 #ilil l 11111 1 1 1 1 1 1 1 1215518 7 7Ja Mu Max Dmac= 0.00171n 0.73 1 - 2.$3 3.47 4.40 5.13 1.88 8.80 Moment 9c-ft) Location Along Member 04 Stresses for ACI C-3 Combination Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor -4.15 -8.30 Rmax = 6. � g��c, um , (1c) Vu Max = "• °2T29 6.7Y 1.47 2.20 2.93 20.60 17.83 - OAS 13.37 11.14 8.91 6.69 4.45 Moment (k-ft) Location Along Member (4) Stresses for ACI C-1 Combination 0.750 0.900 1.300 • • ••• • • • ••• Title : Miami Country Day • • • • i • i • :UN 04 91 Dsgnr. DWH : pan 1 Inn 29 /FR 25 Description : • • ••• • • • • ••• 3 1.01 _l,07 4 . 4 0 3.13 0. _7.33 .33 • •. • •. . • .. • • • •. • • • • • • •. • • • .• ••• .• Add" "1.4" Factor for Seismic 1.400 Add, "0.9" Factor for Seismic 0.900 SAN S59 7.33 Location Along Member (n) 3 7 5.113 5 633 723 Moment (k 19 Location Aug Metnber (W Stresses for ACI C-2 Combination M 3„$3_ 107 4.48 AU UCLAIXT . 723 pi b, �I Iii yl s ( - 27_8 ' -.. I U� ;,'.( y�,1 278 l_ - 17 : ... ... isf - 417 .. _ .. y�"w9�1`ri�a 5.46 (k) gyp. ,IFS - 5.$5 i t 0 73 - 3 211 6 % 3 5. a6 " 660 7: > 73 147 2.20 293 11.92 1 1.92 , 11.92 10.43 k� 14.43 _ ti 694 ' 3 a .1 88 (}p 600 7.33 7 90 _ 5 427 g _... 4 � 4 - -- ' F ` - - - w ._ ....,ta. ._� ..-. - 0� ��IIV ' ° -0,50 o- ° +i r J14p il r i � i. 'IZ'u ¢ r o- jl�ll - -000 �h I Y � �'li� pli t �ce4k' `1�'a -0 00 ... �- -0,00 i'� * �t��l�dsll d -0 -0-MO ,00 U (f Bic 1r �fi 11 � � c -' , _ r Z JicMcidr c� d� 11 i� till I 1 '� -0.00 - - v'H?kw -000 Local y Deflection (lo) Localton Along Member (ft) Leant Y Deflection (bb Location Along Member (It) Stresses for Service Dead + Live Loads Stresses for Dead +Live+Short Term Loads _ r .irai " - 7.33 .Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 Scope : (Fax) 663-9841 • ••• • • ••• • • • •• • • • •. • • • • Rey: 580008 • • • • • • • • • • • • . • • User KW-0600821, VeT 5. 8.0,1 -� � 9 Concrete Rectangular & Tee Beam Des! • h .: • . • • • • • (c)1983 -2003 ENERCALC Engineering Software t1. 991. : ••I =u.. Description General Information Code Ref: ACI 318-02, 19 tlEO 2p0l ort,,zopi NFPA•5000 Span Depth Width Beam Weight Added Internally Reinforcing Reber @ Center of Beam... Count Size 'd' from Top 2 5 31.50 in 2 5 2.50 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load #1 Concentrated Loads #1 TB-1 East Wall Roof d +w Dead Load k 7.33 ft 33.500 in 8.000 in Summary Span = 7.33ft, Width= 8.00in Depth = 33.50in Maximum Moment : Mu 2.54 k -ft Allowable Moment : Mn *phi 85.61 k -ft Maximum Shear : Vu Allowable Shear : Vn *phi 23.09 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 1.222 Max. Spacing Not Req'd Not Req'd Max Vu 1.607 1.607 2.21 k 2.443 Not Req'd 1.607 Maximum Deflection 0.0006 in Max Reaction @ Left Max Reaction @ Right 3.665 Not Req'd 1.607 4.887 6.108 Not Req'd Not Req'd 2.214 2.214 Beam Design OK -1.98 k -2.46 k 7.330 ft Not Req'd in 2.214 k Bending & Shear Force Summary Deflection Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn *Phi 85.61 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 23.09 k 23.09 k Live Load k Short Term -0.590 k Live Load k Mu, Eq. C -1 2.54 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-' 0.40 k 0.39 k Title : Miami Country Day Dsgnr. DWH Description : Reber @ Left End of Beam... Count Size 'd' from Top #1 in #2 in t'c 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pct Seismic Zone 0 End Fbdty Pinned - Pinned Live Load acts with Short Term Mu, Eq. C-2 0.00 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 1.53 k 2.12 k Deflections... . Upward DL + [Bm Wt] 0.0000 in at 7.3300 ft DL + LL + [Bm Wt] 0.0000 in at 7.3300 ft DL + LL + ST + [Bm Wt] 0.0006 in at 3.8116 ft Reactions... 00 Left DL + [Bm Wt]] 0.989 k DL + LL + [Bm Wt] 0.989 k DL +LL +ST + [Bm Wt] - 1.984k (off Right 0.989 k 0.989 k -2.463 k Short Term -2.100 k • • •• • • • .•• • • • • • • :A0 04 -09 1 pat 1: fI M:29 AA?RR tt5 • .•• • • • • ••• •• • • • .• ••• •• • Rebar @ Right End of Beam... Count Size 'd' from Top #1 in #2 in Start 0.000 ft Location 4.500 ft Mu, Eq. C-3 0.00 k -ft 0.00 k-ft 0.00 k -ft Vu, Eq. C -2 1.61 k 2.21 k . Downward . -0.0002 in at 3.6650ft -0.0002 in at 3.6650ft 0.0000 in at 7.33001t End 7.330 ft .Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 Scope (Fax) 663 -9841 • ••• • • • Rev: KW-0600621, Ver5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design • • • (c)1983.2003 ENERCALC Engineering Software 9 • • Description ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : Sketch & Diagram 1r ,p 073 - 1.41 223 2.93 3. ' 4.40 513 838 7.33 335 11 1 220 2.03'' 361 440 X13 286 2.01 1 T __ _ _ ppyy I� Y 0.67 r;• _ +.1k i tttttttttttt ttittttittttttittttttttttttt Ram= 1.984k Vo-Max c 1.807k 71.48 Mu:Max = 2.54k -ft Dmax ° 0.0X83 n Beam Sketch TB-1 East Wall Roof d +w 1.400 1.700 1.700 1.100 3.58 0.73 1.47 2.20 283 3.8T 4.40 5.13 5.80 2.15 1.43 0.72 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor -0.55 -0. -1.10 Rm 2 ax ° _ . _____ . 99 0/3 1.47 220 228 2.03 1.70 1.52 1.27 1.01 0:78 0.5 Moment (k-ft) Location Atom Member 01) Stresses for ACI C -1 Combination -1.81 -2.42 , 823 -0.00 490 565 _ _.. __. _. -11,90 . __ .__._ - _....... 499_ Bending Moment (k-9) LocetiOn Along Number Qt) Local y Deflection (in) Location Along Mamba OA Stresses for ACI C-3 Combination Stresses for Service Dead + Live Loads • • ••• • • • ••• Title : Miami Country Day • • • • • • • • •Jb104491 Dsgnr: DWH • Gate! 1 :441aMp 29 APR 05 • • • • • • • • Description: • • ••• • • • • ••• 0.750 Add"' 0.900 1.300 • • ••• • •• •• • • • • • • • •• • • • •• • • •••• • • U4- 991.efr •• • • • •• • •• •• Add "I "0.9" Factor for Seismic -1.53 .._. _.._. -... 123 0 82 •3.81 465 - 5.34 -_... .. -0.10 -`8.87 Bending Moment (k Location Along Member 00 Stresses for ACI C -2 Combination 0.73 2.20 293 3.0Y "5.13 - 'S eo 7.33 245.-0.13. 1 AT 120 2.83..3,0.5 4.40...8.13 0.900 .13 5 00 733 .33 .33 r iS mb rer 8.85 7.33 (N) Location : _ 00 Stresses for Dead+LIve+Short Term Loads DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JO : r'.. .bd® • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • ••••••• • •• PAGE: : l SCOPE: ... • ••• • •• • • • •• • • • • • • NUMBER: -��4I • • • • '. • ' . • • • • • • • • •••• • •• .... • DSNGR: W A • • • • DATE: :51 C3 T iii o. mummdii iiiiOi ii i ER s MINrsBORM iILCalaraiKAM uE SMti M RS■RiRRSSi:JuCIun ;111E2ll NiaOMMOMM■OMMA AM ■N 11t � MO,PVP .ysiULMMWO Si wWMMUUMM r rris risr s sr msn ii ili s a osies sum m u ■ mens s mi l soss p st # � os s ssu ssmusio s s iss i s s ■ MM MMMs■■uuSS ■mMM■i ■S■ ■is■umiMSi■■ M ■ ■ ■MMMRSMiH ■iii■! /!!■ ■UMMMUMi■■ nil- ■ ■■!i/i /!■VIMOMO ■■ ills /■!/!■ ROOR■■■!■i■ /! /!i■Ii /isNl IMIE C'R■■/ ■! O MP4MM ASUrniliNAKIMMESMOMMOR ■/!ii!!ii MONI siu■M TAli,� ANIMUURiIP � yr 1I ' :1:!5c2JL `!7t ^�? ".ui■/■■ i 11 ■ii■iii■/■ /! ■ ■ ■!!s 11■ ■ ■!! / R ■ ■ ■■■MINIMMUMUMMU:. ..:,R■i■ ill■■■// i■ ii■ i■■■ i ■■WM ■l /i■ /! /MEMOi■•iMMMUO ■■i MIi/ /■iii ii! ■■■ / /i ■iii■ / s ■ ■ ■ ■ ■Essos mnsm ills ■Rmi / ■■silt■ ■■sis■!S /■ /s iii■■■ / ■ ■■s ■Mi ■SUi■SS ■!hilt /s■S!M /m miss! sm ■ /■!ii■issuss■x ■i■s ■i■ silt /i■■ii os Sir ■mrssssar Skit ■i ■■ ■is■orsussussi mosso /! ■isllf ■■■■i ■ii s.Ri ■R■u■ ■ ■j � -11 ■111PvX )lislq ■s v► :72" 11t,' t ISi,aL•]R mk�1Ci ■1111! R�►'i : _ 1 >a■i■i ■MSi!lmsusRUM ! ■ ■i ■11MH / ■lit�i ORMI // rMINSIMERRE �1 !R/1t i Mare f■R!■ ISIM ii ■ii11 ■� Milar/�I 71i M/147M■ilINMU r UNIU 4 /R /1111■ ■■■m ■s■u■ ■ssim ■ ■u ■intr• ■17■ ■i/nara mas,Annasraitelec .r-- 11 11. , 1 1C 1 1. . !‘li.'MFlPL"fg1CJF4-.i .ali( t!ix.s mmussmassonsminsmsnmarrairassssosssmmannsimismilawssrmsmssussossismsminessmissismsminesssimss smossssmssommossmussissimmusummosassmssmssessminssmssusssmsamssmssissiSmsmsssmossissornmoss ■■!!! isms■■■■ swassii■/ ■ /nssmu■i■■!■s■ssmsumii■■i /s■■■ iii ismrss■■ /isississ■A!■!si ■■■si /iii m rr•RRiiru fR OriRi _ YiiRiYSiiiiRMRrRirrMEMMORR■ i i: Ririe\ % %i ■ i %R i i ISMOMMUMERSMUrR iiir MIMUM m mihs■ mss/ ■■lmi ■R!■i /sis■s rsil ■! i sir %s S ■ M ■ /■lsissi ■ ■!F < ■ In �! LUE-141uc.; 2,21 :,+ a. ;t !1R / ■ s its mn ■ /RrIsRSRRSMMEMM iQMMMOMMUUMMINI MUMMEMAMMM INM MIMO Rf MM OK RRRRSMMEMMEsss:siss: RS : i � MOINIM " RRN:s ss1 iM'■MMONVO MUMMUM iRMERMO iRri i i iiisi Au sit % / 11 , i1 i mi sisms s /Il is lr l'Ri i / isiiifiiissos as i iastiiissiRwism s ins ■misR■■s■ ■RS■ssm■■!i■■issomm ills ■■■s■ mmsmsissiismossummssi !isms! /i s■i■ ■M ■ ■M!M■RmiMs i ■i■sssI s Issams ■ 1111111■■!■■■■s■■ mm URS■■ SMm■ ems mMOMEM M /m ■siis s/i � Ri RERRRROMMM MRiR% SissiiRSSSri ■ isisXsN O MMEMMOOMMOMM ! !SRS MNSOMMIMMSSRRs RRRRSrMOMMUi ■ ■MNIM INSMOSO : i IimMEMMEEM M ' mss: s '1MSRMIKUMOMMIROMMI ■ UR I■ S : U::M M MONMU ■ MRERM ' rsssmss rism sm ss ::: iss R: sossi si :z l s mummemrsissmssmos amssosRrrsinimsnammsmss irismsissismismm % iss %RSSisossum moss S RSsR RR RRRRRR S SRRRSRSRisMME MM I is AM ■ i i ■: ::ss : RSMiOR: R:i /m / SU SUOMsRSis:R % CsRa UMRS::R:EsCSisiissafRR MMOMMUMM M MissRM M NE / ■i ■ i■ ism■■■■ i■ s ■■■RisRM■msmIMUMMU / ■Sislmmmsi■s s ■ ■i■imssuns nss■ /ills! s ■ /s■ iism■si■imsyssoss ■■ IMMEU■■sii ■ ■■ ■isms ■s ■ ■m/ ■s ■!/ 11/!11 /■M ism! ■■1 ■ss isms iii■s■ssilfii ■!■ ■ ■ ■OMOMsi ■■ rs MIIMMI RRRRR : i ■RRii:UR ssRRMINIME INEUMMrR MRRRSRiI NMEMIU■i r sirs: Ris sl i EMOi:U:iRs MMONIU INUM m MMMOUNs%rsrRS�UMMINs ii /suiui ■■R■■ ■iii ■ ■Hiss ■ ■ ■ms ■s■s/ 111■ ■sssmuMMUUM ills /lismmsse ■ ■mMUM■UMUM i i MOMMR M R S R s /msRimmis11ess■msissim■si■■■ Mimi!!■ssis Miss! /u■ss■■■■■is!!■ss■■msmin ■ ■M ■summmus■■ oss S ■S ■■■■mssMss■ sissi s isle ■ssseSsis! ■mss ■s ■ ■■ loss ■■SSo■M ■i ■M■ ■Sis■m ussmsis■ !isms ssisssssi sismsmmussissisoussmss mmassammossu mass! s ssissm s s iSemu issassini ■ s ■■ ■M■■ ■ ■ ■iiilssMSS /i miss■ ■■m ■iiuRiis■■SR m mein! i ■mS su■ i ■ ■mm■SMM■i /Rt11is■ ■mSS ■i■ i ui ■ / s ■ ■ss■m■ ■isms■!!■ !isms! ■■s!R /!!isms! ■sssisiussi ■■si iii ■smsms ■essnms s!!ss■sstimssis use ■s ■SiR■■lsisiiu■■■ ■ ■SS■isSii /mss■■ iii ■MMSS ■ ■■ ■ ■! sus ■■i ■ill■■■ss ■Si ■iONIR ■ ORMUMMUS f■sim ■TINE sismina mini inssnammu R■i\ umi m RS sRis: ■uis■i ■miss ■ ■ ■M /si ■■ ■ ■m■/ iii■ s / ■ ■ ■i ■ ■mmsls ■is!■ ill/! ■ ■m■ ■MERUM/1 //im>s ■RS ■MMUMMmi■ m11fssi` ■m ■S isms■ s ■ ■m msssislsismissmil i//■ ■um uMni■ MR11siss■■ s■■■ ■■s■ /u■i■■u O ■ ■SiR ■!mss ■ ■■ ■siM! ■■ ism■■■■l Ru/■ M■ msmm ■■ ■!l Um111111Smmi ■S■m ■l! ■ ■uMmm■■Mi RS ■■ ■11ss irRRRS ire ssrsiOMMENURRRSssss isms: si iCiiRU MMMOMR ■su■iius s ■imsi ::ssrOM M U MEM: ! R M11sM ■ ■ ■■■ ■isms iii ■ ■■ ■■■ ■!sum ■S■■■MmlM ■ ■siiumusi ■s■ Mss11sius ■SS ■■sis /sisRmms OMMIUMms/Rmmuiiis m /s MOMMURRR RR IEMMEMsRRiiiss ■s ' rs RRRiss RE RMMUMMOMMUMMEME M s i sis smosismassms ■■■ ■R ■i■ McMsus■ ■SIRS! ■s■miRiiM ■!s■ ■immisuR i■ ■sisisismsi■mmmuss •!lilts ■!muse! ■s /mss■ rRSiss. ismsirisesss issi ssi i ssi m s s i su s sasS a s`sas s sx sm :R: ssm ssa: so . SM ■■ ■ssMmMMSR ■M■■ ■ ■M SSMeM / /is■■ s / ■msiMM Mss mm■ m ■ ■■■iM■■■■■ssm ■ms ■■uisMmeii ■i ■■iii ■ ■R /Ri■mMEN ■ ■ ■mMimis■ ■1111 ■S■mOOms ■■ is ■s■R/iRs mum ■isilssmis simm■■nssssi iii\ muss ■si■sisss■sismmissims ■m massmi Mss ■SmisMR /i us ss ismsessmss :R /RR:s=s: ME \C:OM I ■ ■ ■ RMINU ■ MINIM ■ MEMOMs : IMM N MEMM A R i MOM ■ ■SSRS / ■■is ■ ■s ■! ■ /mssIMME!■ ■Simi■ ■!s■■ ■si ■si■s ■ ■ /m■ ■i / ■SS ■ml�m ■if OMMEM MMOlm /SS■MO u ■■pie ■m ■ ■ ■ M ■ /i/!11 /summmmu ■R ■mm/ ■iii ■ iii ■ii usumR ■Mm ■i SSiiu■ ■ui■ ■ ■■U ■■ms m R / /■SmM11si■ ■ R■ mu/ IMMOS UM MSSS■■ ■! ■msim■ ■ ■S!■■ ■RS ■MMUSIMi ■smi■RrNUM*S ■ ■ ■ ■i ■m ■s ■!■S!S ■#uSSisu ■MS ■su!! MMOMUiiiNMERMI IMMOMMRCC _:RR MMOM MMEMMUMNIONUMMUUMMOMCrUROMUSO s::RSSMINWO EMISM m MEisms liii M ■Miss ■! MOMMENSEMUNIMMIUM 1 IMMUMMEMMOMMUM S MMOSs ' iiUMMOMMf\ i UROMAM OMM / mMims ■■ mss ■■ ■R ■Sw■ imuSiissismis ■ ■ ■sS ■s ■■R s_SWOMliii ■i isMsli ■■s ■iuuMOMUM 1MUM#�iii ■ ■ ■ ■Srsuii/ ■ ■ ■RS ■Mi mi!Mss ■ ■ ■S ■i US ■i ■■SMRURSUisM! ■OS! m■S ■■ ■i ■M11 ■si/ sRSRMAIMMO MMSMiss ■ MMi ■ ■iu■mM■ss■ ■Mss■ism /M ■■■sssis Mu ■■ E Susm O ssS ss /u ■SSis S /MS ii ss is is■■RUSm■■s■MSUSl1RRi■s ■i RRRSRRRRisirrr M MMONMENUM O MUM UMMOE Ss ems u / sss mssons m s s:ss Ri s ss o ■ S i■ S ■RS s ■i isissMS sMIssmim` / l Ms/ Rmims iii ■S ■ ■ i eu ■iimm■mm■ ■issmism■ ■s i !�� s ■MUM ■ Si S S sI M ■ ■SSRM ■■i OMMUMM / ■i■mmmMU ■s ■■ isi u ■R Mi ■ ■s /is ■I RS! R is Suimu li e ■ ■iii /■ ii ■ii ■ ■ ■!sS ■iumis■iS ■ANSI ■ ■■M ■!MS■ss ■!iM■ NOMMRi /■Ms ■ / MSS /MSm■■■ ■R■■s ■mss M ii u■MS■Mm s s i■SRRU sismosiis ■■ ■ m simmi■si ■!■susssim ■r im■ ism■ ■ ■ ■RSS■ OMMON MOMMEMIUMM /■ i IUMM M MOM ■■ M Eis#MCi RMO SI M O MUMMUMUM ■/s /R ■■iss■�ii■�iiil�■■a s I i�i 11U MU IM ! S■ iM/ R■ usinsmuiss■msmesssessmess■■■sii ssslse ssS Rissesus M s lsM ss 111 Mmsnsmm sisiiis ■iussmSSSSSSnsmissississ s s s mnS R/ msse ismsass Rr • M IR :RRRL I ••s ismes Si is lis•Risiss•• MM s e S U Su r SSl W ■ M MKS ' 4 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 -663 -8885 • FAX 305- 663 -9841 JOB: PT CT's. SCOPE: NUMBER: 0A-- y DSNGR: dD.1.44 A • • ••• • • • ••• .• •• • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • ••• • • AGE:. AI • ••. • ••• • •• • • • •• • • • • • • • • • •• • • . 0 • • • •••• • • • • • • ,ATE: ' , DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R • i I d L 74 i4 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: PZc. /dc.. SCOPE: • • ••• • • • • •• •• • • • •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • ••• • • RAGE:: : • ••• • ••• • •• NUMBER: ©0 - t • • • •• • • • • • • • • • - -• • •�• • / • DSNGR: `Z?.`p 4O ••' ••' .;• •;ATE: '^ri'/t% ; S Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev: 580000 User. KW- 0600621, Ver 5.80, 1-Dec 2 i (c) 1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: ACI 318-0Z,199a L1p0 2pq IEse,,220Q3 NFPA,%000 Fy Pc Loads Results Beam OK Beam OK Reactions & Deflections Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in Center Bar Ama Left Area Bar Depth Ri Area Bar Depth Using Live Load This Span?? Dead Load k/ft Live Load kfft Dead Load k/ft Live Load kfft Start ft End ft Mmax @ Cntr k -ft @X= ft Mn * Phi k-ft Max @ Left End k -ft Mn * Phi k-ft Max @ Right End k-ft Mn *Phi k -ft Shear @ Left k Shear @ Right k DL @Left k LL @ Left k Total @ Left k DL @ Right k LL @Right k Total @ Right k Max Deflection in @X= It Inertia : Effective in4 Revised Stirs 60,000.0 psi 3,000.0 psi 1 2 16.00 12.00 12.00 12.00 9.50 9.50 Pin -Pin Pin -Pin 0.31in2 0.31 in2 8.25in 8.25in 0.31in2 1.25in 0.311n2 1.25in 0.042 10.000 16.000 6.84 6.40 11.08 0.00 0.00 -9.51 11.08 Bending OK 2.12 3.58 Yes Yes 0.114 0.156 0.100 0.100 0.000 0.000 3.05 8.00 11.08 -9.51 11.08 0.00 0.00 Bending OK 3.12 1.54 0.71 2.33 0.67 2.03 1.37 4.35 2.33 0.66 2.03 0.36 4.35 1.02 -0.062 -0.011 7.15 7.68 857.38 857.38 title : MCDS Academic Ce G •: : :: Vicet:04 -D91 Dsgnr. DWH Pak: 3 1 81 :M: 29 /PR 15 • • ••• • • • • ••• Description : Scope : Multi-Span Concrete Beam • • ••• • • • ••• • ••• • •• • • • • • • • •• • • • • • • • • • 11 • • ■ • • • • • • • • • • • • • • • • • 09- eo1.e&Actieans • •• • • • •• ••• •• Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 a 0/ ,Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Description Shear Stirrups Revised Stirs Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2•L in Not Req'd Not Req'd Spacing @ .4•L in Not Req'd Not Req'd Spacing @ .6`L in Not Req'd Not Req'd Spacing @ .8"L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd • • ••• • • • ••• Title : MCDS Academic Ceite • : • • • Viliffi 04491 Dsgnr: DWH • Date: 3:88PM• 29 AP R 05 Description: • • ••• • • • • ••• Scope : • • ••• •• • • •• • • • •• • • • •• ••• •• • • •••••••• • • • • Ii/ # Y I (includes self- weight) x won ($) 2 - 0 , 2 9 4 8 8 7 Moment x (ft 0 , 2 4 4 0 8 7 l�0 sneer x (KM) AnalysisGroup 2.5 04/29/05 04:34 PM 12. • a call. • i -i• • • •• • • • • • (V �ft) • • • Displ'©emea ( +) . lot • • • (3.50,9) • • Displacement () 0 ft (3.50,4.50) Shear - X (1-) 0.34 Ktft (6.77,4.50) Shear -1P( :: . i0.34:11/6 :( • 6.50,9) Shear -Y•(+) ••• . 0.64K K /f , 4 Shear - Y ) • • - 0:3:gift b3 Tt IC/ft .(3.500. • '3750,4.50) Moment -`X ( +) ' Moment - X ( -) 0 ft K/ft (7,0.30) Moment - Y 0.22 ft-K/it (3.50,4.50) Moment - Y 0 ft-K/ft (3.50,0) # Y I (includes self- weight) x won ($) 2 - 0 , 2 9 4 8 8 7 Moment x (ft 0 , 2 4 4 0 8 7 l�0 sneer x (KM) AnalysisGroup 2.5 04/29/05 04:34 PM 12. . ?. • • • • • Vak location • • • • • • • • (1,Y »( • DiS erbal; ( +) •inft 6 • . 0 ft (S0 . s (3.50,4.50) (6.77,4.50) Displacement (} Shear - X ( +) 0.26 K/ft Shear - ¥•( -)• • .-0.28.C/ft • {0,4.50) Shear! ( +I•: : tK<t :, Shear - Y-): :: -Q.4 Igft: (3.50,01 YS.50'4.50) Momel t- X el-) • '0298 -1C/R Moment - X ( -) 0 ft-K/ft (0,8.70) (3.50,4.50) (3.50,9) Moment - Y 0.17 ft K/ft Moment - Y 0 ft-K/ft ) 2 3 4 5 6 7 e 0 1 2 e 3 4 8 8 7 08 8 1 2 3 4 8 8 7 AnalysisGroup 2.5 04/29/05 04:34 PM AnalysisGroup 2.5 Deflection (ft) WY M 111E1 NMI IRIES I BMW II Stream x (MO 0 1 2 3 4 B 8 7 0 1 2 3 4 8 8 Moment x (ft-KHt) Trrr �a Tr n 1 it %1"l 7l 0 1 2 3 4 8 8 0 11 0 Mo>Mffi y (8 K/a) 00 4 5 8 04/29/05 04:34 PM Via` ` • • • • •• vim alsatipte --• • • • • • • • x,1D OP • DiSoc�rAt ( +) • Q ft• • • 0 ft 4 (4.50,91 • (3.50,4.50) Displacement ( -) Shear - X ( +) 0.91 K/ft (6.77,4.50) Shear .X (. • • -0.9110. • 0,4.5p) Sheaf .Y 3). :: 0.93 1 :. (3.ZQ. Shear - I (_ : : ;O.Q1•1 (3.50,p) Moment - X•( +) • 0.89 ft•KM•'(3.€6,4.50) Moment - X ( -) -0.00 ft-K/ft (0,0.30) Moment - Y 0.59 ft K/ft (3.50,4.50) Moment - Y -0.00 ft K/tt (3.50,0) AnalysisGroup 2.5 Deflection (ft) WY M 111E1 NMI IRIES I BMW II Stream x (MO 0 1 2 3 4 B 8 7 0 1 2 3 4 8 8 Moment x (ft-KHt) Trrr �a Tr n 1 it %1"l 7l 0 1 2 3 4 8 8 0 11 0 Mo>Mffi y (8 K/a) 00 4 5 8 04/29/05 04:34 PM DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 i .....1... 1 alrill rn ITTIII 1111M1111111 I MOPE BM limo Emmungi n MEM .. Ism C O Q . Fes __ ■.. I -% i t- JOB: r.c'.s SCOPE: NUMBER: ®, .._�'�t! ••• ••• •i •S• ••• ••• • • • • • •• • • • •• DSNGR: ° 1A ; - S 7 -4- t �. H 1 1rt J ;I, H 4-. 1-f- ' , � { 11 • • ••• • • • ••• •• •• • • • • •• • • • • • • • • • • • • • • ••• • • WAGE, • ••i • • • • • • • • • SATE:.i ! S ••• • • i-i • a .... ;� i 1 ,a Jam' — i DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 i .....1... 1 alrill rn ITTIII 1111M1111111 I MOPE BM limo Emmungi n MEM .. Ism C O Q . Fes __ ■.. I -% i t- JOB: r.c'.s SCOPE: NUMBER: ®, .._�'�t! ••• ••• •i •S• ••• ••• • • • • • •• • • • •• DSNGR: ° 1A ; - S 7 -4- t �. H 1 1rt J ;I, H 4-. 1-f- ' , � { 11 • • ••• • • • ••• •• •• • • • • •• • • • • • • • • • • • • • • ••• • • WAGE, • ••i • • • • • • • • • SATE:.i ! S ••• • • i-i • a 'Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 6634885 Scope : (Fax) 663 -9841 • ••• • • • • Use Kw- 0600621 Ver5.8.0,1 -�2� Concrete Rectangular & Tee Beam Deign. • : (c)1983 -2003 ENE? CALC Engineering Software Description General Information Code Ref: ACI 318 - 02, 19 $ 7 pus rup IpC, 2103 NFPf, 5000 Span Depth Width Beam Weight Not Added #1 Load Factoring #1 #2 Deflection Bending... © Center @ Left End @ Right End Shear... @ Left End © Right End Dead Load 0.114 k 0.156 k Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wtj DL + LL + ST + [Bm Wt] ACI C-1 & C -2 DL ACI C-1 & C-2 LL ACI C -1 & C -2 ST ....seismic = ST * : First Run Stair #2 12.67 ft 9.500 in 12.000 in Reinforcing Reber @ Center of Beam... Count Size 'd' from Top 1 5 8.25in Bending & Shear Force Summary Mn *Phl 11.08 k -ft 0.00 k -ft 0.00 kit Vn *Phi 9.22 k 9.22 k 1.400 1.700 1.700 1.100 Live Load 0.100 k 0.100 k Reber fc 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fbdty Pinned - Pinned Live Load acts with Short Term Left End of Beam... Count Size 'd' from Top #1 in Upward 0.0000 in at 0.0000 in at 0.0000 in at Cat Left 0.811 k 1.445 k 1.445 k Short Term k k Mu. Eq, C - 1 7.38 k -ft 0.00 k-ft -0.00 k -ft Vu, Eq. C-' 2.00 k 2.12 k 12.6700 ft 12.6700 ft 12.6700 ft ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Mu, Eq. C -2 5.54 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. C -S 1.50 k 1.59 k Cd1 Right 0.941 k 1.575 k 1.575 k • • •.• • • • ••• Title : MCDS Academic Cel1tgr': : : : :Vpb, 04991 Dsgnr. DWH : :Date+: 1 a:6 :Air, 7 MAY 05 Description : • • •.• • • • • • •• • • • •• . •• • • • • • • • • • • • • • • • • g91. •• • • • •• ••• •• Reber @ Right End of Beam... Count Size 'd' from Top #1 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 Uniform Loads Start 0.000 ft 5.330 ft Downward . -0.0304 in at 6.3857ft - 0.0520 in at 6.3857ft -0.0520 in at 6.3857ft End 5.330 ft 12.670 ft •• • • • Summary Span = 12.67ft, Width= 12.00in Depth = 9.50in Maximum Moment : Mu 7.38 k ft Allowable Moment : Mn *phi 11.08 k -ft 2.12 k 9.22 k Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area © Section 0.220 in2 Region 0.000 2.112 Max. Spacing Not Req'd Not Req'd Max Vu 1.996 1.528 4.223 Not Req'd 0.827 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 6.335 Not Req'd 0.741 Beam Design OK -0.0520 in 1.44 k 1.57 k 8.447 10.558 12.670 ft Not Req'd Not Req'd Not Req'd in 0.741 1.568 2.119 k Mu, Eq. C-3 2.56 k -ft 0.00kft -0.00 k -ft Vu, Eq. C- 0.66 k 0.75 k ACI Factors (per ACI 318 -02, applied internally to entered loads) 0.750 Add"! "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 1.300 1.400 0.900 'cd , ,Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663-8885 scope: (Fax) 663-9841 • • • • • • Rev: 580008 • 1. • • User KW-0800621, Ver 5.8.0, 1-Des-2003 Concrete Rectangular & Tee Beam Deven (c)1983-21303 ENERCALC Engineering Software • • • Description Ftmax=1.4459 Vu-Max 1.998k 034 -0.50 -0.87 Shear Load Qi) 2.58 1.27 2.53 3.80 230 139 1.53 128 1:02 aft 0.5 Beam Sketch First Run Stair #2 0.214318 0A1d4111141111111111111111 025E401 12 878 WM= c 7.38k-8 Dmax 0.0520in 127 2.53 9.80 5.07 8.34 7.50 8.87 10.14 11.40 . 12.87 Location Aknathember (A) 2.42 8.87 10.14 11.40 12.87 .1 "he Moment DAD Locatton Along Member (ft) Stresses for ACI C-3 Combination Title: MCDS Academic CelAer.: • 1 . : •101,1 all Dsgnr: DINH : :Datt: 1tQt43, IDAY:35 • • • • • • • • • • ••• • • • • ••• Description: 121 2.53 3.80 &ST 8.51 10.14 11.40 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 64-991.•csoCaloulaiions • • • • • • • • • • • • ..14 11.40 12.07 -0.95 471 -1.42 -1.07 -1.90 4-42 WM= Rmax=1.5751 IP L n Along Member 2.53 3.80 oadlo IQ 8:87 10.14 114 1.27 2.53 3.80 Shear Load (IQ LOCEOM AlongMember a 8.87 10.14 1 Vu Max c 2.1164 ..4 5:91 5.17 4.43 3.89 Moment QM Loadlon Along Member gi) Stresses for ACI C-1 Combination 442 -0 425 stmerineri AID 4 4AN .ss 121 2 3-80 ;0.01 -0.02._. -Q,Q2 -0,04 -0.03 3.1,1N 405 _ Local y Deflection On) Location Along Member Stresses for Service Dead + Live Loads 4.98 4.43 3.88 922 221 fee 1.11 Moment (101) Location Along Mambos* (ft) Stresses for ACI C-2 Combination fti ft wt.,. PAM - -0.52 -0.94 -125 811earload ao 11.40 12.674,84 "27_253 - a.o0 ,• s 4.03 - 003 111 i 404 -.004 70.04 7 1- Local y Deflection Qn) Location Along Member (IQ Stresses for Dead+Live+Short Term Loads 1.51_4,10_ 0.&1_1,041 AT_1034 11.41) 12.87 10 H4812.87 1 2.87 t 1 , DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: r c , s' SCOPE: • • ••• • • • .•• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • •._ • • ?AGE: tat • NUMBER: 4 414- 1 ••• ••• • • ••• • ••• • • • • •• • R. I. • • • I. DSNGR: v+ .'/.!Q • •• • ••• • ••• ••OATE!.a671;4165. T . # 1 r • I� _ I ■■■1!111 1111■! ■! � I � t _,. i ilh■14■ /�"oI7�Ar� * 1 ? i J ■ ■ -�p i rzr� ■■■1�airi •ii ® , I7 r I -1—, —, 1 i�i r ;1 ' 1---- ' 1 Li L iki llinil ig i n1 1 1111 1 11r11111111 4 .11111111111 .. ■ = ■ ��,�i■ �� I — t 6 , , ■■■ ■iii! , 1 •• ■1■ !■1■ 1!■■■ 1 r l ou III I IIII IIII iiI ii ip i i f t F . J ± t Y- { � NM II r S i ■■ !�� .U._ L ; t IMININIMMISI - 5 ._. I I t-, -`- JAL a- 1 ; -, ■ ! — r , ? _ 4 '_ ! Is■ -- !— 1 _ t ■■!1111■I�INIiia 1 ■1 ■!!■ ■I■■ ■■ 1■ ■ 11 ■ ■N ._,. ,, 1 , ■ 1!I 11111.11 1 - , r I t • ; `! ] ; ,_ 1■■! ■lIW■■! ■ 1 �1■i1■ 1 ■ ■! ■I - 1 I • 4 .- 1 i� 1 : J �i r i s • L---`,--1--. —1,-1- - _ _ j_, , 4 { ��■�� a ■ - -1 i l- !!1i■ ■ �� ■ �� _s J�� i � + 1 !i!I ■ t i!■ ! !■!!■ 1111 ■ !! !E!■ i t -- ■ ■■■!!! � a � rt :4 , 1■■ ■ ■ osam ■ ■ _ I a MERU i t - �--�'- i ' I f � l•- -q ; —( , . "-. 1 1 ! __41 S : ■l i � p, N;r �� MEILL 1111 r ; ma , I FT-- -; . L j , I 1 ■■ i . , . ' ' i .---- . ( i ■ _ _�T- - d , t4 - -_ 1— - • , 1 1-�- i �w ! 11 r e a 1 .I i��!! UN ■ ■I B S■ mss! i� t . � !1 u 1 t t 1 ? I 1 r 1 • s t "1 r ; I} E 1 1 � 1 MIIIIIIII T 't ( I ? 1 i. a i . a t -34 _ 1. F 4 I I t 1 , DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: r c , s' SCOPE: • • ••• • • • .•• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • •._ • • ?AGE: tat • NUMBER: 4 414- 1 ••• ••• • • ••• • ••• • • • • •• • R. I. • • • I. DSNGR: v+ .'/.!Q • •• • ••• • ••• ••OATE!.a671;4165. ,Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev: 580000 User KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Concrete Beam • • • • • • • • • • • • •• • • J4-991 tmeCalitui85ons Description General Information Fy fc Concrete Member Information Description ��,.. 1 2 3 Span ft 9.00 7.50 6.33 Beam Width in 12.00 12.00 12.00 Beam Depth in 9.50 7.50 9.50 End Fixity Pin - Pin Pin - Pin Pin - Fns Reinforcing Center Ar 0.31in2 0.31in2 0.31in2 Bar Depth 8.25in 6.25in 8.25in Left Area 0.31 in2 0.31 in2 Bar Depth 1.25in 1.25in Right Area 0.31in2 Bar Depth 1.25in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Dead Load k/ft Live Load k/ft Start ft End ft DL @ Left DL @ Right LL @ Left LL @ Right Start End Results Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left Shear @ Right Reactions & Deflections DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective Second Run Stair #2 60,000.0 psi 3,000.0 psi k/ft k/ft k/ft k/ft ft ft k -ft if k -ft k -ft k -ft k -ft k -ft k k k k k k k k in ft in4 0.114 0.100 0.000 5.330 0.156 0.156 0.100 0.100 5.330 9.000 Beam OK Overstress Beam OK 3.31 4.50 11.08 0.00 0.00 -0.45 11.08 Bending OK 1.48 1.71 Yes Yes 0.132 0.156 0.100 0.100 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 8.29 11.08 -0.45 -7.78 8.29 11.08 -7.78 0.00 0.00 0.00 Bending NG Bending OK 0.35 2.46 2.31 0.00 0.53 0.74 1.89 0.43 0.60 1.25 0.96 1.34 3.14 0.74 1.89 0.00 0.60 1.25 0.00 1.34 3.14 0.00 -0.012 0.026 -0.175 4.50 4.80 6.33 857.38 223.86 857.38 • • ••• • • • ••• Title : MCDS Academic Cerrtgr• • VP" 04991 • Dsgnr. DWH • *Date: 1 •4:E4AM, 7MAY•05 • • • • • • • • Description: • • ••• • • • • ••• Scope : • ••• •• • Stirrup Fy 60,000.0 psi ACI Live Load Factor • •• •• • • • •• • •• •• • •••• • Code Ref: ACI 318-02,147 + lSf:, 083 Ibdi 2153 NFrA 5000 Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 i�� ,Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Description Shear Stirrups Second Run Stair #2 Stirrup Reber Area in2 0.220 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8 *L in Not Req'd Not Req'd Not Req'd Spacing © Right in Not Req'd Not Req'd Not Req'd .20/ Title : MCDS Academic Cater.: •: • • • • i doh 04:911 Dsgnr. DWH : • ••D-ate: 1'(;Z , `! It$AYb5 Description : Scope : • • • • • • • • • • ••• • • • • ••• • ••• Rev: 580000 User: KW-0600621, Ver 5.8.0, 1- Dec -2003 (c) 1963 -2003 ENERCALC Engineering Software Multi -Span Concrete Beam • • • • •• • • • • • • • • ca�1.:�wca • • •• • •• • •• • • • • • •• •• • • • • DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 -663 -8885 • FAX 305 - 663 -9841 x . c. • JOB: r c ..- s SCOPE: NUMBER: (c) 4- j • • '•• •• ••• •• • ••• • • • • • •• • • • •• DSNGR: • • • • • • LATE: • jib • • • ••• • • • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • ••• WAGE, .2i • • ••• • • • • ••• ' Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev. 580000 User KW- 0600821, Ver 5.8 0, 1- Dec -2003 (01983 -2003 ENERCALC Engineering Software Description Code Ref: ACI 318-001 Y9 UBC? 2 m 5000 General Information Fy Pc Concrete Member Information Loads Results Beam OK Beam OK Reactions & Deflections Shear Stirrups Description Span Beam Width Beam Depth End Fixity Reinforcing Using Live Load This Span ?? Dead Load kilt Live Load k/ft Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left Shear @ Right DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective Stirrup Rebar Area Spacing @ Left Spacing @ .2 *L Spacing @ .4 *L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right Center Area Bar Depth Left Area Bar Depth 2B-2 Revised 60,000.0 psi 3,000.0 psi 1 2 ft 6.50 5.33 in 8.00 8.00 in 20.00 20.00 Free-Pin Pin -Pin 0.62in2 0.62in2 17.50in 17.50in 2.48in2 3.50in Right Area 2.48in2 Bar Dept, 3.50in As>0.75RhobAs >0.75Rhob k -ft ft k -ft k -ft k -ft k -ft k -ft k k in2 in in in in in in Yes 2.020 1.250 0.00 0.00 46.28 0.00 0.00 - 104.63 143.43 Bending OK 0.00 32.19 0.220 8.75 8.75 8.75 8.75 8.75 8.75 Mulfi -Span Concrete Beam Yes 2.960 1.170 0.00 0.00 46.28 - 104.63 143.43 0.00 0.00 Bending OK 35.98 3.29 k 0.00 29.02 k 0.00 16.20 k 0.00 45.22 k 29.02 -0.12 k 16.20 -1.84 k 45.22 -1.95 in -0.581 0.036 ft 0.00 2.03 in4 1,291.41 1,291.41 0.220 4.38 4.38 8.75 8.75 8.75 8.75 • • • • • • ••• •• •• • • • •• •• • Title : MCDS Acader tic Eel§ter ; : : • :Jot # 04 -991 Dsgnr. DWH : : • : pale:: 2 PI t fl4AY 05 Description : Scope : • ••• • • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor • • • • • • • • • • • • • • • • • • • . • • • • • • • • 04- tt81.ecs Calculations •• • 1.40 1.70 22/ • DONALD HDDGETTS, P. E. JOB: Pt D C O N S U L T I N G E N G I N E E R SCOPE: 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 .5.' __` S -i `c r dL jl_t_k P 3C . S t i 1- I-4- j i -i- - 1 a I t 1i - I — • • • ••• • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • •• • • • • • • PAGE:• • ••• • ••• •� NUMBER: 04'— 'MI • •• • • • • • • • •• • • • • • • • • • • • • • • • •SJc4�®.�' DSNGR: -D. � to • • • • • • • DATE: Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev: 580008 User. KW-0600821, Ver 58.0 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description 2B -3 revised Concrete Rectangular & Tee Beam bpsigin • General Information Span Depth Width Beam Weight Not Added 11.00 ft 16.000 in 8.000 in fc 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned - Pinned Live Load acts with Short Term Reinforcing Reber @ Center of Beam... Count Size 'd' from Top 2 6 13.50in #1 Reber @ Left End of Beam... Count Size 'd' from Top #1 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads # #2 Dead Load 0.938 k 1.090 k Live Load 0.640 k 0.430 k Short Term k k Summary Span = 11.00ft, Width= 8.00in Depth = 16.00in Maximum Moment : Mu 35.24 k -ft Allowable Moment : Mn *phi 48.30 k -ft Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu 10.37 k 32.50 k 0.220 in2 0.000 1.833 6.750 6.750 10.367 8.677 3.667 Not Req'd 4.239 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 5.500 Not Req'd 4239 7.333 Not Req'd 4.270 9.167 6.750 8.441 Beam Design OK -0.1446 in 8.60 k 8.44 k 11.000 ft 6.750 in 10.030 k Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflection Deflections.. DL + [Bm Wtj DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Reactions... DL + [Bm WtJJ DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] ACI C -1 & C-2 DL ACI C-1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST* : Mn *Phi 48.30 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 32.50 k 32.50 k 1.400 1.700 1.700 1.100 . Upward 0.0000 in at 0.0000 in at 0.0000 in at Cc4 Left 5.368 k 8.599 k 8.599 k Mu, Eq. C -1 35.24 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 10.37 k 10.03 k 0.0000 ft 0.0000 ft 0.0000 ft ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C -3 Short Term Factor • • ••• • • • ••• •• •• • • • •• •• • Title : MCDS Academic defer • • • • ' • ;Job;# 04991 Dsgnr. DWH • • Pate: :: 1i7AM' z>,�Y05 Description : ' • • • • • Scope : • • • • • • • • • • • • • •• • • • • Code Ref: ACI 318-02: 1S9'AU119 5000 Mu, Eq. C-2 26.43 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 7.78 k 7.52 k (07 Right 5.786 k 8.440 k 8.440 k Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Start 0.000 ft 5.500 ft Downward -0.0626 in at - 0.1446 in at -0.1446 in at ••• • • •• • • • • • • • • • • • • •• Mu, Eq, C-3 13.82 k -ft 0.00 k -ft 0.00k$t Vu, Eq. C-; 3.90 k 4.09 k • 5.5440ft 5.5000ft 5.5000ft 0.750 Add "I "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 1.300 •••• 04- e91.cr'Calculations •• • End 5.500 ft 11.000 ft ACI Factors (per ACI 318 -02, applied internally to entered Toads) 1.400 0.900 24./ Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663-8885 • • • • • (Fax) 663-9841 • • • • e • • • • • Rev: 580008 • • • User: KW-0800621, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Dpsign 1 (c)1983-2003 ENERCALC Engineering Software Description Sketch & Diagram LA41641411141411141 1.578k111 1.52kift RUM = 8.599k Vu-Max o 10.387k 11ft Mtr.Max o 35.241c-ft Dinax 0.14481n Seam Sketch 2B-3 revised 1.10 2.20 310 4.40 5.50 8.60 /.70 8.80 9.90 11.00 Shear Load (k) Moak = 8.4406524 1.10 2.20 330 Vu Max 10.114134 28.1e 24.67 2174 17.62 14.09 1E57 41I7 Shear Load Ito 23.43 1.1 1.20 4.30 4..to 114,74 4.13 !MAO 7,4, 14.017_ Shear Load (k) Location Atorittl_AftmberAf6 13.82 1.10 2.20 330 4.40. ,, - ko 7.70 8.80 9.90 1100937 12.44 'n'j -: ' ' DM 11.06 '-','_ .....P: _ . 7 057 • , ''. - - ..''-=': , Tig , -' ...-1;• : : .I 1.10 2.20 330 440 5.50 8.60 7.70 Kff 9.90 11.00 1.10 220 310 4.40 - 320 6.8F M 810 9.90 - 11.00 , 3.112 -4.7e • • • • • • • • • • • .• •• • • • •• •• • Title: MCDS Acadentic ft/ter • •, • Vob;# 04-991 • :: Z WY 05 Description : Dsgnr: DWH Scope : Momeid pc-fi) Location Along Member 90 Stresses for ACI C-1 Combination Local y Deflection #n) Location Along Member (fp Stresses for Service Dead + Live Loads • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 21.14 18.50 13.66 1321 1051 • • • • • • • • • • • • • • • • • • • 04- • • • -3.75 4.51 -5.63 -10.01 -711 Location Along Member (ft) Shear Load (1) Location Alcultp_blernber 00 9.00 11.0028.43 1.10 220 3.30 .44:.60 7T0 830 3710 11.0o IA* Moment o7ro Location Meng Member 90 Stresses for ACI C-2 Combination 1.10 220 3.30 4.40 5.56 6.60 7.70 8.6o 0.80 1.1F 3.30 _4.40 - 6.30 8.W - 7.W - Vie 9.90 11.00 40 4 4 60- 46 r- ,, , '''' t ,, V.4 1 4114,147,3,*-; -&02 -630_ 888 600 1.ea3,43 1.10 72e. a 71.09 1_8,74 16„0. 4 JAW 11,72 _ EWC • AW"*". "•';E:" Alma if.8 itoo • 419 -0.13 Local y Deflection (in) Location Along Member (ft) Stresses for Dead+Live+Short Term Loads 1.00 DONALD HODGETTS, P. E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: MC- pS SCOPE: • ••• NUMBER: 04-`t • • • • . DSNGR: • • • • • • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • ••• • • • FAG 2Gm • •.. • •• •• • • • • • • • • •• • • • • • • • • • • • • • DACE: *1<=10.5 • ' ` Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 6634885 (Fax) 663 -9841 Rev: 580000 User KW- 0600621, Ver5.8.0, 1 -Dec -2003 (c} 1983 -2003 ENERCALC Engineering Software Multi-Span Concrete Beam •. ' • • ▪ • • ••• • • • • • • • 04991.ecw Calculations Description Code Ref: ACI 318;01%9TUB 21 33Bt,2003 FPA 5000 General information Fy fc Concrete Member Information Results Beam OK Beam OK Reactions & Deflections Description Span Beam Width Beam Depth End Fbdty Reinforcing Using Live Load This Span?? Dead Load kfft Live Load Wit Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left Shear © Right DL @ Left LL @ Left Total @ Left DL @ Right LL © Right Total @ Right Max. Deflection @X= Inertia : Effective Shear Stirrups 2B-5 ft in in Center Bar Area Left Area Bar Depth Right Bar Area 60,000.0 psi 3,000.0 psi k -ft ft k -ft k -ft k-ft k -ft k -ft k k 1 2 6.00 9.50 8.00 8.00 16.00 16.00 Pin -Pin Pin -Pin 0.62in2 0.62in2 13.50in 13.50in 0.62in2 2.50in 0.62in2 2.50in Yes 1.200 0.160 4.85 2.24 35.12 0.00 0.00 -9.04 35.12 Bending OK 4.35 7.36 Yes 0.388 0.160 5.23 5.89 35.12 -9.04 35.12 0.00 0.00 Bending OK 4.82 2.92 k 2.80 6.74 k 0.25 1.62 k 3.05 8.36 k 6.74 1.34 k 1.62 0.61 k 8.36 1.95 in -0.002 -0.005 ft 2.52 5.51 in4 2,730.67 2,730.67 Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2 *L in Not Req'd Not Req'd Spacing @ .4 *L in Not Req'd Not Req'd Spacing @ .6 *L in Not Req'd Not Req'd Spacing @ .8 *L in Not Req'd Not Req'd Spacing @ Right in 6.75 Not Req'd • • • • • • ••• •• •• • • • •• •• • Title : MCDS Acaderr c Cet er , , • ; • • .lolls# 04 -991 Dsgnr. DWH • : •; :9:09AM; 7.rtaY 05 Description : Scope : • ••• • • • • • • • • • • • • • ••• • • •• • • • • • • • • •• • • •• ••• •• • • • • Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 r E tINALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 -663 -8885 • FAX 305- 663 -9841 JOB: ( -'.t: SCOPE: • ••• NUMBER: -I • • • • • DSNGR: D.' ,1 f4 ••• ••• • • ••• • • • • •• •• • • • •• •• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • ••• • • • PA@! 2e, • ••• � • • ••• •• • • • • • •• • • ••.• • • • D/�TE: •.� ®F3 ®�o,S yDonald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev. 580008 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (o)1983 -2003 ENERCALC Engineering Software Description 2B-6 General Information Span Depth Width Beam Weight Not Added Reinforcing Reber @ Center of Beam... Count Size 'd' from Top 2 7 17.50in 2 5 15.50 in #1 #2 Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads #1 #2 Concentrated Loads #1 Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Dead Load 1.000 k 1.250 k Deflections... DL + [Bm Wtj DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Reactions... DL + [Bm Wt]] DL +LL +[Bm Wt] DL + LL + ST + [Bm Wt] Dead Load 6.740 k 11.50 ft 20.000 in 8.000 in Mn *Phi 115.81 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 33.99 k 33.99 k Live Load 0.770 k 0.580 k Reber @ Left End of Beam... Count Size 'd' from Top #1 in #2 in . Upward 0.0000 in at 0.0000 in at 0.0000 in at O. Left 9.302 k 14.255 k 14.255 k Short Term k Live Load 1.620 k Mu, Eq. C-1 79.79 k -ft 0.00 k-ft -0.00 k -ft Vu, Eq. C-• 17.58 k 18.02 k 0.0000ft 0.0000 It 0.0000 ft . . 0.• • • • • • ••. •• • • • •• •• Title : MCDS Acadenwic.Cerrter• • • • • • • Jo13 #04-991 Dsgnr. DWH • • • Datea1Of.18Af , ?NAY 05 Description: • • ••• • • • • ••• Scope : • ••• • • • • • • a Concrete Rectangular & Tee Beam tl&s'i n • • • • Code Ref: ACI 318-02,19921136, 615316C, 2021 WFPA 5000 fc 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned - Pinned Live Load acts with Short Term @ Right 10.313 k 14.790 k 14.790 k Short Term k Mu, Eq. C -2 59.84 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. 13.18 k 13.52 k • ••• • • • • • • • • • •• • • • .• • • • • • • • • • • • • • • • • • • • 04" 991.ec*Calcula5ons •• • • • •• ••• •• Reber @ Right End of Beam... Count Size 'd' from Top #1 in #2 in Start 0.000 ft 6.000 ft Location 6.000 ft End 6.000 if 11.500 it Summary Span = 11.50ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Depth = 20.00in 79.79 k -ft 115.81 k -ft 18.02 k 33.99 k 0.220 in2 0.000 1.917 7.750 7.750 17.579 16.333 3.833 7.750 11.099 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 5.750 7.750 11.099 7.667 7.750 11.478 9.583 7.750 16.764 Beam Design OK -0.1403 in 14.25 k 14.79 k 11.500 ft 7.750 in 18.022 k Bending & Shear Force Summary Mu, Eq. C-3 33.97 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. 7.09 k 7.63 k . Downward . -0.0903 in at 5.7960ft -0.1403 in at 5.7960ft -0.1401 in at 5.7960ft ponald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 Scope (Fax) 663 -9841 • • "' • Rev: 580008 a User. KW 21, Ver5.8.0, 1- Dec-2003 Concrete Rectangular & Tee Beam • i (c)1S93-2003 ENERCALC Engineering Software Description ACI Factors (per ACI 318 -02, applied internally to entered loads) 3 ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : Sketch & Diagram t lAiltill141111111111111ii 1.77w9 1.✓ lllllll11ll111111 Rolex = 142555 Vu- Max" 17.5785 2B-6 11 M¢Max = 79.79541 Oman 0.1403in Beam Sketch 1.400 1.700 1.700 1.100 5s 230 3.45 4.80 5.T5 8.90 8.05 92010.35 - 31.50 Moment 5 - Location Along Member 00 Stresses for ACI C -3 Combination ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor -070. 'i! 6 'r 404 i �I Y l �1� i l ) Ill �I :010 -0.11 , 4$13 Local le Deflection 0n _ - Location Along Member (fi) Stresses for Dead+Live+Short Term Loads 4)81 1 _11.74 Vit.11(.S.30_ 345 . A 49,244 -9.77 -8.58 =13.13 _.__ . __. .. i - mi'1s' -9.97 17.54; - , L '�, -13.15 (p R 14. 79 1.15 2.30 3.45 4.80 .90 8:05 9.20 10.35 94 1.15 2.30 Vu Max. 18.942N - - - ShearLoed (k) __ - _ Location A+(«g_ 'S�. 39.97 1.15 2 3 :45' 460 1:90 - 0.05 824 Itafi 1.5031 3058 _ 10 27.18 23.78 26.5117 §899 13.59 50119 8.. Moment (( Location Atm Member 00 Stresses for ACI C-1 Combination 481 - - -_ .007 403 -09.0 413 .._ Local y Deflection (bt) Location Along Member 00 Stresses for Service Dead + Live Loads • • • ••• Title : MCDS AcadenPagter . : : . • • :Joti# 04 -991 Dsgnr. DWH D4& 10;18Afl{ 7:1AAY 05 Description : 480 515 OA SAL 920 9. L 11 • • ••• • • • • ••• 53.86 47.97 41.89 35:119 23.94 17.85 11. • ••• • •• •• • • • • . • •• • • • •• • • • • • • • • • • • • • • • • • 044391.ecoCatculations •• • • • •• ••• •• • • • • • • • 0.750 Add"! "1.4" Factor for Seismic 0.900 Add"I "0.9" Factor for Seismic 1.300 1.400 0.900 Moment 0( Location Nona ram 04 - - -- 45 4.90 8.90 8.05 920 40.35 11.50 Location Along Member 00 Stresses for ACI C-2 Combination 2.30 4.20 5.75 890 4.b5 35 11.50 : ,i 9.20 "',0.35 1.50 • • ••• • • • • 'v•_ •• • • • • • • • lagMETE1 �9UN 3 0 2006 sY:05� • .• • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • Ixi:n� • v °` °'•II13PACT NOA: 03- 0314.0 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place Hialeah, Florida 33012 Ph: (305)384 -9952 Fax (305)828 -5118 EXP. 09 -11 -2008 MIAM • •• • ••• • • • • . • • • • BUILDING CODE COMPLiAQCBarFIC11 PRODUCT CONTROL DIVISION • • ••• • • • • • • • . • -• • • •.• • • • • • • • ••• • • • • • • • •. •• . • • • • • •-- • • • • • • • • •• • •• • • • • • • • • • • • • • • NOTICE OF ACCEP;I'Ar'N •4NOAX • •: • • • . Sunshine Windows Manufg, foe: :::.... • 1745 W. 33"' Place Hialeah, FL 33012 M AM -DADE COUNTY, FLORIDA ME1R4.DADE FLAGLER BUILDING 140 WEST FIAGLER STREET, SUM 1603 M1ANI>: FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulatiana governing the use of ccastmcdon materials. The documeatation submitted has been reviewed by Miam -Dade County Product Control Division and accepted by. the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (A1D). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (m areas otter than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or maul fuss to perform in the accepted manner, the maim will incur the expense of such testing and the AHJ any immediately revoke modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revolve this acceptance, if it is determined by hfiami-Dade County Product Cool Division that this product or material fails to meat the requirements of the applicable building code. This product is approved as descnited hcwin, and has been designed to comply with the High Velocity Hurricane Zone ofthe Florida Building Code. DESCRIPTION: Series 4302 Aluminum fixed Window - Impact APPROVAL DOCUMENT: Drawing No. PW- 00-03, titled " Series 4302 Alumni= Fixed Window-Impact", sheets 1 through 8 of 8, prepared by manufacturer dated 11 -15 -02 and last revised an 08- 29-03, signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade Comely Produce Control Approval stamp with the Notice of Acceptance number and approval date by the Mani-Dade Canty Product Control Division. MISSILE IMPACT RATING: Large Awe Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and folknving stationed: " ice County Product Control Approved", urkss otherwise acted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no obi in the applicable braiding code negatively the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the maw, use and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any ' for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade Canty, Florida, and followed by the expiration date may be displayed in advertisiog literature. If any portion of the NOA is displayed, them it shall be done in its enthety. INSPECTION: A copy of this entire NOA shall be provided to the user by the maimfacturer or its distributors and shall be available for won at the job site at the request ofthe Building Official. This NOA consists sists of th is page 1 and evidence page(s) as well as approval document m above. The submitted dommentation was reviewed by Ishaq L Chanda, P.E. NOA No 03-0314.07 Expired= Date: September 11, 2008 Approval Date September 11, 2003 Page 1 0 • • �► . _ . • • . outiaNalwas . URE ( A► w• . . • POS. NEC. ' C048 SIDE I4011Nta SIDE 8H13Rf SIDE 108 X 28 10 11 3 75.00 75.00 96 X 28 9 10 3 90.00 90.00 91 X 28 8 9 3 90.00 90.00 84 X 28 8 9 3 90.00 90.00 78 X 37 7 8 4 55.50 55.50 78 X 28 7 8 3 90.00 90.00 78 X 19 7 a 3 90.00 90.00 63 X 46 6 7 5 72.00 72.00 63 X 39 8 7 4 72.00 72.00 83 X 37 6 7 4 63.00 83.00 83 X 28 6 7 3 90.00 90.00 83 X 19 8 7 3 ` 90.00 '90.00 48X48 5 6 5 73.13 73.13 53X 5 8 5 78.30 78.30 53X39 5 8 4 90.00 90.00 53X37 5 8 4 78.00 78.00 53 X 28 5 8 3 90.00 90.00 53 X 19 5 8 3 90.00 90.00 48 X 39 5 8 4 90.00 90.00 46 X 37 5 8 4 90.00 90.00 46 X 28 5 8 3 90.00 90.00 40 X 19 5 8 3 90.00 90.00 38 X 37 4 5 4 90.00 90.00 38 X 28 4 5 3 90.00 90.00 3a X 19 4 5 3 90.00 90.00 26 X 28 3 _ 4 3 90.00 90.00 28 X 19 3 _ 4 3 90.00 90.00 61.20 74X39 7 a 4 81.20 74 X 37 7 8 4 54.00_54.00 90.00 90.00 74 X 26 7 8 3 74 X 19 7 a 3 90.00 90.00 • •• •• • • • • • • • • • • • • ••• . • • • ••• • • •. •• • • . • • . . • ••• • • • • • • • • • • • ••• 2 DI B RECTANGLE TYPICAL ELEVATION TOP wC0 N TAIL COMM DETA LIIG TRAPEZOID TYPICAL ELEVATION ANA: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4 ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILTI KWIK -FLEX SELF- DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A853 OR A36 WITH 12 Ga MINIMUM WALL 'THICKNESS. ALUMINUM ALLOY 6083 -T5 WITH 1/1r MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4 HILT! KWIK -FLEX SELF - DRILLING SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING TWO UT'ES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA WEUXNG; FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4 MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY 2 TJ! -vr B FRANCISCO DEZ tea► PE I 51313 SIZE 19' XIIt IDIOM - - • DESIGN PRESSURE • • • • • •• • ar ' POS. NEG. SILL JAMBS CIRCLE 'TOP 26 X 108 3 10 3 90.00 90.00 28 X 98 3 ' 9 3 90.00 90.00 28 X 91 3 8 3 90.00 90.00 28 X 84 3 8 3 90.00 90.00 37 X 78 4 7 5 55.50 55.50 26 X 78 3 7 3 90.00 90.00 19 X 78 2 7 2 90.00 90.00 48 X 63 5 6 8 72.00 72.00 39X83 4 8 5 87.20 87.20 - 37 X 63 4 6 S 70.10 70.10 28 X 63 3 6 _ 3 90.00 90.00 19 X 83 2 8 2 90.00 90.00 48 X 48 5 5 5 73.13 73.13 46 X 53 5 5 6 72.00 72.00 39X53 4 5 5 82.50 82.50 37 X 53 4 5 5 84.00 84.00 26 X 53 3 5 3 90.00 90.00 19 X 53 2. 5 2 90.00 90.00 39 X 46 4 9 5 90.00 90.00 37 X 46 4 5 5 90.00 90.00 28 X 46 3 5 3 90.00 90.00 19X46 2 5 2 90.00 90.00 37X38 4 4 5 90.00 90.00 26 X 38 _ 3 4 3 90.00 90.00 19X38 2 4 2 90.00 90.00 90.00 90.00 26 X 26 3 3 3 90.00 18 X 28 2 3 2 90.00 . 39 X 74 4 7 5 66.80 66.60 37 X 74 4 7 5 57.00 57.00 26 X 74 3 7 3 90.00 90.00 19 X 74 2 7 2 90.00 90.00 • • • • • •• •• • • • •• •• • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • •• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • " ,1111' fr COMMIE DETAIL 01 TYP 90 CORNER DETAIL " L . 10 MAX. A SILL WINDOW WIDTH (W) fg -g 4 A UPRIGHT RECTANGLE WITH CIRCLE TOP TYPICAL ELEVATION 1. FOR CONNECTION TO CONCRETE BLOCK USE I". ELCO TAPCON WITH 1 1/2 MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILTI KWIK -FLEX SELF - DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A853 OR A38 WITH 12 Go MINIMUM WALL. THICKNESS, ALUMINUM ALLOY 6063-T5 WITH 1/6" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/e-20 HILTI KWIK -FLEX SELF- DRILLING SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34' OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX/KEEPSAFE MAXIMUM INNER LAYER BY SOLU11A WELDDRX FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY =rd $* c 4+n!, rut. .ti° M il .1,.14oadia g-2.1-01 FRANCISCO HERNANDEZ D% P # 31383 .. . ••.. 1 , • .• . •••• s iX ...... • r•• •pssoN SURE : • CHART POS. NEG. SILL CIRCLE TOP JAMBS 108 X 26 10 15 3 90.00 90.00 95 X 28 9 13 - 3 ` 90.00 90.00 91 X 26 8 13 3 90.00 90.00 84 X 28 8 . 12 3 90.00 90.00 78 X 37 7 11 4 55.50 55.60 78 X 28 7 , 11 , 3 90.00 90.00 78 X 19 7 11 3 90.00 90.00 83 X 48 _ 6 9 5 72.00 72.00 83 X 39 8 9 4 67.20 67.20 63 X 37 6 9 4 70.10 70.10 63 X 28 6 9 3 90.00 90.00 63 X 19 6 9 3 90.00 90.00 48X48 5 7 5 73.13 73.13 53X46 5 8 5 72.00 72.00 53 X 39 5 8 4 82.50 82.50 83 X 37 5 8 4 84.00 84.00 83 X 26 5 8 3 90.00 90.00 53 X 19 5 8 3 90.00 00.00 46 X 39 5 7 4 90.00 90.00 46 X 37 5 7 4 90.00 90.00 48 X 28 5 7 3 90.00 90.00 48 X 19 5 7 ' 3 90.00 - 90.00 38 X 37 4 8 4 90.00 90.00 38 X 26 4 8 3 90.00 90.00 38 X 19 4 6 3 90.00 90.00 26 X 26 3 4 3 90.00 90.00 26 X 19 3 4 3 _ 90.00 90.00 74X39 7 11 4 56.40 58.40 74 X 37 7 11 4 59.10 59.10 74 X 26 7 11 3 90.00 90.00 74 X 19 7 11 _ 3 90.00 00.00 • • • . " •� . • • • • • ••• • • • • • • ••• • • • • •• • • • • • •• • • • • • • • • • • •• •• • ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • TYP 90° CORM DETAIL SIDEWAYS RECTANGLE WITH CIRCLE TOP TYPICAL ELEVATION Ate: 1. FOR CONNECTION N WITH 1 1/2" MINIMUM EMBEDMENT USE ENTINTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILTI KWIK -FLEX SELF - DRIWNG SCREW STEEL MATERIAL SHALT. CONFORM TO ASTM A500, A653 OR A36 WITH 12 Ga MINIMUM WALL. THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 29Y WOOD BUCK OR WOOD STRUCTURE USE 1/4 " -20 HILTI KWIK -FLEX SELF-DRILLING SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING TWO UTES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA SINA FOR CORNER WELDED CONNECTIONS USE 1/13" FILLET WELD WrrH 1 1/4" MINIMUN LENGTH MADE WITH EIR4043 FILLER ALLOY rwi+� sdeSe _ 'Jr) 4 71' r M ri I.c4$4.4 FRANCISCO HERNMEE2 FLORIDA PE f 513113 I f .. l. 1. 1• 1 •. 1.. . :DESE3N MUM CHART - PSP NV AMNON POS. NEG. SILL ARCH 108 X 28 10 11 90.00 90.00 98 X 26 9 10 90.00 90.00 91 X 28 8 10 90.00 90.00 84 X 26 8 9 90.00 90.00 78 X 37 7 11 55.50 55.50 78 X 28 7 9 90.00 90.00 78 X 19 7 8 90.00 90.00 63X32 6 9 75.00 75.00 63 X 28 8 8 90.00 90.00 63 X 19 6 7 90.00 90.00 48 X 24 5 7 90.00 90.00 53 X 27 5 8 90.00 90.00 53 X 19 5 7 ` 90.00 90.00 46 X 23 5 7 90.00 90.00 46 X 19 5 8 90.00 90.00 38 X 19 4 6 90.00 90.00 26 X 13 3 4 90.00 90.00 74 X 37 7 11 57.00 57.00 74 X 28 7 9 00.00 90.00 74 X 19 7 8 90.00 90.00 • • • • • • • • . • • •• . • • • • • • • •• • • • • • . •.. • • • • • • • • • • • • • '• • • . • • • • • • • • • • • •. • • • • • • es • •• • • • . . • •• • • • • • •• • • • • • • • • • • • ••• •• • • ARCH TYPICAL ELEVATION 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2' MINIMUM EMBEDMENT KM WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4' -20 HILTI KWIK -FLEX SELF- DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A653 OR A36 W1TH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6083 -T5 WITH 1/8 MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 28Y WOOD BUCK OR WOOD STRUCTURE USE 1/4 "-20 HILTI KWIK -FLEX SELF - DRILLING SCREW WM1 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED CLASS WIN A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA TIIffiTQ: FOR CORNER WELDED CONNECTIONS USE 1/8 FILLET WELD WITH 1 1/4" MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY FIWIcI%O HERNMDEZ FLOM PE # 111393 in OmMM Data' 1 � -15 -02 7 -1 -03 Roam ORONO ao. PW -00 -03 SHEET 4 0F8 • .•. • • •• .. • • • • .. . • • • • • • • • • • • • ••. • • • • • • • ••• PULL ROUND TYPICAL ELEVATION DESIGN PRESSURES POSYllVE is +90.00 P$P NEGATIVE in -90.00 QUARTER ROUND TYPICAL ELEVATION DESIGN PRESSURES POSITIVE "+90.00 PEP NEGATIVE •X90.05NP DETAIL #1 TYP 91 DETAIL canNERranam 1 2 . .MAX Xi MU TRIANGLE TYPICAL ELEVATION DESIGN PRESSURES POSlt1VB • x+900.00 PSF NEGATIVE ■410.00 PIP ANCHORS: 1. FOR CONNECTION TO CONCRETE IIIMM EMMB£ } " fl MENT INTO 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILT! KWIK -FLEX SELF - DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A800. A683 OR ALLOY 000MINIMUM ITH 1/8 MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4 " -20 HILTI KWIK -FLEX SELF- DRILLING SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING 7WO CUES OF 1/0" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA Nignick FOR CORNER 11 44' MMIINIIMUDN CONNECTIONS USE 1/8" 1 ER4043 FILLER ALLOY gM *Meets r a40 1 t •Lb, 4K+k t- 2c1 FRANCISCO HERNANDEZ FLORIDA PE 1 51303 Solis Ni lfg, Inc, 1716 1. Dorm Mg a 1 15 - 0,2 SAM Rividivq7'... MORN NO. PW- 00-03 SHEET 5OF8 • • •• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • •. •. • • • • • •. • •. • • . • • . . • • • . • • • •• • •. .•.• •••..••••• •.• ...• ... • B • 1.. • • • •. OCTAGON TYPICAL ELEVATION B DESIGN PRESSURES POSIIIVB ++90.00PSI/ NEGATIVE - 40.00 IMF 2 ANCHORS PER SIDE (TYPICAL) Y3 " `t !r4 CORNER DETAIL 01 CIN NER DETI& HEXAGON TYPICAL ELEVATION S. V B DESIGN PRESSURES POSITIVE - +90.00PIP NEGATIVE -- 90,OOPEP 2 ANCHORS PER SIDE (TIVICAL) -I ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4' —20 HILTI KWIK —FLEX SELF — DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A883 OR A38 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 8083—T8 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4' -20 HILTI KWIK —FLEX SELF— DRIWNG SCREW WITH 1 1/2' MINIMUM EMBEDMENT INTO WOOD 0.34' OVERALL LAMINATED GLASS USING TWO UTES OF' 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX/KEEPSAFE MAXIMUM INNER LAYER BY SOL.UTIA FOR CORNER WELDED CONNECTIONS USE 1/8' FILLET WELD WITH 1 1/4' MINIMUN LENGTH MADE WITH F.R4043 FILLER ALLOY Iy p **bike ra'y IP 3 .� C-) 7v:erk FRANCISCO FEII NDQ FLORIDA PE 1 51303 Saline Skis all -15 -02 ado R ., 0 7 -1 -03 ONAW40 NO. PW -00 -03 SHEET 60F8 • • ••• •©• • • ••• CONNECTION TO BLOCK AND CONCRETE SECTION A A 1/4' MAX. SHIM CONNECTION TO BLOCK AND CONCRETE SECTION B-B WOOD BUCK BY OTHERS MUST IE PROPERLY ANCHORED TO TRANSFER LOAD TO THE STRUCTURE AND TO BE REVIEWED BY BUILDING OFFICIAL WOOD A RED TO TRANSFER MOOD BE THE P L UCTURE AND TO BE REVIEWED BY BUILDING .OFFICIAL MIAMI -DADE COUNTY APPROVED MULIJON (UNDER SEPARATE APPROVAL) slapa 0.34 OVERAI. LAMINATED GLASS usNG 7W0 UT ES tie HEAT STIFF GLASS ( ) WITH A 0.090 SAFLOVICEEPSAFE , MAXIMUM INNER. LAYER BY SOWIIA MIAMI -DADE COUNTY (UNDE SEPARATE (CONNECTION TO ALUMINUM MULL) SECTION A - A (CONNECTION TO ALUMINUM MULL) SECTION B-B 1/8" MINIMUM WALL THICKNESS ALUMINUM ALLOY 6083 -T8 1/8" MINIMUM WALL THICKNESS ALUMINUM ALLOY 6083 —T5 �rw g r Zq -- ( 0 1 FRAMISCO HERNANOEZ FLORIDA PE / 61393 • PART D MAMMAL N F1 SW -1o1 HEAD, SILL AND JAMBS 6063 --T8 SW-102 GLAZING BEAD 8083 -T6 ANCHORS SEE ELEVATION SHEETS 4 i 8' X 1' PH S.M.S. ASSEMBLY SCREW 3 .340' LAMINATED GLASS /HEAT STR SEE GLAZING DETAIL SHEET 7 6 - DOW CORNING 988 OR EQUIVALENT STRUCTURAL SUCONE 7 # 8' X 1' PH S.M.S SMS 0 14' D.C. M.O. ALL AROUND PERIMETER TO ATTACH GLAZING BEAD TO FRAME • . • • • • • • •'• • • • ••• • . • •• • • • • •• • • • • • ••• • •• ••• • • •. • • • • • • • . . • • • •••• • • • • • • • • • • • • • • • • • • • • a • •• ••• •• • • ' • • • • ••• •• • (CONNECTION TO STEEL MEMBER) SECTION A - A (CONNECTION TO STEEL MEMBER) SECTION. B-B STEEL MEMBER SHALL CONFORM TO ASTM A500, A653 OR A36 WITH 12 GA MINIMUM WALL THICKNESS MATERIAL. LIST FRANCISCO HERNANDEZ FLORIDA PE f 51393 • • ••• • • • • D WI . . ... • • • • • • • • • • • • • •• • • • • • • • • • • • • • ••• • • • • ••• •• • • • •• ••• •• • ?ACT JUN 3 0 2006 D • • •• • • • • • • . • NOA: 03- 0314.07 Sunshine Windows M nufacturing, Inc. 1743 W. 33rd Puce Hiakah, Florida 33012 Ph: (305)364 -9952 Fax(305)626 -5116 MIAM BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Sunshine Windows Manufacturing, Inc. 1745 W. 33' Place Ifialeah, FL 33012 SCOPE: This NOA is being issued under the applicable rules and regulations gowning the use of ccastruction materials. The non submitted has been reviewed by Miami Dade County Product Control Division and accepted by. the Board of Rules and Appeals (BORA) to be used in Mani Dade County and other areas where allowed by the Authority Having Jurisdiction (AHI). This NOA shall not be valid after the expiration date stated below. The 1 -Dade County Product Control Division (In Mann Dade County) and/or the AHJ (m areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or muterra1 fails to paw in the accepted nram, the manufacturer will incur the expense of such taming and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdictk n. BORA reserves the right to revoke this ate, if it is mod by Itharni-Dack County Product Control Division that this product or material fails to meet the require ments ofthe applicable building code. This product is approved as desc rrlbed herein, and has bean daigned to comply with the KO Velocity Hurricane Zone ofthe Florida Building Code. DESCRIPTION: Series 4302 Aluminum Fixed Window - Impact APPROVAL DOCUMENT: Drawing No. PW -00-03, titled' Series 4302 Alammim Fixed Wi dow•Impact", sheets 1 through 8 of 8, prepared by manufacturer dated 11 -15 -02 and last revised on 08 -29-03, signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade Cocmty Product Control Approval sump with the Notice of Acceptant* number and approval date by the i Dade County Proust Control Division. MISSILE IMPACT RATING: Large Mme Impact Resistant LABELING: Each unit shall bear a permanent label with the mks name or logo, city, state and followings "il iDada Cry Product Control Approved", unless noted heroin. RENEWAL of this NOA shall be coed after a renewal application has been filed and there has been no change in dm applicable building code negatively affecting the performance of this product. TERMINATION of this NOA win occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture re oftbe product or pros. Misuse of this NOA as an eadasement of any • product for sales, advertising or any other purposes shall ally ate this NOA. Failure to comply nply with any section of this NOA shall be cause for lion and removal of NOA. ADVERTISEMENT: The NOA number preceded by the wards Mimi-Dade County, Florida, and followed by the expiration date may be displayed in adverting literature. If any portion of the NOA is disPlayed, titan it shall be dome in its entirety. irety. INSPECTION: A copy of this entire NOA shall be provided to the user by the mamifncturer or its distautors and shall be available for inspection at the job site at the request ofthe Building Official. This NOA cxtnss of this page 1 and evidence page(s) as well as approval document mullioned above. The submitted declamation was reviewed by Ishaq L Chanda, P.E. • • 1010. • • • ... • • • 0 • • • • • • • • • • • • • • • • • • • • • • • • • •.• : • • • 4100 • MIAMI-DADE COUNTY, FLORIDA • .. . • • ' Mgl$O-DADE FL4GLER BUIIAING • °• • • . fTGI.ER STREET, SUITE 1603 • • • • • . • • MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2905 . • • • .. 0 00 • . • • • •••• • el . ••••s • • • .0 • • • • • 000 100 NOANo 034314.07 Ern Dade; September 11, 2008 Approval Date September 11, 2003 Page 1 Sin WINDOW LXII 114C08_ • • • GN --. :- • • • • .� • . • Mean • • •" , • • -- •• •••• • ••g• • ••• • •••• LONG SIDE INCLINED SIDE swat SIDE 108 X 26 10 11 3 75.00 75.00 96 X 28 9 10 3 90.00 90.00 91 X 28 8 9 3 90.00 90.00 84 X 26 8 9 3 90.00 90.00 78 X 37 " 7 8 4 58,50 55.50 78 X 26 7 8 3 90.00 90.00 78 X 19 7 8 3 90.00 90.00 63X46 8 7 5 72.00 72.00 63X39 6 7 4 72.00 72.00 83 X 37 6 7 4 63,00 83.00 90.00 83 X 28 6 7 3 90.00 83 X 19 6 _` 7 3 90.00 " 90.00 48X48 5 8 5 73.13 73.13 53X48 3 8 5 76.30 78.30 53 X 39 5 8 4 90.00 90.00 53X37 5 8 4 78.00 78.00 53 X 28 5 8 3 90.00 90.00 53 X 19 5 6 3 90.00 80.00 46X39 5 8 4 90.00 90.00 46 X 37 5 8 4 90.00 90.00 _ 48 X 28 5 8 3 90.00 90.00 46 X 19 5 8 3 90.00 90.00 38 X 37 4 5 4 90.00 90.00 38 X 26 4 5 3 90.00 90.00 38 X 19 4 5 3 90.00 90.00 26 X 28 3 4 3 90.00 90.00 26 X 19 3 4 3 90.00 90.00 74X39 7 8 4 61.20 61.20 74 X 37 7 0 4 54.00 54.00 74 X 28 7 8 3 90.00 90.00 74 X 19 7 8 3 90.00 90.00 ill ;ill .11 1 4 04L Jr IO. MAX A SHORT SIDE (3) Vorlochithig 1740 IL 110 D rawn , !B Data 11- 15--02 soft NTS OWING No. PW -00 -03 SHEET 1 OF 8 • . ... . . ... •• •• • • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • •• • •• • • • • • •• • • • • • • • • • • RECTANGLE TYPICAL ELEVATION CORM DETAIL 82 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4° ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILT! KWIK -FLEX SELF - DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6083 -T5 WPM 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR W000 STRUCTURE USE 1/4"-20 HILTI KWIK -FLEX SELF - DRILLING SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING TWO LTTES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA WU DIM FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY FLORIDA PE # 51 CORNER DETAIL 4" TRAPEZOID TYPICAL ELEVATION WINDOW SZE wx» MOM DESIGN CHART - - ro c ANCHORS POS. NEG. mu. JAMBS CIRCLE TOP 26 X 108 3 10 3 90.00 90.00 28 X 96 3 9 3 90.00 90.00 26 X 91 3 8 3 90.00 90.00 28 X 84 3 8 3 90.00 90.00 37 X 78 4 7 5 55.50 55.50 28 X 78 3 7 3 90.00 90.00 19 X 78 2 7 2 90.00 90.00 46 X 83 5 8 6 72.00 72.00 39X83 4 6 5 67.20 87.20 37 X 83 4 8 $ 70.10 70.10 26 X 83 3 8 3 90.00 90.00 19 X 63 2 6 2 90.00 90.00 48 X 48 5 5 5 73.13 73.13 48 X 53 5 5 8 72.00 72.00 39X53 4 5 5 82.50 82.50 37 X 53 4 5 5 84.00 84.00 26 X 53 3 5 3 90.00 90.00 19X83 2 5 2 90.00 90.00 39 X 46 _ 4 5 5 90.00 90.00 37 X 46 4 5 5 90.00 90.00 28 X 48 3 5 3 90.00 90.00 19 X 46 2 8 2 90.00 90.00 37X38 4 4 5 90.00 90.00 26 X 38 3 _ . 3 90.00 90.00 19 X 36 2 4 2 90.00 90.00 26 X 28 3 3 3 90.00 90.00 90.00 90.00 19 X 28 2 3 2 . 39 X 74 4 7 8 66.60 68.60 37 X 74 4 7 8 57.00 57.00 26 X 74 3 7 3 90.00 90.00 19X74 2 7 _ 2 90.00 90.00 .. • • • • .. • • • • • • • • • • • • • • • • • • • • • • • ••• ... .... ALUMINUM • .. ... • • .. • • • • • . • .... ... 11 • • • • P�9SURB • • . . _ • 7 t 111 „rt vt CORNER DETAIL TYP 90° MGM DETAIL UPRIGHT 1tB(.T/1NCU13 WITH CIRCLE TOP TYPICAL ELEVATION 1. FOR CONNECTION TO CONCRETE BLOCK USE 1 /4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4." -20 HILT! KWIK -FLEX SELF - DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 28Y WOOD BUCK OR WOOD STRUCTURE USE 1/4 HILTI KWIK -FLEX SELF - DRILLING SCREW WITH 1 1/2 MINIMUM EMBEDMENT INTO WOOD OLNEk 0.34 OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLO flA FOR CORNER WELDED CONNECTIONS USE 1/5" FILLET WELD WITH 1 1/4" MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY =av elq. 4 +:0, N.t- :N° g- 251 -0'3 FRANCISCO HERNANDEZ FUMA PE # 313113 WINDOW WE W X II 11 •1 • • na • •• • • • • • ••• ••• OF ANM011a POs. NEG. gu. CIRCLE TOP JAMBS 108 X 28 10 15 3 90.00 90.00 96 X 28 9 13 3 90.00 9040 91 X 26 8 13 3 00.00 90.00 84 X 26 8 12 3 90.00 90.00 78 X 37 7 11 4 55.50 58.50 78 )C 26 7 11 3 90.00 90.00 78 X 19 7 11 3 90.00 90.00 83 X 48 6 9 3 72.00 72.00 63 X 39 6 9 4 87.20 87.20 63 X 37 6 9 4 70.10 70.10 83 X 26 6 9 3 90.00_90.00 90.00 90.00 63 X 19 6 9 3 48X48 5 7 5 73.13 73.13 53 X 46 3 8 5 72.00 72.00 53 X 39 3 8 4 , 82.80 82.50 53 X 37 5 8 4 84.00 84.00 53 X 26 5 8 3 90.00 90.00 53 X 19 5 8 3 90.00 90.00 48 X 39 9 7 4 90.00 90.00 48 X 37 3 7 4 90.00 90.00 46 X 28 S 7 3 90.00 90.00 46 X 19 5 7 3 90.00 90.00 38 X 37 4 8 4 90.00 90.00 38 X 26 4 8 3 90.00 90.00 38 X 19 4 8 3 90.40 90.00 26 X 28 3 4 3 90.00 90.00 26 X 19 3 4 3 90.00 00.00 74 X 39 7 11 4 88.40 56.40 74 X 37 7 11 4 59.10 59.10 74 X 26 7 11 , 3 90.00 90.00 74 X 19 7 11 3 90.00 90.00 • - ti • T i • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • •• ••• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • TYP 90° tR U. WINDOW WIDTH {W) SIDEWAYS RECTANGLE W1TH CIRCLE TOP TYPICAL ELEVATION ANCHORS: FOR 1. / TAPC CONNECTION WITH /2" CONCRETE EMBEDMENT USE 1/4" WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILTI KWIK -FLEX SELF- DRIWNG SCREW STEEL MATERIAL SHALL. CONFORM TO ASTM A500. A853 OR A36 WITH 12 Ga MINIMUM WALL THICKNESS. ALUMINUM ALLOY 8063 -T5 WTTH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 28Y WOOD BUCK OR WOOD STRUCTURE USE 1/4" -20 HILTI KWIK -FLEX SELF-DRILLING SCREW WITH 1 1/2 MINIMUM EMBEDMENT INTO WOOD gat 0.34• OVERALL LAMINATED GLASS USING TWO WES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX/KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY FRAtdaSCO 1~0E2 FLORIDA PE 1 411363 Setae Nails Me , afs O *AL Doti„ 11- -15 -02 Into NTS R. -1 -03 ORNINO NO. PIN -00 -03 SHEET 3 OF 8 ViINDOW W ; $ A D=64 PliESSilthp. , CHART - PSP ANCE91111 P POS. N NEG. SILL A ARCH 108 X 28 1 10 1 11 9 90.00 9 90.00 96 X 26 9 9 1 10 9 90.00 9 90.00 91 X 28 8 8 1 10 9 90.00 9 90.00 84 X 28 8 8 9 9 9 90.00_90.00 55.50 78 X 37 7 7 1 11 5 78 X 28 7 7 9 9 9 90.00 9 90.00 78 X 19 7 7 9 9 9 90.00 9 90.00 63X32 6 6 . 9 9 7 75.00 7 75.00 83 X 26 8 8 8 8 9 90.00 9 90.00 83 X 19 8 8 7 7 9 90.00 9 90.00 46 X 24 5 5 7 7 9 90.00 9 90.00 53 X 27 5 5 8 8 9 90.00 9 90.00 53 X 19 5 5 7 7 9 90.00 9 90.00 48 X 23 5 5 7 7 9 90.00 9 90.00 „ 46 X 19 5 5 8 8 9 90.00 9 90.00 38 X 19 4 4 6 6 9 90.00 9 90.00 26 X 13 _ 3 4 4 9 90.00 9 90.00 74 X 37 7 _ 3 11 5 57.00 5 57.00 74 X 26 7 7 9 9 9 90.00 9 90.00 74 X 19 7 7 8 8 9 90.00 9 90.00 • • • • • • .. -. • • • • • • • • • . . • • • •.• • • • • ...•... .••• • .• • ••. . • • • • • • • • • .. • . • • • • • • • • • • • • • • • • • • .• • • . •• ••• •• • • • • • • .• • • • • • • • ARCH TYPICAL ELEVATION l8: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4° ELCO TAPCON WITH 1 1 /2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" -20 HILTI KWIK •FLEX SELF - DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A500, A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 8083 -T5 WITH 1/8 MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY W000 BUCK OR WOOD STRUCTURE USE 1/4" -20 HILTI KWIK -FLEX SELF - DRILLING SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING TWO UTES OF 1/9" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX/KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA WILLOW: FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4 MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY FRANasco HERANCEZ FLORIDA PE $ 51323 ON W. mow Odom B i ro:A:••• • • • • • • • • • • • • mss • • • A POTS. ROUND TYPICAL ELEVATION DESIGN PRESSURES POEM •x+90.00 PSP NEGATIVE • -90.00 PQ • 1 • MAX 39 MAX QUARTER ROUND TYPICAL ELEVATION DESIGN PRESSURES POSITIVE •+90.00NW NEGATIVE •- 90.090 •• •• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • i 1 .a. 4 1; 1 —goy— CORNER DETAIL #2 • •• • • • • • • • • • • • • • • •• ••• •• • • • • •• • • • N SEE WELDING NOTE • 0210IR DETAIL II TYP 90' COINER DETAIL CGENERDETAIL 02 X 1• X 1 CORNER DETAIL 1 ° 12• MAX TRIANGLE TYPICAL ELEVATION DESIGN PRESSURES POSITIVE • +90.00 PS? NEGATIVE • -90.00 PEP ANCRORIk 1. FOR CON CONNECTION TO MIINIIMUM INTO WA O LL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" —20 HILTI KWIK—FLEX SELF — DRILLING SCREW STEEL MATERIAL SHALL CONFORM TO ASTM A800, A653 OR A38 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6083 —T5 WITH 1/6' MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 28Y WOOD BUCK OR WOOD STRUCTURE USE 1/4" -20 HILTI KWIK —FLEX SELF— DRILUNG SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34' OVERALL LAMINATED GLASS USING IWO UTES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX /KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA WELD FOR WITH 1 MINIMUN LENGTH MADE U E WY H 1 ER40443 ALLOY 4.i R1 i •4444 k -201-03 FRANCISCO HERWwDEZ MAZDA PE 813113 SWAM Windows iknufachrks kg. 17411". al o„ ev„„ Datm 11 -15 - 02 www.7, DAMN NO. PW -00 -03 SHEET 5 0F CORNER DETAIL 1 • L: • • • • • • • •• OCTAGON TYPICAL ELEVATION '�A ! • • • • • •. • • • ,••• • • • • 8 DESIGN PRESSURES POSITIVE • +90.00 PEP NEGATIVE■ 90.00 • 2 AFI�HORS PER SIDE (1YPICAL) • • • .• ODES DETAIL #1 CORNER DE.TML 1 HEXAGON TYPICAL ELEVATION DE GN PRESSURES POSITIVE •+90.00 PIP NEGATIVE■ 90.00PSF 2 ANCHORS PER SIDE (muAL) Alm: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1 4' ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT I 0 WALL. 2. FOR CONNECTION TO METAL STRUCTURE USE 1 /4' —20 HILT! KWIK —FLEX SELF — DRILLING SCREW STEEL MATERIAL. SHALL CONFORM TO ASTM A500, A883 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6083—T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4' -20 HILTI KWIK —FLEX SELF— DRIWNG SCREW WITH 1 1/2" MINIMUM EMBEDMENT INTO WOOD 0.34" OVERALL LAMINATED GLASS USING TWO L.1TES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX/KEEPSAFE MAXIMUM INNER LAYER BY SOLUTIA IMDl O FOR CORNER WELDED CONNECTIONS USE 1/8' FILLET WELD WITH 1 1/4" MINIMUN LENGTH MADE WITH ER4043 FILLER ALLOY `i yvcrt- MONO= FIERNANDEz FLORIDA PE ft 61393 Soigne Wm Varnish* he. o men B X 11 -15 -02 Sods NTS RetidurR RUNrionL Duo No. PW -00 -03 SHEET 60F8 • • • • • e ••• • • • • • • • • • • , • • • ••• to • • • ••• • 4 is •i ••• • • • • • • • •• • • • • • •• • • • • •• CONNECTION TO BLOCK AND CONCRETE SECTION A A WINDOW WIDTH • ,WOOD BUCK BY OTHERS MUST BE PROPERLY •• ANCHORED TO TRANSFER LOAD TO THE STRUCTURE AND TO BE REVIEWED BY BUILDING OFFlCIAL CONNECTION TO BLOCK AND CONCRETE SECTION B-B WOOD SUCK BY OTHERS MUST BE PROPERLY ANCHORED TO TRANSFER LOAD TO THE STRUCTURE AND TO BE REVIEWED BY BUILDING . OFFlCIAL (CONNECTION TO ALUMINUM MULL) SECTION B-B FRS HERNANDEZ FU DA PE # 5393 Dim oats 11 -15 -02 1/_2"1 VJ+r7 -1 -03 Nat PW -O0 -03 SHEET 7 0F8 • • • • • 4 • • • • • • • • -• • • • • ••• • • • • • • • • • • • • • •••• • • • • ••• • •• ••• • • •• ••• �••• • ••• • • • • •• • • • •••• ••• •••• •••• • •••• • • • •• • • • •• • • • •• ••• •• • • • • • • • • • •.• • • • • • • •• • • • • • • ••• •• (CONNECTION TO STEEL MEMBER) SECTION A - A STEEL MEMBER SHALL CONFORM TO ASTM A500 AB53 OR A36 WITH 12 GA MINIMUM WALL THICKNESS tl'!T # PART DBS 'IIOFT MA'1 IAL 1 SW —tot HEAD. SLL AND JAMBS 8063 -18 2 SW-102 SIZING BEAD 6063 -76 3 ANCHORS SE 3 4 6' X 1' PH S.M.S ASSEMBLY SCREW o .340' LAMINATED GLASS/HEAT STR ZE DAZING DETAIL SHEET 7 8 - DOW CORNING 05 OR EQUIVALENT STRUCTURAL OUOONE SMS 0 14' O.C. MAX ALL AROUND 7 ' r X IN PH S.M.S PERIMETER TO ATTACH GLAZING BEAD TO Said le San FRANCISCO HERNANDEZ FLORIDA PE / 51393 l mts i i!la iill 13 :11 1 1 .4 1 N amyl BAAL Remora 1:14! it11 -15-02 a 1/2 =1 Rowlstan; DRAM Nis Pw- -oO -Oa SHEET 8 OF 8 • ••• • • • • • • • • • -. • •. • • • • • • • • • • • • • • • • • • ••••••• •••. • • • • • • • • • • • •• • • • s H •.. : • • • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • • • • • • • • • • • • • • • •. • • • • • ••• •• Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place Hialeah, Florida 33012 Ph: (305)384 -9952 Foc(305)828 -5118 SINGLE HUNG WINDOW (LARGE, SMALL AND NONE MISSILE IMPACT.) NOA: 02-0212.02 JUN 3 0X006 B YO EXP. 04 -22 -2007 MtA M!DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Sunshine Windows MFG., Inc. 1745 West 33� Place Hialeah, FL 33012 SCOPE: • • ••• • • • ••• •• •• • • • •• •• • • . . • .. • •.. • • • • ••• • • • • • • • • • • • • • •..... . ..• • • • • • • • • -• • • • • • • • • • • • MIAMI -DADE COUNTY, FLORIDA • • o • • ME 1 O -DADS FLAGLER BUILDING • • • • : 1' • ' I4GLER STREET, SUITE 1603 • • • • • • • • • 'MIAMI, FLORIDA 33130 -1563 • • • (305) 375-2901 FAX (305) 375 -2908 •• T • - --- • • • • • • • • • • • • • • • ••• •• This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami - County Product Control Division (In Miami Dade County) and:; AHJ (in A (in areas other than Mratni Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "2000" Aluminum Single Hung Window APPROVAL DOCUMENT: Drawing No. SH98 -04, titled "Series 2000 Aluminum Single Hung Window ", sheets 1 through 5, prepared, signed and sealed by Francisco Hernandez, P.E., dated 3/25/99, bearing the Miami - Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large, Small and None Missl1e Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered sifter a renewal application has been filed and there has beer change in the applicable building code negatively affecting the performance of this product TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 00 - 0403.07 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Raul Rodriguez. NOA No 02-0212.02 Expiration Date: April 22, 2007 Approval Date: March 21,2002 Page 1 '•• '•• DESIGN ORESSURE421ART "PRF SERIBS.2000 ALUMINUM SINGLE HUNG WINDOW 21" MAX. I. WINDOW DIMENSION ANC�IOR • • • • I 3C ItIOTit • • • ' • • • RRDIUM DUTY HEAVY DUTY (W/ STEEL REINFORCEMENT) 3/16" TAPCONS 3/16"- ANNSA BDG ASS 2116"- ANNBALEDMASS 1/4 EUBA 3 DSR. MO(. OiAss�118" ANN. GLASS 16" TAPC0N$ 1!4" TAP0 46 VW TAPCONS 1/4" TAF000 1/4"'GAPS WIDTH HEIGHT EXT. INT. EXT. INT. EXT. INT. EXT. INT. EXT. INT. EXT. INT. EXT. INT. 191/8" 2 0 WINDOW 80.7. 67.5 60.7 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 184.8 184.8 2 3 80.7 67.5 60.7 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98,0 122.5 98.0 37" 3 60.7 87.5 80.7 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 184.8 53 1/8' 4 60.7 67.5 60.7 88.7 98.0 113.1 98.0 122.5 98.0 113.1 98.0 122.5 98.0 184.8 19 1/8" 38 3/e' 2 3 80.7 67.5 60.7 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 184.8 28 1/2 2 60.7 67.5 80.7 122.5 98.0 122.5 98.0 122.5 98.0 122 98.0 122.5 98.0 184.8 37' _ 3 80.7 67.5 80.7 108.8 98.0 120.3 98.0 122.5 98.0 120.3 98.0 122.5 , 98.0 184.8 53 1/8' 4 60.7 64.8 60.7 84.8 90.6 90.6 97.1 97.1 90.6 90.6 98.0 122.5 98.0 144.3 19 1/8' 50 5/8' 2 4 80.7 67.5 80.7 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 122.5 98.0 184.8 28 1/2 2 60.7 67.5 80.7 119.1 98.0 119.1 98.0 122.5 98.0 119.1 98.0 122.5 98.0 184.8 37' 3 80.7 87.5 60.7 94.7 98.0 99.2 98.0 122.5 98.0 99.2 98.0 122.5 98.0 184.8 53 1/8' 4 52.6 52.8 53.2 53.2 79.8 79.8 79.8 79.8 83.8 83.8 95.5 95.5 98.0 118.5 19 1/8' 72 2 5 60.7 87.5 60.7 t 22.5 98.0 122.5 98.0 122.5 98.0 , 122.5 98.0 122.5 98.0 184.8 201 /2' 2 80.7 67.5 60.7 111.9 98.0 111.9 98.0 122.5 98.0 111.9 98.0 122.5 98.0 184.8 37' 3 60.7 61.5 80.7 89.5 89.6 89.6 98.0 111.8 89.8 89.8 98.0 111.6 98.0 168.3 531/8' 4 41.3 41.3 48.7 48.7 70.0 70.0 70.0 70.0 74.9 74.9 74.9 74.9 98.0 104.0 19 1/e' 2 80.7 87.5 60.7 119.2 98.0 119.2 98.0 122.5 98.0 119.2 98.0 122.5 98.0 184.8 25 1/2" 74 1/4' 2 5 60.7 87.5 80.7 , 91.2 91.2 91.2 98.0 122.5 91.2 91.2 98.0 122.5 98.0 184.8 37' 3 51.4 51.4 60.7 71.5 71.5 71.5 93.3 93.3 d t 1) P'S ' PSF PSF 71.5 71.5 93.3 93.3 98.0 140.8 842:11 ON 1111..4 mar 1 533 1 1) TEST LOADS +70.0 - 70.0 PSF DESIGN LOADS= +487 -40.7 P1IF WATER Ursa 9.1 Fr TE91E0 OLA 0S8 1 T 531//6X� 53' ( I TEST LGA0S +108.0 1 DESIGN LOR A= +70.0 -70.0 1181E11 INFN.TRAT 1 ". 14.7 TESTED O ASIa 3/1 NIN£ALED T BASED ON -5'11 X 1 1 1 1) TEST LOAD +1 - 0 PSF SEWN LOA05 +990 -104.0 PSF WATER INF1L1ThI TEST 14:9 PSF TW3i7E0 19 ANNFMF3 I Li 0 21" MAX. I II J I. oV s IOHOtW �ex�►nu 0 I 11 it ..__.-___JL 1 f '1 11 :I i II '' 1 24" MAX. 0 WINDOW WIDTH .wll 1 4 ..I.. IAfa w•••• ...... PIMP • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• • • • ••• • •• • ••• •••• • • -- - • APPROVED AS COMPLYING MATH THE SOUTH FLORIDA BUILDING CODE 02 , o BY T /% I � - PROD COW' )L DIVISION BUIL DE COMPLIANCE OFFICE 4CCEPTANCE N0. 22r124O 3. HEAD ANCHORS SEE CHART TYPICAL ELEVATION 1 OVER 1 FALSE MUN11NS (SURFACE APPUED) MAY BE USED PRODUCT RENEWED ACCEPTANCE No. .0 7. b L Z►Q Z EXPIRAT10 rr l �, 71067 CONTROL BMW* CODE COMPLIANCE MICR a- z5 -O© FNANCII HERNANDEZ FL. " MAX. Sunshine Windows j Inutuciunng, inc.' 1745 W. 33rd 33012 Ph: 308 9952 F» 305 - 8118 DESIOAT isPUP PIM = ' somas -2000 ALtl$14.1 Eitkii,i1UNtt L ANC OR BULB TERBIUM Q� 114" ER CRASS PDA WIRT, ADO /L AND BRAVY DUTY WINDOWS .... _ __ _ • • . •' : :I 1110 .AAf CnO1411S REQUMED STANDARD ELL 3" HIGH SIId. pauguip 3 IJ11� 3 4'TAPCONS EXT. INT. 1M "TAPOO EXT. N9 INT. 3/16"TAPCO EXT. I INT. 134" TAPCCOIS WIDTHDTH HEIGHT Sal FACT. INT. 19 1/e' 2r 2 66.7 281.4 68.7 300.0 75.0 281.4 75.0 300.0 26 1/2' 2 3 66.7 252.1 68.7 300.0 75.0 252.1 75.0 300.0 3Y 3 68.7 141.8 88.7 248.6 75.0 141.8 75.0 246.6 e3 1/e 4 88.7 113.1 66.7 154.0 75.0 113.1 75.0 154.0 ' 19 1/8 2 4 66.7 214.0 88.7 300.0 75.0 214.0 75.0 300.0 2e 1 /r • 2 88.7 177.2 66.7 300.0 75.0 177.2 75.0 300.0 37' 3 86.7 129.3 88.7 188.9 75.0 129.3 75.0 1 88.9 e, 1 /e' 4 68.7 90.6 868.7 112.4 75.0 90.6 75.0 112.4 15 1/8 fie sir 2 88.7 187.7 68.7 300.0 75.0 187.7 75.0 300.0 21 1/2' 2 66.7 148.9 66.7 300.0 75.0 148.9 75.0 300.0 37' 3 68.7 124.0 68.7 164.4 75.0 124.0 73.0 184.4 831/e° 4 66.7 83.8 68.7 92.3 75.0 83.8 75.0 92.3 19 1/e' 2 6 66.7 173.2 66.7 300.0 75.0 1732 75.0 300.0 25 1/2' 2 66.7 134.2 66.7 300.0 75.0 134.2 75.0 300.0 37' 3 66.7 107.5 68.7 155.4 75.0 107.5 _ 75.0 155.4 831/8 4 66.7 81.0 88.7 81.0 75.0 81.0 75.0 81.0 15 1/8' 2 6 68.7 143.0 66.7 300.0 75.0 143.0 75.0 300.0 28 1/2" 2 68.7 109.5 68.7 251.8 75.0 109.5 75.0 251.6 3Y 741/4' 3 66.7 85. 68.7 155.0 75.0 85.8 75.0 155.0 as 1 /8' 4 66.7 69.8 } 06.7 i 75.0 69.8 i c.8 75.0 75.0 - BOOED ON FTL -1837 DATED 11-19-97 TEST SIZE® 53 X 74 1/4' 1) TEST LOADS +1 2.5 - 112.5 PS F DESION LOADS= +75.0 -75.0 PSF WATER INFILTRAT1ON TEST- 10.0 P5F WM1 STD. SILL 11.3 PSF WITH 3' HIGH SILL TESLED GLASS= 1/4' TEMPERED .. .. • • • •. . • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • . . • • • • .. • 1 z HEAD ANCHORS SEE CHART i 1 14 MAX. i4 i _ l T 1/4" ,� l'EMPERED f I'GLASS SILL ANCHORS SEE CHART WINDOW WIDTH APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING COIF tea :rte 4 MAX TYPICAL ELEVATION 1 OVER 1 FALSE MUNTINS (SURFACE APPLIED) MAY BE USED BY PROD '01. DIVISION BUIL' t CODE COMPLIANC OFFICE ACCEPTANCE NO 0 3 .07 - PRODUCT RENEWED ACCEPTANCE No. 01. -O ill .01. tit U, 1037 EXPIRATION DATE B CONTROLDMSION BF3ILDINO CODE COMPLIANCE OFFICE a - a s -d® FRANCISCO HERNANDEZ FL. PE, 51393 Sunshine Windows Manufacturing, inc. 1745 W. 33rd Pied. 33012 PIN -9912 Omen JN lists 3- 25 -99 Soda 1/2 "a1 -25-00 Rovlaiaro MOM NO. SH98 -04 SHEET 2 OF anti PART" monurrmw 1 MATiRIAL 1 SW-014 1 FRAME HEAD 6083 -T5 2 SW -52101 1 FRAME SILL 8083 -13 4 SW -013 1 MEETING RAIL 8083 -T5 5 SW -017 1 SASH TOP RNL 8083 -T5 8 SW -43355 1 SASH BOTTOM RAIL 8083 -75 7 SW -40771 1 3' RISER 8053 -15 9 SW -AS 14 ASSEMBLY SCREWS / 8X1' PH PHILLIP CRS 11 SW -887 2/VENT LATCH ZINC 12 SW -1820 AS RQD SEAL PILE FELT 13 SW -3257 AS RQD WEATHER STRIP BULB VINYL 14 SW -1520 AS RQD GLAZING TAPE FOAM 18 SW -018 AS ROD CLAIM BEAD 6063 -15 17 SW -3082 AS RQD WEATHER STRIP BULB VINYL 18 SW -013 1 FRAME SI1/3' RISER 6083-15 19 SW -40770 1 BOTTOM RNL,3'RISER 8063 -T5 20 SW -43353 2/VENT LATCH BOTTOM RAIL 8083 -T5 PRODUCT RENEWED AOCE1TANCENa OZ t.• 0 L EXPIRATION DA /J ,�Ct 8p ,fi/ .t OFFICE • • ,�•e ' vrj • • • • • • • • • • • • • . • • • • • • •. ••• • • • • ..• • • • • • • • • • • • • • • • • • • ••• • . . • • • • • •• . 6 4 • .. .:' •• • • • . . • . • •....... • • • •:• • • •• • +• .. • • • q. LATCH OPTION Is 0 kg gV 805 r S , LATCH 1x • V• • TYPICAL ANCHORS SEE ELEVATION FOR SPACING LIGHT DUTY •.• • • .• • • • • • • E I MIg$ FOR.9PMIRG ANCHORS: APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT . Dom BY PRODU , CO • L DIVISION BUILDING CODE COMPLIANCE I ICE ACCEPTANCE NO 04 Q40 5.07- ... .. INTO 28Y W000 BUCKS OR WOOD STUCTURE • • 3/18' OR 1/4' TAPCONS WITH 1 1/2' MIN. PENETRATION INTO WOOD •. • • • • INTO 1 BY WOOD BUCKS OR INTO MASONRY •.. • • 3/18' OR 1/4' TAPCONS WITH 1 1/4' MIN. EMBED INTO MASONRY WOOD BUCKS NOT BY SUNSHINE WINDOWS MUST SUSTAIN LOADS: IMPOSCD BY GLAZIw: SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE GLAZING =TROD USE ADHESIVE BEDDING COMPOUND AND GLAZING FOAM TAPE ON EXTERIOR EXTRUDED ALUMINUM SNAP ON GLAZING BEAD WITH VINYL BULB ON INTERIOR 1/2' WEEP SLOTS Al' EACH END . ti• ..... MEDIUM AND HEAVY DUTY 1/2' WEEP SLOTS AT EACH END I L. ` NOD BUCK BY LIGHT DUTY MATERIAL LIST (VERTICAL =nom 20 2'SLL LATCH 1/2' WEEP SLOTS AT EACH END om it � I • 1 1 BY DR2BY WOOD BUCK MEDIUM AND HEAVY DUTY -Z S -00 FRANC HERNANDEZ FL Po 51393 E HEAD SW-014 8083 —T5 2.078 --� FRAME SILL 8083 —T5 SASH BOTTOM ' P.'•!. SW-43355 8083 — 0.394 0.388 GLAZING STOP r SW -018 8083-75 2.375 FRAME JAMB SW -011 8063 2.077 —°-I FRAME SILL SW-013 8083 —T5 MEETING 1 RAIL 8063 —T5 1.000 SASH W f RAIL —40770 8083 —T5 0.812 la— SASH TOP RAIL 8083 —T9. LATCH 80TTON RML SW -43353 8083—T8 SILL RISER 5W -40771 8083 —T5 1 BY OR 2 BY F WOOD BUCK MATERIAL BY •• • 01. 'TVIS!ON BUILD) NO CODE COMPLIANCE OFFICE • .. • • • • • • • • • HORIZONTAL SECTION PRODUCT RENEWED ACCEPTANCE No. 01- )111 °t EXPIRATION D , i1' . ,r z V •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .• • • • • ••• • •• .•. • •• • • • . • • • • • • • • .. • • • • • • • • • • • • • • • • • • • • • • • --9.,—,----a. • • • • • • •• • • s • • • • LIST (HORIZONTAL SON) • •• • • • • !• TYPICAL, ANCHORS SEE ELEVATION AND CHART FOR SPACING STOMP 3 8 10 14 18 16 17 PAliCt SW SW-012 SW -8202A SW -1520 SW -540 2 2 4/IfENT AS ROD SW -018 AS ROO 2 SW -3082 AS ROD DESCIEWITINt FRAME JAMB SASH SIDE RAIL FACE GUIDES GLAZING TAPE GLAZING BEAD SPIRAL BALANCE WEATHER Selo' 0ULF1 808378 6063 —T8 NYLON FOAM 6083 —T8 ALUMINUM VINYL APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE OZ DA ■��,1 BY f / PRODU CO IL DIVISION BUILD' CODE COMPLIANCE OFFICE 4CCEPTANCE NO. 0 040349- • 2 SW5210 1 FRAME SILL 8083 -15 '~ 3 SW -011 2 FRAME JAMB 6083 -T5 4 SW4011 1 MEETING RAH. 8083-45 8 SW -01 1 SASH TOP RAH. 8083 -45 8 SW = 1 SASH BOTTOM RAIL 8083 -T5 7 9W820'= 2 SASH CAM NYLON 8 SW-012 2 SASH SIDE RAIL 8083 -T5 9 SW -AS AS REQ ASSEMBLY SCREWS # 8X1' PH PHIL.UP CRS z 10 5W820 4/VENT FACE GUIDES NYLON 11 awl 2/VEIIT LATCH 8083 -48 12 8*1820 AS RQD SEAL PILE FELT 13 SW3287 AS RQD WEATHER STRIP BULB VINYL : 14 - SW-41 - AS RQD SIL.IO ONE DC 755 /SM -6731 s 18 AS RQD GLOM BEAD 8083 -T5 18 SW340 2 SPIRAL BALANCE ALUMINUM • •• .• ': • • •• .. TYPICAL ANtHQRSi • • • • • • • �• • • . . • • • • •. _ .•• • • • • • .. .�:X / .• . 1 N N I 1 ,. „..,. -4111111111 1111r -e . • V i o • t VERTICAL SECTION • • • let • •• • • • • • • • • • • • • •• • • • • � N 3 � N PTI LATCH OON La] 'o �r N V IMPACT RESISTANT WINDOW • • • • ••• • • • • • ;.g ••• •• • • • • • •• • • • • • • • • • • g g APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT. •7Uhat 01 By /LJI / ....:1 PROM ROL DIVISION BUILDI CODE COMPLIANCE Off WCEPTANCE NO.Ot 03 , DESIGN PRESSURE RATING + 70.0 PSF - 90.0 PSF FOR ALL WINDOW SIZES EQUAL OR SMALLER THAN TEST UNIT 1TS918 PART/ 1 SW -014 OLASS OPTIONS: RICA MATIBRIAL LIST INLICRILPIEW FRAME HEAD 3 =" OVERALL. LAMINATED GLASS USING TWO UGKTS OF 1/8' HEAT STRENhENED WITH API 0.010' INTERLAYER FILM, GLASSUW SAFETY PLUS AND A 3/8 WIDE CLOSED CELL. F EDGE FRANK LOWE RU ER k GASKET S -10 ON EM4 SIDE PVt AT PERIMETER 3 OVERALL UnNATED GLASS USING TWO LIGHTS OF 1,4117 HEAT STRENTHENED NRTH N4 0.090 INTERLAYER FILM, DUPONT WnH BL/TAL INTERIOR GLAZED WITH 3/8" GLAZING PENETRATION USING A CLEAR COLORED ADHESIVE BEDDING COMMIND, SCHNEE MOREHEAD 5731 OR DOW CORNING 795, AND AN EXTRUDED ALUMINUM SNAP ON GLAZING BEAD FASTENED TO FRAME WITH T*I10 NO. 8 X 3/4' PHSMS PER BEAD. HORIZONTAL SECTION AILATEIVAL 6083 -TS 4 • ' ! t 7YP CHORS • FALSE MUNTINS ( MAY SE E UP UED ANCHORS: 3/ 6 Z WITH 1 WOOD 3/ B TAPOONS Wf H 1 �''" 1, � 4" t WINDOW WIDTH 19 1/8' 28 1/2' 37 53 1/8' ANCHORS PER HEM 8 SILL 2 3 4 5 HEAD ANCHORS SEE CHART 14' MAX.. 10 • I {{ 11 4.4 GLd S {I B II 11 a fl , 11 I I?ACT GLA§S JL JL I II 4' •-•« 14' MAX. -- -4 -a-4 WINDOW WIDTH SILL ANCHORS SEE CHART TYPICAL ELEVATION 1 OVER 1 TEST SIZE= 5 1 / 8 " X 3/ {1 (11 OVER 1) TESL' LOADS= +135 0 -135.0 PSF DESIGN LOADS= +70.0 -90.0 WATER INFILTRATIO JEST= 10.5 PSF TESTED GLASS= 3 8 HEAT STRENTHENED LAMINATED CYCUC WIND TEST= +90.0 -90.0 PSF HURRICANE ANT S$U1l E R8 ARE NOT RIMMED o► f OR WOOD STUCNIE 1/2' MIN. PENETRATION INTO WOOD. OR INTO MASONRY 1/4' MIN. EMBEDMENT INTO MASONRY. FRANCISCO HERNANDEZ FL. PE/ 51393 11 Surishine Wndows nufcdduring, Inc. 1718 W. 33rd Praa. 'WW1" Eatd* 33012 Ph: 1301004-0252 5a Fax: ali 14 le m� i ti � F II to FN 2 � g Ih ZCI Drawn Etn JN Doti 3 -25 -99 sai+.,1/2' =1" +3 -25 -00 DRS NO. SH98-04 SHEET 50F5 I Li 28' 3 38 3/8' 4 50 5/8' 5 83' 8 73 3/4' 8 • •• .• ': • • •• .. TYPICAL ANtHQRSi • • • • • • • �• • • . . • • • • •. _ .•• • • • • • .. .�:X / .• . 1 N N I 1 ,. „..,. -4111111111 1111r -e . • V i o • t VERTICAL SECTION • • • let • •• • • • • • • • • • • • • •• • • • • � N 3 � N PTI LATCH OON La] 'o �r N V IMPACT RESISTANT WINDOW • • • • ••• • • • • • ;.g ••• •• • • • • • •• • • • • • • • • • • g g APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT. •7Uhat 01 By /LJI / ....:1 PROM ROL DIVISION BUILDI CODE COMPLIANCE Off WCEPTANCE NO.Ot 03 , DESIGN PRESSURE RATING + 70.0 PSF - 90.0 PSF FOR ALL WINDOW SIZES EQUAL OR SMALLER THAN TEST UNIT 1TS918 PART/ 1 SW -014 OLASS OPTIONS: RICA MATIBRIAL LIST INLICRILPIEW FRAME HEAD 3 =" OVERALL. LAMINATED GLASS USING TWO UGKTS OF 1/8' HEAT STRENhENED WITH API 0.010' INTERLAYER FILM, GLASSUW SAFETY PLUS AND A 3/8 WIDE CLOSED CELL. F EDGE FRANK LOWE RU ER k GASKET S -10 ON EM4 SIDE PVt AT PERIMETER 3 OVERALL UnNATED GLASS USING TWO LIGHTS OF 1,4117 HEAT STRENTHENED NRTH N4 0.090 INTERLAYER FILM, DUPONT WnH BL/TAL INTERIOR GLAZED WITH 3/8" GLAZING PENETRATION USING A CLEAR COLORED ADHESIVE BEDDING COMMIND, SCHNEE MOREHEAD 5731 OR DOW CORNING 795, AND AN EXTRUDED ALUMINUM SNAP ON GLAZING BEAD FASTENED TO FRAME WITH T*I10 NO. 8 X 3/4' PHSMS PER BEAD. HORIZONTAL SECTION AILATEIVAL 6083 -TS 4 • ' ! t 7YP CHORS • FALSE MUNTINS ( MAY SE E UP UED ANCHORS: 3/ 6 Z WITH 1 WOOD 3/ B TAPOONS Wf H 1 �''" 1, � 4" t WINDOW WIDTH 19 1/8' 28 1/2' 37 53 1/8' ANCHORS PER HEM 8 SILL 2 3 4 5 HEAD ANCHORS SEE CHART 14' MAX.. 10 • I {{ 11 4.4 GLd S {I B II 11 a fl , 11 I I?ACT GLA§S JL JL I II 4' •-•« 14' MAX. -- -4 -a-4 WINDOW WIDTH SILL ANCHORS SEE CHART TYPICAL ELEVATION 1 OVER 1 TEST SIZE= 5 1 / 8 " X 3/ {1 (11 OVER 1) TESL' LOADS= +135 0 -135.0 PSF DESIGN LOADS= +70.0 -90.0 WATER INFILTRATIO JEST= 10.5 PSF TESTED GLASS= 3 8 HEAT STRENTHENED LAMINATED CYCUC WIND TEST= +90.0 -90.0 PSF HURRICANE ANT S$U1l E R8 ARE NOT RIMMED o► f OR WOOD STUCNIE 1/2' MIN. PENETRATION INTO WOOD. OR INTO MASONRY 1/4' MIN. EMBEDMENT INTO MASONRY. FRANCISCO HERNANDEZ FL. PE/ 51393 11 Surishine Wndows nufcdduring, Inc. 1718 W. 33rd Praa. 'WW1" Eatd* 33012 Ph: 1301004-0252 5a Fax: ali 14 le m� i ti � F II to FN 2 � g Ih ZCI Drawn Etn JN Doti 3 -25 -99 sai+.,1/2' =1" +3 -25 -00 DRS NO. SH98-04 SHEET 50F5 MLAM IDADE • • • • • • •• ••• • • • • • • • • • • • ••• • • • • • • • • • • •0. • • _ • • • •• •. • • • • • . •. • . • . • • . s . • • • PRODUCT CONTROL 0 CE . O . F . A . CCUPTANCE TANCE Sunshine Windows Manufacturhng, Inc. 1745 W. 33 rd Place • •.• ; ; • • • . Hialeah ,FL 33012 .. • • ••. Your application for Notice of Acceptance (NOA) of:: Aluminum Tube Mullion under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended Ibr acceptance by the Miami -Dade County Building Code Compliance Office ([3000) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 1226.14 EXPIRES: 01/25/2007 TIIIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County. Florida under the conditions set forth above. APPROVED: 01/31/2002 \ 1s04S00011pc2000 1\cempIaces\nouce acceptance cover page.dot Internet mail address: postmaster @buildingcodeonline.com ITEIZMEME JUN 3 0 X006 BNZ MIAMI -DADE 4OUNTY, FLORIDA METRO -DADE FC.AGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO-DADE FLAGLER BUILDING 140 WEST FLAGI.ER STREET. SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375.2905 CONTRACrc)R LK:ENSIN(: scrums (305) 375 -2527 FAX (305) 375 -2538 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375.2908 PRODUCT CONTROL. DIVISION (305) 375 -2902 FAX (305) 372.6339 Raul Rodriguez Chief Product Control Division ancisco J. Quintana. R.A. 'rector Miami -Dade County Building Code Compliance Office Homepuge: http : //%ww.buildingcodeonline.com • • ••• • • • .• • • • •• •• • • • • • • • • • ••• • • • • • • • . • . • ..• • • . • ••• • • • • ••• Sunshine Windows Manufacturing, Inc. ACCEPTANCE No.: 01- 1226.14 • •• ••• • • • • • • ' • ' • APPROVED: January 31, 2002 • • • • , • • • • • • • • • • • • • •• • • • • • • EXPIRES: January 25, 2007 • • • • • •• ••• NO'1'ICE'C�1;!'te eI;�'A11C1?'..� SPI ?CIFIC CONDI'T'IONS • • • ' "' •° 1. SCOPE 1.1 This renews Notice of Acceptance (NOA) No. 00- 0301.01, which was issued on September 23, 2000. It renews the approval of an aluminum tube mullions, as described in Section 2 of this NOA, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Aluminum Tube Mullions and its components shall be constructed in strict compliance with the following document: Drawing No M00 -01, Sheets 1 through 7 of 7. titled "Aluminum Tube Mullion," prepared by manufacturer, dated 12/17/01, signed and sealed by Francisco Hernandez. P.E., bearing the Miami -Dade County Product Control renewal stamp with the NOA number and expiration date by the Miami -Dade County Product Control Division. This document shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 The design pressure for the mullion and anchor selected must each meet or exceed the pressure requirement for the opening in which it is to be installed. 3.2 This approval applies to structural mullions to be installed vertically or horizontally, as shown in the approved drawings. 3.3 Mullions are to be used only to support windows and doors,•with a current Notice of Acceptance. 4. INSTALLATION 4.1 The structural mullion system and its components shall be installed in strict compliance with the approved drawings. 4.2 This mullion can be installed as part of an impact resistant unit. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo. city. state and following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall he accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1 .2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFI3C) in order to properly evaluate the installation of this system. I aul ' odriguez, Chief Product Control Division • • ••• • • • '•' •• • • • • • • • •• •• • • • • • • • • • • • • • • •• • • • • • • • • • • ••• • • • • Sunshine 'Windows Manufacturing, Inc. • ••• •••• • ••. ••• • • .• • • • • • • • • • • • • • • • • • • •• • .- • • • • • • • • • • • • ACCEPTANCE No.: 01-1226.14 APPROVED: January 31, 2002 EXPIRES: January 25, 2007 •• • • • •. ... .. • NOTICE Or' AUCE11:4N 1�,: • STANDARD CONDITIONS •• ' • • • • ••• ••• 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b)Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed. then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents. where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. ENI) OF THIS ACCEPTANCI Raul Rodrigu z. Chief Product Control Division 0 ' v • • •.. • • • ••• .• .• • • • •• •• • • • • • • • • • • • •• - • • • • • • •• • • . . • .. •• .. • • . . . . • • ••.. • • • . • • .... • •• • • • • •• • • • •• . . • • •.• • •. • • •.• • • • • • . • • • • • 2' PROCEDURE FOR MULLION SELECTION 1 /8'(TYP) 2. USE GRAPHS ON SHEETS No.2 AND 3 TO DETERMINE THE MULUON SIZE REQUIRED TO ACHIEVE THE DESIGN PRESSURE. 1. DETERMINE DESIGN PRESSURE BY COMPUTING THE WIND LOAD IN PSF ON MULLION AS PER FLORIDA BUILDING CODE. 3. USE GRAPHS ON SHEET No. 4 TO DETERMINE THE TYPE OF CONNECTION BETWEEN MULLION AND STRUCTURE REQUIRED TO ACHIEVE THE DESIGN PRESSURE. GLAZING UNIT. SEE NOTE 1 OF GENERAL NOTES MULLION APPLICATIONS VERTICAL OR HORIZONTAL GENERAL NOTES: 1' •••••-•■■• 1. MUWONS SHALL BE USED ALONG WITH MIAMI DADE APPROVED GLAZING UNITS. 2. TUBE MATERIAL SHALL BE ALUMINUM ALLOY 6063 —T5. 3. FOR DETAILS OF ATTACHMENT BETWEEN MULLION AND STRUCTURE REFER TO SHEETS No.5 AND 6 OF THIS PRODUCT APPROVAL 4. DESIGN PRESSURES SHOWN ON GRAPHS ARE BASED ONLY ON TUBE STRENGTH. NO CONTRIBUTION OF ATTACHED GLAZING UNITS ARE CONSIDERED. PRODUCT RENEWED ACCEPTANCE*. of -MO LG J Y 200 PRODUCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE 1 . - -0 1 FRANC2500 HEIWYNOEZ FL. PE / 51393 Sunshine Windows Manufaduring, Inc. 1745 W. 33rd Plots Hr ak Florida 33012 Ph: 305 304 -9962 Fax:305 -5110 Oran e MH oat.:12 -17 -01 s 1/2 Ftrllon: 0199nN9 NO. MOO - 01 SHEET 1 OF 7 a 130 125 120 115 110 105 100 95 90 85 80 g 75 70 65 60 55 50 45 40 35 30 •• • . 11111111111 • • • • • � • • • • • • • • • • s• . • • • • • • • • • . • - •.. • • • • • •• • • • • . • • • •• • • • • • • • • • • • • • • • • • • • • • • 20 25 30 35 40 45 50 55 60 65 70 75 TRIBUTARY WIDTH IN INCHES 1 " X2 "X1/8 "MULLION W1 l[ W2 TRIBUTARY WIDTH= wl + W2 2 • • 80 85 130 125 120 115 110 105 100 95 90 1 80 g 75 70 65 60 55 50 45 40 35 30 20 TRIBUTARY WIDTH=== wt + W2 2 1 L. inummi • 111111111111111111 MM. iiiiii 25 30 35 40 45 50 55 80 65 70 75 80 TRIBUTARY WIDTH IN INCHES 1" X 3" X 1/8" MULLION 85 130 125 120 115 110 105 100 75 70 85 60 55 50 45 40 30 NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES PRODUCT RENEWED ACCEPTANCE No. 0 ( t • VI EXPIRATION DA ,.t WI PRO ' CONTROL DIVISION UILDING CODE COMPLIANCE OFFICE 1" X 4" X 1/8" MULLION FRMIC ' ° 1ERNANDEz FL PE 1 51393 Sunshine Windows Manufacturing, Inc 1745 W. 33rd Ptaee Meek Florida 33012 Ph: 305 354 -2552 Fay —5115 HORIZONTAL MULLION VERTICAL MULLION • •• .•• • • • • • • • • • •• • • • • • • • • • • • • • •'• • • • • • • ••• • •• •• • • • • • • • • • • • • ••• • • • • • • • ••• • • MULLION SPAN TRIBUTARY WIDTH= W1 + W2 2 W1 I [. W2 TRIBUTARY WIDTH= W1 + W2 2 i • VERTICAL MULLION NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN • •.. • •• • • • • • • • • • .IS • •• • • • • •• • • • • •• 130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 TRIBUTARY WIDTH IN INCHES 2" X 4" X 1/8" MULLION 85 130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 11111111EIVEMEMEMINI 25 30 35 40 45 50 55 60 65 TRIBUTARY WIDTH IN INCHES 2" X 6" X 1/8" MULLION PRODUCT RENEWED ACCE7rANCE No. OI—IZZ it • I Y EXPIRATION D PRODUCT CONTROL DNCSTON BUILDING CODE COMPLIANCE OFFICE 70 75 80 85 " FRANCISCO FRANCISCO HERNANDEZ FL PE 1 51393 Sunshine Windows Manufacturing, Inc. - • - PRODUI.T • ' • • • ••• • • • 1 • - -. . GLAZING PRODUCT GLAZING PRODUCT HORIZONTAL MULLION VERTICAL MULLION • •• .•• • • • • • • • • • •• • • • • • • • • • • • • • •'• • • • • • • ••• • •• •• • • • • • • • • • • • • ••• • • • • • • • ••• • • MULLION SPAN TRIBUTARY WIDTH= W1 + W2 2 W1 I [. W2 TRIBUTARY WIDTH= W1 + W2 2 i • VERTICAL MULLION NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN • •.. • •• • • • • • • • • • .IS • •• • • • • •• • • • • •• 130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 TRIBUTARY WIDTH IN INCHES 2" X 4" X 1/8" MULLION 85 130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 11111111EIVEMEMEMINI 25 30 35 40 45 50 55 60 65 TRIBUTARY WIDTH IN INCHES 2" X 6" X 1/8" MULLION PRODUCT RENEWED ACCE7rANCE No. OI—IZZ it • I Y EXPIRATION D PRODUCT CONTROL DNCSTON BUILDING CODE COMPLIANCE OFFICE 70 75 80 85 " FRANCISCO FRANCISCO HERNANDEZ FL PE 1 51393 Sunshine Windows Manufacturing, Inc. 125 120 115 110 105 100 95 90 85 z 80 75 n 130 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 3 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE A & D W2 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W3 + W4 2 ANCHORS TYPE D, E OR F TRIBUTARY WIDTH= W1 + Wg 2 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH=W1 + W2 2 130 125 120 115 110 105 100 95 90 85 w 80 75 g 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE B & E ANCHORS TYPE A, B OR C TRIBUTARY WIDTH= W1 + W2 2 70 75 80 85 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 130 125 120 115 110 105 100 95 90 re 85 Ma 80 P 75 hi 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN PRODUCT RENEWED ACCEPTANCE No. G I' 2 Z b ExTIRATI DATE DY ANCHOR TYPE C & F 3.0 PRODUCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE tL -t1 - 'D I FRANCISCO IIANOEZ FL PE f 51393 Sunshine Windows Manufacturing, Inc. 1 W. 33rd Pan. N.I.oh . Floddo 33 Ph: (33-952 Faa•(305 5 -5 Drown er• M H Dat: 12 -17 -01 .Scow 1 2 1 w R.rMIewt: DR#11lIO NO. MOO —01 GLAZING PRODUCT • C • .... • ••.1 GLAZING • GLAZING PRODUCT PRODUCT • •. • El•• • • : :0 000 . . . E111 ••• • ••• 0 •.1 • •.4 •001 0800 •• 11 • 1 • • 4000•00000 04. iiillik, EllIERMIIIII■ 9 125 120 115 110 105 100 95 90 85 z 80 75 n 130 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 3 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE A & D W2 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W3 + W4 2 ANCHORS TYPE D, E OR F TRIBUTARY WIDTH= W1 + Wg 2 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH=W1 + W2 2 130 125 120 115 110 105 100 95 90 85 w 80 75 g 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE B & E ANCHORS TYPE A, B OR C TRIBUTARY WIDTH= W1 + W2 2 70 75 80 85 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 130 125 120 115 110 105 100 95 90 re 85 Ma 80 P 75 hi 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN PRODUCT RENEWED ACCEPTANCE No. G I' 2 Z b ExTIRATI DATE DY ANCHOR TYPE C & F 3.0 PRODUCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE tL -t1 - 'D I FRANCISCO IIANOEZ FL PE f 51393 Sunshine Windows Manufacturing, Inc. 1 W. 33rd Pan. N.I.oh . Floddo 33 Ph: (33-952 Faa•(305 5 -5 Drown er• M H Dat: 12 -17 -01 .Scow 1 2 1 w R.rMIewt: DR#11lIO NO. MOO —01 GLAZING PRODUCT • C GLAZING GLAZING PRODUCT PRODUCT CI 125 120 115 110 105 100 95 90 85 z 80 75 n 130 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 3 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE A & D W2 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W3 + W4 2 ANCHORS TYPE D, E OR F TRIBUTARY WIDTH= W1 + Wg 2 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH=W1 + W2 2 130 125 120 115 110 105 100 95 90 85 w 80 75 g 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE B & E ANCHORS TYPE A, B OR C TRIBUTARY WIDTH= W1 + W2 2 70 75 80 85 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 130 125 120 115 110 105 100 95 90 re 85 Ma 80 P 75 hi 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN PRODUCT RENEWED ACCEPTANCE No. G I' 2 Z b ExTIRATI DATE DY ANCHOR TYPE C & F 3.0 PRODUCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE tL -t1 - 'D I FRANCISCO IIANOEZ FL PE f 51393 Sunshine Windows Manufacturing, Inc. 1 W. 33rd Pan. N.I.oh . Floddo 33 Ph: (33-952 Faa•(305 5 -5 Drown er• M H Dat: 12 -17 -01 .Scow 1 2 1 w R.rMIewt: DR#11lIO NO. MOO —01 D ram a MH o 12 -17 -01 Scodu 1 /2 =1 NO. M00 -01 SHEET 5 OF 7 2'X2'X1/8' ALUM. ANGLE 14 S.M.S. 2) EA. ANGLE 1' X 3' ALUM. TUBE 2'X2'X1/8' ALUM. /' LONG 14 S.M.S. 2) EA. ANGLE NOTE: ANCHOR TYPE::•A" • • • • • • • MI1111111\lll\ilIV15f1111111► 1 1/2' j 1/2' • • ••• • • • • • • • • • • • • • ••• • • • • ••• 1' BY OR 2' BY WOOD BY OTHERS • • <11111 1111.1111.111Q111U1► • a •:• • • •' • • 7. • • 4 , . ••• • • • • ••. •••. • • •• 1— MUWON CONNECTIONS SHOWN ON THIS SHEET ARE APPUCABLE TO VERTICAL OR HORIZONTAL MUWONS. 2— WOOD BUCKS BY OTHERS SHALL WITHSTAND ALL GLAZING SYSTEM LOADS • •• • • • • • • • • • • • • • ••• •• • • • • • • • • • ••• •1 # 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (1) PER ANGLE 1' BY OR 2' BY WOOD BY OTHERS 1' X 3' , 1' X 4' , 2'X 4 ao kri # 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (1) PER ANGLE MUWON I %.�wwwe l mont111111111111111111111• 0 1 llll11V11111111111111111► r. 2'X2'X1/8' ALUM. ANGLE 114 S.M.S. 2) EA. ANGLE 2' X 2' X 1/8' ALUM. ANGLE 2 5/8' LONG FOR 3' MULLION 3 5/8' LONG FOR 4' MUWON 5 5/8' LONG FOR 6' MUWON 14 S.M.S. 2) EA. ANGLE •11u11M1nmUlllllllp» u, 1111,1u,uulow if/YiY.Y DETAIL OF ATTACHMENT TO PRECAST SILL 5/8' 5/8' ••.a 4 V 1/2' ANCHOR TYP.E "B" • d a 114 S.M.S. (2) EA. ANGLE 1 BY OR 2' BY WOOD BY OTHERS r 4' 1' R 2 4, X 8 A TUBE # 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE d• 1' BY OR 2' BY WOOD BY OTHERS 'r) 2 r, s O <L 14 S.M.S. 3) EA. ANGLE t tn # 14 S.M.S. 1 1/2• MIN. EMBEDMENT ") INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER MIGLE ALUM. ANGLE 3/18' TAPCONS 2' MIN. EMBEDMENT INTO CONCRETE By 2'X2'X1/8' ALUM. ANGLE ANCIIUK l "l." O mmuunuumuuuly► ;M111111111 ll llll 1111111. 0 2'X2'X /8' PLUM. ANGL.E 3 5/8' LONG FOR 4' MULLION 5 5/8' LONG FOR 8' MUWON t 14 5.11.S. 3) EA. ANGLE 1 1/2' f/ 1/2' PRODUCT RENEWED ACCEPTANCE No. O Ir I l Z 4 `1 Y EXPIRA !,. N D t ttl0q 0 07 PRO ► '- CO OLD ON BUILDING CODE COMPLIANCE OFFICF. a' t 1 BY OR 2' BY WOOD BY OTH1R5 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE d' 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE FRAP035C0 HERNANDEZ FL PE f 51393 ALUM. CUP 1'X2'OR 1 X 3' ALUM. TUBE ALUM. CUP 1 5/8' LONG FOR 2' MUWON 2 5/8' LONG FOR 3' MUWON A14t.x1 A 1.1 rIl "A11 • • • ••• • • • ••• ••• • • • • • ••• ••• • • • • • • • • • •'S • • • ••• • • • •"• 1'' WYr1R 2 "BP00D BY OTHERS • • • • •21 • • NttYUwU • • • • • • • • •. • • •4 • •• • • • • • • ••• 7 . • • • • • • • • • • • • 'S> 4 ••. • • • • ••• •• • • •• . • • • • ••• •• 1' BY OR 2' BY WOOD BY OTHERS DETAIL OF ATTACHMENT TO PRECAST SILL .. • • • • • • 1 14 S.M.S. 1 1/4' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE. (1) PER CUP d f 14 S.M.S. 1 1/4' MIN. EMBEDMENT e t INTO W000 OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (1) PER CUP ALUM. CUP 3/16' TAPCONS 2' MIN. EMBEDMENT INTO CONCRETE PLUM. CUP 1'X3', 1' X4'. 2'X4'OR2'X6'ALUM.TUBE ALUMINUM CUP 2 5/8' LONG FOR 3' MULLION 3 5/8' LONG FOR 4' MUWON 5 5/8' LONG FOR 6' MUWON CLIP FOR 1" WIDE TUBES Al l.Jt1VJtt 1 JL rip. "n iD 4 . . u rx xanut> 1' BY OR 2' BY WOOD BY OTHERS i 14 S.MS. 1 1/4' MIN. EMBEDMENT — INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER CUP e 0 N f 14 S.M.S. 1 1/4' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER CUP 1.750 1.12■ 4.00 • CLIP FOR 2" WIDE TUBES r1.1 111 kJ J1.46 A ALA 1' ' OR 2' �6' ALUM. TUBE ALUMINUM CUP 3 5/8' LONG FOR 4' MULLION 5 5/8' LONG FOR 6' MUWON J■ 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER CUP PRODUCT RENEWED ACCEPTANCE No. 0 It lit t • 1.460.1 • tan 1111111%%%%%%%11u1 %1011M By Oat PRODUCT' CONTROL DIVISION DE COMPLIANCE OFFICF 4 4 . 3 • io o 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE (2) PER CUP NOTE: 1— MULLION CONNECTIONS SHOWN ON THIS • SHEET ARE APPLICABLE TO VERTICAL OR HORIZONTAL MULLIONS. 2— WOOD BUCKS BY OTHERS SHALL WITHSTAND ALL GLAZING SYSTEM LOADS FRANCISCO HERMAN= FL PE / 51393 2.o Sunsile Endows Manufacturing Inc. 1745 W. 33rd Plano Me*. i. Floddo 33012 Ph: 095)354 -513 Fax: 01 1 to grown er• MH Dote 12-17-01 s 1/2"=1" Renldan: RavIdat MARINO NO. M00 -01 SHEET 6 OF 7 • • ••• • • • ••• •• •• • • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • •• • • • .•VAN • • • . •• • • • • • • • • • • ••• • • •• •• • •• •••• • • • • •• rORIZONTAL MUWON ANCHOR TYPE " F " (1) 114 S.M.S AT EA CUP LEG VERTICAL MUWON MUWON CUP 2 X 8 HORIZONTAL MUWON (3) 114 S.M.S AT EA CUP LEG 2 X 6 VERTICAL MUWON MUWON CUP ANCHOR TYPE " E " MUWON CUP VERTICAL MUWON HORIZONTAL MUWON TYPICAL SECTION HORIZONTAL MUWON DETAILS OF MULLION TO MULLION CONNECTION 2) 114 S.M.S AT EA CUP LEG VERTICAL MUWON PRODUCT RENEWED Ac CEPTANCE Na a-11 ' • IY Tga s � , on 114 S.M.S • DNS BUILDING ODE COMPLIANCEOFFECB FL PE / 51313 M�I AMIDADE 1111111 • •• ••• • • •• • • • • • •• • • • • • •• • • • PRODUCT CONTROL r;IbiltE10:FWCCIE,PfANCE Sunshine Windows Manufacturing, Inc. 1745 W. 33 rd Place Hialeah ,FL 33012 Your application for Notice of Acceptance (NOA) of: Aluminum Tube Mullion under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types or Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 1226.14 EXPIRES: 01/25/2007 TIIIS IS THE COVERSIIEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval Code and Product Review Coln ¶:'t forth above. J UN 30 206 APPROVElS: (11 /31/2002 • • • •• • • • • • • • a • • •• • • • •• • • • • • •• •• • • • • • • • • • • • • ••• • • • • ••• •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING COLE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2905 CON RACrOR LICENSING SECTION (305) 375.2527 FAX (305) 375 - 2558 CONTRACTOR ENFORC:ENIEtNT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCE CONTROL. DIVISION (305) 375 -2902 FAX (305) 372.6339 Raul Rodriguez Chief Product Control Division has been reviewed by the BCCO and approved by the Building w ed in Miami -Dade County, Florida under the conditions set Francisco J. Quintana. R.A. Director Miami -Dade County Building Code Compliance Office 1\ s0 .1S000I1pc20001kemplaces\nouce acceptance cover page.doc Internet mail address: postmasterQ buildingcodeonline.con) Homepage: hitp : / /ww•w.buildingcodeonline.com • • ••• • • • ••• •• •• • • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • • • ••• Sunshine Windows Manufacturing, Inc. • •• ••• • •' •• • • • • ••• • • • • •• ,• • • • • • • • • • • • • • • ••• •••• • • • • • • • • • • NOTICE.1+' 4 1'' rkNrit:•;• SPECIFIC CONDI'T'IONS 1. SCOPE •• • • • ••••••• 1.1 This renews Notice of Accepta (NOA) No. 00- 0301.01, which was issued on September 28, 2000. It renews the approval of an aluminum tube mullions, as described in Section 2 of this NOA, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations, where the pressure requirements. as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Aluminum Tube Mullions and its components shall be constructed in strict compliance with the following document: Drawing No M00 -01, Sheets 1 through 7 of 7, titled "Aluminum Tube Mullion," prepared by manufacturer, dated 12/17/01, signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade County Product Control renewal stamp with the NOA number and expiration date by the Miami -Dade County Product Control Division. This document shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 The design pressure for the mullion and anchor selected must each meet or exceed the pressure requirement for the opening in which it is to be installed. 3.2 This approval applies to structural mullions to be installed vertically or horizontally, as shown in the approved drawings. 3.3 Mullions are to be used only to support windows and doors,-with a current Notice of Acceptance. 4. INSTALLATION 4.1 The structural mullion system and its components shall be installed in strict compliance with the approved drawings. 4.2 This mullion can be installed as part of an impact resistant unit. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installation of this system. • • • • ACCEPTANCE No.: 01- 1226.14 APPROVED: January 31, 2002 EXPIRES: January 25, 2007 aul ' odriguez, Chief Product Control Division • • •• • • • ••. •. •. • • • •. •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • ••• • • • • ••• Sunshine Windows Manufacturing, Inc. ACCEPTANCE No.: 01-1226.14 • •• • • • •• • • • • , . .• • • • • •. APPROVED: January 31, 2002 •••• • ••• •••• • • • • • • • • • • • • • • • • • • NOTICE OP',AdCiAAf kl!+„• •,§TANDA CONDITIONS •••• ••• • • • EXPIRES: January 25, 2007 •• • • • • • ••• •• 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled . and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b)Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. ENI) OF THIS ACCEPTANCE Raul Rodrigu I, Chief Product Control Division • • ••• • • ..• • •• • • • • • • •• • • • • • • • • • • • • • • ... • • • • • • • • • • • • ... • • • ... • •. .. • • • .. • • • . . . .. . • • • • .. • • • . . . . . •.•. • • • • • • • • . • • • • • • • • • .• • • • .• •4 • .. • • • 4 • • • • •• • • • • • •4 • •• • 2' PROCEDURE FOR MULUON SELECTION 1 /8'(TYP) 2. USE GRAPHS ON SHEETS No.2 AND 3 TO DETERMINE THE MULUON SIZE REQUIRED TO ACHIEVE THE DESIGN PRESSURE. 1. DETERMINE DESIGN PRESSURE BY COMPUTING THE WIND LOAD IN PSF ON MULLION AS PER FLORIDA BUILDING CODE. 3. USE GRAPHS ON SHEET No. 4 TO DETERMINE THE TYPE OF CONNECTION BETWEEN MULUON AND STRUCTURE REQUIRED TO ACHIEVE THE DESIGN PRESSURE. GLAZING UNIT. SEE NOTE 1 OF GENERAL NOTES MULLION APPLICATIONS VERTICAL OR HORIZONTAL CiENERAi. NOTES: MO 111 1. MUWONS SHALL BE USED ALONG WITH MIAMI DADE APPROVED GLAZING UNITS. 2. TUBE MATERIAL SHALL BE ALUMINUM ALLOY 6063 —T5. PRODUCT RENEWED AcCEPTANCENo. of — ! Zt .. 2407 PRODUCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE 3. FOR DETAILS OF ATTACHMENT BETWEEN MULLION AND STRUCTURE REFER TO SHEETS No.5 AND 6 OF THIS PRODUCT APPROVAL 4. DESIGN PRESSURES SHOWN ON GRAPHS ARE BASED ONLY ON TUBE STRENGTH. NO CONTRIBUTION OF ATTACHED GLAZING UNITS ARE CONSIDERED. IL - 17 -o ) FL 1 Sunshine Windows Manufacturing, Inc. 1748 W. 33rd Plot. Halvah, Florida 33012 Ph: 308384 -9882 Fox: 308 28 -511 e 9 MH oat.:12 -17 -01 Sc 112."_=.1 R.d h:A: Redskin: ORMINO NO. MOO - 01 SHEET 1 OF 130 125 120 115 110 105 100 95 „„ .85 80 g 75 70 W1 JL W2 TRIBUTARY WIDTH= W1 + W3 2 • • ••• • • 1 •• • • • • • • • • • • • • ••• • • • • • • • ••• • • • •. .l • • � • • • • • • ▪ •. • • • • • • • • • • • • • • • • • • • • • 25 30 35 40 45 50 TRIBUTARY WIDTH IN INCHES 1” X 2" X 1/8" MULLION • • ••• •• •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• •. • 8 •• 85 125 120 115 110 105 100 95 • z 90 85 80 0 75 70 MUWON SPAN 85 so 55 50 45 40 35 30 20 TRIBUTARY WIDTH= 1 + W2 2 ELI imalmoire =EOM 1n1111 25 30 35 40 45 50 55 60 85 TRIBUTARY WIDTH IN INCHES 1" X 3" X 1/8" MULLION 70 75 80 85 NOTE NUMBERS ON CURVES DENOTE MUWON SPAN 80 0 75 70 55 so 55 50 45 40 35 By 130 125 120 115 110 105 100 30 1 1111011 ! 20 25 30 35 40 45 50 55 80 85 70 75 80 85 TRIBUTARY WIDTH IN INCISES PRODUCT RENEWED ACCEPTANCE No. 0 1 - 1 1 1 1 EXPIRA11ON DA gel PRO CONTROL DIVISION UILDING CODE COMPLIANCE OFFICE 1" X 4" X 1/8" MULLION FRAM ite • D aERNANOEz FL PE 1 51393 Sunshine Windows Manufacturing, inc. 1745 W. 33rd Plao. Fidaa FIDIIda 33012 P 305 384 - 8252 Fa ic(305 -5118 HORIZONTAL MULLION VERTICAL MULLION MULLION SPAN W1 • • •.• • • • ••• .. •• • • • •• •• • • • • • • • • • • • • • • • •.. • • • • • • • • • • • • • • ••• • • • • •.• • .• •.• • • • • • • • • • • • . • • • • • TRIBUTARY WIDTH= W1 + W2 2 W2 TRIBUTARY WIDTH= W1 + W2 2 NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN • • • -. 120 . • • . • T • • r• i- 000 •• 1 • • • I • • • • r Tom' • N VERTICAL MULLION • • 130 125 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES 2" X 4" X 1/8" MULLION 130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 EXPIRATION D 25 30 35 40 45 50 55 60 65 PRODUCT RENEWED ACCEPTANCE No. Okra `' I Y Tan s BY PRODUCT CONTROL DIVIS AUTLDTNO CODE COMPLIANCE OFFICE TRIBUTARY WIDTH IN INCHES 2 "X6 "X 1/8" MULLION 70 75 80 85 tZ —ll .1)1 FRANCISCO NERNMD12 FL PE 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Plaaa Hhdaalr Florida 330 Ph: 305354 -9982 Fax: S 5 -51 Drawn er MH oat. 12 -17 -01 Seams 1 /2 =1 " Reololorc R.dtarf: ••• • • • • GLAZING PRODUCT • • • • • • • • • ••• • • 4. • • • GLAZING PRODUCT GLAZING PRODUCT HORIZONTAL MULLION VERTICAL MULLION MULLION SPAN W1 • • •.• • • • ••• .. •• • • • •• •• • • • • • • • • • • • • • • • •.. • • • • • • • • • • • • • • ••• • • • • •.• • .• •.• • • • • • • • • • • • . • • • • • TRIBUTARY WIDTH= W1 + W2 2 W2 TRIBUTARY WIDTH= W1 + W2 2 NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN • • • -. 120 . • • . • T • • r• i- 000 •• 1 • • • I • • • • r Tom' • N VERTICAL MULLION • • 130 125 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES 2" X 4" X 1/8" MULLION 130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 20 EXPIRATION D 25 30 35 40 45 50 55 60 65 PRODUCT RENEWED ACCEPTANCE No. Okra `' I Y Tan s BY PRODUCT CONTROL DIVIS AUTLDTNO CODE COMPLIANCE OFFICE TRIBUTARY WIDTH IN INCHES 2 "X6 "X 1/8" MULLION 70 75 80 85 tZ —ll .1)1 FRANCISCO NERNMD12 FL PE 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Plaaa Hhdaalr Florida 330 Ph: 305354 -9982 Fax: S 5 -51 Drawn er MH oat. 12 -17 -01 Seams 1 /2 =1 " Reololorc R.dtarf: IN Mlibuommullomil IIKEIMILIMILAI immunrimmindris • ■Imnankabiais I 11111111111 FA Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Rau Mk* Florida 33012 Ph: (306)364 -119 Fax :(305)828 -81 e SHEET 40F7 125 120 115 110 105 100 95 90 85 z 80 P 75 5 70 0 65 60 55 50 45 40 35 30 20 3 25 30 35 40 45 50 55 60 65 70 75 80 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE A & D W1 W2 85 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH= W3 + W4 2 ANCHORS TYPE 0, E OR F TRIBUTARY WIDTH= W1 + W2 2 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH=2.1.1._±.112 2 130 125 120 115 110 105 100 95 90 85 80 E 75 1 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 TRIBUTARY WIDTH 'N INCHES ANCHOR TYPE B & E ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 z 130 125 120 115 110 105 100 95 90 85 P 75 80 5 70 65 55 50 45 40 35 30 80 85 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES PRODUCT RENEWED ACCEPTANCE No. 411-'112.‘.1 FJ►'PIRAT IQN DATE 10 07 Dy NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN PRODUCT CONTROL DIVISION BUILDING CODE COMPUANCE OFFICE ANCHOR TYPE C & F It -t1 —al FRANCISCO a R. PE 1 51393 Drawn o MH maw 12 -17 -01 scab 1 2 1 M Ravlalore Rwidare MOWN Na. MOO -01 MUWON SPAN GLAZING PRODUCT GLAZING GLAZING PRODUCT PRODUCT r/ ••• ••• ■ • ••• • ,0 SOO • • .: •••• • •• • •• • • •••• • • • • ••i • ••1 •• • •• • 00 •• •• •• •• 00, SO Iti k bk IMMO elillikia■■■. ilV ,m .• .. ISID1M111■ IN Mlibuommullomil IIKEIMILIMILAI immunrimmindris • ■Imnankabiais I 11111111111 FA Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Rau Mk* Florida 33012 Ph: (306)364 -119 Fax :(305)828 -81 e SHEET 40F7 125 120 115 110 105 100 95 90 85 z 80 P 75 5 70 0 65 60 55 50 45 40 35 30 20 3 25 30 35 40 45 50 55 60 65 70 75 80 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE A & D W1 W2 85 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH= W3 + W4 2 ANCHORS TYPE 0, E OR F TRIBUTARY WIDTH= W1 + W2 2 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH=2.1.1._±.112 2 130 125 120 115 110 105 100 95 90 85 80 E 75 1 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 TRIBUTARY WIDTH 'N INCHES ANCHOR TYPE B & E ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 z 130 125 120 115 110 105 100 95 90 85 P 75 80 5 70 65 55 50 45 40 35 30 80 85 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES PRODUCT RENEWED ACCEPTANCE No. 411-'112.‘.1 FJ►'PIRAT IQN DATE 10 07 Dy NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN PRODUCT CONTROL DIVISION BUILDING CODE COMPUANCE OFFICE ANCHOR TYPE C & F It -t1 —al FRANCISCO a R. PE 1 51393 Drawn o MH maw 12 -17 -01 scab 1 2 1 M Ravlalore Rwidare MOWN Na. MOO -01 MUWON SPAN GLAZING PRODUCT GLAZING GLAZING PRODUCT PRODUCT r/ IN Mlibuommullomil IIKEIMILIMILAI immunrimmindris • ■Imnankabiais I 11111111111 FA Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Rau Mk* Florida 33012 Ph: (306)364 -119 Fax :(305)828 -81 e SHEET 40F7 125 120 115 110 105 100 95 90 85 z 80 P 75 5 70 0 65 60 55 50 45 40 35 30 20 3 25 30 35 40 45 50 55 60 65 70 75 80 TRIBUTARY WIDTH IN INCHES ANCHOR TYPE A & D W1 W2 85 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH= W3 + W4 2 ANCHORS TYPE 0, E OR F TRIBUTARY WIDTH= W1 + W2 2 ANCHORS TYPE A, B OR C TRIBUTARY WIDTH=2.1.1._±.112 2 130 125 120 115 110 105 100 95 90 85 80 E 75 1 70 65 60 55 50 45 40 35 30 20 25 30 35 40 45 50 55 60 65 70 75 TRIBUTARY WIDTH 'N INCHES ANCHOR TYPE B & E ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 ANCHORS TYPE A, 8 OR C TRIBUTARY WIDTH= W1 + W2 2 z 130 125 120 115 110 105 100 95 90 85 P 75 80 5 70 65 55 50 45 40 35 30 80 85 20 25 30 35 40 45 50 55 60 65 70 75 80 85 TRIBUTARY WIDTH IN INCHES PRODUCT RENEWED ACCEPTANCE No. 411-'112.‘.1 FJ►'PIRAT IQN DATE 10 07 Dy NOTE: NUMBERS ON CURVES DENOTE MULLION SPAN PRODUCT CONTROL DIVISION BUILDING CODE COMPUANCE OFFICE ANCHOR TYPE C & F It -t1 —al FRANCISCO a R. PE 1 51393 Drawn o MH maw 12 -17 -01 scab 1 2 1 M Ravlalore Rwidare MOWN Na. MOO -01 MUWON SPAN SHEET 50F7 1" X 3' ALUM. TUBE a co 1111i11 \.1L.1f 2" X 2' X 1/8" ALUM. ANGLE 114 S.M.S. (2) EA. ANGLE 2'X2'X1/8" 2 11 f 1NG t 14 S.M.S. 2) EA. ANGLE NOTE: 112 ANCHOR TYPE "A" •• • Q: • • • • • • .•.• .• • • • • • • • •• • • • • ••••• • • • •. •. • • • ' 9r 0Ft 2 BY • •. • • A 4 • .. • • BY OTHERS • •. • •• • • • • • •••. • • 1- MUWON CONNECTIONS SHOWN ON THIS SHEET ARE APPLICABLE TO VERTICAL OR HORIZONTAL MUWONS. 2- WOOD BUCKS BY OTHERS SHALL WITHSTAND ALL GLAZING SYSTEM LOADS • .• • . • • • • • • • • •. ••• •• • . • • • • • •• • • • • ••• •. • # 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4" MIN. EMBEDMENT INTO CONCRETE, (1) PER ANGLE 1' BY OR 2' BY WOOD BY OTHERS 2'X2 "X1/8' ALUM. ANGLE ( 14 S.M.S. 2) EA. ANGLE 1' X 3' , 1' X 4' , 2'X4'OR2'X6'ALUM.TUBE 2' X2'X18' ALUM. ANGLE 25/8 ' LONG FOR 3' MUWON 3 5/8' LONG FOR 4' MUWON 5 5/8' LONG FOR 6' MUWON 114 S.M.S. (2) EA. ANGLE 1 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (1) PER ANGLE 1/2' MUWON ANCHOR TYPE "B" 4 4 4 0 d 1' BY OR 2' BY WOOD BY OTHERS II41111111111111ll11 ►►11111111► 11 l \11111111111111 • .�YWYW e DETAIL OF ATTACHMENT TO PRECAST SILL 114 S.M.S. (2) EA. ANGLE 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE 1' BY OR 2' BY W000 BY OTHERS • 0 io N o2 114 S.M.S. 3) EA. ANGLE 4' 4' 1' R 2 4 'X ► 6 � ALUM. TUBE 0 # 14 S.M.S. 1 1/2' MIN. EMBEDMENT in INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE ALUM. ANGLE 3/18' TAPCONS 2' MIN. EMBEDMENT INTO CONCRETE Ing 1 1. 11111111111111111111111111• 2'X2'X1/8" ALUM. ANGLE ANQ:IIUK 1 Y it"L+ " 11.," 2' X 2' X 1/8' ALUM. ANGLE 3 5/8' LONG FOR 4" MUWON 5 5/8' LONG FOR 8' MUWON 1 S.M.S. 3) 4 EA. ANGLE 1 1/2' 1/2' PRODUCT RENEWED ACCEPTANCE No. 0 ("1 Y EXPIRA N D u anUa By PRO ' CO ' r . L D ON BUILDING CODE COMPLIANCE OFFICE. 0 d t 1' BY OR 2' BY WOOD BY OTHERS 1/4' TAPCONS 1 1/4' MIN. .. EMBEDMENT INTO CONCRETE, (2) PER ANGLE d d• I -) 1/4' TAPCONS 1 1/4' MIN. EM INTO CONCRETE, (2) PER ANGLE PRIMO O HERNIA= P1. PE 1 51393 M1U1� SIM 11 Drum o MH Dotes 12 -17 -01 scaly 1/2 Revision: SHEET 6 OF 7 ALUM. CUP 1 X 2 OR 1' X 3' ALUM. TUBE ALUM. CUP 1 5/8' LONG FOR 2' MUWON 2 5/8' LONG FOR 3' MULLION Al l.t1UK 1 I rt. " A " • 4 , • tt1Ttr" • • • ••• • • • •• •• • • • • • • • • • • • • • • ••• • • • .11 B ($T 2' JY.t®OD BY OTHERS •• ••• • • • • • • • • • • • • • •• • • • •• • • • •. • • • • • • • . • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • 1 14 S.M.S. 1 1/4' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (1) PER WP 1' BY OR 2' BY WOOD BY O • B1 OTHERS DETAIL OF ATTACHMENT TO PRECAST SIM 4 1 14 S.M.S. 1 1/4' MIN. EMBEDMENT et INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE. (1) PER CUP ALUM. CUP 3/16' TAPCONS 2' MIN. EMBEDMENT INTO CONCRETE ALUM. CUP 1'X3', 1'X4', 2'X4'OR2'X6'ALUM.TUBE 0 N N ALUMINUM CUP 2 5/8' LONG FOR 3' MULLION 3'5/8' LONG FOR 4' MULLION 5 5/8' LONG FOR 6' MULLION ANL-131VA 1 1 ri D . CLIP FOR 1" WIDE TUBES d 4• 4 wxxxxatttro .i 14 S.MS. 1 1/4' MIN. EMBEDMENT — INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER CUP M CC 2 1 BY OR 2' BY WOOD BY OTHERS 0 13 la. O O N ALUM. CUP 1' ' OR X 4 X �6' ALUM. TUBE # 14 S.M.S. 1 1/4' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER CUP ALUMINUM CUP 3 5/8' LONG FOR 4' MUWON 5 5/8' LONG FOR 6' MUWON CLIP FOR 2" WIDE TUBES L \ v ll i11\ .a •, iu %. 1' BY OR 2' BY W000 d BY OTHERS 4 4 mureattlttl uut 4 , gl 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (2) PER CUP PRODUCT RENEWED ACCEPTANCE Ph 01.'411 . if EXP • DA By PRODUCT CONTROL DIVISION • 4;.! • DE COMPLIMCE %TICF� � 1A1 1 1111111 \11 \N1111111 \1► 4 • 4 1 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE (2) PER CUP NOTE: 1— MUWON CONNECTIONS SHOWN ON THIS SHEET ARE APPLICABLE TO VERTICAL OR HORIZONTAL MUWONS. 2— WOOD BUCKS BY OTHERS SHALL WITHSTAND ALL GLAZING SYSTEM LOADS FRANCISCO F tANCEZ FL. PE g 51393 . ••• . • .. . • • • .. • : • ' • • • • • • • • lb • • • • • • • .. • • • • • • • • • • • • • .. • • • • ... :':: NQJT R. P'.f " D " • . • . . . • • • • • •••• •••• • .. • • • .. HORIZONTAL MUWON ANCHOR TYPE " F " (1) #14 S.M.S AT EA CUP LEG VERTICAL MUWON MUWON CUP (3) #14 SAS AT EA CUP LEG 2 X 6 VERTICAL MUWON MUWON CUP ANCHOR TYPE " E " TYPICAL SECTION MUWON CUP VERTICAL MUWON HORIZONTAL MUWON HORIZONTAL MUWON DETAILS OF MULLION TO MULLION CONNECTION 2) #14 S.M.S AT EA CUP LEG VERTICAL MUWON PRODUCT RENEWED Ac arrArva No. 01-112.4 • IY #14 S.M.S 1 q) s ). EXP . • AMP orvcso�W BUILDING CODE COM:MANC$OFFICB FRANCISCO FIEIVIAVIDEZ FL. PE • 51393 sunshine. Windows Manufacturing, Inc. 1746 W. 33rd Plan. Hialeah. Florida 33012 Ph: (306)3114 —g2 Fax:(305)52e -3115 Drawn e M H Dd. 12 -17 -01 Soarr. 1/2 R.vld.n: Rodalora DRAWING N0. MOO — 01 SHEET 7 OF 7 ) Project Model: Block No: Lot No: Contact Site PERMIT #: Office Miami Snores =ae To: P.C.I DEV. APPROVED BY DATE AMINO DEPT ,e LOG DEPT SWUM TO y', / MN ALL FED RAL N STATE lD f RULES ANC REGULATIONS P Deliver To: 601 NE 107 ST. MIAMI SHORES,FL. Deliver To Address3 Name: Phone: Fax: Tentative Delivery Date: Material Summary Includes the following qy� e cedes The truss drawing referenced below, have been prepared under my direct supervision based on parameters by Arch. rr 1~'n'. of record using MiTek 2020 software Pages or sheets covered by this seal: 0001 thru 0025 Total: 25 drawings With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61G15-31 section 003 of The Florida Board of Professional Regulations. Building code being use is ASCE 7 -98 per FBC 2001. Wind speed 146 mph.Exp: C Category II: Importance factor =1.00 e►r Ir:7 .:.'.G P71_ SHOP DRAWING REVIEW IS PROVIDED Af.} A SERVICE TO THE CONTRACTOR ONLY AND IS FOR NO OTHER PURPOSES. CONTRACTOR IS NOT RELIEVED OF RESPONSIBILITY FOR SIZES, QUANTITIES, COORDINATION, DIMENSIONS OR VARIANCES FROM CONTRACT DOCUMENTS. NO EXCEPTION TAKEN i 0001 Truss ❑ KO M INGS 0003 GE 0009 H5 ❑ R ANQ RESUBMIT 0011 HG 0013 J1 ❑ OPER J3 0015 J5 0017 T1 0018 1 ror9�4�1 0021 0025 T3 DATEB 22 /`2// ©G BY 4/6E-id 0023 T8 DONALD HODGETrS, P.E. •• ••• • • • • • •• • • • • • • •• • • • • • • • • • • • •• • •• • • • • • . • • • • • • • .•. • a • TO CONtREEAS, P.e• •. Engineer Civil /Structural '8! Avenue,. C. ial, Fl, 33172 • • • .oriaa Truss List Job Page: 1 of 1 Date: 11/21/2006 Project 6815 Account No: Designer. Salesperson Quote IZOTEUTTEI DEC 2 0 2006 Truss 0004 GE4B 0008 H4 0012 HG1A 0018 J8 0020 T2B 0024 V2 mtm NOV $1 2 11 r"orR1a • NOV S To: P.C.I DEV. Production List Job Number. Page: I Date: 11 -21 -2006 - 2:52:17 PM Project ID: 6B15 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 601 NE 107 ST. MIAMI SHORES,FL. Account No: • Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: .-1 3 CJ9 53 lbs. each 9 - 10 - 1 2X6/2X4 ROOF TRUSS 2.12 0.00 2 -9 -15 0 -0 -0 24 BF -Ea 73 Total Diu 3 GE4 146 lbs. each 21 -8 -0 2X6/2X6 ROOF TRUSS 3.00 0.00 2 -0 -0 2 -0 -0 67 BF -Ea 200 Total �ift _...' 1 GE4A 126 lbs. each 21 - 8 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 58 BF -Ea 58 Total i ��' 2 GE4B 134 lbs. each 21 - 8 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 62 BF -Ea 124 Total 1 111 160 lbs. each 29 - 4 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 2 -0 -0 73 BF -Ea 73 Total ,,, 1 112 150 lbs. each 29 - 4 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 2 -0 -0 71 BF -Ea 71 Total ____..--r----. IIMI► "° gIMMft 1 113 154 lbs. each 29 - 4 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 2 -0 -0 71 BF -Ea 71 Total :11a12 1 114 112 lbs. each 19 - 6 - 8 2X6/2X4 MONO HIP 3.00 0.00 2 -0 -0 0 -8 -8 53 BF -Ea 53 Total 1 115 125 lbs. each 19 - 6 - 8 2X6 /2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 3 -11 -4 62 BF -Ea 62 Total �� I11I% _ - 1 116 120 lbs. each 2X6 X4 8 ROOF TRUSS 3.00 2 - 0 - 0 0 - 0 - 0 56 BF -Ea 56 Total 2 (1) 2 -Ply HG1 177 lbs. each 29 - 4 - 0 2X6/2X6 ROOF TRUSS 3.00 0.00 2 -0 -0 2 -0 -0 81 BF -Ea 163 Total �'mlal acmi "_-____ 1 HG1A 192 lbs. each 29 - 4 - 0 2X6/2X6 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 94 BF -Ea 94 Total a ° , i 6 J1 7 lbs. each 1 - 0 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 4 BF -Ea 24 Total 6 J3 16 lbs. each 3 - 0 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 8 BF -Ea 48 Total 6 J5 24 lbs. each 5 - 0 - 0 2X6 /2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 11 BF -Ea 68 Total 16 J6 32 Ibs. each 7 - 0 - 0 2X6/2X4 • 412.400F ilitUSS • : • 340 • 2 -o -9, o - o - o 15 BF -Ea 235 Total ‹:�, � � 1 T1 149 lbs. each 29 - 4 - 0 • 2X6/2X4 • • • • • • °Roc ' uss ••$ o ••M o D • • • • - 0•-4 o - o - 0 69 BF -Ea 69 Total � 1 T2 134 lbs. each 21 - 8 - Q • . ,R 2X6/2X4 •: FTRUss' 1 • • • • • %D 2 PI- 0•;• • • - o -0 64 BF -Ea 64 Total �. 141111015r- 5 T2A 126 lbs. each o. -• • • • F def �1eN1 R �?Ittn Engineer • 0110 • • • `: f, tS °1 • • • c 1 2 - 0 - 0 60 BF -Ea 298 Total - L:iI 1 T2B 129 Ibs. each ggp N!W. 817 Avenue 21 -5 -0 I 2X6 /2X4 Qhffina! [3Q. Cl6 • ti 1 - • • : -0 -v • • • 0 -o- 6z o r"orR1a • NOV S ' To: P.C.I DEV. Production List Job Number. Page: 2 Date: 11 -21 -2006 - 2:52:18 PM Project ID: 6B15 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 601 NE 107 ST. MIAMI SHORES,FL. Account No: Designer: mtm Salesperson: Quote Number. Phone: e: Fax: Tentative Delivery Date: Profile: g Truss Id: Span: Truss Type: Slope: LOH ROH Built By: �� 12 T3 124 lbs. each 19 -8 -0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 2 -0 -0 58 BF -Ea 699 Total �� 2 T5 130 lbs. each 21 - 8 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 61 BF -Ea 121 Total I �� ftI l► ■ , 3 T6 164 lbs. each 30 - 8 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 78 BF -Ea 233 Total 1 V2 13 Ibs. each 4 - 0 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 0 -0 -0 0 -0 -0 6 BF -Ea 6 Total 1 V4 21 lbs. each 6 - 0 - 0 2X6/2X4 ROOF TRUSS 3.00 0.00 0 -0 -0 0 -0 -0 10 BF -Ea 10 Total • •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• REM CONTRERA M . • Consulting E ngineer Civil /Structura, 30 N S7 A Mani, l. /31.72". rbr a 2Z• Nov $1 2006 Job 81315 Truss CJ9 Truss Type ROOF TRUSS g . Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0001 BEST M C i l N u s C. TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 21 14:54:27 2006 Page 1 - 2 -9 -15 5-4-1 9-10 -1 2-9-15 9 5-4-1 2.12 1 3 2 1 3x4 4-6-0 MII20 = 2x4 4 Scale M1120 5 — — = 1:21.7 I I y! 8 2x4 MII20 I I 5-4-1 9-10 -1 7 6 5x8 MII20= r 3x6 M1120= 1 1 5-4-1 4-6-0 1 Plate Offsets (X,Y): [7 0 - 34,0 - - 12] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.93 BC 0.46 WB 0.44 (Matrix) DEFL In (loc) I/defl Lid Vert(LL) 0.09 7-8 >999 240 Ve rt(TL) -0.08 7-8 >999 180 Horz(TL) -0.02 7 nla nla PLATES MI120 Weight 541b GRIP 249/190 LUMBER TOP CHORD 2 X 6 SYP 190.2 BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 REACTIONS (lb/ size) 2=73910-11-5, 7 =7901Me Max Hors 2=398(Ioad case 2) Max Uplift2=- 934(load case 2), FORCES (Ib) - Maximum CompresslonlMeximum TOP CHORD 1-9=0/30, 2-9 =0130, 2.3=- 12991915, BOT CHORD 2.8=- 117811234, 7.8=- 117811234, WEBS 3.8 /179, 3-7=-1272/1214, 4- NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); Interior(1) 0-4-0 to 5-5-6, Exterior(2) 5-5-6 to 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connectlon (by others) 4) This truss design conforms with Florida Building 5) In the LOAD CASE(S) section, loads applied LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-9=-90 Trapezoidal Loads (pif) Vert 9=0(F=45, B=45)- to-4=- 219( F= 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1 -9=199 Harz: 1-9=-217 Trapezoidal Loads (pin Vert 0=21(F= -89, B=- 89)- to- 2=36(F=.81, 2=-1(F=5, B=5)-to-7=-29(F=-9, 8=-8) Horz 9=-21(F=98, B=98)-to-2=-38(F=90, hanical 7=- 1056(load Tension 3- 4=- 159152, BRACING TOP CHORD Sheathed or 5-1-0 oc puffin. BOT CHORD Rigid ceiling directly applied or 5-1 -11 oc bracing. case 2) 4.5410 BCDL=8.0psf; Category 111; Exp C; enclosed; C-C Exterlor(2) - 2 -10 -7 to 0.40, DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. bearing plate capable of withstanding 934 Ib uplift at joint 2 and 1056 Ib uplift at joint 7. 2001, based on parameters indicated. of the truss are noted as front (F) or back (B). metal=1.33 2=- 2(F=9, B=9)- to- 7=- 49(F= -14, B=-14) Pit metal=1.33 • • ••• • • • • • • • • • • • • • • • • • • • ••• • • • • • • 2=- 79(F= -81, B=- 81)- to- 3=147(F=32, B=32), 3=235(F=32, B =32)•to- 4=420(F=127, B=127), 2=78(F=90, B=90)- to- 3=- 171(F= -35, B= -35), 3=-259(F=-35, B=-35)-to-4=-489(F=-140, B= -140) • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 6 -7=010 7=- 3911780 h=221t; TCDL=9.0psf, 9-8-5; Lumber of truss to Code to the face Pit -84, B= -84), B= -81), B=90), Joe 6B15 Truss GE4 Truss Type ROOF TRUSS Qty 3 Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0002 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:64:28 2006 Page 1 -2-0-0 7 -11-6 15-6 -0 20 -10-8 ?1.8? 23-8-0 I I I 2-0-0 7 -11-6 7-6-10 5-4-8 0-9-8 I 2-0-0 Scale =1:42.1 3.00 12 5:d31151120= 5 4x9 MII20� 4x9 MII20= 6 4x12 MI120 // 5x8 M1120-,;- 4 3 •. 7 '� iv J i .1 11 11 1 11 1 1 11111 11 1111 1 • er. ■■ I �� ► =� 6x10 MI120 6x14 MII20= 12 11 10 9 2x4 MII20 I I 4x9 MI120= 5x12 MII20= 3x8 MI120 I I 21-8-0 7-11-6 15-6 -0 20 -9-0 20 - I I I I 7 -11-6 7-6-10 5-3-0 0-1-8 0 -9-6 Plate Offsets (X,Y): [2 0- 1- 9,Edge], [2:0- 2 -4,03 -0], [3:0-4-0,0-2-12], [5:0-4- 0,0- 2 -12], [7:0- 9.8,0 -1 -0], [9:0.54,0 -1.81, [10:0.5- 8,0 -2-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.86 Vert(LL) 0.42 10 -12 >577 240 M1120 249/190 TCDL 15.0 Pit Metal Increase 1.33 BC 0.82 Vert(TL) 10-12 > BCLL 0.0 Lumber Increase 1.33 WB 0.91 Hors(TL) -0.08 9 n/a n/a BCDL 10.0 Rep Stress bier YES Code FBC2001 /ANSI95 (Matrix) Weight 146 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-11-5 oc purllns. BOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-10 -2 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 3 -10 7-9 2 X 6 SYP No.2 REACTIONS (Ib/size) 9=l392/Mechanical, 2=1314/0.8-0 Max Horz 2=381(load case 2) Max Uplift9=- 1982(Ioad case 2), 2=- 1771(load case 2) FORCES (Ib) - Maximum CompressionlMaxlmum Tenslon TOP CHORD 1- 24/42, 23=- 3509/3623, 34=- 1434 / 1488, 4-5=-1357/1488, 5- 8=- 1297/1541, 8.70- 1388/1497, 7- 8=0145 BOT CHORD 2 -12 -3659 /3374,11-12=465913374, 10-11=465913374, 9-10=010 WEBS 3- 124/183, 3.10=- 210812417, 5-104/ 131, 7 -10 - 1419/1449, 7-0=- 1368/2021 NOTES 1) Unbalanced roof live Toads have been considered forthls design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h=22ft TCDL=9.0psI BCDL=6.0psf•, Category III; Exp C; enclosed; C-C Comer(3) -1-11-5 to 3 -0-11, Exterior(2) 3 -0-11 to 104-0, Comer(3) 10-6-0 to 15.8-0; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Refer to gIrder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1982 Ib uplift at Joint 9 and 1771 Ib uplift at Joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (p1f) Vert 1- 5=-90, 54= -90, 24= -20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) •• ••• • • • • • •• Vert 1- 2=228, 2- 8=138, 5- 7=138, 7228, 2 -0=-12 • Hors: 1-2=-246, 24=- 156, 5- 7=156, 7-8=246 • • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit. metal;1.33 • • • Uniform Loads (plf) • • ••• • • • • • • • Vert 1- 5=-90, 68-30, 2 -9=-20 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (p1f) • • Vert 1 630, 6-8=-90, 2.9 =20 • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • • ••• • • • • • • • ••• • • • • • • • • • • • •• • ••• • • • • •• • • ••• • Job 6618 Truss GE4A Truss Type ROOF TRUSS g Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0003 BEST TRUSS CO, MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries. Inc. Tue Nov 21 14:64:29 2006 Page 1 -2 -0-0 7 -11-6 15-6 -0 20-10-8 � 2 -0-0 7 -11-6 5x8 3 f/ N 1 1 7-6-10 3.00 12 4x9 111II20 = M1120 % 4 .1- 5x8 MII20= 5 5-4-8 3x4 MII20 // 6 4x12 4� ) 21 M1120 7 0-9-8 Scale = 1:39.8 // ut M rz; 11 C 1 �� 6x10 MII20; M1120= 12 11 10 2x4 MI120 I I 3x4 M1120= 4x9 M1120= 7 -11-6 15-6 -0 20 -10-8 9 3x6 MII20 I I ) 21.8 -0 41 3x10 3x6 M1120= I I I 7-11-6 7-6-10 5-4-8 0-9-8 Plate Offsets (X,Y): [2.0.5 -12, Edge], [2:0- 4-7,Edge], [2:0- 5- 4,0-2-8], [3:0-04,0-2.12], [5:0.4. 0,03.4], (7:0- 7 -0,0 -1 -01 [9:044,0 -1.8], [10:0.4-0,0 -2.41 LOADING(psf) TCLL 30.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.85 BC 0.71 0.90 WB 0. (Matrix) DEFL In (loc) Udefl Ud Vert(LL) 0.51 10 -12 >479 240 Vert(TL) 0.41 12 >597 180 Ho rz(TL) -0.10 9 Na Na PLATES M1120 Weight 127 Ib GRIP 2491190 LUMBER TOP CHORD 2 X 8 SYP No.2 6.8 2 X 8 SYP BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 7-9 2 X 8 SYP REACTIONS (lb/size) 9=1200/Mechanical, Max Horz 2=471(Ioad Max Upllft9=1509(load FORCES (Ib) - Maximum CompresslonlMaximum TOP CHORD 1- 2=0133, 23=3464/3823, BOT CHORD 2- 12=-3774/3317,11 WEBS 3-12 =01151, NOTES 1) Unbalanced roof live loads 2) Wind: ASCE 7-98; 148mph Exterior(2) 3 -0-11 to 104.0, 3) Refer to girder(s) for truss 4) Provide mechanical connection 5) This truss design conforms LOAD CASE(S) 1) Regular Lumber Increase=1.33, Uniform Loads (p11) Vert 1- 5=-90, 5.8x90, 2) C-C Wind: Lumber Increase=1.33, Uniform Loads (pit) Vert 1- 2=228, 2- 5=138, Horz: 1 -2= -248, 2- 3) 1st unbalanced Regular. Uniform Loads (pif) Vert 1-5= -90, 5-8=30, 4) 2nd unbalanced Regular. Uniform Loads(plf) Vert 1- 5=-30, 6-8= *Except* DSS *Except* No.2 2=1331/0-8.0 case 2) case 2), 2=- 1799(load Tension 3-4- 1472/1587, BRACING TOP CHORD BOT CHORD WEBS case 2) 4. 8=-139811808, 5.8=- 1318/1818, 8- 7=- 1393/1800, 7-8=012 9-10=010 7.10=- 189911504, 7- 81187/1535 this design. BCDL=6.0psf; Category III; Exp C; enclosed; Lumber DOL=1.33 plate grip DOL =1.33 Plate metal DOL=1.33. bearing plate capable of withstanding 1609 Ib uplift at 2001, based on parameters Indicated. metal=1.33 Pit metal=1.33 • • ••• • • • • • • • • • • • • Increase=1.33 Pit metal=1.311 • • • • • • increase=1.33 Pit metal=1.33 • • • ••• • • • • •• • • • • • • • • • • • • • • • • •• • • • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• Sheathed Rigid ceiling 1 Row at C-C Comer(3) Joint 9 and • • • • • • • ••• • • • • • • • • • • • • •• • or 3 -11 -1 oc purlins. directly applied or 2 -113 oc bracing. mldpt 3 -10 -1-11-5 to 3 -0-11, 1799 Ib uplift at Joint 2. • • -12=- 3774/3317,10- 11x377413317, 3- 10=-203212293, 5-10= -731 317, have been considered for (3-second gust); h=22ft TCDL=9.0psf; Comer(3)10 -0-0 to 154-0; to truss connections. (by others) of truss to with Florida Building Code Plate Increase=1.33 Pit 2-9=-20 Plate Increase=1.33 5- 7=138, 7-8=228, 2 -9=-12 5x158, 5- 7=156, 7-8=248 Lumber Increase=1.33, Plate 2 -9=-20 Lumber Increase=1.33, Plate -90, 2-9=-20 Jqb 6B18 Truss 0E48 Truss Type ROOF TRUSS Qty 2 Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0004 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 21 14:84:30 2008 Page 1 -2 -0-0 7-114 154-0 20 -10-8 1.8 - 25 -1 -11 I 2 -0-0 7 -11-6 7-6-10 5-4-8 0 -9-8 3 -5-11 Scale = 1:44.5 3.00 I 12 5x8 M1120= 5 3x6 MII20::: 4x9 N11120.% 6 5x12 M1120 11 5x8 N111207: 4 7 3 8 r o ►� ► — 6x10 M1120 3x8 M1120= 12 11 10 9 3x6 MIIZO— 2x4 M1I20 I I 3x4 M1120= 4x12 MII20= 3x6 M1120 I 7 -11-6 15-6-0 20 -10-8 21$1) I I 7 -114 7-6-10 5-4-8 0-9-8 Plate Offsets (X,Y): [2:0- 5- 12,Edpe], [2:0- 3- 7,Edge], [2:0.4- 8,0- 2 -12], [3:0.4.0,0 - 2.12], [7:0-9-8,0-2-01 [9:0- 3- 8,Edge], [10:0-4-8,0-2-0] LOADING(psf) SPACING 2 -0-0 Plates CSI DEFL in (loe) Neill Lid PLATES GRIP TCLL 30.0 Increase 1.33 TC 0.82 Vert(LL) 0.48 12 >512 240 M1120 2491190 TCDL 15.0 BCLL 0.0 BCDL 10.0 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress liter YES Code FBC2001 /ANSI96 BC 0.88 WB 0.89 (Matrix) Ve H rt(TL) 0.38 12 >845 180 rz(TL) -0.09 9 Na Na Weight 136Th LUMBER BRACING TOP CHORD 2 X 8 SYP Not *Except` TOP CHORD Sheathed or 3 -11 -16 oc pull ns. 8-8 2 X 8 SYP DSS BOT CHORD RIgid ceiling directly applied or 3-1-8 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 3-10 WEBS 2 X 4 SYP No.3 *Except* 7-9 2 X 8 SYP No.2 REACTIONS (Ib /size) 9=1453/Mechanical, 2=1308/0-8-0 Max Horz 2=318(load case 2) Max Uplift8=- 2138(load case 2), 2=- 1751(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0133, 2- 3=3358/3435, 3-4= -1337/ 1318, 4-5=- 128011337, 5-0=- 121011414, 8 -7=- 127811359, 7- 8=0 158 BOT CHORD 2- 12=- 343713215, 11- 12=3437/3215,10.11= - 3437/3215, 9 -10'410 WEBS 3 -12 1150, 3-10=- 2043 /2385, 5-10=- 1191, 7 -10 - 122511355, 7-9=- 142112162 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 145mph (3-second gust); h=22ft TCDL=9.0psf; BCDL=6.0psf; Category III; Exp C; enclosed; C-C Comer(3) -1 -11-5 to 3-0-11, Exterior(2) 3-0-11 to 104-0, Comer(3)10.6-0 to 15-6 -0; Lumber DOL=1.33 plate grip DOL=1.33 Plata metal DOL=1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2136 Ib uplift at Joint 9 and 1751 Ib uplift at Joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1- 5=-90, 5-8=-90, 2-9=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • ••• • • • • • • • Uniform Loads (pit) • Vert 1- 2=228, 2- 5=138, 5- 7=138, 7- 8=228, 2 -9=-12 • • • Horz: 1 -2 -246, 24=- 156, 5-7 =156, 75=246 • • • • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate increase=1.33 Pit metai=11.3a • • • • • • • • • Uniform Loads (pif) Vert 1- 5=-90, 5. 8=-30, 2 -9=20 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 PIt metal=1.33 Uniform Loads (plf) • • • ••• • • • ••• Vert 1-5=-30, 5. 8=-90, 2-9=-20 • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6815 Truss H1 Truss Type ROOF TRUSS 8- Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0005 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:54:312006 Page -2 -0-0 5 -4-13 9-0-0 14-8-0 20-4-0 23-11-3 29.4-0 31-4-0 1 u N - I 2-0-0 5-4-13 3-7-3 3.00 12 5x8 2x4 MM1120-" 3 2 15 1 5-8-0 5-8-0 3-7-3 M1120= 3x8 M1120= 5x8 M1120= 4 5 8 2x4 5-4-13 MII20% 7 18 8 — 2-0-0 Scale = 1:55.7 9 .- I1+ o MS � — — —__ _1.'4.) .. .. o : wo 3x10 M1120= 3x10 MI120= 14 13 12 11 10 3x8 M1120= 4x9 MII20= 2x4 MII20 I I 4x9 MII20= 3x8 MII20= 9 -0-0 14-8.0 20-4 -0 29-4-0 I 9-0-0 5-8-0 5-8-0 9-0-0 Plate Offsets (X,Y): [2:0■48,0-1-8], [4:0-4- 0,0-2-121, [8:0- 4-0,0-2-121, [8:0- 44,0 -1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 plates increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.81 BC 0.98 WB 0.63 (Matrix) DEFL In (loc) I/de8 lid Vert(LL) 0.54 12 >633 240 Vert(TL) -0.82 12 >550 180 Horz(TL) 0.18 8 Na nla PLATES GRIP MI120 249/190 Weight 181 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 3-8-4 oc purllns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=178210 -84, 8=178210 -8-0 Max Uplift2=- 1507(ioad case 2), 8=- 1507(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2 2 -154- 438712583, 3-15 2851 2802, 3-40-419912824, 4-5=-409412818, 5.54- 409412818, 8 -7 - 419912624, 7 -18 28512802, 8-16 38712583, 8- 9=0/33 BOT CHORD 2 -14 -22851 4115,13 -14= -2770/ 4884,12 -13= 277014884,11 -12=- 2770/4884,10 -11 =277014884, 8 -10=- 228514115 WEBS 3 -154- 901272, 4-14 =103/ 431, 5-14 57/517, 5- 12=0/74, 5-10 571517, 8 -154- 1031431, 7 -10=- 901272 NOTES 1) Unbalanced roof Ilve Toads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft TCDL >6.0pst; BCDL >6.Opsf; Category III; Exp C; enclosed; C-C Exterlor(2) -1-11-5 to 1 -0-11, Interlor(1) 1-0-11 to 28 -3-5, Exterlor(2) 284-5 to 31 -3.6; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1507 Ib uplift at Joint 2 and 1507 Ib uplift at Joint 8. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1-90, 4- 8=-90, 8- 9=-80, 2 -8=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Plt metal=1.33 Uniform Loads (Of) Vert 1- 2=199, 2- 18=138, 4- 18=79, 45488, 848=79, 8- 18=138, 8- 9=199, 2 -54-12 Holz: 1 -2 - 217, 2 -16= 158, 4-15= -97, 8-18 7, 8- 18=158, 8.9=217 • • • • • • • • • • • • Drag: 4-5=-0, 5.8=0 • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit mela=1.33 • • • Uniform Loads (pit) • • • Vert 1-4=-90, 4-6=-90, 8- 9=-30, 2-20 • • ••• • • • • • • • 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1- 4=30, 44=-90, 8- 8=-90, 2 -8=-20 • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job • 6B16 Truss H2 Truss Type ROOF TRUSS 5' Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0008 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:64:31 2006 Page 1 -2-0-0 I 5-8-6 I 11-0-0 18-4-0 23-7-10 29-4-0 31-4-0 4 I I 1 2 -0-0 5-8-6 5 -3-10 7-4-0 5-3-10 5-8-6 1 I 2-0-0 Scale = 1:55.7 5x8 M1I20= 3.00112 5x8 MII20= 4 5 3x4 M1120-:----- 3 3x4 MII20� 6 u: _ 2 13 1 � — 14 7 8 in ci 1 — — I O 0 ►� 1 ►� 3x10 M1120= 12 11 10 9 3x10 M1120= 2x4 M1120 I I 5x8 M1120= 5x8 MII20= 2x4 M112011 5-8-6 11 -0-0 18-4 -0 23 -7 -10 29-4-0 1 1 1 I 1 5-8-6 5-3-10 7-4-0 5-3-10 5-8-6 Plate Offsets (X,Y): [2:048,0 -1 -0], [4:0-4- 0,0- 2 -12], [5:0- 4.0,0- 2 -12], [7:0-4- 8,0 -1-8], [10:0 - 4-0,03 -0], [11:04-0,0 -3 -0] LOADING(psi) SPACING 2 -0-0 CSI DER. In (loc) 1/defi L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.42 11 >818 240 M1120 2491190 TCDL 15.0 Pit Metal Increase 1.33 BC 0.88 Vert(TL) a1 > 0.0 Lumber increase 1.33 1118 0.43 Horz(TL) 0.17 7 Na Na Horz(TL BCDL 10.0 Rep Stress Inc= YES Code FBC2001 /ANSI95 (Matrix) Weight 150 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 3-5-13 oc purilns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-1.8 oc bracing. WEBS 2X4 SYP No.3 REACTIONS (Ib/size) 2=1782104.0, 7=178210 -8-0 Max Uplift2=- 1487(load case 2), 7=- 1487(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 280/33, 2 -18=- 448812518, 3- 18=-4385/ 2537, 3-0= 387912431, 4-5=- 3753/2428, 5-5=- 387912431, 8 -14 512537, 7- 14=-448812518, 7-8=0/33 BOT CHORD 2- 12=- 223414215,11 -12=- 2234/4218,10 -11 =2058/3753, 9 -10= 2234/4215, 7- 9=423414215 WEBS 3- 12=01102, 3-11 =7701219, 4-11 1303, 5- 10=0/303, 8.10 - 7701219, 8-9=0/102 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -98; 148mph (3- second gust); h=22ft TCDL=9.0pst BCDL=8.0psf; Category III; Exp C; enclosed; C-0 Exterior(2) -1-11-5 to 1 -0-11, Interior(1)1 -0-11 to 28-3-5, Exterior(2) 283.5 to 314-5; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide adequate drainage to prevent water pondlng. 4) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding 1487 Ib uplift at Joint 2 and 1487 Ib uplift at Joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (p1f) Vert 1 -90, 45= -90, 5-8=-90, 2 -7 =20 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pig Vert 1- 2=199, 2- 18=138, 4-13=79, 45=88, 5- 14879, 7- 14=138, 7. 8=199, 2-7=-12 Hort; 1 -2 - 217, 2 -13=- 158, 413= -97, 5- 14=97, 7- 14=158, 7.8=217 • • ••• • • • • • • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate increase=1.33 Pit metll=1.33 • • Uniform Loads (plf) Vert: 1. 4=-90, • 4. 5=-90, 5.8=30, 2 -7 -20 • • • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit me aae1.33 • • • • • • • • • Uniform Loads (pig Vert 1-0° -30, 4- 5= -90, 5 -90, 2 -7 =20 • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Jqb 81316 Truss H3 Truss Type ROOF TRUSS 6- Pty 1 P.C.I. DEVELOPMENT 0007 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 21 14:64:32 2006 Page 1 -2-0-0 I 7 -0-10 I 13-0-0 16-4-0 22-3 -6 29-4-0 4-0 1 31 1 I I 2-0-0 7 -0-10 5-11 -7 3-4-0 5-11 -7 7-0-10 2-0-0 Scale = 1:55.7 3.00 12 5x8 M1I20= 5x8 M1120= 3x4 MII20:z: 4x9 M1120 5 6 4x9 M1120:- 3x4 M1I20 3 4 7 8 tr 2 17 18 9 '" r1 10 N _ e ■ ■ -- — ■■ Ili o 3x10 M1120= 16 15 14 13 12 11 3x10 M1120= 2x4 M1I20 I I 3x6 M1120= 3x4 M1120= 2x4 MII20 I I 3x41110120= 3x6 M1120= 7-0-10 13-0-0 16-4-0 22-3-6 29-40 I I 1 7-0-10 5-11 -7 3-4-0 5-11 -7 7-0-10 Plate Offsets (4Y): [2 0 - 4 - 8 , 0 - 1 - 8 1, [5:0.4- 0,0-2-12], [8:0- 4-0,0-2-12], [9:0.4-0,0 -141 LOADING(psf) SPACING 2 -0-0 Plates Increase CSI DEFL In (ioc) Mdefl Lid PLATES GRIP TCLL 30.0 1.33 TC 0.83 Vert(LL) 0.43 14-18 >807 240 MI120 249/190 TCDL 15.0 Pit Metal Increase 1.33 BC 0.89 Ve -0.53 1418 > BCLL 0.0 Lumber Increase 1.33 Rep WB 0.83 How) 8 Na Na BCDL 10.0 Stress Incr YES Code FBC2001 /ANSI95 (Matrix) Weight 185 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 3.4.10 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4.1-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2=1782/0.8 4, 9=178210 -8-0 Max UplIft2- 1487(load case 2), 9=1487(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/33, 2 -17= -4498/ 2503, 3. 17=-0413/ 2532, 3-4=- 348812104, 4- 5=-3406/2127, 54=4321/2132, 8- 7=3408/2127, 7- 8=- 3488/2104, 8- 16=-4413/2532, 9 -16=- 4498/2503, 9- 10=0/33 BOT CHORD 2- 18=- 222414250,15 -18= -2224/ 4260,14 -15= 222414250,13 -14=- 1713/3321,12 -13 2224/4250,11 -12 - 2224/4250, 9 -11 =2224/4250 WEBS 3- 16=0/138, 3-14 - 11831540, 5- 14=1181389, 8 -13=- 1181389, 8 -13 - 1183/540, 8- 11=01138 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3-second gust); h=22f5 TCDL=9.0psf, BCDL=8.0psf; Category 111; Exp C; enclosed; C-C Exterior(2) -1 -114 to 1 -0-11, Interlor(1) 1-0-11 to 283-6, Exterior(2) 28-3-5 to 313-6; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1487 Ib uplift at Joint 2 and 1487 Ib uplift at joint 9. 6) Thls truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal =1.33 Uniform Loads (p1f) Vert 1- 5=-90, 54=-90, 8- 10= -90, 2-9=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1- 2=199, 2-17=138, 5- 17 =79, 6.8=88, 8- 18=79, 9- 18=138, 9- 16=199, 2-9=-12 Horz: 1- 2=217, 2 -17=- 158, 5- 17= -97, 8- 18=97, 8- 18=158, 9- 10=217 • • • • • • • • • • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metel Uniform Loads (p1f) • • • • • Vert 1-5=40, 5 90, 8-10=40, 29=-20 • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit. me6aii1.32. • • • • • • • • • Uniform Loads (p■f) Vert 1- 6=-30, 5. 8=-90, 8- 10= -90, 2-9=-20 • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job • 6B16 Truss H4 Truss Type MONO HIP - Ply 1 P.C.I. DEVELOPMENT 0008 Job Reference (optional) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 2114:54:33 2008 Page 1 -2 -0-0 I -0-1 53 1 9-0-0 14-3-4 19-6-8 r -3- j ) � 1 1 2-0-0 5-4-13 3-7-3 5-3-4 5-3-4 0-8-8 Scale = 1:39.7 5x811/11120= 3x8 MII20= 6x10 M1120= 3.00 •2 4 16 5 6 7 2x4 MII20:: 315 �= 2 14 N 13 2 eP '1 88 • IrMi 3x8 M1120= 11 10 9 8 3x8 MII20= 3x4 M1120= 2x4 MII20 I I 3x6 MII20= 1 9-0-0 14-3 -4 19-6-8 19,7-0 1 I 9-0-0 5-3-4 5-3-4 0-0-8 Plate Offsets (X,Y): [2'0 -2 -8,0-1-8], [4:0.4-0,0-2-12], (8:0- 5-0,0.4 -0], [8:0 -2- 12,0 -1 -81 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BMX 10.0 SPACING 2 -0-0 Plates Increase 1.33 Ptt Metal Increase 1.33 Lumber Increase 1.33 Rep Stress YES Code FBC2000 001/ANSl95 CSI TC 0.77 BC 0.57 VIM 0.97 (Matrix) DEFL In (loc) Udell Lid Vert(LL) 0.22 9 -11 >999 240 Vert(TL) Horz(TL) -0.05 2-11 13 > n/a Ma PLATES GRIP M1120 249/190 Weight 113 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-7 -7 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-1 -7 oc bracing. WEBS 2 X 4 SYP No.3 *Except 6-8 2 X 4 SYP No.2, 6-12 2 X 8 SYP No.2 REACTIONS (Ib /size) 2=1294/0.8 -0, 13=108510 -8.0 Max Horz 2=386(load case 2) Max Upltft2=- 1389(Ioad case 2), 13=-927(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/33, 2- 14=2725/2196,14-15=2654 /2215, 3- 15=2614/2216, 3-4=- 2327/1974, 4-18=- 2244/ 1996, 5- 16=- 2244/1996, 5-6=- 2471178, 6 -710, 8- 12=439/828, 8- 12=439/828 BOT CHORD 2- 11=-2303/2548,10 - 11=-1580/1868, 9- 10=- 1580/1866, 8- 6=- 158011868 WEBS 3 -11 - 328/312, 4-114/188, 5- 11-458/417, 5- 9=0/77, 5-83=- 1784 / 1645, 6-13=-147811240, 12-13=-82611001 NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h=22ft TCDL=9.0pa1 BCDL 6.0psf, Category III; Exp C; enclosed; C-C Exterlor(2) -1-11-5 to 1 -0-11, Interior(1) 1-0-11 to 4.9 -1, Exterlor(2) 4-9 -1 to 9 -0-0, Interior(1)13 -2 -15 to 20 4-0; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Bearing at joint(s)13 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1389 Ib uplift at Joint 2 and 927 Ib uplift at joint 13. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (plf) Vert 1. 4=-90, 4-6=-90, 8- 7=-90, 2 -8=-20 • • ••• • • • • • • • 2) CC • Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • -C • • Uniform Loads (p1f) • • • • Vert 1- 2=199, 2- 14=138,14-15=79, 4-15 =138, 418=108, 8-16-113, 6- 7=132 2%=-J% • • • • • • • • Horz 1.2 -217, 2 -14 - 156,14-15= -97, 4-15=-156 Drag: 4-18=-0, 5-16=-0 • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Jab 81315 Truss H5 Truss Type ROOF TRUSS a, Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0009 BEST TRUSS CO., MWMI, FL BEST TRUSS CO. 8.400 s Oct 9 2008 MiTek Industries, Inc. Tue Nov 21 14:54:34 2006 Page 1 1 -2-0-0 1 5-8-6 1 11 -0-0 18-4-0 -6-8 23-5-12 1 1 19 2-0-0 5-8-6 5 -3-10 7-4-0 1 -2-8 3-11-4 Scale = 1:43.4 5x8 M1120= 5x12 M1120= 5x8 M1120= 3.00 F1I 4 5 6 3x4 M1120-.: 9 n 3 14 N j 1�� n `" .0 2 � 15 4t�A 7 o 11■■ 3x8 M1120= 12 11 10 9 8 2x4 M1120 I I 3x4 M1I20= 5x8 M1I20= 3x4 M1120= 2x4 M112011 19-7-0 1 5-8-6 11 -0-0 18-4-0 1 19-6-8 9 1 5-8-6 5 -3-10 7-4-0 1 -2-8 0-0-8 Plate Offsets (X,Y): [2.0- 2-8,0 -1 -81 [4:0- 5-4,0- 2 -12], [5:0-4-0,0-2-121, [6:0- 5-4,0-2-71 [9:0.2- 12,03-0] LOADING (psf) SPACING 2 -0-0 Plates increase CSI DEFL In Om) I/defl Lid PLATES GRIP TCLL 30.0 1.33 TC 0.87 Vert(LL) 0.17 11 -12 >999 240 MI120 249/190 TCDL 15.0 Pit. Increase 1.33 Lumber BC 0.56 Vert(TL) -0.21 11 -12 >999 180 BCLL 0.0 BCDL 10.0 Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 yyg 0.57 (Matrix) Ho rs{TL) 0.06 14 Na Na Weight 1261b LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-7 -1 oc purllns, except end verticals. BOT CHORD 2 X4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5412 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 4-9 6 -13 2 X 8 SYP No.2 REACTIONS (Ib/size) 2=1278/0.8 -0,14=1306/08-0 Max Hors 2=158(load case 2) Max Upllft2=- 1168(Ioad case 2),14=- 1357(load case 2) Max Grav 2=1285(load case 3),14a1308(toad case 1) FORCES (Ib) - Maximum Compresston1Maximum Tension TOP CHORD 1 -2 /33, 2- 15=- 275211409, 3-15 - 267511430, 3-4=-196411203, 4.5=- 639/428, 55=-537/434, 6- 7=0189, 8- 13=- 64/17, 6-13= -64/17 BOT CHORD 2 -12= -1331/ 2572,11 -12=- 1331/2572,10 -11=- 1023/1892, 9- 10=102311892, 8-6=- 33/119 WEBS 3- 12=0/95, 3-11= 727 / 321, 4-11 =16/336, 4-9=- 13641866, 5-6=- 705/253, 6- 9=-48411374, 6-14=- 1329/1269,13.14= - 251/435 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h =22ft; TCDL=9.0psf BCDL=8.0psf; Category III; Exp C; enclosed; C-C Exterior(2) -1 -11-5 to 1 -0-11, Interlor(1) 1-0-11 to 18-4-0, Exterior(2) 18-4-0 to 22 -6 -7; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing at Jolnt(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1168 Ib uplift at Joint 2 and 1357 Ib uplift at Joint 14. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) •• ••• • • • • • • • Vert 14= -90, 4- 5=-90, 56=90, 6-7= -90, 2-8=-20 • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • • • • • Uniform Loads (pit) • Vert 1.2=199, 2- 15=138, 4- 15=79, 4 -5=88, 56=138, 6- 7=199, 2-8=-12 • • • • • • • • • • • • Hors: 1 -2=-217, 2 -15 -166, 4-15=-97, 5-6=156, 6 -7=217 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (Of) • • • Vert 14<90, 4- 5=-90, 58=30, 6-7=30, 2-8=-20 • • • • • • • • • • • • ••• 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Plt Ifiafi. 3 • • • • • • • • • • Uniform Loads (pit) • • • • • • • • • • • Vert 1x-30, 4- 5=-90, 54=-90, 64=-90, 2-8=-20 • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6B18 Truss H6 Truss Type ROOF TRUSS 5' Ply 1 P.C.I. DEVELOPMENT Job Reference (optlonal) 0010 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:64:35 2006 -2 -0-0 7 -0-10 13-0-0 16-4 -0 19-6 -8 23 -5-12 Page = 1:43.4 w 07 r 1 of a? . I I 2-0-0 ro 2 7 -0-10 3x4 3 16 5 -11-6 3.00 12 5x8 4x9 M1120 MII20= 4 �� .I I 3-4-0 3-2-8 M1120= 5x8 MII20= 5 6 6x12 ..., � I 3-11 -4 MII20� 7 8 � 5 Scale We -- o < 4 ►_ • 11 13 12 11 10 2x4 M1120 I I 3x4 M1120= 3x4 M1120= 2x4 3x4 MI120= 7-0-10 13-0-0 16-4-0 I 19-6-8 19 9 MI120 I I o *MI 3x8 M1I20= I I 7-0-10 5-11 -6 3-4-0 3-2-8 0-0-8 Plate Offsets (X,Y): [2.0- 2-8,0 -1-8), [5:0-4-0,0- 2 -12], [8:0 0,0 -2- 12],17:0 -5. 11,03 -81 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Pit. Increase 1.33 Lumber Increase 123 Rep Stress Incr YES Code FBC2001 /ANSI85 CSI TC 0.87 BC 0.71 WB 0.47 (Matrix) DEFL In (loc) Udefl Lid Vert(LL) 0.32 11 -13 >734 240 Vert(TL) -0.38 11 -13 >612 180 Horz(TL) 0.06 15 nla n/a PLATES GRIP M1120 249/190 Weight 120 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 4-7 -12 oc puffins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigld ceiling directly applied or 5-1 -2 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at mldpt 3-11 7 -14 2 X 8 SYP No.2 REACTIONS (lb/size) 2=127810-8- 0,15=130610 -8-0 Max Horz 2=128(load case 2) Max Uplift2=-1178(Ioad case 2), 15=-1426(load case 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1- 2=0133, 2- 18=- 277411512, 3 -16= -2697/ 1541, 3-4=- 13001 853, 4-5=- 1207 / 874, 5.8=- 11871898, 8-7=-12051869, 7-8=0169, 9- 14=- 58182, 7- 14= -58182 BOT CHORD 2-13=-1402/2598, 12-13 - 140212598,11 -12=- 140212598,10 -11= -00811187, 9-10=0/45 WEBS 3-13-1)/189, 3-11=-15031835, 5-11 8/372, 6-18=-702/428, 7.15=- 88411552, 7-15=-1228/1251, 14-15 - 1141252 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL=8.0psf; BCDL=6.0psf•, Category III; Exp C; enclosed; C-C Exterior(2) -1-11-5 to 1 -0-11, interior(1) 1-0-11 to 18.4-0, Exterior(2) 16-4-0 to 22 -8-7; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Bearing at jolnt(s)15 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of !rearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1178 Ib uplift at joint 2 and 1426 Ib uplift at joint 15. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • ••• • • • • • • • Uniform Loads (plf) Vert: 1-5=-90, 5- 6=-90, 8- 7=-90, 7.8= -90, 2-9=-20 • • • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • • • Uniform Loads (pig • . • .. •• • • • •• Vert 1- 2=199, 2- 18=138, 5- 18=79, 5.8=88, 8-7 =138, 7- 8=199, 2 -9=-12 Horz: 1-2=-217, 2 -1B=- 156, 5- 16= -97, 6 -7 =158, 7-8=217 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pIt) • • • ••• • • • ••• Vert 1- 6=-90, 5- 6=-90, 6-7=-30, 7- 8=-30, 2 -9=-20 • • • • • • • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit R1@tt1=133' • : ' • • • • • • • • • ••• ••• ••• •• • Uniform Loads (plf) •• • Vert 1-5=-30, 5. 8=-90, 6- 7=-90, 7- 8=-90, 2 -9=-20 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job . 6B16 Truss HG1 Truss Type ROOF TRUSS a, Ply 2 P.C.I. DEVELOPMENT Job Reference(opdonap 0011 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 21 14:54:38 2008 Page 1 -2-0-0 1 7 I 12 -1 -15 1 17 -2 -1 22-4 -0 29-4-0 31-4-0 - 0-0 1 1 I 2-0-0 7-0-0 5-1 -15 5-0-3 5-1 -15 7-0-0 I 2 -0-0 Scale = 1:55.7 3.00 12 5x8 M1120= 3x8 M1120= 7x12 N11120= 6x10 M1120= 2 16 w e. 1 •••• 3 4 56 7 17 8 r 9 I ,- w 4 0 m I 1 1 1 0 . _. o . - -. _. 4x9 M1120= 15 14 13 12 11 10 4x9 M1I20= 3x4 M1120= 6x10 M1120= 3x8 M1120= 2x4 M1120 2x4 M1I20 I I 5x811111120= 1 7 -0-0 12 -1 -15 17 -2 -1 22-4-0 29-4-0 1 1 1 1 7 -0-0 5-1 -15 5-0-3 5-1 -15 7-0-0 Plate Offsets (X,Y): [2 0 [3:0-0. 0,0-2-12], [5:0- 6 -0,0-5-4], [1:05dA-3-81 [8:0 -1- 12,0 -2-01 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.94 12 -13 >388 240 M1120 249/190 TCDL 15.0 Pit Metal Increase 1.33 BC 0.64 Vert(TL) -0.75 12 -13 >459 180 BCLL 0.0 BCDL 10.0 Lumber Increase 1.33 Rep Stress Incr NO Code F BC2001 /ANS195 WB 0. 67 (Matrix) Horz(TL) -0.18 8 Na Na Weight 355 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 *Except* TOP CHORD Sheathed or 4-9-14 oc puffins. 5 -7 2 X 8 SYP DSS, 3-5 2 X 8 SYP DSS BOT CHORD RIgid ceiling directly applied or 4-10 -5 oc bracing. BOT CHORD 2 X13 SYP DSS WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=3444/0.8 -0, 8=344410.8-0 Max Uplift2=- 3592(load case 2), 8=- 3592(load case 2) FORCES (Ib) - Maximum CompresslonlMaximum Tenslon TOP CHORD 1- 24140, 2 -18=- 10988110888, 3-18=- 10972/ 10894, 3-4=- 10711110689, 4-5=- 14001113988, 5.6=- 14001113988, 8-7 =14001/13988, 7 -17 - 10978 110708, 8-17 - 10992110878, 8- 9=0/40 - 13704/14008,12 -13 BOT CHORD 2- 16=- 10107/ 10530,14 - 1613704114008,13 -14 - 13704/14008,11-12=-10201110821, 10-11=-10201/10821, 8 -10=- 10119110538 WEBS 3-15= 2211 / 2283, 4. 15=3702/3628, 4- 13=5881823, 4.12= 111197, 8.12=- 5821837, 7- 12=388513782, 7- 19=-998/1044 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 8 - 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All Toads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 148mph (3- second gust); h=22fe; TCDL=9.0psf BCDL=8.0psf, Category III; Exp C; enclosed; C-C Exterior(2) -2 -0-11 to 0-11-5, Interior(1) 0-11-5 to 28-4-11, Exterior(2) 28-4-11 to 31-4-11; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 5) Provide adequate drainage to prevent water pondlng. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3692 lb uplift at Joint 2 and 3592 Ib uplift at Joint 8. 7) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 8) Girder carries hlp end with 7 -0-0 end setback. 9) Hanger(s) or other connection devices) shall be provided sufficient to support 8 lceh•ateddoad(s) 708 Ibelo wi and 370 Ib up at 22.4-0, and 708 Ib down and 870 Ib up at 7 -0-0 on bottom chord. The design/selection of $uch connIttlftlivIte(s: is perstonsibility of others. • •• • • • • ••• • LOAD CASE(S) • 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • ••• • • • • • • • Uniform Loads (pit) Vert 1- 3=-90, 3-70-118(F=48), 7-9=-90, 2-15=-20, 10-15=-120(F=-100), 8-10=-20 Concentrated Loads (Ib) • • • ••• • • • ••• Vert 16=-708(F) 10=-7013(F) • • • • • • • • • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • • • • • • • • • Uniform Loads (p1f) • • • • • • • • • Vert 1- 2=199, 2. 18=138, 3- 18=79, 3.7=132(F =43), 7- 17 =79, 8- 17=13!!,8- 9=199; 2 -15 - 12,•10- 15404(F=11I)•8-10= -V Horz 1 -2 -217, 2. 19=-156, 3-18 -97, 7- 17=97, 8-17 =158, 8 -9=217 Drag: 3-4=-0(F= -0), 8- 7=0(F=0) Concentrated Loads (Ib) • • • • • • • • Vert 15=870(F) 10=870(F) • • • • • • • • • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit meta14.33 • • • • • • • • • • • • •• •• • • ••• • • • • • • • • • •• •• • • • Continued on page 2 Job 6816 Truss HG1 Truss Type ROOF TRUSS City 1 Ply 2 P.C.I. DEVELOPMENT 0011 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.400 s Oct 9 2008 MiTek Industries, Inc. Tue Nov 21 14:64:36 2006 Page 2 LOAD CASE(S) Uniform Loads (plt) Veit 13= -90, 3-7=-118(F=-28), 7- 9=-30, 2 -16 =20,10- 15=- 120(F=-100), 8- 10=-20 Concentrated Loads (lb) Vert 16=- 708(F)10=- 706(F) 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (p11) Vert: 1-3=-30, 3- 7 =116(F=.28), 7- 9=-80, 2 -15=- 20,10- 15= -120(F =100), 8- 10=-20 Concentrated Loads (lb) Vert 16= 708(F)10=- 706(F) • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • ••• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • ••• • • • • ••• • • • • • • • • • • • • •• • • • • • • • • • • • • • •• • • • • • • ••• • • • •• • Job 8B18 Truss HG1A Truss Type ROOF TRUSS Qty 1 Ply 1 P.C.L DEVELOPMENT Job Reference (optional) 0012 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. -2-0-0 1 3-8-6 2 -0-0 3-8-6 1 3.00 12 7 -0-0 3-3-10 3x4 4/1120 3 3-8-6 3-3-10 5x8 MI120= 4 3-8-6 7-0-0 11-0-0 4-4-0 11-0-0 4-4-0 2x4 MI12011 5 4x8 M1120= 21 20 19 18 2x4 MII20 I I 5x8 MI120= 5x8 MI120= 4x9 MI120= 15-8-0 440 15-8-0 4-0-0 20 -0-0 44-0 5x12 MI120= 4x9 MI120= 6 7 8.400 s Oct 9 2008 MiTek Industries, Inc. Tue Nov 21 14:54:37 2008 Page 1 22-4 -0 1 24-4-0 1 28-6-8 2-4-0 2-0-0 4-2-8 2x4 MII20 I I 5x8 MII20= 5x8 MI120= 8 9 0-9-8 2x4 MII2011 2x4 MI12011 11 12 10!; aftilb IMMO PWMftft miftmftmm 17 2x4 MII20 I I 1 20-0 -0 4-0-0 16 15 14 7x12 MI120= 2x4 MII20 I I 3x4 M1120= 22-4 -0 1 24-4-0 I 2-4-0 2-0-0 13 4x9 MI120= 28-6-8 2f1-4 4-2-8 0-9-8 Scale = 1:59.6 0 Plate Offsets (X,Y): (2 -2.0], [4:0 54,0 3-0], [6:0.3 8,0 3-0], [9:0 54,0.2 -121, [10:0-4-0,03-0], [12:0 -3- 11,0-4-14], [16:0- 5-4,44.8], [18:0 -2 -0,0 2 8], [20:0- 3-8,0 -2 -12] LOADING (psf) TCLL 30.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.90 BC 0.92 WB 0.93 (Matrix) DEFL In (Ioc) IldefI Vert(LL) 0.4318 -20 >544 Vert(TL) -0.3618 -20 >883 Horz(TL) -0.08 16 nla Lid 240 180 nla PLATES M1120 Weight 193 Ib GRIP 2491190 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 8 SYP No.2 *Except' 11-13 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 *Except* 6-18 2 X 4 SYP No.2, 6-16 2 X 4 SYP No.2, 12-22 2 X 8 SYP No.2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or3 -1 -10 oc purlins. Rigid ceiling directly applied or 3-1-5 oc bracing. 1 Row at midpt 6-18, 6-16 REACTIONS (Iblsize) 12=- 2601040, 2=195410 -8- 0,16=398910-8-0 Max Horz 2=1090(Ioad case 2) Max UpIIft12=- 260(load case 1), 2=- 2036(Ioad case 2),16=- 4517(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0140, 2 -23=- 484113970, 3- 22=-4786/3984, 3.4=- 5264/ 4871, 4-6=- 468014243, 5.6=- 4880/4243, 6- 7=389513177, 7-8=-3895/3177, 8.90- 3896/3178, 9 -10= -2841/ 2484,10- 24=396114,11.24=484193,11 -12= -78/0 BOT CHORD 2 -21 71214683, 20- 21=- 471214583,19.20x5667 / 5183,18 -19= 588715183,17 -16. 188211726 ,16.17=- 188211726,16 -16=- 240811 14-16=-1631/848, 13-14 - 15311848,11- 13x480/168 WEBS 3- 21=- 180/330,3 -20= -913/ 542, 4 -20=- 9121958,4.18=- 544/666,5 -18= -483/ 571, 8 -18 =3428/3198,6 -17=- 2951401,6 -16=- 530315375, 8 -16 - 7011792, 9 -16=- 988/1483, 9-16=-4881165, 10.16=-103611300, 10-14 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3-second gust); h =22fh TCDL=9.0pst•, BCDL=8.0psf; Category III; Exp C; enclosed; C-C Exterior(2) -2 -0-11 to 0-11-5, Interior(1) 0 -115 to 26-0-0, Exterior(2) 28 -0-0 to 29 -0-0; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 Ib uplift at Joint 12, 2035 Ib uplift at Joint 2 and 4517 Ib uplift at Joint 16. 5) Beveled plate or shim required to provide full bearing surface with truss chord at icings) 12. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Girder carries hip end with 8-4-0 right side setback, 7 -0-0 left side setback, an 1 IterbettacL. • • • • • 8) Hanger(s) or other connection device(s) shall be provided sufficient to suppoa concentrated IJ d(s) 70) irrd 870 Ib up at 7 -0-0 on bottom chord. The deslgnlselection of such connection device(s) Is the resporreibllityclhotieers• • • ••• • 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted }For►l n or tn ic (131). • : : • • • LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) • • • Ito. Vert 1-0= -90, 4-8=-116(F -26), 8 -9=90, 9-10=-90, 10-12=-90, 2- 20x10, 96-20=-420(F=4001413-16.-20 Concentrated Loads (Ib) • • • • • • • Veit 20=-706(F) • • • 2) C-C Wind: Lumber increase=1.33, Platelncrease=1.33 Pit metal=1.33 • • • Uniform Loads (Of) Veit 1- 2=199, 2- 23= 138, 4- 22=79, 4.6=132(F=43), 8 -9=68, 9- 10=79,10. 24=79,12- 24=138, 2 -20=- 12,18- 20=104(F=116),13- 18=115 Horz 1 -2= -217, 2 -23=- 166, 4- 23x97, 9- 1 -24=- 97,12- 24=159,1 -1 -305 • • • • • • • • Drag: 45= 0(F=-0), 88=0 • • • • • • • Concentrated Loads (Ib) • • ..• • • • Vert 20=8700 • • • • • • • • • • • Continued on page 2 • • • • • • • ••• ••• • • • • • • • • • • • Job 6E116 Truss HG1A Truss Type ROOF TRUSS Qty 1 Ply 1 P.C.I. DEVELOPMENT 0012 Job Reference (optional) BEST TRUSS CO, MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2008 MiTek Industries, Inc. Tue Nov 2114:84:37 2008 Page 2 LOAD CASE(S) 3) 1st unbalanced Regular Lumber Increase=1.33, Plate Increase=1.33 Pit metal =1.33 Uniform Loads (pit) Vert: 1-4-90, 4-8=- 118(F= -26), 8- 9=-90, 9 -10 =90,10- 12=80, 2-20=-20, 16-2t16-20=-120(F=.100), 13 -19y20 Concentrated Loads (lb) Vert 20=706(19 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (p1f) Vert 1-4=-30, 4-8=-39(F=-9), 8 -9=30, 9 -10=- 30,10- 12=30, 2-20=-20, 16-20=48(F=-48), 13-16=-20 Concentrated Loads (lb) Vert 20=421(19 • • • • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • •• • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • •• • • Job 6B16 Truss J1 Truss Type ROOF TRUSS Qty 6 Ply 1 P.C.I. DEVELOPMENT 0013 Job Reference (optional) BEST cif 0 TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 2114:64:38 2006 I -2-0-0 1-0-0 3 Page 1 = 1:5.1 n oc c I 2-0-0 3.00 Fil 1-0-0 2 Scale I 1-0-0 I 1-0-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 - Plates Increase 1.33 Pit. Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS196 CSI TC 0.48 BC 0.00 VVB 0.00 (Matrix) DEFL in (Ioc) Udell L/d Vert(LL) 0.00 2 >999 240 Vert(TL) 0.00 2 >999 180 Horz(TL) 0.00 3 Na nla PLATES GRIP Weight 7 lb LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 1 -0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib/size) 2=58810 -8-0, 3=- 324IMechanicai Max Hors 2=181 (load case 2) Max Upllft2=- 1351(load case 2), 3=-324(load case 1) Max Gray 2=588(Ioad case 1), 3=782(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2160, 2-3=-931184 NOTES 1) Wind: ASCE 7-98; 148mph (3-second gust); h =22ft TCDL=9.0psY BCDL=8.0psf, Category III; Exp C; enclosed; C-C Exterlor(2); Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1351 Ib uplift at Joint 2 and 324 Ib uplift at Joint 3. 4) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Plt. metal=1.33 Uniform Loads (pit) Vert 1 -3=-90 2) C-C Wind: Lumber Increase- - 1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert 1- 2=199, 2 -3=207 Horz:1 -2 -217, 2- 3=-225 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 8B16 Truss J3 Truss Type ROOF TRUSS qty 6 PIy 1 P.C.L DEVELOPMENT Job Reference (optional) 0014 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 2114:64:38 2008 Page 1 -2-0-0 3-0-0 2 -0-0 3-0-0 Seale = 1:8.2 3.00 Pli u: 2 11) 4 3x6 M]120= 3-0-0 3-0-0 Plate Offsets (X,Y): [2 0 -0- 9,0 -1-8] LOADING(psf) SPACING 2 -0-0 Plates Increase CSI DEFL In (Ioc) llde0 Lid PLATES GRIP TCLL 30.0 1.33 Pit TC 0.44 Vert(LL) 0.00 2 •••" 240 M1120 2491190 TCDL 15.0 Metal Increase 1.33 Lumber Increase BC 0.03 Vert(TL) 2-4 BCLL 0.0 1.33 Rep WB 0.00 Horz(TL) -0.00 3 Na nla BCDL 10.0 Stress Incr YES Code FBC20011ANSI95 (Matrix) Welght 17 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 3 -0-0 oc purllns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 3=281Mechanlcal, 2=43810-8-0, 4=28/Mechanical Max Horz 2=271 (load case 2) Max Uplift3=- 98(load case 2), 2-880(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tenslon TOP CHORD 1- 2=0133, 2- 3.84/1 BOT CHORD 2-4=010 NOTES 1) Wind: ASCE 7-98; 148mph (3- second gust); h=22ft TCDL=9.0psf; BCDL=8.0psf, Category 19; Exp C; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at Joint 3 and 880 Ib uplift at Joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (Of) Vert 1- 3=-90, 2-20 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1-2=199, 2- 3=207, 2.4= -12 Horz: 1- 2217, 2- 3=-225 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job • 6B16 Truss JS Truss Type ROOF TRUSS 6' m Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0016 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 21 14:54:38 2006 Page 1 -2 -0-0 5-0-0 2-0-0 5-0-0 3.00 FIT 2 Scale =1:11.5 3 5-0-0 4 OFIPIP 3X6 M1120= I 5-0-0 Plate Offsets (X,Y): [2:0 -0- 9,0 -1-6] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI96 CSI TC 0.44 BC 0.09 0.00 WB 0. (Matrix) DEFL In (loc) 1/defi Lid Vert(LL) 0.00 2 "" 240 Vert(TL) -0.02 2-4 >999 180 Horz(TL) -0.00 3 Na Na PLATES MI120 Weight 241b GRIP 249/190 LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applled or 10 -0-0 oc bracing. REACTIONS (lblsize) 3=156/Mechanical, 2=50910 -8 4, 4=48/Mechanical Max Horz 2=384(load case 2) Max Uplitt3=- 406(Ioad case 2), 2=- 973(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1.2/33, 2- 3=- 137/32 BOT CHORD 2.4=0/0 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL=9.0psf BCDLOI.Opsf Category III; Exp C; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL =1.33 Plate metal DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 Ib uplift at joint 3 and 973 Ib uplift at joint 2. 4) Thls truss deslgn conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate lncrease=1.33 Pit metal=1.33 Uniform Loads (plf) Vert 1- 3=-90, 2-4=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 P11. metal=1.33 Uniform Loads (p1f) Vert 1- 2=199, 2-3=207, 2-4=-12 Horc 1 -2 =217, 2- 3=-226 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6815 Truss J6 Truss Type ROOF TRUSS Qty 16 Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0016 BEST 1 c i ...- ... C d TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:64:39 2006 -2-0 -0 7-0-0 Page 1 1 4 A 2-0-0 7-0-0 3.00 FIT 6 5 2 Scale =1:15.0 3 7-0-0 4 3x6 NIII20= I 7-0-0 Plate Offsets (X,Y): [2.0 -04,0 -1-81 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.64 BC 0.19 WB 0.00 (Matrix) DEFL In (lot) I/defl Lid Vert(LL) 0.00 2 ""' 240 Vert(TL) -0.10 2-0 >794 180 Horz(TL) -0.00 3 nla nla PLATES M1120 Weight: 32 Ib GRIP 2491190 LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applled or 10-0-0 oc bracing. REACTIONS pblsize) 3=262/Mechanical, 2=804104-0, 4=88/Mechanical Max Horz 2=421(load case 2) Max Uplift3=-584(load case 2), 2=444(load case 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1- 2=0/33, 24=- 18410, 54=-17210, 3.6=- 165/54 BOT CHORD 2-4=010 NOTES 1) Wind: ASCE 7-98; 148mph (3- second gust); h=22ft TCDL=9.0psf; BCDL=6.0ps1, Category III; Exp C; enclosed; C-C Exterior(2) -1 -11.5 to 1 -0-11, Interior(1) 1-0-11 to 2-8-5, Exterior(2) 2.8-5 to 6-11-4; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Refer to girders) for truss to truss connections. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to tearing plate capable of withstanding 564 Ib uplift at Joint 3 and 944 Ib uplift at Joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (p1f) Vert 1-3=-90, 2.4= -20 2) C-C Wind: Lumberincrease=1.33, Platelncrease=1.33 Pit metal=1.33 Uniform Loads (p11) Vert 1.2=199, 2- 5=192, 5-0=86, 34=192, 2.4= -12 Horz: 1 -2= -217, 2- 5=- 210, 54=- 104, 3- 6=-210 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6815 Truss T1 Truss Type ROOF TRUSS a- Ply 1 P.C.I. DEVELOPMENT Job Reference (optIonal) 0017 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Ina Tue Nov 21 14:64:39 2006 Page 1 I -2 -0-0 I 7-10-8 I 14-8-0 21-5 -8 29-4-0 I I 2-0-0 7 -10-8 6-9-8 6-9-8 7 -10-8 Scale = 1:54.3 3.00 rli 5x8 MII20= 4x9 M1120--- 5 4x9 MII20:::: 3x4 MII20 15 16 4 6 3x4 MII20� 3 7 17 2 14 w 1 ,. 8 u: e , — a I 4x12 MII20= 13 12 11 10 9 4x1211111120= 2x4 MII20 I I 4x9 M1I20= 3x8 M1I20= 4x9 MII20= 2x4 MII20 I I 8.0-0 I 14-8-0 21-4-0 29-4-0 I I 8-0-0 6-8-0 6-8-0 8-0-0 Plate Offsets (X,Y): [2:1 -0-4,0.04], [5:0-4-0,0-3-0], [8:1 -0-4,0.0.6] LOADING(psf) SPACING 2 4-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.54 11 -13 >635 240 M1120 2491190 TCDL 16.0 Plt Metal Increase 1.33 Lumber BC 0.97 Vert(TL) -0.55 11 -13 >626 180 BCLL 0.0 BCDL 10.0 Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI96 WB 0. 0.52 (Matrix) Ho rz(TL) 0.17 8 Na Na Weight 150 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 3-3.14 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-2-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-11, 7 -11 REACTIONS (Ib /size) 2=1790/0.8-0, 8=1589 /0-8-0 Max Horz 2=42(load case 2) Max Uptift2=- 1850(load case 2), 8=- 1282(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/33, 2- 14=4481/ 3187, 3-14=- 4483/3223, 3-4=3255/2883, 4-16=- 318912989, 5-15=- 3122/2704, 5- 16=312312710, 8- 16=4189/ 2695, 8-7= 326712883, 7- 17=-4472/3475, 8 -17=- 4537/3453 BOT CHORD 2- 13= -292W 4232,12 -13-2928/ 4232,11- 12=2928/4232,10 -11=- 319814311, 9- 10=319814311, 8- 9=3198/4311 WEBS 3- 13=01137, 3-11=-1305/678, 5-11=- 4181873, 741=-13891981, 7- 9=01147 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft; TCDL=9.Opsf•, BCDL 8 .Opsf; Category III; Exp C; enclosed; C-C Exterior(2) -1 -11-5 to 1 -0-11, Interlor(1)1 -0-11 to 11-8-0, Exterlor(2) 114-0 to 144 -0, Interlor(1) 174-0 to 28 -0-0; Lumber DOL =1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1850 Ib uplift at Joint 2 and 1282 Ib uplift at Joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Plt metal=1.33 Uniform Loads (pit) Vert 1- 6=-90, 6. 8=-90, 2 -8=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pif) Vert 1- 2=189, 2 -14= 138,14- 15=79, 5- 15=138, 5- 18=138,18- 17 =79, 8- 17=186, 240-42 • • • • • • • Horz 1 -2 -217, 2 -14= 158,14. 15=97, 5-18=-158, 5- 16=158,18- 17=97, 8817=156 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit meta14.33 • • Uniform Loads (plf) • • • • Vert 1. 6=-80, 5-8=-30, 2-8=-20 • • ••• • • • • • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Plt metal=1.33 Uniform Loads (pit) Vert 1 -8-30, 5. 8=-90, 2-8=-20 • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • ••• • • • • • • • • • • • ••• • • • • • • • •• • ••• • • • • • • • • • • •• •• • ••• • • Job 6B15 Truss T2 Truss Type ROOF TRUSS 6' - Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0018 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.400 s Oct 9 2008 MITek Industries, Inc. Tue Nov 21 14:64:40 2008 Page 1 -2-0-0 7 -11-6 15-6 -0 1 20 -10-8 f .. ? 23-8-0 I I I 1 2 -0-0 7 -11-6 7-6-10 5-4-8 0 -9-8 2-0-0 Scale =1:42.9 3.00 12 5x8 M1120= 6 4x9 MI120 % 5x16 M1120= 5x8 M1120 5 7 4 0 0 e - 5x12 M1120 \1 i cT 3 m 2 I • Of _il �� (-4. N . a a 12 16 11 10 9 3x4 MII20= 13 15 3x10 MII20= 3x4 MI120= 3x10 M1120= 2x4 MII20 I I 7 -11-6 15-6-0 1 20 -105 ?1-8-f I 1 7-11-6 7-6-10 5-4-8 0 -9-8 Plate Offsets (X,Y): [3.0-5-4,0- 1 -12], [4:0.4- 0,0- 2 -12], [6:0.4- 0,0 -3 -0], (T:0- 34,0 -0-14], (10:0-4- 4,0 -1-0], [12:0 - 3.4,0 -1-0] LOADING(pst) SPACING 2 -0-0 CSI DEFL In (loc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.99 Vert(LL) 0.50 10 -12 >439 240 MI120 249/190 TCDL 15.0 Pit Metal Increase 1.33 BC 0.90 Vert(TL) 0.44 10 -12 >500 180 BCLL 0.0 Lumber Increase 1.33 WWB 0.70 Horz(TL) -0.02 14 nla n/a BCDL 10.0 Rep Stress Inc- YES Code FBC2001 /ANSI95 (Matrix) Weight 135 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 5-6-5 oc puffins. BOT CHORD 2 X4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 7-9 2 X 8 SYP No.2 WEBS 1 Row at mldpt 4.10, 7 -10 WEBS 2 X 4 SYP No.3 *Except* 2 Rows at 1/3 pts 3-12 7-14 2 X 8 SYP No.2 REACTIONS (l /size) 14=128110-8-0, 2=30112 -8 -0,13=112312 -8-0 Max Horz 2 810(load case 2) Max UpIift14=- 2714(load case 2), 2-429(load case 2), 13=-2657(load case 2) Max Gray 14=1281(load case 1), 2=303(load case 3), 13=1123(load case 1) FORCES (Ib) - Maximum Compresslon/Maxlmum Tension TOP CHORD 1- 2=0133, 2- 3=- 19410, 3-4=- 197413993, 4-8=- 10701 1940, 5.6 =892/1965, 6-7=- 104112009, 70/85 BOT CHORD 2- 13=- 4921173,13 -16=- 4921173,12 -16=- 4921173,12- 18=-434811852,11 -16=- 434811852,10- 11=-034811852, 9- 10= -5810, 9- 14=- 124139, 7-14=-124412691 WEBS 4.12=- 299128, 4- 16=-982/2287, 6. 16=-14117, 7.16=-2402/1153, 3- 13=- 10242088, 3-120- 388811692 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft; TCDL=9.0psf; BCDL=6.OpsY Category III; Exp C; enclosed; C-C Comer(3) -1-11-5 to 3 -0-11, Exterior(2) 3-0-11 to 10-6-0, Comer(3) 104-0 to 15.8 -0; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2714 Ib uplift at Joint 14, 429 Ib uplift at Joint 2 and 2557 Ib uplift at Joint 13. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) • • ••• • • • • • • • 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • Uniform Loads (plf) • • • • • Vert 1-6=40, 6- 8=-90, 2 -9=-20 • • • • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal =1.33 • • ••• • • • • • • • Uniform Loads (plf) Vert 1- 2=228, 2. 8=138, 6- 7=138, 7 -8=228, 2-13=-12, 13-15=87, 16-18=134, 9 -18=67 Horz 1 -2 -248, 2-6= -158, 8- 7=158, 7. 8=248, 7 -9=177 • ••• • • • ••• 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit n e 1.83 • • • • • • Uniform Loads (plf) • • • • • • • • • Vert 1- 6=-90, 6.8= -30, 2 -8=-20 • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit stWal=1.38 • • • • • • • • • • • • Uniform Loads (p11) Vert 14=-30, 6-8= -90, 2.9 =20 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6B15 Truss T2A Truss Type ROOF TRUSS Qty 5 Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0019 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:54:412006 Page 1 -2 -0-0 1 7 15-6-0 20-10-8 ?1.8 -) 23-8-0 -11-6 1 1 I 2 -0-0 7 -11-6 7-6-10 5-4-8 0-9-8 1 2 -0-0 Scale =1:42.9 3.00 FIT 5x8 MII20= 5 4x9 M1120� 5x16 M1120= 5x8 M1120 4 3 6 7 1111 kg Iwo, 4 qq N r:� 2 n __ a m O 1E01 3x8 MII20= 11 10 9 8 2 x 4 M1120 I I 3 x 4 MII20= 4 x 9 MII20= 2 x 4 M1120 I I I 7 -11-6 15-6 -0 20-10-0 21.81) I I 7 -11-6 7-6-10 5-4-8 0-9-8 Plate Offsets (X,Y): [2:0- 2- 8,0-1.8], [3:0-4- 0,0-2-121, [6:0 -3- 12,0 -1-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.31 11 >795 240 MII20 249/190 TCDL 16.0 Plt Metal Increase 1.33 BC 0.58 Vert(TL) >997 180 BCLL 0.0 Lumber Increase 1.33 WB 0.82 Horz(TL) -0 03 12 n/a nla BCDL 10.0 Rep Stress Incr YES Code FBC2001 /ANSI95 (Matrix) Weight: 128 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-5-7 oc puffins. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-7-3 oc bracing. 8-8 2 X 6 SYP No.2 WEBS 1 Row at midpt 3-9 WEBS 2 X 4 SYP No.3 *Except* 842 2 X 8 SYP Not REACTIONS (Ib/size) 12=139210.8-0, 2=1314104-0 Max Horz 2=330(Ioad case 2) Max Uplift12=- 1981(load case 2), 2=- 1771(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension 3=- 277312856, 3-4=- 121211300, TOP CHORD 1- 2 2- 4-5=- 113011329, 5-6=- 118111387, 8-7=0/85 10-11=-2807/2590, 9.16=-28071 BOT CHORD 2-11=-280712590, 2590, 8-9=- 50/242, 8- 120/41, 8- 12=- 1352/2015 WEBS 3 -11 1158, 3- 9=157311837, 5- 6=-481241, 846=- 1444/1284 NOTES 1) Unbalanced roof eve Toads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3- second gust); h =22R; TCDL=9.0psh, BCDL=8.0psf; Category III; Exp C; enclosed; C-C Comer(3) -1 -11-5 to 3-0-11, Exterior(2) 3-0-11 to 104-0, Comer(3) 104-0 to 15-8-0; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Bearing at Jolnt(s) 12 considers parallel to grain value using ANSI TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1981 Ib uplift at Joint 12 and 1771 Ib uplift at Joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate increase=1.33 Pit metal=1.33 Uniform Loads (p11) Vert 1- 5=-90, 5- 7=-90, 2 -8=-20 • • ••• • • • • • • • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal =1.33 • • • Uniform Loads (p11) • • • • • • • • • • • Vert 1. 2=228, 2- 5=138, 5- 8=138, 8- 7=228, 24= -12 • • • ••• • • • • • • • Horz 1-2=-248, 2- 5= -158, 5-8=158,13-7=248 3) 1st unbalanced Regular. Lumber increase=1.33, Plate increase=1.33 Pit metal=1.33 Uniform Loads (p1f) Vert 1-5=-90, 5. 7=-30, 2 -8=-20 • • ••• • • • • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate increase=1.33 Pit metal =14 • • • • • • Uniform Loads (pif) • • • • • • • • • • Vert 1- 5=-30, 6- 7=-90, 2-8=-20 • • • • • • • • • • • • • •• • • • • • ••• is • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6B15 Truss T2B Truss Type ROOF TRUSS 9- Ply 1 P.C.I. DEVELOPMENT 0020 Job Reference (optional) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MiTek Industries, Inc. Tue Nov 21 14:54:42 2006 Page 1 I -2-0-0 I 7 -11.6 15-6-0 20 -10-8 ?1-8 -1 1 2 -0-0 7 -11-6 7-6-10 3.00 Pff 5x8 4x9 M1120 % PIM 5x8 M1120 5 4 1 5-4-8 0 -9-8 Scale =1:41.1 MII20= 6 5x16 M1120= 7 8 5x12 MI120 \\ 3 1 ' . � • ,` /� - ` ij 14 9 a r. , B- s41 3x4 M1120= 13 15 12 16 11 10 9 3x10 M1120= 3x6 M1I20= 3x10 MII20= 2x4 MII20 I I 1 7 -11-6 15-6-0 20 -10-8 21.8 -0 1 7-11-6 7-6-10 5-4-8 0-9-8 Plate Offsets (X,Y): [3.0.5.4,0- 1 -12], [4:0.4- 0,0-2-121, [6:0.4-0,0 -3. 4],17:0 -3- 12,0 -1-0], [10:0 -3- 12,0-1-8], (12:03-0,0 -1-81 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Pit Metal Increase 1.33 Lumber Increase 1.33 Rep Stress incr YES Code FBC2001 /ANSI95 CSI TC 0.85 BC 0.95 WB 0.72 (Matrix) DEFL In (toc) Ildef Lid Vert(LL) 0.50 10 -12 >437 240 Vert(TL) 0.44 10 -12 >497 180 Horz(TL) -0.03 14 n/a n/a PLATES GRIP MI120 2491190 Weight: 130 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP Not *Except* TOP CHORD Sheathed or 8-0-0 oc purllns. 1.5 2 X 8 SYP DSS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP Not *Except* WEBS 1 Row at mldpt 4.10, 7 -10 7 -9 2 X 8 SYP No.2 2 Rows at 1/3 pts 3 -12 WEBS 2 X 4 SYP No.3 *Except* 7 -14 2 X 8 SYP Not REACTIONS (Ib/size) 14=108710 -8-0, 2=300/2-8-0, 13=1144/2-8-0 Max Hors 2=929(load case 2) Max Upllft14= 2231(load case 2), 2=- 388(load case 2), 13=-2838(load case 2) Max Grav 14=1087(load case 1), 2=302(Ioad case 3), 13=1144(load case 1) FORCES (Ib) - Maximum Compression/Maxlmum Tension TOP CHORD 1- 2=0/33, 2- 3=- 22810, 34=- 202414047, 4-5=- 11381 2058, 54=- 1081 /2083, 8-7=- 110412118, 7-8=0122 BOT CHORD 2- 13=-586/ 207,13 -15=- 588/207,12. 15=-5881207,12 -18=- 451811900,11- 18=-451811900,10 - 11=-4518/1900, 9- 16=-294187, 9-14=-133/42, 7-14=-1048/2098 WEBS 4.12=- 292128, 4.16=- 957/2214, 8 -16=- 132118, 7- 10=- 235911113, 3- 13=- 104112158, 3- 12=- 3980/1708 NOTES 1) Unbalanced roof Bve loads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft; TCDL=9.0psf BCDL=6.Opsf; Category III; Exp C; enclosed; C-C Comer(3) -1 -11-5 to 3-0-11, Exterior(2) 3-0-11 to 104-0, Comer(3) 104-0 to 154-0; porch right exposed; Lumber DOL=1.33 plate grip DOL =1.33 Plate metal DOL=1.33. 3) Bearing at Joint(s)14 considers parallel to graln value using ANSI/7P' 1 angle to graln formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2231 Ib uplift at Joint 14, 388 Ib uplift at Joint 2 and 2838 Ib uplift at Joint 13. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASES ••• ••• • • • • • •• 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal =1.33 • • • Uniform Loads (pit) • • • • • Vert 14=-90, 84=-90, 2-9=-20 • • ••• • • • • • • • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1- 2=228, 2- 6=138, 8- 7=138, 7.8 =228, 2 -13=- 12,13- 1567,15 - 18134, 9-18=87 Horz:1 -2 -248, 2.8=- 158, 8- 7=158, 7- 8=248, 7- 9=-177 • • • •••• • • • ••• • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit nretalo1.81 • • • • • • • • Uniform Loads (p11) • • • • • • • • • • • • Vert 1- 6=-90, 8- 8=-30, 2 -9=-20 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • • • • Uniform Loads (p11) Vert 1 -8=30, 8-0=90, 2- 20 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6B16 Truss T3 Truss Type ROOF TRUSS qty 12 Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0021 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:64:43 2006 Page 1 -2 -0-0 1 5-11-6 1 13-6-0 18-10-8 19-8 -0 21-8 -0 I 2-0-0 5 -11-6 7-6-10 5-4-8 0-9-8 I 2-0-0 Scale = 1:39.5 3.00 rii 5x8 MI120= 6 5x8 MII20 3x6MII20% 5 4 • /1 6x16 M1120= 7 8 - �I N r I'?" r G • • • 8 8 • 11 14 12 15 11 10 9 6x10 M1120 4x9 MI120 2x4 MII20 I I 3x4 M1120= 2x4 MII20 I I 3x10 M1120= 1 5 -11-6 13-6-0 18 -10-8 1941 I � 5-11 -6 7-6-10 5-4$ 0-9-8 Plate Offsets (X,Y): [2 0 -0 -0,Edgel, [6:0-4-0,0-3-8], [7:0-2-2,0-1-12), [10:0. 412,0 -1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.56 10 -12 >398 240 MI120 2491190 TCDL 15.0 Pit Metal Increase 1.33 BC 1.00 Vert(TL) 10-12 BCLL 0.0 Lumber Increase 1.33 WB 0.73 Horz(TL) -0.05 13 nla nla BCDL 10.0 Rep Stress Incr YES Code FBC2001 /ANSI95 (Matrix) Weight 124 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Sheathed or 5-6-9 oc puffins. 1-5 2 X 6 SYP DSS BOT CHORD Rigid telling directly applied. BOT CHORD 2 X 4 SYP No.2 *Except* WEBS 1 Row at mldpt 410, 7 -10 7-9 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* 7-13 2 X 8 SYP No.2 SUDER Left 2 X 6 SYP No.2 2-6-14 REACTIONS (Ib/size) 13=1304/0 -8-0, 2=118810 -8-0 Max Horz 2=888(load case 2) Max Up1Iftl3=2783(load case 2), 2=- 2558(load case 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1- 2= -1110, 2- 3=- 211414309, 3-4=- 203814320, 4-5=- 109012047, 5-6=- 1035/2072, 6 -7 - 108112123, 7. 8=0165 BOT CHORD 2-14=-4585/1918, 12-14=-4585/1918, 12- 15=-45 8 511918,11- 15=-058511918,10.11=4585 /1918, 9- 10= -8410, 9 -13 - 119139, 7-13=-126812663 WEBS 4.12=- 7651130, 4-18=- 98712410, 6 -10 =157130, 7-10=-2551/1206 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -98; 148mph (3- second gust); h =22ft; TCDL=9.0psf, BCDL=8.0psf; Category III; Exp C; enclosed; C-C Comer(3) 0-0-11 to 5-0-11, Exterior(2) 5-0-11 to 10.8 -0, Comer(3) 10-6-0 to 15-6-0; porch right exposed; Lumber DOL =1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Bearing at Joint(s)13 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2783 Ib uplift at Joint 13 and 2556 lb uplift at Joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) • • 666 • • • • • • • 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • Uniform Loads (p■f) • • • Vert 1-6=-90, 6-8=-90, 2 -8=-20 • • • • • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • ••• • • • • • • • Uniform Loads (pit) Vert 1- 2=228, 2- 6=138, 6- 7=138, 7- 8=228, 2- 14=87,14- 15=141, 9 -1547 Horz:1- 2=246, 2-6=-156, 6- 7=156, 7. 8=246, 7- 8=-177 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit %et8J 0,33 • • • ••• il • ••• U Loads (pif) • • • • • • • • • Vert 1-6=-90, 6-8= -30, 2 -9=-20 • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 ft.1hel91 • • • • • • • • • • • • Uniform Loads (p11) Vert 1.6=30, 8- 8=-90, 2 -8=-20 ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • ••• • • • ••• • •• • Job 6B16 Truss T6 Truss Type ROOF TRUSS Qty 2 Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0022 BEST TRUSS CO., MIAMI, FL, BEST TRUSS CO. 6A00 s Oct 9 2006 MiTek Industries, Inc. Tue Nov 21 14:U:43 2000 Page 1 -2-0-0 7 -11-6 15-6-0 20 -10-8 i1-81) 25 -1 -12 1 2-0-0 7 -11-6 7-6-10 5-4-8 0-9-8 3 -5-12 Scale = 1:45.3 3.00 12 5x8 M1120= 5x8 MII20 5 4x9 M1120.----- 6x14 M1120= 4 6 1111 = I— 12 N 2 `� q N n 1 i n C ►� 3x8 MI120= 11 10 9 8 2x4 M112011 3x4 M1120= 4x9 M1120= 2x4 M112011 1 7 -11-6 15-6 -0 20 -10-8 21-8-0 1 1 7 -11-6 7-6-10 5-4-8 0-9-8 Plate Offsets (X,Y): [2.0- 2- 8,0-15], [3:0.4- 0,0-2-12), [8:0 -1- 12,0 -0-12] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (Ioc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) 0.30 11 >815 240 MII20 249/190 TCDL 15.0 Pit Metal Increase 1.33 BC 0.58 Vert(TL) >999 BCLL 0.0 Lumber Increase 1.33 yya 0.85 Horz(TL) 0.03 12 n/a BCDL 10.0 Rep Stress Incr YES Code FBC2001/ANSI95 (Matrix) Weight 131 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 *Except* TOP CHORD Sheathed or 4-5-12 oc purlins. 5-7 2 X 8 SYP DSS BOT CHORD Rigid ceiling directly applied or 3-8-1 oc bracing. BOT CHORD 2 X 4 SYP No.2 *Except* WEBS 1 Row at mldpt 3-9 8-8 2 X 8 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* 8-12 2 X 8 SYP No.2 REACTIONS (Ib /sIze) 2=130810-8-0,12=1454105-0 Max Holz 2=294(Ioad case 2) Max UpIIft2= 1753(load case 2),12-2134(Ioad case 2) FORCES (Ib) - Maximum CompresslonlMaximum Tension 3= 2787, 3.4- 118011230, TOP CHORD 1- 2=0/33, 2- 4-5=1098/1280, 5.6=- 115011301, 8- 7=0/78 -2739/ -11 - 270412558, 9- 16=- BOT CHORD 2.11=- 270412558,10 2704/2558, 8-6=- 1041394, 8- 12=0140, 8-12=-1415/2171 WEBS 3- 11=0/155, 3-6=- 158711839, 5-6=- 57/283, 8-6=-149911320 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7.98;148mph (3- second gust); h =22f1 TCDL= 9.0psf BCDL 6.Opsf; Category ill; Exp C; enclosed; C-C Comer(3) -1 -11.5 to 3 -0 -11, Exterlor(2) 3 -0-11 to 104-0, Comer(3) 104-0 to 15-6-0; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Bearing at Jolnt(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Bullding designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1753 Ib uplift at Joint 2 and 2134 Ib uplift at joint 12. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (p • • ••• • • • • • • • Vert 1- 9=-90, 5- 7=-90, 25=-20 • 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Plt metal=1.33 • • • • Uniform Loads (p1f) • • • • • Vert 1- 2=228, 2- 5=138, 55=138, 6-7=228, 25=-12 • • ••• • • • • • • • Horz 1 -2= -248, 2- 5=- 158, 5-6=156, 8-7 =248 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Plt metal=1.33 Uniform Loads (p1f) Vert 1- 5=-90, 5 -7=30, 25=-20 • • • • ••• • • • ••• 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33PItenetal =.33 • • • • • • • • • Uniform Loads (plf) • • • • • • • • • • • Vert: 1- 5=-30, 5- 7=-80, 2-8=-20 • • • • • • • • • • • • .• • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • • •• ••• • • • ••• • Job • 6616 Truss T6 Truss Type ROOF TRUSS g . Ply 1 P.C.I. DEVELOPMENT Job Reference (optional) 0023 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:54:44 2006 Page 1 -2 -0-0 8-3-8 15-6-0 20 -10-8 i1 -9-6 25-104 30-8-0 I I 2 -0-0 8-3-8 7 -2-8 5-4-8 0-11-0 4-0-12 4 -9-12 Scale = 1:56.6 3.00 Fir 5x8 M1120= 4x9 4/1120 5 4 3x4 MI120 3x4 M1120 19 206 4x12 4/1120= �1 3 4 7 8 3x4 M1I20� 9 21 ►_ . 18 01 10 to 1 r4 3x8 M1120= 16 15 14 13 12 11 3x4 M1120= 2 x 4 MII20 I I 3x4 M1I20= 4x9 MII20= 2x4 M1I20 I I 2x4 MII20 3x4 M1120= 21 -9-8 1 8-3-8 15-6-0 20 -10-8 21--0 25-104 30-0-0 I I 8-3-8 7 -2-8 5-4-8 0-5-8 4-0-12 4 -9-12 0-5-8 Plate Offsets (X,Y): [2.0- 2 -8,0 -1 -81, [7:0- 7- 8,0 -1 -0] LOADING (psi) SPACING 2 -0-0 Platen Increase CSI DEFL In (Ioc) Udefl lid PLATES GRIP TCLL 30.0 1.33 TC 0.58 Vert(LL) 0.21 16 >999 240 MI120 2491190 TCDL 15.0 Pit Metal Increase 1.33 Lumber Increase BC 0.81 Vert(TL) 2-16 > BCLL 0.0 1.33 WB 0.69 Horz(T ) -0.02 10 nla n/a BCDL 10.0 Rep Stress Incr YES Code FBC2001 /ANSI95 (Matrix) Weight 164 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or4 -5-7 oc purllns. BOT CHORD 2 X 4 SYP No.2 *Except BOT CHORD Rigid ceiling directly applied or 4.6-5 oc bracing. 7 -13 2 X 4 SYP No.3, 8 -12 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-14 WEBS 2 X 4 SYP No.3 *Except 7-17 2 X 8 SYP No.2 REACTIONS (Ib/size) 10=47610-8-0,17=189010 -8-0, 2=1314/0 -8-0 Max Horz 2=459(Ioad case 2) Max Upliftl0=969(Ioad case 2), 17 - 1886(Ioad case 2), 2=- 1234(load case 2) Max Gray 10=477(load case 4),17=1690(Ioad case 1), 2=1314(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/33, 2 -18 -2730/ 1631, 3-18=- 2711/1888, 3-4=- 1189/886, 4-19=- 1107/901, 5 -19=- 10991915, 5-20=- 1089/946, 6 -20 - 11351931, 6-7 =11751925, 7- 8=3261132, 8-9=- 1121203, 9- 21=839/1632,10.21= - 909/1618 BOT CHORD 2- 16=- 1844 /2547,15 -16=- 1844/2547,14.18 - 184412547,13- 14=-89/116,13-17=0139, 7 -17 =1596/1866, 8-12=-743/323, 1142 - 14561829, 1041=-14581829 WEBS 3 -16 =01158, 3-14 - 15611953, 5-14=0/299, 7 -14 -1167/1273, 9- 11=492183, 9- 12.819/1610 NOTES 1) Unbalanced roof live Toads have been considered for this deslgn. 2) Wind: ASCE 7-98; 146mph (3- second gust); h=22ft TCDL=9.0psf; BCDL =.0psf; Category III; Exp C; enclosed; C-C Exterior(2) -1 -11-5 to 1 -1 -7, interior(1) 1-1-7 to 12-5-3, Exterfor(2)12 -54 to 15-8 -0, Interior(1)18.6 -13 to 274-3; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Bearing at jotnt(s)17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 969 Ib uplift at Joint 10,1886 Ib uplift at joint 17 and 1234 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on paririetripdkk • • • • • • • • • • • • • • LOAD CASE(S) • • • 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 • • • • • Uniform Loads (plf) • • ••• • • • • • • • Vert: 1- 5=-90, 5. 10=40, 2- 13=20,10- 12=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (pit) Vert 1- 2=199, 2- 18=138,18- 19=79, 5- 19=138, 5- 20=138, 20 -21y11, 4041 38, 2 -1012 901:=111 • • • • • • Horz 1 -2 -217, 2-18=-156, 18-19=47, 5- 19=168, 5- 20=156, 20417, 40- )t=156,8- 1Z= -173 • • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit legi=1j33 • : •• • • • • • • • Uniform Loads (pit) • • • • • • • Vert 1-6=-90, 5- 10=40, 2-13=- 20,10- 12=-20 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (plf) Vert 1-5=-30, 5- 10= -90, 2-13=-20, 10-12=-20 • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • • • •• •• ••• • • ••• • • Job 6B16 Truss V2 Truss Type ROOF TRUSS g Ply 1 P.C.L DEVELOPMENT Job Reference (optional) 0024 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.400 s Oct 9 2008 MTek Industries, Inc. Tue Nov 21 14:54:45 2008 Page 1 40� 5x8 M1120= 4-0-0 2 Scale = 1:6.4 3.00 ril 1 - X 3 4 M1120 �4-0-0 Plate Offsets (X,Y): [2:Edge,0 -1 -13] LOADING(psf) SPACING 2 -0-0 Plates Increase 1.33 CSI DEFL In floc) I/defl Lid PLATES GRIP TCLL 30.0 Pit TC 0.12 Vert(LL) nla - nla 999 MI120 249/190 TCDL 15.0 Metal Increase 1.33 Lumber Increase BC 0.02 Vert(TL) nla - nla 999 BCLL 0.0 1.33 Rep Stress Incr WB 0.00 Horz(TL) 0.00 nla Na BCDL 10.0 YES Code FBC2001 /ANSI95 (Matrix) Weight 13 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP No.2 TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applled or 10 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (1b/size) 1=12814-0-0, 3=128/4-0-0 Max Horz 1=131(load case 2) Max Uplifts - 210(load case 2), 3=- 243(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 71/20, 2-3=- 1061257 BOT CHORD 1.30/0 NOTES 1) Wind: ASCE 7.98;148mph (3- second gust); h =22f4 TCDL=9.0psf, BCDL=8.0psf; Category III; Exp C; enclosed; C-C Exterlor(2); Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at Joint 1 and 243 Ib uplift at Joint 3. 4) Thls truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (plf) Vert 1-2=-90, 1-3=-20 2) C-C Wind: Lumber lncrease=1.33, Plate Increase=1.33 Pit metal=1.33 Uniform Loads (plf) Vert 1-2=207, 1-3=-12 Horc 1- 2=-225 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job 6816 Truss V4 Truss Type ROOF TRUSS [., Ply 1 P.C.I. DEVELOPMENT 0026 Job Reference (optiona0 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.400 s Oct 9 2006 MITek Industries, Inc. Tue Nov 21 14:64:48 2006 Page 1 6-0-0 1 I 6-0-0 Scale =1:10.1 2x4 M1120 11 2 3.00 FII 1 3x4 MII20 % 2x4 MII201 6-0-0 64-0 LOADING (psf) TCLL 30.0 SPACING 2 -0-0 Plates Increase 1.33 CSI TC 0.42 DEFL in (toc) I/defl Lid Vert(LL) nla - n/a 999 PLATES GRIP M1120 2491190 TCDL 15.0 BCLL 0.0 Pit Metal Increase 1.33 Lumber Increase 1.33 BC 0.08 WB 0.00 Vert(TL) nla - nla 999 Horz(TL) 0.00 nla nla BCDL 10.0 Rep Stress Incr YES Code FBC2001 1ANSI85 (Matrix) Weight 22 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 8-0-0 oc purlins, except end verticals. BOT CHORD 2 X4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4SYPNo.3 REACTIONS (lb/size) 1=23818 -0-0, 3=23818 -0-0 Max Horz 1=237(load case 2) Max Uplift1=- 380(Ioad case 2), 3 - 439(Ioad case 2) FORCES (Ib) - Maximum Compresslon/Maxlmum Tension TOP CHORD 1 -2=- 130/38, 2-3- 1951485 BOT CHORD 1-3=010 NOTES 1) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft; TCDL=9.0psf; BCDLG.Opsf; Category III; Exp C; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Gable requires continuous bottom chord bearing. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 Ib uplift at joint 1 and 439 Ib uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate increase=1.33 Pit. metal=1.33 Uniform Loads (p1f) Vert 1-2=-90, 14=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (p11) Vert 1- 2=201,1 -3=-12 Horz: 1- 2=-219 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • •• •• ••• • • • • • • • HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® It Is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, Install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superlortothe projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical Trusses stored horizontally should be sup- . • • ported on blocking to prevent excessive •. lateral bending and lessen moisture gain. • • • ARNINQ **not break banding_ bundlecJ trusses 1 TRUSS STORAGE 1 �AUTtON« T russes shoul not unloaded on rough terrain or never surfaces :Web could: ause damage 10 the�truss. .. • .. • • •. • • • ••• ' Frdme 1" TRUSS PLATE INSTITUTE 583 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthewoodtrussindustry, but must, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. • • • Trusses stored vertically should be •• • • • •braced to prevent toppling or tipping. NGER.1Nalking on trusses which are lying lsextremely dangerousandshould be strictly t !bited. WARNING Do not 'attach ci hooka to the web membe Tag Une or less Spreader Bar _ - lz Toe In Approximately 1 /2 to i fs truss Ien . h Spreader Bar Toe In v ` 1st truss of brai group of trusses, End brace (EB), ; I I Approximately Approximately Y2 truss length '/a truss length Truss spans less than 30'. Ground brace \ lateral (LBG) Approximately '/s to % truss len h Less than or equal to 60' .7 1 11 W- I - I - I 1 7 11 A k \ II 111111 Toe In Less than or equal to 60' Toe In Tag Une Tag Une MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line �ttt shown Irr this summary sheet. is_ad quat uratio Consult a registered profeestonaf ern ear mays design i lacl g ict a S caa on for Temporary Brad Ii etat ft sorrier cases determts* that a = wider s p�acing is pot GROUND BRACING:BUILDING INTERIOR �_xna floor • Ground brace vertical (GBV) Ground brace. diagonals (GSA Note: 2nd floor system shaU have adequate capacty to support ground braces. ••• •• • • • •• • • 1sfloor To . 1 • • • • • • • • GBD• Top Chord � :: LBT. S \ . Chord V •• • • •• • • • • • • • • • • • • Ground brace diagonals (GB0) Ground brace vertical (GIN) • ••• • • • • • • • ii • • a BaTjkt • groan* : . Tag Line At or above mid- height Tag Une • • triven ground stakes - EIMIN Approximately Vs to Y4 truss length Strongback/ SpreaderBar Approximately 10' 10' V3 to s/, truss length Strongback/ SpreaderBar Greater than 60' Greater than 60' !GROUND BRACING: BUILDING EXTERIOR I Typical vertical attachment Strut (ST) 10' Blocking Typical horizontal tie member with 1. multiple stakes (HT) End Wall Sid Plan j .4- Ground Brace Verticals (GBV) Grou id� � dCf 1stus• of bra lateral ( " group of truss End ace (EB) I I SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DB& [# trusses] SP /DF SPF /HF Up to 32' 4/12 8' 20 , 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DB & (# trusses] SP /DF SPF /HF Upto28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir 10' or Greater Attachment Required t51. \ / Top chords that are laterally braced can buckb togetherand causecollapee if there lens diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10' or Greate r Attachment i Required —/ 12 , 4 Of greater ��__,_ b == DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce - Pine -Fir PITCHED TRUSS • • `.. •a∎ SP - Southern Pine SPF - Spruce - Pine -Fir All lateral braces lapped at least 2 trusses. ••• • 12 5 If OINPI Am y Airy/ — � � iNNP OfIr ,rnal ��.. •• • • • • • • • • • • • • • • ••• •• ••• • • Frame 3 Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DB& [# trusses] SP /DF SPF /HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer 0 WEB MEMBER PLANE I -- 1 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. t� tc ler> tn • • • • • •. • Permanent ;,a • • • continuous • • Sao lateral bracing as specified byi die • • • truss engineerinn. •. • • • •• • • • • • • • •• • • • • • • • • • • •. •• • • • ••• •. • • •• • • • • • • • • • • • • • • • • • • • • •.• • • • • • • • • • •• •• Frame • • • • • • • ••• • • • • • • • DF - Douglas Fir -Larch HF - Hem -Fir SP - Southem Pine SPF - Spruce - Pine -Fir AU lateral braces lapped at (east 2 trusses. I BOTTOM CHORD PLANE 1 Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB (# trusses] SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42' 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4x2 PARALLEL CHORD TRUSS:TOP CHORD I Top chords that are laterally braced can buckle togetherand caueecollapseifthere IsnOdiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topside of the top chord. End diagonals are et sentt stability and must be duplicated both ends of the truss system. • •. • • • s: • • •• • •:.• - .• • • . • • End diagonals are essential for stability and must be duplicated on both ends of the truss system. • •. • • • • • • • • • • •• •• • • "• Frarlie ' 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand causecollapse if there Juno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. ro 20'�p �� i ''_ ..l4 T rrrss� ....111e110 di I .. • .41100111/0 41#7_46- 0 1"7 • P • • • 0 .- 0 --moo *u 4*_ Amok- *re" ••• 3 ? ?as) • •• Continuous Top Chord Lateral Brace I Required 10° or Greater i Attachment Required 30a or greater Fal ttretofofli irthese recommendat t # sana>><frt °or damage to #n sses or bufftlfl�tgs Continuous Top Chord Lateral Brace Required Attachment , Required 10° or Greater r 3 1 2' x x Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBSS TOP CHORD DIAGONAL BRACE SPACING (DBs) (# trusses] SP /DF SPF /HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1 /2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(In) L/200 L(ft) 200" 11' 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' 'I,( n) L/200 L(ft) 50" 1/4" 4.2' 100: 1i2" 8.3' 5p ": 3/4" 12.5' DF - Douglas Flr -Larch HF - Hem -Fir Top chords that are laterally braced can buckle togetherand cause collapse if there isnodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purllne are attached to the topside of the top chord. MONO TRUSS G: Fai lure: tofollo wthese recommendationscon, ersonat Infury o lama a to trusses or bupl"ding Maximum Misplacement i Diagonal brace also required on end verticals. PLUMB Truss Depth Dan) I I I I I I I SP - Southern Pine SPF - Spruce - Pine -Fir Lesser of D /50 or 2" Plumb Line WARNING: Da not cut trusse 1 INSTALLATION TOLERANCES •• • • • s i t; V*• •• • • • • • • c . • • •• • • • •• ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • OUT -OF -PLUMB INSTALLATION TOLERAIaycES! • • • •• • • • • • • • QUT OF -PLANE INSTALLATION TOLERANCES. 1 ±'/4' IN • •.;•• • •• • • • • • • t • • • Frame 6 1 j ••• L(In) 12 — 13 or e , greater a t N N N Length L(In) Lesser of L/200 or 2" Continuous Top Chord Lateral Brace —� Required Lan) All lateral braces lapped at least 2 trusses. BOW Lesser of L/200 or 2" i • DANGER; Under: no, circumstance onstructlon toadsotanydescriptlon bepla on unbraced trusses 0 MMI�DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) United Steel Products Company. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: JL, JUS, SKH & HJC. Joist Hangers. APPROVAL DOCUMENT: Drawing N HJC/ JUS/ SKH/ JL, sheet 1 and 2, dated 03/20 /0lwith no revisions, prepared by United Steel Products Company signed and sealed by T. A. Kolden PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami_ Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the g performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shalt& prbv'ded ;a thaujer lby the manufacturer or its distributors and shall be available for inspection at the job srte?t th{ rCgtlett df a Bufkling Official. This NOA renews NOA # 01 -0327.04 consistink "of tt�4s�paM, edidence page & approval document mentioned above. The submitted documentation was reviewed beC . o1nta'E. • • • • • ▪ • .... . . . • • • ... • • • • •••• • • •.••• • •..•.• .••. • • zo • •.. •... • •• . MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No: 06- 0601.03 Expiration Date: June 04, 2007 •; • • • • Approval Date: July 20, 2006 • • Page 1 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by United Steel Products Company, titled "Face Mount Joist Hangers", Drawing No. HJC/JUS /SKH/JL, sheet 1 and 2 of 2, dated 03/20/01 with no revisions, signed and sealed by T. A. Kolden, PE. B TEST Test reports on wood connectors per ASTM D1761 by Maxim Technologies Inc., signed and sealed by S. L. Muschinske, PE. Report No. Wood Connector Direction Date 1. 3013 -71 -3301 JL Series Upward & Down 01/12/97 2. 3013 -71 -3301 JUS Series Upward & Down 01/12/97 3. 3013 -71 -3301 SKH Series Upward & Down 01/12/97 4. 3013 -71 -3301 HJC Series Upward & Down 01/12/97 C CALCULATIONS 1. Face Mount Hangers Series Calculations prepared by T. A. Kolden, signed and sealed by T. A. Kolden PE.on 04/12/97. D STATEMENTS 1. No Financial Interest & Code Compliance letter issued by Thomas F. Devening PE, signed by T. F. Devening PE on 04/12/97. 2. Letter of No Change issued by United Steel Products Co, dated 05/02/2001 and signed by T. A. Kolden, PE. 3. Merger Documents issued by the State of Minnesota on 02/14/200 and signed by the Secretary of State, M. Kiffmeyer. 4. One time approval letter issued by Metro Dade County on 06 /20/05, signed by C. F. Font PE and accepted by R. Lutz PE. •• • • • • • ••• •• • • • • • • • •• • • • •• ••• •• ••• ••• ••• • • • • • • • • ••• • • • • • • • • • • • • • • •• .• • • • • • • • • • • • •• • ••• :::E. f ': • ▪ • • ••• • • • ... • ....• • •• •• • • • •• •• • • • ••• • • • ••• Candi$o F. Pont PE. Sr. Product Control Examiner NOA No 06-0601.03 Expiration Date: June 04, 2007 Approval Date: July 20, 2006 PRODUCT CODE STEEL GAUGE DIMENSIONS an.) FASTENER SCHEDULE FASTENER SCHEDULE ALLOWABLE LOADS Obis.) W H D A HEADER JOIST A DOWN JOIST UPLIFT DOWN JUS24 - 18 • 1 9/16 3 1/8.13/4 7/8 1 - t4) 10d • C2) 10d • 643 ' N/A ' J8S26 18 • 1 9/16. 4 13/16 1 3/4 1 - C4) l0d ' <4) lOd 3 840 ' 860 . J81S28 . 18 , 1 9/16 6 11/16' 1 3/4 1 • C61 l0d • C4) 10d • 1065 • 860 • J8S210 ' 18 I 1 9/16' 7 13/16 1 3/4 1 • C8) lCd' C4) led ' 1290 1 860 ' PRODUCT CODE STEEL GAUGE DDIENSIONS On.) FASTENER SCHEDULE ALLOWABLE LOADS Ohs) W H D A HEADER JOIST DOWN UPLIFT HJC26 • 12 • 5 7/8 5 3/8 - 3 1/4 1 3/4 C16) 16d t12) led ' 2245 ' 1550 ' HJC28' 12 ' 5 7/8' 6 3/4 • 3 1/4' 1 3/4• t20) 164 C14) 10d • . 2805 • 2015 • 1 Published load Is for total of hip at 45 dabrees and Jack at 90 degrees coNatned • 2 MWnnun header thickness shun be 2 inches for 1610 nulls. . 3 Allossble DOWN load listed is at 1005 Duration of Load • TYPICAL HJC INSTALLATION 1 Specified joist nails shalt be Installed at 3D to 45 degrees horizontally such that they ' penetrate through the end of the Joist and into the header. 2 Menus header thickness shall be 1 3/4 biches for l0d nans. ' 3 Allowable DOWN load Usted Is at 1005 Duration of Load 4 UpUFt Loads listed as N/A had upUft capacity less than the required 700 pounds. TYPICAL JUS INSTALLATION GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTN A653. STRUCTURAL GRADE 33h U.O.N. AND A MINIMUM GALVANIZED COATING OF G -60 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED' 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B. A SHORT TERN DURATION FACTOR OF 33Z FOR WIND LOAD CONDITION. NO FURTHER INCREASE ALLOWED. - 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERN DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION 1 1993 ERRATA. FOR SOUTHERN YELLOW PINE CGw 0.35 OR BETTER) L TEST PERFORM M ACCORDANCE WITH ASPS D1761 • • • • • • • • SOUTH PAVIA. W WI N% GODS • • • DATE _ Mt DQI ._ • Al D)ti1:IG . l i: • • • • e0IL14. CV' PA II.ikt!c, CNN.' • • ACCfainifelke44' 42 ,32,1_44. • • • • • •• •• •••• • UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATES _11L9I_ DRAWING NUMBERI M>JV Eal91 SHEET NUMBER+ THOMAS A. KOLDEN, P.E. CIVIL NUMBER FL #50999 DI- 03'17. Of 1. DESIGN CHECKED FOR 140 MPH WIND LOAD. 2. STRESS INCREASE • 3316. .. .. . GRADE OF LL11BER • 2 PSF SOFFIT iMISSAMICILOEILINNS LON • • • •• •• ••• F • • •• • aso No.21O 19 SP T.C. 2x 4 No.2 to SP TOP • • • 7 0 • ' • 2-9-15 4 -9-11 S.C. 2x4 Ns.2 19SP BOTTOM* •••0 •• 10 • • •• Webs 2x4 No.3 1S8P SPICING: 24' 0.C. 3 4 -8 -Ii Roil 19 SP 3-1-11 OVERHANG WITHOUT RETURN STRUCTURES U$A,::WSIC. Ttrasess • .. (Nos) 7.40-1114 TT osslo�r a lYPPLTr of LL+ j . . Fib •o: ( N o v ). ' •• • • • • • • • Sheaf: M ie n wn Overlong • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MAXIMUM OVERHANGS (p.0 LEDGER BOLTED TO THE TIE BEAM BY BLOM [MA`( IDE OMITTED Pot D.N. 249 OVERHANG WITH RETURN REMBERTO CONTRERA :, Consulting Engineer Civil 30 N.W. 87 Avenue Miami, FL Phone: (305) (Ronda P.E.. � 2004 NO�V APPROVED FOR STRUCTURES USA, INC. GRADE OF LL11BER 18 PSF SOFFIT 2 PSF SOFFIT 2X4 2X8 2X4 . No.21O 19 SP 2-8 -3 3 -19-11 _ 2-8-3 4-29 • No.2 19 SP 2-9-15 4 -9-11 2-10 -0 4-4-11 No.20 19 SP 3-9-2 4-4-7 3-0-0 4-8 -12 No.1110 19 SP 3-0-2 4-5-8 3 4 -8 -Ii Roil 19 SP 3-1-11 1-7 -15 ' 3-0.0 4.9 -13 WAD 19 SP 3-3-0 4-9-18 - 3-1 -8 4.1015 ND6S 19 SP 3 -2-1 5 b4)-0 d -9-13 , SS 19 SP 34-0 5-14 _ 8 -1.6. 4. 10.15 DOS 19 SP 3 -11 5 VG _ $4-13 . 4.11 -15 ": , OVERHANG WITHOUT RETURN STRUCTURES U$A,::WSIC. Ttrasess • .. (Nos) 7.40-1114 TT osslo�r a lYPPLTr of LL+ j . . Fib •o: ( N o v ). ' •• • • • • • • • Sheaf: M ie n wn Overlong • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MAXIMUM OVERHANGS (p.0 LEDGER BOLTED TO THE TIE BEAM BY BLOM [MA`( IDE OMITTED Pot D.N. 249 OVERHANG WITH RETURN REMBERTO CONTRERA :, Consulting Engineer Civil 30 N.W. 87 Avenue Miami, FL Phone: (305) (Ronda P.E.. � 2004 NO�V APPROVED FOR STRUCTURES USA, INC. 7' - 0" CORNER SET NOTE: 2x6 STD. HEEL HT. MAX. 3'- co co F T • TOP CORD CONNECTION: Comer Jacks - USP - RT3 7 JACKS - USP - RT3 5' -0" JACKS - USP - RT3 3' -0" JACKS - USP - RT3 1' -0" JACKS - USP - RT3 12 Min. P =1.4 Max. P = 6.5 MINIMUM GRADE OF UMBER: T.C. B.C. Webs 2x4 2x4 2x4 No. 2 19 SP No.2 19 SP No. 3 19 SP 3'-O Max. } CORNER JACK BOTTOM CORD CONNECTION: Comer Jacks - Simpson - SU26UR 7'-0" JACKS - USP - CLPBF 5'-O" JACKS - (2) 8d NAILS 3' -0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS COMMON JACKS THIS DESIGN HAS BEEN CHECKED FOR 146 MPH WIND LOAD. WALL HT. 10 FT MIN(. PROVIDE FOR UPLIFT ATSEARING W/LLL CONNECNIVNEsIftrilb. • • • • • STRESS INCREASE = 33 %. • • • • PARTIAL ROOF LAYOUT • • tom • ••{� • • •• � •• • ••• �-•• • • • ps • TOP 30 15 BOTTOM 0 10 SPACING: 24" O.C. • • • ;FLQIVIA' BUILDING CODE 2001 3 STRU • • n■•Is: USA; :1 • • OS (=OS) 74 Q45/5ir77.. • •, • • - 1E DESIGN IL SUPPLY ALL KUW • NAIL DESIGN LOADS. (ACCORDNG TO NATIONAL DESIGN SPEC.) FOR GROUP 8 SPECIES (S.Y.P.): 8d COMMON NAILS = 78 Ib. (Shear) 10d COMMON NAILS = 94 b. (Shear) USP HANGERS DESIGN LOADS (ACCORDING TO MIAMI -DADE BUILDING CODE COMPLIANCE OFFICE / PRODUCT CONTROL DIVISION): 1173 HURRICANE CUP = 365 M. (Uplift 133%) w /(8) 8d x 1 -1/2" NOA No. 02 -0128.05 CLPBF BUTTERFLY HANGER = 815 b. (Downward) w/ (15) 6d NOA No. 01- 1015.02 SU26R/L = 665 Ib. (Uplift 133%) & 1,081 Ib. (Downward 125 %) w/ (6) 18d to Header & (6) 10d x 1 1/2" toJolst NOA No. 02-0719.02 MAXIMUN ALLOWABLE LOADS: JACK SIZE T.C. (Node 2) Corner Jack T-0' 5'-0' UPLIFT (133%) 365 b 365 b 365 b ROOF (125 %) 365 b 3651b 365 lb B.C. (Node 3) Comer Jack 7-0" 5'-0" UPLIFT (133%) 665 b 0 b 208 b ROOF (12556) 1.081 b 815 b 195th 3' -0" 1'-0" 3651b 385 b 3651b 3651b 3_0' 1 208 Ib 208 b 195 lb 1951b N91/4:4 205 REMBERTO CONTRERA P.E Consulting Engineer Civfl/Str'uctur- 30 N.W. iami Avenue, 33172 #C-101 Phone: (305) 667 -6797 (Florida P.E. 21522) • • • • • He Name: Hanger Cat - Comer Jack Set 7 ft • • • • • • • • • • • • • (r8 • • • • • • • 1. DESX3N CHECIOS) FOR 14113APH WIND LOAD. 2. STRESS INCREASE • 33 S. She SU Radii:Meg STANDARD ROOF VALLEY DETAIL PARTIAL ROOF LAYOUT Supporting Truss • • • • • i2 ft 7 Valley trusses at 2'-fl o.c. max. 6" wedge nailed to truss w/2-8d toe nails or bevel cut bottom chord of volley truss. MDEmGN LS. (ACCORDING TO NATIONAL DEWAR SPEC.) FOR GROUP II SPECIES (SNP.): gid MAIMS NAILS • 78b. (Sheor) 1 11 1 11 1 8 4". . • • 105111.M.516CLOEILNIta T.C. B.C. WM* 2x4 No.2 RISP 2x4 No.2 19SP 2x4 No.3 SSP -IL. • • 106C6111_. • •Vell : • • • • • •_g_• TOP 30 15 BOTTOM 0 10 SPADINI 240..C. • • • • * Fi l m ; ,8011: CODE 2001 • • • • • • • STRUCTUltati titiA,414C. nregISIS 01073912.1141DYNt (SOO) T4141$611,115/7 • • • VALLEY AREA • • • • • • • • 'WS RII33N It SUPPLY ALL ttfINVOIF IlitittLTC17101: • File Norm Sid Roof Wiley Dotoli (Nov 20-04).ido • • • • • ; • • • • • • ••• • • • ••• • • 4x4 See note a 2x3 (typ) Strop 0 or o.c. see note (c) below 3x 5x6 epi. (typ) • 3x6 spl. (tw) Supporting trusses at r -fr o.c. max . NOTES: (a) Provide 'continuous bracing on verticals over tr-r. Connect bracing to verticals w/2-11d nabs and bracing must be tied to a fixed point at each end, (b) Max. spacing for vertical studs= Ir-Ir On trusses with spans over 24'-0" the vertical should be spaced. at 6*-0 o.c. max. (c) Conn. for wind uplift w/ min. 1 1/4% 16 ga. twist .strap at 4-0" intervals w/4„ 10d nab each side of strap. Max 100 mph wind speed. t5'-lr max wail height Netc Plywood sheathing may be extesdeilbelow easy trouts. Pawkle wales Sr straps to comet to tosses bow. REMBERTO CONTRERAS, P.E. Consulting Enoin.."( PiviliStruo 30 N.W. t °..1 ) , , .1 ,••••• PhC1* ET. 75 J: c74 rfo .1; REMB 0 CCAMERAS,P.E. Consult v..' STIOtelseestum,e4c. 30 AM. -ve. Miami, FL 33172 02004 Phone: (305) 667-6797 NOV 3 (Porida P.E. 21522) STANDARD LATERAL WEB BRACING ENO OF BRACING MEM. SHALL BE. CONNECTED TO A AXED RIGID POINT OR X— BRACED AS NOTED ON THIS DETAIL ALT. LATERAL BRACING DETAIL TRUSSES 0 24" 0.C. TIP. NAIL DESIGN LOADS (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 11 SPECIES (S.Y.P.): 10d ODMMON NAILS . 941b. (SlM•r) 16d COMMON NAILS e 107 lb. (Sher) NOTE OF Si 907 THE LENGTH THIS DETAIL IS TO BE USED AS AN ATE FOR CONTINUOUS LATERAL BRACIN •• ••• • • • • • •• MINIMUM GRADE OF LUMBER T.C. REFER TO SEPARATE B.C. ENGINEERING DWG. Webs LOADING • PBF) • • • •• ... '- e TOP •• .. ••• •• • BOTTOM SPACING: 24 O.C. • • • • STRUCTURES USA, INC (305) 740 -8577 • aw�nY1.. �, :� �.�.7 -��.. • Fe• Name W : Std Lateral b Bm g (Nov 2i-0q.>Ile • • • • • • • • • • • Sheet: Std Web Brain° • • • • • • • • • • • • • • • ••• • • • • • • ••• • • REMBE Consultin /— 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN VAIN 2 -10d NAILS PER WEB FOR FORCES UP TO 4600 fix. FORCES IN EXCESS OF 4600 Re. REQUIRES 2x6 /3 OR BETTER. NOTE: PROVIDE X— BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10' —D" FOR FORCE GREATER THAN 2509 Ibs. LATERAL BRACING DETAIL LTE0 :�.._.... ,c, �AA4 - NOV 3 A S, P.E. IPLwli istoo w►, arc. Miami, FL 33172 Phone: (305) 6674797 (F!orida P.E. 21522) 5901 S.W. 74 STREET -SUITE 405 -SOUTH MIAMI, FL331213 .'. 305 - 663 -8885 (FAX) 305 - 663 -91341 • • ••• • • • .. . . • •• ••• • • • • • • . • • COMPUTATIONS FOR MIAMI COUNTRY DAY SCHOOL ACADEMIC CENTER BZccas - Z DONALD HODGE . #18553 DONALD HODGETTS, RE. CONSULTING ENGINEER 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305-663-8885 • FAX 305-663-9841 JOB: SCOPE: NUMBER: DSNGR: • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• PAGE: • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• '• • • •• • • • •• ••• •• DATE: DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 - 663 -9841 JOB: SCOPE: NUMBER: DSNGR: •• • • •• •• • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • •• • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • • • • • • • • • • ••• • • • ••• PAGE: • •• • • • • • • • • • • • • • • • • • DATE: DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 - 663 -9841 . • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • ▪ • • • • • • • • • • • • • • ••• • • • • • • ••• JOB: MAN .% "cf3v - r ', Tnerc • • • •• • • • • SCOPE C ,E1 t.. • • • • • • • • • • • • • • • • • • • • • • •••• NUMBER: CA. - t • • • • • • DSNGR: •• • • • -• • • • _PAGcL • _ _ DATE: ' 6 % 1(.4'44 • !i■MENNELEMUSJERAM ■ NM w N ■M ■MME ■ ■MMMN ■NNMNN ■M!!MMMEM !ww! ■ i °I M ■MT"r -4Nr- 1�PPOW M ■w■ Nw t•ca u. E■ ! ! w ■ M► a ∎f ' ..∎LE7N.1"1...J∎JOM ■ ■■lEi wiw!!!w ■wiww ■■M ■iMOMli L ■Gu J u ■LEJJJ w Ei � Miiwiw j i u�■■■■■■ M■■■ i■ r ■ � rwi■ wMe■ Mww!■ iww■■■ ilM g■ w/ wM■ m■i ■wii■iwi! ■wMiw■iMwM! ■,■ wiii • m • ■i O M MTRSI O NE itrLN E E4 ■1J4•MSENNSIMEMMMN/ EM MMwilEM! N ■ ■ ■MEM■NEMENNEMESOOMEwiw ■M ■M ■■M ■ • � IM�wMl1f� ' �i■ iAM�ftMwi■ iwMl � l�'Miwi /■ ■Mii■ ■MRilwMwAwwMlil�! ii ■IiMMM ■!mow 1� IE MNENMEN /N■M i IE M ! IE M■■■M ■ m ■ �■■m .r.� w .. RwM ■MM ■MM1Mww/iw ■R ■! MiM■iMMa■aiM■ ■mummuiw■M ■Miii MM! ! NMM■ NMN■ N■ fM. E■ mMNs■t MM■■ �iEMNN■■ MNMMMMNM !!N■■iEMM■n ■ /#MrM■MMNMM /7M}masa M■NMNMiM■■>t■ ■M ENOMMM■.fi' i — ■i'• - '.' �- 7 lwiRMi w w ■wMMM ■MMENEMENE x, l,'c=5a7MNNEMMILmEZ L wi _. - . r ]!" .. 'M1w■ a M Mi E- MtMM!■ rNcw■ M MMEiM■ E MENMMNNNMEENEEMENNAMN N ' S' M -. Y ∎'4MMMMNN r''UNNuusuM iM, a 1 E � EM Y E ME MONSEMMEN!!MM ■NNE NSESSEMEMMMN ■Mi EMEENMMEUMt!i i ME E NE .* MEMNNM NMM MMENENNN NNENNMMNMMNNMMMENN MMMEEMNMNN EE ■NiwiM ■Miiti MMEiw!■ OM ■■!■MNM ii wwtiNlwM ■ � E � � � � N"NM uj w Em■ � � " "M IMMIANN S Er - 7' M '.! Mr EE i UNEV A 'r' ! M '` NWOlM�UUll•U M rN l / rtE %EM#EEEMMwMM Emmaus M M 'I �i�JMttiMMNiiv ;J�ir+liti■l`_Lv m fr i.uall 1.,Litg- NAMEM ■■M ■ ■MEMMENNMONM EMEMENNEEMEM! ■ EM rr ∎rr r ∎•if ��.. ∎ ∎r ■MMEMENNM ! ■!■■iMM■�NMEN ■MMENNE/ MMMEWIME■MSOMMMMOSSESSMM MOMS EMPI NE M NIMMMM MEMNON N NM:Mr ::M .M: M MOMr EE /.MM E MENEMMEMENN M iii % E NE MENES EM Rousseau � M■iRto l' i ■_`!; �M ■M■MNMMu.MMMMMY. ■Mliwi•M M ■MMMMM! % NMMua.MuU . IMMX ` .iva i''S( a u /M�! XS MN �N■MMfi ■M/em■Mii ummumE■wN■MMN■N ■NM ■ENMIENi wMlmlMNIEMMummumMi■IEE I MiM`MN /MMNIE!!M! NN■MMM<r, . iili. .. ■ aMN■NMMMM ■■NM ■ ■■ EMMCS".,M 1M►1MM ■! ■ ■ ■M ■MM IEMM.EMNM ■NN ■MMMM mourn • M■ ■MNMMMwfrrMl•m■mhM #n t'�MM ■lMEN ■ ■/1iMM NMNwMM ■wMi}! ■!M /AM■■ ■ ■■■iiMMMis .MM.IM�NMIMM M N M■■NMMMC- =:1A6 {C EM =C = .. . SWnEcliiMENIMN ■NE6t.. + 2 ■M MM ■w/N/MNuNPMMI• MMEMI•M ■NMMMIRM Illial E ■ i N ■ MM■ MM MNrwM � ENERNOWN.MEM E U MM ■ MENNESSEMEMMEEMiu i �M #M w M. i■ ..sp u nu u .1 ., su im�� . l ...l . u a a . MNi■iiMM!■ ■N ■ ■MMMINMM M M; ■N N ■NEMEMMNIIM E NENMMMNN` ■ ■ N M N 'NN : ' ' ■ SSE NMEN E MMM EOSNE MM ■!lME ��`' ■MNM N _i M EMEM MMMM■M EN S��■. N EMMMMN M ■ M ES S OMMEMEME E M E MMESM E U MMO NUME MO MM E M ■ SEE! MMNM■MM • MN I■■MMN■MNMMNMNS MEMM■ NEE!■ M■ NN ■M ■MM■ ■MMMMNNNMEM■EMMMN■M■MMIEM ESSIMMMESAMMIMM ■MM ■M M■■ SEEM � ■i i ■MMw ■ 1 i 1r ►7"3mowynnunN Nw■M MMM ■MMMMM! ■MIEMlNMM/ ■ NM EMNME ■■ ■■MMMtMi■MiMMNMN■M ■/MIME MMMM ► irL ,r.. ,S ZLaJEEM E■N ■M. ■M■ ■EMMMMENEMM ■MMEM ■!■EM■MM /NSOMM ■ ■MENMN ■NM ■MNMMMMEIMMM -- -- - -_ _ MIMEMMR■ ■■M MOM _ a i �.r.1.�Y.r� ■iK aarriai�� rrir r� r r.r. rr.. .riiNwMN ■wMMMMw ■M MEM ■ /wwiN�M ■NMMswiNN uu M MMI i �._ N•`M Lr I : u.uuOMm .mu.• Nrr •%N %•NN ••MM••NNN•• _ MOMM EW NMMMMN NNMM■MMMNNNMMMMNNNMNSMEM MIN MENONN %MN MM MEM M OS E MENSMM E SE SSE M! MM NNNNNMEM EM,M, . ■ �∎ UNNOM MME`tuMi wiM■Mi■RiMN■MMEwiwMM MM ■MEMN /!!■ Mw M , M :::N %N MGM: M:: �NN �: �� :: E liMaIMwMMN N NM NMMwIN■ Eiw■ N ■ F EMME NMMMwini MMNMMMINMMMMNw ■NMNM!! ■MgEMMMIMMMMMIMMN i E M ■ rAenEEMIMMPE OPI N►mM•P N %NMIMN ■NNiMMM ■MME■NEMESS■E! i `` /NM ■ME /EM ■M EMIEMMMM ■Nv ∎ '=. 'ice MMIE:.5:. ZAMMVMMEENEM ■iNEEMMMMNNMEMMUNNEEMMMCIMEiM EN ■MEN ■E!■NNNMM ■M IEN ra�rr••.•i ∎i. .. .. � )i•• WEE NEME■MMMMMMMiMMMEMMEEIM■iM■ENNENEM MMMENEM ■IEEE N. .' ■ u1: \! �' : " '-' '': w.. ∎ ∎∎•+• ∎Nu:Mu "P.. 7NN :: aN:NCN mmom ■ :u: N M NM N anumM: Mom:e N MN I M E MMNEMMME E NU MM NM :EM MENEE •M••IMM •UN -N!!�1111, EEIJIE`• ! tEM MUS EMEEMMEMMMMMMIEENMMM!■ ■MMMEMNUM w■MNEMMM NN ■MEMNEEMMEMENNO ■■ ■iMMM■wiMNS immeNMIM ■M IE IMMMMtMMwMMMwiMNXINw wMM■ ■MmM ■ ■M ■N ■MMwMMN■ N!lMIEIM ■MM ■MM ■■ MMIMMMMEEM EMMNMEMEMMMMMM NEN!■■MMMN M■N ■MENNMNNNME ■ENENM■wEM■ MN■MEMMMN■M MUM MMN NNNMIEENMMMI MNMMMENNNMEMNNNNMNiN ■MNIEME ■NIEMNMNMEMEMNMNMMMM ■MMIEM M SERE ■NMMMMMMMMM ■ E MM■!■■MENMMM M■!■M■M■!MM NN !/M ■N ■N■ ■N■NEEMM■MMlM■MNIM /■ ■M■ NE EMMEN MMEMEMIE lMMN WOOMMMOMM MEE :: OMa'i : ::NM NNEUMMM :: M. : EMNNMi ■MONWE t LTNNIORM_E11. NE: : :::: :M'::: '.' NAM �i� M■: :::::��NN N: NNM I N :NN:M exx x :x EsmilmE N,'� OMMISNS1'EEMFA , s E :�: '• "MNNM MM i mN l u l :�N umNi %NNNNNM:: M NNNNM: � ' 1 NM: M N M " � 'N ' �■ ' M am : ■mu M MMm■■ lMENM ■MME E ■ /MI ■MMMMMMEM■J�uEMMlwN ■! E ■ /ENMMMMM■lNIEMEMEMMIf ■N MEMMlE /■ MM/ muumuus Mr memomm ou 7i M M ■ mmu mm NNis■ M umN N ■ M% I N M N Mmummummumseus:NmN N NNN NM N SEEM EU Mil M ■ / ■■■ /MM/M■ ■ ■I / ■ ■! ■/ M■■ ■ ■ / ■MME ■ /NM■ ENM #/ M ■M ■ ■M ■EME■ ■ ■ / ■ ■ ■i M ■ ■ ■ //M ■N ■ ■N ■ ■ ■ ■ ! ■ ■ /■ ■ ■ /IEM M■ M MI■ ■ ■ ■w ■!NIE NMI■ ■MM■■ NIE ■/! IENM ■■MMNNNNMiN■■MMMM /ME ■NNE ■N :■iIENN11iNNNM■■ /// IMMNMN ■ ■N ■EMEMM■ I■IE i■/ MMMM■E/ ■MIEN ■M ■E /i■ NM ■■i i/■■ ■■ M ■N■ / NlEE■ /MNIEMlNuu MN NlMMIEiNNN ■ M■w EIE N NMNa■ ! ■ MMENNEM MME! ■MMMMNM MNNMMMNMNM M MEMM UM UMM NNN MMNNN■EMM ■MEN !M■ ■ M N■■ Mi■NNM.r N ■ ■■I #■wN ■ ■MIM ■ ■ ■■■ ■ ■ /M ■ ■ ■I■ ■M ■M ■ ■ ■■ ■MMII■ wM ■ ■ ■ ■ ■IE ■NMNIEM iw MEMM■Mi SUES ■MM i ■■ ■NESSM■NEMEME NMIEMEM■O ■MENNOMMM NMIE NEMMM■M! M ■ / NNKuuuuNN a .•ua/ N C■R■/ M/■/ MEM ■M ■■N ■IMIEII ■MM ■MM ■/M ■MM ■IE ■NM M ■EE■M ■MEu MNMMM . ■ ■■■ MMMNEMM ■M■E� ■■MNMNIN ■ M MENEMMEMENE ■■MEN/ ■I/NMIE ■ ■■ ■E ■wNM■MM/■R ■M■M■ /■I■MMMM N M■NEMME■ SNOWMEN :IMMENSENESS ■MME ■RMMMMN■ M ■ ■■ IEEE / N■ / ■I ■■/MEIN ■ MMN■■M ■M E E M ■ /M/IM M ■■■■NIIlM / / /MM ■ ■ ■ ■!E ■NMI /■■MlNEN■ M / ■ ■MN ■N ■M N M_Nw ■M■■_ MNM#MMM ■■ ■■ M/// N■ IMwNN■■ ■ ■ / ■M■ / ■i ■■ ■ ■ ■M ■MENEME /M ■MMONME M /MIEN ■■ EESEENi ■' ! M N ■ ■ MMM■NIM■■■ M /I■ !M ■MN EM / /MEMMENNEEMMN NM■MN■M MNMMMNIE M ` MNNM■ ■ E EMNN M■ MOMMMM■ INwiNNNNMM MEMENIENNE E■ ■ ■M ■MM ■ /M ■ /■ONEMEMMEMEMESSEM ■MM MMEEMEM■NS M Mi ■Mwi M■NEMM! ■MMEN / ■MM■ ■■MN ■■Mi ■■ ! ■NIME / ■MMEME /M /MM EOM M M MM■EEM EEM i ■" N ■IM ' ERESESSEEMNEMEEMM IE ■ iii ■MMNN M tM ■ lNEEMEMMMOM YN E■'/"■' N ■ 'I ■■� ■� ■E■M ■ MM MMN /■!E■ ■MEN NNMNN■M M ■ ■ aw ■■ ■ ■M M ■ ' *I■i ■IEEE N ■■ ■■ I.i ••uu NMN ■! ■ IE.M/■MI ■ ■s ■• M 4. ■■N R ■ MIE /wMMMN ■■! ■ ■■ N!N■ ENN! ■ MME■ ■IE MM■■NNN ■ ■ E ■M ■MME M ■ ■Mi N ■MEN ■M NNMM■NNEE wE M ENO ■S UOMNNMM ■MM MM ■ ■M ■MME ONiEM XEME MEM E N N MEENNEN _. O N O � N W E EM ME M wME■M! ■EM ■ MM NNEMEN NE■ MN NER ■ MEM`EM E NM OE G N '" M N M M N M MEM E h / '� i■ ' " M E Miii � MNaiiM/ i ' IGi�N M ■� w wii■ / iNNtiMMN wN _ ■E ■�■ N ■ M. MM IN -MM MM- MMMM OMMENNENNEMMEMMMMEMEiIEMEMENSE MMNiMNiMNNN■iENN li V men insil m MM im N: MM ES SE i■ - uNM. u M M __NM M _ S - MME MMlN/NMuii � N T Wu. !- iNIENMMNNE DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB: $1 1 u p"4 CC1.1a'tt.y - 7003C PAGE: '1 ( • ••• • ••• • . • SCOPE: W1w! D: li�.�Oi►s9e • • • • • • • • • • • • • • • • . • • •••• • •• •••• NUMBER: 'C04. ' 1' ••• • • • DATE: ` Atic: 4 DSNGR: • • ••• • • • ••• •• • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• •• • • • •• ••• •• • • • • IMMA)!►fMMIN `PMMOW WWIP s ■G ■ riMMUM■##1111 ■ii /!/ MORMOMMISSOMMOMMINCIUMMISSIMPOSSOMMOMMI /iilLLt;ii:.mmuzaalsa #rr momM/iKUMM /!■ # # #M ■!i ■■ #■ !!!!!# ■■ MISI IMMI IMI PMMNIN'Y,�!` #i# #!!iiiii■ MM■ .� mmmm .......... .wwwww wwwm ■ # ■ ■ #lsisl#Mi Misi m/M#M ■Miii ■ /. /i ■M /iii ■■s11s /i ■maim #■i■ ss # ■i/ iii# Gl!■/i. �si i■■ sM/■ Mi /i.i!/iiml.MMiomir!!i■si■lmom ■i osso > mommM11 /11■Mi#■#si •uuu ■!! ■i' /Li■ n:5g■ .iwsm !!ii!■#■ iiii# /E /!i■ ■LAS i�m E �it!%mriG�7#! # #R#@l ; - fsems iiii■ #■##iii !#!ii■!illm ■i.*lM ■ /■!ri /Maass ■Ml#11 /MS ■ ■s■ss /MS# ! /l! /# / /* # / / / / # ■! ■ #■ni mMmnm! #i ■ # ■ ■ ■ ■ #i #i ■#! /i! /iii rti -}I , •3 i!■Ri ■ //i ■!#■///!i■!ii ■/ ■! E �t ■ii? siiii Mani■ ■ ■ #imi■ #iiii! /■#Ii!# ■/iii ! #! Mi/ ll•MMliiMi OMMIIMP iiii ■INIMI! /■ ■/!■iii./■1- :SW ■! t#ft- iC4EzS #ii■ ■#!!11#11■!ii! / / # /ii■■ ■iii ■ iM # M"IMM IOl l- i ■■/M►!! �. "l; ■M■i.1111i■ ■!/ii ■ ■■ s i■iM■#is■i!M■MiM■ ■ ■i11#i■ll.i /1111■ M • mom mOnmsammi mos mmoon mmom /Rmommonoi!!m/ #i ■i #■■usiii11 #iiii / # # #i ■11 ■!■ ■i /iii i 1 � ■iii/ii11 ## iii! ■ ■!i # #i ■ilia #i ■ ■ii■ /1111 / /ii /■ ama� a imammaammaaamSMMMOM MWMNM!% MX MNMMM MM M MMMXMMMMMMUMSMNMM11ii # /■■ilNMMUS sii iis#■i!## ■ #M! im iMli # #M # / ■ss i 11i■ s !■ iii i #!iiiii ■ # il iii /i11iL1A■iii # ■!i /11 ■1111 /!1111!11 snai 11 l omi a ummomm - iil �ammmaom ti ■ .T- xol a %fRll i ■ ■ ■i ■■i ■i ///ii■ /i! # #ii! ■iwii! /■11#11 !lM ■UMSla s UMUMMl�lM■MOM ■i #wilC\■#iM�# MOM EMMOSSMMOMMOSSOMENOMMUMMONSOMM 1 SUMNSI MIN 1111! #!!! ■l � tt:�tiR. 'Nur. - 4E - ic.'ko AIIL #TlArli= /iiil11ii ! ■■! ■ #// ■11 ■ #! ■ /■ #// ■11#1111/1111 /■ /11■#iIr11 ■.i ■11!■ #maMli#.11r!l il mmansam nammomtaais� mannoA / MMOM IMMO s %% O MMUSUMMO S O N S O MMOSIM U 11 iM11ii.lsM i! aau M■p Mi a '1U�a - �a M �ssi #111111/ # / a• Maa�l{�i.miM■■1■iMMi a iM //s M imm�mmmmm11ammmm OMMOSSOMMONS MOU MOMS iii # /! !!ii■!■11i!■ii MISMOMMO!■ #i #lii //!■/� i■sir / p s i ■#Iri /11/11/ / /! / ## #■1111# #li11 #11#i■ M iii MM WM NMU MM MMMMN M N MM MMMl Mt l � / M % WM .i iMM m RM % #!# MM MM MM ■a uras s #lMmma ■M.# ■ii M!!ss//111■■ MIMMi■ ii iiii' iii!■ iii ■illiM #MS■i/MNSIM ■ ■11# /M ■ #■/## MO a amm ma mm %iii ■! OMMONOMMUMMOrAN SMMNWMM MMSNXMMMMSMUMM MMMMMSMNMMMSMU ■.UM s ■MiMisis#!i■■!a11 M!!i#.MliM■ //#M /i aM/! iM■ i11/s■ isi ■ii!# #/ # #11■■llt # #i /.li ■11#■■■ mmia !m smi s.■iis.si!!■ s M11s11M #!i ■M #Mii s fMilMa ■iMi■M /Mil#!. /i11MM! /iii! ■ ##■#i##si■MS MOM i ii % 11 11 O N S OM M UMMUM=SlO i!/ OM MOMMUSS IMMOMMUMMUMMO#MU\MU�1MUMMOM � M�11 i!■ IIMMlsa#iM MMEWM MMMMMSSlaMMi#iM//mami■ii ■!iii■ /■■1111# ■!i# #iiiii /i #ii #M#i # ■ #■# UUER nouns M■iii!li mm/M m a s s m o nsm ia sss s mmammiam ammaa smsm amm iiii s/ iM aM.aassi !1111 / MUSSES sli■i 111111 ■ ■ ■i # ■■11 /■ #i11 iii /i iiii /11lii#■11 ■■M#/ ■yi/i■iiilR ■m11 #1111■!■ iiii asmalma IMMOMMUMMISSIMMONOMMOMMOMMOMMUMMOMMUMMIM MOM fi.# t #l on M � l m I M OMS NIMS sommaam mmomassammmosamm% m� nmasia mom ■ M MM■iM 11MM!#iM■ /#M#i■i!11■ ■#M.11■ iiii / ■!#ias■i / #! /M■i■ ■11■!/ #sM#i■ ■M■ /i■ ■M EN !MM ■s#Mi■ ■M U ■i■liMM ■11 ■ESS Mili # ■! ■■ UMMUi ■i■ /. ■ ■ ■MISMOMMISMISS■■ MUM s#iiii##M11■i MM■silMMIN iiii##■!!!■NOM MO Mi■# i#■ 11!/ ■i#■ / #11■■ ■i! ■iR ■# # #M■ #MM ■M!i # ■M O mm mai im mm ma m maao: m aamm sm sommam m ammm n M f SMOMMOSSIM m om.■ mim ii!!r! # ■ #!/i ■ 11 # ■#11 ■ ■ a iii / # #lliUMME!/ ■ # # ■i /MM /1111 ##�M ■# Mi / ■!MSS // UNOM11i / !# # ..iMM#MOSSERS iiii #iii i■MM11i■mmas!11 ■# ■ //M1111i# ■1111■ ■■iii #■ ■M ii 11MMi ssssM i ■iM M11iMM UM .M. ■i! IMMM MUSSI �■�! /ii /M ■R //■ ■11■M/■ M ■11111111! iiii# / /M11 ■nammaM ■ ■iMM#!■■1111 #1111#1111## MOOMMUMENIM s am�mo �i m _ ! ■#im ommo mi M ,EmI Mmam i M M om ��m !N/#H■ ■�! aMM■si #i!■M iiii! / iii ■ ■aamm #itm O � 11 � ' 1 m a �i m i # ■!■MM #Mi!! #ii#iiiiii11 #sisa# #iii! mam: a i M ■ #i#Mii i■. MiMOMM nl M*aamaaaam m a mmmmimAammmmaaaa mmSim: MOM isiiMUSUM saM !#MilssE mammaaa aaaMaaMM.iM/MUMM //■■■i MMiii#i/!M ■iiMli #iM#i # ■iM ■.#11Mi !Mi■lMM.isl !.M■11a■i! Mi /i! # ■i ■! ■Ishii#■ MOSSIM / #! ■Mii!■i##M ■ ■■ /#■M! ■ ■■ #iii■# ■11 ■11■#i ■i ma mm a m mam i m /i ns • am am m miaii a m s m mommi mmanommaammia�miimi min m a ENa *MORMON iiiM# ■MM## ■1111■ li 11 i#`a! # / / ■ /i■■ /1111# / /i! / /MIMi ■■ #11m ■11iMii ■ ■!M ai M iiM #■i ■ia #■a ■I</#aaaa�/ammoi %im! i iii!■ i iial a aa%iasaii % % aaaiaaaaia i M/ iaaiAiir 1111iMMM a 11M■MMSi M MONSM# #■M■ #il ■Mss!! is! M #ii■ /■M■ ii11 /. /MM11ON 1111 /iM11# ■/.■#M.M ■iMiliamaaamm M#i ii■ii11■MisMim m m a #iiiii iili11lM#KiMMi!! ■Mi/i! iii /11M■ /iiiii ■ ■# ■iiiii 111111 ii# liMiii sisM #lsu iii/ lauM /!#■//isiss.i■iill ■11 #i #li.M■ iii!! ■uMMi //i.s■M /i#isMM#■M11M■si.ii! Mai■11i/li.i i *a �a#i! / ■!s 11 ■ #i /lilHiii. � ■M Mitiliiwi ■ ■ #i /■ iiii! 1111!!! MI M#M/ ■iiii #iiM /ii11iiiiMl !■ii ■ !11 MlMIM MI iiilliM#M ■ii# ■11lISM ISNN #M #M/!MINSOM ■!#MlsiMMENSI im■ /sM MMMUMMMMOMMMM ■ MOMMMS i miamaaaiaam ■ m m m s ma a mm m mammmmammmaam m ommammia m amMis■ ! maim ■M!lsss M/i ■SSOM ■OMMO .MM11aii ii■ /iii ■■ #M■MiM /iii! /11■iMi■■#i■ a aaa■�m SSmamm: i �/aaaMaaaaaaa i /ii■ a awaii /■NSOMIN llaaaaaa Ma i ■Ma11 nn ins/ MM #MIiM M /ssMi11■■s.iiiii s iMMi# iM! s11i!liM MOMMMrii #/M 11 ! im a- ama aiaNiia : a i.MM //M ■iii a a ' = a : ma #i a ar % aa ai% on mm a MONSM■MOM aMaUa M s H MMMM ■iii!■ !# #1111 ■Miii!l.ii ■MM.■i#11iii Mli.■M . i # /iMMIMN ■ iiiii■MMINS /■ hi ss ■ ##US ■ ■#MMIC /M ■M■iiM MMi■ mono !■lmiaaaomaiM _ m moms r11M /!1111 m/Muss i i i M MM o M O #M #1111 ■ # ■#/ /ii i iii ■ ■#!lliii■M O S NOM �� ■� � iii/ i i /a #i/ !i ii##■i#11iii # ■iiiiiUiM! /M±#i #i # #M ■iNi ■!!i #l i amM i mo sm #ilm i m ■ M ammmOSSOM OMM m aMOMMEMMINNO mm #aaaammmaaaammmmmaimaMaa:a 11 j i � l a i m 11i / , #M** ■!. M ill/ iiiMii11a M #M! ■iiM'i!i / / ■S #/ i■M#!!M■i##!i/iM#/ F i�maa s s. m m amnia % � ■■i mo aMaaaammamAaa %aa MS MMli.M■a .M ■ imi■M■MlMM■ ■ i!!!dais /! Cm!■ ■lM ■i ■s.sM /#■#/11Mi#iMMI na isi# #M i■ l #as a i of *. /aa#iaiaaaaaaaaa M ■ii/i �Mi ■i ■ ■■!i" ■ilia! ■!iiiM #■M /ti! i . i � i ■ aa ' i r i' :m 11■11iMm11mslsM/i■ 11 11111 /aa /M %aiAaai %a isisMMMl mm ■ i�____ �■M m• MMMM MMSXSiiMi MM.MSm sOMMI! ■ #! ■!!Shiims isM■i11#i.M■MMM s ■ ■! M ■M! S O / M ■ MM Mss ll11Mi.#s! M ■ Mi■ilsMM■i■ /.l■ls ■isi#s1 ia11l.ii ■ltiii..Ms MS s �/ iia ■ m min Mama" i ■111111 # # /11a M / #!i!■11li al#iiMlsommo■ ■i■ /M# ■■1111 !11M/l ' ■ a M M O SOM a ai 11 MOM i ■iar# / lMSOaialii #lMMOMMii iiiali # iiaMMEMMUS •��•�.� N��i it ■MO i lINSOMINSIM ■ i m.■11■#l11MS#il11i/s m iM!#Mi 11 / #!# �mRMONn m _ a 1l iMi11#111111■i ii ■M #i M ■! ilI ■Mi /ilM ■■■■M #■ ■!mo11 iiii . MM OSI SIN / i M M #ilMiaisMMa 1111 MMIMM ##11MS ■■11i■Mii M■!■##■■Mi i SMO a o 11 ■ US O / Mi/ M #11iai/i!M ■M■#1111 #llliM11 ■s m ■ 11 11 /mm amii !! mm ! a i nns sM■ M■ // 11iiia /s •i sniiM ■M ■i laM_n ■i # /lM / #M11! ! M / !1111 ■ is I M■■M MOIN ■M / !1111 ■!111111 ■f� ii� l m m /■m ■M+�l .. . m. m i mrami i am mm ...l 11 a 11 ## ■ /M#Mi� /1111!11 11 8mm MMM m M ■ ' �i11 /i Mai isi ■M MM■M ■i #Mi# MM!/■iiiti #MMMM ■#lM iiinamla� ;a� i t \ m M M /.I .. a mi: ■mmMl ■ as■MM ama MIND_ / _ sMMM #M �• Project Name: CDSAC Location: By: DWH Start Date: 9/6/04 Comments: ..\Donald Hodgetts\My Documents\BUILDING.wis • • •• • • • • • •• •• •• • • • • • • •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • ••• • • • • ••• • • •• • ••• • •• • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • •• •• • • • • • • • • • • ••• • • • • CDSAC Local Information Wind Dir. Ex • osure 1 C 2 C 3 C 4 C Basic Wind Speed: 146 mph Topography: None Optional Factors This project uses Toad combinations from ASCE 7. • • ••• • • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •••• • • • September 6, 2004 • ••• • • • •• • • •• • •• AC67r9p i• • • • • • • ••• • • •• • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • • • • •• • • • ••• • • Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. Page 1 of 11 C D SAC Section - Main Section Enclosure Classification: Enclosed Building Category: 111 (s -1- % s) Wall 1 2 3 4 Length(ft) 57.0 29.33 57.0 29.33 Roof Shape: Hipped Roof Slope(:12) A &B 3.0 C &D 3.0 Overhang (ft) 2.0 2.0 2.0 2.0 Eave Height: 22.5 ft Parapet Height: 0 ft • • • .. . . • • .. • . • • • • .. • • . • ••• • . . • • • • .. • September 6, 2004 • ••• • .. • 8 • . .. . AE79 • •••• • • • • ••• • • • •••• . . fics • .. ••• •S • • . . • .. .. .. • •• • a • W 1 W2 W4 [Top A ��B W1 W4 W3 Front Right Wind Loads on Structures — [1.10] Copyright © 2000 SDG, Inc. Page 2 of 11 CDSAC Composite Drawing 1 A 2 D 4 B • • ... A N, O�7 -9 • . . . $ • • • • • • . . • • • . . s . • • • • . 0 . . s.. • • 3 . • ••• • • • ipso so o. • • • •• s. • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • one September 6, 2004 . • • • .. .. . .. • • • • • • • .. • • • • • s.. o Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. Page 3 of 11 { C D SAC • • ••• • • • • • •• •• • • • •• •• • • • • • • • • • • • • .• • • • • • • • • • • • • ••• • • • • • • •i A6:CF7:4 Components and Cladding Input •. .... . • •. • • • •• ••• •• • • • • Component Description 1Wall/Roof!Surface LabelIZonelSpan (ft)44rdti(ftj.Vree(s0) W 10 Wall 1 (All) 10 W20 Wall 1 (All) 20 W50 Wall 1 (All) 50 W100 Wall 1 (All) 100 W200 Wall 1 (All) 200 W500 Wall 1 (All) 500 R10 Roof A (All) 10 R20 Roof A (All) 20 R50 Roof A (All) 50 R100 Roof A (All) 100 R200 Roof A (All) 200 R500 Roof A (All) 500 • September 6, 2004 Wind Loads on Structures — [1.10] Copyright © 2000 SDG, Inc. Page 4 of 11 CDSAC ASCE7 01 ••• Wind Loads on Structures - [1.101 Copyright © 2000 SDG, Inc. . • • •• • • • ... • • • • • • • • • • • • • • • • • • • • • • • • • • .•• • • • • " ' 'S pte'mtdr 6, 2004 Components and Cladding Output= • ... . • •... • • • • ..••••• .• Component Description 'Surface IZone Iz(ft) Iq(psf) IGCp IGCpiIExtPres(pOtNitiv/4,1%6:014W - GCpi(psf) W 10 1 4 24.3 50.1 1.00 0.18 50.1 41.1 59.1 24.3 50.1 -1.10 -55.1 -64.1 -46.1 5 24.3 50.1 1.00 50.1 41.1 59.1 24.3 50.1 -1.40 -70.1 -79.2 -61.1 W20 1 4 24.3 50.1 0.95 0.18 47.6 38.6 56.6 24.3 50.1 -1.05 -52.6 - 61.6 -43.6 5 24.3 50.1 0.95 47.6 38.6 56.6 24.3 50.1 -1.29 -64.6 -73.6 -55.6 W50 1 4 24.3 50.1 0.88 0.18 44.1 35.1 53.1 24.3 50.1 -0.98 -49.1 -58.1 -40.1 5 24.3 50.1 0.88 44.1 35.1 53.1 24.3 50.1 -1.15 -57.6 - -66.6 -48.6 W100 1 4 24.3 50.1 0.82 0.18 41.1 32.1 50.1 24.3 50.1 -0.92 -46.1 -55.1 -37.1 5 24.3 50.1 0.82 41.1 32.1 50.1 24.3 50.1 -1.05 -52.6 -61.6 -43.6 W200 1 4 24.3 50.1 0.77 0.18 38.6 29.6 47.6 24.3 50.1 -0.87 -43.6 -52.6 -34.6 5 24.3 50.1 0.77 38.6 29.6 47.6 24.3 50.1 -0.94 -47.1 -56.1 -38.1 W500 1 4 24.3 50.1 0.70 0.18 35.1 26.1 24.3 50.1 -0.80 -40.1 -49.1 5 24.3 50.1 0.70 35.1 26.1 24.3 50.1 -0.80 -40.1 -49.1 44.1 -31.1 44.1 -31.1 R10 A 1 24.3 50.1 0.50 0.18 25.1 16.0 34.1 24.3 50.1 -0.90 -45.1 -54.1 -36.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.50 0.18 25.1 16.0 34.1 24.3 50.1 -2.10 -105.2 -114.2 -96.2 24.3 50.1 -2.20 0 -110.2 Page 5 of 11 C D SAC Wind Loads on Structures - [1.10] Copyright © 2000 SDG, Inc. • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • . • ••••• . • • • • • • S2ptetn 6, 2004 Components and Cladding Outp.i.i#= ' .,. • • • • •• • •• •• • •. . • 124.3 150.1 1 -2.20 10 1-110.2 f • • J • • .. • • • • • •• •• Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) R10 A 3 24.3 50.1 0.50 0.18 25.1 16.0 34.1 24.3 50.1 -2.10 - 105.2\' -114.2 -96.2 24.3 50.1 -3.70 0 -185.4 R20 A 1 24.3 50.1 0.44 0.18 22.0 13.0 31.1 24.3 50.1 -0.87 -43.6 -52.6 -34.6 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.44 0.18 22.0 13.0 31.1 24.3 50.1 -1.89 -94.7 -103.7 -85.7 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.44 0.18 22.0 13.0 31.1 24.3 50.1 -1.89 -94.7 -103.7 -85.7 24.3 50.1 -3.34 0 -167.3 R50 A 1 24.3 50.1 0.36 0.18 18.0 9.0 27.1 24.3 50.1 -0.83 -41.6 -50.6 -32.6 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.36 0.18 18.0 9.0 27.1 24.3 50.1 -1.61 -80.7 -89.7 -71.6 24.3 50.1 -2.20 0 -110 3 24.3 50.1 0.36 0.18 18.0 ' 9.0 27.1 24.3 50.1 -1.61 -80.7 -89.7 -71.6 24.3 50.1 -2.86 0 -143.3 R100 A 1 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -0.80 -40.1 -49.1 -31.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.50 0 -125.3 R200 A 1 24.3 50.1 0.30 0.18 15.0 6.0 24.0 Page 6 of 11 9 CDSAC . • ••• • • • ••• •. .. • • • •. •. • • • • • . •. . . • • . • • • . •• • •• • • • • • • S@ptep�4ir 6, 2004 • ••• •A cf -9 •• Components and Cladding Outr t • :i :•: • I •; .• • • • • • . ••. • • Component Description Surface IZone lz(ft) lq(psf) IGCp IGCpi lExtPres(psfjVN ;v/;'1Cpi ippt) 'Ne4.w/ -GCpi (psf) R200 A 1 24.3 50.1 -0.80 0.18 -40.1 • • -48.1 • • • •••_31.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.50 0 -125.3 ••• •• R500 A 1 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -0.80 - 40.1 -49.1 -31.1 24.3 50.1 0.00 0 0.0 2 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.20 0 -110.2 3 24.3 50.1 0.30 0.18 15.0 6.0 24.0 24.3 50.1 -1.40 -70.1 -79.2 -61.1 24.3 50.1 -2.50 0 -125.3 Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. Page 7 of 11 10 C D SAC MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 Wind Loads on Structures - 11.10] Copyright © 2000 SDG, Inc. • • ••• • • • • • •••• •• •• • • • • • • ••• •• • • ••• • • • . Lter•• • tbar . 6 2004 . .... ASCE7 -98 • •• • • ••• • •• • • • •• • • • • • • • • • •• • • • •• • • • • • •••• • • • • • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • . • • • • • • • • • • ••• • • • # Surface Iz (ft) lq (psf) IG ICp JGCpi lExt Pres (psf)INet w/ +GCpi (psf)INet w/ -GCpi (psf) 1 Windward Wall 15.0 20.0 22.5 Overhang Top 24.3 Overhang Bot 22.5 2 Side Wall 24.3 3 Leeward Wall 24.3 4 Side Wall 24.3 A Windward Roof 24.3 B Leeward Roof 24.3 C&D Roof * Distance from windward edge. 45.3 0.87 0.80 0.18 31.5 48.1 33.5 49.3 34.3 50.1 -0.92 0 -40.1 49.3 0.80 34.3 50.1 0.87 -0.70 0.18 -30.5 50.1 0.87 -0.50 0.18 -21.8 50.1 0.87 -0.70 0.18 -30.5 50.1 0.87 -0.92 0.18 -40.1 50.1 0.87 -0.58 0.18 -25.3 0 to 12.2 * 50.1 0.87 -1.02 0.18 -44.5 12.2 to 24.3 * 50.1 -0.77 -33.6 24.3 to 29.3 * 50.1 -0.63 -27.5 22.5 24.5 25.3 / -39.5 -30.8- -39.5 -49.1 - 34.3 -53.5 -42.6 -36.5 40.5 42.5 43.3 -21.5 -12.8 -21.5 -31.1 -16.3 -35.4 -24.5 -18.4 Page 8 of 11 CDSAC MWFRS Net Pressures This data was calculated using the building of all heights method. • • • • • • • • ••• • • • • •• • • • • • ••• •• Wind Direction 2 • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• September 6,2 004 • • • • •' ASC E7'�8 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • 'Surface lz (ft) lq (psf) IG 1Cp (GCpi lExt Pres (psf)INet w/ +GCpi (psf)INet w/ -GCpi (psf) 1 Side Wall 24.3 50.1 0.89 -0.70 0.18 -31.2 -40.2 -22.2 45.3 0.80 32.3 23.2 41.3 48.1 34.2 25.2 43.3 50.1 35.7 26.7 44.7 50.4 35.9 26.9 44.9 50.9 36.2 27.2 45.3 50.1 -0.68 0 -30.3 49.3 0.80 35.1 3 Side Wall 24.3 50.1 0.89 -0.70 0.18 -31.2 -40.2 -22.2 2 Windward Wall 15.0 20.0 24.3 25.0 26.2 Overhang Top 24.3 Overhang Bot 22.5 4 Leeward Wall 24.3 50.1 0.89 -0.31 0.18 -13.8 -22.8 -4.8 C Windward Roof 24.3 50.1 0.89 -0.68 0.18 -30.3 -39.3 -21.3 D Leeward Roof 24.3 50.1 0.89 -0.49 0.18 -21.8 -30.9 -12.8 A&B Roof * Distance from windward edge. 0 to 12.2 * 50.1 0.89 -0.90 0.18 -40.1 12.2 to 24.3 * 50.1 -40.1 24.3 to 48.7 * 50.1 -0.50 -22.3 48.7 to 57.0 * 50.1 -0.30 -13.4 -49.1 -49.1 -31.3 -22.4 -31.1 -31.1 -13.3 -4.4 Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. Page 9 of 11 12 CDSAC MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 • .. • • • .. • • . • • • • .. • • .. • • • . • • • • • • . . . • • • • .... • • • �' September b .•. ": E?98 ••• •••• • • • • • •. ...•. • . • • • • • • • • • • • • •. •••• • ▪ .•• • • • •• • • • • • • • • . • • • • • • • • • •. • • • • • • •• # Surface lz (ft) lq (psf) IG ICp IGCpi IExt Pres (pst)INet w/ +GCpi (pst)INet w/ -GCpi (psf) 1 Leeward Wall 24.3 50.1 0.87 -0.50 0.18 -21.8 -30.8 -12.8 2 Side Wall 24.3 50.1 -0.70 -30.5 -39.5 -21.5 3 Windward Wall 15.0 20.0 22.5 Overhang Top 24.3 Overhang Bot 22.5 A Leeward Roof 24.3 C &D Roof * Distance from windward edge. 45.3 0.87 0.80 0.18 31.5 48.1 49.3 50.1 49.3 -0.92 0 0.80 33.5 34.3 -40.1 34.3 4 Side Wall 24.3 50.1 0.87 -0.70 0.18 -30.5 -39.5 -21.5 B Windward Roof 24.3 50.1 0.87 -0.92 0.18 - 40.1 -49.1 -31.1 50.1 0.87 -0.58 0.18 -25.3 -34.3 -16.3 0 to 12.2 * 50.1 0.87 -1.02 0.18 -44.5 12.2 to 24.3 * 50.1 -0.77 -33.6 24.3 to 29.3 * 50.1 -0.63 -27.5 22.5 24.5 25.3 -53.5 -42.6 -36.5 40.5 42.5 43.3 -35.4 -24.5 -18.4 Wind Loads on Structures - [1.10] Copyright © 2000 SDG, Inc. Page 10 of 11 13 CDSAC MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 • .. • •. • • • . • • ...• • .•..•. • • • . ••.• • • • • • • •... • • • September F, 6 2004 ••• AE,7 -J8 •• .• . . .. • • • • • • • •• • • • . • ••. • • • • • •... ••.• •.. ..•.. • .... • •• • • • •• ••• •• • • • .• • • • • • • • • • ......• # 'Surface Jz (ft) lq (psf) IG ICp IGCpi tExt Pres (psf)lNet w/ +GCpi (psf)INet w/ -GCpi (psf) 1 Side Wall 24.3 50.1 0.89 -0.70 0.18 -31.2 -40.2 -222 2 Leeward Wall 24.3 50.1 -0.31 -13.8 -22.8 -4.8 3 Side Wall 24.3 50.1 0.89 -0.70 0.18 -31.2 -40.2 -22.2 4 Windward Wall 15.0 20.0 24.3 25.0 26.2 Overhang Top 24.3 Overhang Bot 22.5 D Windward Roof 24.3 C Leeward Roof 24.3 A&B Roof * Distance from windward edge. 45.3 0.89 0.80 0.18 32.3 23.2 41.3 48.1 34.2 25.2 43.3 50.1 35.7 26.7 44.7 50.4 35.9 26.9 44.9 50.9 36.2 27.2 45.3 50.1 -0.68 0 -30.3 49.3 0.80 35.1 50.1 0.89 -0.68 0.18 -30.3 -39.3 -21.3 50.1 0.89 -0.49 0.18 -21.8 -30.9 -12.8 0 to 12.2 * 50.1 0.89 -0.90 0.18 -40.1 12.2 to 24.3 * 50.1 -40.1 24.3 to 48.7 * 50.1 -0.50 -22.3 48.7 to 57.0 * 50.1 -0.30 -13.4 -49.1 -49.1 -31.3 -22.4 -31.1 -31.1 -13.3 -4.4 Wind Loads on Structures -- [1.10] Copyright © 2000 SDG, Inc. Page 11 of 11 Jy DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: r2 . C . - I:). • ••• • ••• • •• SCOPE: Is'i•21r3.aT►cpa .bf • '3 • /s4 • • • • '� • • • • • • • • • • .• NUMBER: qb�" "MI •• • •• ••• ••• ••• • DSNGR: i 4 • • ••• • • • ••• • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • • ••• •• • • • PAGE: 15 DATE: 4 /A / • •• ••• •• • •• • aiii�: iiiiiiiiiiii ammo it � NmaR / sxmamsammaxa %mma om isiiii mrxrxnili xc axamax xi i mumm GiM:axiiaxxxxiiaii mini...�ii ii #Xim /xmanaMexy//ammx 11k MMXP' /fir. IIMM.11.11 / //t /iii#. ■# /■ # / / ■ /MOUSIM ■i /i // . i # ■ /M###iM ■# /#■# ■#OE / ■IXi■ ■M i if ■ % /■•H#iiliMMIXI 11#11#.■ / ■ ■ / /i ■# ■# ■■ ■ ■=# /i#/ IUMMM MUMOMi /i/// i ■ ■ /i /■i!i / // ■i#Si /# ■ ###/ ■.1111.■ u■ /uM•#! ■•■i#11iu■■• /u•i11M ■••!i u■i# /■■•ui■Miui ■• MUUMMIii ii: / / ■ ■■MSIO ■ /ii#■ /i ■ Ai ■ ■#i■ ■MXIMui.. ■MUMM iii■■#■M MIU MMIXiuM• /•u /MUi11ui ■M• ■iXM..•uu#i ■ # / # ■am#i xxxxx# / /#■ xxxxima#x/w /i■ ■ # ■ /MM■ amixim/ axame■#i# ■i# / /11#11 i / / ■■ ■ximm i / ■■■ ■ ■■/i / ■ ■ ■ #B, 11...#.11 xi■#f/ ■xxxxxx11 / ■# M•■■ / u•••.. UUUUUM11#■# M11■ / uUM■ /Xii11 / /•■ /u.uiU.U■ /1111.■xxXxx i ■A iim #■■ii /=iinififi■ ■ #e ■ si ■maxamia /... u . uu • u■• MU• 11X•■ uuu• U.. / i/ M /■ a a/■■ ..0 ■i#i / ■#/ ■rr ■# //ii#■ ■i■ ■, i ■iiiUxxxxxx #UUIUUiU.' /iii%i iiiiia aim iiiiiiiiil xii ii i ■r i i�ii iiii r ■ ummi i iii roman ■u11■i ■i •X■u#■u.x•■ ■iii ■# ■•uiiiMia ■11 Mu /M11uu..•••. /iii■ ■iii 11u..••• axxxx uMi.iu•u.•..��•.•xi ■U •..uiui• ■u xxxxoni#.# ••i�rl■M• /iiiuu11u■iiii•atu /uu /iii■ /i gini exxxx iixxixxxxxxxxx i xx iuu1111■■i11 l uuuuUU ■ ■Ui/!.•MUMMOMu•uui ■11uu /•i #•E.••uu11uu i # Mu••M /MMMX••MU■U ■MOMM •• ■ IIMMIMMEMMIO •#1111# /R■•i11 ■ii•u•M•% #/ �ai�, iiCe ti#■■ ■## / /r /i /■t'/i4t��i/ ■iili ■■i /ix ■ /i# /i /i xxxxxx ■i#/i■ / /iiE#i# ■ii Cicimii: :amaxamf ':l'rl � ximamm::::: Taxmom anamm+�umussai nximam/ i�mexi •iiiii i' uiaiiiiiii:::'aiiiiiiiiiiiii : rm:. azrnam : ■i# /mmaxixxxxx x xxxxxaxx x im u /ui /#i■ ■...auui ■■! ■ ■■ /i / ■ / //}k ■ ■#i#i ■i iii■■/ / /i ■■Iiii ■■i ■i/ ■ ■i /UIUi ■ /W //i M / /!/ ■UMRU / # /ii / ■U .....■1111 ■MM ■u. iii /# ■iiiX ■ /#i ■ ■xs m!� /x ■i/ ■A /Ii■/ / / ■a /i/ /1111.#.( /ii#iimaxx ■■iiiii /i # ■i i#i/ /■ ■■#U.u1111a U ■ui ■ ■ ■ ■i ■ii/#ii /1 ■■Ni'S'iif / /#1 iivimmli ■ ■i / ■iMi■ ■ i i/!■ #11/.11 /i./i /# ■ / ■i■ Muth.. minas ■■11uu.MU• #i // i■#■ iii! ■ ■i onissimmni■ mamma iimma ■1 /R ■iii / IM ■# ■ i /.iii# /OX /i## /■ /#i /iiiii/ ■ .MiuuUUU■ #uu#UiUMMENWItiORMMI ■�rrrti ' NAMM#�•TIi#i IXOU /iii ■ i ■i / ■ //■ ■MUMXIM '#ii ■ii /■ ■// ■i■■■i#■i ■ ■■MIMMUMMI /##ti■ O i/p# // IMMEMNORMIWZ ■! /i/ i#liliNOMPUiir■ ■ / /#i UME i/ /#iii/ �!�M / ■ ■i#'a #■ii■i■•■■OSit1 in xxxXxXiXXi t /umm ■imomoir��%i. ■e"�!i # iliin f•mii4rre�/ /# / ■iHiiii#i #i /iii ■ ■ uu u.• � Mu■ ##■iI' / # / /Cigii.?j■■ i ■ii# / ■ // '! . / #•G4a"i :rr lti ■r/ u..uu ii #i .i/■ii ■/ i#ii / /ii�iii ■ i ■u•uuuu11ai'#•u•M■li /■i . a ce . i■uuuu ••ui.uM ■■■■ /i !�""!if ■.It /u I /i..ii• / ■iUUUU. ■ ■uuiuM/ xxxxXii:iuiiiiiiir is i.i:. yea &'gLvi•••••••xxxxxxiC: nnanui:i as i ii i :ian xxxx .. U UU MM■ iui11uMEMAZI� OMOM ■UMMU.UUMN ■■i#u\!M / ■MWO Maui./.. i ■ ■iii!#■■ /i/ #ii ■ ■uuM /..0 ■■ ui ■Mi /l Maui! lul iii rlt■i/ ■■ i■/ ii/ iim.#■/#/% i►: .ir..>,rtl■ /ri#i#/■iii /. i# Is i ...Min / u .•.■uux#11 '._' i■uuassmiui #i■#i /// Min!..##■ iiuu i/ ■/ / u u /Iluil• . a# auuu , ■ ;.al i iiiu/ R . I ii #ui /uuu .. ■uURMUMW:i�i #■ Maui!■/ u■■# / ■!u#■#.■■. /###ii/iu ■M /M / /iii ■I# i ■■ i / ■M■..� lu.0 ■u . 11!■■ i' ■i. ■.ul.•u ■ ■###•!•■•MU.ix ■ i/. .1 ■.i /Ilia Ii.'�ui. ■■.lulu / /:..##m ina // uu u •i11#■#ii:uui ■iull1111 iii#■ ui!#/■#■.■■ i //11/ / i./..■../ ui uuili#■ /.u## i U.aU ■ imUM Uu ■ IMMUO JI MM •Uuuia■uuMUUM• ■ ■itii ## /iuuiuM ■/ /111 / /u ■ullui uu■ !:1MUiuMi /uiu ■/uiiiMi ■uuXX i iiaii ! l- 1:iiiiii:ii # . :: "i i n I i ai i'ii a aa ai: x x ■ii■u':.•uulil ■##I #�. ■.UII. ■ /o i.. u■■ iui .. ii/ ■I�Ui�iiR ?u�utlliM� im# a ■ /.0 xamxX M uu i•.WVUIi illt u!► Jifii.';■ ■ / ■'J■#iii•••aii ■1h Till i /Ci / I ►' //.\Maui /11!11. / #u'ua/ i u Muauu i iMi• al ■■ii■ u ■u!■Iei#itut�.��u■#Mi /i Maui.. r\ u1 itluu► 1■ II4Iiu /i uII#u ■ui ■ ■i..MiUi /■iuui / a ■i mairamf!!■ ■x /u■i.0 _'!": �ri •M r■M11uu•u•a11 u /i ■Mara iu■■ •IU■■■..•uu ■aM ■iii■. ■ ui ui ## Xi.. ■ . t ■ ■■u■■• u# i.UUUi ii u�ruMf/P ri.■! ui■ iMi# ui/ ■MXIMAIMl�iiu ■..!M / /if.# //M ■# X iui■MM iuiu.ii .li# iii /# Mail /u►h!!!/ ; /uUrl( /.s ■ui /■U/1F KM/ #ilK:t 1u #■u■■■/ii.# /.i.../ iu. /iu ■ P m amoI ■u■#.iir!!■,[ win■i'. rum..■■■.. iuu ■■■i.u..wi...iL'!Ii■lui�i. ■UM /M#■/uM/ /ixei M.. i i■►�ir O i /I aMJ■ ■aI•i•u /..11I.wi..Uu•! ■■i.■r• is M■ri..■M.ri0lMii...It.4±IONIMW 1U•ri•immiOni U•iUaR 11••.•i•u I' •X■uII'u•luiiiui■ ■.I•u' ■uu►� 4 t �7 i!■i•■ ■ M iiu•11M U /illltll�IiIy Rini ■ ■ / /■aiui■ / / /..# Mmu u/ iii ■M ■ I • ■# iiiI■i iIl M# UIiui#. u�L%■■■ ii■/ iuu •ui.. •.■■.■■.• UiliPIA■tu•ili■ / /MH /u■■ ■ ■u uur / u■RU# ■ 11! 11. 1w. Ii iii uu• • ■ui•UU /"'.a /a: arm:! M/I suwI►1lUUM►EUU■/UiuXMi•..uUiuiiU u ii:;:u aiu.iiaa:NWAI Wiii:i aaai: :G UMIXI ;ii Cli•u• i aiiUaa ::: ME/ # MMUMMUM ■.iii•••milliuuu.uuM.► iUrl ■ ■u.i tin/ i. UiI MMU Muu1Gi•.. M7MlS/IlilIW...uMliuiiM / ■... ■RMii■ iii uiZu/ ut •uu#UEai' ■ ■Iu••• ■iU ■u►=e ■! UMUMMUiu.uuU IMMMUM / ENVAMO Min► /.'•uLUi ■ ■ ■MMU.i /Y /uUi# u ■ ii r M ■ / /iuMJ! / iii ■iuMU #i.M OMU■ ■ ■/ /.u#■uu•ai►`_.._■ii.iil■ ►1 /M /u ■ ■u!i ■# ■ / ■.uUiuUUMi ■Ui ■/•■i�MEUUI'aM■U•Xiauiuuu /u■u■ iii■ /l iil u11MUiii ■•uu uu■#• iuiuilri ■i• ■ ■MMMUMMOX■ ■iiuMU ■ M.iuUMMi/ ■ / i /#i u .0 ' .� iii AMRii ■U /U■iuM ## ■ ■iMi• ■MiiM■ Maio■■#■#■ uMM / / /Uiifi /IiM ifu•iiT!•.. /MUiuU•U Of u /i■ i • uU/ /1 MI ■■u/ u•• iii iliiU■ iu■ IMu■ u• i#■ 11/• u■ u ■ X . ii u/ ui ■.■U■•■iui.l'•Ua•■uUUX•i.ui•ii • /uuuuau.us. U .u•.. .iii aura.. ..a aii aaaiiiiiaRiniiiiiCiasaia:#UaMi :G°:aa USMEMM '. iG ■ ■ • 1l •�IX�M • 11/ U■ uuuiiilluuu# u• i• u• uu■i uuM• u• uUuuiuUuU uIu•••Uiuu11LIU ■us ii•.i...u...uuui •./ •■ /u•uu11•Mra ■ UUMiU.0 • ■#u ■X /UU. i i! i■■ 11MUU /.M••illU!'a•UU■u•• /XUU ■•1111 X.1111 ■ uUii / /.i • •■X11X•Xa•Ui• ••u••I.UiiM# iii■■/ i. UMU ■• ■ ■MU.i.i iiui■ M , /iIM# ■U■••MUMMOM i..i.M � i#■■ uu• ii!!!■!#• M11 MUMU/x■■ i■ uMM■■ UUUU■ u./•a ■.•!•U.••iifl11iva• /,uiu■iui ■..i■.• i • M a# •.u a u# /11uuiuu ■•i #••uuu.. ■.... ■i #./..1111■■ .....uu /U /IU■iuuuu•aua ii iUii ii/ #iM/ ■i.•uu•u■11 uii•uuiu.•u /■ /u u ■• ■■iu.uu.•/■.ia■uu /■iuulli•au u■uau#a /i.0 11 •MU Im ■i. u •u•uuu.• ■M !UU•. ■■ ■ui•■•■■uu ■1111■• / / /#■ ■U. IIIi i■ i iia U / 1 •/M i ui ...u. a uiti ■M■ ina. ■■iu.X..� a /a . mi � u ■ •!1111•u w E Uau . M• uu • u i i..a : i..UXiiMU•.GGe[ iii �1.. iu# iai /•ii. /..I�CaJ•IrTl /fi• ■#•Xu MUUMU Mii /iUUUU / ■ii iu# i i # uu.•M M.i.. ....!■P+'.1►..■iiu ■MMUUMNU ■M //i u11MUMMiMiirrlU.a...a•uu. i l�UMXi11 R ..0 uM••M 1111■#M#iMINOWI ■•• Ui■i MOMODU .U•.0 ■.#! ■i / /i.MM.i..IXImem iNXImi ■U.iiYnil im ia.F.M■uMOUXX MM#Ui■ /u••asui•u ■u•■#MUU uM11u• •u11MM11••#■M.XM•.i ■1111a UMUUMXMUU11 / MU u/•X .iii iii aM#••M■ ■UMMUMM ■.u xam mafEii.iiii# %i ii ■I %uu iii•MU•i11 • /11afUii11•o M i M#ex ##u■i /■•11x!!ii••XiEp7mpu !M•.. /#•ilsiY11i.i /i O MIA ■ERIM ••/■RUURODU•/Uiuu11i#11OMU M.i■i i iiiii i . .u..anisi:i sii........a. .iuu... I Iu..U..1..uR........:i. mmaxim a U.IURUU D ix ■ui■ Maxi. 11MM1111i11MX xxxx•■uiu ■■ # #i11ui■ / /.■u Mimi. •• • ■ii uu11i ■11xx i 11.11. ■ 11x# ■ i11i11 .11#x■x# ■11Mu• ■ ■#ii11u. ■a ■11MXU // 1111 a •11•�amaximmamaiux1111Mia•i•iMMM■ MM MAU i U Ri I i # ii ■ i i:i: ■ ■ i::i i REMMXMO 1111 #M /iuiii■#Miui XX X M UiUUiiOM #uuli i ui ai11u•■••#■•XUU / . UU■ xxM X .i a •i ## #11.11 #111111 # #. #xi11xUiaU•#iui• /uiiiu.u. /.11••.11. a i MMI` 11 i :Cii a: / I' ■■ � u mmus11 11 11 iii:::ism::i M #muumma iii�ii i::ii lid :i :� 11 i :: M :i 1malumm ••■#111111.1111 X••11 ■MU•M•UU.ii■•■ u••11. iii //•i■ 1111 /u in/ ■ ■i mam Ui•UU /UU • iim ■i.■.M UMOM!#i11■i11!!i•U##ME /.i NRIMMM• /■ ..Mini. ■!i /MUMNIX {11/ .iii ■isu / i U M iu /.11!#111111111MMINIM INIM X11 U•MININI U Rt1i =• /•..11 1 uiM# /M•. ■ u11u## /M.1111 ■ � MM EM 11 Su lam •ilia aiimixi ii mina:'.. aiii a i M % t.iummaxm amnia / •mai)lii 11u��•UUU1111 11 iu .. ■..#■..u.1111u• /••■■i•.M /•■ /uu m Mi . u/ •••.....iiiiCii... iia11■## uUU•//Ua aiu ill m i / U. ■ai #1111#■MUU ■u■■ui•u!■■•iX■■u am u■iU.0 /■M■#iiMU■ �■...#i11•••• •.. ■.11#11/• ii ■ •i .. r x UMMXI M■■##• i11ui. uM MUSEXUU■11i ui/ N NMU■ i# •i / /I it1111. MM/• ###ii11iM.UMM XXWEN X ##■u Mxx■ 11... #xxema•• /•M11UimaiuXiui //•MMU uiu• i ii■H ■ ■U /iM!■i!•ifilmminnaMi u•. XU X # .u. i 1111..•. ■ isaaa ■ 1111 i •# ■ ■ :■ t: ■'aaXi• x! ■u ■ i:.aii�iii ::i mom mom UM■■#U• Ui.iiu•#• 11 ■i•x /MM !•ii ■••••• •• O#i11UUMii •/f■u•..u11••iliiaiiiii s in: II 6 111 i aiii iiva.0 uiui •#•ii■•iii • �i.uuua:ii:i iia�'uf ■iu#: MCD VisualAnalysis 5.10 Report Company: Donald Hodgetts, P.E. Engineer: Donald Hodgetts Unsaved Project Nodal Displacements Node Result Case Name DX DY RZ in in deg N1 Wind +X loads First Order 0.00 0.00 41.01641 N2 Wind +X loads First Order -0.00 0.04 28.57641 N3 Wind +X loads First Order 0.00 0.00 - 28.6017 Nodal Reactions Node Result Case Name FX FY ME lb ]b lb -ft N1 Wind +X loads First Order -1118 -662 -NA- N3 Wind +X loads First Order 1172 -560 -NA- Member Internal Forces Member Result Case Name Offset Fx Vy MX ft lb lb lb -ft M1 Wind +X loads First Order 0.00 1245 -371 0.00 M1 Wind +X loads First Order 1.68 1245 -288 -553 M1 Wind +X loads First Order 3.36 1245 -206 -970 Mi Wind +X loads First Order 5.04 1245 -123 -1247 M1 Wind +X loads First Order 6.72 1245 -41.2 -1385 M1 Wind +X loads First Order 8.40 1245 41.25 -1385 M1 Wind +X loads First Order 10.08 1245 123.7 -1247 Mi Wind +X loads First Order 11.76 1245 206.2 -970 Mi Wind +X loads First Order 13.44 1245 288.7 -553 M1 Wind +X loads First Order 15.12 1245 371.2 0.00 M2 Wind +X loads First Order 0.00 1273 -259 0.00 M2 Wind +X loads First Order 1.68 1273 -201 -386 M2 Wind +X loads First Order 3.36 1273 -143 -676 M2 Wind +X loads First Order 5.04 1273 -86.3 -870 M2 Wind +X loads First Order 6.72 1273 -28.8 -966 M2 Wind +X loads First Order 8.40 1273 28.80 -966 M2 Wind +X loads First Order 10.07 1273 86.39 -870 M2 Wind +X loads First Order 11.75 1273 143.9 -676 M2 Wind +X loads First Order 13.43 1273 201.5 -386 M2 Wind +X loads First Order 15.11 1273 259.1 0.00 M3 Wind +X loads First Order 0.00 0.00 0.00 0.00 M3 Wind +X loads First Order 3.26 0.00 0.00 0.00 M3 Wind +X loads First Order 6.52 0.00 0.00 0.00 M3 Wind +X loads First Order 9.78 0.00 0.00 0.00 M3 Wind +X loads First Order 13.04 0.00 0.00 0.00 M3 Wind +X loads First Order 16.29 0.00 0.00 0.00 M3 Wind +X loads First Order 19.55 0.00 0.00 0.00 M3 Wind +X loads First Order 22.81 0.00 0.00 0.00 M3 Wind +X loads First Order 26.07 0.00 0.00 0.00 M3 Wind +X loads First Order 29.33 0.00 0.00 0.00 -1 -Thu Sep 09 18:17:27 2004 • •• ... • • • • • • • . • . • • • • •• • • •••.. • • .•• • • • ••• • • • • ••• • . .• • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••. • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • • x Visuat'\nalysis (version 5.10) - MCD, Thu Sep 09 18:18:32 2004 Roof Diaphragm Donald Hodgetts, P.E., Donald Hodgetts Wind +X loads • • ••• • • • •• • • • • • •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • ••• • ••• • • •• • • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • ••• • • • •• • • • •• ••• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • 11 ' VisudlAnalysis (version 5.10) - MCD, Thu Sep 09 18:18:26 2004 Roof Diaphragm Donald Hodgetts, P.E., Donald Hodgetts Wind +X bads • • ••• • • • • •• •• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • •• • ••• • •• • •• • • • •• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • •• • • • • • • •• • • • • • • • • • • • • • • • • I c MCD VisualAnalysis 5.10 Report Company: Donald Hodgetts, P.E. Unsaved Project Nodal Displacements Engineer: Donald Hodgetts Node Result Case Name DX DY RZ •• • • • •• ••• •• in in deg • • • • • N1 Wind +X loads First Order 0.00 0.00 25.97902 N2 Wind +X loads First Order -0.00 0.02 13.57887 N3 Wind +X loads First Order 0.00 0.00 - 13.5932 Nodal Reactions Node Result Case Name FX FY MZ lb lb lb -ft N1 Wind +X loads First Order -623 -398 -NA- N3 Wind +X loads First Order 678.1 -296 -NA- Member Internal Forces Member Result Case Name Offset Fx Vy MX ft lb lb lb -ft M1 Wind +X loads First Order 0.00 701.8 -235 0.00 M1 Wind +X loads First Order 1.68 701.8 -182 -350 M1 Wind +X loads First Order 3.36 701.8 -130 -614 M1 Wind +X loads First Order 5.04 701.8 -78.3 -789 M1 Wind +X loads First Order 6.72 701.8 -26.1 -877 M1 Wind +X loads First Order 8.40 701.8 26.13 -877 M1 Wind +X loads First Order 10.08 701.8 78.38 -789 M1 Wind +X loads First Order 11.76 701.8 130.6 -614 M1 Wind +X loads First Order 13.44 701.8 182.8 -350 M1 Wind +X loads First Order 15.12 701.8 235.1 0.00 M2 Wind +X loads First Order 0.00 729.9 -123 0.00 M2 Wind +X loads First Order 1.68 729.9 -95.8 -183 M2 Wind +X loads First Order 3.36 729.9 -68.4 -321 M2 Wind +X loads First Order 5.04 729.9 -41.0 -413 M2 Wind +X loads First Order 6.72 729.9 -13.6 -459 M2 Wind +X loads First Order 8.40 729.9 13.69 -459 M2 Wind +X loads First Order 10.07 729.9 41.06 -413 M2 Wind +X loads First Order 11.75 729.9 68.43 -321 M2 Wind +X loads First Order 13.43 729.9 95.80 -183 M2 Wind +X loads First Order 15.11 729.9 123.1 0.00 M3 Wind +X loads First Order 0.00 0.00 0.00 0.00 M3 Wind +X loads First Order 3.26 0.00 0.00 0.00 M3 Wind +X loads First Order 6.52 0.00 0.00 0.00 M3 Wind +X loads First Order 9.78 0.00 0.00 0.00 M3 Wind +X loads First Order 13.04 0.00 0.00 0.00 M3 Wind +X loads First Order 16.29 0.00 0.00 0.00 M3 Wind +X loads First Order 19.55 0.00 0.00 0.00 M3 Wind +X loads First Order 22.81 0.00 0.00 0.00 M3 Wind +X loads First Order 26.07 0.00 0.00 0.00 M3 Wind +X loads First Order 29.33 0.00 0.00 0.00 -1 -Thu Sep 09 18:24:39 2004 • • • • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • ••• • • • • • ••• • • • • ••• • ••• • • • •• • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • •• • • • • • ••• •• /9 • • ••• • • • ••• •• •• • • • • •• •• • • • • .• • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • ••• •• 20 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• 21 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5801 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 • • ••• ••••0 • •.• • ••••. •. • • • • • • • ••• • • • • • JOB: f' : •. ••• •: • • „• PAGE: 2,2, • SCOPE: Facx:I< "1:011 � PareAbr • •• • • • •• • NUMBER: o.4 . • - •.. • . • • • : • • . DSNGR: 'plc/. 4 . • • • . . . - DATE: '4/4'44 : :. .. •. . ■tat _P.NMI TMMt!Mel 44i4m0104440at00t 140nu ummummt■it! ■ltneat■■ mumns40040Lmom i■■k ■ t ■it 004Lrri.14w ..00mAza mma..4Jmt■t■It■ 44.40 ■ti ■ri 4044 ■a■tma ■aa ■0400400E■a■a ■.■004440■ J0170,,k40a a* 444444444 E444M MM440 4 44 % mtinnum44404 4 000144 0044 41100 4 E40a40EEEEMOi t ommu ttt0t4 ■tta4H4 40 ■4. ■4400004000400400000400 ■00 0000 tt044,411 taxami4aE miniEEa4 0044 ■01ManES■tta�nt00 000aaaasiTh 0t ia 1 000 /a nomiss mmatnx40t ttt44014=404at.iiO4400a4ttt ■t 44000404t 044000444=0 ■aaatta■0t4at4a0 *ai i4t.EE..E.s _ 4440044t4EMa4EtEO# !4.an040044EEms0a# tat■aiit00iia0 ■00a4aa■at40i it0i 4aa4ossumm ■lar.a% r Ao /t ��t :a"!% .7. 11moia ■ait0t ■0 ■aa 0t ■#4■aa0004040 0 ■00 4ii ■i4i 44 4 44 smoommumitii uM a ■ mnsuma � 4040 iii ir4 4iiai ii 40440 ti ■40004400 ■EE*■ 4404044E.440 ■aa0 i ia000taa 0,444 ■ 044040E ■4140t0t0a4a0a4a0itt04 smumm0at44400 4it00moRm04 040040400 . p•mmu mommu/Li `rsmomm mplo4 !4■m4vmtaa040 ■0a0a04000a444 tt0E0EEE4Eta0 411041IC .' 00 L,:l =/. irte ►). OJ,fi:%m3akr:Ow i#a e..-4 a 7,M4000a ■ ■aata■40004000a Ms4 iM4 sso 44 04M ' 44 m44 444EasaMi/Eirta■ 04i %i■0imit■0aiit0at ■f�a imsv �� C � . E..iMa4■.taaaai tE *MME.tt.EMliaa44 *!i■a ■sit 4000■ EM4M4iM MMMEMOM■MMEMMMMMEMM I0■0E %1OOMM ∎ MEal[ OS M EEM MI *M04 4 ■El 0444. ■aE4Mma 0iO40•00440a4L rwm0mumoi \111•m4.■ml1moviaaa40.11■t/�mm iatM4i ■a44iE4Ma 444Mi4■ M ::=i ■� i iM OMIMMEMi MMMEMO MESS MAMMOMMIM∎0 IMMIMMI IMOMMO MMMMIM■iOMM 0 *M0a ■40 #ME atE4t44EMEsat ■ 0.4004040 4044400000musu um04444aataa■aa0040000 0004 Mai aaatE4 4iM munaMMMMaam..0ia4 ■a0 mumm0ao00amaa a a■Ea4s■ MOa4a M44i ia0a 0 EME ■ nnumm *.l m ■0ME nnsum 041! mwvi/1 ■t■t'!7E moss • umni 4M *m■ as=aa00a E0a.04$UEEEt a i T•�Z`?' -•r ntouti'•�.', aG/ , 'c a..`ssLr ..1 f • � amilm Emiroi + >T� to '► !• 3 sioit0M. 4#aa. M4 *E•Maa0 411000044444m t E4E0 000.0044 ■0 4 44000000. ■ ■00 ■ i4za:14 444 t 0010000000■aa ■004Ea#00 .aaaa *E00*4aa■4E ** w ■ OMMZ!�f/ M4 f C 2:'.1 L'Jt: a 71 MMOG2 .0 I iaaaataMEMMEM ■■MIMEMMa!a MEMM 0000000040 anassavaiaaaaa■ ■ all atataimaimm0a0 ■siita ! Kali /ta0tamm0taaait0a0taataa00 0iaM0tiEEt ssaota# 0 4 is E* ai taati■■aitaia0■4 EO t ■■04aaia■000laaal0000000n0a 444s4Ma4444 0 a mns M: 40040 00. '� 4eg nam . % i. e ..\i.. a MEM 4 t 4.0404 f mo MPOM0MMMO WIM MMM MIMME s E ME M M ARM EMM UMM PWI M MEMEMMOMMOM M UME! EE00a EM m t ■M0i7EiVI 7c$ 0 / f ■•h 10t00RS0 a '=t:;' ■■0 \0000 a t . \0 tii0 j ■..jf��« ■a ■0a0i0a0 tt UM E #44 i MOMMEMOt WS OMMM■ ■�VAMML . a m gil�f� u ■0 mmnti 40aiui000 ■a0 ■aauuu00•aua 04080m4 i4MMMMMM M0 i MMUMM ME ■ mmOM IMMENMSMOMMEMMOMMMOMMIMMO M M IMMEM 40a#Ea#*OMMM40 4s aa4 ■Maas■! is 4440EtaE.ESai40aaiE0a0 10 4t INM M■ a■iii E44tilMMEE 4 ■Ma44 *EM00E■EH 0MMMOMM4 OMMMMMOM is4EEt4MMEMME40 Ea ■*MMMEMMEMMEs M MEMMM aMMM4 l 4 44 ii RME EEEMas4t #a. tUMMEMM t 44s440ttMMENOMMO 0000004 .ltraattaaMEMMOMMMMUMMXX AMMUl ■40040400 iaiO4400a4ataaaaa ■/0 ■ 0a■44 44 44 0 1m044 4 4m440ti4 00444m i insommina0t i ■ammams444a44E..0 0� 44ss4 * ' 40 sa00MMMMUMMa0M00aMMOMMM OM0 i tEEEEE.i*4a0 040 ■ 00MMMM00 =0i ! 4 siai o mamma ■ ai■ati ■000000000.404# 04 040 * ■ itttt4ti*iE i i*iM■ia ■t* MlttEtiE M ? ■ MMTMOI7M_ . MMW RnMEMtEassEtt a4MMa0MOMMEMOOMMa4MM0 i40i4atMtaOEM MWMMEM400Ma!■aaEEMOM a■0 iZ►al10G11,�5 , 4400 =00000 tiit0 a almmoaaa00Mia miry 0 M0■ 0000 ■00!440 ■!!!a■ ■i:4 mi t n■1s■0 ■o ■■ ■s as nimirii■EEa4nsum00440 004004ESt.■i■t■iM40umm0404 0a0040000iiiiiE0Ea0aE0EiO4ia mussnm440 eAlia zii! sraha immanaaaa i 1004smo%am 4 lmmum ensmssumumisia mum ummanumm 0. 04044E ■44.t 4 tE 44i4444 4 4444 . sM �a4i44 # 44 40 00 4404444440 04044401mO ■� ima04044 ir 64404 0 m 4000 1m021644 mutzir0 T,A.0amwww mi �00ai0 0sa #00 .M.MMM44 E 4 c. tuY._.,rs ur�■ = * a4L ■at� aaa40114 a # •0iii • M EtatMi. E 00 � � .Mat0E0 41�4111kMiaa0a0af ■i a ai4t0000EE i4■ sE 0aM4NSAM 04MMt0 4M i0i4JaaOM4aa04s44a0 ■t0a ■44 ■04 MEaiiaai4 4 ■aaat04 ■■asaaau■4 MEiO *404M4tatEMMOMt MMMMOMMt■■*0■i4t■0.400■■■■• iais% 4M.M44E Oa ■EE4a04E ■E S�M 0E4EEEE ■ E. 4.ttaEi*iiaE 0 tt0aatta4aa00aiE0a4i4i s 0a4 i 0t0ataat000000t00 i0 !a0 .40■0EE aaa■ Ea*0*a I M 4iaEi400a ■SMMMOM0a ■4Eai 4 #MMEEM■MONEMUMMM44M44 4 ■MMM0E0 ■0■ 440414104440044044444004444 a ia E44a444,■0444444000E00i0 omminia0■a0sam0 ■4oaa0a ssMMMMMEEii. MM44Mi44M4■04MUMOIMME MiM44EMa i Ol i0 %ii% ■Msi0MMOMMisiri4OMMEMMOMEM ■■MMOMMEEEE 04004 aama04t4smniuma at04Ma■t aaOE 0 . 0s40 4E0t MMOMMOMOMOMMOMa ■t■MEOMUMMM 4MMM 0a04MEMMMOMMIMO MM 00MMUMMMMOMMMMOMMMa4M4 4MM.4E■ MMM0000MMast M M∎MMOM0■ s0. ■a0M4MMMMM ■O MME04M0■M MM4ta0MMOMMIMMa4M■ ■ti4M ■l 044E 44aMOMEMMi4. i44004M0s0aaia ■4 ■10a0M0 ■44aa0EMEMMAMM0o immum 444 414 a 44 44M4444444 �■mumm •i0alsa ■a4aamoff00 %iii tiliri� aiiiisis004 MIMMMEMEMM #EMMMOMMMEMMMOi MOME44Mait E#MMt4 ■MMEMMMOMEMEMMaaMEMM EMMUMN#E MMaEM04ai ■0a 4 EM0a4M0i iota aiMMMOEi4H40EM■ 00E04iaMa4aEi4MM4 ■00t01i4M0a400E4ia44M4a0a EEEt04E0 iM Ea ■EO.ta■ta MMEMMUM EMOSEM■ ■EsaME00.■t*#. 4 MEO40a0EMMEMM M4a0EM.Ma■M. EMOM4 ■404440100 M M MMUMMOM MS. 0.M04 ■MEMMMO Ma MMMMa404MM �i MMMMOM ■4aa0a ■0 MUMMOMO 000000 44 444044;0 MUMaat i a 4 MMOMMMUMM 44i4M 40 .MMi■i.4Mtaia■ ■ ■s4ESSMst #44 ■4 t�saM M MM 0!04_00 OM ■4 iaa�aMMM4 0440000 MMOMMOMMOMMOOMMEMEMMO ■ 0 i !E tat Et.iOMt a4E Et E 4EE a ■M tt t ■0■EEM40EtiMMOMME ■Eaaria4a*4 immansma0Ett E ■mummoaa44sittitiaa ■Mt4t i 0a0aai0a40 0 04�Eaa ■444 aims* iiai ■amunum w mEEO /44!0 i i ■ta0a000sssom 0aa40M 000044 4 EMMOMO■44 ■.a ■ ■0 400E is OEEEaHaEHmta iaa ■ inunu ■004#4EM44MEastaammaniamisM4E0 ti4tiia0a *4 ma0i40amisa■i 4 MM : poE44t iii a a u ��■ l iMi ■ 4 ■ s� M s i umminsummaiitssissiismanu 4 i i m!i aaat04E 4 ■ M ME4 i OMMM t � 0404444044000444 EE. 444444. i s # iMiM OMM O M IMM M 00440•04040 44 4 ■ � a a 40 4 00 ■ ■ ■��4 444 !044.0 X Mai M E 4 4 4M 4 4 t4 44 MMMU4 4 a 4 E 40M ii O OMMOMMOMMWM 4114 # !444 4 4400000l i 4 0 i004 4 ■O Ai4 i Ya4 40 4 O mumm040 s M i EE44i t040a0a ■ s4440 4 n 44m04iaa■ummua0E0aO00a i■ 4044i �■� ia4 44 4 4 4 ■M a 44M E4E4 4ii4• 4i0i014 a# 404E4444004EME 4004.4 Mi4 ' 01 4 444041 ■ 444444444444400004444 0 !4'0 Imam OREM 1100111010$0410000040004 a EMt E 4EEa 40.4 t4444MO E0! M . OMMOMMOMM 0444E a .0t0 O Maa.R 40000!! ...000 0.00.4..0 ■Mats Estis04a.440aauiMUMMiusasa.E ilk C 1 l4C OMUMMM. 44 044 :: � ■' 4 4:4404 � 4. , aa t i u aMMOMOM: MMOMMEu.0 MUM sawn a i 4 11 E 0 M 40 4a4aOa 0 MOM sa 0■0444♦.4114'sMOM i 4 0i 00 iiM OM M0 si0MM M M 44444= i 04040Mam■ ■4 a Mim M '4 4 ■ ss 4 i ,4 44i s i 4 E ■ 0r. .E 04Ei0M 4 # 40440 440440044, 4 444 i41O4 00004 ■ E ■ UMMIMMMOM fa E4Eia00E ■ a MUSS 0!04!!0 4504.0444110040 ananumm E E4 � a■■a�.t �+ issi EOMO#i a mew aM4 SIMM 4aai0 a MOME0: E■EEMEEM40 M � 4 �� [4EEEEE444 0t t E MO E.i uia EE# at i EEtO MEMO= MEMO= a 044.■40 11OM. i■I M M 4 0 E ME 400 4 444444=444444004404011441444,0444 40aa0 ■ia44tssatui4.iiauut a 0MMOMM #s.a0M4444MUMM tEMEM 00 OMU _j{ Oa4 • ■44404110 4 0 i�.a41 _ i 11 0 E004 i 0 411 s11i M Y O N s 1 4 1 • . .0 i MMM I4144M 11 .1 JIM 044 MUM. 440# DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 JOB: 1YICDA SCOPE: NUMBER: o q -af I DSNGR: h AJI4 • ••• • • • • • • • • • • • • ••• • • • : •• • ;• .•; • • • • • • • . •,� .• ;- PAGE: • • • •�• • • • •• • • • • ••0 ••• • • : • • • ••• • • • •- DATE: 0 '7 041 •• : •; ; • ; :: • fy • • • • • • • M ■i ■MNira Put IimP∎ ti ■ ■■ ■ ■ ■ia /Ei # ■! ■ # #MO ■ / ■iM ■ ■#■ ■aN ■l7E #�tAYI ■�i 7t! # # # ■�1 tRtt ■ ■ammAx; � ona& guaRIMt ■ ■ /■#■■■#t■■ # •■ g rit #■t ■ ■ ■ ■■ iiia■■■' i■ t ■i #i ##a■stn!!t ■ #�f ■■rmarr!?■!'r armall!Otis MMI N IM Xaaiu% O•r [4l r1L — . ixil S } ■ mdk 1 M Ii N l a la s oli■ ■le rsi anR laa ■ K# gam MX ■ ■i /1i it M■ MXEES ■ ■aaMOWaammervaallmf ■OOiM ■ ■ #■�Mi kaamMENWINan� mill �Imila amaaanila ■ #tt ■st■ ■Ma ■ ■ ■ #■X M/; : /aNit ■ _ a lramarM •� ?i r-i p 7g ■OO■■ ; L`t:.IbJS.'k " L�!■t:'aZip 'P'°• 3� J tmald%m ��1[IYtilltt /! ■ #a ■ ■# ■tit /lit■■ ME■ MiiiE ■MMM■MdM■■ /ai■MNlMNiiE ■ �MMEM■#i ■M■tM■OMMO■ t! ■■■itit ■t■t/!■t! ■!t=ilt ■ ■i ■it■ /! ■■EEVm■aaammei&A ; i E ■■M ■ ■rE ■ ■ /! ■ ■ ■■1i■■/■w■■■a■t■■i#■■■■ !!n■ ■■ ■■it!!t! ■■ ■ ■ ■O /■ SERE■#! ■it#it ##.■ ■ ■■■ ■ ■ i i ■■ ■■■ ■■CIE■■EM■t■OM#OMEE Ma ■Ma■■MIMMEMO!■E ■t■ ■■R #E■■#■■ ■itEE■ ■■ //X #RRR ■ #R /lIREX XXXXXXXXXX X11 MX XXMIXIi i MOO Miii i XIMMX M NXI MUMNI PSOM OMMUMMUN MIME MXXXX MMUMU ■ #■ ■•tXw1J11110 ' ifindgM71.41i� ki Vt I',NcEil ;.i .2.i•• !1Y11i1I LXX ■■i rt.:aXXXERXi■ti ■X ■ ■ ■■tti X !t ■ it /■R ■i1 ■ #ima # #!m E ■ ■■ ■cif/ ■ ■'n t EM t l /!#lift! ■ ■ ■� liSEi'iiiti■ ■r■ ■ ■ ■■E!#■■■ #■iiE■■■ ■i ■t ## ■/■ aaammammasammaimaimausaananalamalarnallaThimmansaammaaa 11XXr: ii X i lls \�11X �� ■■■/r MME ORN a MORX XIS O AORMUM tlM tll■ # ■■■## i XXXXll nnEnN ■ OX11lrramaama /mend maaam ■ %ammamarnaa/le aramalma� i :X r#MMt # ■GOON■EMM ■X MR a■ OORi■ ■iI ■ # # ■MIUMMit ■ ■ ■! ■ ■ XX XX r ti SOSUMMESi1 ■■R ■ ■ R# ■t#■■ H ■ XXX i X ■ r % i rIrri%rlrIrrrr! ■■ i rr %■ XrXX OX ■ ■Xt! ■M■# ■MM# #MME ■ MEEMEEEMMOO■MXMOMMO #] INOMMO /R■ ■t!■■MMUNSi UMOMMIXIMOi MSMMOOMMM! /#MONO a■ ■O i■ ■Xi ■ ■ ■ # /■ ■ ■i tt#i ■ of IX ONX■!#■■# #t■ ■E ■t /M ■■■ttttf>tt■ ■■ rain XXX ■ ■##O■a ■ # #t liit■#t ■MIME/■ ■i!■Mt #E ■I ■M ■ /# ■ MEMORM #MMMM MMON ■OOOMtN!!!Mt /!ROBS !■!tE #!IEEE #t / ■MMMMM /� / ■Mii ■■ / ■ ■ ■EEOItiM ■i# ■X■■■■■ t ■MM ■Ml ■ ■!■iMt ■MEM X ■■OtOO■N#GO ■ # ■ ■ ■Mt ■MEi ■iM ■ ■i!■MO■# ■OIMUMM ■t #i!M ■ ■E ■ N EMUMNIMMUM ■M!M■XE /i ■ O I NI /NOOIOatMOMMUMU ■a ■ttOMMO E ■■■ i XNMO /t ■EX ■Er ■iwMMXXXI #III M ■ NSUMMMMM■UM ■■ ■ ORE #OORIi! # ■ ■mMan XE HERO M #EOOt#t ■EM# UM N � X i ■ r tE E■EM #■■ ■N■ O■ MME■ t MME#■EOMMMOMON ME MEMMIX X N11XX11XXr MO rrrrrt■iIMU i%rXrrX XXXXX rfrrrr E ■ ■MNX amma aaamsmamma i rrM r i # rM i ■XXX11XX % # • rid ■a ■RIO■ ■mE #E M■■ /t ■O! ■■■EtOlalt! NIOXX ■t■ �M■ ■M!■tMN ■t■ ■l ■ ■MM11#MMO NMEMR ■iMMX'MtM■■ i ER■MEE ■EiaM ■Mtt■EOO ■tMOl i NEE■ ■O ■MM#■■■ #M MREMEM EMtaIM■■MOM ■ 11 E ■■O■MMMM aE#■ ■MM■MME UMMI ■OMEMME■MMMlS■■■■OMO MOO M ■ ■E■■■ #MOM ■MEtil■M ■ ■ ■ #MEM MU ■X iE ■MOMM■'MEOMElX ■M■ ■M■MMMiOM M M EM:Xi /rrrXrirrrrMMMOMMUMSEM # UORMSOMMMONOVUMMOM irr Mi# M ■ XiMMt l■f1N II rirrrmar r ■#■ ■ �n t rrn■n ammama M M■aEMMtM rrnrraa■ pillaurimrrrerirre rni itiEttEMMt a ■ ■ t � iEtt / ■ ■ ■E!i EM■ E■ lXtiMM ■E ■■■ Er #iEO ■INtE /MM ■EEOa ■O MMtMEMM ■tiSM #EEOEMI /ttttt ■M ■OIrMERMIE ■ 11M ■Mt /M t ■ ■■ MM X�XXMalmann saMmala ai r *larrYrrrawassmianas arl llaala t r r r r r rirr M • ∎rrr� %brit∎ ■ M ■ M■■a M ■N■ ■ ME■MEM■E MM EME ■■Et■! #Mai EOMr ■ #■ / / ■ ■ ■ ■tM■X■■MtM # ■OMai ■!i ■ii M iX / ■EtIO i .M • r mrXlMl in ■O M OM MRMM ■ XX X X ■M O NISM MMMM ME M O■■tr tt!■ ■ ■ ■ //MlEMMa ■ ■. M !■M t X #M ■■ ■ / ■MM ■E ■ X r /iiOOMii /OM r ■t!! ■M #tttM EROEE■ ■EON ■ttEMM /! ■OEM u ■ #aMrM / ■ #� MMO ■ /i #EM ■O lO■ /ti MSiiIMOM!#MllaiM!■!t■i i■iililEOl iiMEtlttM MONOM XMINI XXXIM rr rllrI M ■ !ll ■i # r ■NOM #■M■a i MOM SXMMUMMU MM OX i liti rtir ' ■ XX11 NUM X M IN rrIXX MEM XXXX RO E 11ra :: a VO MEMM11:rrr EM • ■M■■# ■t■■ iii■ M EMM O EM■ E■■■ ■Ei ■ ■Mia ■■iiE a mm am ris11rlmanmarna lai ■ ma mXirlrmOsama ammamag t / i ■EOIMtt ■a ■E O■a ■ ■ ■ NRM■ !■ M Nir ■ 111111UNN M EMrrrr r lME M E X ErXrl=i M i ■M i niXEM OMMUMMO N rNUMMOMMOM M E # lanana ■ ■O lif ■Mti N■ii a MaiXEMmaa O■ ■ ■ ■ ■i i ErlXH : r M r Xr ina lr a irXa■ i maala EE ■MlttMaM ■ ■ ■ ■MMMMMN ■E ■EX� ■NMOME MM■ EtEEME#■ M��a M ■irMREEE■iErE■tMEii ■littt� #iMM M ■lMIMME XIMMORI ■umUMOMllXllrirrUMMU l M IiXXXXiri %Xlt11Xir / i E i it lXliiXil\ilXXlil li % O■! tt REMMUME ■MM■■E■i ■M# ■ ■■M■■ ■t /XM #M ii i MM # MME MEMEMME ■#X N ■t itMUMEM ■i ■UNWOMMUMMOMlMli MOMMaam X anaml maimum Xr ■ii i H aname O iiEM M al lananEXXIM I m Nmaaar�amma m XX1111MAWESN IMINOM ::r UMMSUM11 a� irXMOrXXMMXlMXOROM ■ OMUMO \XY ■ a ■ lMMX rril XiONNOMMAXilX11rri lri E #iM■ ■MME ■Mlti R ■EEE■MMMMt ■MM ■M■ XXXXXXXXI Xu %.XNMUOUN ■■ NOMMUX X iti li■ E ll ■ :: XXrXsE■r#rnnaNONUMENNOMMEaanal a% OEM # #Xi11iil X iM it a m aa a X room X lr Mia ■MN■■EE ■aaam■ ■MM# ENEE■■#. M ■ ■a MiYmuum MO■M■M �i ■ ■M ■ X XX X X• :X : MM rXXX M UMU MM XlrI i EMO■MM r MM MOX X 11X UM W SEM MOMMEMXX X XX 11XXX X X X X X Ma MUM ■Ei■ i#MMMMOMM#■■MMMXIOMMXME#M■X i ■ MEE■■#■##■■ O ■M■ r ■M Man ■ ■EMM ■ ■M11E ■■EEOa∎NOrnM Ma ■ MOO amnia ■ ■ ■a /iiii #ia ■laapill i M RX# ■MNM■ i ■M M X XXM ■ ■ ■i ■MMMMOiilii■iatiN #t■■ ma a r laE aMNOR ■ ■i ■ ■ # ■ ■ ■EiMM#t i fE XX i M ■Mltl■EMi l X OMONOMNMMXlNNNEM ■t■a maa∎ MUM= III iX DEEM ■M ■■MMM ■ M r X SaaMaa #MtlMM #MORNMMtaaEEM ■ ■iiiM ■ai■i ■ ■MaaMOMM ERNOMMaa aaaRi ■ ■R ■■OMil X M ■I E RIanaama XXXXa\rX aaaaam11ii mom • Xrr # # XXr11r E X 11 1111 X X XXrrX11X :r ■ ■ , t t X XX rr r r H iiM X X XX Xr;X U U MM X:. X X X ~ M iXlirrr�AXrrXXiXiX11 #R1l rXM OMiii�irMHR t■■#■ iiiXl ■t i MX ilr11liiXXiiiiriaRar XX " #XXIMM `i X i # XrXX r XXXX XONMNM■=MSO ME E■■MY■XXXXX a ■ ■■ p X ■ X XXXXr l■■ XMi r m X X XXXX MUM N#X X X M M■ a E U r ■M a M X M X 11 XXXi XXXXX M alim11XXXXlaaaMOMMaiamX ■i/M M OMMOMU MM EM i XXX X MM XIM 11% i #i ■■ NOM##■■ i■! E /Ra■OM # #iE #X IMMUt■XXMNMX ■ ■iMSiMN ■ ■ ■t■ ■ EE iM ■i ■ti ■i ltiMEM Mom X. XXXXX ■ M I M M INuXX X:. XX ii laa 'XXsu #MMM.X XX J._ Lai ! MM ■aIii■iUI U U ■ M X ai RUIir Mm AnalysisGroup 2.5 • • • • •• • • • •• • • • • • • • • • • • • • • •. • • • • 20.68 K 15.52 K 9.487 K ' 9.487 K -1.730 K 1.175 K Rigid diaphragm analysis Story'lietgllt ;- • • • Minimbini'�ccepticay :0 �, Defaatt g 2aK$f; • • Default G = 9 Ksf Center of mass X coord = 35.3 ft Center of mass Y coord = 25.2 ft Service Cases: 1) WIND N -S 2)WINDE -W Factored Cases: <none> Story deflection (X- direction) = 0 ft Story deflection (Y- direction) = 4.166 ft Story rotation = - 0.0176 deg Story torsional moment = -551.9 K -ft Center of Rigidity X -coord = 40.8 ft Center of Rigidity Y -coord = 20.3 ft Wall 1 - Wall # 1 Horizontal(X) stiffness = 0 K/ft Vertical(Y) stiffness = 6.77 K/ft Coupled stiffness = 0 Kitt Wall 2 - Wall # 2 Horizontal(X) stiffness = 0 K/ft Vertical(Y) stiffness = 9.08 K/ft Coupled stiffness = 0 K/ft Wall 3 - Wall # 3 Horizontal(X) stiffness = 0 K/ft Vertical(Y) stiffness = 8.16 K/ft Coupled stiffness = 0 K/ft Wall 4 - Wall # 4 Horizontal(X) stiffness = 3.79 K/ft Vertical(Y) stiffness = 0 K/ft • Coupled stiffness = 0 K/ft Wall 5 - Wall # 5 Horizontal(X) stiffness = 6.21 K/ft Vertical(Y) stiffness = 0 K/ft Coupled stiffness = 0 K/ft Wall 6- Wall #6 Horizontal(X) stiffness = 17.9 K/ft Vertical(Y) stiffness = 0 K/ft Coupled stiffness = 0 K/ft Wall 7 - Wall # 7 Horizontal(X) stiffness = 8.27 K/ft Vertical(Y) stiffness = 0 K/ft Coupled stiffness = 0 K/ft Wall 8 - Wail # 8 Horizontal(X) stiffness = 3.79 K/ft Vertical(Y) stiffness = 0 K/ft Coupled stiffness = 0 K/ft 12/07/04 03:46 PM Z. L Pier Widthaleight Height Force Stress OTM ft . ft:.: <: 1:' :1411° .44 -ft 1 212'1t ; Z3. 03. • ..27 '396 2 5.92 5 - • ••• ••• 46.5 3 5.67 5 8.775 2.31 43.9 4 11.1 5 19.73 2.66 98.6 5 29.3 3 37.81 1.92 113 Pier Width Height Force Stress OTM ft ft K Ksf K -ft 1 29.3 4 37.81 1.92 151 2 5.92 5 9.309 2.35 46.5 3 5.67 5 8.775 2.31 43.9 4 11.1 5 19.73 2.66 98.6 5 29.3 3 37.81 1.92 113 Pier Width Height Force Stress OTM ft. ft K Ksf K -ft j 1 27.4 4 33.99 1.85 136 12 3.84 5 4.928 1.92 24.6 3 6.17 5 9.872 2.39 49.4 14 10.8 5 19.19 2.66 96.0 5 27.4 3 33.99 1.85 102 Cantilever Length = 21.7 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Controlling Load Case: WIND E -W �s AnalysisGroup 2.5 Design shear force = 33 K Horz(X) Stiffness = 0 K/ft Vert(Y) Stiffness = 6.77 Mt Coupled Stiffness = 0 K/it Direct Shear = 2820 K Torsional Shear = 4.830 K Overtumlg Moment = 398 K -ft Deflection = 4.880 ft • ••• • • • • •. • • • • • • • • • • •• • • ••. • • • • • Design shear force = 31 K 4 Cantilever Length = 29.3 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Controlling Load Case: IWND E W Horz(X) Stiffness = 0 K/ft Vert(Y) Stiffness = 9.08 K/ft Coupled Stiffness = 0 KIR Direct Shear = 37.81 K Torsional Shear = -4.708 K Overturning Moment= 454 K -ft Deflection = 4.188 ft 1 2 ft 7.59 16.6 ft 5.50 5.50 ft 3.33 3.33 Openinc x y Widtt Height ft 5 5 Cantilever Length = 27.4 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Design shear force = 399 K Q x z n Controlling Load Case: WIND E -W Horz(X) Stiffness = 0 K/ft Vert(Y) Stiffness = 8.18 Mt Coupled Stiffness = 0 KM Direct Shear = 33.99 K Torsional Shear = -0.122 K Overturning Moment = 408 K -ft Deflection = 4.188 ft 1 2 ft 5.50 15 ft 5.50 5.50 ft 3.33 3.33 Openinc x y Widtt Height ft 5 5 12/07/04 03:46 PM 2; Pier Width, kleight Force Stress OTM ft %p:.: ft C: r•Ktf• K -ft 1 15.7.4 ; ; t ', 0,90 4.749 '23.7 3:7.9 2 6.17 5 3 6.17 5 4.739 1.15 23.7 4 15.7 3 9.487 0.90 28.5 10.3 8 9.474 1.37 75.8 5 10.3 3 6.047 0.87 18.1 6 15.7 3 13.94 1.33 41.8 7 15.7 3 13.93 1.33 41.8 18 15.8 8 17.23 1.63 138 i [Pier Width Height Force Stress OTM ft ft K Ksf K -ft 1 27 4 15.52 0.86 62.1 2 3.34 5 2.782 1.24 13.9 3 3.66 5 3.265 1.33 16.3 4 10.3 8 9.474 1.37 75.8 5 10.3 3 6.047 0.87 18.1 6 15.7 3 13.94 1.33 41.8 7 15.7 3 13.93 1.33 41.8 18 15.8 8 17.23 1.63 138 i 'Pier Width Height Force Stress OTM ft ft K Ksf K -ft 1 62.4 4 45.09 1.08 180 12 6.17 5 6.976 1.69 34.9 3 6.17 5 6.962 1.69 34.8 4 6.16 5 6.962 1.69 34.8 5 6.17 5 6.969 1.69 34.8 6 15.7 3 13.94 1.33 41.8 7 15.7 3 13.93 1.33 41.8 18 15.8 8 17.23 1.63 138 i Cantilever Length =15.7 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Controlling Load Case: WIND N -S AnalysisGroup 2.5 Design shear force = K 9`7 Horz(X) Stiffness = 3.79 K1ft Vert(Y) Stiffness = 0 K/ft Coupled Stiffness = 0 Mt Direct Shear = 9.487 K Torsional Shear = -1.175 K Overturning Moment =114 K -ft Deflection = 2.500 ft 1 ft 7.84 ft 5.50 ft 3.33 ft 5 Openinc x y Wide Heighl • • ••. • 0•0 • • • • • •• '•• '• • • • ••• • •• • • Cantilever Length = 27 ft Thickness = 0.67 ft E = 27 Ksf G =9Ksf Design shear force = 1552 K Controlling Load Case: WIND N -S Horz(X) Stiffness = 8.21 K/ft Vert(Y) Stiffness = 0 KM Coupled Stiffness = 0 K/ft Direct Shear = 15.52 K Torsional Shear = -1.730 K Overturning Moment = 188 K -ft Deflection = 2.500 ft Openinc x 1 2 ft 13.5 21.7 ft 4 5.50 ft 6.33 3.33 Wide Heighl j ft 8 5 r Cantilever Length = 62.4 ft Thickness = 0.67 ft E = 27 Ksf G =9Ksf Design shear force = 409 K Controlling Load Case: WIND N -S O Horz(X) Stiffness = 17.9 K/ft Vert(Y) Stiffness = 0 Kfft Coupled Stiffness = 0 K/ft Direct Shear = 44.82 K Torsional Shear = 0.274 K Overturning Moment =541 K -ft Deflection = 2.515 ft T Openinc x ' y 1 2 3 4 ft 7.84 18.2 28.5 41.5 ft 5.50 4 5.50 4 ft 3.33 5 3.33 10.3 Widtt Height I ft 5 8 5 8 12/07/04 03:46 PM 2b Pier Width Height Force Stress OTM if ft K Ksf K -ft 1 15.7 4 9.487 0.90 37.9 2 6.17 5 4.739 1.15 23.7 3 6.17 5 4.749 1.15 23.7 4 15.7 3 9.487 0.90 28.5 E • • ••• • • •'•• • • •• • • • • • • • • • • • s Cantilever L n gth = 29.3 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Horz(X) Stiffness = 827 Kilt Vert(Y) Stiffness = 0 Kilt Coupled Stiffness = 0 KM Direct Shear = 20.88 K Torsional Shear = 3.807 K Overturning Moment = 294 K -ft Deflection = 2.980 ft 0peninc x Pier Width Height Force Stress OTM ft 'eft ;.: i ..:'j< • •. efa lare Cantilever Length = 15.7 ft Thickness = 0.67 ft E = 27 Ksf G = 9 Ksf Design shear force = K 9`7 Controlling load Case: WIND N-S Horz(X) Stiffness = 3.79 Kilt Vert(Y) Stiffness = 0 Kfft Coupled Stiffness = 0 K/ft Direct Shear = 9.487 K Torsional Shear = -1.175 K Ovenuming Moment = 114 K -ft Deflection = 2.500 ft 1 ft 7.83 ft 5.50 3.33 ft 5 Opening, x Widtt Height 12/07/04 03:46 PM 21 Analysis Group 2.5 • • ••11 • • • ••0 •• •• • • • 80 • 410 • • • • • • • • OOOOO itE0WYNANIM IMMIWIMIEffiSSO ' • t". wi4A4 20.68 l< 12/07/04 03:46 PM ZeiS Piet Wide Height Force Stress OTM OTM ft ft K Ksf K -ft 1 29.3 4 -4.143 -0.21 -16.6 2 5.92 5 -1.020 -0.26 -5.10 3 5.67 5 - 0.962 -0.25 -4.81 4 11.1 5 -2.162 -0.29 -10.8 5 29.3 3 -4.143 -0.21 -12.4 1 -0.32 Piet Widtt Height Force Stress OTM ft ft K Ksf K -ft i 1 27.4 4 -0.108 -0.01 -0.43 1 12 3.84 5 -0.016 -0.01 -0.08 1 3 6.17 5 -0.031 -0.01 -0.16 4 10.8 5 -0.061 -0.01 -0.30 15 27.4 3 -0.108 -0.01 -0.32 c Cantilever Length = 21.7 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Design shear force = 445:1 K Horz(X) Stiffness = 0 Kfft Vert(Y) Stiffness = 6.77 KM Coupled Stiffness = 0 KM Direct Shear= 0 K Torsional Shear= 4.251 K Overturning Moment = 51.0 K-ft Deflection = 0.828 ft Pier Width Height Force Stress OTf+� ft •ff: :K• KSf.. lilt 21.7 1'2• 4.225t,0. 9 X1.0 i Design shear force = - &943 K 4 Cantilever Length = 29.3 if Thickness = 0.67 ft E =27Ksf G = 9 Ksf Horz(X) Stiffness = 0 KF8 Vert(Y) Stiffness = 9.08 Mt Coupled Stiffness = 0 Mt Direct Shear= 0 K Torsional Shear = -4.143 K Overturning Moment = -49.7 K -ft Deflection = -0.456 ft 1 2 ft 7.59 16.6 ft 5.50 5.50 ft 3.33 3.33 ft 5 5 Openinc x I y Widtt Height j fit �' €ih�3r�ra �; ".: �'., , 4 S Cantilever Length = 27.4 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Design shear force = - 98 K Horz(X) Stiffness = 0 KM Vert(Y) Stiffness = 8.18 K/ft Coupled Stiffness = 0 K/fl Direct Shear= 0 K Torsional Shear = -0.108 K Overturning Moment = -1.28 K ft Deflection = -0.013 ft Openinc I x 1 2 ft 5.50 15 y ft 5.50 5.50 Widtt Height ft ft 5 5 ft AnalysisGroup 2.5 •• ,• ••• • • • • .• 12/07/04 03:46 PM 29 1 Pier Width t Height Force Stress ! OTM ft ft K Ksf K -ft ` 1 27 4 15.52 0.86 62.1 2 3.34 5 2.782 1.24 13.9 3 3.66 5 3.265 1.33 16.3 4 10.3 8 9.474 1.37 75.8 5 10.3 3 6.047 0.87 18.1 6 15.73 13.94 1.33 41.8. I7 15.73 13.93 1.33 41.8; 8 15.8 8 17.23 1.63 138 I I f i Piet Width ` Height Force Stress OTM ft ft K Ksf K -ft 1 62.4 4 45.09 1.08 180 2 6.17 5 6.976 1.69 34.9 3 6.17 5 6.962 1.69 34.8 4 6.16 5 6.962 1.69 34.8 5 6.17 5 6.969 1.69 34.8 6 15.73 13.94 1.33 41.8. I7 15.73 13.93 1.33 41.8; 8 15.8 8 17.23 1.63 138 stsiEME 916 Y 3 F , !! te a" t o ' 3 Cantilever Length = 15.7 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Horz(X) Stiffness = 3.79 Kat Vert(Y) Stiffness = 0 Kflt Coupled stiffness = 0 K/ft Direct Shear = 9.487 K Torsional Shear = -1.175 K Overturning Moment = 114 K -ft Deflection = 2.500 ft Opening, x ! y Height Pier WidIHeight Force Stress + OTM 13 6.17 5 4.739 1.15 23.7 4 15.7 3 9.487 0.90 28.5 Cantilever Length = 27 ft Thickness = 0.67 ft E =27Ksf G =9Ksf Design shear force = 152 K Horz(X) Stiffness = 821 K8t Vert(Y) Stiffness = 0 Kflt Coupled Stiffness = 0 KIN Direct Shear =15.52 K Torsional Shear = -1.730 K Overturning Moment =188 K ft Deflection = 2.500 ft 1 2 ft 13.5 21.7 ft 4 5.50 ft 6.33 3.33 ft 8 5 Opening, x y Widtt Height E AnalysisGroup 2.5 jj�Y� .C:Y'�L?x :�. w.a» -fie. � r 7 N�S+v.+, . fc.,,.. V 3t • • ••. •�. ERN P in Cantilever Length = 62.4 ft Thickness = 0.67 ft E =27Ksf G =9Ksf Design shear force = 409 K Horz(X) Stiffness = 17.9 Ktft Vert(Y) Stiffness = 0 KM Coupled Stiffness = 0 KM Direct Shear= 44.82 K Torsional Shear = 0.274 K Overturning Moment = 541 K -ft Deflection = 2.515 ft Opening x 1 2 3 4 ft 7.84 18.2 28.5 41.5 y 1 Widtt ft 5.50 4 5.50 4 ft 3.33 5 3.33 10.3 ft 5 8 5 8 Height 12/07/04 03:46 PM 30 1 93 4 i2.19..5 930 2 35 95 8 2.4 17 8" .29 .4 .. Pe1it egt Fre Srs T f t K Kf Kf 1 57 4 947 09 79 .7 5 479 11 37 3 61 .4 .5 2. 4 1. .8 .0 2. • • • • • • 1.=7 Cantilever Length = 29.3 ft Thickness = 0.67 ft E =27 Ksf G =9 Ksf Design shear force = K Horz(X) Stiffness = 8.27 K/ft Vert(Y) Stiffness = 0 K/ft Coupled Stiffness =0 K/ft Direct Shear = 20.88 K Torsional Shear = 3.807 K Overturning Moment = 294 K-ft Deflection = 2.980 ft Openinf x Widtt Heighl Pier Width Height Force Stress ft ft : K 1 •• .Kst.„ Kt Cantilever Length = 15.7 ft Thickness = 0.67 ft E =27 Ksf G = 9 Ksf Design shear force = 9 487 K Horz(() Stiffness = 3.79 K/ft Vert(Y) Stiffness = 0 K/ft Coupled Stiffness = 01011 Direct Shear= 8.487 K Torsional Shear = -1.175 K Overturning Moment = 114 K-ft Deflection = 2500 ft 1 ft 7.83 ft 5.50 ft 3.33 ft 5 Openinc x y VVidtt Height 12/07/04 03:46 PM 31 • ••• • .: •;• AnalysisGroup 2.5 12/07/04 03:46 PM 3� Pier Width Height Force Stress OTM ft ft K Ksf K -ft 1 29.3 4 37.81 1.92 151 2 5.92 5 9.309 2.35 46.5 3 5.67 5 8.775 2.31 43.9 4 11.1 5 19.73 2.66 98.6 5 29.3 3 37.81 1.92 113 :.. ••• • • • Cantilever Length = 21.7 ft Thickness = 0.67 ft E =27Ksf G =9Ksf Design shear force = 3 3 K • . : • • • • • • • Pier Width Height F orce S t r ess oTM'' ft ft• • K • Ksf K -ft 1 21.7 12 : •; 3$.03 2.27 aJ6 Cantilever Length = 27.4 ft Thickness = 0.67 ft E = 27 Ksf G =9Ksf Design shear force = 319 K Horz(X) Stiffness = 0 K/ft Vert(Y) Stiffness = 8.16 KM Coupled Stiffness = 0 K/ft Direct Shear = 33.99 K Torsional Shear = -0.122 K Overturning Moment = 408 K -ft Deflection = 4.166 ft Pier Width Height Force S tress OTM ft ft K Ksf K -ft 1 27.4 4 33.99 1.85 136 2 3.84 5 4.928 1.92 24.6 3 6.17 5 9.872 2.39 49.4 4 10.85 19.19 2.66 96.0 5 27.4 3 33.99 1.85 102 Design shear force = 3081 K 2 Cantilever Length = 29.3 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Horz(X) Stiffness = 0 K/ft Vert(Y) Stiffness = 9.08 K/ft Coupled Stiffness = 0 KM Direct Shear = 37.81 K Torsional Shear = -4.708 K Overturning Moment = 454 K -ft Deflection = 4.18811 1 2 ft 7.59 16.6 ft 5.50 5.50 ft 3.33 3.33 ft 5 5 Openinc x y Widtt Height �s AnalysisGroup 2.5 •• •. •• 12/07/04 03:46 PM 33 Opening x y Widtt Heigh Stress ft ft ft ft 1 13.5 4 6.33 8 2 21.75.503.335 4 -1.966 -0.11 -7.86 2 3.34 5 -0.352 -0.16 -1.76 3 3.66 5 -0.414 Piet ! Widtt Height l Force Stress I OTM ft ft K Ksf K -ft 1 27 4 -1.966 -0.11 -7.86 2 3.34 5 -0.352 -0.16 -1.76 3 3.66 5 -0.414 -0.17 -2.07 4 10.3 8 -1.200 -0.17 -9.60 5 10.3 3 -0.766 -0.11 -2.30 15.7 3 0.096 0.01 0.29 I 7 15.7 3 0.096 0.01 0.29 8 15.8 8 0.119 0.01 0.95 E [ E Piet Width Height Force Stress OTM ft ft K Ksf K -ft i 1 62.4 4 0.312 0.01 1.25 0.241 2 6.17 5 0.048 0.01 3 6.17 5 0.048 0.01 0.24 i 4 6.16 5 0.048 0.01 0.24 5 6.17 5 0.048 0.01 0.24 1 6 15.7 3 0.096 0.01 0.29 I 7 15.7 3 0.096 0.01 0.29 8 15.8 8 0.119 0.01 0.95 E [ E • .. • •.. • • • • • : •.. • ••. Cantilever Length = 15.7 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Design shear force = -t3 K Horz(X) Stiffness = 3.79 K/ft Vert(Y) Stiffness = 0 KM Coupled Stiffness = 0 Kitt Direct Shear= 0 K Torsional Shear = -1.338 K Overtrning Moment = -18.0 K -ft Deflection = -0.352 ft Opening x y Widtt Height Piet Widtt Height Force Stress cftM ft ••• . K • Ksf K -ft 1 15.7 4'. ;!�.3 -(L1, -y' 2 6.17 5' �.b68 :-(3. 1 -3.321 3 6.17 5 -0.667 -0.16 -3.34 4 15.7 3 - 1.336 -0.13 -4.01 Cantilever Length = 27 ft Thickness = 0.67 ft E = 27 Ksf G = 9 Ksf Design shear force = -106 K Vert(Y) S� =0 Coupled Stiffness = 0 Kitt Direct Shear = 0 K Torsional Shear = -1.986 K Overturning Moment = -23.6 K ft Deflection = -0.317 ft Cantilever Length = 62.4 ft Thickness = 0.67 ft E =27Ksf G =9Ksf Design shear force = 0312 K O Horz(X) Stiffness =17.9 Kitt Vert(Y) Stiffness = OK/ft Coupled Stiffness = 0 K/ft Direct Shear = 0 K Torsional Shear = 0.312 K Overturning Moment = 3.74 K -ft Deflection = 0.017 ft Opening 1 2 3 4 x ly ft 7.84 18.2 28.5 41.5 ft 5.50 4 5.50 4 Widtt Height ft 3.33 5 3.33 10.3 ft 5 8 5 8 AnalysisGroup 2.5 12/07/04 03:46 PM 3y Piet Wide Height Force Stress OTM 1 ft ft K Ksf K -ft 1 15.7 4 -1.336 -0.13 -5.34 1 2 6.17 5 -0.667 -0.16 -3.34 i 13 6.17 5 -0.668 -0.16 -3.34 4 15.7 3 -1.336 -0.13 -4.01 AnalysisGroup 2.5 • .. • • ...• .. ..•. • .... • ViMitt a ai Cantilever Length = 29.3 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Horz(X) Stiffness = 8.27 K/ft Vert(Y) Stiffness = 0 K/ft Coupled Stiffness = 0 K/ft Direct Shear= 0 K Torsional Shear = 4.325 K Overturning Moment = 51.9 K -ft Deflection = 0.523 ft Openinc x Heigh `Pier Width Ffeight Force Stress OTM ft ft •• K • Ksf • Kft • 1 29.3 4 •. L32� 0�2 : a 7.3• 3.50 8 •• 2 1.,09 ;2.47. 3 19.5 8 4.017 0.31 32.1 h1 ffriM rlirmo WNW fitiaMA t d iiiittlifaUttreVoiCi Design shear force = -t3 6 K Cantilever Length = 15.7 ft Thickness = 0.67 ft E =27Ksf G = 9 Ksf Horz(X) Stiffness = 3.79 K/ft Vert(Y) Stiffness = 0 K/ft Coupled Stiffness = 0 KM Direct Shear = 0 K Torsional Shear = -1.336 K Overturning Moment = -18.0 K -ft Deflection = -0.352 ft 0peninc x ft ft 1 7.83 5.50 ft 3.33 Height ft 5 Widtt 12/07/04 03:46 PM 35 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB: ('"Z, . D. SCOPE: µlc ,- NUMBER: • %ow DSNGR: • • ••• • • • ••• •• •• • • • • •• •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • ••• • • • • •. PAGE: 3(v • 'WPM. rereAtcwac04.1. • • • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • •••• • • • • DATE: si t ife ®'4► •• • • • •• ••• •• nammosonamosonsammonsonanomman=zzonsmannammossmommemassammossamonsommonsm6swownusasommins •ON•S ■iii Oi■ ■ O ■ir�tfii iii llOM tr!uI WOM! Si■ ■# ■ ■■!i!! ■ ■ ■!O!!i ■/i ■■ i iii!!!M AO4 Brig WW400,4 MMEMOMUMOM ■ i ■R ■US!■■ ■mm ■■DE0mmarnilOONUNN ■OMNa■s ■mOSUOMMEM O ■■ilNMOM mm UNMs ■■ DO •.Oliii ■O.u■ ■EAMMEMUL.i MM■ UMINMOOl iii■!!■!■ ao■■■ mOUNUOO ■sSUMIOO1�iUDai! ■t1Ua1�" lx ■ R•ON■ m •■Om■m us• ■O mnasm .Mn sNm ! LNi nano! ■ ■ ■ii ■ii■ ■i!i!■ ammo!. ■ ■ ■■nnonsii ■ ■ � ��■o��i 1111 i lli ill ■i ■i!■!! ■ii alDasn■oim ■■mail iii ■i ■!! ■ins ■!Lma■! ■. ■ ■smommo U111 � !!!!i !!.i ■i ■� annals nsommommos.•s•.' 1011/' a l in► non smonammfnio lonsommanamonassomons! o ssm m l l o ■mosnlmm son min .saa uU..Ni.iuu■UU.OMOm s ` % 1 � i� la ili S!!mmil ■! M_ O ! i ■ ■■USIU ;■lmsli_�� i i i EW sssssasssssssl UMEssMissss! IRMyRisssMUMUMMMUMMOMMISSMssss 'i Mi� MORMEMOOOM OO M ■■Uis .N..NN■■UN. l .a!!i ■!C'7i-M ■!a■i1�7`=a.liiiii ■!■lliiAi■! ■i!i!!!!m aS■a■ ■ /!!a! ■!!i■ii.■'■i a ■!!!..!!lqquuuu■ lima !!1rmm��mmagiiorii�t.liiiimon ! ■! ■. ■ ■ ■!!ia!!!!aa ■mane ■■■lllila■i!i it ■iano ..l.N■ ..■■ allaiwa■.Uam■ maaa illosn ..■mass ■mmonam!■nnmomiasommoss aim ■.laa■massamo ■aa! OUlONSMPT 1MMUiODUIR��MSWIRMIM ■ ■l.. ■At MIME■.■ii ! ■ ■aaa! ■!.!litiaa.l ■. •a !■ tia•la ■.l! ■aim •RM•il .U. ■.■.■ •.NiiO �r-.tlYAilL.ii ■i.: <��!t'�}. i,,WiAMOalai !! ■ ■A.UMi!!!.! ■aiiii !i■M ■ ■.!■a'!! ■ ■i ■!l7!■/ Os. NMUosowssNnann essammosam■ ssas sl YMi l_smonsa.p ■l lalsolm.lm■m ■amiansans NEMOOMSS 7 a i s wO . I0Zj 2 " r E M ILMER i i iM ASSMil s mso asso ■i s amos a ommo l omm . mmos n m ■ uns ■..!■ . c l-i =n4 1 14 m [CiISCZa .11 %a ' 1IIMi ■ J am WOO MEM i�t %01 %15 UNI UM UUMO O MM OVO M M IM U M ■issoo.Ni .!.!!UNDO f •■U! ••■ai am 0 ossmo ■sommiilsU llllt••••••l.. ■ ■a!!.M ■ !Noon■■■. CC mo ■NNN•l N. ■N ss s -. all OUN m.n! .■ ROO MUMM m ■ C MOMMUNEMEMME%CCCSMOMMi# CCCCCC ■i ■ MM MIEMOOSOSOM m000mmoman mmonlsR CC nomosommommoCtCsaCCmCrons sansmossomamm nsomoMCAloss asamm ■ ■U.. ■.. ■aillummosso �/ �Il`'� I[∎440m n ■n.l.ni ■aim■ ■tlOar ! sm �T �onsann ■■ !NN■■■ ■roam! lmmossonans ■momsmosssma namossaf�R'1 1■ommormosoRDOm!!OO \ ■ommom ■osamosopo 'i ■ ■ ■onnmonom.osOaNnUU! ■l •uNan•.ii t!L�iNUNCI1� PL ∎b. iI wI =� :T u./_'2iaii.ir ■ ■UX.4 . '! lJ'� " i ■i ii.l.ln ■ ■illmmallu NMMUMONS!lNOaMoNH ONOOOUNiUM■i EMOMMmi! OnMEOMUOmU■NSMOti OlU■EW !! UOU ialalN..n■mn.lMUMMUM NONNloU .■l.N ■U•Oma•/ ; i.s � l iii- is &'ri OMMOROOOMMEMIROMOMrs iMASSUMr MO ■ AMMOMMU Humor, ■ ■MMOOM ■ ■ ■UOMNSMOW MM IMMYMr1 ■mUMMOR!O•Mii!'i ■! ■■EUMO MONSOM■ ■U a ■nl.li ■NNOU.■ Ui ■O■M.UNNNNN■mlMONO WPOsM'aP"irNIFFIOMPOPIWFAS7 ■ONl IP\o..C!! ONOPMMUMMO N ■•IUMMOOM ■■a MIUMMUMMMU. •Nm. ■i "(.. •MI i 1 •0!AM.A•Le•AC:1 .. A1ii�aftl c]1Lr�!f U O t i•t.t=m a mmOM n a .ml.Ola ■i• ■■.■u.N.....arma.a.. man.l N /'.!l itsi U N O ONmaNmsOMn.NIOU■/ali.s.NSsmmOS0l0 1s1 $M•.1 U• ■ _ ... O N■ IR•■ •.U.R...' ■.iRt oaNlim ■OREMM ■MMMNOIOO ■MOONfm■m .ONNli MOOMMOS!■N Ui NO■ nl N!■. OMOOPMUMEm ■iMUN■■ /ROMOEo■m;MPOO•nMEMSO muM ilM•■ll! N.a MNNNN NNi•■ NI.UNaSIOMMIMPRIUMMINMPWRIVIVIA wq?I'i 1C1Qu4► ; V 7Oln /a ■.aOVIKm ....mnla..am sNN UOUON.I ■N�`!;/. ! M �l1i1: f.07111 ! W1 /AC' „•::'�ili LAMMOMUU.MN■■■l! ■a. Na ■Nan ■ ■UP ' 'P.UU■ ■m. UOnommommN U1 sonw Urloomorc oma mmomossoNmosomoommomorom■ ■•somam ■■alsonsommanou �Grl_ au•i MO ■■ 10MMEOO ■ ion.O ■mm■nmONOONOM mOINWmm ■/!1INOMPROR POPIWNI M ■■ia OOMMUM MUMAMMtaam ■. ■U ■nsmnimmussommoss 7ntzor�1�7<nitnrr iullgoa∎NaeLt 7t im ■• ••i• uq Nl.m ■m!!a .OSOUNUMUMM.L`7X.1 2. 04L• Jil' 7r1i:Z UWAQ S& MNINAMMAIM ■ /OOmi..nMUMMEUNa ■!!ii ■■)•Na !R 101110 ! J■olm ■lnMUO issssssMMMM MMOUMMssssMMsisis »MMOMEl /rCir _ % M:MCs MOMOOCMUNSMO MC /LAL3MO�OMMOOMMM ■ ON ■U•Uonag mNO.M ■nosammassonsoom ■Um ■sll Naiommoonon nann OOOlims ■aosas”" morenSa ■mane O.o...M.s! NNO■NsG MUN■■ UOOO■■■ NO■lll■ UNi ■UsioMEUMUNUNOMMEN ■ UU■ ■ ■.a ■!f WIWAZUTimmMA ■a OWOU EMMR= F\1�PI�lPMNI �"r!! WIIIIlNOC ■o!O■O ■ ■■N OM0100 100UM0 ■Nl.in ■■ MU MMOU■ is ■ ■i■ ■aa ■RUMMU ■ OMMOUE � oNmlaliliritr aWala kiltrifaafiUlN ■Ni /iMi ■ ■lUU ■ ■ ■OMMUOI ■NlmUim ■■ mama• .I.rONIMUOOS■MUNOMMlnC ■MO■ ■UMO ■ ommili im �mwmo = ■AREM iO .smNliliNUMERSOMOMOMMUMMUMOMMO. ■M ■i■■■ U ■ U O m■mUNUi /in ■ y ■■ DO . E MIROMAUK OA�gN�■ MUM�ROIONi SOMMUMON MOMENN %iirr\MIiNOC aMO %rMCMOMNrinsii i•�ral ssoissssomi.`� ua ra ma m mm. * C ■n rrrrC #rrCr i m mmosonama.0 ian %l liiCt li :. aii isss. r i nmansm ti i i ionsoslrCrsassammasosoGin ■Cim■ lls�monosoMmMNu ' - OnH.l slmmssimmssonsamomal Soonsim ■UN. ■NA ■! UNl m■ NOO■ lNUi ■lNmomommMNmnannommosoonnanFo lonmsoo Min■■mRSOMME . ■ ■a OUS sommosonomms O l• ml.n aNMU MU.i ■NUU ■am■lnnm..NUMMEMMio ■iiN ■ass ■••M sMUMMINOMP UwOOO MOO ssERU•••••••PsMPI01••••Yi7 sisf ssis %sasls•rs0•Uaa s/.i■iNrl i N 1011•111.:Z•••016111•411•11011111• .mlaMUN•••114 l.11!altiM. ■IR'f_a ol. ■!�!n!` G..:] Ili /iiti■aim_MUU■m •.aalitlf /ONmU NU■Mll.Ul.rf ■ /imms N.n s■■ ■n■mossoci +•+ :fUilimilm rf !•:,miu•i i1 ��1, . uauS malnn r�..a,?�r-i•• .N OlO .i NMM Ms s Sa s s mi �s ! ■ONnnnNU!lNnUUMIOmm ■iUU aIUUUlmnmoam•■mUOiMO U liOi sai■mo ammm■• ■olomn salon! tf `t ' soma '&1'' ,= ■M # a �jtiu %la i lr timona m i ossmo muss o sssss N N■aI lannon Ono inosa. ismsam onsoUIUU■i! ilDil U■ Ul Ui■■■l ON lUSmossaissonsmam■limmmonsm■os mansmaA .`soC:s:in:: mossmn moss ■::C :::: a:::o :m: nsonsmoonsam nnossa laiiiaannommagssa ■m NO. ■sss mi iisnsmonamosom ss ssmonmo sassssMirNom ssiMrf Ns amawaUN HU 1 lO m M ■ ■U s N ■m /slim N M.00N s o ismons mosrssis sss n samomm o S s a mmo ■U■U N Olmo ■l!N!!N MMOMMNNii!■ ■UMENOUam■M ■OilaN OMMOMM sMOO ■ a NoN ma NNNO !.•000aN Ni ■ onsmonanamsommoosamo m ssisrssssiisssamonnamm wiMna ■imonssas g i bs :. ms__■s niNO.nommammannonnonsmsamosamon smssamo NnelaSsNUU mm ■a ■a ■mm■sammosM i ■ M U MOM NNNmI \ . s Nm! M M �is ■ s ' iN i is a U itss N U OMssiM E i mO SSm s O s Rs i <iR N OREMMO mM.NN■mm mi ss oli o ■N■N.00UNOsim.N ■m N a ■lNUllm SOMM M ■N! N O m OO MOM m I �NO U amos MM n sss Ml■laonsommom s gi r l! i M■ M aa amiss : nstis sssaNaNi **lanno l mBs ■M ■ m ■iUlimmmisom• ■l ■. ■n •a■■M N NO ■1 moms■ ■imsimom■UUaN.N iNM .saws.! m ismann OMORURSUAM■USaaomUOaUa ■U M is EMMERU.m MwO�wRMOMOUms ■mOUSOM ai iaislom■■ ■olio R UNS OaUmOM a ■ MNi■ H ■ ONnn■ MNOIOmi ■mUINNNM ■M NN! ! ■U.OUS■glllliOiOMMMEMN ■lgMOMM■ Omi sm■.am■anmlNU■i U MUM• MNMi U Na.OmsOMMOMIN ■UMMEME M MOO oi.•nMlio.NOa1■s n s■ MOO O _Nso■UU U■NNNS n s mOOMMOR■ MMOOOM M UU■.■■tOMMO sN ROOM ss O■ s mil .! om mmasslon n n� s w m�osso an N m �sNOHmanammmommosM amMan mo sss slsNasannwao �so us!%fissssssam Niui... _SON aiuua •i.i..NU•im•muusOIMMOMMsNuUaM UR_•UUNNaR ■!Ma mail non Nola i . .li.i.UN! ■■.uu...MUOSEMmssi.li iii N ■i O ! Ni RO UNm.N■n■NaUas a NN 0 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • ••• JOB: rt•C•IN • PAGE: 31 SCOPE: it .e. 'Tt?rAssVA Clic3w31> . • .. . .. • • • •• • ••. NUMBER: OA' • ct.41 • • • • • • • • •• • • • • • • • • • • . • • • • DSNGR: 'a DATE: 4 44x 47 4' •• • • • •• ••• •- ■■muse mIIR'!Y" immei11rZ'1Gmi lripmr■iimi11■Mmmmm / /!!m!m■1111 /man ■■minummumm m aL■umusiLanew SMM � moss• M//t11 mini ml umRimmum mmummi mossu mussmi Jmiil 4b isAm ienir i ■■■ IIII ■NU MIIII 11im!!■mmt11 ■11!!■r ■■ / i/!!i ■/ /ONIMI MIRM /■l�� INAM4tl1•PW } ititiIPIMP 1 11i /t 1111!/!!/■■■!!! ■s !!m! /m!■ ■m■ lft!( !! /:t!! ■■■t■MINIV! ■ ■!/!t■i! /■ /!!!1111■■ IRMI Y IMMIII Ml iit■ /■! Ml!■!i/ mml!■r m■mt m■ mi 11■le.t■i'!! ■ltmmm■!!!lAmmimMit/ ■■/■ !■�! / /11 ■11!!!•t ■ /.i /!11�>ti■■ / ■■i ■/ !t t/■ ■ / / /t.M. ■ ■11iI/l\ nnTi »timi".! ��/tlti11 ■w - NIT, 111111 ` 1 MINIMIN ■//11 ! / /1111 11!//!1 ■■U11�! ■ / /!m! ■ /mMlmmMlm /11■ � aiduam11& III !■1�;'h'_■ /!L' 1/11■ t3 Lau iui m/11■! ■11■! ■!C u■11t11um / //1111!1111!!! ■i11� r ummismeer•11 vsl emu i nixmimmuu.. %u .u.A■ M..... �t.i . % ..R .suit i a ir! / ■ ■t11■miiMMIMOi■ 11111 s' it n: !ti /L'GittuMt /mIlilm!lmimit ■m ■i 11IMUMtmlMMMe /M!MMEMM ■uu! ■!! em rrrrri ■ nmrrr mu ri maas mo ns :rrrr ■ n : f! an! mum %i rminni m l ■11 lmi ■ ri R u u rs rrr ui . rrrri� a0 r m ll rRiaiiiriis m il MRi Ei / si r ` O i rfir i iMEMM Ii i ■ i i l fiii� ■1111■• 1111 / ■■■ ■■11! /11■ ?:]✓�! /!!!■■11!!!7 � 11 /11■! /t / ■it11t ■t111i1111i111t ■11!11•/ 11! /t ■1111th! ■11 •rarer rrrrrrrrA'i hire ■mimummummu lrEEirG1� munirmuminsim ummum mmunitimmos s Ut m11liMt ■11■SMEMI '!■■11 /tmi/ OMMOMMWMNtmM■ i/ 11■ t/ S/ ltMINUMMO1 !! /! ■OM!!11!!! /!!U!! /■ /■11111/111 r /■t■ 1111 ■ ■i!11 ■ ■ ■i'• 711■■ 11!'■ �mutaurt!/![ g► 1�^/ AC/ �u�iftt ltt /! /!!11 ■ /11!ill / / /ii / / /!11i /111111 / mil rrrrriurr■ur■I MMU UL 111 /Z i! /ii ,��111111 uial ii11 /■x /i /r1111� /t Yi .arrMM %rrrr• rtrr* %err IMMOOMrrrrrrS ■1111/ l - ialu11i1111111 lf i■■mm11■11mi■ ■■�! umm Reim ■!!ti \iti t1111t mummummum AoAo■ttennim ■x!!1111 /lis11 /! ■!oi ■ /t /1111uM ■11 11\11.. ■111111 ■11!11 �," iSii mm/C! l�L iC.7 ti , emmi imm ■ / c=mmo!/it •111111111!■ /!•/1111! / /■t1111itilii11i i r rrrrrrrrrrrrrrrrr iirrrrrrsrrr°rrr m m mmmltuM- ..2 rr u11 111■■ lm11MOMMOM mim tmm MEMMOMmmm■#mmtmmmm ■■ 1111!11'• ■■11 ■t■ 11 ' r II l tmmim■im■ ■ p 1111 t ■ / ■Mm11mt11! ■■■it ■m tmm■!i wmmmmmettm■me /i11m11 ■ ll 11 ■m! ■minimum mmmi i r ■UUMM11■11mmr ■ MMuniammii!■ ■1111iIONIS u111>ONVIM ■mmmm ■rmlim ■m■ nit /mm /mi•mmmr� ■immmIMMEMMtt /me ■111111■// lumen minim ml �mmou /shim ■m4Zb una.r • Lamm/ ■m■■! // 11 masom■emmim * i muma /!!!mmimmanslm11imim ■ nit ■mm /11111111■ , • ■m rr ► m r m i ■ re % rrtirrrrrrrrrrrrr rrrr rr�rrrr:rrrrrrrrrrr immu � ummm gum/ m � whim m mEie 'mi.rrrrrrrr %nixi . rr r.Nrrr rrr.ir< 11 111111.11 ttL:.t11 star i.uu li?U: /i m�L!r -ir m! a► /mmmtmmmmm mmmm■r i m m t rrrrrrrr::rmmayammameri lrlr % msmi \ rr menu m irrrrawsr ir r irrrrrrr Isaar m r r = GLl i m AMIN . A : M.. .1.'1 IIi� j 7r rr ■ mrl / lr m /Om r + � it/■iitritm■m■mmAirrm ■1111■• 1111 ■ 1111.11111111 11••!11 ■ii l! /1111! 1111! /11 /11/1111! ■t /mm11milmmttmm!■i/ /!_ ! lMml1� ■>Mittttmtm ■M!i mom/ 11• •111 1111 /11mimmi� /Eemmiummm�tituummasam am minim irmamtmmm11 /rmi m ;11mlimirmowYmmmmm ummu m ■ M11■ ■!i /MUMIN!'zi.Gm■['r[!UMCU . St LAIEM ==EC � t9TuYA:Li,''.' NMOMm ■MMOWE Z!" " 1Lt g, ;'f! imiMMMEai imw ■t■t■imMtm ■m■11 U mrMMONIUMmt■ 11!■■i!!■ ttSMEMMM EMMEMmmm111•1111mimmm!■mmmmmmmim INIMM ■nit /t ten ■■ ■!■ ■tMOMMXWMPI ! IXIM PSEMMMUMIMMUMiimimINII7 %7lMm ISM\ ttmm/! lltM i■mmiM!►lwti mrm ■ ■■mmmt11Lr'i - sinige ;`:'mca'+►,inx= L- .1r- JutIE!�mu xnur ;Ammuum /•C saiuGr.i t ' -. .i ]rttt■m■t /t MU rr rrssimum � \rrrrrr:rrrrrrrrrrrrrrr rinser / rl mm /irrr rrsiummrrrrritrlr rN /m ■!ORINUPWWW1 •WiWWIIMM■ ■MIMOM 1111111 ten■ m11mmmmmm /mmmmmtt/lIMMEM /■mlmmili ■t■ IMMUMMUm ■tMAI im/ imam....= 2aii- ialiMAliC'L mmmm■smmit ■l IMMUMU1111 ■!! /m!!■m■ttmtmm 1111■ memmmmmmlMMUMEMMORNMEtmmlm ■mmfm 11 mm MMEM mi mmmmml[mummm ■mmmmt/m� mtmm ■it ■MUMMt /mmM 1111111111■ ■mimmmm ■■ 11111 tMlmMt itmlmm! /! /mmm■11i ■11mmttmtr mi■ M lmmii11 ■mi11 ■■m II ■RMOMIIIIIIM � PUB yenINSI tIK'� 11mmetelsiMl PINImmIIIIMI ■mlmlmmmmttm! I Mmmm Arrrr 11 o l m �r . r � m r�� ir = ummina m mimiri� �mt ti �i s i ur ummss •• rrrrrrMMIMMIIMUSIMrrrrrrrrri ririrrrrMMUMMrrrrrrrrrrrrr % !x %rM*r ■lmMMEMEMm ■r■ ■mMMMUMMtm ■■ ■11!! ■■!m! mmMmm■11mitm / /tMmmtm! /r11mm .■1 !11 M /m!!m■■ ummum mmum untim rrrrr:rrrrmminarrrrrrr / r ' ■ urrr 11 m f lrrrrrrrr� i ttrrrrrr \ ir rmrMMUTO MM rrr ri t11■ ri rrii rrrirrrrMOMMOMrrirrirrisrrrrr m 11ri rri%rrrrmMrrrrr arrrr 11 ir ' ■!!letmim■ ■ RIM t /1111■■!l1111m!■11■!m ■11tm11m■ UM IMMUMEi!■mitmi /ii lmmtm! ■EMMEM � ■11mrm mmmiM ■mm■i ■ rrmmmrUMNUMmimmmmMMmmmmmm11 ■t ■ ■r M■ mMIMM EME i■ iMi11 mmMrMMINIM /m /tmmtm11M!lrt11lIMMU m una ■ rrrrirr11 r� r�oririrrrr %rrrrirrr %rirr Auxerre %rirrrr rrrrrrl immu rrmesim isimmerr rrrrrrrrrrrrRi11 mru lrrr err 11 e r mum unimminrn Mml tiM■ mm/ ■ ■ ■ ■11■mMmmmmmmi!■mmt11! ■mm11mimml 1111i t /Mmm ■ ■ni miimmussim mm■mi■/mmm ■x!11■ 11!1111111• rmx m /mMmmmm11■ ■e■■ m ■ 11111 m mum / t11li11t/ mmm!■! i/ mmmmmmmmm!■/ mlfmmimmmm ■mm ■m/11■tlmmm /r11mimlunim rr rrrrrrrrr:r r : Mm rrmmummiummrr rrrr /e ommi m rrr rrirrrMr ilmm11Mm11/11m■i rir■m mi/ mmm/ 11■ MMEMM Etm■mm tmi!!■■ r■ 11111■ /eMOU r■■ mMMUMMO I!liMi /Mir rirmti1111lmi mmm ■I xNIMmtmmmmtt /mmMM11 ■1111 ■MEMME11 ten timMMir = rilmr m tri r r l m /mm ■� ngmi r11rrrmrrrlrrrrr %r 11■mmmmmmrim ■ mmi m mmM ■Rust / ■i /! ■111 lmiMmrlei 1111 ■11.11 ■•11•/!11 / /!!! / ■i ■ i mi r ■! e rrrrrs rr rrrr:rrrrr r■rs:: sneerer ■mumminmimmrilrlrirlrrri rr ■i smarts 11■■! 1111/11 mum/ / ■m ■iMEMEMME• mmmtmmNMEMMI IMMINmm ■mmimmmM ■11 m IMMUMM•111111 /•MM . MIME11111 Mm tam /iMi11mm i!lMMMR 1111■ /mmMtttmmmimmmmmmm■i■11■■ ! MMMMt!!!■ t rmmm rm m11■m /tim immlM11mmmm r r ■MMMOWm M■ MOMMmmtmmmMmm ■•MINI ■m mtttmMMUMM OM11 rMUMEMMtmmmmmm ■mlmMOMMUM /mtmr 11UNm ■ ■111.1111■ ■m■ ■mm�� e M!■M■ !!!■ /m Mmi ! 11 ■■!��11 ■■ ■m OU�SB ! mmmMtm rmm!■Mmm! /r /mm ■mm /MOM• ■ i■rrl: m / m lrr 11 i% i trrri MMIU rsrrrrrim�m11rs■MUM ■11mMeMM MMOSUNtm 1111 ■I MMO MMiM ! ■ ■ ■m ■ ■m!!Mlim ■ir ■imm11mimiilmr11■MEMlmtt ■■■ iii/ ■!11 ■!■■ ■UMMOMMm/ /111 /r! /mmt■r■11Mrrrrirr MUMUMMrrr m O m mr�M r inrir ra so m ■■■r tlimm mma mmummarrrrrrrl!\ irrrirommai■ r\ % /meream m rr t / ri m . mlmt■ IM M 11 ■! ■ ■ r ..N�mmMii11■ /■•MINE ■•MMIU ■EMm!! ■11mlelimM 11x•1 ■ ■mm ■mm ■mMiimM■SMr /m MUM ■mii■■mmussom ■ s ■imlMmr 11 /limimm■m ■11m■■i m /i ■ii! ■ !1111 mml1111m e/ e mummer MI I m MINI MMOMMUUMMIUMMOMMOSN ■OO mini■!!!■ ■■ /m ■m !11 ■ iNim�lMMOWimmmml OWOM MUOMSMO 1111/t■■■■ !!!ii■ �■� ilMi //M numnini ■I ■imlM ■i♦ ■ r r Essiim l /111111!1111 / ■mmi11mmim■ ■mini ■mttm ■ lmmmMmlt/ irr %ns #mumu m Ree% l! r r ■ m rrrrrmim men mtmmsi iii r i 1111■ m m ■ /1111/ 11111'!1111 m ■miMM Mm■■■ i mlmmlim■ m■ ri 111111 /m■em ■ 1111! ■ummiM11 Mtmm>tmlmm ■ ■■rimussmo mimassMmmumm mmlM■■ e ■ /11 ■1111! / / /!11.11 air■ ■i ■mmr /i■■rr■i 11 ■ti! ■Mi 1111 / ■dam ■mm ■ ■ ■ ■��ui mMMmmm r 11ma ■timmm/ee / /!im! m■■m /ltm■ //■•111111 ei■■M/ ■m m mmommm ■■■mm /ipi 11111 ■ !r _SM■ ■ /m mlmm'mMME !Im m MIROMM ■■ MEtMmmM! mtmlr IRMS mm MOMMU■ 111 /mMUMM mr ri ■m MMiM ■m 111 ! ■ ■11mMI /mint ■ ■■e ■ ■m11mmm ■mm■■r11M /mmmmmmtry ■ mmmm /!■ MimtmMmm /!Ni OMM11 eMOM mm■ MOM INIMMEMOMMINr11mrr■■ ✓rrrr!■ NM imlmmmmtm x1111 /mt//tmmmmRS mt11/■ /nit # ■ lmmilO ■ ■UMmm■ / %iSS t! /i=rm rm m rrms i M ! rr■; ; m mmum m e rm r e r om r e riri im ii irrir ■mMm mall• miisrLr> ri m/ ia 1 1 r am r-i•e m ir iii ■su m� m y o e rr r rrr irrrr rr : m : � :ml ;: s m err■ / ill _; m■a■■/■ ■ ■ ■R■i■ iMmt■ ■! ■ ■ ■ /■Mm a/lmumemm ■M ■ui 1111 /rmmrm ■mr DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 - 663 -9841 JOB: {'2.C. b. • • • •• •. • • • •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• PAGE: 3' SCOPE: N.2. VAN) ssGS Cc+Qw9: � • • .. .. • • • •• • • • • • NUMBER: 04t•'ant • i •• • • ��• • i • i • DSNGR: 'Z•101/41. • •• DATE: 61,4./o4 • • • • • •• ••• •• ■EN/ /■ni7aim\*Mt1!aOR>yr�x! Mme#/■ r+ �_.■ MN/ A■ EE• mmmm�■■#/# N\\\\\/\ \ \Mii■+■Or # \ #■Sc■i / #ac ■c#c� \c� ai /iii # # MSSOMMAmifii /.: LEOLL :;12MatU IamIa�iiii#■■\ 1 / \ ■ / #/i #ER ■ ■/ /#suss / # ■ //■ #Mai ■ /C7#/JAML/4 4 aRSOWNOM i ■ MO ■ msONNImmE tsar■ mw www■ SMH■EO■sm■Mmass/i ■■SSUrmsim\uEU � #/ #i■SMASEL#4# i#/ OMM ■ E■ E■■ mmi■ SE i■u msm/ #OisssSmO ■MREMMM■OSiisMi ■ # / / //l / ii\/#//# #i/iMM ■ #/ # \ # /ML#.� \ai1�EMN/�ii WMPMII // nummu musam m/ urn )LE iI m nn sub s � iana nammumassumu i mis% mi limu s mansu s smusa m i %n s\###■ Oms# u/i SEM#m sim■ ma\\ mmmumsm ssummusismmnsamm■m ##Y#■ \m■uummu umMi \m\ / # /se / /■/ g \iii \ #ummmuOr ## / ■uumunr ■ ■ ■ # #■ s!=il lommu nmsu/■ m■/## i ■ ■1\\i /# /\ \ / \r ■i / # \u \ # / / /i/#i ■ /// ■ arms■ • # # #S \r ■M summum #1rmamman moz∎mrmir\is /m am u /is■mmms ■mam ■E\ ■iSmiiimmmiaumu m/ _mom SOMMEMENOMMENNErmismamminimminummumftzTMENEMEMONOMEMENSOMMUMENESSEROMEMENOMMENOMMEN # # \mimiEEE:E•iEEEEEmim :. EEim au u /uulir . %su ..i#u. uu # . / /u ■■ i \iii\ # i■ ninn it. ,iu #i /i ■■\arr."- 441i ■ ■u ■ ■ ■\.'s a imummu \i ■ ■ii\ /iii # # ■ /missmmum / / \ai /i /i \amismaan E l u um /E ' OSSOMMEE::ENSMEEEEEOM EMONOMMImiss ENS EEE smi 1 MONESSEEMENUS\ /1MO■ SUM =MOSSES! MOT\# / /0■NSMIT7MMI M■r■mra OMiMOUrm% #i \ \ \ /ii##/ \\ ii/## /■i1#i#/#i/ ■miss/ /i■ #ii■i OMMM SO M MMM MO i!�l�� M / M ■■ ri O ` �� •mauM MMMM #m\ui■ ■ # / \ \i.mm miEEEE::EEE'�E� � %r��1�R %�iEE�Ei /�E� %i� %!� f��r% \it�i�E /ill % / / ■ ■ \i //# # # # /ii i suss #mar \ \s s y N • Sr ■ • R 1 5, i# \ / ## #;\ # /wi ■ii #ii# / /\ /ii #if \Nuu■ ii i !sass■■ i \i ■iEr!4mmummmamm!ri /Il mnu ! ummi sill / tinu mm r\ \m # / \ # #! /sussmamm / # ///A\ ■ /ii/ i \# II ■� aa■O#SM■ ('*r4 � i nnucH �1r7�'3r, ( �Li)U■• ■r•u•O iITIIC if#r / /Sass MMMMM ■tin\ / /\ \ ■ / ■/M i // \ ■#min ■/ /Ii \ \ \/ /i ■s /# /iii \!i ■ / um mum m ■mmumits \ ■\// /munnumn / / /ummusu /./ / / /#ii / // m m m / s s. E ■SE OMMU Mir; # SEME ■ MOMME #E EEEiENOMMi% / ilM N \ NOMONOMMO IESUM !i/ ::\alum ssuCCau E ammoms ' u: ' r mmumni E�mumommumma:�C:E immmu / : / 'muE :=: \lri< \,� // / i smmsisOMM rONWMAIMORO IM E OMACI ; :lra Y i�1�.I NEWA[.i ME / # # # ■i ■EIIMEW4 � A "�! r11 war. // # # # / /// # # / # /\i\ii \ \OMMOM \// ammun IE msmmx.,0 /.� #Ls l�� u# Cif#ER Ezzrit Almiff f /■id %Eru•ssmasmummunnE•E # SEii .■ uin\/OSS ■O/ ■sisM sass ##.i�iMA Kale ■i\�UWOMM M1 OSSO#!#■■/ / / / /� # ■/// / # # ■ / // \ ■i# ■ #/> / ■/ /i MONME . mt 5 .0�: E :E: # :EE::EEENE ::: mi OMME/ CIE # #mimi:mi:EMi :miEE: ENOMMEMENOMME \ \ * i O: MONISM= m#■limm\/ /■cras /ia sums / /m ■nO s \mmus##ris■\M'anssu m / #i / ■hiss ## /i\i\r/#\mm� # \\ ■uanaiMI■ /1M ##1�t■ ■MAA aS #MmMIl WEMPrF ■IM!- .!'#E�.�WAIM# /Misif N /rl mM \ MEM ■O\EE EE #■r\ \mi / m3'1�L=AMM #CM22L',UairmAI, M ICS #!1n #Wi mints mi i v,L -!'- !!� "MtiE E2LeI NM / '•n \its \E ■ i#ums ■SSSi Mir ■lansumnam •nsam #/ Munn 1• ■ ■ # /missi■umsa •Y■ssmsi m ■ /EMI nam Os ms■O•SSSSrTi• ■I<'! /mid munuM�iii \sums ! Ili /) nrim ormar / ■ ■# #t Ti #/# ummaMi }!7i smsmusums \MO miss\ a• rMt� . ■mCWA Mmt // i�`L±a!S_a'l��lt! �n 11.�J 2,MIgi lli e ri. ": ;17 L EMIL22111Ui:.:i,i0SNM■ i4 /#Ri i ■Es#■a /Mims #• #OMOM M ■im ■MS! \m■ iii ■ #\i# summi / # # \ # /E\ # //i## N 1sY;#\ is /#i / /ii /i/ suss /■i/\/EMENO/i# ismommi: sEE r /CEE nnu ussammmummumusummu ESEEEE muums ■SmESSM►:r hilt`EEwn■I of mssms ■ ■ / /i ■ ■ # # # \i \s\ mussmmissmiss # #i \■#i ■\\i■summsan ■mmun \i / \iiussi #/ S# #u ,it►izmu# ### i■ \i #ii #\ii \l■#■ //# # / / / / / // / / #/# / / ■si# / /ii /i ■/ / #iiii ummu/# E/i ■ \ /# E lmAaLtiu .=411 Mtiowmm i mmumomr•m� ilmm...A i■ SOME\/ iM■ aMi# im■# MM\\ mr■ iii Es ■\ / \ / / / /i # / \ \ /iiii■I //IONME \ii ■■■MOSMMMMM■ OMs! \//\/■/ R\MM SO MNPM>r # \ //MMMMWNMM #7P\!!M ■ ■ //1 FMS ISO #■ /1•OMMMMOMIMI\#i \iMMF■. #Muss /■ iM/ /iai !f t?��' . MONSI ir,sZAMIM4. 0`t4/ri ■C"iuZk1ZAL!1 � Ui[ •ri�i: i1 0 ` �..7: �/ #\i \ii #\, I : i # #a•iaanu i nammuansummummso IS• Muss/ i\ E/ #mm umm//# i\ //# / ■ #■i•i # \/ii //�#ii#1! /fi \ #■ E\/ mammies ■S mm•i■ MOa\MEMOM i / #m ■ mi /iR ■i#/\ iOMMO/i # #i! //\ miss s■ / # \i!K # # #//i / / \#■ # \ / \ \EI / /i /# MIMO ##mii#S ■i•#s \n ■ / /MESS ■ /mmS\ summa! iii // /#/\\ # ■■ / #mmi \mss ■ # / ■ # ■ii#■\ /\/iii #Kim• mini#■ INI M� EI i#f// ■s ME■M /i■ # ■ii/# # / \ME\ / MOMMO # # ■ / \\\ # ## miss / /Ml # air #ti /!sass / ■! \ \i ■ ■ / Suits \ \i / ■■is SOmm /# / mmi \/u msummOmm # /mmmmm■ /■#■ ■i ■i/#i /ii //i1# #Mtn\ /\ Ommm#s•ms mumamsumum E: E: E:mummunn / : i iE:mmumEECmussumusu :mum! mmusausumm \ m umumm ■ui /aM #m ## /sass\ ss ■\n mans /i#\■■ u#■m ■m•mmus EEm Sim iii## muss\ //• \sa emu #E ■m■ \#\n #um / /i#■\ umumn mi M#uM S S EEE: EEE E MEN EEEEEE: EE / miiEEE MM /EMO # # / #mass /# # :`s m uEs■ON mm a■ uss us•■mmunnummas ■\nimit ■ ■ ■ \ii#ii# \tin #i ■\■!■ /##i #■\\ #iu # #ssussu mmusumummm EMENNOMMOS ■/ EMU ssmamm #m# MM m ■ im M an um usummum m S E : EEE /i E mu E:s / # :mis unim unimm: # ESmmumm u ES: ■ umus : 'Cmi M E E:M #E :R: MONSUMENON sOMMEME MUMME nummu M #ssEEE EEE::ES mi:UMMOOM E EE ENUMMO EEMMONSO MON imam\ #ammunnu ■/■s■ii ##m#mm us M# # S##•■ i■ Y■ i# a/ i \imu//■ssummum ■ii■u \\m ■ #ii\■ \ai a /s i/ ■ ■■sOOM rO amuis /aiim/#mmanximm/ i s /# # #i E■m/ #si ■s #i■ / #■ #i n /#smi ■\m #■s //im ■■ ■■#\ma■alm i# i.r ' m umnumn: Mum unsa E i muna \■ �:mummiC : E# i�m� n:ummsmusima / E :E # #m#s■s■sEEEm E�ESEiiEM OMM EE: IU /A MO i E/E EE MOWI`. /sum maass #a \minim mi E mi /rri\■ Omit aa nna m■ ssi /ammaESEEE ■ #rmi u is ■_ m#sirsimim a #s\ Mi ami ■S mii■O U•Sa\n s E m EEEE #�'E /; E# SEC■ mi\ s #s�i #s E;CE: EEC :EE: E:E s:IisE:E: =C: unumum:EEnmi:minnuEi milm'ssd E ■O I M EMM MM E SEEEEEEEEE ME ummansmannummmum EEEEEEEEEEEEEEmiEEEEEEEEEmi E EO"E ROE ■ m a#M# m #mOMME /MEME / ■ /iamumuOman #■ #m ■ \# /mu /swim /!•m#ru///' iu■imi //m mm ##S■ in/m i/um amiss #i #mmm au /i\mm E s #s■ mss/ m// msMMOM sssm # # ## # / / ■i #■■r / \ ■ /Me =mm MENUS i MMMM MM � MM /CMM CER ■EMEN NERO E SOM m E:E CE ME SsMism # ■ m EMI . # /. #m EEEEE EE MOMMMM: EE:EMMMMMNRMMMEEMMMMOODUMSMMMMM MMNOMOSSMMMMMOOOOMOU ME _ M\/ mmm/ imi!■ SSSOSimmi# i## i Emi/ m/ #imEEis # m ■ E�EEEiEmi % % # # %s #E�mii mils E jj S'S� sim r moomm #itm m i ■ umismn im m s a# a mumnimin um\ nmi■mim \#m\ \ #mi # \\m #/EmasmA ■>lm m Ili liaM Ma ONU m /MO ■OE MMMMS O S mama\ ■Si ■ uM■raMSms•m IMMUNE a Milis M SS nsmannama ns a n sm nm m m ■S■s E #S m E mu. mi umus ■iii ! mO SM■i s ■Mimi ■m ■Sin ■ii # a S immmmr■ ■ ■ uai••im#ir E ms s■imi / /s miff ms #.SS #SiiiM ■fsmsmir /// m miEEE mm EE a Emi: EmSmiE OM MOON ■ /OSmSS ■O■ S NAMEMOM MIME i SOMMEEEE' MEMOMMINOMMOMMEMO MOMMUM MEMO M SAM miEs # EE:E i� �E E��\ sitrrt %mimi� # a i E #i E M i lils mis imi O i E � :CEEEmimiE E'ta p m i m nomman mm NOMME M m i M 'M M EMEMME min mm■ /#i s / E nnu ■� ■ � is __ �#sm m■m■ NEME ■ a n mmunnm \ amassmumumnn / is # si #mm \m / #si / smummlm smimil Mluiia ■S■s\ #s iim# / # /imm ■ ii / \m•/• i 'm u # /mmmm/ \E ■ nmimiim O Mf S OS ■ SOMME■ #i#imYE Eram ■`ENE ESE %/ s mi S O um a annul n ■ s MO M#m NOnm \iu /i Slim S OME # s ■EMI s ••••• ,.. EE ■ �i " � Sim 'l M i Si nm i ■ mi 'iiE ii' Em u mma s nmSa m m u ss a mom MOsum mum u ssa m • • • m i s s m sauna ■S ■ S a /m#mm \ia Aum mE 1 ima ■ � • #r■ O\M #MMM•# '. MUM= E a ■Smmmm #OSUi ///EM •///O ##EU•••MOM •m•a/S•mi DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: (''Z .C.T�f, • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • ••••••• •••• PAGE: 39 SCOPE 2•x,R 112..o ssCs.GCu4, • • • • • • • NUMBER: 49.4 .'4 DSNGR: W tO • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • . • • • ••• • • DATE: "1/, ■lC=Mm ! minfftIBIM ## #^T"! ∎MCWW SI VM i■!#■■■■! ii!#!/###MOM MMI■M! ■ /COMM3M2MALOCIU /7 ■!L! / #/ nn ■!!■ nAMUKA t1 ■Aiii i ■ liNil vita ikh!!i /[![! ■ ■ ■ # #■ #M#MM*I ■ ii iui MMLM AMMI nMMMA mu�M MMaumm mammI ■ [ # #�n nMM li me # # /iiiM ■M3. ■u ti # k ■N /td .ii /Irit ■i Mii #n #■M ■Ri. /■![ #! #Ri # ■! / ■■ !# ■! /i/ ■!! i[■ ■!i #! #O ## # ■ ■ # #a ■[�!i. ■iN /i /i #, '1i■tiii/bitlii# ■o r n.M ■m# � !i[I ■i■a! #■NWMrri ∎# # #linw## ■ i# mi ni■ !■i####i #[■ Xi1i■ ■ ■ ■ ■■/■ii!# ■! ■O / ■ / # #i /!!# ■ %;i»• nn iiMM. insim l.la uuuai �oi momen��■ %L %■�mmummu iii annume [ ■! #n ##■! /.Ii ■m/ ■Mimi!!! /i !!! ■!■nm■ ##!■mss # ■ ■a!■[ni ■i■ ■n■!#[■■■ /iii! /■#■ `!■#11■■i###/! O n - ma ■ M M■#■ .M.UUNliM■MMMOMiii iuOM MEMMOMMi1m! l Minn!!! ■m■ /n■■ #mnmmm!!!nl SIMM #■m! ■1 MEMM■ MUM MOM . .MM.`tiianim im i##Y id .�m mummimrii M i mili i a # [ imimammu l ii X UO N Imum u na M n MM �C��!_ ■si[#iin�ii�iir %iiiriim ■■ iii #lmnmi /ii # ■ #miYi # ■i ■! #roam! ■nnmmM ■m ■!nmina a ii!#! aim■ ■onio�nn Mnnni m i mumm um ' m!a'=�naM M MMMMnnnMMMMMMM M MMMMnnonnoni nnnennnunnui ■:Ma nM } i•a yima I �iiirii %i_smam iimnailnnm iiil■!/!# n■ an■ mnniiiim ■!n!#!mm# ■n[n■nti■[i /! #i n / /[m :MEMMIM : MIM M.■mi�li ■!W[ Siam ■ UMM m M aLr M M UM M tsi•MAM ii %iMMEMMU iMMUMMEi • Mim■R M u Mnm ■ ■roll!!n■ ■m■lmm ■ MI■■ m■ n■[■■■ Mma■ /m ■mminmmm #■■nm! ■mma ■■■[mnm ■! #� MISMINmm! amM ■MO . r� ■M■■m uli m ommi im MO■ Mai■■■ ■!n ■M ■.■■aommm.!■mniM■n.. mmaWi■■aio■MM #MRM /nWMami .. roi u OM M MO # i % MOIM Mi # Mi M MMi % % UMMi i i iti! ~ M MM OMOMRM !![ii TAinnm�i# imi) 1MP MPAMIMMMm[#mm #m ■ii##n ■l /iiRn #n# EM !!l im! ■#■m / ■n!! OMM MIM M \lmnmim! Munn r '• !rLtiT.rA,{dnEml.1 m= fiiMMmnMO OM M Mi MMiMUMMEMMEMMIMMM tMEMMOMM MM MOWN tl MMrMIMMMMOMMMMirr m / ■ ■■m ■■■mMEMMMO! iM #iMm #m# m!O/m ■!n ■ ■mmo /m ■Momn[Iln[ W ■Ol�m iWMM #!!! # ■ ■M #[nM n> imnioM#!■ lmnR■ itmm�■ i■# MMnlni ■!!llmiin!liloininOimiRili #• iM■Mnrm► _ roam! ■ ■! ■ ■ #■o ■ ■ ■itN M■ ii n ■mi■mMIMOMM ■■■ ■ ■ ■ # ■ #.■lmmM#s ■ # ■ #am■■t■ ■■ MUMMU m ■!! ■ ■M ■m MMMWMOSONNOMM am■M■ mO/ N MHMERMSO MOM■#MMWOMMI OMO ■ ■O##■■ ° ■mO■m[n■n!MU!m! nn[ • ■ ■ hi l l mm iailnmnimi% r AM nn n ■n [ Ilom i ssio n nn m m 'fil# inno n nnliiMM m ■MiAM#i■ MiMnnimn ■■Mn •M ! nim M Mina■■ � m iMinnemOiS<SM /Mitts MNMa M n i mM MM M mom K )ISG , My t_i iu ...rlALIII4L.itf 1_1iia# ■■m■■.#M■s■■ ■! ■nm ■UMMWm m■!Mm #m!! OMmMmOmmumilinWi maamml \ pmr sm ommmu. m! /MMmm■#im /m! ■mim■m ■n# ■ #Nnm ■m OWAMM MMMM a► . * l � r iminso i l s !mum m M ne �MilM ntI Mi[ m■O /m ■mans#!!am #lmmanMMMi i m i M • 1 • UR ' WA :: r ' . m - l- r1: 10 :' II M : . 31 ■ M: :M:::i41 %.: an MM tin ni �:': : im i ill/r ■ ■M. Mmmm■onMDM■ nil ■Mram is multi /[mninmmumin ■l /.nI1mm ■mr ■lim iMMMM ■ /Mi[mn ■i ■ _ MMMOf � M i AleA MMMOMM :1 ;ioAki v if��A'CHii VIMMiPfM'nm mMMMWii r• t .OM /M■! ■Mai /m ■O EM i !i t min■oMMR[ #iamYMWM MMInal stalatiWri:■IrttumERi ■mi ■nsii ■i■/Mmlnn1<M#n ■. /■Mi ■ au .m■�MMS mane #i II ' t! P MLMc tits InS i F ominn ■moi lM 7 .iniam #mM imMiGl� ai1o7wR mmnmi ■■mli ■m■lnola Om %nmiM M ■m# ■a M ! !M I amiiiimmikam■l.na i #■On mmilisilo mammailiono Mmi[■ manamommmonammmoimMmim!#mmommoM #!ants ■ n # ■m! ■iMnamaammomm in ■M ■im■ mats! =MMJ mosrpMnamon■miii ■m % maimma %%i asami m ommo om mon no m o n nam m o mon a mmom M . M M . ■ma nM MMEMMOMMIMMEMSUMOM MMM UMiIiMI#mlmr■MMM` MMMEMM MM ■ i MU M i 'M EMMM !■.ninm Mm a*Pralf7s ru•CaIL= �■mmmmmm ■ ■■ aM/ nits�m[M#■nn! ■nm#mn ■[mmMmiianamlmnmm!# m Manimmum MT u'M i i ' OOMmaIM■ M ui " W' Ommm SW.M mo mom■ • M!M!MMM MMEM imiMiMNIMOMO_ #MM MUMP M MmMOMMI OMMEMMMOMMI MMMMO IMMm■aM!m ■MimM■■a!■ #m,MMMOMM IMM MMIMMn iMii!# ■ /ig ■M IMMEM ■OMMUO OM MMn # ■M M IMUM a#MMMOMMI Mnm■!m /[l /Omi ■mm! mi■ #n!! ■ ■ ■ ■ mount iM'Viia.ML�Mr4ami ! rnn ll2/ . .�!1!I[ii ' MO[M OMMOMIMMM !Mi mi! /m ■[m ■mmMMm ■MUM mMMORMMOMM n m■MM iHM ■r∎Mn oMMMMIMMUOMMMi[■■O!W niM UMMAMMEMOM # ■ IMMm ■■■mMM■ ■amts #MM■OMUMMUMMIMM■##nm M M inn ME NRIMM O WMMMMMM M M MMM ' M u mm i ■ ilim M i M MMMMMM O rnamMaMMnmmaini M MMM MMMMMMMaannMMni !! In i r m i i � i ■Mmillum �inm lima l Ita1'mirW lsom �Mnniimiiim[M ■!min /■MmMiml MMIimmi■mm�mM mm mmommmma im !.1immom ■M[m■# ■iMMMM.annimaminm nsamoMMIw' ■mn imm ■i ■■M ■!i MMm■oolnMmmiimmoMmanm MUM M I m[ V C. m _r. i 3.t i1' ` r tczni �t :_1 _ ■M.■ M i! ■mm■.m■m■■n[■■■m m aa mm ai m mo n amo n . !!! am. m dlmmummummoam n!n mnn ■ ■■mm■MO■M■MMm■ mainmo nm i#mlmm ■M /MM■m ■omomamomio # ■M #mMs ■■■■ nni■ ■ M■ T R ■smo on■ =!mu !!r!M#!M■mmomom lm iam Momm aossionno ■■mnmimmmmoosom 7 onamoMna n . `' H#■ its#■LLs,iromm ■■misT 7marimm.GR ■■Roman } ■ M M M a OMM N m ammo rAy n mi[i.M)earl'1 asamMinM#Mmmnammon %Miimoofi lmainommamma i. ■ ■L•f�m i:JRl Min ■i%iG #M!Y!■amM MLt:.i`IA MMin.MlW■MMmMOiiMOM. t'(Mi ■M■ iMi �f ■■■M ■■i ■ ■■min■iin ■aam�M� moona.nl.anmma ■i ■n ■/■Mona!! Rmom ■o■■O ■ ■n ■ ■on■nadmin ■■onamomM m■ ■ M nm ■ ■m■namonamom#■W Rm#R ■Oa#■OWmmimmn #m RR a mmMMMn ■n■■■■■[■mM■ ■■■n R■M!a■■mmm■ nom mini KAMMOMm■O t'MI MMi■!i[ ■mOMMi■ ■MM M■■ M■ M # ■ ■ ■ ■ ■ ■Mi ■ ■.■MM ■ ■■ ■i! ■■■in■OMM WORM ? .1 11 ■10 0,9= �i`e3 .AMMm it , � ■I :. m[ ■. ^.;la",`1 i/ ■■mi■■■■■[■■iim■■■nM\ mi■■■ ■m■.■ M#ii■ ■ ■ ■i#■R ■[■ ■ ■ ■ ■onnimO e�nn�■.. % ■ ■ ■R ■m ■■M.R #■ inniin Rim ■ ■ ■ ■ ■a■■n■■■ ■.WM Si i mono m a ■W■ ■!R■■MM■!a ■R■ ■ ■ ■ ■R #■i■.m ■i. ■/ ■ ■WW ■ R i■ in ■ ■mmmoo. ■ ■■.Rnammm ■ ■ ■. ■! ■!MOW ■ ■i ■i / ■R■ ima i . i■■!..■■■■■!■■. i■■[■ ■ ■ ■■R ■ ■ ■[ ■ ■ ■RW[m ■ ■ ■ ■■M ■ ■Ra ■. ■WM swum mn mwoonnaM ■MiiM ■ ■m ■.■ ■imam ammo.■ mR ■immono■mim n ■in ■m■■■ ■ Om ■RW ■ ■ ■n j■■■ M#■ n m ■ ■ ■ ■ ■■i ■mmW ■ ■ ■i ■ ■■ oomo m mi • ui RRm i moMa[MMnMinMMMlalMmim M � MM Hats:MnnnnMM�M::MMnMMMmiMM nnaaM 1iW ■.�R maim �r � ■ anommuM M ■ M Min_ m■ ommMr■■■■ [■R. MnMO ■R■ ■■■ ■■R ■M ■MI! ■ ■ ■ ■ ■ ■ ■ ■ # ■[ ■■ mom= TM Man ■Mnn ommiummomm nions i■ ts M i nnisom !<!■[ a R ■ im#i Mi.■■nimnnn i■■ ■[ no[ ■■ammo■ ■■!M im mumminMMMMn i■ Rr[! ■ #.MMminntnMMRnn�■ ■ ■ma■ am a ma sum i■■ a ■ ■ ■n■ #o■ ■ RRa■■■ai■■ ■!/[mots an ■ ii # ■ ■ ■n ■ ■i■■ n■■. ■ ■.MM ■M n inn ■.■ R■■ iRi /! n Mimmi[ ■ ■ ■ ■R■ a[■ ai mm■ ■anam iii[ni ■■R ■R■ ■min ■i ■i ■■m■momm■t ■m mm ■m m ■R O■Mn ■M MM MMI RMOKO Mi i[Mnin■R 41 1p11 MM MMnni m tOWNE M ..i i n # ■W ■!i i moon ■■ nnu' ii imannamm�ma MRm[Mi [ ai m l mmammmMMom #M m onn■n o oamn mammon � Ha ■i ■ aManimannaMm# immism l Mam'na mi M' o! MRmItmo mom mums m ■ ■ mOm i % /i[ i .R■ M n ii! ■■ m i ■Mllww M n • u ■ uim ■ ■ i i #■ RmmR■M[# inn ■■mMlr■ ■R■■ RMMi ■ Min t in sa ai[i m _ i ■ ■■■.� nnMW ■ RnmmM ■M[■ ■■i■. n■■m M ■ �■ ■MM E a■WR x �n ■ ■ ■M■ ■ ■ [. ■[gym■ Mimi# 'ii uu ■nn Y ■ ' #M . ■■ MM mmomon■M� mmommaionannimomaommuImm .m ' [■ J ■[.! ■ ■a /� ■■ ■m ' DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: f'2.0 SCOPE: MG i.1 tegaz to" NUMBER: CZ)d4- a1ati DSNGR: �lal.11 • • ••• .• •• • • . • • • • • • • • • • ••• Flcizitiv. tam c • • • •• •• • • • • • •• •• • •• • • • ••• • • • •• •• • • • • • • • • • ••• • • • • • • • • • • • . • ••• . PAGE : Lk) ••• • •• • ••• •• • • • • •• • • • • • . . DATE: �i1 is • /a'� EmmTh>ra / r �Eri <t<Jw�# ■ smommE mumm■�imea� mEmmEi1rannEncenaiYYIL anAmEnummo 2mmm■rrmm oggamm /�j E■rtir■ ■iii E M / / / / /rE/ / /i■ / /irrr/ r / /■i /i■rJ• /■=rr 7/:�/ /ALMWWIR /�i / /Y4 /1� EEEE■IE EM EEEMEr //mim•r ENnrEEErEEEr■Erm■ MIRE/ ■E mmi■ EEEEE OMMU■JIAIOS I«i /iEE/1IMS EEmEErIEEIIriEEr /■ /r / /R /E /rri>•r ■minim ■r■ // / / /■Ei ii ■iEr ■ /Erin rEirl. /■tt ■AMION WWir ■iltg/iS minim ' ussm nEE Oi EE /' ■ /r■ Em nsam � %m i isariCii l urnEw inmE E•2rrrmi ■rE•rrrmE imme ■■Errl /■ Elir2rin/■■mnrriE /i/i■iiH//ii /i / /ii ■/ iiii /iiK//iii ■■1 ■ ■ /■iriA /ii ■E Ensmo r■ mEmmrm nom i• umm2 /rommu nsmommum r ■r■ Ire /r1 /m■/■rir ■Ell/ir/i■ / ■ ■ /r ■ ■ ■i is 212 /rim ENrrrmrnEE nsmEme.w.5= /sr ■i•rrm / ■■mE• /■sir nrm22ErEEEinummesimi mmernminm /Ensimenn Emumm/rrrtirrriirrii■ otassE /imr: -v■ emir // iri /// /rrmrsummon tirriirririrmmus mmEm min EEEEEEEEEn sa mE/ r•rrmrr /.m.mIm/iEEI/II zsum rmmmmrEEmmr /EEs rrr■ iii /EEEEEEEEmrminsum umEmEIn ■■■ ■/E �1�3� ..,111 • ssrriiiMir r■O:- MMIOMMM MOU SSI/ OOrrl• MrRSrs ■)•E■rrMrissrssissr ■rssNOWORM ONORmwwwwilmunimmyssoggioNSMONOMONMOSOMMOMORSOMMMERROISOMORIMINARIFINOWISMESOMM RIMS ErEE• I E 1 . immE..uEEmE /rMMRU IERNAntiSNOWI "!INOMOSIONSIMMMONO RIM /. ■S %IrIiNO■NEWNSOMO MMONSMOEMUi N .. samenrE m umlur'�umsm // /err /il�Crrr /irrr /// rrir mennErsi /1• ■r. ■ ■r ■ir /Mir SWIM E ►! y' iAtr ii/ ULasszu i ■rrremmeA ■i■iirri / /rrrrrriEnnE rirr / / ■■/ rirr / / ■m ■rrri ■■// /rm /irrri / ■ / ■ii/ um G rmrr E G■ mF ♦� ■i ■i■ /1ri ■)�i/1♦GNt ■f ■rirlir r /s■rr■ mi■ irrr r■ / / /rrir /rrl/■ //irrr!■ / /i■ /irrr EEnrmum m EmcnnEn EEEEEmmm Si miiiitn /ii E r imsEss l %Rini Ea2EaE IMMMOMEi�i iENIOR OMM IMEiiEEEEi/ iEEiEEMONIMM r %EiE>.EMNIMri iiEE ErEE iii E mmINIU mww,EEEE EMMOMMU `W EasEmos . ` monEERa m mammmE musom i m EEiEii Eimm iiiiiEEiiii" nEmassmemiEii iE M NSIM M ISOMO SA IA MRE i i / EENNE: EE i ■ CMNO UMNO ni n a nn E:' 2 m E mu mmm 2EEsa ammm' E °2EEEEEEE E msani E • mom EEE :EmE: i rE:EEE '■ mmuEl m i mEnmmeEEEnimma: mm mmossaa r EEEEmE same, E a ■Erimmu : mimenmEmwormo:EEE mmummimmusemess ■' E emmiein: mE E umno mumEm a EEE � s RmEim �mwip ei �4C+:��+• Yf y■wokAf: `L7 ) rrr ■itiriiCE/mussol r m ''mini i irrr irii ■ .JEEEIE■ ■imiril mi■a /i■ ■iEr■ mn iirrm/ mmm momll'renummumEmomrimFr'ms■iii .r!arsm ■ ■r ■m ingsm/ rr rrrii ■awNEu tm-- is�•�r=i=1►�m1�iD lerAk.1"morf1L,/I�1.f■R'!'III + •?itv24'9.i u d • i rrri■rr/mmiiiirrimimrrri rrri MORO ■m rssmrENONO ■III.0 rrmiiiiirirr ■rsm ■ ■rENSUM OOiirr/ 3imrlsi# / /■!rr■m ■i MEW E E r IZAWI ii tmleZa`- SZLORNI ■m ■N•Erir2rmr •irrrt� ••••••r / /rm MARIE Sn•nmr •. r rrir /ErEmrEEnE ■m■mmmrsmai umEmmumEarnirmnummil>.`�msum iiinmirr/ ■r■■ /r rMOMMONOCirri•/ 11P.�rSMINi* mrrl�mMPOSTdrrIOr /i'7aYly IJAI •Ri!ffiSAMMEr#!'Sn/1 !11sW[." ■ir mrr Erm + !VIU lL�1m■)ii�/ .a: M ` �A'l rii ► /1►: 1:.Lai3rV /l�JiiLSOIDM+ "S7r::S' iii■ MN, ■•■Eri•Erm•Eimri /irE /!■ tlEMMrmi ■Mmri /R 11 1AM irri /OSIONi■r ■ii /■m■ ■Mir■iriiiN■iUMMOrrmOi ■ ■r •Eau r � "r " M .6" a' ' 3 � EsErEmmE ' i E m ummu a:%EE i EmEmEMEEE,'. :EE nmai EE 'EE EEEE E : Enummommu milimu � \rirr /rrr E/ itriirirmimmmrrsrrrlrrnii ■mrn / ■mmEEnummommo m rrns ■/mlr■ EEE2Nr nr sErr rim IMMIOrsiririmi /e/s ■OWNP■OMNUsr /pr /m ■rani ■r /nrrir/ /iri /Errrini /r /■ •EEEu•u Y ii mil[ .v irif[s.■ -auu,_ • :'r'i` ∎1115 " u4 7., IN ir... ltm�irYr, :•.`.''.iiii / ■r ■imimril•nrirrm/ ■iiii EEEE " :C mum = =mmEEEEEE: :: E : mummum munnis::E :::EE:E EEmmenEsE EE E aims isEsmos ENEEmEEE mi i/rrmiirrri /im>• rirmrrrnriiiEmEnEmEamEnEmumm!i /iri /ri ■rrr■ ■si /nnEEEEr m /Mir ■Miirr REE irri i EEart mrmrmirriiirrr!f■ •rli w� inamminwi Amp mmEsmommEmm Ei sRllrl�ENEEmomovE EE2Er ri►�'mbi �1�ii L! ^t ! ∎ `JUu iai;I 14. 1IEC l • 1Imr i■rn C: arrr U i.•.ZM n ■7mn [tl.immkJt:.� L:4. I■ E SE' i E : : E E: ` Er:E a ' EE�■ � E E E' ■: E i ::Ea : XE :1111::::1: ii ii : EEE:E E EEErrrmnE imr ••a12EEIE'rrEirnrmra•rmmnnrEEi Eir mm■ imr■■■2nirmrnE n■Emrr■nrm Ess«E INI 222 E EraEE2• E Enomm mum m EEE minEisommu memminsEmEi'iii mEnsm rnmNnEmm m 2EErmrmmmEinum mommunnmmEmmmEEr ins /r/nEEE EEEEEREEEmrriiisr ■ ■nirriiirmm rn> ■ire Inm nsE E iE E>t iMEr / EEi. ■ .�� / EEEEaR EisaEfiiE iEEE MME ■ E s ■nEmrrrmrrEEE Err' r■ nr E• EmrErrmErrnrEErr ■m ■E■2Ern /'EEEE rEmrmmrrEEi ■iri■ Ei■ ErmmE Min ■ ■INME / EEE EEEEiEEE: EEEEE:IE CsEE MMOMME: ■ ra:: ECEEE EEEE:E::::C /i /C:EECEM:aE:E m ■EEECEa:iEO:E:a:al:. EEi EE: EaEE::i E :E:: /:aEEES::E :.'EIMM ■rrnEEEMMIN rrrrEEmnr /IEir•EE rrrmiEErrrEEirmrm■ rEm■ EEE2ir/ riI / /snmriE•nrnsri / /■ /Errsmnri /UM 2E i r E E2aaEE SEaEEEs2 EEsEEEEEEE :EaaE: E' :. :EEE::EEE i CE /■rriii EnnmessEEmenu minEgE� miss r Enum sinsm samE rr m im u mri■ m ■rrr! r /rriEE / n E mmmrE r !■ Ers 'E "M'E' MOMMOMO OE N� RM MOEarr ' RMIi sE::EEEEREME:EE s:EOE:E . EONEr /ii•r i r iirim iti■ miir iONr■r r■i inneritirirnrr ■rn /inirirrirEii/r<nrr ■r EEiEnEErnE• rrmrir /rirr /r i /irrirEEEEEEmrmiriiimi ■iris■ n/ ■rm■■ /nn MOW arr" m E C * �m m n NOEEam SCE+i�EEaEE:EaEN mnm E.' mi' r' �■ aE, ESEMIRI:.'EEEEEE mmi irrr■ • Ernm /mmsi rr•II i■rrnEri m•E rlir2Ernr■E• /Err■ mmumso E•Emn MUMS i 1EE2Ennsuma � /riEEm mm E2E2E na ss sm npa ssn N EE EEEE mEnmE E n E i RM /rE ■ WO E� IE rE m I •ir Nw WO 2E2 E Elrmins■E rrinrrEEE2 /InrrmnilErli •i /rlmnnnnl ■ E ■ r m E■mmi■nm a EEI.iEEIIif / m mrlmrm l NO rE rrE /•EE•E •miE■rEm•IEE rrEmlEE2nm Elrr IrEEESmrrlEmmr MIN iEr /rmirEiimErEMIimrrmrrr EEEmEmErm>• imEEmiH mnEmnlliOURNO mEErm` iri IIEiEEmmr rmmrrEm ■iirISEEEEMOEEEjiEO mrr mrlrr mEm E E mmr4 rm E m NOmrrmiE i mmImr.aEEEEi ■imi ■EmmEm iri Ei • E EiiiE>,rr>.m m r ' •rr�•1•EE i iNniramEE I/ //m iiii/ /E.rrmi E■Iimm /m/ Eim /n MOON EEEEmENmrr // rani /r•mr r rinimErr imr RmrmIit EEr E ■■iri E rr NE!•E ■EEr / /m/ E I� iEEEEEEEEEEEEEEN rmr /i mErimnmi /■'r E mmrmrm77ii 11 r1m/ 212E /mEm r E Er i r■••#Esi rmr EEi•/ E■Ii•s ■im rss� E IEr m•EEn ■ MAE *_ siEE i2E/ /•SSE 1 E ■ EEE � l mo m m E .a ammess r r i n u s Ei I ommisi a MOM •irrr r E ■rn\ rnm i •mr E E E E Nmmm ■ri 2 E E E E SI22 r / E M a ESS m EEEE Ea1E / ErEES MO i2rmrn imr nniEr Ei E ns nassmEEEmm■ir a mnEim C aM mmis N ErmrErErErmEriN% rr� EEE %EEE ■IrNE 2E :EN EEE ar m m i E m EliimEil is Ir • EIr•s•rI2I ERR ■•ir•N EE E ■r rMI N i�mi •■ ■Ir EEE r •• � rEE■�OS r /rrrmONSIMME aEm•mrEEEIE•mr ERmEiM/IrnrrINSON + / E N EM inri /aMOOR sim i m smo mmEm •E EErErassamm mrn21 mm mmi i r••mi rrir E mE •m isE i E E •• rs IEEE ■imr rrEErmE m r / rrmrlr nm • I rE EEr■ rlrrE iEiNEE EEIEm•mNrs Er /EmI ssumnirii iEmrEEENEEmm i nonsu + E E r'arrmmEE E M mr EEES E EEE E 2m rm' mmsnr �■■ ■•.••.••••••EEIrr•• EEE ■m f•• ■ • � j ' , . .". inEmmum isi r iE i im m M m 'M'E i i i ■E. /Imi mEJ imm rrl i EE m RM ■ISr r• E •m ...N2•••.I• O E /E •ri , � , •m ■ ■auu _MO RIS IEI NM Em 1' DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 JOB: fyi,c,r SCOPE: NUMBER: DSNGR: C7• 42 , 4 9 I • • • •• • • • ••• .• .• • • • •• •. • • • • • • • • • • • • • • .•• • • • • • • • • • • • • ••• PAG uj • ••. • • —• • . •• • • • • • • • • • • • • • • 11 • • • •. • • • •••• .• or • • • BATE: d4 / MM • il i ii i ii mmom %ir ol iR # MOMm nammommommommomMalm enarenan lama° malm i mom M M■ EMM ■■mammmm EmmM ■•#Mamma ■M■ ■min ■mMmamt ❑. m[ #C# mmmm #a! MEM ■ #M #M # # # #M!M ■! # ■■ ■Nmmp �mMmmmm mmmmmmmmmmm�i mmmmmmmmmMr � l %mamm■mmmamimmmmmmm MMMM MM' M■#■#■■■■#■!#i ■ ■ ■! ■ #! i ■■ nMmmmmmmmmmmmmmmm ■ ■ # ## M MmmMmma mmmmmmmmmma Mmmmm ■ ## #■ MM ■ # ■ # ■i #! ■# ■!m # # ■■M ommmn■ ##R ■ ■##MimimmmmMM ■m mm ■al MIM�i ■#Wmmm#M #ii#■M #mm! # #! # ■ #i ■M ■M# #M ■ !! � ■■ # ■ # ■ # ■ ■i■ '5mMM M ■MM �r !1?mmnm ■nMi# ■i ■ M mm#E■MmEMm# roman MMM#mM ■ #M■mM manammmmMMM#OmaE . - ■ MUmm im #MMMi MM !la om■ #mr•m•m ■ MM M #Mmam # #mm#■ #■ #aH "- =1 ■# iii # #ii■i ■ ■ ■ #M ma Somm M 1 im i#■Mom■ #iM #M #M in■nium ■am M M MMMMMMMM #Mmmumm ■MMMM iM %MMMmi #■■!#Minmmm #! #i■MM#i ■MMM■ MM#MM#M■ ■MMii# #iM,■ om M MIm. Hmm..MMMMMMMm ' MMr�Imonalammom a��MRa < N ti ti � M n MO M #MMMMMMMIM M:iMM IIMO M##i##M!#!#!#■i ■ ■Min!# *■ MMMMMMMM M:i::MMMMMM M ■ MM MMMMMMMMMMMMMMMMM MMMMMMM MMMMMMMMM MMMMMMMMM 4 MMMMM ■M M iMMM■MiM ■SO ■mE #•iM MMO ■M ■M■EM■M #•Mama#!■•# #■MMMM M #M ■ ■MM #■M ■M ■gym ■L■ ■MMIIMM #iM# MOM . MM Min■■ ■MMm•I■mE# #M■# #M #iM ## ■ ■ ■MOMMIM■ MMMM MMM#MMMMM:MMOMMM■MMMM MOM MMMMMMM ■O#■ # lM� .#�MO� M MMEmmOMMOmmo MMMMOaMMM: -1.!, "■ # M..,...AM MMr i. ML "rt MMM #OM M %miomM N i i l M# iu imo��lil i m MM mmmmmmmmmm m �• mmmmm■ MOM O�Mr# IM MM■■ iMM ! #■MMOOMMOM # #■ # # #iiM/M MM #MMMMOMM #!M■■ MOMOM •3 LIONOMM•M ■EM MOMMM #>I■i■ M #M ##M ■M ##M ■MMMMMMMM ##■M# MOOMM IM, MOM M#M ■!#Elba MM MMMM■■■mmmMM #iMMMM M ■ M #M#irM #i #M ■� #Min ■ # ##MM# ■■ • M m �[ Ammon u mmonam# mmoma o �t o mo Mimi■ #� #amonmatammoi■iai. M ■ #MM#MMMM i#M ■ #■ M M ■ MM #i ■m #M■iM # # #ML# ■■MOOmimimiiuiMEmm!■ ■■■ #mH■a.Emuu ■laRMMS mmMmuu■m. #ii ■SO Mlmmii■O ##M•##•MMMO #m # ■M! � um MM MM #M!!i!M■# mmmmmm ■M ■ ■M ■ M� #Mm■i #M�1Mmi ■#Mlmm mmmmm##mm;immmmmmmmmm MU MME ■E MMm�IS • 00Illo� jb �� #UM ■MMIMM!#HW M W r3i /01mi ` AMER ■ M M #MMMM #M!!i_MIMi #■ m MMMMMI4iMMMIMM " r ■ Ni�! ti i ∎Sir�M MOM L .i 11 1•;� UME # MOMMOM MMUMMO liii # HAi % % MM i # iRii E 7 / M # a ■ Oi i / i %i 1 I 1 I i iiiri % ii # iEi1! #iilii # # ■Manna► 7mmm # M_ �. it'I !M(I3c'ib.Kli a ►� ■_ ■ii•# # IMMMM # #M #!#M #M ■ ■MMM■iiM■/MMM ###MM■M mmmmmmmammml ■M##M#M■■m ■mmmmm ■O■m mmmmmmmm ME i ■a mmmmimam!■•alitmmmm #l�i!fj11 nmmmmmmm i• MMMMMMMMOM#• ■i # !Z #MIOL - 1 if F�i�']M/wUM/�GC- '1>r:)1I# ; 17FR M #M'i311Enee ,;MCiii //,i.!Ni tia ►#M# #Min!# ■MM OM lMlllmr•mM •!I!I■ ■■/M MMUMOVVI MMINO■W M M #7i i` #■Mimi•##■MOAlai! •mO #MMM ■E•M•M! ■•E■# #M M M azma 7ATavuia ■iif ttaeg z:PIn tf ocean //7 .:7MC ■■ # ■`! OVIIIM IIi!,,7 #M ■#M# #M ## #M#M• ##uu■ • M H # # sammam munma ii M 7p, ii�mmumMOMPIMMEiAi mini mommommommoMmommommommiiiiom mmonw mm=:i 1= mMM ■[:aala Anna= ' m'im= '1s1 .;..C'M MiefrC ■ ■ #i>••iM #i ■Min■ ## #MM.M# MMMEMOO• #•Min ■i ###Mr •S mtwam iimmmmmm ma fiiiii mom M iEMOmmOm #M a ni #iiiiii I MME M ME M!#LL7j1MM6,WIl LlIMME # ■ ■ M Mii■ # ■MMMMMOMMM Smi • MMi MIM ■ Mi # i Mmmmm■M# ■ #i ■ # #i ###■# ■# # ■■M # ■mmmm■ IIMINIMMUMMEMESIOMMXIMMUMEMEMUMRE MOMMMMMMMMMMMME'MMMMMMOMMO OM M MMIM MUMMI ii /MOMMOM iINIMMINIM i U M MOKOMUM IMMOBBINIMMi ■ •M■M �� 4 . m MMMM MM M MM M MMMMrMMMMMMi M OM ■M!RLM�MM■.,MiMO■■ %!f OMMOOMMO MMMOM ■O■ M O O M■ ■ir` > ■■ly #iMiii ! ■ 'o i l i u:. im min :a • i M M : • m # /M : : m: ## #m ;MM: n ima�mm MM ■# MO■iMiM #MMMiR�Iui•EMO>1MM M MMM iMM MM MMMMfA,..�0#■# ` 7r .M■m • #Mm#Mamm•M MEE•EMM•MI MM ■i■iMM! PMi■ ■ ■#■M# # iMMIMMimMM#MtI■ r m# lM !art #MMMMM OMMiRi•rI ■lii�� M ■MM• MUM #I ■ fMMM ii ■M #i•M #• #• #M ■it ■MM M ■■ ■ ■■■ ■ ■ #!MM#MMM ■OL #.YOM aliMiM # # ## #iM■iii i #i M � # #■ ■MMOMMEMMi# #MEMO ## MEMM #■M#■iiMM• •M ■ MMM M MMM u i ME OM Ma ■m # ■M.M #M ■OM ■mina M■# IMO! ■■#EMMMMM /ulM ■•MMME.E # #MIEM #M■■ M ■M M ■M■i.ilm■•6 % ■MOMO M■■ #MMC7E MlCr7MM ■■MMMMM #EMi! #M■MMMM ■ M MMMMMMM•i M ,M M MM MM ■i■ im mmmmm mmmmmm Rmmmmmm M M #� m m mm m mmmm mmmmmM % # #■iMmmmmm mmmmmmME mmm iiiamu iris itm= mmum wom C mm i mm u # iii'i # i mslim m mY1mmomi�ii%Mi r ■E moni mommommomma ■■!#■ iME■Emi■•Eii.ME>i�r.aliismuiu.w MM/ iMMMM •MM MMMMM # MMIMK MiMMMMMomumA maEi # #imi ■rm#lii # #M #MiilNi ■■imMmim ■m mmem■#ME #.+., -Lm i■ ■[r.7� M■#Ml�+ 1.cumm # l ac, ,�i� # ■ ■M•i # #M ■##•M # ■ #M!•�#�M ■M ■ # # ■MM M O M MOM MM#M /'= 'MM #M M mI ■iMi4•_M ■# I M •iMM m il ! AbA ` ONOM M iMM MOM ■M # # # , • #EIiiMM = i M MO MM OMMO O MM # ■MM■M O M Y i l+rs P M IM MifO Ml!■ POR OE MIIEEfi E ■ MMMMMMM rM EMM MM ■m mo mm \\ momma : � MM im ommann M MMM #Mm iM #M■M#MM OIMMMMMmMMMmM#OOE E ■m ■#•m mmm■Mm ■ EEm M ■■mE•■i ##mma M� ■Omni# aa•MMOMMOM Mi M#MMMMM#MOMMMM OM ■MMM m ■OamM•MM ■m■ ■m M IMMIM#M a#MOM#MMO MM mE #M ■M■MMOMME MMMMM�:Iw:MMMMMMEMMOM ■MMM i#M MooMMMMMMM mm M Mi # M Mii i EM ##•■ommmMl nimmimM ■Mm■E ■mMmm ■ ■ i ■ ' Min " i onommanamm M M MMM : m mosino :: mm mom ■■ MM # #mM i# #+acw1 ■iiiC + a....��].i MM Mmi ii Siaa mom ma a M�#lilil•M M MM MM M ##i#■■M Omaa■mSm■ M O■■ ■ ■# ■M mm MMii# min ■Si#!M■M ■Ea #El / #■EMi ■ MM#MM#M# ■■M•E EM ■•M am M .�5.;.n �rMMMIM MEi j E■ •M M MM #i ■MMMMM ■ monnimammoM ■ MM M ■ M# Mmmmmmmmmmmmm ! m MI MMO M OM M MM M i.MMM M MMMMMMMMIMMMM ■ ■ ■l Y`;< lOOM MMOOM#■ MOM # •Mali ■!M ME CMMimM # �l M io 'om i �i� MMM " i■ii�M M■! m•Ia • i4 immM _� 1fl!l>■I I l n MMM #E•Mm #! MES M #!# #MM M i ■lmmmmmE: mU G ]mm #m MmmE ■ #•i■■■ M M MM#MMM ##•m■ MMMMMM ni ■ MMM EME■MM MMMMMMM ■OOMMOO MyOM M I i MMOMS■M!M ! ■MMM• MM M MMOM ■ ilmiMM ;lMMMMMMMOOMME # MM ■OOMMOM• EMMM M O '#•mM MMM M #E ■■m• EO# M! m ■ ma #0E•M MMMMM #ME M ■ ■amonommo MM O n ammonium . IMi:MO IM PO M om■■ iM# a ■#M #m•##i ■i ■El•MmmaEmmmMMEMM■# i i LL srom`- 1111 -•mE #m■miMmm m!■ #i4 E mmmS ■MMmmomm•M EM# # M OIOAM UM MO O O M ip !M M MM I m 1 E ir i M O,M #M m ! MM MMMMM rM MO M MMMMMMM ■m MOKIW i IM llil ■iIMMi r +• ; l lig M•i !m REMMOMMO # #•# MMM•mEO # #MSMMRSOMMI IMME MLMUMNU MMM■MM MM■El.M #M! Ei#'■MMM MM •i■M #l#M■i OOM MMMMORMMM OMM #E••Mm MMMIIS M• m; Mm m OMIIMMI .M• #■Min M#M .MMO m n • i o mm#mmma# .E#miMOOM MME #m# M!m EEE# EME•■MEM M ■!M ■ ■#Mmmmammmmmm m m • MM #!• •M ■ #, MMMMOMm ■Mm ma #Mm mal i ma Ei _ ■. MMii•M ■m mammam M m Mm m a MMMMMMOM m■ # aim# M#M 1r#■ MMOMM ■ ■M■ ■■ MM MMMuuNE•MM #� M SMM #mm! room# ■ MM■_ ',j�j■sMMM � MM MMm m ■#m lam MMMUM# M M u.iS .. M .#M■I.IMMM.�■� � M Mamma# MOM# M MI • MMM MMMMMMMM MI M OM E MM!!M M MOMMO MMMMMMMM■Mm # ■MMiMMM #M■M m M 'MOM m M #!# MOMMOu.M M MMOMaIIMi ■•Oa.. MMM M#MMMMMMMMM MOOMM Omm M ■M. ` MM MUM# i•Mi _ M MMiI MMMMM i ■##i im#i■Mi l#1 #m# mmMOm# # MMM M MMM M MO M MM M' MMM SI MOM M IMM M MMMM# ■tii#i liii • MM• ommo M M M M M MM ummu i m m i n s ' rt i nMUMU M M M M mi m m M L ' um M M M M ■ MI Mamma mammainammamommamma M M M M I M DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: SCOPE: NUMBER: Oti - 0) f DSNGR: • • ••• • • • •• •• •• • • • • • •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• PAGE: 4Z • ... la . . • • ••• • •• • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • • •••• • .. . • • • • • • DATE.: .0)12(c74 • ■ a •• ••• •• IN W 1 ■ M MA M/ wri/ Mri M / ■ f //I fN w w■ C M f I f E N U MM wf■`■■w ■ UM w r ■f /w NM f NNNU R N ri■■■II / S /# NI G SCIUM LA NALLw /■A * MMMM . M w •uw■. I un•: . P ■, T n��fIIMI IIIIIIIIIIIIII I Mf ■fwow■flfww■ /r■■■i OM IS= IN■MMIM /CAUL SW NNUMEMOM ■ / fw wf ■/ ■. ■ ■wUJ fii■f�Mw■�i /Mbin ■tlw■■ N■NMNMNu ■iw•M i;r'.■ w C ."I!I r1!■hw/ /! ! `P� 1 /www ■ffwf ■ ■1 ■w/ w / /wf■f■■ ■ ■ ■��fi■fff/ ■ \ ■f■ / /■■■ w wa ■ numenn• 'iacX *R "■ CoL6aomma nis 1tnaiti nn i � �n% itnoinenunnun ■f ■■ ■nnunnmsniNnsoomi wMMMMww ■wM■ww■m'!i ■iN ■ ffNfMMM ■MiwiwM/Mf■NMf ■irMMw■n■■ /wf ■f■ /LrR ■■ ■f ■f■i ■ ■■ ■f■ww /wf■ /f■ Mwfw ■iwMMMf /■ ■ ■M ■ ■■MM ■■ ■iw ■M /fw ■v■r� ■M ■■lw f/■ w■■■ fowf ■ / ■R ■■ff■■w>kfown ■/ww ■•fw■■fr■ ■ ■■ w ■ ■■■•MMMNNMMM■■M i■ N■I t/ wnl�i[ ■a■■fn■f■ ■tifif /nwf ■ ■■tif ■w ■ ■ii ■■ ■iCf■ ■w /fff■fnn ■■>Rwww /■n /■ //■ ■neon smnu hfwwMMMwN ■i ■■■■MMwfM ■MMMww wwwon ■ ■fwww! /■■ ■/f NM hM M E OM I( MS i ■A ME %IMONMSNMEIROMAN / rN N S ■N■ iM■ ■■■MMNUU k ] f y ■ ff fi`IMINM�9 ■■■NWE■■/�!!"ww■■■!�' /l USN' i■fnwf■RIRMOSwMff■ ■fw■ /Rww ■■ri ■f ■/ff ■i■ ■f■■■■ ■i<i■ ifM �� ERIONSM ■sM� MM�IRifUMMUMMltM■IIMM ■fi�i/fE MO M!\Oii a MNSMUN M:M uf MMMMM u MM MMMw 'i.` ' r `. t fir ■. if N lMM % E*NEMOUSIM UMMINEMONMENNii �� fM ■ Mw■ ■ ■fMMiw■ M MNfwwM ■ ■■ /■ /M ■ / /■ ■Mw■ MMUMUMiwfiw ■■u M!!■ ■ ■/f■ R M. ■ f ■ wfff/M /f ■ ■w!■■/w ■w ■l ONS ww ■i{ / ■I■■f■ / ' //■f `■■ MManMMMM ■ ■ rMMMM: m ynnnarrn f n f, ton w nmor %smn mnsom m %n■ommrts ■■ ■■wo oi■ / riw ■ ■fMff fMMi ri /f■■wf w■■fwf■MMw■■wf■ ■f■f■ Mf ■■w /wMwff ■ ■nnM ■■■ ■M ■■ ■ ■Mw IMINIMnUMMEMINI NUMMIMMIrairiARTMIAMINnUMUMS ■ ifs ■ ■r■■■..■■■. ■■�ri■rn■ M■■ ■ ■MMM' !!■■NM■w M � ■ ri ■M! Mw /w ONNIMM w Mw MM ■■MwwMOSS MMENS M MMs MMoMalm"mc. i M nMMmMMMMMMMMMMM M fw um niMnann ■ nenunnen a ass MM Mwf ■M■M PO411MP' ff M �MPMMMIMMMUSB M UNWANNI■ MMUNNE■MNSMS ■NM MM■■■■■ IAN .ML k- S:.�yC •/i `� M�f NUMEf■■/ Mi ■fw /w■SSUwi /.wMw ■ ■f /w /w ■ ■ ■f■ ■■■ Hf`.■ ■■■if■ fo tiwf■ � iffw ■■■wfflifl MM M ■wM ■iMfw ■■ 000mnfwww ■■Mf! ■M ■M/ /w /M■■ ////f BANSME MUMMonmWngifilaiNialANNUA M MMM MMMMM::. c u M Ina L L is xaa!o JN MMM % pt MLMRi � LitMMYM is M f ■w ■ff ■■ ■.A � N nMmmii� i`Itfi' ■ ■mono■rf MMf ■■ moino I/ ■1 . Mf■ ■wMiwMw■ff M ■Nfw■■■ ■wMIN WO*M r.111 4 : EMOs OILIM 01022J' i Alli IMMNSM ■NICUMkaC 1 ■Mi ens ■ri ■wM /Uffffiw nnonionn �wni: '� ■ zi No `s niaml€1nn n ■� i n %inri ■ nr M wf sn i■ u i ■ ` nnoo moinnom ` I " f ■w ■iM I �.:M� ifs nri unw■o IF NOVNIM Waw /R R ■ MM M UMMIN f /■ ■ NNUMMU'N / / ■w/ ■■ Mf■ ■ ■■N M NtiEllAt 5me,MOSE4Wmtnik. li T.;,1L'"�►SK! "l >/f■i ■■■■filwC -2�i1 ! ■ /r■ ■w/1r/! ■■ !w/miiM1`iw■f 15 MfM ■■M■ ■M lt?sii■ w omf fnwi / /m ■■ffA \ ■iAmori■M r M#MMaN o ww■ fii ` / tM Y ■ / t i aL!wC T R■ ■ w ■ f ■■fi / ■uM■.'y[ ='•- i •'!��iiiMw,ir is k y! i4.f;=� `L.-+] j ' M�� ■u■M ■f •u■u / ■ / / /w / ■■ wM_ MMMMiMM MMiMMnsm ommu %MMeNnnnoInMMMMnnorM i H nM■ ■MM■f wfMM %ifnommeMMMww 1/moon . i ■ wi M MM■■ wf■ ■ / ■ ■ ■■u iMi ■Mf■■fw ■ / / /i■■ ■M■ ■ MMnunn nEasn M ■Mf3 MrA %nMM■mmann1r ffiff ■w ■■ MMAM ! MMIMIUMMM A s ■ i" �■MM Ou U IS � IM B %iM MMNfNM\ MMM M M R CITSM 7; ■ ImN C. g fr M, r. l' sP MNIK Sua . /w■C;7iw ■" . M NIP N OM U S MO NOMMM M ■ ■ M M MMMM ; ' � 7, 7E I : *a j 14 t2C ` � M E ' iW 'NZZNf I o nenn nnwroo ::::M M M o/' MMMMn:M C w■ � 5M : rir ! / nOnmii ■■ ■■Mw/wMri ■/ ■MM /ff ■ww■ww :M■ /■/ //i■■ ■/ /■ MMM i�rr�i:]C k'f■ `Uf i LSE ■ ■M E..`iG "• t■ ■M M i NSOUNi■fw■ ■M ■fww■Mfw ■M M Mf INU MNMM /■wM ■N ■w■ t - [ 3 • �ST 1LIMIff ■f ■f■ ■w ■■M■wwwwwM■w w ■f ■■M■ ■f ■M ■M ■w /■ ■M MMi MAIM/ �I IM MUMNSINNSMSM ■ ::S NSUNMUMMI�MNIUM:MN fw■■M� rram/ ■C.7nITiC.�t I'. M/ 7t1f.', ' iff/ 11!!!! 9■1 1!'inm oi■ fl/ fwww■■■■ w■ ■wfi ■! ■■ ■w! ■s■■fw / ■w ■M■ / /M ■w MMOMU-. :i•ig ■rimmemord ";•` {� irii; /lialiiw %:eta t mt+ �fu. ►.; ■■i w ■w, ■M ■rii■■>i■■ii■f■wfiiM■■■■ /if wfwM■Mwwfif ■MMMwfiw■wf ■M M ■fwNwiM ■ ■ ■ ■MflAfl� K_ i!M w i /wM�/1w/�i■mo7wfi q/� AMMUOI MINIM MMM MMMMM %MnmenuMM■■�jn ■r M UU MM MMM MUSSAMM M 1 ' _ si ■ wM■■f w ■ ■Mwr NS=SUMSMMOISSEM /MMMw ■SMENNM� MUMMEM ■OMOiMMMMM wM■ r*w!!■irmi■fN ■N■MMn f i ■ / /f ■ ■■ ■onnu■ o.i ■/w■ ■M■ /M ■ ■■w ■f ■ ■f/ /i /wf fffrC " r.nimmuMMwf■ ■ ■■M fwM ■■MMMf MM■OM■ / /M■f Mi■SUw■ Min ■ ■■ ■w //MM_i M/wM■ff■ ■ff ■I(f■Mwiw /■ ■w■ NMMMMUMNOMMs "'■ //Mw �■. f , WOMM:MM i MEMES ■ M MI ORNMMOIMMIM SS MM� ' / r'�RIMAXM I MEUMI M M _n' M UME= ■ iM ■wMf■ M■■■ ■ /wMw nn ■ f fww ■■■Mwww //wMww MMMMMMMMMM ii 1 ■ it kc , M MMM MMfMoMmiw/ofnnanownnOnnnio i ■ ■ non'womini � clown MMUMMM ■ ■f ■iw'7SMONN ■if/ilw f!H■ ■ ■w11wM■Mwff■w M MMiMwf nomooMM ■M■ frf■wMiwwwwMMfwMww■■ww M ■ M MMMIMMr i i ' fiii ■ a ' .. i■ � ■ � Ir y ; ��' M e' M �r� ' +� ' �= ' - � ■MM ■ Mial ■ r ■ f fMs■ 'i'f irMir�/iiMM ' ■ EMU SU M U f ■w N M ■fs ■� f /ww■ ■ MMMwM %M MSMM SUMMUNIM ENSOMM IIII ■ ■■N ■fMM■ riMM ■■ iM ■MM MM ! ff ■i Mf ■ � ■■■MMMMNMMw■MMME- 441li1 �l7 ■■M19M /annum !N min `1 7i[ ' M ■ffil■ if wiM■ri ■wt ■■M ■!i ■Mw:w MMMrMMMMMMMMMMMMii S IMM SSIO _: nsomm nonnunin`: n:: : n: nis"l ! lan:: :M / ■MWOM ■f ■ ■wM M■iMMM /■ ■MOMOMM■w■MM /few ■MN: ■M■■MMNwwMfMEMU MRwROMMOU ff■nnM■■ ■M ■ ■Mw MMONSMM■ M ■M■■ ■w /M■ww ■ ww■#NI M ■■MMM■wi ■ ■■ ■■ ■M ffMMwifMMUMUSSOMMf■■ M ■■ ■wMf ■Mw ■MM■■ s ■w■ ■ MINIMUM f ■M ■f ■M i ■ ffMNwMM■wN■■■ ■ ■ ■MM N■■M■ ■■NUMwf■MMO ■ ■M■ ■w■■fiN■Mf■ ■■f MMMwMff■ ■w■MO /■NMfw■■IRM /MwwwM ■f■ ■■■MM M _ f■ ff■ ■N M■ wM■M■M .iMMMMMMM M IUMMIi ■MM■MMM f■■MMMf ■ ■M ■■IOM■ ■w / / /wif ■■■i■ MM■f ■■■N ■M ■ ■f fM■■i Mrifw ■fwMf MfpM< / j ■n .■!■w ■ ■■ ■Mff oj ■ MI ■■fON ■ Mf■Mfi■NS NS ■!■MMf ■ ■ ■■ i■■ f f■ MUM !■ M M NWOR M MMMMM ■MM■■iffMi■■wi ■ U MMMUMMMwMMMMM %MSMN ■ MMSR wM MMNMSMM ! f NMMMMMUMM�MMfwwNMMM ■ ■ ■MOMwNNNUMNN■ Mf MM MM MM� M MMMf ■M/M1 ■ ■M■ ■■ *t fnnMrMi MMit■ ffM■MMM MMM M ■ i ■ CMSIM M■ ■M ■M ■■ ■■ riUMMMM■U N■ ■MNS■ MMONU /1M ■ ■MN■■ /M M ff■ riw■ ■ ■i ■/ fMw ■wM■ ■ ■ ■i ff■ ifs ■ ■ ■■■ iMf rfMM■ ■i M NfMfwf■ wff<f /// i ■■MMMMM M MM MI S` SMUSMfEn MU MOMMMMn _ MMMMy M M■ MMMMM M M ■. OOS MMMUM■UM ■ M MMM■MM i■■M NI i MUrn M nnMM MMMf■ ■w M:M ww ■■ N ■MMi■ MMU f ■f M■ ■ ■w ■� M Mf ■ ■■ ■_ on Mw M Mwwwf MM MMw ■ ■NMwN N /■M■ M nn�■M / ■MwiMMM ■■ MM ■ t ■■ ■■M f/NMNwwM w N■ ■iM rif■ ■MNMw ■MMMM fwM /M ■Mw M ■wMi ■MMMM�MMMM'' ■M MfwMf ■■M ■■ ■MfMwfM ■K ■ ■ ■M!i ■ ■ ■ ■fMrwMwMw ■ w M■■ / MM ■■wi■w■ MfM// MEMNON ifww` / = /� ■Mw ■ ■f f MMM ■ M ■■ M■ ■l ■■r■i ■■ri Mw MM ■ MM %MMfMfMM M Uri Mwfw ■■ w MM ■Mfwfw w■■wsM M■■fi ■i MI MM■S monnUMMUMIM EN MMMf /MfwUMMM ■MMNM ■M f M f/.MM.■w M!■ ■■ ■w■ M Munn M NM ■ NNM ff f M■ ■M /fw MNRU iwR■MM ■ M MIRMSN i SMMMMi 1 i u.M■ M M ■■M MM M M MMMN M'■iw ■.M�Mw�wM■ . ■ M ■ ■ 1111: � ■■ Mf■wMiMMM■ ■ M�MMu_ ■■ 111:19116111111111. DONALD HODGETTS, P.E. CONSULTING ENGINEER 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305-663-8885 • FAX 305-663-9841 ,.;..; - I ,, : • ; ; IHrlN,i 14 SO440;er s t`H.C . ; # a;LAVIIM 1 a H Attt; IVO '-' 7:"1:7 40 3; ' ' ; ; ; ri 1 r "' ; '.' '.; ! r !lo • ; . et F • ' f • . ; . 4 ' ' i • ; ; i : ' -,, ± : _ • ; 01,10 • , • • 1Piel . ' ' ; i ; , ; J 7 ' ' 1 i ■ 1 14- : . ; 1 ' ; ; ' ' 111 : 1 '. -1- -1 . - 1 - ±" . :' 1 ': -; " • ': ; i ; ' ',,,i,._ ' „.,,..: ; ; 1 ; ' 1 .___",._4 : .... , ; .._...,...t .t ,....; • ,1 , . !_: 1 ; • 0 • • • ' --.1., • •• : • ■---, --- .. - f, --4 -2- . - - i . --i ! -; - 1 1 ; - F -- " . , 1 , -; • r • - 'I' _. , __I ; ' ' [ ! __ r ' . .*: f .,•_ rsi -; : 1 4 i '",1 17°---- .. n c r2 , , „; 27 -:-,. . L. !,-''' t - ' . t, . - t • ; 2,_________ , : , : t , t 1 ! : : : : : ...,1,..L4--4 T 7 . 14 / r ivi440 , ce. , ! , „.. i 124, 447 i ili,_: .■l, •,q.47, 1 ',._,..,4_J • i t t th•-4- - - -: • . . • I I : , ■ , __, __, ,___ . -_, . 1 : • .' t • - • L ; ; • • j_ , • JOB: racrizes. SCOPE: Artizr. (:),Opsfec-rmt,Aas • • • • NUMBER: C:Z•Ar- 420% • • • • • • • • • • • • • • • • • • • • • • 0• • • • OS •• • • • • • • • • • • • • • • • • • • • • • • • • : /4-3 • • : • DSNGR: D1044 • • • • 00 • • • • • • • • • • • • • • • 1/2•070S • • • - , . — • • ;. .t ' : -; ,- ' ; ' ; . I i ; • E . ,... , . . - — —T - , • : 4 . - ; t -4 4 ■ 4 . + • : • • - 1 • ' ' . I ; ; F -4 t 4 -I t • . • ." r + ■ -4 + , r ; ".! *v.• . (2)4:3`*-SCriri0) 1 5 , : • - ! : : • : „. : : 4 ! ; ; : t • 11 !ALL. • , ; -"" ; 1 " , i . • • ; : . - 1 : 1_4 ; r .... , . • I I t ' . - ' -- 43.1rosts --" , 4_4 IA _ 1 :1 5 .f-x_ k ti _1"...r1 - 1 I :HHL • ; • ..! 1 ' ; t - 1 . • : [•• ' , - , ; i , , " 1 ' , , ' -,- , ------ , , • f t ,' , r ' , , _ , 1 i , , t . , n , . ■ • . . , . ' ' . t , t ' - ■ j - 1 - i '. : --' -I -1- 1 •f "i I- • • •-• , ,, , ' ' , i , , 1 ' ' --'-' '- ' '' ' ' '• ■ , - , ' ; — r i-• ,_ 1 ;,, ,,__4 ' ; ;. ; • , ' 1 ' , ; ; ' ; , , I '; : I r ' ; r ; r ' ; : ; ; r ; • ---1--- - I i I .4'.1."JtEl +" , n2, ' ' 1 - 4 i ! . • 1 - - - • - • - - - - - - ------- - • ; t J 4 r ; ; • ■.1 1 ' I ; , • ; ; • ; • ; 1 , . ' • - - ■ ; * n—T4 4 4 I Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 390.48 psi Fb 1,495.55 psi Deflections Center Span... Deflection ...Location ...Length/Defl Stress Calcs Bending Analysis Ck 26.487 Cf 1.000 © Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction West Canopy Joist d +I Le Rb 3.500 in 7.250 in Manuf /So.Pine 1.250 Pin -Pin DL DL DL 101.00 #/ft 101.00 #/ft #/ft Max Stress Ratio 0.261 : 1 Maximum Moment 1.0 k -ft Allowable 3.8 k -ft Dead Load -0.025 in 3.799 ft 3,509.4 Camber ( using 1.5 * D.L. Defl ) ... © Center 0.037 in @ Left 0.022 in @ Right 0.000 in 1.00 k -ft -0.32 k -ft -0.55 k -ft 0.00 k -ft 3.82 fv 36.17 psi Fv 218.75 psi 5.148 ft 6.048 Max Moment 1.00 k -ft 0.55 k -ft 0.00 k -ft @ Left Support 0.92 k 4.196 in2 218.75 psi General Timber Beam Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Bast a lowal e;art uget e�in�rj Center Span 7.21 ft Lu Left Cantilever 2.50ft Lu Right Cantilever ft Lu Southem Pine, No.2 2 -4 Thick, 8 Wide Fb Base Allow 1,200.0 psi Fv Allow Fc Allow E at 3.838 ft at 0.000 ft Total Load -0.051 in 3.683 ft 1,710.15 LL LL LL Scope : Reactions... Left DL Right DL Title : Miami Country Dade Dsgnr. DWH Description : 175.0 psi 565.0 psi 1,600.0 ksi 76.00 #/ft 76.00 #/ft #/ft Span= 7.21ft, Left Cant= 2.50ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Maximum Shear * 1.5 Allowable 0.66 k 0.32 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Sxx 30.661 in3 Area 25.375 in2 CI 0.999 Sxx Req'd 7.99 in3 4.44 in3 0.00 in3 © Right Support 0.74 k 3.370 in2 218.75 psi Allowable fb 1,498.28 psi 1,495.55 psi 1,500.00 psi 1.16 k Bearing Length Req'd 0.585 in 0.59 k Bearing Length Req'd 0.301 in • .• ••• • • • ••• •. •• • •�14b4 Otl-9 � •• • • • 8 • • • 1 • bate :.3 : i, !: D�C 04: • • • • • ••• • • • • •• • • • •• ••• •• • • • 1.00 ft 2.50 ft 0.00 ft • • • • • • • • • • 4 04-991 !kvr.Calcula ons Full Length Uniform Loads Beam Design OK 0.9 k 5.6 k Shear. @ Left 0.71 k © Right 0.59 k Camber. @ Left 0.022 in © Center 0.037 in @ Right 0.000 in Max 1.16 k Max 0.59 k • ••• • •• •• • • • • • • • • •• • Dead Load Total Load 0.015 in 0.043 in 4,041.3 1,403.7 0.000 in 0.000 in 0.0 0.0 • • 4( Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW -0600621, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description West Canopy Joist d +I [Query Values •• • • • • • ... ... M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -0.55 k -ft 0.00 k -ft -0.55 k -ft • • •.. • • • ••• •• •• • • • •• •• • Title : Miami Country )a8e . • • • • • • • .Job,# 04 -991 Dsgnr: DWH ; ; • • paiD: :3:$7PMy $.0gC 04 Description : Scope : • ••• • • • •• • • •• • • • •• ••• • • • • Shear 0.71 k 0.00 k 0.71 k • •• • • • • •• • • • • • • •• • Deflection 0.0000 in 0.0000 in 0.0000 in • • 115 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User. KW-0800621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb . 836.56 psi Fb 1,581.44 psi Deflections Center Span... Deflection ...Location @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction • • • • • • • ••• • • • 04-991.ecwCalc lations West Canopy Joist d +w R Le Rb 3.500 in 7.250 in Manuf /So.Pine DL DL DL 1.330 Pin -Pin 1.33 k -ft 0.00 k -ft 4.04 fv Fv Dead Load 0.104 in 3.799 ft ... Length/Defl 834.0 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.156 in @ Left 0.094 in @ Right 0.000 in 13.487 ft 9.789 Max Moment 2.14 k -ft 1.33 k -ft 0.00 k -ft @ Left Support 2.20 k 9.469 in2 232.75 psi -2.78 k -1.35 k -425.00 #/ft - 425.00 #/ft #/ft Max Stress Ratio 0.529 : 1 Maximum Moment -2.1 k -ft Allowable 4.0 k -ft 1.33 k -ft -2.14 k -ft 86.85 psi 232.75 psi Scope : General Timber Beam • • .• •• Title : Miami Country Dade • Dsgnr: DWH • • Description : • • • • • • Code Ref: 2001 NDS, 2003 IBC, 2003 N61145400: Base ailowebtes.ere eiser defined Center Span 7.21 ft Lu Left Cantilever 2.50ft Lu Right Cantilever ft Lu Southem Pine, No.2 2 -4 Thick, 8 Wide Fb Base Allow Fv AIIow Fc AIIow E LL LL LL 1,200.0 psi 175.0 psi 565.0 psi 1,600.0 ksi #/ft #/ft #/ft Span= 7.21ft, Left Cant= 2.50ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin at 0.000 ft at 4.031 ft Maximum Shear * 1.5 2.2 k Allowable 5.9 k Shear. @ Left 1.72k @ Right 1.35 k Camber. @ Left 0.094 in @ Center 0.156 in @ Right 0.000 in -2.78 k Max -2.78 k -1.35 k Max -1.35 k Total Load 0.104 in 3.799 ft 834.01 Reactions... Left DL Right DL Sxx 30.661 in3 CI 0.991 Sxx Req'd 16.22 in3 10.02 in3 0.00 in3 @ Right Support 1.65 k 7.094 in2 232.75 psi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Stress Calcs Bending Analysis Ck 25.678 Cf 1.000 Bearing Length Req'd Bearing Length Req'd • •.• . . •• • • • • • • •• • • • • • • •• • • • • • • •• Mb A • • • • • • • •• • • • •• • •• •• • •• • • .•• • • • •. •• • • • • Area 25.375 in2 Allowable fb 1,581.44 psi 1,590.95 psi 1,596.00 psi 1.405 in 0.682 in •.• • • • • •• • • • • • • • • • • • • • • 4ob 04-991 • meta: 1:2 • 8OEC 04 7.21 ft 2.50 ft 0.00 ft Beam Design OK Dead Load Total Load -0.062 in -0.062 in 960.4 960.4 0.000 in 0.000 in 0.0 0.0 Donald Hodgetts, P.E. 5901. S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • ••• • • • • • • •• • • • • • • •• •• • Title : Miami Country Dade • • • • • • • • • • • J # -991 Dsgnr. DWH • ; .Date: 3;74 I RAG 04 Description : Scope : • ••• • ••• • •• • • • •• • • • • • • • • • • • • • •• • • • • • • • Rev. 580003 User. KW- 0600621, Ver 5.8.0, 1-Dec-2003 (c)1963 -2003 ENERCALC Engineering Software Th General Timber Beam • • • • • • • • • • • • • • • 04-991.ecw:Calculations Description West Canopy Joist d +w M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 1.33 k -ft 0.00 k -ft 1.33 k -ft • Query Values • •• • • • • • ••• •• Shear -1.72 k 0.00 k -1.72 k •• • • • •• ••• •• • • • • • • • Deflection 0.0000 in 0.0000 in 0.0000 in Ddnald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description West Canopy Girder D +I General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Dead Load Live Load ...distance Summary 660.0 Ibs 500.0 Ibs 0.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 516.50 psi Fb 1,211.58 psi Deflections Center Span... Dead Load Deflection -0.035 in ...Location 4.393 ft ...Length/Defl 3,010.7 Camber ( using 1.5 * D.L Defl) ... @ Center 0.052 in @ Left 0.008 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.385 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 3.500 in 11.250 in Manuf /So.Pine 1.250 Pin -Pin 40.000 pcf 660.0 Ibs 500.0 Ibs 3.790 ft 3.18 k -ft -0.00 k -ft -0.00 k -ft 0.00 k -ft 7.45 fv 58.85 psi Fv 218.75 psi 7.722 8 9.227 Max Moment 3.18 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.28 k 5.833 in2 218.75 psi 2.03 k 1.56 k Dsgnr. DWH Scope : General Timber Beam 0.426 1 3.2 k -ft 7.5 k -ft • • ••• e • • ••• •• •• • • • •• •• • Title : Miami Country Dide ; • ' ' ; ' J=►b 404-991 Description : • . .l tey 4 0 M, q 04 • •• • • • • • • • • • • • • • gese Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 60®0.BaTseeilewibles q.ren r defined 9 Center Span Left Cantilever Right Cantilever Southem Pine, No.2 2 Fb Base Allow Fv AIIow Fc Allow E 660.0 Ibs 500.0 Ibs 7.580 ft at 3.803 ft at 0.000 ft Total Load -0.060 in 4.393 ft 1,759.82 Reactions... Left DL Right DL Ibs Ibs 0.000 ft Sxx 73.828 in3 CI 0.994 Sxx Read 31.47 in3 0.01 in3 0.00 in3 @ Right Support 2.32 k 10.594 in2 218.75 psi Bearing Length Req'd Bearing Length Req'd 8.75 ft Lu 0.508 Lu ft Lu -4 Thick, 12 Wid 975.0 psi 175.0 psi 565.0 psi 1,600.0 ksi Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Ibs Ibs 0.000 ft Span= 8.75ft, Left Cant= 0.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Dead L 0. 2,1 Area 39.375 it 2 Allowable fb 1,211.58 psi 1,217.87 ps: 1,218.75 ps 1.025 in 0.786 in 0.000 in 0.0 • ••• • .• .• • • • • • • • • •• • • • • • •• • •• • • • • 3.75 ft 0.50 ft 0.00 ft Ibs Ibs 0.000 ft • Beam Design OK Maximum Shear * 1.5 2.3 k Allowable 8.6 k Shear. @ Left 0.86 k @ Right 1.56 k Camber. @ Left 0.008 in @ Center 0.052 in @ Right 0.000 in 1.18 k Max 2.03 k 0.91 k Max 1.56 k ad Total Load Ibs Ibs 0.000 ft 06 in 0.010 in 2.4 1,260.0 0.000 in 0.0 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description West Canopy Girder D +I M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -0.00 k -ft 0.00 k -ft -0.00 k -ft • • •I•• • • • ••• • • Title : Miami Country Dade• • •• • • • • • • • • • • • • Jib #E04-991 Dsgnr. DWH : : dates 6ii09F'M, 6 DEC 04 Description : • • ••• • • • • ••• Scope : • • • • • • • • •• • • • • • • • • • • • Rev. 580003 User. KW- 0600821, Ver5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • • • • • • • • • • • 04-99t.ecw.Cillcufations • • • •• ••• •• • • • • • • • • • • • • • Query Values a • • • • • • • • • 1 Shear 0.86 k 0.00 k 0.86 k Deflection 0.0000 in 0.0000 in 0.0000 in u9 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Dead Load Live Load ...distance Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,181.44 psi Fb 1,276.03 psi Deflections Center Span... Deflection ...Location Bending Analysis Ck 28.487 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction West Canopy Girder D +w Section Name 4x12 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf /So.Pine Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density - 2,780.0 Ibs Ibs 0.000 ft 1.330 Pin -Pin 40.000 pcf - 2,780.0 Ibs Ibs 3.790 ft Span= 8.75ft, Left Cant= 0.50ft, Beam Width = 3.500in x Dead Load 0.136 in 4.393 ft ... Length/Defl 773.9 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.204 in @ Left 0.032 in @ Right 0.000 in 0.00 k -ft -7.27 k -ft -0.00 k -ft 0.00 k -ft 7.85 fv 136.18 psi Fv 232.75 psi 16.981 ft 13.682 Max Moment 7.27 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.86 k 12.307 in2 232.75 psi -4.67 k -3.56 k Scope: General Timber Beam Center Span Left Cantilever Right Cantilever Southem Pine, No.2 2 Fb Base Allow Fv Allow Fc Allow E - 2,780.0 Ibs Ibs 7.580 ft 0.926 : 1 -7.3 k -ft 7.9 k-ft at 8.750 ft at 3.803 ft Total Load 0.136 in 4.393 ft 773.91 • • •• • • • • ••• •• •• • • • •• •• • Title : Miami Country Dade • • • • • • • JQb #04 -991 Dsgnr. DWH : : pate; 4;09DM, ii DEC 04 Description : • • ••• • • • • ••• Ibs Ibs 0.000 ft 8.75 ft Lu 0.50ft Lu ft Lu -4 Thick, 12 Wid 975.0 psi 175.0 psi 565.0 psi 1,600.0 ksi Depth = 11.25in, Ends are Pin -Pin Reactions... Left DL Right DL Sxx 73.828 in3 CI 0.984 Sxx Req'd 68.36 in3 0.01 in3 0.00 in3 @ Right Support 5.36 k 23.039 in2 232.75 psi Maximum Shear * 1.5 5.4 k Allowable 9.2 k Shear. @ Left 1.90 k @ Right 3.56 k Camber. @ Left 0.032 in @ Center 0.204 in @ Right 0.000 in -4.67 k Max -4.67 k -3.56 k Max -3.56 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd Bearing Length Req'd • • • • • • • • • • • • • Ibs Ibs 0.000 ft ••• • Area 39.375 in2 Allowable fb 1,276.03 psi 1,295.76 psi 1,296.75 psi 2.364 in 1.803 in • • • • • • ••• • 8.75 ft 0.50 ft 0.00 ft Ibs Ibs 0.000 ft • •. • • •• • • • • • • • • • `4 4444444 • • • • • • • • 0499 f. ecw Caculalions •• • • • •• .••• •• •.• • • • • .444434144, 80441 Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5041). base allot able are user defined Ibs Ibs 0.000 ft Beam Design OK Dead Load Total Load -0.022 in -0.022 in 555.8 555.8 0.000 in 0.000 in 0.0 0.0 Stress Calcs 5a Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • • •• • • • ••• •• •• • • • • • •• •• • Title : Miami Country Dade• • • • • • • JQb #;04 -991 Dsgnr. DWH • • Date~ 41 6 DEC 04 Description : • • ••• • • • • ••• Scope: • •• • • • • • • • • • • • • • • • • • • • • Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • • • • • • • • 04-99T.ecw.C6lculations Description West Canopy Girder D +w M, V, & D Q Specified Locations Center Span Location = Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -0.00 k -ft 0.00 k-ft -0.00 k -ft • • Shear -1.90 k 0.00 k -1.90 k •• • • • •• • •• • • • • •• • • Deflection 0.0000 in 0.0000 in 0.0000 in • Query Values • • • in • • • • ••• •• 51 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description West Canopy interior Girder D +I General Information Section Name 4x12 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf /So.Pine Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Point Loads Dead Load Live Load ...distance Summary Stress Calcs Bending Analysis Ck 29.385 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 660.0 lbs 500.0 lbs 2.500 ft 1.250 Pin -Pin 40.000 pcf 660.0 lbs 500.0 lbs 6.280 ft Span= 8.75ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 485.67 psi Fb 1,211.58 psi Le Rb 2.99 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 7.45 fv Fv Deflections Center Span... Dead Load Deflection -0.039 in ...Location 4.375 ft ...Length/Defl 2,720.2 Camber ( using 1.5 * D.L Defl ) ... @ Center 0.058 in @ Left 0.000 in @ Right 0.000 in 7.722 ft 9.227 Max Moment 2.99 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.79 k 8.187 in2 218.75 psi Depth = 11.25in, Ends are Pin -Pin 0.401 3.0 7.5 General Timber Beam 1 k -ft k -ft at at 45.79 psi 218.75 psi Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA g0O. Dale 3IIoWable$ are user defined Center Span 8.75 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Southern Pine, No.2 2 -4 Thick, 12 Wid Fb Base Allow 975.0 psi Fv Allow Fc Allow E lbs lbs 0.000 ft Total Load -0.066 in 4.375 ft 1,586.16 Scope : Reactions... Left DL Right DL • • ••• • • • ••• Title : Miami Country Dade. •. • • • • • • Jo b #04-991 Dsgnr. DWH i te:: Hb9QM, a DEL 04 Description : lbs lbs 0.000 ft 175.0 psi 565.0 psi 1,600.0 ksi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Ibs lbs 0.000 ft 1.20 k Bearing Length Req'd 0.609 in 1.21 k Bearing Length Req'd 0.613 in • • ••• • • • • • • •. • • • • • • • • • • • • • • • • • •• • • • • ••. •• • • Maximum Shear * 1.5 1.8 k Allowable . 8.6 k 4.025 ft Shear. @ Left 1.20 k 8.750 ft @ Right 1.21 k Camber. @ Left 0.000 in @ Center 0.058 in @ Right 0.000 in 0.71 k Max 1.20k 0.71 k Max 1.21 k Dead Load 0.000 in 0.0 0.000 in 0.0 Sxx 73.828 in3 Area 39.375 in2 CI 0.994 Sxx Req'd 29.59 in3 0.00 in3 0.00 in3 @ Right Support 1.80 k 8.241 in2 218.75 psi Allowable fb 1,211.58 psi 1,218.75 psi 1,218.75 psi • • •. • • • • • • • • • • • • • • • • • • • • • • • • • • 04-991cv:Cacuiations 3.75 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft • • lbs lbs 0.000ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 sTo 52. Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • . ••. . • . ..• Title : Miami Country Dale • • • • • • top # Q 4-991 Dsgnr: DWH : : Date: ia 8•DEO 04 Description : • • ••• • • • • ••• Scope : • •.. • • • • • •• •• • • • • • • • Rev. 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software • • • • • • • • • • • • • • • • • • • • • • • • • • 04-991 ew•Calitulations General Timber Beam Description West Canopy interior Girder D +I Query Values • •• M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 1.20 k 0.00 k 0.00 k •• • • • .• ••• •• • • • • • • • • • • • Deflection 0.0000 in 0.0000 in 0.0000 in 53 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 WNW 2100000014000 IntRON1010.03: Rev 580003 User KW- 0600621, Ver 5.8.0, 1 Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description West Canopy interior Girder D +w General Timber Beam General Information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5800 BBi alovsabjessare use defined Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 11.250 in Manuf /So.Pine 1.330 Pin -Pin 40.000 pcf Center Span 8.75 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Southem Pine, No.2 2 -4 Thick, 12 Wid Fb Base AIIow Fv Allow Fc Allow E • • ••• • • • ••• Title : Miami Country Dads• • • • • •• • • • J64) # (:9 -991 Dsgnr. DWH • • • Dice:: !09P A, 8 DEQ 04 Description : • • ••• • • • • ••• Scope: Point Loads Dead Load Live Load ...distance - 2,780.0 Ibs Ibs 2.500 ft - 2,780.0 Ibs Ibs 6.280 ft Span= 8.75ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,111.79 psi Fb 1,276.03 psi Deflections Center Span... Dead Load Deflection 0.151 in ...Location 4.375 ft ... Length/Defl 694.1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.227 in @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 28.487 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.00 k -ft -6.84 k -ft at 0.00 k -ft 0.00 k -ft 7.85 fv Fv 16.981 ft 13.682 Max Mo 6.84 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.10 k 17.611 in2 232.75 psi -2.72 k -2.74 k Depth = 11.25in, 0.871 : 1 -6.8 k -ft 7.9 k -ft at 8.750 ft 104.82 psi 232.75 psi Ibs Ibs 0.000 ft Total Load 0.151 in 4.375 ft 694.12 2.520 ft Reactions... Left DL Right DL Ibs Ibs 0.000 ft Ends are Pin -Pin 975.0 psi 175.0 psi 565.0 psi 1,600.0 ksi Maximum Shear Allowable Shear. Camber. -2.72 k -2.74 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • 04 _ < _CI ations • Ibs Ibs 0.000 ft * 1.5 .. • • • •• ••• •• @ Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 • • •• • 8.75 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft • •• • • • Ibs Ibs 0.000 ft Beam Design OK 4.1 k 9.2 k 2.72 k 2.74 k 0.000 in 0.227 in 0.000 in -2.72 k -2.74 k Total Load 0.000 in 0.0 0.000 in 0.0 Sxx 73.828 in3 CI 0.984 Sxx Req'd 64.33 in3 0.00 in3 0.00 in3 @ Right Support 4.13 k 17.733 in2 232.75 psi Bearing Length Req'd Bearing Length Req'd Area 39.375 in2 Allowable fb 1,276.03 psi 1,296.75 psi 1,296.75 psi 1.377 in 1.386 in Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description West Canopy interior Girder D +w M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft • • ••• • • • ••• Title : Miami Country Dadl' • • • • • Job # 01 -991 Dsgnr: DWH ; • Dale: IMF% 811Eq04 Description : Scope: • • •• • • • • • ••• • • • • •• • ••• • •• •• • • • • • • • • Rev: 580003 Use KW- 0600821, Ver 5.8.0, 1- Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • •••• • • • • • • • • • • • • 04-99t .bons • • • • • ••• •• • • • • Shear Deflection -2.72 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in 55 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • ••• • •• •• • • • • • •• • • • •• • • • • • • • • • • • • 04-991.etw.Calttatlons Rev. 580000 User: KW- 0800621, Ver 5.8.0, 1 -Doc -2003 (c)1983 -2003 ENERCALC Engineering Software Description TS-1 General Information Code Ref : AISC 9th Ed ASD : 1 073J13C,2003 I( 22303 NFPP15000 Loads Axial Load X -X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Plate Bending Stress Actual fb Max Allow Plate Fb Steel Section 2.77 k Section Length Section Width Flange Thickness Web Thickness 12.000 in Allowable Stresses 12.000 in Concrete Pc 3,000.0 psi 0.500 in Base Plate Fy 36.00 ksi 0.00 k -ft 60.000 in 60.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 19.2 psi Allow per ACI318 -95, A3.1 = 0.3 * P'c * Sgrt(A2/A1) * LDF 1,800.0 psi Allow per AISC J9 2,100.0 psi Thickness OK 4,071.9 psi 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k • • ••• • • • ••• Title : Miami Country Dad; • • • • • • igli# 4991 Dsgnr: DWH • : Dale: &: %3PM, 8 DECCa04 Description : • • ••• • • • • ••• Scope: Steel Column Base Plate • ••• • • • • • e • • • • • • • • • • •• • • • •• ••• •• • • • • • P4std 4.500 in 4.500 in 0.237 in 0.237 in Load Duration Factor 1.000 Anchor Bolt Data Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension 510 Donald Hodgetts, P.E. Consulting Engineer 5901 SW 74th Street, Suite 405 South Miami, FL 33143 Positioning Loads Concrete Compressive strength: 3000 PSI Thickness of base material: 8.00 in Customer No.: Phone: Rasp.: Anchor fastening design for Kwik Bolt 11 -1/2 x 3 314 : (? 14 . ;•• .•• As per Hilti USA method Anchor fastening design • •. Location: • • • • • • • • • • • • • • ••• • • • ••• 'Nag : : : • oft: : QuotIltion'l': • ••• • • Project: List No.: •• • u •• • • Datg. • • proje eihm6• • • • • • • • • • •• • • • • • ••• •• Anchoring plate: Ix =16.00 in Iy =12.00 in s1 =12.00 in s2 =3.25 in c1 =12.00 in c2 =5.00 in c3 =12.00 in c4 =5.00 in + Anchor 0 Anchor in slotted hole Shear Load: Vy =1330 Lbf • • • • • • • ••• West Canopy • • •• • • • • • • •• • • • • • • • • 5; Anchor 1 2 3 4 N [Lbf] 0 0 0 0 V, [Lbf] 0 0 0 0 V [Lbf] 333 333 333 333 V [Lbf] 333 333 333 333 Res [Lbf] 333 333 333 333 a 90 90 90 90 fRN 1.00 1.00 1.00 1.00 fRV 0.74 0.74 0.74 0.74 ffN 1.00 1.00 1.00 1.00 fAV 0.83 0.83 0.83 0.83 N [Lbf] 1310 1310 1310 1310 V, [Lbf] 1216 1216 1216 1216 IN - - - - Iv 0.27 0.27 0.27 0.27 IRes 0.12 0.12 0.12 0.12 h [in] 2 1/4 2 1/4 2 1/4 2 1/4 Length [in] 3 3/4 3 3/4 3 3/4 3 3/4 Thread [in] 21/4 21/4 21/4 21/4 IMILI9r1 Donald Hodgetts, P.E. Consulting Engineer 5901 SW 74th Street, Suite 405 South Miami, FL 33143 Customer No.: Phone: Resp.: • • • - Anchor fastening design : • Palle? ' ' 2 of /. • Location: • • • • • • • • • • ••. • • • • • • Quotation: Prgi4ct: ; • • List No.: • ; Def • Project name: • •• V s • • • • • • • • • • •• Results for Kwik Bolt 11 -1/2 x 3 3/4 (2 1/4) • • •• • • • • ••• •... ; • • •. •. • • . • • • • • • ; t • • • • ••• • • • • . •• • • • • • • • • • • • _. - - • • • opts •• 5% DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: inCDA SCOPE: NUMBER: 04 ', DSNGR: . 4 , .14 F� • • •• • • • •• • •• •• • • • •• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • ••• • • • PAGE: • ••• • •• • ••• • • • • • • •• • • • • • • • • •••• • • • • • • • • • • • • •• - ••• • DATE: 12111r/a • • •• ••• • • ■itilM■sM #••••sss•OS # #■ # -r OM MINI#■/#■• # / / i1 r/ / /■ ###!#! ■ ■■s ■ /• # # ■■!J!flr•1Fi 4■ #wirr ■su1i / /MOM ISO M EM's.`�ICi■L1�2ML4rc =l Sx1•1E AI■ ■ / #■i■■■ ■■■■ # #■s M■■#■! / /■O !!1 /'�1OrOOM #/1/ ■ • R istl ■EMS umimmm uuaiaaiinii # #!!It■■ /f■!■M//■#f /■� # #M# /■ //s' iuwo l # uWXEOOOOOAM# !M N■ O mmiM!MEE # ■ii ■ s :ss# ss■ RMSSMSSimORMM O l ROSE■ssMSMS■ROMMfiii� . 11tMCL;L+ m ■f ss ssRlR ■ ■sR /M■U / / ■MMES UM � ■ ■ESRR // /OSIERS EisNR SMi #O ■ / #s!M / ■sssilYt!!f �fs�ssM■�lii ■■sMM M si/s■i■i /ss / / /f!!!s /OMs ss/ sssi ■y! #!s!■ *fsif! s s Ms ■ / ■■ ■MS■■ / ■ sf MEMMU■ENRMMM■■■OMM000MSS OMOMUK /■ss■slssslf■ M OOMEiSOMMOSOM.i ! ■ssSUM s■ ■ iMS■s /!#■OORM MNMMMNMONIMM OMOONSIMUM MM OMMOMMOMMOOO M MOSSOOMOAOOMOMOM #it'AN.MN # MUMNIMMO S IFIi!OMOM ■EMMMMM■i■■R■■ORS /■ssls mOmM�� Mm #fmMir�� nimiCsu #Meassfl�� %mmson! #.iminr s!slRERMMRRSMSSi1,.�zC!4s>IS ail �` NMRMN "t.NR NNNMMNOMO NI O S OE MMNN O NONMM OMN' �OMN O:NNOMOMS M SEMOSONOSO M.. M OMONOi iMO■Sif MMOOMMUOMMOMO■sf sROO�■N#■/U #M NMMOOMEMUMMOON M/# # MMOOOMNOMOMORNMNMMMMN:I: ANOON :N:: MMLMNNM MOON ■sRONMOOMOOMusaY. ;. MO OMMOOMOOM .Y% Eusr NNR NNMMlNRN �:::m OO NNMM•au•C MMMNNRRNNMMMM M %: # u : . R uusa ■ ww.: .. ■s ti ■ ■s ■s! ■■.M ■ROESOO ■ ■O■.MMO MSSROMOOSIOOMEOMM■s ! M MOOOMOOMOROOMMOOMO MO ■■OSRRM�NESSMMS■SM■NO ROM■ M #OOMMOOMMERMOMMf NOMS� si■ /MESONS OOMMEMMSl. OMMMSS■MMOUSMORO ES■M#iMM #G= aiu■O E_l.?r lSf ■■si■sEM f MMES ■REEESfEMSsi ■MMNN■ ■R n■ issip■ E #sM■MM!■■itIMOMMIU M■ii■MMOERMORWOOMi■1sEM EROS #O OUROOMiMMMEii s■s■iis■s� # UONOO ESS■OOMOR M ■■Slu•SM ∎eliNO ` #ELM/ "L-!OMsa.r - .. I S AMUMUMOROROM■OOROO OMMMM■MSSOsOsMMMMOUO sR#i M■■sssummum ■MOOOMEO sit■ O PENEUf /■MMO■UPROO OSSMEOEMSESOE MMOOMMOi OOMOOMOMEROS L O■M ■■OOMOMOOOOK Ms ■Hfm Or w miniOR i N! a mism � E:a:NMNNMM NNM R O ■ Omisssmusi D ES /M it OOMME OU SOSSSS■K /MEMO ■ ■ #sR s * MS M ■M i ■s #s■MSMO ■ R■ MMS#■MOS■MMO#MM ■MOOOMEMSEESOM R ■MM ■MM ■s O #!■OR■MMEOMRO � MO MSOMMM O OMS #sO ■O S Mss M O■■■!#ORM■ ■ NO OOOS #s OHOOKOWI SSSSUMMOM�MMO RM MEOSS■ENRSO ■RNUOMM■MMOMMM O # ■EMS■ONEMOSSMSOOM ■Mss O ON R SOR OWOOMONMSMR MMOO OMM■S■MRN# M ■ ON MI� ■ I �� ■ O OOMN��MMM ROHM ONMO ONMOMMNMOOOSIO RE �■MNRMMMiMOMlMUMMN:M RommanimmammiummumwmisimmansmaimmumminismOsim Eimi #iOHSOMMSS �! OOM # ■MM ■sssMS R # ■■ ■ ■mmu ■ ■lm.d.R ipie life, 7'•1Mfiss■ ■ #■ ■■lssOG # ∎IC =. ■ O #ss / /MO O E MOOOs sO i O lsl • MsOSSIOSRMf■M■ ■ll■RuRMRVOSIt� /MlsisiSSMCi E f Mmumi sO��_ lsisMM MM M■■ ■ ■ ■t!�- ` #!R ■sIC�C�7C�xi 4fi� ��7i1f1 �O F YI'71 ■ `iRI . ,O ='C '�r 7 mans MM #s # s i OMNMNMMMOOOMMOOMMOOMUNM mmuM OCMNMMMONMONO ■N O MM ,MONMMNUM:MM OM immaniitNNNNNmsOimmemu:i i %N■annimmu ImNi O M ff i Orr ��NN O N ss Oi mnim O !! mmoomMNNrs mumin i s N sOMuMON ■■i OS#■i■■!■SSMOSO ■ism ORS■ mmum'• , lqui sMO■ OMsNONs■ M■ IMO Mi■EMOMONAM■ #■fsM ■ONO ■M sOO ■OMti#ssMSS#s #sMO'sR ■!!!■ E'. �L- s►.X1271.1NilairU NZIJaLORMWOOM■sssss■SORI ■MMUM■#MO ■i■ssssMO■■/MR ■iis ■DOSS■ ■i■■ mmumO= ■MS ■O ■HMO ■f #s M■s■ ■OOSi /MES #MSMOM sMSSMME■■■■OSSS S OSiMO ■■■E ■ ■ ■OESS ■lssi #MOSi/Oommu OR■1 ■OIC )I�!M1t #RR's #[IiSOM■Sii1 minlE� t� ■M ■MS rim O MEN ■■ OMEN ■MMIWTAIrMMUOC!`+►71C1'Su.. #. U&S.i O a ■':'^ MVSK� � t IIcNIU ICI • iC 2 AIAO M Ss ■■isROO NN NOM MO NOO M U M MMR MOM ON:: N S N M NNNMN MONO MMMMM OM % N milim O l � i i i mume O■OS■a■ r!sr 4►'4 - 'I ■■�'G ∎7liitsN Te.NU1 ,11 (1.ZZI M �JiligiOROLOOMOO MOSOOSOMMOOSSSSSMM s #OHM ■ESONNUOM ssssNO MMM M■ MOSS OO■■sMOO MOOIOOMsssMOUM WOMRRR /issis# ■■OO/POOKUROOMM O UMNNiSWIOM RUMOOON/MOMMO aMMMN# R��EIIS■ llsRlfOMsSIiMRiRSi us .,IwiA ROSUM i O# � . MMpNNNa iil� A Ni il�i mism u mie a ■s mNN N N NN i fi mium■iMOSM M NM ■s ■■MOOD ■OOMOOMMO■OSS ■■MME ■NO MR ■NS M #OMOOOMOS■O #MUOM ONO/ MM■ OMM■ss slMOMMSE■■isM� OMOOMO ■OS /■E■MOSOOMOOONNM M no NMS■,/OEOMiMSE OOOS■O ■#O ■ #OMNMOONO ■MOOPIRNWO P OOMMEMOMMOMMMU ■ EMMMMMNMO■ONO MOOMMMOM RR SNMM ■ iMRMMMORERM ■NM #E ■ ■M■ /s ■■ ■REEL'= Li1Q� :►. C�ssu # ■ ■is ■s! /RRSSSRMssss ■sR! #/ ■_!4ssssi!< REsummlMS ■OOa uIOSammi Mummi M■Oi`//■ ■O ■ U OffMMmum niMl�tommiummlt /lsw!eMO _'M■s�ss#OSSS: /MOSEii m ■ sssl.1 #M mush!/ O ~ /SiMSOSO ■MM ■ a HM M ONO NM MO M NMNOPHRO MMUOR: � uiui.NO Sts .,M��S#s M"il1 MME=MNNMsUNN #RNSR#N#■sOls NMN OMNN \Ni umON %iii imi iiiiNN N m N ONOmm IM#OONMNMMMO RM ■■ IMMO■■# sM■■ORSOJMMMMAOMOMOOMOM■MOMMOOS ROWOMO li rMWASONsOERSSSOM ■C')SSO■1' ■HOC AOM OMMIMOOMMEO *NifNNN t#Nt m simm #NAMONNNINMNa mum u ms / B O NN~ % al im m ismo #NN, NR OMMUMEOs#MS MO UVO/i1OOOMMMSOOMUMUMO t EOO �/ NR N fiis '1.Ou #iiMMOOSI ■OO sN ■ ■s■s■ uI. •MEEOM■■MLisMSasis■MsisEMM (r OsOO MSS OO■■ mminamSSS■MS■ssMM Miss MOS MO■^1■# MSl■/■ M1'■ M/ ONSiu . M.Niii:Cmm�N _ .�N N �O ` 1•sMs# M�ONEOiMSSM ■ NMINOMILM N sSM/ssMSSOSEMSOS SMOE M sM /ssE000M . - S�MCS# :;..r f_ -7! r . �s +!}rii►::MSOr i m2s I TOO # MSM ■MSSOOME■u mUmninis!'M!4misR !.00O ■■s■O/O MMES~ s ■s mmomu? mum N � M m moss ■■ ■ ■si!'ii1 mme s A ualli M■ss r ali sM # C am . dOR i "� t=sM ` ag � ■' M ■■ ■MOO M>:I POOM■OMOO M HEMS WommuMO■ssOimm a O# #s mw ME■sMS ■aims s O !MUMS ■O a1M7f;'1NUMC sli!L IOMC : AIL`= + 1SR ; ■OCIt'aM4 ►7 #N � y.� ■ssl^1 �' 7R '�MIial le EMMEMS #Oe NMNONMOOO MMiiiOROONMiNsOUiM N #URO EN KOMOUNON#M •RN /� #N MO ■ OON OA KUM / UOU O SS U R O S O O M OO S S SSSs NNM O OR O O MM OM IS M ■ fN O ■ NUM M M OS OM O N ■■sROsEEO mmum //Sts IAEs■MM ■isRlsMM ■RS ■MM ■ sMSOM■ss■slsSMNR /E /iOO ■umRul O/i ■Ol ■�s O■iii■SOMENMION V.!� CIV �1rJar OMOOMMSOMESSSSNSEMO ■ENE NOON■ /ROOM ■OMs . HSM■OMOM ■S ss■MMM /ROME MOMOOMEOMM O MIMEOWNN O OOOS O OMOSUMNRRNNOMOOMO~MON 1NSUMMUOO O INNNNN O MMOO M OOMORONNNNMNs NNRNNNNNO Mss s1sMMRSSPe'OSS CiM /EO!f■m•s■l /MME ■ iMSOssO ■ ■MMM ■MSSOSns ■s■•MRSN • E �f�e r.LAi,um #lX.o'ltdrEri.7C /!�J1 ■MO ziai OOM ■O ■OOSMSO M■RE■RS MR Msss■M■MESSSOM■Mi mEmMiss #ONO OESM Oss/sssMMSSS ■ORSO■MSM■ maim irmum O■■■iimummu sismMNO■ssMSSflsOUSU mummNOMMOOIOO M■■M MS mummMMisOtis /■ ■OOSRss ■ISMOSS OMEO■#■ / #s ■OSMOiM M ■iMS ■EOOSOSM s# fs■OOO � m r O SSMRRNS■s ■Sts /Oml1S #MRMM■RSM. #MSSOS■OM■sMisammumN /MRNissO ssS sEUS!# RRlsslS I�lii ■ R ■i massic�N� mrai Innis \NOOONO ■ Ns ORR NNnRN�MMMS O RME • NE O EMM M N : M MMR MMOM O OMM ON UOMM X I M OOR MUO MM OR M / O ii MM man R ISMUO R NMMIO O M S O M OOM O • M • s. M O M i i i i ir ifun u i� � : : OO WNmimmuli it rat ::R O::aMM:M:: n0: is sim� u , mmita imals ■ mumaniammOMSSiO O #sRNsESiIOS omma ■sO meriumMM R liisMR BROO jils %ON M# M OO M M O ROM:MN O R ■OMRSNRR! ORES /OM ■sEEOM f ii O O #OM - R SOMOMMEi ■#MO s O■M■ ■OiiN #O R ■ s!OO ��s sM MM M O# MSN OM OMMOs RM ■#Mss Rs /isRM ■MRSSRRE s s #s ■HEMS■■# ■ Ms ■MS■ssOMRSSSMMEMOMM ss M O ES OM E ORO RR OMMM SSUO RO OMMONE■u %E! M E O OMOuMMMOMRRM M M ■MOM s #M ■ M O s OSSSO OO MON OuORROR ■MEMSS■NOMME i !O R SMSMOUM ■ ■MOMMS MOMSSNMRRRRMMMRNMO O ■ MMUMRR O SMOiOWNSOOROOMOOMOO M OOM M OOs MO O # O � ONOMM ■ OM■NSMM■MOORN#s#MUMENSMOUONS MOMOOEMOOO ■NS /MOONMIOROO MWOM #M MRS■ OOMOOMMM 1�1 II MOOMRUSRO s ■ss■OOOOSSi ■ ROMONSMORSO /MOO /OMOSOM OOS OSUMSSUS ■OS ROSM� OMW OWSMOMROSO O RMONM M Mr � OmMI OMOR:� OO Nu •M a # R #ssu O O # O wave', 00,,WWWWW Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW-0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description East Canopy 7 -1 d +I General Information Section Name 4x14 Beam Width 3.500 in Beam Depth 13.250 in Member Type Sawn Load Dur. Factor Beam End Fixity Point Loads Dead Load Live Load ...distance Span= 7.08ft, Beam Width = 3.500in x Depth = 13.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 322.03 psi Fb 1,659.36 psi Deflections Center Span... Dead Load Deflection -0.011 in ...Location 3.398 ft ...Length/Defl 7,563.0 Camber ( using 1.5 * D.L Defl ) ... @ Center 0.017 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 24.972 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 890.0 Ibs 630.0 Ibs 0.000 ft 1.250 Pin -Pin 890.0 Ibs 630.0 Ibs 2.750 ft 2.75 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 14.16 fv Fv 8.237 ft 10.342 Max Moment 2.75 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.50 k 7.062 in2 212.50 psi General Timber Beam 32.36 psi 212.50 psi Fv Allow Fc Allow E 890.0 lbs 630.0 lbs 6.750 ft 0.194: 1 2.7 k-ft 14.2 kit at 2.747 ft at 0.000 ft Total Load -0.019 in 3.398 ft 4,428.36 Reactions... Left DL Right DL • • ••• • • • ••• •• •• • • • •. •• • Title : Miami Country Dade • • • • ' ' Job# 04 -991 Dsgnr. DWH • • Date: 1 $ 0pAr, 24;Dg4 D4 Description : • • •• • Scope: • Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 50(10. �ae;tl10Na3le4 at , liserdefined Center Span 7.08 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Ibs Ibs 0.000 ft 170.0 psi 625.0 psi 1,600.0 ksi 1.19 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Sxx 102.411 in3 Area CI 0.983 Sxx Req'd 19.87 in3 0.00 in3 0.00 in3 @ Right Support 0.78 k 3.667 in2 212.50 psi Ibs Ibs 0.000 ft • ••• • • • • • • • • • • • • • Allowable fb 1,659.36 psi 1,687.50 psi 1,687.50 psi 2.52 k Bearing Length Req'd 1.152 in 2.04 k Bearing Length Req'd 0.932 in • • •• • • • •• • • • 46.375 in2 0.000 in 0.0 ••• • • • • • • •• • • • •• • • • • • • • • ' 04- 991.e 4.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft ••• Ibs Ibs 0.000 ft Beam Design OK Maximum Shear * 1.5 1.5 k Allowable 9.9 k Shear. @ Left 1.00 k @ Right 2.04 k Camber. @ Left 0.000in @ Center 0.017 in @ Right 0.000 in 1.48 k Max 2.52 k Max 2.04 k NKOMMEWKOMMS AMU' Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.0 12C Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description East Canopy 7 -1 d +l M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft • • • •• • • • ••• • • Title : Miami Country Dade, • • • • • • • • ' .l'ob:# 04991 Dsgnr. DWH • :Date• 1S02Aipf, 24 Description : • • "' • Scope: • ••• • • • • Rev. 580003 User. KW- 0600621, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • • • • • 04991.e&Calcu Query Values • • • -- • • • • • ••• •• Shear 1.00 k 0.00 k 0.00 k • ••• • •• • • • • • • • • • • • • • •• • • • .•• •••• •• • • • • • • • • • • •• • . • Deflection 0.0000 in 0.0000 in 0.0000 in bl Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User. KW- 0600821, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x14 Dead Load - 3,490.0 Ibs Live Load Ibs ...distance 0.000 ft Summary Span= 7.08ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 739.39 psi Fb 1,720.77 psi Deflections Center Span... Dead Load Deflection 0.044 in ...Location 3.398 ft ...Length/Defl 1,928.7 Camber ( using 1.5 * D.L Defl ) ... © Center 0.066 in © Left 0.000 in © Right 0.000 in Bending Analysis Ck 24.210 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction East Canopy 7 -1 d +w 3.500 in 13.250 in Sawn 1.330 Pin -Pin - 3,490.0 Ibs Ibs 2.750 ft 0.00 k -ft -6.31 k -ft 0.00 k -ft 0.00 k -ft 14.69 fv Fv 14.579 ft 13.759 Max Moment; 6.31 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 3.45 k 15.239 in2 226.10 psi -5.79 k -4.68 k General Timber Beam 74.30 psi 226.10 psi .. • • • • .• ••• •• • • • Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5004. Erese all ;rat l,i. eSal�set;de�ined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E - 3,490.0 lbs Ibs 6.750 ft • • .... • • ...... • Title : Miami Country Dade. • • • • • ' JOb t 04991 Dsgnr: DWH b at a �10i0>'A411, 24 DEj;Q4 Description : Scope : No.1 Ibs Ibs 0.000 ft 7.08 ft Lu ft Lu ft Lu 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi Ibs Ibs 0.000 ft • ••• • • • • • • • • • • • • ••• • •• •• • • • • • • • • •• • • • • . . • • • • • • • • • • • •04-991.ecwCalculallons 7.08 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Ibs Ibs 0.000 ft Depth = 13.25in, Ends are Pin -Pin 0.430 .: 1 -6.3 k -ft 14.7 k -ft at 0.000 ft at 2.747 ft Total Load 0.044 in 3.398 ft 1,928.68 Reactions... Left DL Right DL Sxx 102.411 in3 CI 0.958 Sxx Req'd 44.00 in3 0.00 in3 0.00 in3 © Right Support 1.79 k 7.914 in2 226.10 psi Bearing Length Req'd Bearing Length Req'd Maximum Shear * 1.5 Allowable Shear. -4.68 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Camber. -5.79 k 3.4 k 10.5 k @ Left 2.30 k @ Right 4.68 k @ Left 0.000in @ Center 0.066 in @ Right 0.000 in Max -5.79 k Max -4.68 k Dead Load 0.000 in 0.0 Area 46.375 in2 Allowable fb 1,720.77 psi 1,795.50 psi 1,795.50 psi 2.646 in 2.141 in 0.000 in 0.0 Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 62 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description Query Values East Canopy 7 -1 d +w M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k-ft 0.00 k -ft • •••• Title : Miami Country Dade• • • • • • :Jab $ 04.891 Dsgnr: DWH • at 10!08, p 24 DEl3 Description : • • • • • Scope : • ••• • • • • • • • • • • • • • • ••• • •• •• • • • • • • • • •• • • • • Rev. 580003 User. KW-21, Ver5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • •• ••• • �f14 -991. ecvr. • Celcula6ons •• • • • •• ••• •• • • •• �� -- - - • • • ••• •• • Shear Deflection -2.30 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in w3 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW-0600621, Ver 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPAf Q60.334e'a8owables arebsdr'defined Section Name 4x14 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity • Dead Load Live Load ...distance Deflections East Canopy 11 d +I 890.0 Ibs 630.0 Ibs 3.670 ft 3.500 in 13.250 in Sawn 1.250 Pin -Pin 890.0 lbs 630.0 lbs 7.670 ft Span= 11.33ft, Beam Width = 3.500in x Depth = 13.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 653.07 psi Fb 1,659.36 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.108 in @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 5.57 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 14.16 fv 49.21 psi Fv 212.50 psi Dead Load -0.072 in 5.665 ft 1,896.5 8.237 ft 10.342 Max Moment 5.57 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.28 k 10.720 in2 212.50 psi 1.52 k 1.52 k General Timber Beam Center Span 11.33ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Fv Allow Fc Allow E Ibs Ibs 0.000 ft 0.394 1 5.6 k -ft 14.2 k -ft at 3.671 ft at 11.330 ft Total Load -0.122 in 5.665 ft 1,110.46 Sxx CI Reactions... Left DL Right DL 102.411 in3 0.983 Sxx Req'd 40.31 in3 0.00 in3 0.00 in3 @ Right Support 2.28 k 10.739 in2 212.50 psi Title : Miami Country Dat ' • • • • . • JoD # (4p -991 Dsgnr DWH : Rdte: 30:a8AM, 24 DEC 04 Description : Scope : 04991.ecw.Calculations Ibs lbs 0.000 ft Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 170.0 psi 625.0 psi 1,600.0 ksi • •• • • .• • • • • • •• •• • . • •• • • • • • • • • • • • Ibs Ibs 0.000 ft Area 46.375 in2 Allowable fb 1,659.36 psi 1,687.50 psi 1,687.50 psi • • • • • • � • ••• • ••• • ••• •:• • • .•• • • •• • • • Maximum Shear • 1.5 Allowable Shear. @ Left 1.52 k @ Right 1.52 k Camber. @ Left 0.000in @ Center 0.108in @ Right 0.000 in 0.89 k Max 1.52 k 0.89 k Max 1.52 k Dead Load 0.000 in 0.0 0.694 in 0.695 in 0.000 in 0.0 4.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft Beam Design OK 2.3 k 9.9 k Total Load 0.000 in 0.0 Ibs Ibs 0.000 ft 0.000 in 0.0 b1 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1-Dec-2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 04991.ecw.Calculalions Description East Canopy 11-4 d +I [Query Values . • •. • • M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft • ••• • Title : Miami Country Dace ' ; • • • Job # a4 -991 Dsgnr. DWH : • pate: 10 :68. M, 2417EL'04 Description : Scope: • •• • ••• • ••• • • • •• • •• " • • • • • • • • • • • • • • • • • • • • • • • • • Shear 1.52 k 0.00 k 0.00 k •• • 0 ••• • • • • ••• • • • • • .. • • • • • ••• • • • • • • • Deflection 0.0000 in 0.0000 in 0.0000 in ih Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description East Canopy 11-4 d +w General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA §Qdb Section Name 4x14 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Dead Load - 3,490.0 Ibs Live Load Ibs ...distance 3.670 ft Stress Calcs 3.500 in 13.250 in Sawn 1.330 Pin -Pin - 3,490.0 Ibs Ibs 7.670 ft Scope : General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 11.33ft, Beam Width = 3.500in x Depth = 13.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,499.48 psi Fb 1,638.29 psi Deflections Center Span... Dead Load Deflection 0.281 in ...Location 5.665 ft ...Length/Defl 483.6 Camber ( using 1.5 * D.L. Defl) ... © Center 0.422 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 24.210 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 21.658 ft 16.770 Max Moment 12.80 k -ft 0.00 k -ft 0.00 k -ft © Left Support 5.23 k 23.133 in2 226.10 psi -3.49 k -3.49 k 0.915 : 1 -12.8 k -ft 14.0 k -ft at 11.330 ft at 3.671 ft 0.00 k -ft -12.80 k -ft 0.00 k -ft 0.00 k -ft 13.98 fv 112.98 psi Fv 226.10 psi Total Load 0.281 in 5.665 ft 483.64 Reactions... Left DL Right DL Sxx 102.411 in3 CI 0.912 Sxx Reo'd 93.73 in3 0.00 in3 0.00 in3 @ Right Support 5.24 k 23.174 in2 226.10 psi • ••• • 'Title Miami Country Dads • • • • • • • • • • Job # Oil -991 Dsgnr. DWH • • • Rafe: 'MO :08PIM, 24 DW04 Description Bearing Length Req'd Bearing Length Req'd 11.33 ft ft ft 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Ibs Ibs 0.000 ft • ••• • • • • •• • • . • • • • • • • • Lu Lu Lu Maximum Shear *1.5 5.2 k Allowable 10.5 k Shear. @ Left 3.49 k @ Right 3.49 k Camber. @ Left 0.000in @ Center 0.422 in @ Right 0.000in -3.49 k Max -3.49 k -3.49 k Max -3.49 k Area 46.375 in2 Allowable fb 1,638.29 psi 1,795.50 psi 1,795.50 psi • •. .•• • •• .. • • •••. • • • • Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 . tOrer:410:MIEWeeliNERNMVAWMWM:WielW taint 1.594 in 1.597 in ... • •• • • • • • •• • • • •• • • • • • • • • • • • ••• • 04-991.ecwCaiculations •• . . • • . tale albwablet aTd riser defined 11.33 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Beam Design OK 0.000 in 0.000 in 0.0 0.0 C6 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description East Canopy 11-4 d +w M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 if Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft • ••• • • • •• •• •• • • • •• •• • Title : Miami Country Dace • • • •, • ; • Job # 04 -991 Dsgnr: DWI-I • : Date: *ISM, 24 an4 Description : Scope : • ••• • •• • • • •• • • • • • • • • • • • • • Rev. 580003 User. KW-0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • 04991.ecw: Calculations [Query Values • • • • • • • •" • • •• • • Shear -3.49 k 0.00 k 0.00 k •• • • • • • • .•• ••• • • . • • ' • • • • • •• • • • Deflection 0.0000 in 0.0000 in 0.0000 in L-7 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 -663 -8885 • FAX 305 -663 -9841 JOB: i)Gp A SCOPE: NUMBER: (May DSNGR: j} • • ••• • ••• • • •• •• • • •• • •• • • • • • • • • • • • • ••• • ••• • • • • • • • ••• • ••• • • • • PAGE: (% • •• • ••• ▪ •• •.• • • • • • • • • "• • • • • • • • • • • • • • • • - • • ••. DATE: MM■!MM!\•• • • • • •• ••• �•• I/rrk� 7 • • • • • MEM"ZZ':CALUl" MEM:MMEMMMEE %MNMXMMUSIIM r /OIM MOMM IMOREMM OMMIWOM7 ' % LIMWMEMIEnarnaMM auMEMuus uSMi *■ ME iIMMaNEEE.EEEMIIEMMOMiE M.MME '.ElMMEMMEE r.0 UCC! /.EC ICXYCCEMWMM / M. MM / MSMEnnimin r '`.a. i 1EMf/ #LA1 UMMEEMI NIME ! mmil !r M N N !r! UMM ■!r ■ ■!!�1>A>71r /i N■ NN � � !!! / #i �// rrrr■ rf�/■/ r! / /!�!!■r!r!■!r.# ■iJ..lr�il�i/ MISMIN MEEM ni ' MMI■ :mu asemm :i 1: .R. M .. igimmi:::Cu I . . . :::C " O samil insi • uu : S/ ■/■/■/!!!# r.## !#!rl*N# #r ■!!t■■■�EAWIMME rE /! ■ ■ /! #! /i RNm #� /ilrri ■ #■! /� r.t M / // r /rri!! /r rilimmu �imummEE /#!!1:OMME■! / / / /r! /!# /Ri mini irilIM /!rR MASS�•i, ■ U! ■! #/ ■Ml.r MM!•E ■■ /•I■! f4'4i• /lil! ■.C�r`II! /r #:.11 !#riiSiimurrti / rrr■! r//!# 1llrliitl iirM /■•NN•!!`n•�••!■•.■lr E ll !■M! ■/ �HMrE IMnMti ii■.■i-1411P!4011uu•M MIS •Mrll�iiil! /Yli.Mii■ MMAISlr#.# ■ rl /r!u r!r NM EMi■ E / E EM�E iI •• iN it Y rME Ra"r H a r m EEM anumnia I %•E � iM'MEN r•M•!r•! ■! tell rr /r►:;rilr■rr /.�llrrt�rllrr //!■ l!!!#! 11/ ur iiluii■ / / wORM / / // /rr ■r■!! /#rl■■■ M.nM•nnnMMi ■M•i' / ■rrlillr #Y►MIMMlrlrrlril ■!■/ ■ E#r■rr /!#Illrlii i i »1 ■#N f■rr ■lrl!!!!# lrlrr auu l• ••n ■r�uau iiru!!!wu..! /r /iilr ■ ■Llrr ►,i l ■ #!M! uu ■■ni sR i minirllml,irt 2.1 / //t ! / /ir/llrlor#!!r!l! ■ ••rN►. ■■Mrl M 1MMMl M•i iiiM.M■ !trr's!M M rr!!r■/ I""nr• !w!;.AtMMM M MMlIi ° •!•M•■•r r!M••• •Mrri•!•/ - -" "Qrsr�•�i•ii'i�_'!!rM.! M/. rl r•• i/ aMMrl} 1 / / / / //!M ■ /i! /rlr■r•ln.1/!■!# !!!!!!Ml MMM ME P� i111i01�711iiimensllrrvi•ll /!/ rr!•rll /#■r 1 lllr / /. //i nnann■l•r!! ■! /!r!!!# /] ♦ •r• /••!■•r!!■!! /r■u MMOMMEN MWOMMUMOIW EYM1M..■/ rp .. !#r!!lr ■■ / /!/•rr / /r•! ■•rlrlrrr r Mr•>rMM■ n� Mr i / •r!M•M••■I.MMMM/ MM.•lmism i•!r!•• n .M�u•MM/ r•r!!••■ /ppM ■ /H ■rli /a■ l■■Ir ■■rn!#!r /rSM i ■■■ r■innrirll• r• m011l ■!!!■M•Mr# / /r■llrlr•rl #•!!l// M #M!•i!r!■r r u ` •■•/! M •lM/H UUM■■MM•#MMr■MM • /MMiY! #its■MMrr/JMIlMMO[`• ■ /MMmM•! l�l� Si!•!! ■M•/ m lMrn M nu !!MlrMrr•iM•MM■ r /r! /•ir[l!.WPrI OF 1.aRWz•: .1] '2•+l]l �+i.i•!• .!!•Ml !/ rrlMM !•l•rrMMOSEMM!•ri•rMMnMi•i! Mm MrM r /! •# r WOMMI � iNliAM MM / / /GN•lr!••rrlrlM•••!rr#rl /M•■ •M •M /■ / # /• /• /lam #•r!i i!�i•!••••�!! //• I R■ ■ l!!■l! / # / /rri ■ /lr /•rir /R ±tiIf M ■ ■ ■•! /IlaM! ■!E.!■r■rll■MUSUMS 'iai•rl =orn :mrneilP_ MMM## • ■•M /MMllrnlisS y SIblia vimann• •r•■ Vl MO •R ' •M / > - n i° M M iim ■ :MMCM M ai ' #i IMM MM` l ■IMM •MM••if ■i ■r/i ■>i!••■•!•ir■■ / ■M •/! ■ /s!!/! ■•//r•nrl#r•rM !llrl••/•tir.r•/ ••!••ii•MMMu. rr■ l!l M /sMsEE /' MNSMSMMMMMEMMEEME MME ■ ixriMMEMMMMEEE / /r•r�c■M ■!!M!■r•Mttir ■M■ M ■ ignso n: ssiM E E EE/M n i n non n annunM i ' i M isnan ■ en m Min Mi i nnumn in m eniMi i i r n n a r /••! S IP ' • I MMM::W:a Mi %i■i1Mid.'a .EE uu uSM :a s I C:M.uM mmiinUauuau.a. .:MMMo ..�! E MM■ M ■MMlr/lMrM /MMMM#■/•MM INIMEM :N� l l # !M INNOMM rM M MEMOOmm r liM �CMMiienSO l / il m un ° n uor a n• '' . "' • ■••■ n .•!! r! /litrrr aann ■lrlr.illr. /lrll.•rnneen/ s :mi :IIMMC:: �M M UISI MMMMMMMMM:MMENINOMM I M:M /■ Em il / viii iCa i M iin in ns un m' n ' •Io nenn u • msCI M MMM M Ms n ma s r r i ii • ii ■ i i l n ' r on noi n i r i l r fr l r i n i l i i innnumnar& rnmoi e. A ■ummui um it Li < :�Nix. ltanngliv!wmin /# / /!••!f /rrl.• •lr / /rrllll•nlliaM :EEMEMMUMMICWs " [- atil 1 =vng ::mil inei:ai MUNERW MUMMC:MMU :M:MEM:M MM% '!• • ME EMM EMMUM E • •• • l ri EE ' mMM M E SMSM EMMEnM IENI MEMRI M E E MEE ME EE E ME E EMEs MMr•r•••rMM • . MM! m �l l _cim! -.21Ti m it #scan MMM ino nno ono iononnliisMnnunnonnor'inl'�nnin i nli••MMi. ma■ M #l■M /Mr /•M • / ■■ ■ •■• • MM • ■•llrrr /!rr / ■rr/ /rii!!!r• /!# rr M /r• ••! ■ MMM•MM• MrMM !# ! ■i�M ■ / /r•!!.!! #! /•# ■•Iliti#/l m ! /Elr•• i > ■!•i•••■M ■P • /M/i. 1I ill• O RPO RW, IMOXr, 't►PMmM! /M /lint••!! / /Ea!• /l /ll•r•r•r• minOMMMMMISMANU:; nu :limok lkk:I1Cl.i�irZ'iJ�RIMMEERM •IMe'71rr= 11••fi•■■ `! i• 1r •ri•••iol!//!M!r•ill�irfr•r• /M / MtiEE E E E E 'Nr l M M � 1all�l s gi p' " # s ` : \ s ' n - 'a n 'l i i m m. ai � i ul i i r i EM , •'ii i lmil I IMINi MOMME= =. TnOMMUM l C Oss :: s l : :: OOMMM:M MMOO S :S C S E IN MMMS w mumm l aimm:m alm e nimm a i imin i mmai m • M a nn'MMM:S : mmO l um:M r r M::u a ! i! lMMr ORIMPOIMOMUNRO ri UMPERMMOMO!••h� ■•r li•rmill6 /lliir•M� IMMEEM■•/%'N•!•r#Iigr#EW /! / MEEMMU•M /MM /■!!!•aliAR P! I 171l.°j911M tL'C"'!] ReM1110.111 M /■ MU! / #(■Euit 4fa- iimrrr /l tlq ill<Jl!KcAMI .`! !r•!!! /! !rr /••lour■■ :Warr lstllvi ' `r?\' l ;E% ■ lmO r � " i� llu:ui iMEM% � r #r/ r m iE M MEEMMIi ■■ #i i MMINOMMOOM :ICIM i UMMO I :C iMIrnm:MMiimi in aM EM MOMMEROMMUi'i IUMEli rrM•M••MMlMM■ SMrlMMr••M ■r#Uil. /• /•i!r!• /rr# / •ii• • #•l#•■ /■ # ##li.! !!• /!!■roll ril•>~ll•rr #lr/ ■ /!•• iii l ii � . l EE Ei r i ::::MM:E Ero : s ' i ' n. . " ' M::E:Mnunninnio nnmenn MMo: onmenn mmonn M mlism ' � � `agli!r.!•!!>ti••r•m • ■ ■. /r/#rlilemm #�t•!!•#■!!■ !•Mt ■#/r• /•l#rr/ ■■ !r! ■lr•MM /•iiM!!M /!! ■#M I MM•r M•■• ■n•rl#••■!! Mi •Mlrl• ■ /••MM■ Mrr ■ M ■••/!•M /!MM ■M ME I MlMERM ■ Mr M■M■ ■!•rinr■■•n••il ME INMMMM•Mr•lrM•l M ■ ■ M■M••r• ■MMMM/■ •! / / /lMMs E ■••/rlrrrrr!■■!>l•!lr • ! ■• /l•••!i M ■ r #••Er•l!•!! /lr•••rr% •E■M!■•■•MOMMIr /r / /!r / /.•! M■ rrrr#•••!•! E•!■ Mit■ MrlE :r#!!r•!!r!r•Rr•!•rlr /■!lIMMI MrMOnn OR !!/MrlM / " ! /•• ■ �imun aim ' i 'E� l S O M M Enna si /issO USIOC � imOMM •• /M ■MMM M • / //■ MM. • •r • /! /!/ =M /rMr iarn s MMill i mMi MME Ma W am i iui /■ E ■ alma E iais s i ' La mm o Eiiir rn a a im' s iEiEEMEM EM issM r MI M E M M MNRO MiEME MM M rM /M•n•/!M/ ■/rMr /•■■•■SO MMEMMUMMM• /MrINE ■ s ■ • M/! i■/ n r/■■ / / / n lM ■ ■ //!! ■MM /r•rr / / ■•ii /rlrr MMM / ■MMlMMMOMM�i ■M /M•MME E ■n Ei EMi MnO ■r■M ■r!■ ninsin /■/ minn!1 /!! /r ■• ■r•llrMi•nnomm M. E M•• MU Ml MrMMr •iil�_MMi #•!! ■M■!Mn•MM // !l■M ■■ MMM ii /i ■• /EiEM+ti #! MMrrMM M!!M! IM ■ M M.lrlM M MMUIM/ SOM Mi/! M• # /■MMrrMM!!M#MMMMMUMNIl! ■llMr/•M i his ■ ■■ M ■!M•/ !•!r•M !••r•MM :::MMM UMMOMM.MOUR UM M:MMEMSE E n un nnun i s M : E s un nnemS MMMM #! ■ M•M••ri ��IrMMM■ ME•#!r! . ■ !rr /! / /Ir /•!lMMMANOM/ MUMUMM#•MM!# •rMan ■• MS ■ nenns•! M MM.MMM.! / MM Mium MMnEE•■ /M•rM /r ■M•M•r /■■■milm= ■/ n ■ i/ M i rM ■ nai r n lM EUX /MM r !#M.M•iM••r M . inli•r•MM iMEMO OMMMUMMM� • M M• aMMU �i s r ni i tr / i l ir s i si d ninne i ■ ' mi ■iliii m r riiE ir. r r ■ ■M■■MM /M•• nnum ■nM u OMMinala • ■i'■n ■E nwon nn r#rMRr nnonn Min ■•M# M ■MMM /i• ■r• mmumm ■ M•lSMM neon 1111MM r ••r//M/■. M _ B MM■MMORREME!E! ■M UMM MMMIM ! nin ■yynn n M!M••• ■ ■M ■M mom U UM ion ' ■ . M. /M■!!■/■ ■ / ■i /MM•anr■ e.MM•!E■ i Mrr MM MM IR� MUM ■ I R E nn l i#!M /!■!M! MM !r#EMr•M EIRMOSIM UMMOR•t Mi /. ■•�•■ ■■ ■/in ■ M ■ n ■MMM•M/ rMM, / •!r■E M n MEMO= • / M ■M M/ ■!Rn / ■■ :MrMM /M! ■l::MM • M O MMM MU nm EM ■M/.■.. /.■•. •u M / /EN ua E u.f • r aM uuu ■ ■ ■n ■M MMM. / M ■ ! ■MrMrrMEJIMiSM M� � MM ■ ■• ■MM ■rlrf M/ i M ■ \lMMM /MM/• MM _M MM■ ■•••MM •.•/ ._ IM/! MuME MM •MM■Mrr MM/ DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: mW,p¢ SCOPE: NUMBER: c4y DSNGR: Xxw4 • • •.• • • ••• • • •• •• • • •• • •• • • • • • • • • • • • ••• • • • • : • • • • • ..• • PAGE: . •• . ••• • •• • • • • •• • . • •• • • • • • • • • • • • • • • • • • • : • • • DATE: • ! ■oMemPlikb!'.Mm R!■AiAnnomi E>�IrrE!''!�Pa.\Ml4M EntM�MM ■n nE #tEnuuEEO■Et ■N#n/nn..'Nr; niJ}iMY( sinn/■uLJ #nn. E w;c nNE�Aaww. = mss+: + =alcwrr /i . - �. u..c 2AiiiY i! ■w# nnonninnen ■■ art # #w /1 earn # ■ #cwc ■unia /awn /n / //■ nn ■ /# WEEMENESENNNENESMSNMENSMINNUXOWIN ■ ■lN iMIEp� ci.VE 11/N" moll +T'Ct / ■!!! ■!! ■ #IM t /■i ■M ■ #t ■ # # / ■ ■ ■!■ ■ # !/! # ■! ■ ■SIM ■ tN /t! / ■ ■tt # # MUMMO t ■ ! = ■NWC= =�= =I � � CS '' �C" e#/ i!!!/■NI EWN ■ ■■!#t ■�#t! / ■ii ■NS■ / / / / // #!■ # # ■t ■N / /tt! MEME ■! #MN E■N nmsnonEE ■!■i .. Y ■ i[#N■ii■ni■nnym mE N# !!!EintN■nEsin■EOi onnann # ! ■MI ■n■■■MIn / ■! / ■Nn#oEn! ■# E ■.EEEEEE f3/i! MMm),IWITa.Yi� GN<.� ! ! ■N M M t# n #inE ■E ■N■E■EENtlE #!n ■■■ NE /■■ ■fI / /#MlMN n■ ■#name ■ n■ nsunn■NnE tinon nr i# ■■ ■■!//!■ i/■! n■■■#■ # ■ ■ #■tnnumnsennumninn ■ ■ ##■ / ■ # ■/ ■■ ■m / ini ■inannuntimni ■■■nun / /.w ■ ■nn ■ ■ ■t! # ■n# tins/!/■ ni■ n■■/ mt ■ ■ ■ ■ ■n / ■#s ■ ■inunnn■!/t ■ ■ ■n!■ ■n■ ■!uuua.uu ■l.Rti\ a AJNI sirr. t 'l ■■tsi # # ■n■onn //■ ■tin n ■ ■E#■nE ■■■■ ■ # #tnK■#nt /// ■!Ent # #s ■ ■■EN ElE i ■ E ■ ■nntanan■ t ■I■ t#/ nn■■ nnn un# n##■# n■ rn/■ n ■ ■t ■n #/n # ■1!n■!■■ ■s!n ■ / /■l# /■■ /■■#sins■! SNn ■!M ■■NENnta \Ma■ ■Nni!#NEM ■n /t //i ■ ■ ■I # # ■Mn■lTNINU ■►i ■tsiR.M, 11 NSENAINION WASEsi # / #■ ■sit ■7# /;inn #n t■■ ■■Eon ■!t#■#lsi ■.i —t i iI` Ai ■': v ai.•uu _.t at7A41i /"'. ]. 'Fh >J �,k is ..11[_1 ln /nsi #!i # /■.nn E ■NI #I■ ■EE ■■tftnt ■nn i ■/!■ nu nt t■■■■■!■■!■■ t# /nsnonn/L ■lnnommn /n /n /nsisint ■t un ■■ / ! ■ ■nn /!ti ■minion nE■■ ■ ■ ■EEEEtinWNESSE MENE r ■ ■t■ # # ■ #rnitln■ 'tOTMttlaisi■ EIMM t IMMIRW IlIESONMENNUlti■ttUNINMI #n #NMOnnE ■EE■■ u //ni �i01a nnil iU 1 c.In � Cite/ l■[ r'.' �1c1 *"_ItL7(7u1(. `'. ■�lt. #t #■ MMnMMMM■numnonnnen a l �C� ,-7� / ._ *Lzmunnniian% %ninsia t n fninmna /non %oiler t uro %imen ■non %t om' ■! :Mnnionn o nnonommiiN n iMfnMnonnn M M:MM m/ti# %Lmainnscomonn 1n Nisi NENt■n■■!._fi: l:nno r �;?_'?t�.�a #n ■■i •�4� ■(C11 'lninl sin to_MMEW N I,?• 7tMn /si /e T 5nn '�" ►L'!! ■ln /Rnsitntr// ■ #ln ■ t# M INEN UM tEi ■nI ■IE ■!E ■l E nEsiEEEMENNIMPEOWNW MINE■ i av ■t!■ ■n /' WATa■■EMME[n#!nt /tw■■#! //ll!# •UUni »!UUN L • M• n i l ■ /n � nma� ninninnn mennonnonnumnnnennnninn t■E#n■Nnnen % i ■ t! t#■nuninnnunnuE ■ ■ # ■m # ■! #EEnn■* oENtt ■ ■n! #Enn /t■ ■n ■union ■ ## nnnumEli ■EEl MMM Ef■NWEVPIPM NWMII IMM: =t MPMEEffMIs� E MfM n tE■ NEEN■ M #EnE■E!MI!nlEnM ■ OMMffMMINNIMME■ ■ENt ■WEE ■E■nwE NEEEN■EEEEEEMI•E ■EE■NNElt Ni>�rrlMfi lE MMISSIMMIEMM MMEMil=ON l/n/ntnM =aa:i ik Walids>Ju� ri= 7. 4n4:wlNNIME ■ •MMu• MMMMM ,j:ML i n essis w EIMUNIi>wi MMENNOWN El�i �mm i Mlliissim mismi m Einn#n■n■mminig■suninFnnnN ►iron# ■nininnan N nE ■E ■■ #tn■!E■nnitNn■■o E /■nIENEn /innnnE ■E■n ltEttn#INnNSUMMG .Ji•. v" MatiVai =�a^n1;1: ;�► � E � l E / ■n#■ ■ln! ■E ■nEEE ■l t n l ■ MIONN ■■ EnN■ /n # #i# #n M.MMMMMME CZA MK�. ■ iM EN 1 GAG UNNNEENNW�I� MMMMINNEWEE irMMEEMMMfM:MENNEMMMMfMMfMIW■ IMn fi iiinnumnuM " E M i n iM n'` aMsI r c ' nnwnommnMin no n fMM nonnunf MME %iIIEMERE\� t ga L �s m # ■umE zzA � soc v /r � �i1 i un ilaili m ■ ■t ■N /ENE■ ■■!t ■ ■ ■MNomo ■o/NnlE ■NNINNN■NNINN ■E ■ENOEMPAIUM1/9/WO FL1}itnk� .# ►�` rl /l E! ■E ■M ■#ninon■■ C tminnnownnont ■ ■ ■■tnnn■nnEt!#tsi ns■ #nn / ■ ■ ■I• mnsni ■it ■l!n ■ ■En#n /n ■ ■E■iEE /En/ mnsmanfffffi ■ nnonnn nnumnMMMf. Ei nnonnnnennnon anunmon oM;MMMMMMfffifMom n mirnunnM ■■N ■NIE■ ■nn #Mi■NIMISI # sin#NIME E NM EEEE ■E EIMSN # MIuMn■ EN■ nnunn# nENn /■■nnnmmninn ■n■ ■ ■tn /nninNn SEMEMMMMM iMMEWE ED MME N E f1 fiMf fffiMM UNIONN MEMMU !#lttosi ■#!E lNEtE ■EN ■■■ ■ ■ nINMINE n itsiNnt■ #■MINNl ■N ■n ■n ■ ■/t ■WEE ■MMOMMINMEN E / / ■ /ENNMEMMtn / /E!t■ Emma ■liThiu ## ■ a limul ■EtE�Entiil #MI#/Ea ■ / ■■i■ EtE■//EE■n!■tMI ■ ■EE llaama■_aill:� ; E■EEEE#N#E■! !tN# ■N ■! ■Ntnsi/ ■ ■n# lNNE. E # ■t mmunimmo ■ /# ■EEE //M nno ■ o i l MIMI no# ■Ronne ninummnsansminni sniium omnnannunsnumnttto nn oninE »minds MMNUNNMEM i si i NA n OiN i iMSNE l iOM ■'REMMWW ■ ■ T I ME ME# MMMMf#MINIUM MINNEMEt #S! N %EE#IMR SINNNUMMINOMENO■ UMINI E MEMONNNn ■ #EiMSMUNNUMMISr� � E WEINUNMUM NSM INEMMI NUMMUS ESSMNMEMI�.......EME ■EnNE /E ENS / ■ ■t ■i■ ■X ■E ■N1NE EEEnn ■t /EEnN■EiIEE■NEM MI #!E,■ ■Et /tf ■ ■non#tEn // n #EM N /■■ ■ En■no /■lE ■nN■ II EN ■sin ■nlEE# ■■ �rNEMMOWN # #/ NNUMn//CMEONWIMMMEM / ■lEnn #n#E#M Ei MI M N N INS N M% /MINI Ulf / /MIME # N ■ # nE ■ E ■ ■!! #■n!! ■ ■Entnn ■ ■ninNE■EI■nn■alunnn■E■EOn#E#ENnlN �E N EE ■stns /o/tnn ■ ennN ■Mn /n/ ■E■En nnntE! E !■mono ■■in■ #■■■■■nnennunsn■E! ■Ent ■■■#ions �Y ^ /E!!l #�## tsiA # in n # /t>,MIlntln� NNEEt ■n #o ■■#iM■! n!N! NE■ Miff MMMMMME ■N nn ■ N n iii� n MMn n ' liM� ' i% i!■ EE■tntnn ■mini n ■ ■ EM ' n E � i E fffiffnnn en m M iii if ':MiffiifiMMl nE/#i ■ ■Enln ■non■tiEii 1 ■n t ■ #■En N■ nsnmu nnan #E>A ■nn n ■ f ■n nn s ann mn ■ = # n e MrMf if /fMf n i EM E NNONNE MMifMSWEO N R N ■l /M n MM MIt lnn #Enti ■tn ■tn■ ■n ■isimmOmmomt mu EEEE NnE ■nnE /nN■ it NN ■INN ■ Min n ■ : i t fM IN NE SMM EMEMEEtEEEI##! N ■ N /o / ■■ MEMMINNONOMMUS tMMSEMS ■ion! ■NE■}�WMMN ilNEM# Eno■ EO// #EE ■nNt #M■MUMENMN /N# ■n /E# ■E ■w ■M n f nM N n ■ t r ■ nimmi n i n nn n ■E eG � r Con n 'l h i n t n nnunM Nsi # il r n inninsi enninniEn:min nnonnn% w n ilww r m munnionnon■ n ■ N■■■■ !■Minn■ Nnannn■ nnumn nomm _ t■n ■ ■n■n ■E ntsinnnNENnE ■M'I #N!w ■E N E ■■E■ MEE■IMEMMIWE #N ■ n■nE MiESN # l MI UM■ %iENNMEMiu INNNUMM MMUMMrONNff IriM IMMUMINI n ONEM:MitiiiMfl n E M Et ■ ■■n t■ EENn# / nNt#E EMEMEWMEM ! E■ NttwN ENE E trUMMEN t■ Ew# E■ CtIE MM# I ■N! ■ ■MEMSNUMNEt ■ ■NENNE ■oMMMENN ■ n ■E ES E iEMM M # ■n! #o n ■NN ■o # ■siRIMI ■NI t■n ■ ■n■ NNN■ ■ ■ ■NSMN t ■nE ■! E ! n■ N nnlnnon ■En simian ■t■ l ■mini N■ ENUMMMMM ■ MiMi E n iE ENI MMM n i I MM ONE �i UNOMM Ent ■ti ■wiNnt#lnn ■E■x■tnE ■n !!nn!■■nN ■MI! En ■■E nt M n■ #n t■E nE EEN !N!! i �t E tnt /liINNE ■■nEMI>tr#nn ■ENENw /E ■NEE n ■E! ■ # #EnlN EMI E ■ ■n ! ■ ■ !n ■■E ■t n En ■E/ EJ� EENN # N# ■Nn ■!En /■! n N ■MMUMSMEEnEMrN Ili I ■I ill M # Et! NCr EI / ■IE ism ns ions ■ntN■tf E n ungl i mMMf N %MM EME nNM n onn o n nanan M � rM lInnun ■tonnunnonn nanEt■ ■fin M i�rnnenn�f M MMMMi MMOSOOE ■ � R iOINENN■t■� � ■EEt!# ■It o l l nt # /nnMIt # ■wl ni MM ■ 'Mi fifM ■ n ' ' ■ ■ IIEMNr� N nl # t E ' I '" N w GrE ' w i /■rNEE #ENE nN E ■EEs u q � M , m #E ns i M E m M ilx momma IrMummuiM tiMI f i f M EEME!! N MOWN n M:ENNWNI ■t■■ wn IN V ■ ■ % '�` NN' �MIIENSMENn 1 a ■EE■ ■I•ENNENNESN ! ■EtREENEI Er #t:ME! ENEXMON ■R■■Iun f. M.■ SO Ru ■ iuM• ■ E ■ / f EMM°N E N■NMMENSE ■n ■MENN ■n !■ l EEEEM ■ M !N#■#nlnO Mn I■ n n ■n ■NMEMM/ !! ■ ■in ■N ■■■ ■NNNM NSMER NN /EI#E��n! ■N _I_ IMR■■ENMSNSINI y t ■E uUu I ■.M. il! NM n! ■■.EE noun= MI. n N■IIEn#E■ n It i En1YM ■*U n! ■nnYnIMN Si ShapeBuilder 3.0 70 Donald Hodgetts Donald Hodgetts, P.E. Bask Geometric Properties H zy I2 Ly Iy PNA -Y rp 0.18 13.6 22.3 in ^3 60.6 !n^4 7 -0.27 in ^4 60.7 inA4 0.26 in ^4 4.74 in ................. 08 . in 5.15 in 2 1' rx 4.44 in A 8.87 inA2 ScY SC X -0.87 in SAx 8.87 inA2 Sy Sy Left 20.3 in ^3 Sx Top 20.9 in ^3 Theta 0.14 deg Centr ¥ Centroid X -0.87 in Applied Load ., VY 0 lb • • ••• .•.•..: • •• •• • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ! • •• • ... • ••• • • • •• • • ••• • • • • •• • • • • • • • • • • • • • • • • • • •• ••• • • • • • • • • • • • • • ••• . • • • • • • • • • •• • • • • • ••• •• •• • Summary MY P Advanced Properties N es fn (min) fna (max fvy (min) fvx (min) tau -y (min) tau_ ► ( tau -x (min) tau -x ( 0 lb-in 0 lb 969 - 1215.01 psi 0 psi 0 si 0psi 0 psi 0 psi 12/24/2004 11:24:55 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: (■11 D A SCOPE: NUMBER: ()gap)/ DSNGR: DcJ µ • • ••• • • • ••• •••• • •••••• • • • • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • ••• PAGE: "/J ••• • • • • • • ••• • •• •• • •_• • • • • •• • • • • • • • • • • • •.• • DATE: •• • • • •• ••• •• SEUMMus■ummummmmimsu ES SES SERESSO REESESESURESSEMEM / USSESw\ i E EESSO REJEM * ■ L # i�1tMEESSi ■■■■■ EMmR■■ IRS i■//■! �SE ME/■■■■ ESSE SE■■ E ■■ ■ /■■rO ■ ■ ■M ■SSOUS JERSi / ■# ■RMMOUREEMESE# ■i RRERRENEE# % S` UESS %ESSE %ME ■ NEW,OM s■ ■ ■ ■ ■ii•/ ■M:N!#■.«i1 !trr•�t ■ ■ ■ /i# ■ii■/!i S EUESE /# ■ ■i / ■ ■■ / ■#EU ■i1■ // ■U ■ ■ii ■ ■f■■■■# aii# ■ ■ ■M EEOME ■■OPME E■■� REFESSE ■ ES ■EEME ■EMMESSER / SEE■ nn■ ES■ eMM EMS EEn■■E ■#■■M#■■■! / ■ ■ ■ ■ ■ ■U#Ei# /# ■ ■ E ■ ■ /SEnnoilkmxiT ■fa=f4i / ■ ■ ■ ■ unn mien■■■ / / ■ ■n■ ■ Seim■/ il! ■ ■ ■ ■ ■ ■#a## / #i/■i 1 ■ ■ ■ //i Seim ni ■ Om ■nsSESesEn/S ■S ■m■■■ ■■■■nti# R.EEi m N ■ /n ■NSSMMEO■n■E■■EM ■■■R/ s ■ ■ ■■n # /tian ILL.�RESM :`T �14#�.:.,/ :.I;r ■ #� .'tii iLAI . rzQ ,izt ± n ■■# ■ ■n##OM## ■ ■■ ■ ■#viiiSESSOme#m ISSEUEn /■ A EM ■uEi# EEER:R inss AERsim isnnnsunnsonsnsa gsn � ■E S SO USE% SESS lMUMEE R SS E E ......•I R =SSE m.t1EM■MESSESes E■E ■■■■ ■■m■ ■■■■■ ■n■ /nn ■ /■ ■■ /IE■ / Seem nn#ssmmS SERES %M ■ti S■EN■ Oss■E ■EO m nE■ n■■■■M Mn■ EME Smensonnnmsnmime■ ■ ■o E M■s ■ ime ■■m■/■m> ■iRi arse ■1� #!umn/#nae ■ ■■■ in an an nsannseni san %nn amma Warm ■ ■E■IN■■s■N■e7#■ seen ■iiinwionO'� ir,/Ti+'r`�■n ERE■ MEEEMEE ERE■EEE::E:RRER NR = EE : ■ 'N E EirSOUmE %EMEMEENSEl ISEEMEME■ #REESSOK m# ■ ■ ■ ■ # ■ ■ # ■ ■ ■■ klieg.. !■ l M ■ # ■ ■e■■■ ■ ■ ■RESSER r. '1■#■ eM ER O ■ m■ ■me■# ■ ■RiN E � ■ / ■w ■m ■i■ ■n ■ ■m■ /. ■■ ■n■ ■n■■ S ■ ■ E NN di i!EREIPJ #t / ASESE ERISEim ERE EU EENSEEMEENi R m■ iER EEREEE E'E:E= ONNIN sR■ ss ■suu ■ ■mnmm■ s■/ SEhmmi ■iinEi2'a�I)AE #nli► \� ■ ■ ■ E .RE NRRRR ;:RRmERM ■ ■ m/■■ # � / ■■ nuns R1 ■■ ■■ ESEMO IEERE i!7 ■n /m■ ! ■ ■ ■■■n■■■m ■SSOU ■n■ ■ ■i /m SO■MN■ SO ■mi n Eunnon /n■ ■ E MOM i ■ ■ ■sse■muruu iuuu nrm■l�•ll'i7m ■e ■slonss ■# SO monna■EM nn! Ssso E ' sM O# n SuM ■M ■EuuIih +uSE 4Ii/ S ■SicL ZNENMERESE uENEE�E r �Em/■■■/■/ E■U REE RESSEXESESES ■#■ ■ # ■ ■ ■nn / ■E■mmR RERiERR ' EmP ; w it MILIm e"JEER:I► SNONF O N ■N NEEERE n n n u ms linn n nu nn n nu n ■■■■ ■mini IMEm OOSSESSE: •/MS ■SSWEREM ■ENELI ' n MO M SEEMESE nonsmunnnmannunnssOM ■nnuns #mn n ■ ■m � E i �i � i1EE:ER.� %! {■ ��f =ti�w ■ ��nfm / �R # ■��RRAtr %i enn R /O �RiAi SUMW a ■E ■MESE i # OUS ■ ■ nmmemn ■# ■ SE� 1##i SS■# n EnE■E■EEEEMEn■■EESSOU O ■ ■ ■#EE■Sn #N ■M # ■ ■#n ERE EMMnSie■Nsignin_■nE # ■Em ■E ■s ■MO /E■n ■mss ■ #nom ■ ■■■■ ■ssnassINM iimm ■ ■# #n// ■ ■■ /nn■ ■ Mmannsinu n i n ' S nnsoOS■ ne ■ ■i ■ ■ #lliigg enm ■ ##/an/■■ ■n■m ■■ ■ ■nnn■e #■■ESE ■■■■ ism # ■■■SE ■ SE■ ■EM ■ES EIW EE E R E Sn MUENW MEi ESSNESN■EEM# M ■ /■##n Innsm mime /E niEiE■E /#E■Eies ■ i■/ ■■■innMn■■sf■ i //M Ennis /OMN ■ ■ ■ ■ ■ ■ /ne ■ ■im ■# I mossnsnawn s i / E E E aE R ums EEmS ■SEXAMER SE�■ i n EAEERi / EE■ ■ ■ SSESESESEUREEEME On ■ RER REE:E:N■MSERR E■ EEMEMEESSEEMMMEMERE ■i E S E REMESMMSME■■■■SEREM Rn / n# i/ i■■ nmia/wizw / ■ / ■ ■ ■ ■ ■■■/ ■ ■ /■nmin / ■ suSson■mmr nnin ■r ssann mnionainssonnmsmonnounnonn n ■ #e /f#■nm ■ ■ ■/ ■smonsn ECEEEEMESOMO REiiE�ER NESSEEE OEEEE:E ■ E ■ E:ER REEEN NM■E nE #KM■ iin ` ii � iaE : m � :: / sii R Iri n snaanE Eii ii ainl ■ E ■■. ■' E n ■■ ■■■■■REM / ■ ■1l ■ ■/ll ■MEMO IEUESSEEMM NSEE ■■i■minn ■ ■SE E' E R E E N EE SSURE■■EE�iiillE ■■i■■ ERO EENEEEER. MESEE �O E R ■ MESS OW i■ EEEEi ■EE ■ EMEEE Ee Sn■m //e ■ n■en■i /e ■ELESES R SOMMt snmsnmsmnsm . issn lsa sm " gym no wsl u n n n u l l in ■nholwa ■sm■ nerve■n■unn R iE nnsgss oi ■MMMME ■■EU miY IMIESSm /i ■ SSESSESSEERS neNOEEMEE%E #ERE ■ ■ REEE n e % nn ■ ■ ■Il ■ ■ ■R ■/m ■n iuu.E #aa ■■ RN i i. e ila t l u dwi a C■ i illuS mnan r o anns n m E ■n g Rmonnnumsn sun n n ssmni s on ■EMMOE■EU # ■� WESEErimEEi UERES ESIMO MMMONNir ■� MnmM ■ii ■ m■m■ m ■�#■EMONE /■■nn ■ ■ /mm ■ ■�■r ■■ ESEOEE ■ ■n■n■u ■e■■■■ /em■■ SSUSERE E■#E ■ ■ ■#mNEE ■ ■ ■nnlK R ENISSOiYiiEIONONNiinRmmit EM•RREEa/1i;_�• N 11t ■fil EEESSEE= "WI c`.. i /Aicc�7 ■i3 'b.AWESt/ MinMMUMmo n m1mmunimm mmom iniMEMOI M■ ■UM ■ m mulaWA ■ l EMIXO'NMMMO EEn ■M■■■OMMO '{MSESEE i o MM■ /R ■ # ■ # #E u n ■■w#Ennar /e• MuEMi ■pnminsmE■EEEEEEinwaann # # IREOtiE■■El !(j!EEinussinnE E E R ■ INE /■E■ sines nu■Mi n s■# M i anises Winn■ ■EnR #Em ■�# c�rlbn�� , �acs»inR■ d ■c -.�w■ Ei stuns is ■ nonsinnnmsniunnon ssonmuEEE E n'osonEi■ SEEN! inM onnonnEnn■OnEOm mnenn■Ei ■E nM■Snssnmm■■ is■E#SEEMEES■EennnnSntEER:R:ns EM M ■E ■ii ■RS ■WESEUREESiennemM R ■■ESERENEE NESESEn ■iE ■PITIMISEEPIVIEU #OsEIBIES l[ MISIMI SESEINE /ii ■m E i. ■ ■E MEnOEEMEEOEin nEENEEME E im ansim REi' i aiiC ispriu /il ' � �ff summa #iE# en ■■ miliinu i �' iliaO■ e ■ ■■EmnnumE■N nR yArmii , .. ern ■INS ■n#uiiu�eREIN /ESN■ ■aNnuMRMWS. EINO■■EEE.■n ■au.us.M nuO ■E■.M. ■E•EuIR ■ ■ .'E ' r. E a i '� Masiesie■E'■l'/■E ■E 11 ' � '"E �E iE iimiiiirit ■E 'EE �r .ia O ii E u R E R E # I M n El . Wi nau. . G N . ..N a a E::: nn / u E : : a�o S: sMM Min/snSig nen e" .v #i ■ R n S ■■ ■ SEE R ■ E onssin snare ■u n n.E EREE ■ EnE■EO ■E snen u n ■iwu ` E n'e_ - _ EE " n n u mmmr.E n uui s ■s.Eo ,N En E i ■ ua # ■ORE ■ um u■RS■mm ■! /■SRS /isimsm RNRN :iE ■ R=E RE EEni /nE snmsymnssu■i Rnnsanms nnonsnnti#RREnummis ■EsnnumnssN■ /Este /Emus OW E■■mRR ■■EE I ■now /E■ IN#� El MOOMMI Eiii :NEE Esm■ s ■ES /e ■m■ M� OSER ISMOM s sense snnnm nno ERRSS n RESSESSRu // EEEESEPwREENSO VENER NMEmM•■ORElN�O ■ ■X OF_I SS ■■nnSEEMERUs ■ R MESM■■ ■ e ■NEEMESEE OISEiSS SE SEES ' EERE Ain E t EMEE%7.nEEROMMERUSO■SM MU R SIMISKOMOMM UMUOMO i ! sE ■ ■ ■sE� ESNSOE E ■ nsi Mnu ■. i. ■n /nEnismn ■ smsenn unnnunn ■Snm sEnnans iEMRES u nE EE*neEEEE Rt ninnsEnsmse" EMEMESSE / RE SO NOM ■#E ■MESS #i n SEEME■eS E ■m/■■ESSERNEEEnm EE SSESESSO■MESERES i ■m ■tun O■ memo ■M onsin #MME ■ESSSEREE ME R ERESSe■E ■i REEO ■R OE ■■ OROUSESEM SE R RI E■me iEE /■ES Rm m■■i ■ESSOmmEESE EESSEEE■■i m■■ SOM E !■ ES Mee SEWN ■■ EE E /iR� ■ M SENSOR= ISSIS___ SEMERREE ■ ■R IEMOR E EMOIR E S is■RlR EUS ERE m EE i ..RE S ■SSESSEMu l EE EEE# EEUESEDOEU FEES SEMSERf ■Ei n /� n nonso nn EE ■ R neon r MEES / s■m■i�E RRNN mmuu nm R . . ■s/ Onunis# El Mn■Enn ME■ERn ■En ■MM Em ■■s■SSEN � RR R � E /M OMEMEEm S ■SEES SESim■ EiERiE#SEEMME EMENUR:'# onsusE R E E RRR nau g R:REREEER RMEERE mR S O ER! n N nE E EE ■ ■OM n R■e M RE■ ■R in n R■imR■ER MUMMES E 4 IO R ■ • Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621. Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5gal. $asQ a newaidesiaauser•defined WAIMMIMMONE: Now Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Wood Density 40.000 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 736.39 psi Fb 1,865.38 psi Deflections Stress Calcs Bending Analysis Ck 24.420 Le Cf 1.000 Rb © Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction East Canopy Joists D +L DL DL DL 3.500 in 9.250 in Sawn Span= 11.50ft, Right Cant= 2.00ft, Beam Width = 3.500in x Center Span... Dead Load Deflection -0.104 in ...Location 5.669 ft ... Length/Defl 1,324.8 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.156 in @ Left 0.000 in @ Right 0.079 in 103.00 #/ft #Ift 103.00 #/ft 0.395 : 1 3.1 k -ft 7.8 k -ft at 5.669 ft at 11.500 ft 3.06 k -ft -0.22 k -ft 0.00 k -ft -0.38 k -ft 7.76 fv 45.97 psi Fv 218.75 psi 4.118 ft 6.110 Max Moment 3.06 k -ft 0.00 k -ft 0.38 k -ft @ Left Support 1.41 k 6.441 in2 218.75 psi 1.08 k 1.52 k General Timber Beam Center Span 11.50 ft Lu Left Cantilever ft Lu Right Cantilever 2.00ft Lu Southem Pine, No.1 2 -4 Thick, 8 Wide Fb Base Allow 1,500.0 psi Fv Allow 175.0 psi Fc Allow 565.0 psi E 1,700.0 ksi Total Load -0.184 in 5.723 ft 748.46 LL LL LL Reactions... Left DL Right DL • • • •• • • • • •• • • • • Title : Miami Country Dade • • • • • • • • ob #'04 - 1 Dsgnr. DWH : date: DECO Description : Scope: 80.00 #/ft #/ft 80.00 #/ft Depth = 9.25in, Ends are Pin -Pin Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Sxx 49.911 in3 Area CI 0.998 Sxx Req'd 19.65 in3 0.00 in3 2.47 in3 © Right Support 1.49 k 6.804 in2 218.75 psi Bearing Length Req'd Bearing Length Req'd • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • 04-991 . ecw: Calculations • • • • •• • • • • • • Dead Load 0.000 in 0.0 0.053 in 909.1 32.375 in2 Allowable fb 1,870.40 psi 1,875.00 psi 1,865.38 psi 0.548 in 0.769 in 1.00 ft 0.00 ft 2.00 ft ••• •• • • • • • • • • • • • • • • • • • Maximum Shear * 1.5 1.5 k Allowable 7.1 k Shear. @ Left 1.08 k @ Right 1.14 k Camber. @ Left 0.000 in @ Center 0.156 in @ Right 0.079 in 0.62 k Max 1.08 k 0.89 k Max 1.52 k Total Load 0.000 in 0.0 0.096 in 501.4 • • Beam Design OK r . Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • •• • •• •• • • • • • • • • •• • • • • • • • • • • ••• • • • • 04-991.ecwCafcufations Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • Description East Canopy Joists D +L Query Values M, V, & D @ Specified Locations © Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft • • ••• • • • •• •• • • • • • • •• •• • • • • • • • • • • • • • • • • • Title : Miami Country Dade • • • ••• lob # 9V1 Dsgnr: DWH : Data::11:4 411, •15 DaC @4 • Description : Scope: Shear 1.07 k 1.07 k 0.00 k • ••• • • •• • • • • •• •• • • • • • Ary • •• • • • • • •• •• Deflection 0.0000 in 0.0000 in 0.0000 in 73 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User. KW-0600821, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description East Canopy Joists D +w Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,648.36 psi Fb 1,903.50 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Stress Calcs Bending Analysis Ck 23.674 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 3.500 in 9.250 in Sawn 1.330 Pin -Pin 40.000 pcf 0.866 1 -6.9 k -ft 7.9 k -ft 0.88 k -ft at -6.86 k -ft at 0.00 k -ft 0.88 k -ft 7.92 fv Fv Dead Load 0.410 in 5.669 ft 336.4 LDefl )... 0.615 in 0.000 in 0.312 in 21.152 ft 13.847 Max Moment 6.86 k -ft 0.00 k -ft 0.88 k -ft @ Left Support 3.19 k 13.700 in2 232.75 psi -2.46 k -3.49 k - 450.00 #/ft #/ft - 450.00 #/ft 105.60 psi 232.75 psi Center Span Left Cantilever Right Cantilever Southem Pine, No.1 Fb Base Allow Fv Allow Fc Allow E Total Load 0.410 in 5.669 ft 336.44 LL LL LL • • • •• • • • ••• •• •• • • • .• •• • Title : Miami Country Dade : ' • • . • • Job'# tr4-911 D4te; $;444 j5 DE Dsgnr. DWH Description : Scope : General Timber Beam Span= 11.50ft, Right Cant= 2.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Reactions... Left DL Right DL Sxx 49.911 in3 CI 0.954 Sxx Req'd 43.22 in3 0.00 in3 5.33 in3 @ Right Support 3.42 k 14.688 in2 232.75 psi Bearing Length Req'd Bearing Length Req'd 11.50ft Lu ft Lu 2.00ft Lu 2 -4 Thick, 8 Wide 1,500.0 psi 175.0 psi 565.0 psi 1,700.0 ksi #/ft #/ft #/ft Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0:-991.ecuv.Calculations General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 509Q. 4re3i r ctefifled Maximum Shear *1.5 3.4 k Allowable 7.5 k 11.500 ft Shear. @ Left 2.46 k 5.561 ft @ Right 2.61 k Camber. @ Left 0.000 in @ Center 0.615 in @ Right 0.312in -2.46 k Max -2.46 k -3.49 k Max -3.49 k Area 32.375 in2 Allowable fb 1,903.50 psi 1,995.00 psi 1,984.04 psi .. • • • •• • • • •• • • • •• • • • • • • • • •• 11.50 ft 0.00 ft 2.00 ft •• • •• •• • • Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 1.244 in 1.767 in -0.208 in -0.208 in 230.9 230.9 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description East Canopy Joists D +w M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Miami Country Dade Dsgnr. DWH Description : Scope: Shear -2.46 k -2.46 k 0.00 k • • ••• • • • • •• • • •• • • • • • •• •• • : • : Job b o1 -993 i D4e: 7449■14 '6 DEC ogi • • ••• • • • •• • • • Deflection 0.0000 in 0.0000 in 0.0000 in • •• • • • •• • • • • • • • • • •• Rev. 580003 User. KW-0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • O' 991.ecw. cSku lations •.• • • • • • ••• •• • • • • • • • • • Query Values • • •• • • • • • ••• •• 75 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580005 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description East Side Canopy d +I [Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @X Point #4 DL LL @X Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable @ Left End DL LL Max. DL +LL @ Right End DL LL Max. DL +LL Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio 2 6.75x15 6.75x15 in 6.750 6.750 in 15.000 15.000 ft 7.08 4.00 Southern Pine, Southern Pine, 24F -V5 24F -V5 psi 2,400.0 2,400.0 psi 270.0 270.0 ksi 1,600.0 1,600.0 1.250 1.250 GluLam GluLam No No Results Reactions Deflections Ratio = 0.0439 0.2552 Ratio OK Deflection OK ft Ibs Ibs ft Ibs Ibs ft Ibs Ibs ft Ibs Ibs ft in -k ft psi psi psi psi Ibs Ibs Ibs Ibs Ibs Ibs in in in ft 7.08 890.00 630.00 890.00 630.00 2.750 890.00 630.00 6.750 32.98 2.75 130.3 2,968.4 Bending OK 14.8 337.5 Shear OK 1,475.79 1,044.66 2,520.45 1,194.21 845.34 2,039.55 -0.004 21,162.1 -0.003 29,895.6 -0.007 3.398 12,390.9 2 18.42 890.00 630.00 3.670 890.00 630.00 7.670 890.00 630.00 11.670 890.00 630.00 15.670 192.75 7.66 761.5 2,983.5 Bending OK 47.3 337.5 Shear OK 1,691.10 1,197.07 2,888.17 1,868.90 1,322.93 3,191.83 -0.189 1,170.9 -0.134 1,654.2 -0.322 9.210 685.6 Title : Miami Country Dade Dsgnr. DWH Description : Scope: Timber Beam & Joist • • • ••• • • • • •• •••• • •••••• • • • • • • •J # 99 Date: 9c11MA,.1�DE604 • • • ••• • • • • ••• • ••• • • • a • • • • • • • • • • • • • ••• • •• • • • • . • •• •• • • • • • • • • • • • • • • • 044991.ecw:Ceiltulatioi9 •• • • • •• ••• •• • Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowable, ape e wee defined, • •• • • • • • ••• •• • Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description East Side Canopy d +I Title : Miami Country Dade Dsgnr. DWH Description : Scope : Calculations are designed to 2001 NDS, 2003 IBC and 2003 NFPA 5000 Guidelines Section databases have been updated as of 1- Dec -2003 Allowable stress databases have been updated to 2001 NDS values on 1- Dec -2003 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select ", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7 ", Le = 2.06 * Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu • ••• • • • ••• •• •• • • • •. •• • • . . : • :loj40¢991 Daft: Aviv: "� DEC04 ; • • ••• • • • • Rev. 580005 User. KW- 0300621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Timber Beam & Joist • • • • • • • • • • • • • • • • • • • • • • • 04-- 91.ecw.Carculatiorra •• • • • •• • • • ••• • •• •• • • • • • • • • •• ••• •• • • • • • • II Notes •• - • • • • • ••• •• r DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI. FL 33143 TEL. 305- 653 -8885 • FAX 305-663 -9841 JOB: DIC DA SCOPE: NUMBER: plti0jgl DSNGR: • • ••• • • • ••• .• •. • • • .• .• • • • • • • • • • • • ••• • • • • • • • • • • • • • . .PA: .•. • 0:0 • • • . • • • • •. • • • • • • • • • • • •• • • • • • • •• • • • • • • 0 0 0 0 • • • • • • • • • •• 'DAVE: • • MMMMMnlMi MM•XM! t MM M MMM MMMMMIMn Maaax:iavMa+ iaxxhitaiXi u c7Mll■MM iH s% ■/ i X am lai��n* 'sine# mi/\rY MN a• # a ni 1 XXXXXxxIMMXIMMONxx xXXxx x�� \ellermemixmonm # ■ MI M m ■ #! #■Ii #MmxM #, H Iri MIXPO MINW X . MMMtauMMM XM MMMM•• #• ■ ■i.#!M# ■■lrvsau u■M ••M!!u•Mlrliumau•#•M 2 1•Pi')MMi M7iRr# aaaMMMMMia; #plum a■ MMXx MmomMO :aaM %Rin■Ma anneXMMMMMXMMMMMa OMMMEte#1AM iiiiiiiiiiiiiRi s XMM riimiii Mi # ii*:emiammaillX l RR#i r r#M mmenOmiirt MM MMaaiMEMaO:°MMMEMMOMMEMMMMM, MU MM M MOMMOm li MMaaMianMMEMMMMM MI X MMM ^aEMMaMMMiiMii MMMMMI•MMMMMMMMMMMU nnnMMMMMMM■ MMMMi ZkrtAri MMM.ilMMMMMM /r MM MIMnninSXmoMMMMMMiYMMMMM•MMM MMMM■■ minim m MM 102M �"..i�LMMXMMMMMM #MIMMMM#MM #Mg MMa i.iM MXl _ # MMM M #MMMMi . xxxxxx xXimm •M •RMM•MMMMnM X#M #MMMM!!. #MMMM! M Mari i#mm■M MXX MMMMlI•MMMxX #MIMMMMI!liMIxxXiM! ■MMMMi /NMMMMM M aMIMMM #MMi■a! #MMM alai#### X MMMMMMMMMMMXxxX MMMMMMMMMIM M M a MMM #M.M#! MM■ M MlMMMM!■MM M M M a.MMMMMaaMM xxXI M miaaaaaaaa MM iiaaa a aa i i n aaa %aaM ANIXXX MXx a •auMaaaMa #MEMUMMOMMMauMOMEMMO iuMuMM~laaaiMMM liuMX.M••MMMMMMMMIMM M#ruRMMIM..M •• MM ■ XMIMMMIM'MMMM i � MMIMMMMMMMM #XMMaMMMM.MMI MMM /.7.-i ■.M■uIMM'f ∎L•M MMMra�MMMMMIMMM /.MIMMOMMUMMi MMMMMMIMUMM MMM EM a•a•Mu MMMMMM M% #MMM■#MMMMt % �M XaaaaaaMMMaMi •MMMMMM�aMMMMXa: Ma ; r •n■IMMMM• ■I• MM #M!�!IMMMMMMMiMMM■ M ##iMMM MEi r RIMMMM ■7 iMM !MM MMiMMMMM■ !# #Mim ; ' e# � aaaaaaaaaaaEai + i, lMiaMiE mal MMaM M Mar M aaM� Mia ells MMMM # #MMMMIMM■Mn•MlMIMMM i i.Ma " a �1 =;bdamMi Mai!M im # #M M #Maina11� IMMn MMMMMMMMM.I !!MM•• ■t #M #Milan aulli #.MM KilIMMM MMMMMMMMM E M■M!■MMMMMMMIJ 11T1�: CI iKiil ir- NMM••MiatiIIS1 r lMXMME nM Mi M *#MMMMi NE RE mane M i M M MMM •MMlill mmutamMMMMtME MniMEI ■ M•MXM MMMMMMMM•MMM aiThilmax MM � MMMMMM t anu iiMMMMM# ■ MM•MMM■■MXi #MMM omm• axxaaaa o l�M Ma mums# M:lk MM# lMMMMMni MMMMMMMMM•MM MMMX MMMMMMMMMMMMMM� MMMMMMMMa■M #MMMMMM•MMMMMMMM M■MMMMMMMMMM SM MMMM #!MMMMi MMMM MOMM MM■MI M M IMM 1 - M! M■ NNiM •M E 7NMi MMiMMM Ml PIMMMXMMNMM /MMMIlMMM MMMM■X`MiMMMMMMMMENMMii MiMMENr M■M #MMMM #■ ■• iIIIMMMM 'MMMMMM /M■MMMMMMMMMMMMMi M ■EMaMi M .EMrMM ar iMMM■M !;ENNEE M rMa #MMMM `v' MM■ MMMM• M■ Mi•! MMMMMMeIMIMMMXM■!lMMMMiMMM#Ml[M IlIMMMIIMM!•IMMMM••MM■ iMMM#MMMM Mi ■ !MMMMM■ MMi MMMM IMiM' /Mi;!► #MMMM #MX # xxxi iMMIMXM MM xx MMM IM MM M Mi Mix MMlMIMI■ #M W=Iir� :�rMMMMMMMM #MMMM #M ML�I MiniaMMMMI MMMM m� p i s � M■MMMMMlMMMMMlXMi■ixe MMXI MMMMM■MMM■ MMMM■ monnMMMMn xim r7r,•MM M• MEN ■MMMMMM!Min~A 'Mr='�7MM•MMMMlMMMMMMMMa••iIl �7i:�:•'�� t! :ME Ek — MX•!MlijaM MMM MMMMM iMM MlMMMMMM MMMMMII E M •MMM■MMMMMMIMIM•MI /MMM MMMi1'Mi EMM N MMEMMii•MMMIMiEi_I�iMMM M MMMMMM MM MMlMM I■■ MIM MMiM�l Ri: I' fEM IN EEERN IANOMMlMXMIMMMMMiI■MMMMMMMM• M!*MM�Mi EMMIMRMM■ M ■M Mi II MMNMM I w ! m illiali piwO i aims mume M • M #ia iM MMM.M a MMIMMi# # a MM iaaMaa X M m t ' M MMMI•MMMIMM►G_ .: : UMleiM•t1G Lfif::KMM MMMMa #M i ■MM M MM■nIMMMMMnMIiMMMlM o�MMM• M■ •MMl1MlMlM•M•Xn MM!•MMMMMMMMi #M■ MMMXaM MMMMMMMMMMMMMIMMM M Max M! ■MMM MMMM•IM■lnMMM•MMMIexxxx#ai'!/t r11MMMMM lmarl∎Pl mili Irmanin summa,�MX#MMMMMnlMM %w MMMMMM MM•I !• MR Mg Mi.! '�'.i .1cAKIIIM G:,?Oii'l�`7i.YS YM ir'ZiL'�M teiirlCK 1i ■M - au.1.1M .iia M••MMl• ■ #,M ■M MiiaM tiaa ana il lu M iiim aamusiaM ii a a a mun l M aiM alMM / M Mlum m Mnirnra z.. a XMM imix ■ iii#M me■ M i' li#/ tRiMM■MMMMMMMMMXM #■MMMIMMMMMMi MMMMMM!■M■MMM iMM I LmeausMXmM■XMMMMM MMaaM:MMM ! •••• :: Mlllaili iarao inlimaaaaia a 01siummi ani iMaM � it aNNEX sann me iint' ..4 ••M•MM■,!i••MMI XIThaIMMisnnoxy tMMMMM.IMMMMMM Maxmlis MM #IMM■�r enna �l.! MMM M t •M•Mt'r�►.[1ZMMi�,.r:31 . EMl ��Mi ►;•lir.S /MMMMMM,MMMMIMMMM aMMMIMM■llM I . MMM M MMMM■ MMMIIMMMMMMI aaaMa as aiii X tii 111• i iaa MINHNIiaa iaa■SIU MM O M EMINI MMMMM i E �rM aMaaIMIIII INI M MM !!! MM MMi# r.oMl ieluxammeiMMMMMMXIMma fMemmixolimu #MnMMMnMMMMMMM nsmOUMM r■ ' Mi ni# i•MMMMMMM M MM MMM /uu!'IiJML: .1,'iMaiTi^__l ^ M g: MV+ai.� C IMMMMMMMIMMM MMMM MM iaMMMX•ialrMMMMMIXMMM # M MM.nlMMMMM■MMMa..a. uma iimM. M# MM ■ #MMMM.i.:miMCMIXM>MlMMiiMMMMM MMi . rnox1.■MMMIMMXIMBO XM __ aaaaaa : ,L *!# 4ii OM % aiMiM aMaaaaMMM M aiM aaaM i M% Ei MMMXMMMIMMMM M NM MiaMM !■■MMMIMMMf = ftAPMMMEE ∎O .N4WMIMMMM#MMMMMMMMMMi!•MM MMMMM.M . MMMM# Miaaaaa•u•uuirua•• u: uM rams #7 nammonsMM #MaMMMaaiaaaii #MMM M i MIXXXxMxaaaM i /MMMMMlMM!MMMMMnMMMX•mMMe:;•� ms, *MMMMM : xi mmunAmxixi aM M MMMM XXI rne MMMM•MXMnMMMMM I MMMMMMMMMMMMMMMMMIMMU CE M a M MMMMMMM rMOMM MMimmIMMMUMIMM MM MMIMMIMM MM MMU MIMMMMMMMMOMMMMMiM idi■EMMMMMIMM<MMM#MMMMMMUMMMM MMMMMM ■■ ■M! M IMOMM MMMMMMIM u ii�aaaaaaas M MM !• aaM i Ttt MaiiaiMM mai 11 M M , I 4i MM %I M exaav ' M!M #M x MiiMMM xXXXxM•MMlM � eIM�MM M M� M M I Maaaaaa MEMO E MaRNEaiaME M a:: M : Mp a!MaairM IMMENEEME I MMNNEE Ml iMIMlMMlMlMM•r %iiJMnMMM•( ieMr:.ZEIM i.MMir�Mi. EMOO MM.COU.M►V�l11•ltMO'" MriEr <�� lri'Icl:IONO Mt�t�9 { '4X� • MM lIMMMM■MMMMMiMii'Qlf r iiir,2MANS�iZZPOMMENUMi'r_`3N WLE P �' '" 4 DA N! rs. INUC MSfill AIWO ii! M MMMMM#aaaaraMmM M MM>ti mximmiM M MMMMMaurMmunnuMliMiriiaaMmMMaa MM MMMMXimmetxXxXx XaMli M #a maim :M =rix.51Zm M aai M= rviramr %Gil iMMaiMM MiaaaaUnM j meteI ` airmAir meT:� MM ■i#MMMMMMM•MMinUm �XMI•MOSUMMMXMMM•#MMIXIM i•M•IMN MMM Iia X i••!M•M•iMlllM• I Mx =1 M MMM # MMlMM: nnmOxi xi #MMI m MMM M•MMMnXXx MMMMiM!•I•'I! aiZa �niuU•MMMMM ■■MMMM■■MMMMMMMMMM OM Mi_M■MMi o We [1M i lal li# WOMMMMMI #MMMMMMENR MS f RMMIMMXMMi _� a MM Z AME M E MMMMi %MaaiiaM MMM MENUM %MMMM" # MM E M aE ■ MiaiMAraa M M iai EN MMMMM•MM■MMMMMMMI M MMMIMMMMIMMMMMMMMMMMMMMMMI MOMMO MMM i MM MlMMIMMM a 1 114031All _ ism / ■MIMMMl # ;;MMraMraiwa /Ma MMSURNXI IXMMi aXXMaMMM mmummaM::Mummu: nammi i iu t ■Maaiiaa i tlOMMM M MoM•MMMiMMMll In ' mann IIMM # I•M MMMMMMM!•Mn #MMi ammIMliMiilMMlMMr�1liMMxMMMiXM# ■MMM ■M Ms= • X W M!!MMMMMM•MMMM M1i''INWMI /ii ■:� EENC' ail"' AM7:.M1[fT4EMMMMnMM #MO MMM ■MM'M M M M �MMM MiMM•M MM#■ M MM N•M aaMMMENUMENMMi: MME# ■MMMM:MM MMa:iiaMMM MEMO MMMENOMME �N�Mi MMXX /Mansion# !MMMMMM XMlMMM•IMMIlM•M MMMMi M al MIMnIMi ■X M•ieMM lime## MM M MMMM nMMMiliaMMMMM MIMMMMMMMi#MMMIMill XxXMMMaMMM Mi■MM XM MMMMi IMaMMMMMMMMMMMII l M MlIMXXXXXXM InXM XXx # X M Mi M# # Mi• M umm MiiMMMMM M MMMM! M MMM!# MMMniMMMMMMXMMIiiiMMMMM #MMi M MMMMMMMMMMI# ■NNEMMMMMIMMMX! M M M X X a Mi # aM OWN MM M Mi #M iMlMMHMMMMIlMMMXMniiii •iM ■ # M M iI MM M M i i NN M # #MM M M M M MM NNEUMEMMIMM MIMMMMMMX■MENEM#MMENEMiMM MEM # X _; MMMM# I M is !INN MMMM araEMMX MMM a Mr ime ms M MIMM Ma iir #M# \M M iaX SI M MIMEO* MM�I i MX= MMMXXMIMMMMMIMMMMMiMMIMMMMMMMMMMMMM ■inxxxxMMMMiM� i MMlM•MM Xl Xa�*�I�ilM aaMMM i MM �M�,M M M MMMMMMMMMnMMIN iMN OM MM M MMM MM•■MI limmUMMM!lMEMMMMMMMXMMM M IMMIMMiIXO N � M �XXXMMXXXXXras i /M M MMM!!# ll MI HMMM MMMMMM ■MMMM! ■Mimi # ■MMMMMMililM #M MMMMM M M ENEMMM UNEMnlM M ENNEMMMMXMIM M M NEMOS r M DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 • • • •• •• • • • • • JOB: f -- 7pS • • • • • SCOPE: AM'- Cs>JeJtrc-s ®,aa • • • • ••• • • •• •• • • • • • • • ••• • • • • • • GE."701• • ••• • ••• • •• NUMBER: ¢ate.. 4 •01 1 : • • • • • • • • • • • •• • • • • • DSNGR: 7�1W i4 '•' '•' •;• 0 •OATE: ' j7 ,_, 44- j L •, f • 1 donaid Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • ••• • • • ••• Title : Miami Country Dade;' •' • • : • :Jodi/0491 Dsgnr. DWH • path 12; f , 17 pEC 04 Description : Scope : • • •.• • • • • ••• • .. • • • • •• • ..• • • .. • • • Rev 580003 User KW- 0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software • 54-ealloylaillefons Description High Roof Common Framing d +I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 50W. gale IIloVaaihf ale user *fined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x10 3.500 in 9.250 in Manuf /So.Pine 1.250 Pin -Pin Fb Base Allow Fv Allow Fc Allow E Center Left Cantilever Right Cantilever Summary Deflections Stress Caics DL DL DL 105.00 #/ft 105.00 #/ft #/ft Span= 10.00ft, Left Cant= 2.00ft, Beam Width = 3.500in x 0.355 1 2.2 k -ft 6.2 k -ft at 5.120 ft at 0.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 531.03 psi Fb 1,495.13 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * @ Center @ Left @ Right Bending Analysis Ck 25.646 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction 2.21 k -ft -0.21 k -ft -0.37 k -ft 0.00 k -ft 6.22 fv Fv Dead Load -0.062 in 5.072 ft 1,945.1 D.L. Deft) ... 0.093 in 0.052 in 0.000 in 4.118 ft 6.110 Max Moment 2.21 k -ft 0.37 k -ft 0.00 k -ft @ Left Support 1.23 k 5.625 in2 218.75 psi 1.33 k 0.90 k General Timber Beam 38.01 psi 218.75 psi Center Span 10.00 ft Lu Left Cantilever 2.00ft Lu Right Cantilever ft Lu Mixed Southem Pine, No.1 2 to 4 Thick Total Load -0.114 in 5.024 ft 1,055.73 LL LL LL Depth = 9.25in, Ends are Pin -Pin Reactions... Left DL Right DL Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Sxx 49.911 in3 Area CI 0.998 Sxx Req'd 17.70 in3 2.97 in3 0.00 in3 @ Right Support 1.14 k 5.228 in2 218.75 psi Bearing Length Req'd Bearing Length Req'd 1,200.0 psi 175.0 psi 565.0 psi 1,500.0 ksi 80.00 #/ft 80.00 #Jft #/ft • • • • • • • • • • • • • • • 32.375 in2 Allowable fb 1,497.64 psi 1,495.13 psi 1,500.00 psi 0.674 in 0.457 in •• • • • • • • •••• •• • • • •• ••• •• • • • 1.00 ft 2.00 ft 0.00 ft Beam Design OK Maximum Shear * 1.5 1.2 k Allowable 7.1 k Shear. @ Left 0.96 k @ Right 0.90 k Camber. @ Left 0.052 in @ Center 0.093 in @ Right 0.000 in 0.76 k Max 1.33 k 0.50 k Max 0.90 k Dead Load Total Load 0.035 in 0.067 in 1,382.1 717.9 0.000 in 0.000 in 0.0 0.0 8c donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW-0800821, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • • • • • • • • • • •04- 991.ecwCalculrations Description High Roof Common Framing d +I Query Values • • • M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -0.37 k -ft 0.00 k -ft -0.37 k -ft • • •• • • • • • •• •• • • • ••• • • • • • • • Title : Miami Country Dade . • • • • • • •Job�t 04691 Dsgnr. DWH • Date; 12 Nt 17 EC:04 Description : • • ••• • • • • ••• Scope : • • • • • • • Shear 0.96 k 0.00 k 0.96 k • ••• • •• •• • • • • • - •- • • •• • • • • • • •• •• • • • • • • • • • • • • • Deflection 0.0000 in 0.0000 in 0.0000 in $i Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,213.12 psi Fb 1,373.34 psi Deflections High Roof Common Framing d +w Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 50001 Besa allowebbes.are : ier defined 4x10 3.500 in 9.250 in Manuf /So.Pine 1.330 Pin -Pin DL DL DL Span= 10.00ft, Left Cant= 2.00ft, Beam Width = 3.500in x Center Span... Dead Load Deflection 0.257 in ...Location 5.072 ft ...Length/Defl 466.3 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.386 in @Left 0.217 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.579 Cf 1.000 Le 18.505 ft Rb 12.952 Max Moment 0.883 ; 1 -5.0 k -ft 5.7 k -ft 0.88 k -ft at -5.05 k -ft at 0.88 k -ft 0.00 k -ft 5.71 iv 89.99 psi Fv 232.75 psi @ Center 5.05 k -ft @ Left Support 0.88 k -ft @ Right Support 0.00 k -ft Shear Analysis @ Left Support Design Shear 2.91 k Area Required 12.517 in2 Fv: Allowable 232.75 psi Bearing @ Supports Max. Left Reaction -3.15 k Max. Right Reaction -2.10 k - 438.00 #/ft - 438.00 #/ft #/ft Total Load 0.257 in 5.072 ft 466.30 LL LL LL • ..•. • • • •.. •• •• • • • •• •• • Title : Miami Country Dade • • • • • • yob *04191 Dsgnr: DWH : dates 12:63PM• 17 DEC ti Description : • • • • • • • 4 • • Scope: General Timber Beam Center Span 10.00 ft Lu Left Cantilever 2.00ft Lu Right Cantilever ft Lu Mixed Southem Pine, No.1 2 to 4 Thick Fb Base Allow 1,050.0 psi Fv Allow Fc Allow E 175.0 psi 565.0 psi 1,500.0 ksi #/ft tfft #/ft Depth = 9.25in, Ends are Pin -Pin • . • . • •. . . ••• • • • •_ :*--"-7--'-. • • •• . • • •• • • • • • • • • • e4- 991.ecwtalculation5 •• • •• • 10.00 ft 2.00 ft 0.00 ft •• •.• • Beam Design OK Maximum Shear • 1.5 2.9 k Allowable 7.5 k 0.000 ft Shear. @ Left 2.28 k 5.215 ft @ Right 2.10 k Camber. @ Left 0.217 in @ Center 0.386 in @ Right 0.000 in -3.15 k Max -3.15 k -2.10 k Max -2.10 k Reactions... Left DL Right DL Sxx 49.911 in3 CI 0.983 Sxx Req'd 44.09 in3 7.55 in3 0.00 in3 @ Right Support 2.65 k 11.388 in2 232.75 psi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load -0.145 in 331.3 0.000 in 0.0 ire Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable fb 1,373.34 psi 1,392.30 psi 1,396.50 psi 1.595 in 1.063 in Total Load -0.145 in 331.3 0.000 in 0.0 •. • ga Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description High Roof Common Framing d +w M, V, & D ® Specified Locations Center Span Location = @ Right Cant. Location = @ Left Cant Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.88 k -ft 0.00 k -ft 0.88 k -ft • • • • • • ••• .. .• • • • •• .• • Title : Miami Country Dade • • • • • • :Job 40491 Dsgnr. DWH : 12 310M• 17 DEC ti Description : • • • • • • • • • Scope: Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • • • • • • • • • • t4- 991.ecwtalculaaions • Shear -2.28 k 0.00 k -2.28 k • ••• • ••• • •• • • • • • • • • • • • • • • • • • •• •• • • • •. • • .. • .• • • • •• [Query Values • • .• • • • • • ••• •• Deflection 0.0000 in 0.0000 in 0.0000 in W3 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB: W,bA SCOPE: NUMBER: 0490j) DSNGR: t4 • • • • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • • • • • ••• PAGE: gy ••• • • • • •• • • • ▪ IP MP • • • • • • • • • •• • • • •• •• • • • • • • •••• • ' • • - - - • • • • • • ••• • • • DATE: •• • • • •• ••• •• ■ ■MMTMINFM !! ' Jr /# MRWr M1 1 1 �I 11 M■ A/#/ M/■■ ■■ ■■ / /R■■ /!#M■ / ■ !�!■ ■ #i!■XM /EMM ■ /moisim ommi �ig'f mrsi ■iii ■OMMU Mi/" iii'` �Ommoiiii ltummOMM/ iiMili iMMM OM rrUMMIMMlil■iliMMUMMOMMOMMIMMO m MM ■ EMiOMUM APOP►tl #Or ■ F �MCMMOMt ■■i■■■■M■ #/■ Mr # ■■■# ■M OMMM■#!■■###/■■■##/■/■■■■/ !!! / /! # #M!! ■/■ #■ ■1f # /PM. ■N■,IMM ISM M� MIaMCCi ■ #■■ s ■ ■im• /•i■■ ■ill# /iii# •i■ mms ■mi /mi■nlilili !!mile ■ / li■!mmlm ■me #mRi ■ / ■Ai! ■■R/ #m mma suns iiiiNrniir N .miiiii n�iin Niiiri rNNirriiiiiimi ii si ■ /ii i ■ ■ hi s usii / hits!/` #■ � i% ii ii iiirirlilrimsommi i i#i ummum Mli muin Rm it m E•i■mmilim ■niti#1 ■nmim iii■i ii ii■i■■ m■■ mt!# /ainilii ■ ■ # ■■/sl■n ■ ■im■ #E■ m ii smensi�M /nniMai ■ ummem ■i ■nmummani ■!Mr /itii■■ ■■ / #ice �. + , ]minimum! ■M■ / /•.� \i■ ■■ ■/!i ■■ ■i /iAni ls iiitl #mime =! /■inium Mn aimniiiElnsii iiiii�■ omialsomm iii�A ioii /■■ mmussambrAnummuniummU! iMlii #i � uun #iii /mllmi n #i ■ ■!i ■ ■ ■ ■ /!i ■iiMMOMMi/i i!■#■#i/!■■!/ Mina ■■!i!■i ■isZ.V ■r■ /ii nis maim#/■ ! / ■!■ ■#ii/ M MUM ■i ■S ■i ■ # ■! # ■ ■ ' ! ■ ■OMMMI M /MI! / # /ii ■ ■■ ■■!! #iMl■ Milinli/ ■ ■i■ li! ■ ■i!i■ ■ M■ O !ti■i!i /!■ ii■ iii #EEuusu ■■luiiiii i liii M ■ ■i ■i ■ /iX ITAGGA /i /i/1 =MlMiMM i ■ ■lUii ■ ��p _ 7i ■niim•■ ■min ■E i ■ ■ #lulu■R ■ ■!n ■L##RMri.N /■.i .. t ■iiiil\iiii % iii■• /.iniiu. irriiiriiii u ■ Ei■■IUl■■■i ■E.mnn i .iii ni! minus# ■`■ mi###■■■■ i! 1■■/ ! ■!mnimr'i!1• #■ ■■iiumr,///!!■1 n� ■M mii ■ ■ MMO MMIM Rli i ; %M` %i ii %iM iiiiO i mi ix■ iMU ■Mii ii NN i uNiii t VenUMM= i s Mi i' i ii %iiii % ii ■ ii % i M �■!•n� iiiiiiu mil rim* mumm iniimmUss ummum ■ill ii il r irrNii /immummuiiiii emnium ummu * i ■ ■am! ■ ■R ■ ■iiis! ■i ■iiiul i iiiNirirrirrrri� iirriri/ Mari / / /■'iAiiNii %■SiimiNEiiiiii ■Milt NN: :i::ii# an ausim ilimmirri i t mmumu mnus /irr anal mNum •mini diem iiim ms imm tnwmpi m mings s am :p: :nub :: / i/■En ■■ ■m umm ■ ■■ i malum m•ase## #sliimmn ■■lemma/ ■/■■ nl ■inn ■ ■ ■ ■ ■ ■ ■l ■ ■ ■ ■ ■ m ■■ �� ii ■ N �� ■ .� j� MM UMM i MMI Mitiii MMUM MURliVNiwiii�!'biiiiiitili tin` Min tiii�iliiiiMiin M iiiii ■ num e mmiiili\i m Niummanom iiNi i>imilifiii ■• ■u• ■m/:'Z�Sjn ■■m ■■ii ■ /a■ ; Z -I;u! ii/!/ i! lii ni!■/!/■//! n ■/ini/inn ■n!! / # /mn / #//in ■ /nisi /// ii ■ iMIMINM / / M I MMU iiiiii i i ii i !■ i i ■ iiiiiiiliiii i i# s■ iiin■■ maim eee�� ■ # ■i!lllliiiiiH■mapu iil�)M■■■i!!i/ ■i/m■ ■/rGrIUC" ..i_kIC- 1#n�:.'L'+lii ovimI / /in■m ■ / / ■■/ >i■ #!n /#/n/n # #iii■■n ■i ■ ■inn i //i /ii / #! /i is itn ■■■ ■m■! ■ ■/ m■u ■n /# /n# /■m mlim mn■ riE■/ m ■!a# /nmlm■ / /i ■ ■i■! #mnummum ■ #i ##nets n /nun qu ■nrmassimii wmin#!■ ■t ■■m>:wtirssig'S ■mi//!!//Imgmmm ■/limn■ ■!i mmsmmmsmnnmi■i■mmi t■mnm ■ ■ ■ #m!■R ■ ## ' m ■■ma 1 I f■C+ f: i'i: Jim ■r! =. 3 . �.1r(/':1,L5l2w ' '- ZIAn ■lmmmlmlm /l■ / #i! #ii ■ii■ ■!i■ in ■tuns /nn■ /RIME mummussiii ■ ■iiiiiii■ammor:i ■ .:Cummu i mini ° iii mm mini: /ii %iiiiiiiniitiiii musnesiiiii ■■ • E■ m■■ R■ RRi■■ i ■m ■l ■ #i ■i ■m■ ■ ■ ■/m #mmmmmmnm■ mill iAt /nni■l sin// m / / /.i■lnlUMMOMMi/m ■i■/R ■inlR #l N N ~ niiiii %iiilMMMiiii !i' M niiiii nNltitiniiiiirrii\i\nni/iiiiEi MMOMMMiiiiiMs iMniii •u#mr!%7PRIMPMMTM 9In ■Ie ■EErs ■nm#ism ■nRm ■ ■EUnm /■ nee#!■■■• isms■ ■Mit■E ■i ■i■■ /iEinlMltli ■ ##mi■ui munin emu nm // zNt aiL4ili;iA:3 lm! ■E isxmli!■# // // ■t## ■E ■E ■im ■inn ■ ■i■ mu mm / /mliii■ ■ / ■ ■n! ■l# ■ MMUMMM ■ iiii l R# iiiiiMAIMM OMMENiii iii ■iliilni iiiiiiIMliiiiiCiiti %iii MOMi % / /Mini /nisi // M ii N ; ■ MM i N r iririmmaiiMi mintiml i:r/ MiniiririrM:riM :i .rr m#Rmni#m #EEESSUtRm■■■n /m mu mm /1tmommi mri mi Ismm /Emmmummu ts! ■ / ■minimi■m■u #Rmnlie•mmms l /Rim r i i ir MMMM i i E Mi ii l a l m mii i i i r i R % % #i %/Mimi imliiiiinmmmmm� iiiii irmmmssi%i mmmriiiiii #!n ■!i ■min nririi /Mi n / ii i int/ i rnRMA MM M i r nnirrnr % � tirrirti p lawsr sl 1 ■■ Sh /rrriiM ilr nm l MMEMMMIM#rii riNriii n r NCO r wi\rr%n% s rr miilM rrriiii mai m i e i ■Riess■• ■ ■Em /niMfisii ■ ausermlli # ■nsilmmii rl►: ; ■■ mare / /!!#•m ■mane ■!m /mil #ii #mia!■■ !lam ■• ■ # ■e■ nmm■■ /mill il•■■ l# ima#■■•• slmnm■■ !m!■ ■n•imE•/nm ###•i•llmsmmsai iEi iE# ■i /Inaln m■nis fi OOl■ oo i RNiKM�nriiinr iii %iirrMiiirr% mini/ rriiNiaaii t iiroioo nil # iOii#ii'a E imrii /mini. iNiNimiN OnOOno ■ ■is#■ ■m ■iaminn■mi ■• nmEe■ /mnREiOMMOmmmlmn i##lamm�in a#smmi im �iiiiM�RMIMM twi i i■ � imiiMllni� ■ilm #iniM #iiriiiiiii niNi E! ■nlniss wiliNOOM '[ .�g n �m V ne ■lnesmiim n E nmmmmNi•siWOONIu i , a M Old toOSOVOI ■nil SO ONUOMOOMOMmRi/ /Moto lllp ■ ■ii■ E mmi /r / /mi /■■nni i / ■ /C ->3t ■R main -t iti:'i -'lllr /!!!is MI#i i u +1�c fgiat.miLowd:4,.; : t /iii #n /m ■■■■n ■�iim N i mini RiiiiiN ii % iiiiiniiiii m um uan # ■ ■mm nimmmim■messi!■�■isiiii■ insM ■i /m' . #lmnum i rn!• ■#•Emil u ii■lis mmrnssixm ■ #! ■. • zzirs n ■mi #m i ii 'min■■ ■ ■■ ummi In ■rain ■mmummmm�/ tnml mmaiurea /i■imE•nitmaSkL. nnnm Mtn RMIR1su •.N Ai � .'L�Iriniii• ■ iii" / !i ii iii ui ni um iiisi #i ■ in Ilia # #n mi iii! ■mansmmmmum ■ii imm imm�n■R■ /i /iii ssi i iN iii su i m m ■Eimm�nmm■ ■ niml■n ln!��nnnmiuim■ - ■iiiEEnmimaiminsu mini ■immn* roily .■ ii mime/ n m ia!■■■amniii . Ei ■llOmm i■ mil■ #s�i s �M muna i■;■i !isms t en llt..•!ii :. i` llresmi m■.Eu i ■na■u••m .Ails ■E. /m /m•is ■! /Baba#l.1iiii� slUli# ■mil mUI ![•tM■ sism MIe■ ■ N ! E s /nisi ■iNmm s ■nine •R m •• /■im#mn■mn ■ ■m■ ■i! ■mm ■mu m #minnRli nn ■iNM *Amiii_M ■nn ■urn mismunom ■ mill1_ r emu mi■ ■iimain ■!am■■ minml ■i mloOlE ■■Ma hii ults z l usa m n iii ra m• � # i ii \i MMI SI r: E ■IM ■i iE O Mimi= M ss 1 ■I # Mmm■ii ■ name ■#lu■ # aN■mi ■!■ #Il mm#/ mi■■i E #i a 'm# iURRRU ■EN■un ■■■im ■■ u NIRluMiu■■ ■i men■ u■ Ii• i■i#tiamN ■msr`mi ■ ■i /uI■mil ■ IRERinian■ ■Ilni nu l • iluu ■IuIM•Ei ■ ■ ■iliiiiiN ■ ii ■ i ii i niii i \i #ni iM�i #in. R n U iR■ ■i /inm IR . . ••s ■R U I i•niii# U f i l NU M i i l S i UI % alai !\ii �• Ias�1ig1in■ UIU ■m■UU iE II ls I MO= M ■ ■s ■ #i■R■i!•# _ EMEI N ■ ■Iuni# n ■■iii! ■1■• •nil! ■ /nllm�i bonald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description High Roof at Stairs d + 1 General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever 6x14 Full Length Uniform Loads Span= 18.00ft, Left Cant= 2.00ft, Beam Width = 5.500in x Max Stress Ratio 0.355 ; 1 Maximum Moment 8.2 k -ft Allowable 23.1 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb Fb Deflections Stress Calcs 589.19 psi 1,660.98 psi Center Span... Deflection ...Location ...Length/Defl Bending Analysis Ck 24.972 Le Cf 0.987 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 5.500 in 13.500 in Sawn 1.250 Pin -Pin 40.000 pcf Camber ( using 1.5 * D.L. Defl) ... @ Center 0.239 in @ Left 0.080 in @ Right 0.000 in 105.00 #/ft 105.00 #/ft #/ft 8.20 k -ft at 9.040 ft -0.25 k -ft at 0.000 ft -0.41 k -ft 0.00 k -ft 23.12 fv 33.20 psi Fv 212.50 psi Dead Load -0.160 in 9.040 ft 1,353.6 4.118 ft 4.697 Max Moment 8.20 k -ft 0.41 k -ft 0.00 k -ft @ Left Support 2.46 k 11.599 in2 212.50 psi 2.28 k 1.84 k Total Fb Base Allow Fv Allow Fc Allow E -0.264 in 9.040 ft 817.25 LL LL LL • • ••• • • • ••• •• •• • • • •• •• • Title : Miami Country Dade • • • • • • , olf #11)44 -91)1 Dsgnr. DWH • De t �.1:4TPVI, 0 17 DEC Q4 • • • Description : • Scope : General Timber Beam Center Span 18.00 ft Lu Left Cantilever 2.00ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.1 Depth = 13.5in, Ends are Pin -Pin Reactions... Left DL Right DL Sxx 167.063 in3 CI 0.999 Sxx Req'd 59.18 in3 2.97 in3 0.00 in3 @ Right Support 2.41 k 11.339 in2 212.50 psi Bearing Length Req'd Bearing Length Req'd 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi 80.00 #/ft 80.00 #/ft #/ft Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ... Length/Defl • ••• • ••• • •• • • • •• • • • • • • • • •• • • • •• • • • • . • • • • • • • • • • d •r-991 ec ar.Caicufat ns • • • • • • • • • Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000iBase:alloweb1e ire: Bier Willed Maximum Shear * 1.5 2.5 k Allowable 15.8 k Shear. @ Left 1.87 k @ Right 1.84 k Camber. @ Left 0.080 in @ Center 0.239 in @ Right 0.000 in 1.40 k Max 2.28 k 1.12 k Max 184 k Dead Load 0.053 in 903.3 Area 74.250 in2 Allowable fb 1,663.32 psi 1,660.98 psi 1,665.56 psi 0.665 in 0.534 in .• • • • • • 0.000 in 0.0 • •• •.• •• 1.00 ft 2.00 ft 0.00 ft • • Beam Design OK Total Load 0.089 in 538.6 0.000 in 0.0 8E Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Description High Roof at Stairs d + 1 M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -0.41 k -ft 0.00 k -ft -0.41 k -ft Title : Miami Country Dade Dsgnr. DWI-I Description : Scope: Shear 1.87 k 0.00 k 1.87 k • • ••• • • • ••• •• •• • • • •• •• • ••• • ••,fpm 04 -911 Date: :1:4' Pli�, 47 Dec Q4 • • ••• • • • • •• • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • 0l- 991.ec iculatI& s •• • • • • • • •• ••• •• • • [Query Values •••• . . • • ••• •• • •• • • • Deflection 0.0000 in 0.0000 in 0.0000 in 86 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW -0600821, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description High Roof at Stairs d + w General Information Section Name 6x14 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever DL DL DL 5.500 in 13.500 in Sawn 1.330 Pin -Pin 40.000 pcf - 438.00 #/ft - 438.00 #/ft #/ft General Timber Beam Center Span 18.00 ft Left Cantilever 2.00ft Right Cantilever ft Douglas Fir - Larch, No.1 Fb Base AIIow Fv AIIow Fc AIIow E LL LL LL Title : Miami Country Dade Dsgnr. DWH Description : Scope : 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi #fft #/ft #/ft Span= 18.00ft, Left Cant= 2.00ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.694 1 Maximum Moment -16.5 k -ft Allowable 23.8 k -ft Max. Positive Moment 0.83 k -ft at 0.000 ft Max. Negative Moment - 16.49 k -ft at 9.120 ft 0.83 k -ft 0.00 k -ft Max @ Left Support Max @ Right Support Max. M allow fb 1,184.39 psi Fb 1,707.21 psi Deflections Center Span... Dead Load Deflection 0.530 in ...Location 9.040 ft ...Length/Defl 407.4 Camber ( using 1.5 * D.L Defl ) ... @ Center 0.795 in @ Left 0.265 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.210 Cf 0 :987 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 23.77 fv Fv 33.107 ft 13.318 Max Moment 16.49 k -ft 0.83 k -ft 0.00 k -ft @ Left Support 5.00 k 22.127 in2 226.10 psi -4.64 k -3.71 k 67.38 psi 226.10 psi •• • • • •• ••• •• • • • • • . • •• •• • • Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Ilsa;e allowalble$ ase Qsej detifbd Total Load 0.530 in 9.040 ft 407.40 Reactions... Left DL Right DL Sxx 167.063 in3 CI 0.963 Sxx Read 115.90 in3 5.67 in3 0.00 in3 @ Right Support 4.86 k 21.512 in2 226.10 psi Maximum Shear * 1.5 Allowable Shear. -4.64 k -3.71 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd Lu Lu Lu • ••• • • • 5.0 k 16.8 k @ Left 3.80 k @ Right 3.71 k Camber. @ Left 0.265 in @ Center 0.795 in @ Right 0.000in Area 74.250 in2 Allowable fb 1,707.21 psi 1,766.95 psi 1,772.16 psi 1.349 in 1.079 in • • ••• • • • ••• •• •• • • • •• •• • • • • • :0:Jdb ' • Date• al :41 17 DE§ o : . • • ••• • ••• • •• •• • • • • • • • • •• 18.00 ft 2.00 ft 0.00 ft Beam Design OK Max -4.64k Max -3.71 k Dead Load Total Load -0.177 in -0.177 in 271.9 271.9 0.000 in 0.000 in 0.0 0.0 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User: KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description High Roof at Stairs d + w Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Scope: General Timber Beam Moment 0.83 k -ft 0.00 k -ft 0.83 k -ft • • ... OO • •'• ' ' •• • • • .• • • •• • • Title • • • : M iami Country Dade • • i i o L IC04-991 Dsgnr. DWI-I Description : Shear -3.80 k 0.00 k -3.80 k Date: 1:41F1M,' 11 DEC 04 • .1. • • ••• • . • • •• • • ' • ' • •• • • • .. • • 04991.ecw.Calculati • : • • • • Deflection 0.0000 in 0.0000 in 0.0000 in Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description High Roof at Stair Girder d +I General Information Section Name 4x16 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 936.29 psi Fb 1,653.65 psi Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 * @ Center @ Left @ Right Stress Calcs Bending Analysis Ck 24.972 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 3.500 in 15.250 in Sawn 1.250 Pin -Pin 40.000 pcf General Timber Beam 405.00 #/ft #/ft #/ft Span= 11.00ft, Beam Width = 3.500in x Depth = 15.25in, Ends are Pin -Pin Max Stress Ratio 0.566 : 1 Maximum Moment 10.6 k -ft Allowable 18.7 k -ft Dead Load -0.084 in 5.500 ft 1,579.7 D.L. Deft) ... 0.125 in 0.000 in 0.000 in 10.58 k -ft at 5.500 ft 0.00 k -ft at 11.000 ft 0.00 k -ft 0.00 k -ft 18.69 fv 83.94 psi Fv 212.50 psi 8.237 ft 11.095 Max Moment 10.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.48 k 21.084 in2 212.50 psi 3.85 k 3.85 k • •• • ▪ •• • ' • • •. • • • • • • • • . • ••. •• • • • • • 04-991 . ecw. Calculations •• • :•i o•o i•• oo • •. •• .. . ; . • • • • . Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowable aPe 6sbr defined Center Span 11.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Fv AIIow 170.0 psi Fc AIIow 625.0 psi E 1,600.0 ksi Total Load -0.139 in 5.500 ft 947.67 LL LL LL Scope: Reactions... Left DL Right DL Sxx 135.661 in3 CI 0.980 Sxx Req'd 76.81 in3 0.00 in3 0.00 in3 @ Right Support 4.48 k 21.084 in2 212.50 psi Title : Miami Country Dade Dsgnr. DWH Description : 280.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. 2.31 k 2.31 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd Lu Lu Lu Area 53.375 in2 Allowable fb 1,653.65 psi 1,687.50 psi 1,687.50 psi 1.760 in 1.760 in • • • ••• • • • • • • • •• .; • S. • • • • • • • ' :Job 604-9$1 • Date: 2:10PM, 17 O 04 • • • • ••• • • • • • • • • • • • • • • _ Load 0.000 in 0.0 0.000 in 0.0 • • • 4.00 ft 0.00 ft 0.00 ft ••• . Beam Design OK 4.5 k 11.3 k @ Left 3.85 k @ Right 3.85 k Camber: @ Left 0.000 in @ Center 0.125 in @ Right 0.000 in Max 3.85 k Max 3.85 k Total Load 0.000 in 0.0 0.000 in 0.0 8°1 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description High Roof at Stair Girder d +I M, V, & D @ Specified Locations © Center Span Location = © Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Miami Country Dade Dsgnr. DWH Description : Scope: Shear 3.85 k 0.00 k 0.00 k :• •: .•• • • 90 • • • • • • • • 0 •• • • : ' • : • . : •fob 04-41 • : Date: :10PM, 17 DEC 04 • :. ••• • •• • • • • • •• • •• • • • • • • • ••• •• •• •• • • • :• • • • • • • 04-991.ecw:Calculations Rev: 580003 User. KW-0600621, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • � • • • • ••• :• • ... .. •' • : . • : •• .. : : • • • • • ••• •• [Query Values Deflection 0.0000 in 0.0000 in 0.0000 in Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Description High Roof at Stair Girder d +w General Information Section Name 4x16 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,920.10 psi Fb 1,756.32 psi Deflections Center Span... Dead Load Deflection 0.286 in ...Location 5.500 ft ...Length/Defl 462.1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.428 in @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.210 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 3.500 in 15.250 in Sawn 1.330 Pin -Pin 40.000 pcf 0.00 k -ft -21.71 k -ft 0.00 k -ft 0.00 k -ft 19.86 fv 172.14 psi Fv 226.10 psi 8.237 ft 11.095 Max Moment 21.71 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 9.19 k 40.637 in2 226.10 psi -7.89 k -7.89 k - 1,450.00 #/ft #/ft #/ft • • • • • • o • • .. • • Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base a ale uses dgflned Center Span 11.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.1 Fb Base AIIow Fv Allow Fc Allow E 1.093 1 -21.7 k -ft 19.9 k -ft at 11.000 ft at 5.500 ft LL LL LL Scope : Span= 11.00ft, Beam Width = 3.500in x Depth = 15.25in, Ends are Pin -Pin Reactions... Left DL Right DL Title : Miami Country Dade Dsgnr: DWH Description : Total Load Left Cantilever... Dead Load Total Load 0.286 in Deflection 0.000 in 0.000 in 5.500 ft ...Length/Defl 0.0 0.0 462.11 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Sxx 135.661 in3 CI 0.978 Sxx Req'd 148.31 in3 0.00 in3 0.00 in3 @ Right Support 9.19 k 40.637 in2 226.10 psi Bearing Length Req'd Bearing Length Req'd 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi #/ft #/ft #/ft Maximum Shear * 1.5 9.2 k Allowable 12.1 k Shear. @ Left 7.89 k @ Right 7.89 k Camber. @ Left 0.000 in @ Center 0.428 in @ Right 0.000 in -7.89 k Max -7.89 k -7.89 k Max -7.89 k Area 53.375 in2 Allowable fb 1,756.32 psi 1,795.50 psi 1,795.50 psi 3.608 in 3.608 in • • ••• • • • • 1 • • : •• • '• • • ':' • • Pt # 1 Date:'2:10PM! 1V E C 04 • : • . ••• • •• •• • • • • �. • • • • •• • • ; : • 04-991.ecw.Calcviations 4.00 ft 0.00 ft 0.00 ft Overstressed in Bending I 9i Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User KW- 0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Description High Roof at Stair Girder d +w Query Values M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 if 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft • • ••• • • '• • • • • • • •• •S. • • Title : Miami Country Dade • • • . 04-911 • Dsgnr: DWH Date: 2:1151 W DEC 04 • Description : Scope : Shear -7.89 k 0.00 k 0.00 k • ••• • • • • ••■ • • • • • • • . • • •• • • •• • • • • • • • • • • • •• • • ••• • •• • • • 04-991.ecw Catwlations • • • • • • .• • ••• • • • • • : • • • • • • •• • • 4: ••• • •S. ••• • Deflection 0.0000 in 0.0000 in 0.0000 in DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: mch SCOPE NUMBER: 04991 DSNGR: 4 • • ••• • • • • •• • • • • • • • • • • • • • PAGE: IS • • • • • • • • • • ••• • • • • • •• • • •• • • • •• ••• • • •••. . •• • • • • DATE: • •• • • • • ••• :' ••• •• Rll MMR:stit. *M L = =sa***': Amt. L act- u * -Z *L lrmunsammtiminl ##Ei s ■" iuL. ■'1 #m.#a.u #■■#MEMMMMMMMMa MME EMEEEME.l MMMMMMMMRMMMO MEM E EMEMEMMMMMM ■ ■ EMER _ ssum ucrimnAM :M !!■■l tl# ■■it#miiI #tUHittlitU•.■.E.Ei/■/E t !# #t . ■U$t/. m l /III■! , •#it■.i #!!t■■#li1 /i#a ■.tilt■.■EEti.il.t. /au..tltt /a ■■■ /i//■#■ tul ■ .# #■..l ■till #EM■ tt #! ■!■ / /i! ■.i.ii. EMMMMMERMMM E ■ t l ' ERREMEMEEEMMORMEEM MMMMMMMMMMMMMMMMMMMMEMO MMMEREMMOMMEMOMER EMEMEREEMMEESEM l EtMtiMEME#EMER BEESERMEMUMEEMME # l■■.■! t■#1 E■■ !.!li.a■•i■■ /■lE■ / /!lEtEEEMtiiME #tERMMt.iii!l.t #Eal.Mnir ERai..t /f■ /■!Blum # ill /!■ l !!l!!l!i /ii!#tlll! /l /t /ilii /tip #i ■#ME ■MIKE ■■!!■■■■■#i # i# i aso■! #i■■ ■IIC!!jjl# MOM ■ ti. tt. t. l.11M■littEt ■.t ■lt..Eat ■tl. ■. Ma N REEVE/ • ■lY .0 ■/ttlit�uR!■m *u� ■tu ■a ■■■t■ ■tai ■ tEtE..##!.liR.li /i u /t u ea/ii ■!/■.i . .E #t#tt■ ■E .i MMM ■ . n n . .. im i • ■ ■ � • f , ■ . m om • %■ill■ l it / ■ ■ ■ ts ..i l t / R ■ ■ ■ ■ti.l.uE. # ■Emilia.a..R■i.u..1. u IRE/ ttltMEMER / Rt l.i ■lt ' EM E! Etlit.lt.. !t /tPMEM'!1!! ■!t .!lEmii ■ti ■IR MMMMMMMMMM�MMMm I om mu Im MMMMMMMMMMMMM::: a �mossumMu um * * * * *i * * ** ** i nr m\ ■ ■ / rt e MMMMMMMMMMM ' m"E' MMMMMM m R u M MM ummi .'Mi'R i !i /M ■.mill/.!! # #_ i %iau■!t .t ■. ■•.■.R•M RE!!. tilt.# tEt■ Et.l ■! ■t!!!i ■t■ / / / ■t1 RIRaiR■aiill■i �� . . . l. ■i.t /! ■liE mitMt �� /lilt. ■ii ■iliR!<iMl ■ i R■. E EE .l ■.R■IttlE# #t.■■ /El#t.EREil tilt# E mitNt ■!.■tE /#E iM MEW ■ii■tr■ E■i■.. MMMMRr':" r oMMMMM � �ummus ■ mi m�m� � l ■ l ■tM i t.RuauA il.iti.l Emiltllmill# E O tlt :E# i! itl u\ !! //i! ;■lry>C�l'1/'i! ■!!! #!Viii ■ ■llll � ifti�� ill ■lilt.■■ ilt � l t.!l...t E�1 /EllELaL +. yri /T r^ :i ■!#t.! ■! ■tl ■■Lili76ll1 . !!!! /!l Ri . ■i#M i#M..1 /. ■!1!!■ i M ■ M MMMMM " KA {•l E i { lLUMT»E MER MEi E REE C E EtigE S i - L'» . e#t usimmilrw t munin N .. ..!!#l!!■..i m ./i■/ur.lt■ ■ ■!../i ■Rtt.. �itai...0 .mill■ u..t .allaia■ l!!!.l l MMMM MMMM t.lt!!i.li ■ ■lE R■ ■itt...ElME... ■. E N E mild. .a.al. ..i � ltEtti!!!t. //E !t . /oils!!# ■Eliit ■ / . .lilt.. #Nita ■mat■ ..uumIMMI' %MMM M >e �. MMMMMMMMMMMMM :M: ::;rl: ' i :MMM ll ' t MMMMMMMERMMMM• ��MMMM MMMM M MMMMMM ft/ ■ / #_ ■ / ■ ■t!!i ■ ■. i #NiM■l .MlI ■ill mu M■l.at■.!l.u.•t� tt ail.. all/ l■!.! a■. ui. iut/ R ..1u#t ■ ■i! ■ /l•a.li.taia..i.t.i■ R.iii illl..•EMEEME E /tit . #IARNit �l #RaltiitERt!�tEt a .■ tl■ii•ERt.tt l .lEt!!■i ll E't.EMERE EMERUEE tit. //Yll.lta!■.11.. i MC SESEtt. /lt/ MRMtl M ■ !/ l .l ■!.i ■E ■ #ii•�t.t ■! •u ui.aaa ur a ils! #.ill /i MINORA MM a,3E =M r entiga=2G' "MMMMMMMMEMII MMMMRM:MMEMMMIMMESE MI.MEREM:RMM\ M IMMEMMERREMEMMEER !#Eitlt!!..■•■EEtt I E ME MEMEMEMMl EMl ltiRlt■.■ ■ _ ■ rl i� Ii !ti. / ■ ■R ■ ■i /.lt.li. i ■ ■t■!■RtE / ■l.i■REM EmilM■i MEMO /, .ill ■.... iEiiltii ■lt ■.Etl.t ■ ■ ■. ■iii!l..t ■ R■ liE / /!lit / ■ ■. ■ ttiE! iRl■!!il•t.l. EMMERE MMMMMMMM•MMMR MMMMMMMMMRM MMMMMMMMMMMM ■ t M•..•EREMSEE �rEti .tt.t .. ■ ■.!!/•!.!. t /■ ■ ■.l..11■ NI.lI■ /. l/ ■l #� /tla.iit t M / i MiM.MRMMMMM /■mi l MEREMi MMMMMI .tllila.i# ■l #!.t■/ M //■ ■!till!!! /l1. ■l.aal l.Mllll / ■ /lll.l.MMll lam ■ ■i/ ■all ■ M lili t _ ER !. ■.a .■.Ir■at MEM ! ..■!■ ttE■.. iEMMtltt #.il!!■!l#.#■t ■t ■t /EMMEl /■i , lll , # ME ■ ■ / / /OO.aiM E.■■■REt•!! iE #t ■tEl i. EEtt tltEER ■ /■! ■Et M E tt.El.l.miNEti MEME M .miREE!lEEREt ■t ■! . ■ /■t.!!.R■M##tt.RERMM MMMM MMMEEM.M.i. ■.MMM I / /i.11a.i Mt /!! /l M l.lil� mans.Miami t■EE.E. ■l. ##t#EI.E! t ll■■ ■ /EtE■.t.Et■ lltt.mi.tt! .att ■ ..tN...■mit t.■.t.t E# t ' ER ■!! ■REI.l. M l iomit# ■ /i■RE t# ■EEmi.■■!■■/ Rt.tt.Etimit t atEEEftEttE#Ett/# .ME R.t ■.EEMUMMEMEREMEWEtmi■.■ ■!■alt ■.t■..L. ME.l!#EERE will ■ . mi.■atEEi■ERME ... . itE.E#a....tt#Et. ills•. a■ a# l /.mi.t..mit #! ■R **E■ /tttE miut.tlit#Eu•! ■■.R. ■ /l..tl.lt.■tltt#.me �i■!. u■ t /t■t■i tli til.tEll t� ra ! i ..!ll.MMEMMEM!il■a tt / ■ ■•!!!. ■ ■ #llEtt / ■ i / /iiRR. i ll.t !til Emit ■l ■!M■■ •Ml..ti./ t ■. tit. tt. t. t#!■# E.l t!l t. Ml ltl/■ mit. l.t! ■t.E #t. # ■ /l.ai...alt ■.i ■. ■# i� . lI ia.RUUUUUMRRIMMM ■i /E!.!lli.##Etlt# ■!!E" E EMMMMMMMM.MMMMMI E'MEMMEEM MMMi ■ /t...i /i/ t ■ /■i!.11. ■! /#l! ■!■■i ■!! ■ ■ ■ ■oil /Ei ■!. ■! .lEt /iiaE.M ' tttEltE.EE... i■EEMEMEMEE /i /■■ill .■ ■M.mi M ME ■ ■ ■.M MEMEMMEMERUMEMEMM :: MMMRMMMMMEMEMMMMMMMMRRMMMMMMMMMMMMMMEMM ERE ' I::CIEEM:MM::M: Mimi MM MMEMMM� MMMEREEMEM M M • Etli ' rRM apt Masa t i /MME # imi .mi .plat! ■.1..■ ■. M ■.ii!! ■aait..11R imenumummumnplaggpm tilt■ #i■ milt! ■IA■ / #i MMMMMMMMMEMMMMMM I. ■tl IMMMMM M Mt:MM MMMMMMMO.MMMMME.EM■ ■ ■ I:E MEMO ■tltE.tEt.iE MEtEttlti ! a EME ■ EWEREM MEMMMMM# ■MM:MEEMM:MMMRMEREMEM t 'I MM MMMMMMMRM i#ElitaE.R■i ■ M M ##!!!lilt #!ti ■I• /.lH l.i a�t. It ..l�./#ll.ia ■ #lM�lli /ttl.lmi!!ii ti. 11 att.11i� M:MEERMMRMMMMMMMMMME EIE EMMRM.I MMMEREEMEN MR EMU Mt MM, 'i :MM :: ' E MMMMMMMMMMtMMMMMM ' tl !RM M:M:::R RREEMMEIM:M::.Rl: ER Rit .ltE■/ C#. MMMMM MMMMMiiMMMM 'r'ri Mr.t■Ett.. ■#■l#t..RE# E!!!silo EREME ■! .t.lEmiEME EMMM.#lEi..Eit ■E■ EMEMM f MMEMEi■ ..I ■li ER.E■mi EE ■ tit■/ iii ■ ■ #R■■ ■ ■t ■E. tl•l.il. ■ltlE /i.ii. �llll ■ltli.i■ !./ ■■ ■t ■i lflt..tEN#miEEt tEE.t tE /mil■■.!.# NEMEMEl#■■■ / E! E. . ■.. E MEEM■..t■ / mils■ .MMM +M■...t.l...tmill.,. ■i ,_ M MM a�..i ■M tl M MEMMEMEM EMM.MEnERE ' MEEM:,MMMMEMEM RREMEtMEMEMiMM: K : iMMERERREMERRW ■ ■i /! ■ M R■// ` /.mil..• ■� # " ■ tl■ i . lR. /i ■■/.Rill ■ t li■.#!■ ti t MM M ##NMiIEEtEtEEEE. ■ t Mimi � tt #iii /!.M ta•Eli.!!! ■.t■!!Etlt t■ l. iM ■l/t #R. ■E■ ! ■..lME t t 0 M Rl ■MERMEM tmi mi /t!a !M# MM ttt!# #.it■■ #t EE. ■Mit MI t iMMMMu uuMMM sl u m s Im E MM M.Mt :.iu.MM Rua M EEMMMEMEMEMM� " MMEM M ! ■t.ltER ' I , I .tERR■EREEMRRmit /■MEENElt # tl#lmi■!a#tEi# a .» .RW EM;MMM #EMEME RM i # ; M >I / r ommu ' ii�iii / M ' �Il ummi M M *MM I t MO i. #M ■■ UM MMMRMM MM: MMEMUMMO!# ■ttElt.lEt■lE . iM tl #ti#R#i■■■ Mi # l • ■ M M !!tt EM•.!■■!lt.t .# E EMuE ## t EMl � l:E ■ t i Mu t M M\snum sm %MwN ME #t* !t ■ t #. u.tEW i MM ** *M ■E M! t a _ Nil n # rn** R#.!#Mlt.M MEt ■.Ytxt ■!>.! ■■ .Mate:. RMM■..ME..R."M EMEE Ott. flat MMMu mans t.M:mi M **** Ms MMM M # M ■ •U r " M ` ' i� ' ' "" ■!il t#• .H it t / milt! ) �M. M# ltl�■■■ tEEtiilliM.■ t # #�[t ■itaiitlit #E. #... ■.i.laa. latE l ,Mil. MMu. . uuMu%MN•ti '. I■l .#■# ■.:. .R.;aut;; ■aaNiiEu.UNai ■� , _ l #. a u # , Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description High Roof Girder d +l General Information Section Name 6x14 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 726.51 psi Fb 1,655.92 psi Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 ` D. @ Center @ Left @ Right Stress Calcs Span= 15.00ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin -Pin Bending Analysis Ck 24.972 Le Cf 0.987 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 5.500 in 13.500 in Sawn 1.250 Pin -Pin 40.000 pcf Dead Load -0.133 in 7.500 ft 1,353.7 L. Defl ) ... 0.199 in 0.000 in 0.000 in 190.00 #/ft #/ft #/ft General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.1 Fb Base AIIow Fv AIIow Fc Allow E 0.439 1 10.1 k -ft 23.1 k -ft 10.11 k -ft at 7.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 23.05 fv Fv 8.237 ft 6.643 Max Moment 10.11 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 3.46 k 16.297 in2 212.50 psi 2.70 k 2.70 k 46.64 psi 212.50 psi Total Load -0.227 in 7.500 ft 792.85 LL LL LL Reactions... Left DL Right DL Title : Miami Country Dade Dsgnr: DWH Description : Scope : • ••• • • : • • • • : : • • ••• • • Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Ba>(e 9llow►ablee aie jig%r deged Bearing Length Req'd Bearing Length Req'd 15.00 ft ft ft 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi 149.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. Camber. 1.58 k 1.58 k Lu Lu Lu Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 1 Sxx 167.063 in3 Area 74.250 in2 CI 0.994 Sxx Req'd 73.30 in3 0.00 in3 0.00 in3 @ Right Support 3.46 k 16.297 in2 212.50 psi Allowable fb 1,655.92 psi 1,665.56 psi 1,665.56 psi 3.5 k 15.8 k @ Left 2.70 k @ Right 2.70 k @ Left 0.000 in @ Center 0.199 in @ Right 0.000 in 0.785 in 0.785 in •. • ••• • • • ••••••• • • • �d1 04 -981 * Date: * 228PMt 1g I3EC 04 • : • • • ••• • • • • '• • • • • • •e• • • •• •• • • • e • • ••• • • • • 04- 991.ecw:Calablatione Max 2.70 k Max 2.70 k 0.000 in 0.0 4.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 9� Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description High Roof Girder d +I M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Miami Country Dade Dsgnr: DWH Description : Scope: Shear 2.70 k 0.00 k 0.00 k • .. • • ••• • • • ••• • •• • • • • • •Job "91 • • bate:* 2V2 P v I�EC 04 • ..• ••• ••• • ••• • •• • • . • • •• • • : •• • • • • ecw.Cal&rlations • Rer. 580003 User. KW- 0600621, Ver 5.8.0, 1-Dec -2003 (c (c)1983 -2003 ENERCALC Engineering Software General Timber Beam •• • . • • • :• • • • • • • e : • • • • • • • • • • 1 • • • • • • • ••• Query Values Deflection 0.0000 in 0.0000 in 0.0000 in 0)t aonaid Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User. KW- 0600621, Ver 5.8.0, 1 -Dec -2003 (0)1983 -2003 ENERCALC Engineering Software Description High Roof Girder d +w General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 1,550.25 psi Fb 1,722.78 psi Deflections Bending Analysis Ck 24.210 Cf 0.987 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 6x14 Le Rb DL DL DL 5.500 in 13.500 in Sawn 1.330 Pin -Pin 40.000 pcf - 788.00 #/ft #/ft #/ft Span= 15.00ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.900 : 1 Maximum Moment -21.6 k -ft Allowable 24.0 k -ft Center Span... Dead Load Deflection 0.484 in ...Location 7.500 ft ...Length/Defl 371.6 Camber ( using 1.5 * D.L. Defl ) ... © Center 0.727 in © Left 0.000 in © Right 0.000 in 0.00 k -ft -21.58 k -ft 0.00 k -ft 0.00 k -ft 23.98 fv 99.53 psi Fv 226.10 psi 27.664 ft 12.174 Max Moment 21.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 7.39 k 32.684 in2 226.10 psi -5.76 k -5.76 k General Timber Beam • : 0000 • o : Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 50811. Base Wabiss are3gr Kilned Center Span 15.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.1 Fb Base AIIow Fv AIIow Fc Allow E at 0.000 ft at 7.500 ft Total Load 0.484 in 7.500 ft 371.56 LL LL LL Scope: Reactions... Left DL Right DL Title : Miami Country Dade Dsgnr. DWH Description : Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Sxx 167.063 in3 Area CI 0.972 Sxx Req'd 150.33 in3 0.00 in3 0.00 in3 © Right Support 7.39 k 32.684 in2 226.10 psi Bearing Length Req'd Bearing Length Req'd 1,350.0 psi 170.0 psi 625.0 psi 1,600.0 ksi #/ft #Ift #/ft Maximum Shear * 1.5 Allowable Shear. Camber. -5.76 k -5.76 k Allowable fb 1,722.78 psi 1,772.16 psi 1,772.16 psi :• ••' ••• • • • ••• • • • • • •• • Date* 21.23P. .23PM, 7 bEC Q4 • ••• ••• • • • ••• • • ••: • '. • • . • ••• • 04-991.ecw:Carculatiori4 15.00 ft 0.00 ft 0.00 ft Beam Design OK 7.4 k 16.8 k @ Left 5.76 k @ Right 5.76 k @ Left 0.000 in @ Center 0.727 in @ Right 0.000in Max -5.76 k Max -5.76 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 74.250 in2 1.674 in 1.674 in 01& Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description High Roof Girder d +w M, V, & D @ Specifled Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Miami Country Dade Dsgnr. DWH Description : Scope : Shear -5.76 k 0.00 k 0.00 k • • •• • • • • •.• • • • • • • Jib4 04 -991 • •. • • • • Dale: 2:24 I7 DEC 04: • ••• • • • • ••• • ••• •• • • • • • • • Rev: 580003 User. KW- 0600821, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam • • • • • • • • • • • • • • • • • • . • • • • • • 0.991.ecw:C�tcut 'IBIS •• • • • •• ••• •• • • Deflection 0.0000 in 0.0000 in 0.0000 in 91 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: {its DA SCOPE: NUMBER: Ocl on I DSNGR: b • • • •• •• • • • • • • • • •• • • • • ••• • • •• •• • • • • • • • • • • ••• • • • • • • • • • • • • • • •••• PAGE: gg • •• •• • • • • •• • • • •• • • • • • • • • • • •• • • • •• • • • • • • • • • VI • • ••• DATE: •• • • • •• ••• •• ■ ■/! /M iMMMM /MO /MMOM/MMOMUOMMMMU ■ MUO/MOOMIE // ■ ■ ■!lOMM ■■ MONOMOmmoilo.n WOi■■Li■#M MoOMMOMMOM MMMMMMMSMMM/■ MMMOMMMMMMMMMoMMMM MMMMMMMMMMRMOM U M � OWOnd' WWOmoUMM/ isaMMMMMr % %m/m tm%[ rfiroiaiipmmomm moonOmomMOMMEMOMoH i MORMOMi■r moMonOOMMOORr ii MM0000MO SU ■i ■ ■■# ■## ■# ■/# / //!. /! /■OMMS /iS IS■■ONINN R/SMUMMRIE /MMXIMIEMO ■ U00 SUUUOOMMMO UUOSIMMIM OSU /MnMM ■ MORMO #IEimmEMOU ■MUNfI�,�l ■ / /# ■UM∎- doWO ■ ■i ■i ■■ ■ ■ ■ ■/ ■ ■o ■ ■!r/■r#t MFM % ■i# T / # /■..ii■■ #■■■ mo/ i# i■■/ SMONOM M rriirlOrrrrtrr%rrXXR.rMrWOM OM M ■Mint I MMIXI OX *XiI ■ii■■ \rr X X X X O mOMMOMm 1El i■/ i■■■■■■ ■I# /.lS■ii ■ ■ ■ ■ ■ /ii ■i ■# ■ ■#■i ■ ■ r /m ■ ■# MMMMM ONSUM r IMEMMUrTIR=IM OSONXr �I(A! ■ ■ rrw RXiMi %R ! MU ■ MMEMO O MMiiti MOO %r r i # _ # ■ n#ri ■ W UUS r u• uMMMMGOURE,M i : ir ii i■ ■ i x rxt MM i i riXRiri * * w *f i i ■ i *l **ii •OMRMMIEM;'K1■ OM•.. - MMEN 11*�TTNIMW! ■ ■!i# ■# ■■ ■ ■i /SOUR /MMXXXMO.i■!# ■■.IX#/ ■ ■ ■ ■MMMOMMUOSIS■ /MMUMOlMI/kOWO■ Oola room 1�SOS ■MMOOUOOtim ■O# / /■OOm /■■SSO U■■SS■OUO! r #U■#O!O ! S■ p S / ■IODUOm MMU UU UMR r4N. NL i 1%i i� l °.1 auuui i ii ri UUO#IEMMOMMOMMORMM UM MMOIE USRSMM#M ORM■UIERORMM R UrS■OUiiUUO ■ O/ SUUOOise!■ RO#/ iMESMM IOOR#RXMOMMIMO /OR ■iO#O ■i ■ ■R# ■ �� ■#r ■OOMMXX#XX ■O/ SO i. M EA /RUMOUR MMMMMMMMM��SMMMMMUMMMMMS M:MMMMMMMMMMMMMMSMMMMMM MOMMOMU MMMMMMMMMMMSM M/■■XX:M MatlM.: UUMM� I_MIIMMSM M# M MMUNXI S r/#OSI MME U i■ O Slsw ■! t#R■ it MOMUMOMMO U>EOMIEIE OU USMM MMM M ! ,:iMMMMMMMMM MMMiMMMMcmr:' " :m C:MMM: / # a i :mu mmommommmom :CMM:mumsomMCMioMM::M : imm mm 7o'"' "mm :M: m ummom ummm:s mmomm ' :! MM / /OOUMMMOOMMIMMUMMOM MOM O /OMOURMOOOMMMUUMSM•SMSORMUS■ OUM MMMM MMXMON ERMUM MMMM: ■ MMEMMMOMMMMM: # i M ■ ■ :MM M° OMI on ' XO / � R MOM . M: EM O mM' :im ■RORI' +sRi. "'3UM MOO# Si///■ ■UMM / ■ #OUO /OO /iOOR/UUUOOOUO O /O / /i MMMMMXU M U MMM ECM / ROUR# OM ASO MMoMMMMMMMMSMMMMMMS MM MMSiaM ':iIMI 4 mmOm M MO M MR S i i/ OOM MMOO ■OMMOUMOMOOOUOOO?ummomm OIER•OMMUOMOUOOORORMPOMORRE A!/ omimomM R OSOOO /S#fIRMOOOOM ■ ■■ OOUMSO ■O SOU. ■i"+m rt IUUODU#I.US ■ORUOMU000 =O[tm G : :Z OnoMOMWIP- 1 -v %Iii UOOOi ■OfMOO iIf UU OM■MOO ■ORMmUUMO�tOSS /UO IESOORSOM OOMODUR■USMO■! /#O ■U OOMiOMIEO■■UMOO #MMMM ■ ■ MM SMMMMMM MMmu mmmisMMM um �M m umamma:'m a mmommoR M: mmmummMm M O/ MM OOO ■UO M R S ■ O #O /OURNMUMM ■!Ri /UOOOUOi ■■ ■ O# # R i ■ UO /UMMOM OOOOM■MOM■■ MOO/ O/■ O/ OUOOU ■RORRSOUoU ■ ■ /SOOORO MONMMM OS O MMM U # M O i% M MMM M MMMMUMMU M MEMMMMMMMMMMMMMSMM ■MMOMMMMMMMMEMMMMMMMEUM# /MM■MM OSOOOOMESEUXEM O■MMMM :U //M ■ OS■ MM/ OOMMM MMOMMUMMMMUOSUIE /M /MM■M1�■rnmomOO / UU ommon UUO O UOUO # MIE /OOU MM/•MM IE/ MMMM<M ■ ■ ■t imi1MUMOOOU/■ rMOOMMIIMROMU/ 1 i'6 ainoMMO000Mma mommailMomiloo ■�MUO/Cw/ # ■1 MSO#SUOO OOOOOOMUO ■ ■Uimos RU ' M i =,'! v411-1, - iar s. i'►3 !` � •,IEIE1 ."7.� .4U =` ti :f;:1OL t ? .'.' V# [' [ ; > ::R/ 7 _. / T! NONIO# U U ■U /i am ■MMMODUMMUUUMSROM OSO / / /IUii/ /OD /IOR U i[i /#UO tU / ■O#X■ODUSOUODUORO■ OUMUU SMOUO MMO M UORiuumO MOOOSRO■ i■ R 6I/ OIODU O ['! OO# R S■ # O U /YOU! /■ODU SU ■OO ■!■ ■ U OUR! O M OO /OO RORORUOMOUMMMRMUMUmmommmymmo li O ►` • ■/moor! liR /0w7�� ■ ■Rommum!►Uim ■m moo #O #O /OUO ■■iS ■IEMUUMODUUU ■ ■U 1JEf a` gly?!Pm14.xwalivil_m +N .iu ■S'4mil I :• Y►7k *_tiUAO#ODUOi�O ■SO rOSUiOUiU #OUi MMM :: MMMM: ma:«:m mn me "uz:M:::% o mu g' m m M:S ' i ■ mmai; ammm MO O#U.MM URMOMG II U iO 5rs : �� L TI►I� 3L7l -}� rITO }'i- OOO ■ /•lUi ■O /'U ■ MMM i.:MM MMMM - c : i : 'rt;' 7 \;'licM 1 4 ' 0 "MMM UO . MMM " / O: S OS MMM " mmom mumm SM MCo MR: ■ ■mmummo"IOR ■ M a M : m m m mom` ■■ M/■ MOOS■ URR■ m U /m' /UR! IEOMMOEU UURiiiO ■MM /MEMEMMUrSO ■Oil /UIORMMU AI iOMMI ■MO /OL i S O S /OS OM R U• ■ OU M OOD/ mmommom Mi0■■U■#is■##S ■OODUUR■■■■ormmmM nmom•:■1URR ■MOl1■UmUi O! /rC.'tIEMU / /OUM■UM• •MMMMU E =Wil4E2U Mi'2 XIMOMUMS/ ■ RRR M `MM U 6% 4P l ..r,. %' iM MMuu'Mi iiMNOONSW ir— VIA +4**.:' IM � M �ii DI ■■"■� MU ■ i ii / /UOOMOMMRUMi1 ■ MiORMXAMO OMMUMOMM RMUMMUSUMAISMOV /MM O ■M ■MM OM MOMMMR MUSEMMUMMOMMMUORO ■OUOIEIEORSSRMOOOMM■MMMOM•#SMOSMM U /R /OUOMii ■US#O/ MiMS U# NION MOIEMM/ ORIEUOSSMUR URMUOMMOOUMOUO /M■U ■M /USUUUOURU•OOO ■UOUISS MUMS ■■ ■ OOS /SS ■i■OUSO•�K�MlgyOMMOMMEO1CO /SM RSOOOOOMUUOUROMOU■ UMOOUSOSMOURIERIE OMMMUOUMUS UMM■/U MMMSU#MMUMSMMOROURMONOMMMONUMUM MSMMOMOUOM■• MMMMM � MMMMMMMMMMMMM��MMMMMMMMMMMM MMMMM: MMMMMMM#O ■i U XXIM XMOMM OMOOM■■ CM■ UM■ OOROUMMODUMMO■ i ■ / /UOOUO /U ■O ■O ■ ■i#ORS ■MMUMMX■U�rMM#■•■OU MMOIMMUS ' ::/ ' NMWOO NOMMXXOSO ■■MR URMMMM /OMUMMOMS ■MO ■MO /ORUOO ■Mi■■ /OMOODUSS UIEO /• /UU ■MMRXU U /UR MMAMU /O/ ■/• MR Ol OMRMMO ■ UOOMM /SSOM#OUM•OSUMMMO MMSMUMUMO■ // /MMM /OS ommOMMIE SOO■UMMO OM O' #MOO•/ / OOOO OMMMUMMOROMOM■OMMMM /RM■MORMOOO MUMMIES/ ROUOUODUUOOUOMORE ■MMMEisXI*SMi ■*SO ■US SUMMA %MRMMXII MMOOMO OSMMMMIESUUUM■ MMMMIEOIE ■ROIEOOOMOMM OIEM•IEMSM■MMMMOOO#R mommomme ■O NOMMOUSM O S■MROU mOOMMoUOUMOOOOM MOMmODUiRR // ■SUMO ■RUOUSMOO M #■iOE U# WRORXOSOMU■! O II SSOO MO SUM / /MSi 00■■ MMMM U■ OMMMMOOIERUIE/ MOSMM ■ R MMIXIMMMUMU� ' OMOMORM#OOMUOR MU M UM R MMMM E MMiMM I SSOOMMMMM X IMMU MiM %MMENMMUMMMir ■MM imir s msaM rM M� O•/ IER M OM■OIE MMOMMM / / M// OMMOMOMOOMM /UI MMUM#SSWOMMU UMMOUOUM M• /OOOO U NE UM MMMUMUMO# /IEOOSR UOMX•IEUOOS/ EOM /MMMOM O OUOOMMOSUU O SMSMIEUO #U UOIE MUMS OUIEO U O O ROMIEOOIEO/!■ OOIEOIEIEIE / ■lURRROMUUM /UMIE / //OMMMlUMi ■OSM #MSS MOU MUM /lSO •OUOU /M M MM1 M iMXIMMMMMM i MMEMXXORMMM MMr �MMii ■M ■ i >.MOM`MUXXX ■IE XMM # m MMi MummuMM / RMMMMiMM MiriM ` iMMoi�'riiMMmmummiiumM i im ' m iii M MMMimiomm mmmomm N MOOR■ U■ M ORM OMOMOiIERIEO /ROSIER Mi ■ OO■MRER ■ USSR■ U■ ■U ■ ■ ■ #OM ■ UMMOMOM ■MMIE ■i MMRM■UMOIE■OSOROMMMMOOM MMM `_ORMOiSooMRM / /MOON RO#BO#RROSMM MOMMM#MMMO MUM■OMMIEOMOM ■OS M ■MMMM■SMMMO M OOM■nRMR MnIEOO■ *O�■ ROOOO�■■U■RORSMO MOROM O MM iUO /SOU IEMIEO■IE■RODUUMUSRIEIEOOiOUOMUO R OOMM UORU./■RUR�RO MORMON■ RMUU■ODUO MOMROROMM MOMMOO mamOOMOMMRSSMMMMMMMOMMOMMMMM RRM■ROMMR R MSM ORMMU#SO OMOM MMMOOM•■MOMM MMM■ MMOROOOMU ■SiiMMOOMMMUOMSM■MM ■MMM M Mao MONIE RM RM l MM Mimi ■m.MooMMOOMIEEMOOMOSMOMIM MMMi: /SOU ■RM M:C S a MMOoMMOMM /.■ ■mp MOOR SOOMUOMMMM M RS■UOMrtMOO R R M MM MO R MMBO M ■ M# O M■ MMM/ MMU#UOM MiMOM•OMMMM■ /OMMU■OMOM■ OIE M IE MMIE■ UO M■■OMOOMSRMOOM■Mmo MITIMMIXIMISMINIMUMEIXIMMINIXOWXMIXIMMIMIOXIMIXXXXIIIMMILIOSSOONXIMUMMIXIXXXXXXXXIMMAIMMXIXXXEMIXIMM MIII RMMMM I: M # ■r M M M �iM M: / M:M! `' 1111111 I ■ M1# IEM UM■IE M"MiU MU ■RiR ■ ■MMOROMOMOMM MUM /MO'MS O M O M M ■ MOO OM■ M OSR O SMXMSMMM MOUE / RRIE# MMMOMOMSOMMMUMM ■MUMMUSEMR■O/M■OUIE• M MOMMOOU /MO OOR■S XI M H � OM MUOU M iaMWSU ■ MSMMMMUMMr MiiMUMMUXIM:MM i s■ORMIXEMM MM iRMINO ■RM ■MMIE XM MR�M�ii.RMMO ' � IEUi ■O� RSIE■OMUMU MUM / Moo I R MO M M■MOUMOM■MMOOMOO■ RiMMiMMMSMU ■ #M #MMSMO MOM ■M ■ .SRO OSIER ■■euu ORROMI #OR donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580000 User. KW- 0600821, Ver6.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Typ Corridor Slab General Information Fy Pc Concrete Member Information Loads Results Beam OK Beam OK Reactions & Deflections Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in Center Bar Depth Left Area Bar Depth Right Area Bar Depth Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left Shear @ Right DL @ Left LL @ Left Total @ Left DL @ Right LL © Right Total © Right Max. Deflection @X= Inertia : Effective Shear Stirrups 60,000.0 psi 3,000.0 psi Stirrup Rebar Area in2 0.400 Spacing @ Left in Not Req'd Spacing @ .2 *L in Not Req'd Spacing @ .4 *L in Not Req'd Spacing @ .6 *L in Not Req'd Spacing @ .8 *L in Not Req'd Spacing @ Right in Not Req'd 1 2 21.00 6.33 12.00 12.00 7.00 7.00 Pin -Pin Pin -Free 0.62in2 0.62in2 5.50in 5.50in 0.621n2 1.50in 0.62in2 1.50in Yes 0.082 0.040 Yes 0.094 0.080 k -ft 7.57 0.00 ft 9.10 0.00 k -ft 13.65 13.65 k -ft 0.00 -5.36 k -ft 0.00 13.65 k -ft -5.36 0.00 k -ft 13.65 0.00 Bending OK Bending OK k 1.66 1.69 k 2.17 0.00 k 0.77 1.55 k 0.34 1.00 k 1.11 2.55 k 1.55 0.00 k 1.00 0.00 k 2.55 0.00 in -0.693 0.399 ft 9.94 6.33 in4 170.83 316.81 Multi -Span Concrete Beam 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title Miami Country Dade Dsgnr. DWH Description : Scope: • • • •••• • • • ••• • • • • • • • •• • • • • •• •• • • ••• • • • • • • • • • Jbbgt 04 -991 Date: i9:15AU, $8 DEC 04: Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor • ••• • • • • ••• • ••• • •• •• • • • • • • • • •• • • • • • • • • • • • • • • • • • • 0*- 991.ecw.G6lailatians •• • • • •• • •• •• • • ••• • • • • .•• • Code Ref: ACI 318 - 02,1997 BBt,10i33 ItICC /80i NFPA 5000 1.40 1.70 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 • SOUTH MIAMi, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 JOB: ma SCOPE NUMBER: Oygg( DSNGR: I) • • ••• • • • ••• •• •• • • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • ••••••• •••• PAGE: In0 •• • • ••• • • •• • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • • • • • • • VI • ' • • • • . • . DATE: •• • • • •• ••• •• a milli /M■i■ ■M i it ■ ■a■ ■ /m ails ■ mM ails /// tots ■ilia! /ta/iM■MMtmtiiiiMaMi / / //2 irL: /U#m C#Ga:7 ■ ■tY■ /aMi /as ` i iaiMMMMiaiiMMMMMMiM t MMMMMMMMMMMMMiMMMM /ISi El , i WOWI M � Yi X MMMMM■ tai■ / /MaiMaas ■Mss ■ /iMM /MtM■ ■MMMM ■M■m MINMMOOMMOMM :s/ / / / /! /a /it i �i441 MMWOMai AMUM a MM n anannanni MM iiMiMin i mu immOmMinan i IN MEMOO ' 'i #! i : iMMOMM Mi d WOMMilimmu :mornitinsganumanmall i llii ■ /a #� i INUMMM:MMMMO MM:O ias aaoM /# ! i sMa ■■ /i OMM toil ■ssaa M / /liana /ta is M ■ ■ ails■ / #aaa /# ■iii /M /// �attai /i/ ii� ■!tail / /alit /i ■Nits ■ ■■aa.MMMmla.MSu ■ii / M■s MS ./■aa■sa/.Mu.M ■s ■Ca /#. /s ## /// ## asst ■ /silt■ # / ■unman# /.at /// MMaM ■ MMMMMMMiaiMr i raMaaM mmumMiMMMMim M MMi iMiMM MMMMi :::in: XEMMUMMISMs :i all : NMONIN : / #OMMim arminins ummum :snmili iM: MMS a: #� M S WOM s#!■■ # #Misaaa!■ a#/ II M Mai!! a I i rM aMMial■ M MasMMi Mar anima %iiiMiiiiiiiii iiiiiiiiMiinsimmiii min iii iiiinimmim Mar ■ Bleli m S ea i # /!`a mama!# ■snensli ■■ mminnummi #! ■sass■ilinnu mummmin sM / #/M immi ■ #a■ #�rs#s i /M/ MMOM /alai tXXIM MXIaaaiMMMMiMiIMMEMMa sa /IMMMOMIM � ■ .MC! \ iiM: i a /:: s M: M: ii: isMMMMMUMM Mi /arttMS ■aa■ # / ■mss MXI MMiaM /isma%.IMOMMtt\saas■tMMM■tMMt /i s si /M■M# MXMOM ss/ / M■MMOMMUMai / MOMiistMa■ Mttitslt /MtiaMMUMMOMAIMMMM!laMM aaa I MM EMUMMMOMMM ■fa #a■ /MMOMMME# #a / ■s/ ## ails i MMMaii /■►it ■tit ■tt■mat►G iiiii r�iaaa/�r. # # /t # ##a i/ t mar !# Mitiamts/ s■ i■ sal t■t aaMMM WM% Ma// iMOiat masrlMMP .aiiisillisMtsMmaiMMMSMSmM Mi M /ttMM /M /s ■m /// loam! asaiittMllai ■a ■tiiMAit ■iiatt /ti/lr7^. .. »nmmmimmoimmoaiiaa i a i /aai /i! iMiaiiM /iai i/ i/ smiMM /!aM /MMttasaaaatii\`iMt ■! ■MM MWMOPMoti4 aaiuiimmIM ■itMaMS IMMORI ME OMiiiMM MOMMOM ■ !/ s tMit /ii■ss/i #/#atsis /a /a \is #is1Gi � /;ta :i►// i i/M /tai MaMiaasaMa #tom m t ! /t # ■a #t it#/ / ■nUmm tooth■■ tm!l MMia ■at /aismim ■M� onds i/ia id a ■s Ma ■s ■#misimmam! # #aa #M � tii MUMMOM / /a ■■ M#MtMaa ■i ■MManum shi ia ►n a►liiimasai ■t MMi ■a / t iM#iSMOinmiastaaam ■ MiM il■ /■ naMt ■# ils / #alMMaamt.� olnia► at n /waa ■a /! #tY // mama / ■i #aas■Mat! /IR R #RilwNOSSI MIN /� MMt /■Mtiliai■MM - M /t ►:r /.imM /Mass■ #/aaa MM MMIMMM#tMMMaaaMM■a M Mar MM /M /M /i /Xmas#!# iai m i •MM M /■ ■ / ■■ai■la Mlr' rMl ! M rr"1' tst►.►. /tttia/#■ ■s/ /sat /i! #Mat! ■saMasasaiaaa I sM /M /ta s#/XMt mummi iiiiiiiii t atli : halm l= CMiiMiiiiM■muMU M imams /iii Bain i an gaai Milia n Mm as. Lis /MM/s/mtiuu Ana / /isatsmaaaas /is /aaa /isnM Ml ■tsaM sstmm a■ M /sMMMi / Ntt/■t M/■■ t■ aa►�It■M ►if.A[atAR, //s■smislsaa ■iiM !Maim /MM■nt ■MMlMsamsi/■ ss M/MSSm M t /sisMi MI as/ ti##■■ ■■ itO► 2K #sMi►iMWMi:rii!!'11a #tttt # ■sa /asaaa sal/ a ■ tt# aaa MEMO a aaM■ ■as sM/iMMttit#isM ■ ■# oram /.E. / ■asi7atMii#ittt alai /i #/a ii// /Mimi #laisai.a ■ / i sa! / //i ■ii■ / /ii mo ari minamaminm mssiMammum : mumme r m ::a /Rea: ' a l a i t i i llalli ilii ummitimam anamai is ismisa: a liar: aM i:: ' s rM li ar iii s iMOMMU MIMM°aiaMEMMUM XIMMMaia MEMMMEMiiiM /iMOMMI MIMMiaMEMMUMM MMMM# M M MM MMEMMEM aMi : ' E i : ma i l : i :: imam! m iiinniMM mummi mummummom ummu i maims ■ l i :M :iii # i al m mu i ma l lam, im ins i C :MC annim iM"iiaaM issam mmum:i inn ' .:::M aimm:remils Mali : ' uma M i�:�i iii # atimmommi■ ■MMamtsin Mammas■ t / ■a #ssa/ #Musa / #t /uMmammi #t■iMislsu l m a as■ taaaMMOURs ialaMMM aai■ /misttt ■ommilitmMm /a / ■MMMaaaasismssmmunsS asa■o Mmmansi SSismmannaiM aasi omM ■M smM Ms MOMMEMMMMMMMiiiMMiMMMM 'a iM M a a MOMIXEMMiMMMMMM MiMMME a / MM MMiii Maaaliti ■mtt ■!a/ Mott ■m #its / #Mtaatasi#sMii / / //i /miasma /s■m#Mi /its #M# M ania s//imia /iiM / mm MMMM iM MONSMMMM M MaiM a IMM rra is ii i#iMMn iO nsi m i li ' ' /UO aura#sim ## #ts#attit#tia a is lit ■MMM /i■i iia /iialum aaaloll: emmu mumm :iMMEMOWI O MMUMMIOM NNU M I Mai / ' � i" ■ iaa alai % iaaimun iiia i a/ sia inaaMo m mu " mm anin imii mn aisalninn M a MMM i M m MMMMMMM M ii ii MMMMiiM ia aaiMMMMMiiii M MMM MM MirMM O M MOM Oar sI•i /M / / /MS /ta iii■a tttm ■#aM■ /asassaatlaMias■tmIMsss /M/ /aria /asaMaaiMMMtatsMMMO Ma tai /MME ■ MMMMMMMMMMM/■ #malmttts ■s ■M ■sslaaMttaMila ■M /l aaa / /M! #sMMSta #aaisaiMMMtaas / #MM /r rMMMMMMM M s / /Ma M M NM isM ai/mmumm /sMa MEMtsMMEMMMa MEMMUM RM\aiii aMiaiaiaaaaiiriiar #R Miai% MaaMMEMM EMEMM OM ■EMMM ■ ■■ aids ■!s■ /ttm■ ummom assts /!sass!■ /MMmmtas /momma mmu i iniumu MMM■ amm aa a iiaiaM IM ' aiMU ! iiM M O i' IMMIN i SOMmumnii ' a its I■" ■M aii : M: i SI i iM i asM Sasa■ ■mt■i / /asaaaaam■s /iti #mass aaa /#M Es /MMMMIMim /MMMSS #MMMUMMt /it s Ma MMUMi! /MM ■Milt ■t /Mias■am/s / /m/ ■nssuainu /Ma ■MSaiaa / /M! ■ ■■sansMS /Mt ■mulasso/ #■Milt/# iMismine !#MMS/s s■■M /mat■ oar■ MSSa MMt /MMasa /mils■■Mtnammili Moon ■ /#Maaaaiamt /#amnOMM# #sMa #ssM/mn ■rnmamo #M M E : % uMiiiiMMMM :iMMMa i aM MUM MM M M M MUMMM M aiia ' M oo d ■ /M M:MaMM amt a ROMM aMi / ■ /aMMMS aaa ■ ■MM # ■ ■ ■■ I MMUMEMMa■■/#s■ oaMMUMOMME t / #mm /ssMMMOMM ■s # #ai MMM mamma! # #sEM MMMMM MM MM O MMM MM UMM E MMXIM a r ■ r : ' m i n: :MM i ii : a: XX IM MUMMI MM E M IMM MOMMi iiiaMMMMEMM EMMr ilia M aio nosim ii hail 'a ir MiMEWM MM ■tM ■MM■■■M /iiM ■tt■MMmm� #■■ m#■ isna/ im■mnmmmUnUM ■M ■#aMusmmnmmmnmm ttMMMa iiMtiannm Ml M MMO MIn MaM mUS iti iisminn i M M a M MIN� O /a / MMM i M i a i i IMMii M =MMMMMM MMIn M M MMMMMinini iii its■ ENNROMMiMMi ISI sa M I U M t SM M O M O i i �■/o ■aatm a .. ■Mtamuu #t# Mass ■ssinsa.M /■s■ /asa ■M ■ /st.. ■#■sue ■Most /sail ■Mmaa.MS■ .Mart.## /ii II ■ ini mmENIMM ■sMa aMiMar i ninumnim h rt iIn nmaiiaiMn inn ia" i G tummil w s#■Minaass i.i ■ OS OO ilia# /aMaass it / /sm sMMas ■� /aims ■>tmi a II s ■�# ■ �M i■ Muumma i aia a iiM i Mem im rr s ummusM i i r MM 'na ' a iM anal li mM a ir i umum M r l M M sitataimasi#i# iMtt ■ss /smtMM■ inset a�°im /!i #iMS o m mum mo m /# m ma Mi::MMM:a: m mixamm em us Ma n u mmi is #t■■amm #Mti ii nnea s ■aim iMMMi ■ /m #ts #M#a■ s Ms #!■lim a atMnio a / sMa alt M CMMM #s M ■aii /am si/i M /N a ls ■t ■tss MS■ M /Mills ■Mats # ■lass MsaOMMi M s M I E /s /MSm ■M ■ #Mta /M/ M/s ■mom # /oatIMM ■sit■ MO M! /iMasssa /all i t#iSO /Mali! /MS M m / /sm MN ■ Haisa aaa /sismM■msaaMllMMsitMM a/ aii # ■MS ■noel!! //MO■ aaa■ /a■■ ■sawaM MSSM ■#soma / ainaliaf ti /assrMaaaist /tMM ■ ■ /MSttMai iitilMa M / /Maa/ /tot ■itMa#a /iii soma! Mai ■is ■a Mi / M� 'i•MMaMM.MM'Maio:aMoral::a#i'ir aMMriiM 'rMiIr TAI.Mia.'..asus s'"/ M■ i.u.ui•. .. i /aria :■' • DONALD HODGETTS, P.E. CONSULTING ENGINEER 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305-663-8885 • FAX 305-663-9841 : I. , ' ' 1 - : . . . 1 4 • t . . : : ! -f : IL j " 1 : 1 • : 1_1 . ,___;,___',„ __;___,..; ' ! ' _J. _t__, ...,_ _.: t- ; . Et ; • ; ! ; . :, • --1, -1- - :,-; : ; . 1 : ; . , : j : r 4---4---: --1-4- . -4 -..,-- . -1 " : .: .. 1, •: , ± : 1 4 • : : • : E : • : • : . • : . -, 1 • ' ' • ,, : . : : ; 1 j : _ '. . , __:111 : : , : _.1 . ; ' • ' ' : ' J , : - r1_7 1 11 _., i _ _a ' _ • , I 1 : ----: -. _ _.. _, 4 .__.._, . .;_ 4 !_ ' ' : i ' ! -1 : ! ' . -. .•. _. _I-■--1 : LI : : . , • • -,-.4- ; .4 ' 4 . ' -1 . ; i i ; ; ' ' : ; 1 . ' --!,, ;IL: ■ 1 - i : ,• ' ' ' 4-4 4'. : i-1 4; i : . : : i ; 1- i- i 1------: I- , -3- ,--.1- !--:-- : --i : -f ; : : , - , ,. :.• ! 4 ,- f - 1 1 ,L- : } 1 ' • i 1 , : '', :__L___.;..4_ _• • ' , ' ; --L ! : ' H ! ' 1 ', , _i , , i : •-, , :. : : , : .i .. • : , : : ,,. 1 H , . , , : : :__4 : _1 ! ] 4 . : , .. : ; i : 3 : : , ; 1 4 ; ' i . • - ! : : . . , : : ; : ; , ; ; ;,_ ..._. : J....; - i ! , 1 .' 1 1 . . • , : 1.- : t. -,..-- !-- : : _;_i_11 . _i I- .t. • .1 tt t : t , ! • -_.4 , . : : r i!'': °.;--' 7 ..... ■ L : , 1 . . i , : , , '. L...., , ■ . 4---i- , , , --;.--,---, - . ! • , J : , ; ;, , 1 4 ! ': ■ 1 :1 / ■ 1 . ■ i ' i .... - ; a - ; I-- , t , . a : 4_ : : i_ : ! : i :::::: ! , :--- J Hi : , ; •,, : • : , : , 1 i : : : • , ■ , • • , J, 4_1_ : : , ' : . . -. • .....„:_ • • : , : : , ; , • • , ': 1 : ; : 1 - "_1:' -, - i - 1 - 1 •-", 1 1 : . '1 1 • ',L :: 1411' 1 . • : . : : , ! 1 • , , , • : 1 . 4-1. , . ; , 1 , -, • 1 : 1 • f .: 11 - , , 1 i , 4 . - , :H •■ :1 - : - . 1-1 " -1 , 1-- 1 --1 .; - : . , ,. . r , 1 7 E ' , r ," • '.• - . . , .: ,_ :, -,_•_. i I _I , ,,,..; 1 . 1 • : ; 1 . ' ' : -'1 :' : 1 1 : 4 - I , , LI -1 H , 1 , ; , ,: 1 , _"__.! " i I 1 _1 E 1_1 , - . ',„ ..___1_ 1 ! =4 : , ! ' . ; , : ! . : : i : ; .: : ! , 1 : i !!: : : : : ; „. • ; : : ! : , : 1 ; ;, -4 ; ! --i ' . , ' :. : , • : • , : • - ; ! --,--1.-- , --, -1 , , ! : ; 11- 1 -1 , . . . . ! . : ; : 1 , ' 1_. ' 4 1 ! ' .....,..: +. • ' • ; . 4 : --1 -', 1 , 1 • 1 , , 1 . :1 i f - -1 ; j 1 ! T 1 r i , , 1 :: . 1 1 1 " i • Liii4e• „LiitiA4:51 -, ' ., ',.•_. 1. i ,, ,__1 1._1 I '.. 11_1. t4 f: ai_,w ...-i.- ---, r•., ; , • : -i• ; , 1 , . 4 , 1 1 : . _i_J ; ; !..._t_ - • . . ;_...;_.4 ; „; : : --- - - ' ,---4.- . t , " i 1 . ; , - 1- ; - ; ; : ' 1 ' ' ! i;C):‘,..',. ,.77 , ..: ' • : -,. H 1 f ;, 1 i U ! , L '...4.. lin LI H__,4_ 4 - ,:' ! - - -T ! ! - 1--- - ' 1 - ,! ! - I . i i.:1 ;' 1 ---*- -: - :- • .; . , , . : ; i , I 1 ;; :. - - 1 ; . . . . " • I : ! t : , . ; : _.,_.. : ; .: ;,,__ : ,; ..... .4_ 1.... • , ,....,___ ,_4__ -_,. 7, .., i_ ___i_ ii.7 ._ ; ..4__ :.., .... : ' . - .." ' ' : . .1' IL ,retSci, ! I i .L ; 4 . ; ;.4. .t.... 411. I i :--1-21 -'^-:- :-: : ' : : ' '-': 1 "--:"! . : : I i ; : I .' ' i ; 1 ! 1 + .1 i i i . ; i 1 fl 1 '.-I 1 : . • 1 1 , . , ; L__ 1 , LL_H 4 ■ ' " 1 ' 1 , • , . , ; 1 . - . , 4 i : ,; : , • , ;: ,. 1 , ' p ) 1 ',. ' . .., . i, • __A_ • .I -I ' I I : • ; • • 1 ' 1 . 1 -- - i -; : 1 t . ; : tt: . ' 4 r-- 4 - 1 - • ••,• • ' . : IH , 111- 1 1 . -1 • - 4 1 4 ", T , ; , 1 1 . T . • '40.0+44 1 : : • *4,-0 • • • •-•-• : --• -L • 1 , • ! • , ••• • " . , • : , 4 1 •-; • ; • -41- -0- , , 411-t • • • 4 • .■ • , • , . • 7 "T" . • 4 I 4 i : • ' I ^ • • -1 I .- --I ,.„ . • 1 E • ; • -j .4 " i ' • ! : : , ! t,,, JOB: tk SCOPE: NUMBER: 01.107), DSNGR: : D6j4i .; : , . : i ... ! 1 ; A 1 , • ! , . I 1 _a_l_i_,_,Li_ • - ..1! _1 - 1•• - f ! i -1 . -2 • 7-1- _,t 1 1 1 - t 1 C 1, 1 . , _c 4 !I ! -'41 .k.O rtj • I.-- 7 ' -I .: , .. .,,•. i f.: ; - I ' ! 1, - . • • __, • , . , • i...: : ! :.! :, , ;._..! __... : ', 1... 1 . -: , . 1 4 , : ' ! -1 -1 1 .! --,--,-! _*._, -:. 4. ,._. ' • ' .: ! :- ' 4 + , ;44 I --,-; !, , -4 -1 , ! : i : ; : • - t. ; --- ; ' : : • •-4---; .: ' ' ' : ' : i ' 1 ! ! ' : 1 ' ! : -1 --), .-; -!, ' • 1 ; : : ' :-1 ; r.--i ; - - • - 1 --- 1 ------- i, --- E - I Ili i . ; . , : .-j , - 7 -'■ , . ' ; ,_.: 1 : 1 i : : C I . NSII.. 1 ^ i . ; : -' . 4 - . . : 7 : ; ! . . L- 1 1. .. ; • , ' i ; . . ; '',, . -.4-.: ; J : 1 , .11 : ' 1 . ;' ! '4 ' 1 4 .- : ! r - 4, 1:: ! ..4 : 141 1- 4_6 4: g.A 1,1j ! 4-1 --i ! ! _,_! : i ii 1 ij ! : ,,, , -i: , . • • , ___„.;,.., ,, 1 : .1 j ' : fl i: . ' I , _1_ • , '_j_ _L 1 1 . 1 ' : ' ' ..,...-:.-, 1-1,ILL-i' --, _ 4, - ' !'-'''. ‘.".7.-1... , I ■ . 1 ' ' _ ■ ' 1 1•.', ,' ; II L ,_:. : _.1 ' " • ! ' , ! : : ; : ; : .- • ' :: I. .^: ' ... ' ..I . 1- 1 . . . . , • ; . . -^, ; . ; I ; h ; ; „, • ; .. ■ ,., ■ ; : , ; L E , : . , I . . .. , , ..., . ; ■, .. . ' -, . I . .' ..__ , 4 : 3. . 1 , E ; i--t-„6,,tisti,',' - ' - i: ' , , i•Ti - • ..i- -H-- - 1 { i i. : - I 1-1 ,-- . 4 ,-- , 4 i--1 1--; • i ; . - ---, i -- 1 i.- 44-1 f• -!-- •4 : ....!. - ' 1. •• , : 4 ' i I ; ' ; ." ; / ■ i ; , 1 ; ' ; ; •!. .--'' '-- f ,4 ' - i.-/ -..; - 14 - :', - ' 4 ;'yij - .i.*:$1F,'4, i I - T ; 1 I j,..t,! ' ---, "; ''. I __;.1 ..'.. .1.. 1 -4-- L.: ' .1_ I , , • . , 4 ' 4 . : I . I , , : • : 1 : ■ , . " ' .. ,.. , -•, I • . 1 .. - .--4 44.-1 ' H : . I : : - t . t - ' '-'-'--.--4-4 , '---, " , • , ,.. : : , , , • i , , . , i t__•-_, • , ' I- • ; . i__l_.._.;_ - ,, ! :..4 ;_;. 1,_i _i_ - , , -. ' -1 ' , : - ': . I , !----i -': , ! ! , .-. , : , ■ . • :-. • . L...L.:: _!_tti...__L • : : ' : _L t , ...;_, : . ..2-.1 ___4_. : , ' ; : ' 1 : ' ' : . . • !1;'!--::1:: '::: -I- 1, ; : . . 4 : -4.--- , - ., : .. k0 ' • ; . ! • . . . : ' ' : r!' : '! : . ! • : ! :: ! J . r+i ! f : 1 _1 t---: ;- : , : : -.--:: • . ! t ; : i t -; ••• 1 t 1 1 1 t i 1 : : r 1 • ' ', ,, ,• !--i- ' '' !" . ,t) ; ---7--:; ! . ; : ' -- "r . ,-- ' ■ : : : i i , ; : 1 , : , ' , , , , 1 • . • ' - -: , ! '• ' • 4 : ! : • : , ; : , : : ,! . . '• 1 . , : : 7 - .14_ - ..i i i, , • ... 1..-. ! : ., , : • , H•• 4 • -2.----• , ,-4-- ; 4----• r' : , : ,- •• ,--:- , 1-4. ' , :-,• -H , 4 . , 1 ' -1-1 - • . ' • . ' . . : ' ' ' "- : ' 1, i -1 ' ' 1 - .1 , , 1- '.. 1 , -1- : . 1 ' . ; ,- -1 • .1 ; .1 : 1 : .. ; • , ; , ., • : , . . - • . • " ' ; • : • : . ; 1 , : . .1 ' , r - 1 . 1 ' , ' 1 1 ; , ; 1 , ' , : .4 • -4 ' : • " . " : , • - ■ ' . • .. 4- ,..-.. : • : .,-.1.-- -. . : 4 -4 ; , -1 - ; -1-,--1 : ---1 . , ••■ 'r •-',::,[: !!:;,!;:i! .!-: !,'•:,,, '::!!!:;: ! ;!.,±ii !!;!: !;1,1 !; j ! i i: i-•-•,-44 : - --I. .,- , ' ' • .• -;-•__,...! :- -4 • • -- ; • • -4 - . . , 1 i • ' - 4 : , " ' . , : ' t - . ! ' ' '. • ". . • . . . L.; ; :4_ L ' ta ' 4 i. 1 ' : ' : 1 •t. : : ; : • : . ' ! 4 : 1 ' • : • 4- : • - • 4- 4. : . : . : t : !. • • 4 ' , '. ....• ! ' .--, , ' : 4 : . t ' 1 : ,--!.. 2..- •: i__ ,_, .. t ,.. , . ; ; : .. .., ., , ; . , ; ____I d : : • : : • , , : .., ; . : 1 ' , , , _, - 7 1 . • . " : . . : , - : . 1 . • : - 11 H.1. . • . : • , : 1 ; . . 7 . - - 1 ! L. .., IL ,_-_ i i . 1 •t-- , i , i,--, : . , • 7 : ; , , - t , E ; : : .- I - 1 ! . 1 ... -:-,.. • i i -- • - - - -: i i • --i ,•-•:. ., ; , . -r ,--; -t--- . ' , -:•:.-i•- •, -- ,•', '• '• • ' '. : ••• ".- • ' , - ''• -_n_ . '.: r ; ..„_1:,.._,...;,-. :, : ;._-, L., .L., 7_-!..:. , , ___, . , , .,,, , , : : : , : ; 4 ' ,-- • . : - '. t.- I ' 4 .--,- ------1 '. ' ! • : : ! 1 :. •:. • ; , , : .. .: ; : • . ' ; ; . : . 1 , 1 : ., -_ : i , f - . : . . -,-;- -•.---;--' - 4 • ' 11-- , • ' - 1 7 - • : • - i - • : , : ; ; ; " ' " ' : : , : ' '-' t -i -- - --- - -- - - . --- r - ri - - ---' -- - 4 4 - '; • - 4' :' 4 - f : ; , , 4 • • - -1 ' L., , ,• ,. i • , • 4 , • . ' 1 ... -4 'L : 1 • • : • : ; i ! , • • : , ., • ' ; ' ' : .: 4- ' '• ; '' ' .,''' ; .! ! : '. ''''..- : 1 ' .. 1 - 1 i , ; H t'. ',--:- ! , -1 ' 1 1 ! , 'L. ' L i ; '• -r-,----4-------!---• . : i ----- ! --- ' " j : " " , , - : , : : t_..,L_..:, ...,....1...: ,_..;,...-• : : , , i---: ' ', : -.!. : , : , , • : ---:.-- -i-- , • , , • ,. ! ._ ' , , ' ' ; ; • I '. , - •'. i : , ' - ,, , : .: LI_ .' ',. • ". _ I , ' ', .4. .; .., I .' . ., . , ' . . : ' ` . ' 1_1 . , : . Li : . : ' 1.-1- ! :- : ' : -H -: . ---H : - -; - t - •• -- , _ ..--, . • • • • • • • • • • • • • • • • • • • • • • • 1 11 • • • • • • • • • • • •• • • • • • : • : 4%01E: 10:1 • : • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ' .. .: 6 • • • •• • . dAtt : • .. : • . ! , 1 ! ' 1 . ! 4 • : 4 ' • " • .-+ ' 'T r " Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • Rev: 580008 User: KW- 0800621,Ver5.8A.1- oeo-2003 Concrete Rectangular & Tee Beam Des • • • (c)1983 -2003 ENERCALC Engineering Software - + • Description Span •Depth Width Beam Weight Not Added # 1 Load Factoring Uniform Loads #1 #2 Summary Bending... @ Center @ Left End @ Right End Shear... © Left End © Right End ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C-1 & C -2 ST ....seismic = ST * : North Stair First Slab Run General Information Code Ref: ACI 318- 02,1997 , l00$ 14C :2Q03:NFPA 5000 Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 2 5 5.75in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load 0.140 k 0.084 k 12.00 ft 7.000 in 12.000 in Span = 12.00ft, Width= 12.00in Depth = 7.00in Maximum Moment : Mu 6.20 k -ft Allowable Moment : Mn *phi 14.35 k -ft Maximum Shear : Vu Allowable Shear : Vn *phi 6.42 k Shear Stirrups... Stirrup Area © Section 0.220 in2 Region 0.000 2.000 Max. Spacing Not Req'd Not Req'd Max Vu 1.972 1.410 Bending & Shear Force Summary Mn *Phi 14.35 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 6.42 k 6.42 k Deflections... Upward . Downward . DL + [Bm Wt] 0.0000 in at 12.0000 ft -0.0535 in at 5.9040ft DL + LL + [Bm Wt] 0.0000 in at 12.0000 ft -0.1362 in at 5.9520ft DL + LL + ST + [Bm Wt] 0.0000 in at 12.0000 ft -0.1360 in at 5.9520ft Reactions... oA Left DL + [Bm Wt]] 0.793 k DL + LL + [Bm Wt] 1.393 k DL + LL + ST + [Bm Wt] 1.393 k ACI Factors (per ACI 318-02, applied internally to entered loads) 1.400 1.700 1.700 1.100 Live Load 0.100 k 0.100 k 1.97 k fc Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Short Term k k 4.000 6.000 Not Req'd Not Req'd 0.672 0.672 Mu, Eq. C -1 6.20 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -• 1.97 k 1.77 k ACI C -2 Group Factor ACI C-3 Dead Load Factor ACI C -3 Short Term Factor Title : Miami Country Dade Dsgnr. DWI-I Description : Scope: 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned - Pinned Live Load acts with Short Term Max Reaction @ Left Max Reaction @ Right Maximum Deflection -0.1362 in a Right 0.635 k 1.235 k 1.235 k Rebar @ Right End of Beam... Count Size 'd' from Top #1 in 8.000 Not Req'd 0.750 Mu, Eq. C -2 4.65 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -S 1.48 k 1.33 k 0.750 0.900 1.300 . • ••• • • • ••• •• •• • • • •• .• • • • • • • *Job # 04-992 Dale: 0:531% t FEB:05 • • • ••• • • • • ••• • ••• • • • •• • • • •• • • • • • • • • • •• • • • •• .• • • • •• ••• •. • Start 0.000 ft 7.500 ft 10.000 Not Req'd 1.330 • • • • • • • • • • • • • • • • 04.991. ecw:Cfilculatiolls 1.39 k 1.24 k • End 7.500 ft 12.000 ft 12.000 ft Not Req'd in 1.771 k Mu, Eq. C-3 2.02 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 0.66 k 0.54 k Add "I "0.9" Factor for Seismic • Beam Design OK Add "I "1.4" Factor for Seismic 1.400 0.900 102 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description Shear Load Rmax = 1.3938 Vu-Max = 1.972k North Stair First Slab Run 024k11t o.ihisidA1144iliiiii 0.1848/9 19m Mu:Max = 620k -ft Dmax = 0.13821n Beam Sketch Mu:Max Rmax =1 Vu Max =1 y I I A- _____ 11 1 111 0 I Im1`1�f> IIMI11 •if�f 11 1141111fIPltlh 1 1 111 ii111111 I1 �S..M=M 11° tl 11111 1 Location AIo Member .a a ;NE � � !1 711 ��1 1, 1111 111011 1 ��l� x=1,1111 1 I I 111111111 IN 11 f•= I� ill �llf l l 1111, 1 ,1 1, 9 11 � 11 III V 1 111�= 1 ilt 1 I 1 1 11 1 1 ., MP!' IIII 11111 '1 1 I I 1 111111 II : l h J 1 II 1 11 lu 111111 11111 111111 111111• NII '1 II III Lill 1 1 1 1 1 Ill 1 ! 1 1 III I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 116111 I Ill I .;1 1 1 1 1 1 1 11 ; 1 1 1 111 it ii 111 IIII, '1 III I ! .IIII 11 I 1 JI 11191111111 11'1 Ill 1.', II 1111 ! 111 7111 1: 1 111 *III • 11 111/1111 1 11 1 1 11111 111111 Moment (k ft) Location Along Member (f0 Stresses for ACI C -3 Combination 2.00 Sh 2.00 e Title : Miami Country Dade Dsgnr: DWH Description : Scope: Rev. 580008 user. KEN - 0600821. Ver5.8.0,1 -�-2� 9 Concrete Rectangular & Tee Beam Desi (c)1983 -2003 ENERCALC Engineering Software 1111;1 11�f•�� =1.111 Iti111 !I Ili! 11� =�� I♦= 4111111I 'Ill' 1,1IIIIIII� = = === Iltlul I' 1 1 111 11 lll! 11 13111 11111111111111111111•1111111111111 di�_i�__ ''� 9I1141 11 pII T i Il ! Ik nl IIII! N 181 1111 111 �i� MAINNIMIIM1= ni 1 j': 1111`11°1 1 it �� =� = =t '►►lI111 III I �1�1�1��11•1=M i1L:1 0.80 (k /» Location Along Member (It) Stresses for ACI C -1 Combination iV 111111∎∎ ∎∎i ∎ ∎∎ lil I1`si 1 111 k1 ∎ ∎ ∎i ∎ ∎∎ 1111 111111199111477 ∎iii ∎∎ a L I i IJ 1 ∎∎∎ ■■ fi_)i_r ∎ ∎�u11111 u11111F ^1 09/111111 J ∎ ∎ ■∎∎►L ∎ iNiltl '101114111 fI 111 r� ∎ ∎ ∎ ti r.�: ?ill�lil II VI III rFZ� ∎ ∎ ∎ ∎ ∎ ∎�ir� I'' 1 ' 2.00 • • ••• • • • ••• ••••. . • Date: $ :53 t FEB3 5 • • ••• • • • • ••• • ••• • • • • • • • • • • • ••• • • • • • • • �" �• • • • • • u4•991.eow.0 culab •• • • • •• • •• •• • ••••.••• • • • • • Sketch & Diagram '"'ii: i1_----�-- IiIIVI I 1 1 u I _I-__-- 1111111h111, =�� I ' 111111'I'I'111 �� f��l�ifl�1 '�I 1 4 1 1 I f��i�f�i�1∎ 1�11111�1111 IIII I �I� �l� i111111Mil`J fill I I 1 11 T _ LocaUOn .� W �; 23' 1 ��11•'Y'.r i ;I II d it -iiirr itATJ IL {ri Yl Jl�fii•II! 111 I 'll 1111'11 1�i1�� i111111U►'" I11 'ail III 111 amolorr 11'11 h 1 h 1 111 1 1 11y,1 =� �ifllfllifl 111 111 1 I II II III 11 11111 1E= Ear 1111111 . II III it Iw1 IIu'I HU I HANN &N I 1 Mil II fill 1 1111111 ! KIM 111111' lli 1111 ( MI 1 1 11811 I 1 1 1 hl f! 11 111111 Ili 1111 111� WI 11111 i 1 III f, 111,11 Pry II � I � I1 I q II 11 Ell El . 1 . 111 1 I Ill 111L'1 ,1 11 AI 2LNIILII2LIAO" - tl I'.Ililli kA�2iLELL1 1 1 111 1 f�/1111111111.11111/ 1 11 11 1111 1 111=1=11111 �� liil 1 1 111 I�1 LANNI, 111 "I 1 1 1 111 111 111=.11111 aii01"f 1 111 1 111 1 III 1 !1111. =1F I 1 I 1 1 11 11 11 111111= L611' I I 1 1 1 1111111 • 1 1 1 11 ill WWII WI 1 1 1 11 11111! 1 I I 111 17 111 i1 1 11II1I 1 11 ill 11 1 711111. I; ' it 11 11 111111 !111 ,11 11111 • 1 Member Moment (k fl) Location Along Member (ft) Stresses for ACI C -2 Combination a lilli AII=3 711. T' i l i 1 ii u: %7�3 7:Z iaT71� Iii � V I1 n 14'11um 1'111 1'• ∎ ∎m. �∎orn k�lllllli'11111111 I 1111111111 il . ,fill■ mo'1Ill in IIVl1111111111111111i1131 1 4111 111 XfMMIlr'111 11j1 11161111111 1111.11 1(1011111 . 1111' fi1 1 P1.li�l � r 1111111 , 1111116111111 (81 1 1 11191'1111811111111111 111 14 �l 1 11 1 1111 t119111111111f IIII l 111111111 i1lEllilfil 1114111 911 11 `∎ DF 1 1 11 Id 1111 I1111n111111I1911 91 111111 1311 119 (111i 119/13/9 i11111I1� ]x911111'1 11 1 1 1 1 11 11111111191, IIr11 11111 6 11 1111 11 a ll11161111 11111 11116 111' 1 111 1 Lill I 1111111111111111114111 1.1 /111111111 11111111 111111' 1/ 0111 111111111 115115 Fk 111 1 1 19 11 51 "11 913 rl 1 rt 1 - -Il ia' , r . i cab l 11111,,. iL41 11 1 1 1111 III n1 11111111 II h V h 1 1 1 111 111111/ 4L]. 1 19! 11 1111111111 111 11 1 1 1111111 Il'l 111 f l L . IP 1111 111 E'JIu 11 11 11 III 11 it 'Il p1 ra h,'ill 1 1 111111I11111 Ill 11 II 1 11 1 1ill Il 111 II 1 1 , 1 1111 �i Mli9 'll II 11 II +'111111 14. V1I 1 111T h I II,11�∎ 1� ∎14'111 1 1111111 14 111111111E1 1141111111 kl l rll ll1111111 J ∎∎ C3L7 ∎ENd. t1 1.111(1 ; 1111 1 ∎∎►:111 111 110111 11 .1115111! 1111' + ∎ll rliF/11∎ ∎ ∎"'� 111 .1 11 iiMl ∎∎ Local y Deflecton (In) Location Along Member (ft) Local y Deflection (In Location Along Member (If) .114.-711-7' 71`�' "�' ! ice' '19017111. 111M111■■11■MIIIIIIIINIM a11I115 ∎∎■■ i5111111111'1111kiIPi111,1111 7 i ∎ ∎ ∎∎ E:01•••••••••••=mimor. 111111111W01mmJ91111tl 9111gu 1 wl ∎∎ ∎ ∎ •MMMMI ∎∎1 .11i1111„119NI11111111a11 r1 !. E?7i ∎ 9r�'I�.Wlllllllli fl 0.80 ll 1 '^iibtli iIiL7 ∎ '11111 1 1 ij i 1 1 1 1 1 11 111 II: I11ilhli 11 Ili 111'∎∎ ?L7 ∎T1 1118 11111II11 ■11111 111111 11 1111111 11111111 1 ■∎ 1111111' 11 1011 1 191 I Ill VITA 11p11 111111111 111 ∎ • 5111 1111 ' 1111 (111111 1 11191111 1 1 , 111111111 111 1' 1111119∎ ll , i hill Illll 13 9111111 1111111111 1r' 1111111 1111111 111'41111 f1∎ ]Eir 11 1111 11111 111101 111111 1111111 IL I .1 I 1 I I I % TEf1111 4 11111 111111111111 1'11111191 � 1 11:1 11 1 1:1 HI 1 11 !TI P1 1 11 11 1/1/111111 119111 111111 I 1 116111 111 f 11 11 r1111116i r a I li 1 11 (u( 11Th II 'I ill V 11 M f 1 ri 11 101. �IVI' 1 I 1 11 1 11 1 11114 11`111191111 1 1 1 11 11' 1 III 11111111 1111 1 1 1,1111 1 111 1 1 1111111111111 111 1111111 1 111 111111 i Hill 1 1 111!1. L∎ .SSW 11 I'll VIl 1 1 1 1111111111 11111p 1 IN III 1 11' ! 1111 11'11 1 I I1ill11i OEMM.1 1111 1116 11114 1( UI 1 111 '1 I III 1111 1 1 1 ∎ Dalli.'11111 11 11111111111 101 1911 11 1 1111 119 :11 I 1■111M1 01:1M■ltJ.1911 111 1111.1 i! II 1 4111 11 11. I ∎∎ rbL71∎ML 111 1 I j 111 I 1 1 ' 11IJ ∎∎ :3f;r ∎ ∎∎1 1111113 111L11111(11 "1 1 ∎ ∎ ∎ �� ∎ ∎ ∎'lli91111111111' i1 .■MI• ∎∎ Stresses for Service Dead + Live Loads Stresses for Dead +Live+Short Term Loads 100 100 100 200 2.00 103 DONALD HODGETTS, P. E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 - 663 -9841 JOB: rtc -T3S. SCOPE: NUMBER: Ot+ °( DSNGR: t j1.1 • • • •• • • • ••• • • • • • • • •• •• • •• • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • ••• • •• •• • • • • • -• -�- • • • • • • • • • • • DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB:M SCOPE: NUMBER: 0 14 cy, DSNGR: b,4 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • R4OE: (AS • • • • -- - • • • -• • ••• • ••• • •• • • • •• • • • • • • • • • •• '• • • •• 0 • 0 • DARE: • • • • • ••• • • • Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580000 User. KW- 0600821. Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Concrete Beam • • • • • • • • • • • ••• • • • • • u 1.ew,r•COI•wlarn s Description North Stair Second Run Code Ref: ACI 318- 02,1997 gm imp I C 2901 NFPA 5p00 Fy Pc Concrete Member Information Loads Results Beam OK Beam OK Description Span Beam Width Beam Depth End Fixity Reinforcing Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear © Left Shear @ Right DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective Shear Stirrups Center Left Right Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Reactions & Deflections 60,000.0 psi 3,000.0 psi ft in in Area Bar Depth Area Bar Depth Area Bar Depth k -ft ft k -ft k -ft k -ft k -ft k -ft k k 6.50 12.00 7.50 Free -Pin 0.62in2 6.25in 0.621n2 1.25in Yes 0.084 0.100 0.00 0.00 15.74 0.00 0.00 -6.08 15.74 Bending OK 0.00 1.87 2 14.50 12.00 7.50 Pin -Pin 0.62in2 6.25in 0.62in2 1.25in 0.62in2 1.25in Yes 0.147 0.100 7.07 8.41 15.74 -6.08 15.74 0.00 0.00 Bending OK 3.14 2.31 k 0.00 1.73 k 0.00 1.52 k 0.00 3.25 k 1.73 0.94 k 1.52 0.58 k 3.25 1.52 in 0.098 -0.173 ft 0.00 7.73 in4 414.04 293.95 Stirrup Reber Area in2 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Spacing © .2 *L in Not Req'd Not Req'd Spacing @ .4 *L in Not Req'd Not Req'd Spacing @ .6 *L in Not Req'd Not Req'd Spacing @ .8 *L in Not Req'd Not Req'd Spacing © Right in Not Req'd Not Req'd • • ••• • • • ••• Title : Miami Country Dade • • • • i • • • Je& ti i - 992 Dsgnr. DWI-I ; D4te: =0:0 l , ;1 FE4 05; Description: • • ••• • • • • ••• Scope : • ••• • • • • • ••• •• • •• • • • •• ••• •• • • • • •• • Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor • • • • • • 1.40 1.70 t0b DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 - 663 -9841 JOB: (J)S SCOPE: NUMBER: z49,/ DSNGR: Batt • • ••• • • • •S• •• •• • • • •• • • • • • • • • • • • • • • • ••• • • • • • . • • • • • ••• • II' E: T • ••• • ••- • •• • • • • • • • • • • • • • • • • • •• •• • •• • • •••• • • • • • • • • • • • • • • • tJ TE: • • ommormmompamrwrImmimmanommanomm ! m i mmilim 4 mm o m m •ssom m M - aa�anaaam■mammunnom na ir � ■ M #• ■an•■••■■■M•#n moms mannimorammom■•m•mammonmsa •# ■a m■■•alaa■ ■■ wmnainnia•■mmommmoMm■aax�aa■nx ,�miala■mounan# #■ i ■#m n!m!m••!a•mm■••na■ia■■annamam•• moummtans• mac mxnam•m n•awa aa■■■!■■■!■noi ■ ■!■n•• ■ ■■a•a■na#ma• io!■naa ma n a■i nma•■•■ a■ a■#■■ w■ w■#■ wm■ na namammR■i!#w■■##animm■■■■##!■#iw# � a■Mw ■ •a•m# n•aa• ■n n mammon mimonam mom mma ■� mamannommoommmuna■w# Duna is■ m /■ ■■ aaammunmaianon iiiim■ n a! ■■■■!■•n ■# •n■■ann#fmmm w!■■■ n■•■naaw■•■■■ ■■S ■■li Yi■w■ai■ ! # /w! ■!■■wai a ■n■■ aMMMnnaanna�. m ■ ��Y�� ■■ �ii� ■t■ii \ #t Ott ! ■ ■ \i # ■i #■ wi #!! ! ■ i#■ • #!a••• #an •a•Mn• #man # ■ ■!•m•n••M w .Mnm■•■naonn• .■■■ #l !!ww #■#is ■■i!w■ u##. ■ #!#■w■#■#UR■■ MUSEMMIM■■!■■ #UM M mmomm MMMMMMnonoaa al. ∎o m■mm C7r ■nammumm ■ ■ n\nS i M� l mmommommo� ■ MMEMANS %M■M■! amm n i.Ui■■■i!■■• •nn■■na•Maw ■M.■nn•• •aa••••a•n•a ommom m■mommonaannnaa••■nm om ommanMmmonommosmammo : I' mommanannommamamommaamm ne 1 os naMMMMMaaa M n ammnommaM M manom on aM m amom *mmommommanam om mM mam am 8 a ■ an no mma `'.. rm ammenam! ■r.mmasom■u# mmomm o■!■.! ..■osommam.■ir■w #■!w ■■!■nsm wmmc mwnM ■i�� ■� ai■ ii #■ w�i ■i ! ■■ i■ ! �■■ ��wi ■wi #lid ■wi# wane nna ■■m ■UMPIES iCU■■ASE MMwiwO■■i■■! rwwM■#S!#O■#w#■ ■■nnamm i• ## miaiaono■ a ■# iaa ■ ■ m m em ■ a m nai m mi ii iiii momm iiiiii�i i is w inir w miii mtiii memo a � mmanm m �.i�i awannMMMM' ■• a aaaaamM ■ ! ■ nm••amiaMa � li t# min ■■ ■ MUMMI ' E .. .MIuu . MM :Mum: .. � 1■ • ■■ mommam ommammUia!- ■ mammumM nma:mmemmonsmm ammonommommoman MnaaM ■i■■■■■ anammommaMa• , ■ ■mi ■•M• ■•.■ 1w� i# w � *� w #�ii i #! ■! ■ ■ #■ Mil S •s ri in n•• ■ #i1 s ■' ii MMMainiin • fa M 1�■ � ■ l %� �i��M ■ � i ■w# ■ ■■ #■ �% ��mN ■am# ommo mo # ■a ■■ ■ # i■ riaiw l ■■lw#w ■ # ■ ■ ■■�l�lrMlii #■i! ■■ # #■ ■ ■ ■ ■iwiw ■R�#i■i■#ii #iw ■ ■w■ ••• mm ■mmonom#!■■ M■■m +Ny ato■# m n am i ■# ■ ■■!■a■i■ammu w nnamm■mmi ■r■## •••aa ■ # #Mmaamamam • a■a moron Mi•a•!M■■#•mnm ni•••nm•••■ ■n■ memo •• o#ai■a■• MAmmm•Miwa airman• ■� ■!#w ■w.l .. • n mmommo # ■#■w ■#i wi## #a #i ■ #■ti■#■# aa•m m maa moommwm amonam ■ Hm monamanommommonano tmiwommommonnanommmona a ■n n■aaam� roon ma ■i maun : 5 l i l r 77mmrai ma*namm#■■ i wo#w#■i#w i m!m N wm! #■■#mionmam■#ii tm n••■ ■ _�` maami a7.1 [ LlubA i.� �t■ ■i"piiim#riwi!wllf4; ` m.:L )t ■w#■iw■isiiva USE EM#■ai••MIERMomw■ • ■#OMM!■■■■#IMPIE ■I 3Ldta.#■!wi■■■#S■#!■w■■ ■■#w!■#■i■#■■ liala ■■■■MMUS /fi■ cit•■■■ K �Z. MILAMMi~■■MMi !■!■■■ ■■ #w■w#■■!# #■ ■■w aaaaaMMM:: ■ � ■ ER1# ■■ ■■ ■ ■ ■! # # #it# ■!w / ■ i� ■ #�� # i ��R�� %� ■ ■■amonnunn■ ■M nn on w■ #a ■•a #n■ ■a #a _ IMM M Ma :aa�:: Ma •::: a :aaa M Km 1 m : MM: aa omm m E S E ' M ' a M E M Mmman�aMMamMM :M lomi•ao■m■■ aa!w!i !!■■ i■ / a . w aan n a■■ ■a i�• m r m:on:.a, : w" irmtri ana ous • •■•r wirnri nts ::a s.:::: :M:�:a ■#■ww■#■w!■M�L� cr;Nnin[EIFR J;447(lr : ■nnH#wii! �■a'■�i' 111I minomw■ ii■f■■■ii ■i■imommmoimlw■w■i/ ■ ■■■o•anaa•#■■■i•M•!•nmummaa■ m �mommamnnn•am ■a n � Ma aa Man: a • mmMMaMM:MamnM m nMaMMMMannnnnnMn ■•• M an=e ■M■■w••#iill � t� MMEMMMAM •M� !■■ #MMUES # ■ ■!■!i ■■# Ki. #■ #■■ii■#■w• ■■■ ■w#!■it•■■■!wi■■ i•� le w ■ ■ww■w■wwi • ■i• mi ! rz r 1�ar /i, d .• ai•w• ■w•M#■■ •w1••• ■ ■•• ■■• ■ •m•!#wnm••■■■ ir.w. - ' l n -- .m #■ '!'ttM4 ■■an••c Ao - 1 ■�• ■ ■••M•• ■m ■•i •••i ■#••i ■!•moan ■a•■a�ma#•m•nn■■mm #•■••w■i!■■ti•!••r■■ • w■•■ MUMMOM !•■M•M•■•a■iM•n■oMmmMo••wm••■ ■mm•ma■ a man•■aw■awn•••!■■•■ n■ omman•iaawaaoi #■m. ■a •■••i!■#■#••••i•!•■•#!•!•• •a■■■ ann a n•naaa■■i•aa■ • ■w■■#i■ • am■■in•w#a#na ! ■M M ••••■■ /■ #w••• /■mi• M••■• ■ •■ ■• ' ■manomm• sR�!■ ■#••■iiiam�►I ■� • i• k mmmomm w■■■lir'N` M! /!�!#•!i/ ■■##•M! ••• ■Ma■■nnnMnnlMtamMr!•MnrRM[�i !C!. %!R' "►'. � - .i •;L`'fi:+-?z•• S'! •!•ummmw#•••••IMmnann•m■•■ mMUMMUMU MIMEMMUMMM MEU:M:: MS. M:::� m':M ..aMmE UU■::MMM: O R K::aa a Maann■onm■om ■!!nn■a••#•■ ■■a■ ■Ma■awm ■mama iaamm•nmaaam■ n•■wnanaaam a iaa■■• ■ ■m Onommn n omm o mmomma a a om� mmomma ■! ■MMam• amino ■w!■ •M inn ama a •nano•■! ■i ■■lm!•MM:an•■m aaa ' a•na.a•a ■■onam a•nMM•immam•••• ••iamonn is " aii'iiaTz.Ma" ■mm m aa•waamaxman! minilip■ an ■ ammoaamm•m•••w•aw ■i ■•# ■ n■ n•••1�li ►mr ASWn2smt[� mlaa•wa■ ■•M #•n n m■nomw!! ■#>iiam#■•nn•ni•!•w•• ■ma !•A ! MMoan ■ ■■••S: / ■iia•a•iiL�1 a� w Immannommosommo • # ■ # ■ » #•# ■ •■ ■•■•.■■!w••n■nanna■ #M•■ ammo• ai # ■nmim• as a ammammommommonnonammana w oM ■ ■ mommanommo ■■M a 11:1■ : ' M:aMaa: ai :M M ::MIa:'•:a ' ■ MaMMmiamMmmaa ■ ■ " 'M ■ miM ■aammonommanaamm ■ • ■ w on % ■ MoMnmomomma OMME ■a■•!■lmm •Mm ai•m mmai #m•••• i••w•■•M••!l• ■w• onnammanammn•M•w•M as ■im• a■••m!a mo aaa Ml■ •M• ■ii•M• # w•M ##••■ ■ ■Mamma #• ■ ■rii■#i #iii• ■iw•■ • m M�ainm aainn m i ammn aM ■ 'mm ■mmonammommamo a mammas • maammommuaM mommmommomma m a ■ �i immommomommmoma w anonnaMmio ■ >I m i• • aaiaaaMaMai •' wa ammomiamommina p m mamma mown momma ■w!• ■w wi•M #•1• #M ■•M••!■ Mi••w•!•ii a ■ ■#■ ■•w•nm■■ ■■a ammo# aa••ammmmona ■•# ■!■Mmmanna •#anon#! mini■aam ammanamma ."• mummomMnaa ■■n■ ■m■■ ■ ■■■■moan naa•M ■n■nmannam■a ■n�■ ■M•n••m••!m � mom a ■ • #•nwan ■ ■ ■ ■ ■■ # Mi■■ ■r#ar ■o■Ma•non ■nai•■•ammammammaaaa•mt•■ WI ■i mm nnMMa a: mman M !/mian■m ■■ a��ofMMm•! ■•a■i#n#iiaMnaaL MM M M rommaaia# nn••na!•■■•■■■■aa ■omaan ammma ■ Can a■ ■■ ••a ■i•m•i ■ ■m a• a n■■ i ■ M ■ ma■ ■■ immanamommaam a Mr ■n!o!!•!■ m iaa � a•M ■`a•■ ■ #n ■ ■i aM ■oM ■M•i ■a ■nn a •in n■ ■•m■•■••maaa ai■aa•m ■M•■• •ammo ■ aim■ ■••nn■• ■■ # Ma ■• ■■ aM #m■ •amM #mairaaiow••ommaa!••1 ■•o ■!# aM aM aw� imam ■iM ■a::MaMi m • ■ ■'rr`i ■ M■■■a a'■ a m.' aaraai ■ ■ immm ' iaiMi� ' aMc i SE rnrrMr.M MMr.Ma ir��•urnYr mmo rarnoimm �I �aa am m ama `mormm m••mn1• ■m• ■■#•n ■n monammammammonanamammonmaarmannmommommaamma Amami on moon annomammammon*ammannamman*a anammmnonnansommammummommommammumamonsamm mmoimmainnommanomillommonmenammammammonammmt Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580008 User KW-0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Main Stairs General Information Span Depth Width Beam Weight Not Added Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 3 6 10.00in #1 Load Factoring Uniform Loads #1 #2 Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Dead Load 0.211 k 0.187 k Span = 26.17ft, Width= 12.00in Depth = 12.00in Maximum Moment : Mu 40.36 k -ft Allowable Moment : Mn *phi 51.68 k -ft Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] 26.17 ft 12.000 in 12.000 in Maximum Shear : Vu Allowable Shear : Vn *phi 33.61 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 4.362 Max. Spacing 5.000 Not Req'd Max Vu 5.788 4.132 ACI C-1 & C -2 DL ACI C -1 & G-2 LL ACI C-1 & C-2 ST ....seismic = ST * : Mn *Phi 51.68 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 33.61 k 33.61 k Concrete Rectangular & Tee Beam Desic4rr: • 1.400 1.700 1.700 1.100 Live Load 0.100 k 0.160 k Rebar @ Left End of Beam... Count Size 'd' from Top #1 in 5.98 k Upward 0.0000 in at 0.0000 in at 0.0000 in at Left 2.747 k 4.090 k 4.090 k Short Term k k 8.723 13.085 Not Req'd Not Req'd 2.086 1.958 Mu, Eq. C -1 40.36 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. C -• 5.79 k 5.98 k 0.0000 ft 0.0000 ft 0.0000 ft ACI Factors (per ACI 318 -02, applied intemally to entered loads) ACI C-2 Group Factor ACI C -3 Dead Load Factor ACI C-3 Short Term Factor • • ••• • • • ••• Title : Miami Country Dade : • : :.bla4 -941 Dsgnr. DWH ; Date: :9:44t 37 DEE 0 4 Description : Scope: t'c 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned- Pinned Live Load acts with Short Term Maximum Deflection Max Reaction @ Left Max Reaction @ Right Mu, Eq. C -2 30.27 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. 4.34 k 4.48 k (a Right 2.643 k 4.247 k 4.247 k 17.447 Not Req'd 1.958 0.750 0.900 1.300 • • ••• • • • • ••• • ••• • • • • • • • •• • • • •• ••• •• • •.••••• • • • MVITWAMIEMBITWJAWAIMUMEIMMOMISMEEMINVAW Code Ref: ACI 318 -02, 1997 VEP,VQ3 93C72003 NFPA 4 000 Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Start 0.000 ft 20.670 ft 21.808 Not Req'd 4.080 • ••• •• • Beam Design OK - 1.4375 in 4.09 k 4.25 k End 20.670 ft 26.170 ft 26.170 ft 5.000 in 5.979 k • •• • • • Mu, Eq. C-3 16.09 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 2.33 k 2.24k . Downward . -0.8168 in at 13.0850ft - 1.4375 in at 13.0850ft - 1.4375 in at 13.0850ft Add "I "1.4" Factor for Seismic Add "I "0.9" Factor for Seismic 1.400 0.900 161 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580008 User: KW- 0600621, Ver5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design • • • • • (c)1983 -2003 ENERCALC Engineering Software 9 9 Description Main Stairs Sketch & Diagram 1111 I II ■1•11111=1•111=•11=Ell 311 II `71♦11111111•MME • 11 I I 1 311 11=11 = =M11111•11•1 11111,;1 III 1 111 III 11 1;111111111t1MMINIM� 1i11VP3111111 VIII '11111111 1,11 I ill II ---- --"1111h111h'1111111611 111 Gl 3 ��1 =1�1I1.1. °11191111 hi �� = = = == •Illy Moment 17 •• • • • • • • •• •• • 4 i�dlil 17 I , 111 il I 11111 =1 � MIIMI M !w1 1 'II 111 117 1111111111111111•11111111111111 a nmumi imiwi lllll11;11111 III 1 fI 1 iL111•1MM(•M11111\► 1 111111 MAMII(♦i♦1♦1♦[♦(s111■i 1111 l --____1-111 Shear Load L am ; ,j 17 ' I�i11iY '� I� Y� I 11Il il l ull ii! �{�i� '• ' aaIi�illll�r1 1 li ll li nod I II'l P9M1 == 33:;Ii•W Ill 1 f 11111 1111111 11 El 11E11= 111L111= mill III 111 1111 111191111 1111 1 11 1 11111!= /LAW 11 i1 III 11 1 111 1111111111 111 II II 1111 VIII= I 11 II �I II 1 91111'III Ill II 1 111'1 m 11111 ri u 1 11 �I 1 ! it I'�I li I lli III I IIIIIII 111 II I!I b f 111E111111 11 11 l l 1 111 111' 111 11 1111111111 !' J# &1 I 11 1 1 1 1 ' ry 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 91111111 i 1 111 7A 1 1 1/111111 I 1 -711 1111111.11' 111' 1=11111 1111 11 Shear Load o. �i6kMllll4 (Il!!lllll!lllilll!!!!It! 0.311k/ft O.ga O.347km Rmac= 4.1390k Vu -Mat= 5.7O8k 70 17ft Mu:Max = 4O.38k -ft Dmax = 1.43751n Beam Sketch Moment (k -ft Location Akxg Member (ft) Stresses for ACI C -3 Combination Title : Miami Country Dade Dsgnr. DWH Description : Scope : Mu:Max @ - - - .6; L n ; Me 1.0 Rmax=424 '��a��1 Ii111 111 a nl ipi �rM ' a •. Vu Max = 5.: (♦�� 1 11111 hul 111'1'1 1 I'll 11111 1 ms... II 111 111 11111;141N 11 11111=M11 11' 11 1 1 1 1 1111111& 11111111 111111'1! =!" 1 l II 1 111111/ 1 3 111! 11'1111 [1 111 'PM = II 1111 I 1111111111113, NE T �111 11161 1 11 111111 11 1113111111 31 1 11 1111111 WI � 11.111 111. III1 I1 11 111 VIII IIIIII1111111111111 II1 1' bill 1111 111 II rX 11111 11111111111111111111111 11111,111111 1 1 1117 731'11 111'111 1.1 1 1 , 1 13 111! 11J1111111111f'11.11 1 1111 11 61 1111111 (k ft) Location Along Member (it) Stresses for ACI C -1 Combination • ••• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • Moment (k ft • ••• • • • •• • •• • • • • • •• •• • • • • • • d®b (:4491 Date; 9:14A14 j7 QEC (1 •:• •• • • • •• • • • • • •• •• • • Location Along Member gi) Stresses for ACI C -2 Combination 111.1 \1♦(♦[ EIIMI= ♦ III III 71111111=M1111111011111111=1 III I 1 11111 19 drI111111111111111111111111111111i1�" L 1111131111 111 111 ''.111' i♦- f♦f♦f♦f♦13hai11I '11 ,11111 =111111111E=Mih J 311 II 113611 ibM =l•M11(•11111•11111116- 1 11111 tit lei 1'411i� •: 1111 111 11111 == 111. ill 111111 1 1 1 : 1'# 11 I :11111 {1111 i1 I I. 11 11 I !1 '111'49 W � I 111111 ' 1 I L 1 1 111 1111! II 1.11111, .:111 ,.11 11113111 v1s 1111 (♦ 11111 11 1 11 111111111 HI 11 /1911 1 1 1 1 1 ;1 1!111'111 II 119 11 '111111 1311111 • 111 111 1 1111 • 1f<111 111111 Min n Member 7 1111111119i1111■1MIME■MIIIMMIMMINIIII■ 11 ?4 1.11f1116111116191 1•.11 fi11 liIIW1 11llllilvl1111 ;'111i18i1��=1111•EMMEM111 MIIIIMIIIIMIIIIIIMII• E S11 1II 11 J I II11111111.11111III1 ZE7=111=1111riltil 13 111 1 19 111111! 1i16110liii i mbmomom megummorm11 11111 11111(411 1111110111111111 •31!1111 ■MIIIII //1S 1 1 111111 1! 1119' 111i111' I'll "1141111'11 1111111 TMENi111111' 1 •11111tH 111111111111111111111111111111M1 1111111 I III711•1111 E.i/ 11311/11111 111 1111111 111991 ..'1tl119111I111111111111 \� � I3Zlul l 1111111 1 11 1 II 1 III 111111 1 111111 1 11111111 1 1 1r i7f11111 111111111' IIII 11111111 1III '11111 11E1 1 X1111 III 1 11 1 1111 1 11111 111111 11 11/1911 1 iV1 1111111111111111111 I I 1 11117 7i 11111111 111 &.1111 1 1 11113111 111 311911911 111011111111 11 111 191 I lI119QI;1 biimimimm (_u I h Ih a l; auii171(1 Imo /11+"1 X11111 111ii1 1111 1111 11011011 1 1 1 11 1111111 1J11A EIKII1111111111115111 111111 ! 111511 11111111111 III 11111 c fail 111 11111!1 1 1111 11111, hill 1 dl Mb111111M1111.11111N1111 1116111 I 1 111! ; 1!1JJ11■ QlMMIIL 1 611 1 111111 !1111111 111111 ' 1 jIMMI11111 011•1=61.111 111111 1111111 11 r1.111 1 11111111 r11111I11111 111/11/11 114= »I II 1 13 111111 11111 111 1 1 I.A ∎� )•� �i�,1 11 111 11111 ��1► 1 191101 IIIIIfi!!1 ru i17 ∎1■11=111 ILiJ1 1311 . i i�� 17 1"" #Ert_M.1�"t7ra ?113:1'7'I 7ilirMlil J i7 -.: 1 16 11 11111 1 1 .111 11111 111 /11Ia111Vlln1ullW MINIM∎■11=111111■1111111= `II 11111111111161911Pi M111117111111 3mi!1•11111MIIMINIM!• ∎■11 llilf 1 1 1 1 I I 11 i l i 11 ¶ r 1 l 1 ._■_i■■••..,1 1 ' MAMA !M 1 , r.f ZEIIM.11. !n11 31 1E111 1 1 111! 11111111 I iL&.1111111111 1911 1 11111 1 1111 1 1 1 11111 14 1111111111 kW'` 1 IIIIIII 111 11 111111' 1LI1111111 rfir1:1111 1 11 11111 1 111 1 1 9 Ell 11111' 1 11 1 111; II III11,101 1 11'111 111' 1 1 111111111E1 1 1111 ro mL11110 VI 91111111 111 11/111 :F III 1 11111 III HI 1111 HI IT 1 En3111.. 111111 IV 11 11911 113 I MEM,11 1 11 1 1' 1 Il 1 1 111111 111111 1 �� 'Ili II IIIIIII 1 Id 1 SbS7•11111111•1:11 111 II'll V• 1 illtEMI■■■Mill 1111 I i1FIN=111111111111111b•`101 1 1/11919111 111 111'i1 ∎∎ 1111 1111'111 111111■111111111 /1 111111 II 1111 II 11 111111111 1311 11'1 ∎ 1 1 1 1 1 911111 '1S 1 111 1111 111' 1 11 119 111111 7 111111 IIIIIII .1111 11111111.1 11 1 113 11 1 111 III 111 1%1111111 111 1111 1 11 I 111111117 11 1111111 11.1111.11 1 a 11111 11111 11111dl•I x- e 1IwlCI0111 f1111,Ap11 Mal I9q II 11111- 11 11111119 13 11111 11 111 111111 11 111 I I1111i11 111111 l ily 1111 1119 1E11111111111 1 111111111111 1111911'1 1 1111� 11161 E 1 111 1 1 1 ii1 1 11i�� 91111111 - -- Weary Deflection ( 111 Location Along Member (ft) Local y Deflection (in Location Along Member (ft) Stresses for Service Dead + Live Loads Stresses for Dead +Live+Short Term Loads 17 .17 .17 17 17 Country Dade School VisualAnalysis 5.10 Report Company: Donald Hodgetts, P.E. Unsaved Project Nodal Displacements Node Result Case Name DX DY RZ in in deg N1 Dead loads First Order 0.00 0.00 - 0.27292 N2 Dead loads First Order 0.16 -0.28 0.21229 N3 Dead loads First Order 0.16 0.00 0.26549 Nodal Reactions Engineer: Donald Hodgetts Node Result Case Name FX FY MZ R R K - ft N1 Dead loads First Order 0.00. 2.75 -NA- N3 Dead loads First Order -NA- 2.64 -NA- Member Internal Forces Member Result Case Name Offset Fx Vy Mz ft R K K - ft M1 Dead loads First Order 0.00 -1.35 2.39 0.00 M1 Dead loads First Order 2.64 -1.11 1.97 5.75 M1 Dead loads First Order 5.27 -0.87 1.55 10.39 !M1 Dead loads First Order 7.91 -0.64 1.13 13.91 M1 Dead loads First Order 10.55 -0.40 0.70 16.33 M1 Dead loads First Order 13.19 -0.16 0.28 17.63 M1 Dead loads First Order 15.82 0.08 -0.14 17.82 M1 Dead loads First Order 18.46 0.32 -0.56 16.89 M1 Dead loads First Order 21.10 0.56 -0.98 14.85 M1 Dead loads First Order 23.74 0.79 -1.41 11.71 M2 Dead loads First Order 0.00 0.00 -1.61 11.71 M2 Dead loads First Order 0.61 0.00 -1.73 10.69 M2 Dead loads First Order 1.22 0.00 -1.84 9.59 M2 Dead loads First Order 1.83 0.00 -1.96 8.43 M2 Dead loads First Order 2.44 0.00 -2.07 7.20 M2 Dead loads First Order 3.06 0.00 -2.19 5.90 M2 Dead loads First Order 3.67 0.00 -2.30 4.53 M2 Dead loads First Order 4.28 0.00 -2.41 3.09 M2 Dead loads First Order 4.89 0.00 -2.53 1.58 M2 Dead loads First Order 5.50 0.00 -2.64 0.00 -1 -Fri Dec 17 09:54:24 2004 • ••• • • • • • •• • • • •• •• •• • • • • •• • • ••• • • • • • • • ••• • • • • • • • • •• • • •• ••• •• • • • • • • • • • • •• • • • • • ••• • • • • • •• • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • Country Dade School VisualAnalysis 5.10 Report Company: Donald Hodgetts, P.E. Unsaved Project Nodal Displacements Node Result Case Name N1 Live loads First Order N2 Live loads First Order N3 Live loads First Order Nodal Reactions Node Result Case Name N1 Live loads First Order N3 Live loads First Order Member Internal Forces Member M1 M1 Mi `' M1 M1 M1 Mi M1 M1 M1 M2 M2 M2 • M2 M2 M2 M2 M2 M2 M2 Result Case Name Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads First First First First First First First First First First First First First First First First First First First First Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Engineer: Donald Hodgetts DX DY in in RZ deg 0.00 0.00 - 0.15505 0.09 -0.16 0.12165 0.09 0.00 0.15477 FX FY ME K K K - ft 0.00 1.53 -NA- -NA- 1.72 -NA- Offset ft 0.00 2.64 5.27 7.91 10.55 13.19 15.82 18.46 21.10 23.74 0.00 0.61 1.22 1.83 2.44 3.06 3.67 4.28 4.89 5.50 - 0.75 - 0.62 -0.49 - 0.36 -0.23 -0.10 0.03 0.16 0.29 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fx Vy Mz K K K - ft 1.33 1.10 0.87 0.64 0.41 0.18 - 0.05 - 0.28 -0.51 - 0.74 -0.84 - 0.94 -1.04 - 1.14 - 1.24 - 1.33 -1.43 - 1.53 - 1.63 - 1.72 0.00 3.21 5.81 7.81 9.20 9.98 10.16 9.74 8.70 7.07 7.07 6.52 5.91 5.25 4.52 3.74 2.89 1.99 1.02 0.00 -1 -Fri Dec 17 09:54:36 2004 • • ••• • •• • • • • • • • • • • • • • • • •. • • • • • • • • • • • ••• • •• • • • • • • • • •.• • •• • • • • • • • •. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .•. • • • •• • • • •• • •• •. •• • • • • • • • •• • • • • • ••• • • 11 Country Dade School VisualAnalysis 5.10 Report Company: Donald Hodgetts, P.E. Unsaved Project Design Group Results Design Load Cases Strength ID Number 1 2 3 4 5 6 7 Service ID Number 8 9 Engineer: Donald Hodgetts Load Case Name Dead loads First Order Live loads First Order 9.2.1a First Order 9.2.2a First Order 9.2.2b First Order 9.2.2c First Order 9.2.7d First Order Concrete Beam (ACI318 -02) Report: DG1 For Group Member Size - Rect1X1 - Size: Width = 12 in, Height = 12 in • •• • • • • • • ••• • • • • • •• •• • • • • • • • •• • • • • ••• • • • • • • • • ••• • • • • • • • • • • •• • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • •• ••• •• • • • • • • • •• • • • • • ••• •• F'c = 3000 psi, Fy = 60000 psi, Tie Fy = 60000 psi, Top Cover = 1.500 in, Bottom Cover = 1.500 in Reinforcing Steel Details: TL Bars: TC Bars: 2 - #5 TR Bars: B Bars: BC Bars: 3 - #6 Stirrups are #3's and have 2 legs. Stirrup S pacings are: 3 @3 in, 2 @6 in, 1 @24 in, 37 @3 in Member Dist. -Mu Reqd -Mu Prov -Rho/ -Rho/ +Mu Reqd +Mu Prov +Rho/ +Rho/ ID Fr. St. lb -in lb-in Max RhoMin lb -in lb -in Max RhoMin ft M1 0 0 308172 0.340 1.580 33089.1 602735 0.729 3.385 M1 0.47 0 308172 0.340 1.580 33089.1 602735 0.729 3.385 M1 0.95 0 308172 0.340 1.580 61930 602735 0.729 3.385 M1 1.42 0 308172 0.340 1.580 91385.7 602735 0.729 3.385 M1 1.90 0 308172 0.340 1.580 119835 602735 0.729 3.385 M1 2.37 0 308172 0.340 1.580 147279 602735 0.729 3.385 M1 2.85 0 308172 0.340 1.580 173716 602735 0.729 3.385 M1 3.32 0 308172 0.340 1.580 199147 602735 0.729 3.385 M1 3.80 0 308172 0.340 1.580 223572 602735 0.729 3.385 M1 4.27 0 308172 0.340 1.580 246991 602735 0.729 3.385 M1 4.75 0 308172 0.340 1.580 269403 602735 0.729 3.385 M1 5.22 0 308172 0.340 1.580 290810 602735 0.729 3.385 M1 5.70 0 308172 0.340 1.580 311210 602735 0.729 3.385 M1 6.17 0 308172 0.340 1.580 330604 602735 0.729 3.385 M1 6.65 0 308172 0.340 1.580 348992 602735 0.729 3.385 M1 7.12 0 308172 0.340 1.580 366374 602735 0.729 3.385 M1 7.60 0 308172 0.340 1.580 382749 602735 0.729 3.385 M1 8.07 0 308172 0.340 1.580 398119 602735 0.729 3.385 M1 8.55 0 308172 0.340 1.580 412482 602735 0.729 3.385 M1 9.02 0 308172 0.340 1.580 425839 602735 0.729 3.385 M1 9.49 0 308172 0.340 1.580 438190 602735 0.729 3.385 Mi 9.97 0 308172 0.340 1.580 449534 602735 0.729 3.385 M1 10.4 0 308172 0.340 1.580 459873 602735 0.729 3.385 M1 10.9 0 308172 0.340 1.580 469205 602735 0.729 3.385 M1 11.4 0 308172 0.340 1.580 477532 602735 0.729 3.385 M1 11.9 0 308172 0.340 1.580 484852 602735 0.729 3.385 M1 12.3 0 308172 0.340 1.580 491166 602735 0.729 3.385 M1 12.8 0 308172 0.340 1.580 496473 602735 0.729 3.385 M1 13.3 0 308172 0.340 1.580 500775 602735 0.729 3.385 M1 13.8 0 308172 0.340 1.580 504070 602735 0.729 3.385 M1 14.2 0 308172 0.340 1.580 506359 602735 0.729 3.385 M1 14.7 0 308172 0.340 1.580 507642 602735 0.729 3.385 -1 -Fri Dec 17 09:56:04 2004 112 • • M1 15.2 0 M1 15.7 0 M1 16.1 0 M1 16.6 0 M1 17.1 0 M1 17.6 0 M1 18.0 0 Mi 18.5 0 M1 19.0 0 M1 19.5 0 M1 19.9 0 M1 20.4 0 M1 20.9 0 M1 21.4 0 M1 21.8 0 M1 22.3 0 M1 22.8 0 M1 23.3 0 M1 23.7 0 M2 0 0 M2 0.11 0 M2 0.22 0 M2 0.33 0 M2 0.44 0 M2 0.55 0 M2 0.66 0 M2 0.77 0 M2 0.88 0 M2 0.99 0 M2 1.10 0 M2 1.21 0 M2 1.32 0 M2 1.43 0 M2 1.54 0 M2 1.65 0 M2 1.76 0 M2 1.87 0 M2 1.98 0 M2 2.09 0 M2 2.20 0 M2 2.31 0 M2 2.42 0 M2 2.53 0 M2 2.64 0 M2 2.75 0 M2 2.86 0 M2 2.97 0 M2 3.08 0 M2 3.19 0 M2 3.30 0 M2 3.41 0 M2 3.52 0 M2 3.63 0 M2 3.74 0 M2 3.85 0 M2 3.96 0 M2 4.07 0 M2 4.18 0 M2 4.29 0 M2 4.40 0 M2 4.51 0 M2 4.62 0 M2 4.73 0 M2 4.84 0 M2 4.95 0 M2 5.06 0 M2 5.17 0 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 308172 0.340 1.580 -2 -Fri Dec 17 09:56:04 2004 • • • • • • • •• •• •• • • • •• .• • • • • • • • • • • • • • • • • • • • • ••• • • • 507919 602735: 0.20:• 3:3$5x' ' • • ••• 507190 602735 0.729 3.385 505455 602735 0.729 3.385 502713 60270 .; 29 • '3.3�&J 4 ,• • �•• 498965 6027'5' 0'.729 •3.3+965 • • V7294,413.305 • •• 494211 6027'3.5' o o 48451 602735 0.729 3.35 ' ' 481685 602735 0.729 3.385 473912 602735.6040W 0.3$5 •,, •• 465134 602731• 0 :119: 3 -3 :41 ' 455349 602735 :0:719: 1.1n • • 444558 60273!8' 0!729 •3.988 04P• •• 432761 602735 0.729 3.385 419958 602735 0.729 3.385 406148 602735 0.729 3.385 391333 602735 0.729 3.385 375511 602735 0.729 3.385 359578 602735 0.729 3.385 359578 602735 0.729 3.385 317860 317860 317860 317860 317860 315483 310178 304795 299334 293796 288180 282487 276717 270869 264943 258940 252859 246701 240465 234152 227761 221293 214748 208124 201424 194645 187790 180857 173846 166758 159592 152349 145028 137629 130154 122600 114970 107261 99475.4 91612.1 83671.3 75653 67557.1 59384 51133 42804 38984 38984 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 602735 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 0.729 3.385 113 • .•. • • • ••• . .• •. • • • •• . • • • • • • • • • . • • • • • ••• • • • M2 5.28 0 308172 0.340 1.580 38984 602735: 0.V2.9:,3 • ••• M2 5.39 0 308172 0.340 1.580 38984 602735 0.729 3.385 M2 5.50 0 308172 0.340 1.580 38984 • • • • •• • • • • • • • 602735 0 .729 3.385 • • • • ••• • •• • • • • • •• • • • • •• Member Dist. Vu Reqd Tu Reqd Spa. Spa. Phi Vc Al • • 11. • • • • • ID Fr. St. lb l -in Reqd Prov lb Prov •Reqd' • • ID ft in in in ^2 in ^2 M1 0 5122 0 4.875 3 9613 1.240 •• • • •• ••• •• M1 0.47 5122 0 4.875 3 9613 1.240 •. 0 • M1 0.95 5122 0 4.875 3 9613 1.240 0 • • • •• M1 1.42 5082 0 4.875 3 9613 1.240 •• 0' • • • • ••• ••• M1 1.90 4906 0 4.875 6 9613 1.240 0 M1 2.37 4729 0 24 6 9613 1.240 0 M1 2.85 4552 0 24 24 9613 1.240 0 M1 3.32 4376 0 24 24 9613 1.240 0 M1 3.80 4199 0 24 24 9613 1.240 0 M1 4.27 4023 0 24 24 9613 1.240 0 M1 4.75 3846 0 24 3 9613 1.240 0 M1 5.22 3669 0 24 3 9613 1.240 0 Mi 5.70 3493 0 24 3 9613 1.240 0 M1 6.17 3316 0 24 3 9613 1.240 0 M1 6.65 3139 0 24 3 9613 1.240 0 M1 7.12 2963 0 24 3 9613 1.240 0 M1 7.60 2786 0 24 3 9613 1.232 0 M1 8.07 2610 0 24 3 9613 1.170 0 M1 8.55 2433 0 24 3 9613 1.112 0 M1 9.02 2256 0 24 3 9613 1.058 0 M1 9.49 2080 0 24 3 9613 1.008 0 M1 9.97 1903 0 24 3 9613 0.961 0 M1 10.4 1726 0 24 3 9613 0.919 0 M1 10.9 1550 0 24 3 9613 0.880 0 M1 11.4 1373 0 24 3 9613 0.846 0 M1 11.9 1197 0 24 3 9613 0.815 0 M1 12.3 1020 0 24 3 9613 0.788 0 M1 12.8 843.4 0 24 3 9613 0.766 0 M1 13.3 666.8 0 24 3 9613 0.748 0 M1 13.8 490.1 0 24 3 9613 0.734 0 M1 14.2 313.5 0 24 3 9613 0.724 0 M1 14.7 136.9 0 24 3 9613 0.719 0 M1 15.2 53.90 0 24 3 9613 0.718 0 M1 15.7 216.3 0 24 3 9613 0.721 0 M1 16.1 392.9 0 24 3 9613 0.728 0 M1 16.6 569.6 0 24 3 9613 0.740 0 M1 17.1 746.2 0 24 3 9613 0.756 0 M1 17.6 922.8 0 24 3 9613 0.776 0 M1 18.0 1099 0 24 3 9613 0.800 0 M1 18.5 1276 0 24 3 9613 0.828 0 M1 19.0 1453 0 24 3 9613 0.861 0 M1 19.5 1629 0 24 3 9613 0.897 0 M1 19.9 1806 0 24 3 9613 0.938 0 M1 20.4 1983 0 24 3 9613 0.982 0 M1 20.9 2159 0 24 3 9613 1.030 0 M1 21.4 2336 0 24 3 9613 1.082 0 M1 21.8 2512 0 24 3 9613 1.138 0 M1 22.3 2689 0 24 3 9613 1.197 0 M1 22.8 2729 0 24 3 9613 1.240 0 M1 23.3 2729 0 24 3 9613 1.240 0 M1 23.7 2729 0 24 3 9613 1.240 0 Tie Spacing is Inadequate for Shear and Torsion M2 0 4400 0 24 3 9613 1.240 0 M2 0.11 4400 0 24 3 9613 1.240 0 M2 0.22 4400 0 24 3 9613 1.240 0 M2 0.33 4400 0 24 3 9613 1.240 0 M2 0.44 4400 0 24 3 9613 1.240 0 M2 0.55 4400 0 24 3 9613 1.240 0 M2 0.66 4400 0 24 3 9613 1.240 0 -3 -Fri Dec 17 09:56:04 2004 1�4 • • 4100 • • • 4141. 4141 4141 • . • • . • • • • • • • • • • • . • • • • 41..• • • M2 0.77 4400 0 24 3 9613 1.240 0 •.• • • • • • 41, M2 0.88 4400 0 24 3 9613 1.240 0 M2 0.99 4400 0 24 3 9613 1.240 0 M2 1.10 4400 0 24 3 9613 1.240 • 0. • ••• • •• M2 1.21 4400 0 24 3 9613 1.240 • • GL� • �. ,• • • , ,• M2 1.32 4401.04 0 24 3 9613 1.240 . . .0. , M2 1.43 4460 0 24 3 9613 1.240 .' • • • • M2 1.54 4518 0 24 6 9613 1.240 0 M2 1.65 4577 0 24 6 9613 1.240 • 0 • • ID. ••• die M2 1.76 4636 0 24 6 9613 1.240 0 . 0 • M2 1.87 4695 0 24 6 9613 1.240 0 . •• • M2 1.98 4753 0 24 6 9613 1.240 •• 00 • • • . • ,,, •' M2 2.09 4812 0 4.875 6 9613 1.240 0 M2 2.20 4871 0 4.875 6 9613 1.240 0 M2 2.31 4930 0 4.875 6 9613 1.240 0 M2 2.42 4988 0 4.875 6 9613 1.240 0 M2 2.53 5047 0 4.875 24 9613 1.240 0 M2 2.64 5106 0 4.875 24 9613 1.240 0 M2 2.75 5164 0 4.875 24 9613 1.240 0 M2 2.86 5223 0 4.875 24 9613 1.240 0 M2 2.97 5282 0 4.875 24 9613 1.240 0 M2 3.08 5341 0 4.875 24 9613 1.240 0 M2 3.19 5399 0 4.875 24 9613 1.240 0 M2 3.30 5458 0 4.875 24 9613 1.240 0 M2 3.41 5517 0 4.875 24 9613 1.240 0 M2 3.52 5575 0 4.875 24 9613 1.240 0 M2 3.63 5634 0 4.875 24 9613 1.240 0 M2 3.74 5693 0 4.875 24 9613 1.240 0 M2 3.85 5752 0 4.875 24 9613 1.240 0 M2 3.96 5810 0 4.875 24 9613 1.240 0 M2 4.07 5869 0 4.875 24 9613 1.240 0 M2 4.18 5928 0 4.875 24 9613 1.240 0 M2 4.29 5929 0 4.875 24 9613 1.240 0 M2 4.40 5929 0 4.875 24 9613 1.240 0 M2 4.51 5929 0 4.875 24 9613 1.240 0 M2 4.62 5929 0 4.875 24 9613 1.240 0 M2 4.73 5929 0 4.875 24 9613 1.240 0 M2 4.84 5929 0 4.875 24 9613 1.240 0 M2 4.95 5929 0 4.875 24 9613 1.240 0 M2 5.06 5929 0 4.875 24 9613 1.240 0 M2 5.17 5929 0 4.875 24. 9613 1.240 0 M2 5.28 5929 0 4.875 24 9613 1.240 0 M2 5.39 5929 0 4.875 24 9613 1.240 0 M2 5.50 5929 0 4.875 24 9613 1.240 0 Tie Spacing is Inadequate for Shear and Torsion Member Location Of Depth To Num. Of ID Section Steel Layers ft 2 Left - Moment 0.82 1 2 Center - Moment 0.82 1 2 Right - Moment 0.82 1 2 Positive Moment 0.81 1 -4 -Fri Dec 17 09:56:04 2004 05 DONALD HODGE 1 1 S, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: MCDS SCOPE: NUMBER: cy. ( DSNGR: 1)G14 • • ••• . • • • •• • • • •• • • • ••• • • • •s• • • • • • • • ••• • • • • • PAGE: If g • • •• • • • • ••. • •• • • •• ' ; •• • • • •• •••• • ••• • • ••• • • • • • •• • • DATE: • •• ••• .. ■ aaimaamaamaiaaa ■i iiiaa a ■ /m■#um maim amm # i■■ aammA s o Dw7 fi l a/ at'at ua •uiuuuu s au•ammam a rass� mmammanrmanamaaafmann ■ ■ ■ ■ ■ namaa maa# ■ mam # / anam aaanamsams L + a land # nuusus■■s•su■o■n• ■rash■ ■aa• Samna /a•nmaaanna•auma•n•s ■amas ■ ■a mammas! an ammissamaamaaana ■• ■ #ii■■■■■■ ■ ■ ■ ■■ //■■ /# ■■i ■■■ ■ ■ / /r ■■t ■ismam ■i ■ ■!■■■i i ■w■ ■mi # amana ■■s■ ■M# ■H■ ■#■ a ra asuuurmin•a maamomaraannamamaam a mnni .' • a•a: �mss ia %i uu u• R ii ■_ � ■i ■uii■#uit■ /Sims # ■•r■ ■ ■■/■■/■ ■ ■ /■ ■ ■■aissaa /■ ■mail ■t■ ■ � sa ■ / ■ ■ /# / ■a' ■ ■ ■itti i ■i.■ ■ ■ ■ /i ■ #i ■ii .. ■ R..%7i�11� il� #��r i % %��Nr� iE � SIUM ■ �■i . i%1111■w1il10 ■ amnia• asirimmars i•aaat■ums••a ■■•n ■a■t••asiIa■aa a snna■aoaomar a• ■t ■.a C •fi� # #ii ■ ■ ■a ■ ■ ■ ■ ■ ■a # # ■ ■ ■i / ■ #a ■i �l�� Samar i ■r■ mum ■ i aa#ama■■ paaanwm aamna suamam ■a ■■ mri mania iiimm mamma■mi :1 ' Cam ■iai ■ ■ ■aa # # ■ ■a■ ■ua■ ■mama ■t■a ■ ■ ■#a ■ y i■ II u i■aI ssia•■auasuan •i•mmami•mmaaarmmrrr•ranms a is mr••ana•ar' s ■ Iii ■:ana•uaamu ■m u a #a■raansruai ifa s ■ a■ ■ ■ ■■ / ■ ■ ■ ■■■aamaasam■eir.+,lmra■ #Rani■■#■/■ ■a`i1da1 ■# : ■amaa■ a ■i /a■ m ■ ■i■ama #aria.■ ■ u■■■n an■ usi■■■■ •�mta#■ ■a ■maati ■ # ■ # ii ■ ■# ■ ■a ■a ■R I�ii#in1■aam� fiM /i maim ■a■ ■/ m f aa■■aatta#A usan■aannars■ ■Mann ■taR ■ ■ ■ #a ■ ■ ■aO ■i ■Marin ■■V ■ ■ ■ #a /■ ■ /■ a■ / Mam a ■aa ■ ammaa /r as ■a • ■sans ■u■r■ia••aa■ a ar /a mmaa ■a■ •■t■a■u ■u• a■•sa ■a ■ ■tAfi ■■/ ■ #i ■■ Ma i m M * /MUNI ■■a a � � rr m r r ■ *.� - ■#■•aaara ■ a ub n aa a• mr an aaa s aaa a aaa a■ ■ •a rum•• mums •r m■ �a��ammonsiraa ■ ■ aa a mm m ammi ■ aur a ## ■ ■a■a ■!am Mama■■ ii aaa. as ■a •imam m n %• nalaai # har m < i i N ■■ara■man ■ as ■ ■ ■ ■ ■ = '.! ■uRlsr� '` � m ■ma■ ■•na ■uas■nsun ■a Lr mrm.mi ■aaa ■aunt a aa•ta aaouu noni ■a■ ■air ■t ■■ ■■ ■malaria ■ #aa ■a■atiisnom //N ■manna ■a■# ■ ■ninon. m i■ u aa ■en ■an ■■n ■ ■a■s■a ■aar■u ■■•■■• ■ ■■ a •a ■•a■nao ■iii■ i u at■m•sa■• u•t ■i ■' ■ t■ as mar ■ re a ■ ■ ■a■ ■ a■ ■aa ■•a/■aa ■a•#aaaaaa■■ #a ■mama■ ■at ■a /#a ■ia■ ■a ma a a am m a #ii a aiss %am ■a ■a/ a a' ■ nonnini■ ■ lama ■maasa aim ■am ■mama ■ ■ita■a ■ ■ ■ ■■maaa■mat ■a y� oa•maaa ■a tai ■■■aammussaw Ism ■■■ min# anaammat ■amai ■a ■■■#a/s■■ama # ■aa Mina m■a ■asa mmummLn na aa■ima1E��[ aroma irscsi! ■Lmis•akmomCYinissam ■■imm ■a ■maimma ■# ■■tram / # /m# . a # # ■a ■data■ i arman i a m ■ a#a■m *i oma asaa ■■ amsia� /t #it #a sattaa# •■■aas•s•■lir■a■aaas#■ •■ aaa #■ ■aaa ■ ■■■ ■aim ■annum# muric•mar "r imPrammsassm ■o•o ■r ■u■•/ avi ■• /n •a ■aaa• • mama as m ma o ■ ia ana a•aa a a ■ a■ aa■■ a■ m■ a■/ Ma�Iara/ i■■■ i/ m■ ■ ■ ■ ■R ■ / ■aa�immKmiliiaaM� ■ ■a ■ ■ma a a i■ ■a ■a ■■ ■■ / ■■ #■ ■al `s!:! ! ■ ■ ■arrau - c acti ACoamamaasamal to Rs i #mania■ mamaaammaa•mi•• mar• •umramaaarnaias•a•ass;•asamn m in amanumoo" • a amaanan a■ m, mm•a•namrioa ■a miatalana■ns■taankAmma •a raa•nanmasimmmiaaaasaiammaaa ■ma a ' maaama •am �'■.:',!� ■ ■ ■s/Tr n•Suaim•ia•arn•au u•m•mana•rmaaaannaaariiva•asns a oo■ ■ #a■■a/a■aaa /■ #■a■ aaa ■ taa ■a ■tam nmtta ma ■i saaamm to ■am ■ /a ■i l'm"a ■Mai■ il!!wf am •a #a ■mama ■asuaaamaa■■ ■ ■� a■ t•• ana■■m ■ ■mannasm■nua ■ ■r ■■ act/ ■aa■t # #ta■aa ■aiaai ■1miniA ■ ■ ■n/ /i■ mamma /■a /4a anti ■ ■■aarania■ au nt• RED_' •a s ■iitur!on■aramsniau■■ ■■•a■nGLtia :14.11 is s r�- iabrqu ' ►_' nmaaaaaa • ass■ mamas ■■awaamRailaammi a■a ■■■as #a ■a/ /mammon anamn titmamamams ■ ■maaai ■o . ■ a: aaaaraaaa • naiu■aa■a■•■I►.vota 7 r7a■maii ■i■■••a•atCa ± >S� hive =ci' wi■iass �i ux71''�'ia moan■ ■at■na■ nssa ■anataa ■ ■a ■a■■ man rams taa■aimaa■o■a /slur urna•t!/■ Mao ■s■su nno ' �uanr•rm•iaans nni■povnr•■••anna■ rasa ■r■m•at■nuossa•a•na•uour ■na•n■ ■m sa■• �_ m anmmal ::,i!'_�■!!`2R uraaanrssaa■m ■ ■ ■anan ■■ ■ram ■a ass n as ammaa #ani ■# a a■ /stn■n■nnnttna■a■■asa ■ #so nn n #sa ano ■■ nannennn nnaonnunnu • a: naa ai. Saneuuirm n aaam • ••••r•••• mama _ #m�t ar %u� a • aain•moaaraa ■na ■ ■ ■ounc..Im •■a %�I mm4∎ :1rma ■on■ ua said ■raaLlia 1fassamai uma •a mamma nonce a #aaaanmisasn• ■a i•asu ■■■rs ■•sas ona■■■aa s■ /ns ■ #a ■r■i ■ mwmaai ass nut. saga ■manna #a■amaa#■sm• sus ma•aurrm•mm anum:a sn annanm•on aamaamo oasanaman•ruoaa= an ama s aa a s s ■ maai••s•n immamarialam is am/: ra sa• mamaanaa mmamarnammals a• a mam aa a / s nsns■ ■a ■■rinses •••sma sio . -uu aiA , q• ' I r' ua`_ IS t:■ ■i tzmssi■ ■mama ■■ur a isssiaai • sa nu ■ ■utnsm■u a a tna llil�s■aa ass ■# / ■aa•s ■assn ■• a■ manna ■■a ■■mn• ■ ■anu■a /s■7naamns m in ri na ■ass s iu n■i■■ a /axis ■■suaa ■n•■u ■sunnnurn !' d im• ■ru ■niumno\ ■tm # ■ la /i ■ s a nas#a••aasisa a■# ■oasai #■s s /s■u• saSmilmrassaammanuam:u maammanammummomar il/act: • s;S in ; s■o ■ass #sa;nr soma s• ■t■ ■run ■ ■a ■ma /imam ■arm ■ ■i• uits ■a ■raa•st ■sa aria our ■n oa •oMSaaus ■i# #act■ ■nam ■■ ■aaaa■■•tmar ■Mona stamina ■•a namma•ri ' . ' ■ sna•aa s■ r• •m ni lnra %aaaa an n o■o ninnaannas s • ■•ssa ■• rata■ ■act ■ ■a■ sots■ toast■■ /ati area ■aroaai■■na■• ■r■eninum■m■n s■t aa•ni•• rr■a ■i a• s ae sin ino ass ■ #aaa•nu■••■■ ■■■a ■i■ ass ■■a■•sataaa ■t•■ mostaamaa a�nt sass ■aaaaaa■ isisa •mom •a ■manna■ ■aA ■ ■ ■aa■aa■saia•a�a s■na■•ana•ut■ ■ ■uuammaaismrata ■ sm ■ ia oso #s# Ca nonnnassaaminif u rm mai N •a•r•rarnn'nuai nraa a•" a Ons n m •nno n a� nun u ssms m 'nu ■s as ■■manman••a once ■sssaam•st•■ooaaa•i #uisaa #t a ns■ a •i ce o m ■xiita•a■■nmin ■ airs / ■ ■■anaa■m om a■ ■susom ■■a■ ■amaaaanuaama o no a namm u maa um ma msassa saa•ios■oa• ■taa umm a usa■ ■mina■ soma•■ ■•a■a•anma ■ ■■as■ ■a ■aa#o#t■a ■ #s• ■ ■ ■as■■a■ • ■m ■ at#•sm■a#aaus■a■•oima uusa ■a ■a ■•a■sasi■oo #■aaaas •■ ■manna onsa•a• m/a■ ■ ■ arm ■asasa ■mammas•• ■sasia■us■ ■samo■•s ■ #R# min ■a■osamasamsssa ■aotaa ■s ■act am mmo _samanaasauna i •ass •• samii is ai •m•i ro t ' rm ■ ■ •i ■ • a m is s •R s ni•::nso : m a• s %::nmman:unnnnno■i• a ■ ■aaa a mmilm: s alli mulls innim:m Onamma n •a s ■innonna■ are■ ■ ■■ ■ir■tn ■nn■ ■ ■ ■ ■ ■ # #t ■iau•anOn■• ■n ■ a••a #snn•ann nnnnOn• ■s a ant a# nunno ••Rnourrnnaniinns nunnnonnionnr:••r•m: Sh nn ns a ' aaam■ m•muaaaamn•rum■ 'msaas■ a a ■ ia a �maanammi srnmmm r ' • a ' ma a a■ a m aa r amam alm siat is mm ■ ■ ta ■• a■■na■aaiass•a a• m ta#s■# amat■ ■his ■anu/ i s ■s ama• at■t a ■a ■asuso■a■is■i■iaanauu ■ ■a■ ■tt HUUa sn ■a11i mommnuu■ ■•■n•as ntia■ #tar •Swaimunnunum nanuMUmnaanaaaar ■■ # aam■n mua•ia ■ naanaUnna■aa ansa a aaaa aaa■a • n ■ #aaaoo #r ..n■ mss ■ituo a #aau.auN■t■ao _ amantata# ums■ ■n# #s■ of /uom nuu uoa t Smaan•■u�a■nu■■um um nsu■■ a n••asmn ■•r■ ■■snta•ma■m ■ ■ � s s a#•aaasm•i■ n nam aoomaat o•a ■■aa■■n a neni■■iso n ■ •o•imni #a ■tart •a UONOW ■■ ■ onUioO a na # s■ s w•a■a /as saai aaniaamma•armm■ ■ a ■u a• mamms ■amain ■a aaamm Mann 000a a■ • m ma taa■ ■ it •aama ■ ■a•ai ■ m m in �� •a � ■� am ■a ■s ■ ■a ni�i at■i/saaman■star ■■■• ■s •sra■•nnt■• na•isi•■ �in . ■maamma■ nsins• ■a mama #mat ■ ■ntaaar•■a■si s■ s #/■ ■ sosra #a ■as ■ a mans■ra■sa nu m aa■■■■a■■eta ■ ■o ■as■a• ■a■ oat #amao■a•a■•=a■•mnataa ■asaammumnann a o• ■a #ice ■n a mom � o #■aamme •im• a ammm a ■ aaasamaan a i ii n a•as otam at o at aimntis ma ma f li a a al l aa m a • •• u • :mar • • ama u • • uM• UUUU am aa u i s um a mt a s Oninin Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580000 User. KW- 0600621. Ver5.8.0, 1-Des-2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Concrete Beam Description [General Information Fy f'c [Concrete Member Information Loads Results Beam OK Beam OK Reactions & Deflections Description Span Beam Width Beam Depth End Fixity Reinforcing Using Live Load This Span ?? Dead Load Live Load Dead Load Live Load Start End DL @ Left DL @ Right LL @ Left LL @ Right Start End Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn *Phi Max @ Right End Mn * Phi Shear @ Left Shear @ Right DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective ft in in Center Bar Depth Area Left Area Bar Depth Right Area Bar Depth North Side Stair 60,000.0 psi 3,000.0 psi k/ft k/ft k/ft k/ft ft ft k/ft k/ft k/ft k/ft ft ft k -ft ft k -ft k -ft k -ft k -ft k -ft k k k k k k k k in ft in4 16.67 12.00 7.50 Pin -Pin 0.621n2 5.50in 0.62in2 2.00in Yes 0.180 0.200 0.000 4.000 0.153 0.153 0.100 0.100 4.000 16.670 11.36 7.11 13.65 0.00 0.00 -6.21 13.65 Bending OK 3.56 3.67 2 6.33 12.00 7.50 Pln -Free 0.62in2 5.00in 0.62in2 2.00in Yes 0.100 0.100 0.000 0.000 0.000 0.000 0.00 0.00 12.25 -6.21 13.65 0.00 0.00 Bending OK 1.96 0.00 1.25 2.04 1.07 1.63 2.32 3.68 2.04 0.00 1.63 0.00 3.68 0.00 -0.769 0.643. 7.89 6.3a 145.83 383.80 • ..•. •• • • • • ••• Title : Miami Country Dade • • : • •. X4-9,1 Dsgnr. DWH • DBte.1O42411,;18 DFC Description : Scope : • • • • • •• • ...• • • - • • • • • • • • • • • • ••• • • • • • • 04-991.ec Calcu • • • • • •• • •• . . • !•• ••• •• • . • •.•••••• • • • Code Ref: ACI 318 - 02,1897 NBC 2903 I$C; 2QQ %NfP 5000 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 111 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580000 User. KW- 0600621, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Concrete Beam Description Shear Stirrups North Side Stair Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2 *L in Not Req'd Not Req'd Spacing @ .4 *L in Not Req'd Not Req'd Spacing @ .6 *L in Not Req'd Not Req'd Spacing @ .8 *L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd • • • • • ••••• • • • • • • ; • • Title : Miami Country Dade ; • • • : Sod Dsgnr. DWH • Date:i1,0 :0241Vi: 18 DEC 4 Description : Scope : • • • • • •• • .• • •• • • • • • • • • • • • . • • • • • • • • • • 04-991.ec!:Calwl6tions •• • • • • . . • : • • • OOOOO • • • • • • • ••• • 1 11 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: {S SCOPE: NUMBER: 0t1 DSNGR: T%,r • • • • ••• • •• • • •• • •• • • • ; • • •• • • • •• •••• • • • • • • . • • •' • • • ••• . •• • •• • • • •• •• ••• • • • • • • • • • ••• • • • • • • • • • ••• • • • • • PAGE: 119 • • • DATE: • • • • •• •• ■ • •• M ■ DONALD HODGETTS, P. E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMi, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: b$ SCOPE: NUMBER: (4ge)1 DSNGR: "X:100 • • • • •• • • • • • • • • • • ••• • • • • • • • • • • •• • PAGE: iZp • ••• • • _ • • •• • • .• • • • • • • • • • • • •• • • • •• ••• •.• • • • • • • • - -• • • • •- .•• • • • • • • DATE: •• ••• • • .. i />,n��;� /�■�r ��t / �t■ tAtt#/ �1!!!!!#■ / /nllMrt*IMris� #c�r3ly,t��at>t in • /i'►3.1 —. aInsuaanukalairim 1. - zikz ;.'.hi7 # m!! /!!lat nsamt iii#i.■i�tammur!1 /! I u %imimum iMMiiiummuMUMMUau u nit ini / IR 7 # mum / # / /! / /esumuummumw•■sum• /■mi!!um m■M#■ #tMum amid tM/! al lt■! ! ■ ■it# / #! /ut /i/!■tt!!!t #■Mml!/ t /! !!t ■ #■1 r '' i: �R/■#■!!! t/#!# MM OMMOMM OMMO■/! t!■/ lOt!#t /A!■ / PO ##/!#/!//i /tMMOMMO M MM M soul lMl /ltiuumuus uMmi lm■uumuum /■ ■t#! /■i # # # #il / / /!!■ ■ ■tut / /!1 iY #/ttl /!■Ri /! /t /flit## i■!!//// t#!! t!■/■ / /■!t # /■l / / /■t■■MMEMOM! # # ■t! /! / ■i /! /t ///!!! tai! # / MUMS !Mm■usmlutu■ unam /!■!!Mil t! / / #1 /lmmoslil iii!! /!t■#t!l!t!#/ /l!!/tl!!#ilt /t ll/l■/# !!!mt ummiumuuum is Miumuummummumu nsuu um mumuunummesuuummaumunumumummt ll mu ummusunsumumuum # ••a/ ■ su ■ tutu ■a•i.ummummi muummuuuu Gut #iliuummumuit /tuit!ls.m•Muuu SUM mmmllU UM M• ss Muuu uuuuau muui umuuuMMMicuu. umu mmuuii t . umc. muu.MMiiuui u.u. umuuau ... M ui M/sm#ttmm/m.� l. tMsl Mmm.! 9Mttt■ tummmuumuuummu lm■u...MMMu.mt■Mmuumii .t lauuull.// /tt RM U l ##!■ Mt ti■• m■ tau uMt/ uuuttc= AMMMO■ MOMMOMitut /■■MOMMIMMMOMMOMUU /■!M! MOMM ullutl■iltu ! M MMMMUl mss/ mi# MMMMMM UMMMM* MOMM OMMOM MMMMMUMMM! ut■■ i. M!■■ ml sMOMMUMMMMOM ■MMMOMMMMMMM`OMMMM utt# MOW IMtmmunumt/umummmumna � uumumummum mitt / ■MMt■u■ummulll■t/ arnaMUU lmtitlmmummu mummumuummu / ■ ■MMUmummTmu tit\ /m■ /mmuuumuu■■mmom mum.■! MM■l a !■suim.tuususum / /.ui alM m MMMM:Mmmu iiuumumusuu m iuu t. iuMiuummu mumummmummu uumumumuuiiu 'MMumuuMMiuumisuusU ' •MM.■ #uttiumuim/i /milt!! mitt/ m■lllitm #■uuumuuummitu■MM■MM!!M i /m■■MR #lull■ #1 #lMim /mumlluuumi mlmu ■ /MM•l tutu /MmtM#uumummmiitmutm #mmu suit tutu /ummumu mt■mu■tilt■iiitmpsumanamemmu al mmM MiMMSOMMOM MiuiM MMUMMOM %UMiMOMOMMMO»ONSM» MO /M m MEMMMMUMMOOMMOMMWMMMMOMEMICAMOMMOMMIOUMMOOMMOMMEMMONWXPOMNOMMOMMIMM .mi.M.s 1 !�1 ii: Kira Y '4 / /mM 1111LI fit;= +Y` � m■)R1 #Mlf'i matt aima mliniim Mmtimmt mum ssmt umm /!ounu mumumm uruumm■M■mmmutmimmluuli�r s ir!%u nut: w rvvim.0 .multi•. / /M/ M..SU ['mf Cv;li��f. IIU4 `� �]lumummMt■M1mam /4•s7ML7i [altUMM UMMOMOM■Mllmtrlll[h71�tilt! W4MMt • i!! t/ u. Ii u,. uumu mma. uMtt. mus ■.su!'i.m�■■■. .... ■..sauussuipuum.■..m uumm. m numm.sit■mssum■ m m�Ifummun m m■ umumml■ i■ #. •s MS f~ :earA nF t I •.uu uuu % i ; MiNunnumummuumuiamuu mmumuuwantuu uuiumummum uu suumu m MsuMMiMM: u ii 1" muua ..Mmt■MMhMUMMEM •!•u M,M MMMMirtmu>•!#..M m #►!t/i�1mMMIIMMUMMOMM# MMMUMSM.MMUM EMMOMMMMMlMS# /M M . MM /m• M Miiui .M.MMummun na mmin'. " :M a: um un um u mm nsuom uu u nu mu utmiu/ i.M • n MEMMlMMM M. u■.. P" Rmmtu MMMEMMiMMIMUMMmm■mmmiim•mmMMO un ammuu iuuiiuguusuusnum m ��i inummMIM M i uir. MM i u�� iuui� uu..ua uu ■ gui lM mum. Iti!M'�i!'"irllM OIPT...m1u■: mil- 3iL- i. ;iS,. r"�tllllm /mmiim.smmm #.t i m siammuumumummu ummuuuuu uMMM murlumummumu umuummumumui� umumuuummtunu /tu...tMtmis ,, MNONi//'IRmllM: � r.r.P►,YiWAtF tMICA►]1Kgs3:: a MMMimYImMMStMmuM #■.mml..mmms.tm ! mt # /umtut.m.um ailwouutummummummumtmm'Jl`alau ssaia.umi..un m■ mu• t.. M. /smlllmu/umtltttunumuummuumuu ummuuuuum uummiiumummuuMaaMia suu m: mummuss i ii humus: smunumuairi'muumunummummulsu • �iuumuumiri'M i:: umuumuiuuuMMM muMMMiuMMMium:a:;:yummmummimumu muu muiiuu ng i n tt it.sl Mims /numumPu UUb Rmum ml m omm ul■ mm. mmunu m mm #!m /ittmu. i/•mumml .•m■MOMMMUM MiMuumltmu mummumm SMOMMMOMl! sm. u . m!M • RUU..u•■ /■ / .1 lsC=mVAMMUMMOMIMMUs.!#■.!M!■ !MlMM u M MEMMOMMOM iOIiMTMINA MI MMUMiiiii� MUMMMOiiiMMiMMOM�rMOMMOR MMO t MMMMM■MMlMM/s /t Ulrt l=∎'71Lms.'.l I Mmmmm ■■OMMIMMOMm /MMMMOMMmMMOMMOMMO M•s#M■mmMmmst.MMmim ut•m tmus mm •M#Mm Mu./m / /mmuumu uumuimmoo m!.#..mmmusummmum.SM■Mlni mmlli .imuuumusuumuunummisim.m.ummu lt■IM MM #m•M /m /m.uM!!lMM.M•M•. s•..MMM!!M ■s■MMOMMM■•.iM.t ■OMMOMMOMMOMMSMM /ll.il.MMEMM. /i MM. M timm . im/..// m/ m#. slsmm .■!timid.imuiii.timuuummmu. mss.# Mmlmmaim ■mussumi■mimummuuusuman /m/ ■■ !lSSms■MMUMMlMm ■ ■!!i■.tu.!!•mmM ..•Mlis..iimismmtuttimmmt ■M .iM/ lM..u.M uu■mm••ml.m.■miumunu imsmsttt# /■uMmuumimmmuu mi #tuuM. /mimuussum� /Mminammuumuus i M..y UtM ■ /iu Mi.. llMl.. � i MuummMlmtumm ■tum..0 i•iMssu/S .. m! m um■■ INImmiUMM.mum•!■■l.summu.ulmmut mm.tuss#m.mm..mmumm uuMMMMMM MMiu m i MO MMOMMM E�MMOSi miM UMM M EMM Mi Mr m lM EMMMiii � m ■mMOMUM■l MOMM MM i umummimiu/ m #. situ! m/ m■ t■.il /muumumumuumuSm /itu.l.ms•M i•m.i u /..tttit.iti ■mmuMUml.0 ill #uusmu•unumtimummum mum.■ /■•■■ /■ssul■Mmuum■ltutuut MMus ■■MuMs.umunumums /i m s.liuitsul m•.MUM.M,# muu Muu mt irh M#umumiiiiiiuumummusumumumuu mu mumumumun %�'lr m uumuiu umumusM m u m �M . �# ■MMOMMll ! % m M iM.MUMI■ml muumuu/ MMM# MSM■■ Mm■!• ME MMM ■l■■M■MMMOM.MMMM MMOMMMMMMEMMOM M MUMMUMMMmsMOum Mi ■■Mm■■i■it■illmutt•!m #■# MIMMUMllmMmmsumuEMMOMMUMU• /m. MOMM.MmMMMususmi uMMMOMOM MM IS im iEiiiMi m .X [ ' . m M MIS i mRMIN " m i n i m! ii■ MOMO . m i S . mM tMU �sal•/ /IM.M /lM /uut•M / /tmMiRm #..t..ltt lMsisi M O MMi • iMMMMmsmuu OM MM U Smimti•!!s ■#s !ulMM■MMs #1 MMMOMI MMSMM /mm M M MOMM t#mMER MMiuii •mmMiMtuml mum■MMUMU.MMSMO Mut•su ■OMummituOMOMMl■umill.Mlms MMMMMu MMM! mmiMmi IINIM MMIMMEMMIMMIM m.mm■s /sum #UMMOMMMMMMim. tutu UMMMI s 'MMM■` Mutt ■l Ul.Nm %MMMN. #. us #NU■ Nill.. ■MM /uMMMOtMUMMEMMMOMt.l! MMM.s•M■ MSMORMIMMIM /MOMMM.t. MMS •.l.Mmt #O ■ IMMM UM.m••/ /.ml1.0 MMMOMMmME/ M!! M!■■ OMMSmmmilmMMMUMMimi ■■mi■MMmlm.s■MMOMMOMMOMM ■lm MO M uumuus• /ismm•■its! #t.m uu ■ss.mm■ /.s•llmmm /.m // alum / /um■ mumuuim■Miu ii ii n �i Qi r i M MOMM U iii � m ■ N KOMMINIMM U nnOMMMOMM m l u >, ' I i � m l uiiin m it t / m mi m i mm ■ % 1 m r M . iM ' i' n � i m / m ■ tm . ' � u mums M OMS • M ■ •t iM MMii'M' m C:C:C:::::. A CM:' iuiuM :M'u: " DU " m:M:i Mltm ■::'mm1�m s"� ! i u.m MM .. mum smu /l. :u11 u sumo muumummasuummuu uurniOs sit l mums Mm M MM: Mii.tu.u!•utu#Mt /mint ins M i u MMO i M MMMMMEM mtMM.MMOMMMMIMM MMs MMO . M , MM, MMO M#ssi mom Mm MMU MMMOM s O MMM.i /M IMMEM IMMMU OM Mim ■ • m/■ stgsmalo m i�S■MO s ISMU / M /t. M s m. issiME M MMm � m M MMO s! iM /i! /mltuMMMUMOMMm•IU MUMMm..MMUsOMOMMI Mmi•mMMIWORUMMEMMi.M.M•MOMMS .# .M .MM l Q l /MU.M/i /•smMMMI.M /s. ERM•m.ls • MM■mu tutu u INEMM i imM satin. /■fm !u•! /MMIm�.•m / M.ulttiMm•mM Mu. /lu >t� •MU UM O a MM M M aC.M :am::...:::m.M.i: aM1111111111111111:11": EMM MMM . MM uiMMMU:�.::M0MMMMMa.a :�'UUIU m MMO MMIM / Muth. / m im mi .mlmmmim.• im m.m iMm #s. rnma M / i M _ ... • ■ M= m u M M / m u O/! l m uumu u / a. i . m . ' i MiM 0 11it.m M Um m m l Mi M DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -863 -9841 JOB: 1^1 SCOPE: NUMBER: cam - gsimi t DSNGR: 7Dy,4 44 • • ••• •• • • • • • • • • • . • • • • • ••• •• • • • • • • • • • ••• • • •• •• • • • • • • • ••• • • • • • • • • • • • ••• PAGE: y 21 • ••• • • • • .. ••• • .. • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• DATE: ;VA/4 •• ••• • ■211 r 0010- /!!!#s! / #Mi1Mf 0!/0 010! #1s ■ 101!# i C'. ■?T /'01121 iL� ■ i ■ ■m aL. all mm ziat i■ mfl#! i// n 0 i■ li■ o # m!/■ 1■#■/ ■i imu%mammiumgm # mum # u 0 ! ■ # /rLa L /'fl ir OJU n k IM ■■0//1.000 i4MIM000000s011001 #0!■ ■ 101111#!/0■211li0m11s12s10 s10'1r20 }L0 0 #1 1 !2100! ■0■■ ■■s■s i 010!0 11!!0210121 2.221 1■ #101110010!!22 #m0100000000i11sJ O 4 : 000111 11111100011111..012.2211 120%010 ilil� 0ii0000000 \iii itiii 00 1% ■ # 11111 011%. i 21 0. � 0!001100 ■s 010 ss 0000 / 21021000//■ i010f#0 ■0010t0■0000m 02100000l 0■1 00 /001!111000000l1■ 0000s1m■0000s % 010 i 0 011111 0002 11i it.iii t10 ■�02 i0 000 00000001 1 121 0 0 02 �s 010■ 0 12 12 i■li 1/!i0!!!!lf11i10M210! # ■0! 012i1■lliii0 #..f 011 /00201# ■� 200!01! #100011201 #m ■sis000s11 ■ #s ■■0001=0100 0010000000000 : il# 000■■! 1 /mi/ # ■■liti0#c l#00//221ii0000u � m00mman 0010. 00 0 /041 /0/i fCtX1�1#11 11 ■�1 ■ati1 ■ #1 f 1 !0 1000 021!000210 sl1! ■l21i11.mm1! ■6021 ■f / //0111isf2!!llsi0■s2f!!i 1!1 111!1 ■21021!!!00200# ■1 f21r !s s!!1s■i 011 #1mr" CA ■l0 /12slfia 42!!mlll.u.i �11s212000?t TIMMUs0001farOE12 1120K�! 120 10 0ss ls #0 0 ' 10 01 mwar!mum0am0!i0Y .0 0111 #/ii!#►0i1 #100,100012Ur001010 ■0i30>r20002110021i 1000 /1= lm0yl0i� . s021210i 012// 10irir /011/l0mm211mmearim0100m 100210 *210 0 20 2i012i7110 ■021100 :11: 00:1121�l10: 2 02110 12002000%0��21i000l0021000!r #1010002 OWS .2 00 0212 22 0 22 1m.RR( ^ "!s .�G s�i>i0011i,Coltll2■!!!i!!iminic - �;.a01r , 11"S� /1!!21#21 /002•lim., r�002f x� [ 0110 'ai21000on 0110 - mm r 0000MA rr 0021#0RC lA •• i 'r i01100N212r ll / 21auC1 , 11W i AYuuuu ii uu usu0� u 21 #!!m!!#mis2 Ai ■■ 02100001 } 0 y �alumn11nnl1121r21010001o111 21 21 1 1 11!!! /00 Om % 11211thr mm sumum us • 000 y1 N O ■ 1 r.��r0 �1 00021M0 000 21000000000 ■ l Ci222202200022221222 N 022022 s0i!!i ■ 1C ■■ #!!21 / /l21illi21mmum i!!#ii 0001■ 011 0! /mamm si2f %mmmummessim mnam # # = / ! 101# f■i 10!0!!!/1 /020210/10210!■i0/1N1 #0 ■m11s #ll� / /mmlils 20 • 2121ms1 0 0 �11i M gll A MOMIU MUMMU U� H � i!l " 1 1 /i i'∎mmili ■! ■1211 1 !!lm1�r" 1�'S ■ NE 7 J// ,00liiil #!! 210!■ /0=02L!OI11 #/220!10//011!. /21 001## ■0 ■21012 ! ! 1lii21/ ! 2#1 /e0 ammu21■■ 1000i0i1l101 '!'�1!!//1■20#0i//1/1001 �00* MEM 2121!• t u [ Y•1i kWir1/01022110211 #0 ■011 C�i4 0 /i2i1002200001 ZMO010101 2 � ■m !m /2121 1 1 ■i111111l2 s %0N YALT n YEmsiim21 gmmmu% imi14u0 . % u /.i aiuu. I .rCuii i ...a 21lmmm■2im 010 #m00Hmi0� lfmmmim10s■■ s2110m11 ■sm #/0101211111 /#11#10/ /000i0i1nnf# #21! ■i !!0!/001• 02011# 000/10201■ 000210110# 2mses02mmms# 0■ m201i0iisl� /222m01m1121021111�20010ui1r'r1 1# 1m own/ ;a sl# 210■! #001■ ■2112! /11210# ■1■ ■0 ■21100/m2i #i■0sms01 1101/ R� 21111: 0 21' 0011 . ii ti i i 12 i ii i i 20 210 0011m0 7WSMMIAMI MX7tJP-' 201m00msl1010 ■120011 !D� ri 110000211 / /0000110/ #!2#21s1000ss1i 0!01101010 #02100 ■0 00 0 /1101111120 ■ #1 ■00■ 110 /2100000001001101000000100011001 11i21i010/■�si0 1012101 • S1 11 2 11 02 1i2.2:2111111. 0 2 111 2 11 2 110 .11 / 2120i1100.2.11i. n amm mm f ■ i # ! 0000 01■0i0121! #!0 1 if1011100000s11000 !!0l101000 mumum0 0 #021 /01/0011.010� 01i !/00000 10 00100000 0PU21!1 w111Mi1i2100000000 #0 #000/■! is00000 /01011 ■0101s0020101000000 11m0s # !#ui�rliu'ii�i / Lic•7 ! /t' 02000 010!0/0!0! #200021/000020 /0100i0 /ii0i ■ l 102112) } K 0ii 11 010021114lii \i:1 040,101 / s 011 0 00 0 000002liAi02ii11100 . m il i 0 1 MM U 2 i 211 1 22i2 01i 1111 :11 211 0 / 2 l EK lk ■ 0 X1 /' )O o aC O 7i MM MMUU ■ #ii % ii1 0 M % i Mr,■ ti 0 0 A / 21 M NN ii 222211!.1 0100 01121112 100 01 1i0i1!#li/01N11000010i100i0 101#1 #001#110 #00001l0000l0121 #1iM21! ■ /121000 ■2 1 1 0 0000 111 ■20 ■0 ■0012000000011 /001210000 ■! ■210 2 ■10000220021i0100010100 #010 100000000 i ■f0100110i0■# 200210 110111101#lss1000002001smm2 100000000000i0ii000 1 !#1020/2100 112 111:,0 2 0 i�100 / 00 0 0110 01 / % % iiri kr iiEiiii %i00 000 0 21 1 ik 1/0000!1 002 0ss ■l11s1■■fi00lilms!lm111000000m■ 000#2 1101# 111 00002is21012 /11i0010100000■0■ 0 0/s010000i0'120000 #■ ■10001■ 00#00i111!/#■0001110100 #011 11 ■1liifm /0!1000■ lM!l /i0i0121ii0_0ii1 22112ti000211111 111001110010011002201100001110110110001110210011102102121110011100.110 / 22211120 21101110:2:111. 0 0 0 11 . 00101 1011■ ■ ism 1 1/ m !1 m mill 1102222220111 222211 011.0 1101 1 0 : # . l /.!.■1.211 #21 0/101#0■■0f1 mum m0!!! ■fis0immmsi1 2121 /lmsmi■11m ■mmil■s2l 121■ 100m012ms0l1mfmisl2!l10si121121m /■22 inammummilim 0011 ■!2100■ ifsi limiti210! ■0m011001im2f21#mims #mil#00/0m2s #/!021/0 1 0ii /#2 #i110 1112 2 211:::1. 1111112 .1111 211 2:02.:22:2 1..2: /1.11 1002101100!1 0 01001!0 0 0 0011221■ 1/ li / #l0m0mmmlfim /mm0010s0/0fs0ss 000.11#1212# 100110/ /f ■0000 11 0110%002!01/0 00100: 0001 20001120021 ■llm0m20i0100s1 ■01000001001011/10 #121 ■2# ■1ii00101110= m�/0 !/2121 /1110 11000001/0!100 #0110 /0101 0 i ■!!ml !!l 001 1211001211 01102012011 ls22.#1 0000 /�1�20■11000i0mm' 1111 1000mi100i0si1 mp0s1m0 0100 1 #0 i11111i 0 211 #011! /mli / lms 02 ■%.1111.0:2 2:2::1 111 212111.211202 1:2:::1 10000 s 2120 mss /i■10m111#1i1i1!! 110 110=#__■ 011 �m11�j■!0021#/ 0001! i00 ,100/ m/im#1012f 0100l110 1i000im 1 000 1000 ■0mm 1 0 1 0 0 1■ 1/s000 00000■ 000101 #0Em0f0.00 0000m00!011000i !0 21011 00#0!0/ 12 000 MU ■iss21ms110121 1i # 0 0 ■1 0000021/ 200 ■ ■■1mi0 ■i0m #l lt0 /10110000 /10/ ■0 000 11120 ■ 20: f : 0000000:.:02:00 010000 :022" :00: :ti'0 0:00 21102:0: 2::0:. � M000 0s0 12000000000 ■ii100000000l01001111000mmm0 10#00211 1150 ■000001i01210010ii #0i110is #000/1 1 UM M 11NUMOMM 011UMMB0S11112U0a2M 211111111: \:0 ; :2RIMW:W:N :M22MO11:O11:2 0121. a..a ` : 1 0.. 20:uu • ..:If . 2 112 0 0I�:2 11 2:.2 . . as s N lli! ■ iSsim l.■.1U.#U1 M 01 mmf111001 s 0 / llli #i ■i2s0 / #m0 2 l ■! 00 ! 1 12100# 100 0s1sm01m!#!0#000i00s1 si !11l0mllm0mm00is1mm0i10m11 011 011 m! 20i # �' ■I0 #121i 1 0102 011 /10 iii21010 1 mm i omm 00IIII0I110t00 I011 01122 211111' 00i2.. 000011111■ 02001 ;1000II ss11m00000# Isl■00000II11 0 ! 121#!1## ■■ l 0001101020 ill /111.0m111iifi0lmlmi# ■1 111 ■1001211 0 ■ mm 1 2 #s 01201100001111110011020211500211011020000111 s 1.00000 02s20s0/ 1 ■ !i 002 011000011 11 0211511100001110110100011121001110110102111122200 s 1202100000122112112100 21000000m00 0 1111211000111105120112101111110051110110111120111121111120 l 0 20#m1.i.ls 0001 211!1 /!111 ■ r1 /m m omm r102 � 110 : 21!1 1 /111. p 0 1 � ■ 111. 2 21 0 m0 ;` ss10 mmilim ■flies /m0s11 s■201m1mim1lls 0!100 0 01 000121210 _i 0/11 ■ 000 ■i !! /mmm1s211s21m #111 m el■211# #1001 11 U211010 0 02121 0 021m M 11 21 i..i22 .�:•:2.0a.:..::.2 #:0:: 1 :..; f11.22.�.211 0 111 11 me 11101 00 ■ ■1■ 0!1010 ! ■ s■ ■■ Milsll 210 s1s112121i00s slim 21 #ss/iis0 011 <m00m0 ■ /i00im2100s0�10 lifisl0mns i1102im1 100 0 1 0 0 //1 10/1/0 00 0 ■ mmYlsi00 a 0 010 0m i0■l 0011020201101100020011100000111 s m# s21s i 1 �0! !0 ## 0■is0i 1000 i m ■ ils 120■0s0l muum 22: 1 11MEM8 ' . f uu ' M R ua � 10m0 O : " :u MMU M $ m a' I 1 0 0.,..MIL i Dbnaid Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, Ft. 33143 (305)663.8885 (fax) 663.9841 A000580000 tlmesra *M.- 0600621, 'vier B..8 t a) 3983 »2002 ENERCAX,C Eru Description RB-1 - 5 div General information Code Ref: AC1318.02, ,2463 i c 231.03 • NFPAe000 Fy fc Description Span Beam Width Seam Depth End Fixity Reinforcing C °a "TO. e6gath Lett Ar. marrhh Ri Arum. ettpth Using Live Load This Span 7? Dead Load Wit Live Load Wft Mmax @ Cntr fa X = Mn * Phi Max ta Left End Mn *Phi Max e Right End Mn *Phi Shear a Left Shear @ Right DL a Left LL Left Total a Left DL Right LL Right Total ? Right Max. Deflection fi Inertia : Effective 60,00.0 psi 3,000.0 psi ft In k-ft ft kit k -ft k-ft k-ft k-ft k k k k k k in ft in4 Yes 0.128 -0.790 -0.27 3.37 35.12 0.00 0.00 16.63 35.12 Renting OK 3.10 6.32 tti-Span Concrete Beam 'title : CDS Osgnr. DWM Description : SeePe • • •• • • •• •. • ••• ;• ..•• • • • ••:.l1)h - 919t • • 41 1'9 DES 04. • • ••• • ••• • • • • • • •• •. • •• • • • • • • • • � •: ' ' • : 04 -993 - ®aw s w a1 • auletiiionlim ••• ' • •• •• ••• •• • •■• • • • • •• • Spas Considered Continuous Over Supports ACI Dead Load Faotor Stirrup Fy 60,000.0 psi AC1 Live Load Facer Concrete Member information 1 -1 R8 - RS-3 R$ -4 na -s 10.33 15.00 5.67 15.00 5.33 8.00 8.00 8.00 8.00 8.00 16.00 16.00 16.00 16.00 18.00 Pin -Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin 0.621112 0.821n2 0.82192 0.62192 0.621n2 13.500i 13.5019 13.501n 13.501n 13.50in 0.621n2 0.621n2 0.621n2 0.621n2 2.50in 2,501n 2.50in 2.501n 0.82012 62.00In2 0.621n2 0.62M2 2.5019 2.50in 2.50in 2.50in As >0.75Rhob Yes 0.128 -0.790 - 11.45 . 7.80 35.12 16.63 35.12 Yes 0.128 -0.790 0.00 0.00 35.12 11.87 35.12 Yes Yes 0.128 -0.790 0.128 -0.790 Results Beam OK Seam OK Beam OK Beam OK Beam OK -11.84 7.30 35.12 12.49 35.12 0.00 5.33 35.12 15.16 35.12 Reactions & Defections Shear Stirrups 11.87 12.49 15.16 0.00 134.71 35.12 35.12 0.00 Bending OK Rending OK Benfmg OK SeivAng OK 7.16 2.48 6.66 5.27 6.52 2.89 7.02 0.42 0.44 1.89 1.28 1.31 1.73 -2.69 -11.68 -7.80 -8.10 - 10.66 -2.25 -9.78 -6.53 - 8.79 -8.92 1.89 1.26 1.31 1.73 4.06 -11.68 -7.80 -8.10 -10.65 0.36 - 9.78 - 6.53 -6.79 -8.92 0.30 0.005 0.032 -0.005 0.031 -0.003 3.85 7.80 2.83 7.40 2.03 2,538.70 2,538.70 2,730.87 2,730.67 2,730.67 Stirrup Reber Area in2 0.220 0.220 0.220 0.220 0.220 Spacing Gi Left In Not Reqd 6/5 Not Reqd 6.75 Not Req'd Spacing le .21. in Not Req'd Not Req'd Not Reqd Not Req'd Not Reqd Spacing a .4 *L in Not Reqd Not Read Not Req'd Not Reqd Not Recd Spading 0 .61. in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing 0 .81. In Not Req'd Not Req'd Not Req'd Not Reqd Not Req'd Spacing 0 Right in 6.75 6.75 Not Req'd 6.75 Not Req'd 0.90 1.30 122. Donald Hadget s, P.E. 5901 S.W. 74th Street, Sum 405 South MIa ni, FL 33143 (305) 6634885 (fax) 663 -9841 Description Query Values R8-1 - 5 d+w rte; CDs scope: Dew: DVVH Description : Location ft 0.00 0.00 0.00 0.00 0.00 Moment k ft 0.0 18.6 11.9 12.5 152 Shear k -31 -7.2 -2.5 -6.7 -5.3 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 • • ... • ••. •: • • • :•y.: •ry;• • • Gates .;41, j9 DES 04: • • ••• . : ••• • •• .. • • • • • - - • ••• • • •• : • : • • •k4 f 04 -993. - eslowi da1 lab 90000 Umear saw - 06006:t2 vebr 5. -Span Concrete beam C0)3-982-.2003 kCNn RcA2,a nit .•• • • • .. ... .• • ... • • • Si ' •• • .. • 0 • • • • 110 of 12.2 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, i=L 33143 (305) 663.8885 (fax) 6839841 R.a.8A0000 wm.ar a ItW-- 0600621 , 'Ve0X" 0=02 -21303 mktuuc,.A.Lc Description General information Fy fc Concrete Member information Beam OK Beam OK Beam OK Beam OK Beam OK Description Span Beam Width Beam Depth End Fixity Reinforcing Using Live Load This Span ?? Dead Load k/ft Live Load k/ft !Amax © Cntr X Mn * Phi Max @ Left End Mn * Phi Max @Right End Mn * Phi Shear Q Left Shear Right DL a Left LL ta Left Total @ Left DL @ Right LL Right Total @ Right Max. Deflection X � inertia : Effective Stirrup Reber Area Spacing @ Left Spacing cg .2*L Spacing @ .4 *L Spacing @.6*L Spacing rft .8'L Spacing @ Righ c Ar,a a 7�,apth Le Aria Dppth Right kras. Lmtptli 60,000.0 psi 3,000.0 psi k -ft ft kft k -ft kft k -ft k-ft k k k k k k k In ft in4 Title : CDS Dsgnr. DWH Description : Scope: zg ltitti-Span Concrete Beam $pans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor R33-1 SUS-- 2 li ,H -- 3 12n- -4 1 -- S 10.33 15.00 5.67 15,00 5.33 8.00 8.i)0 8.00 800 8.00 16.00 16.00 16.00 16.00 16.00 Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin 0.621n2 0.621n2 0.621n2 0.821n2 0.621n2 13.501n 13.50in 13.50in 13.50in 13.50in 0.621n2 0.621n2 0.621n2 0.621n2 2.501n 2.50in 2.50in 2.50in 0.621n2 62.001n2 0.62in2 0.621n2 2.50in 2.50in 2.50in 2.50in As>0.75Rhob Yes 0.318 0.143 Yea 0.318 0.143 8.64 7.80 35.12 -12.56 35.12 Yes 0.318 0.143 0.00 0.00 35.12 -8.96 35.12 •• •; •.. • • • • •••• • • • • • • •. ••• • • • • • 1.. • ate, 4313 DEI • ••• • ••• • •• •. • • . • ' • • •• • • • • • • • . •. •• • 9 • • ••• •• • 04 - 991- ®cxwace.1cut L'3.ofam Code Ref: AC131842,1 87 uBe, 21/0.N1 P/ 60011 Yes 0.318 0.143 Yes 0.318 0.143 1.40 1.70 Reactions & Deflections Shear Stirrups 3.98 3:37 35.12 0.00 0.00 -12.56 35.12 Bending OK 2.34 4.77 -8.98 -9.42 134.71 35.12 Bending OK Bending OK 5.40 1.87 4.92 2.03 8.94 7.30 35.12 -9.42 35.12 -11.45 35.12 Bending OK 5.03 5.30 0.00 6.33 35.12 • -11.45 35.12 0.00 0.00 Bending OK 3.98 0.31 1,08 4.70 3.14 3.26 4.29 0.49 2.11 1.41 1.47 1.93 1.57 6.81 4.55 4.73 6.21 4.70 3.14 3.26 4.29 -0.14 2.11 1.41 1.47 1.93 -0.07 6.81 4.55 4.73 6.21 -0.21 -0.003 -0.021 0.004 -0.022 0.002 3.65 7.80 2.83 7,40 2.03 2,730.67 2,730.67 2,730.67 2,700.67 2,730.67 m2 0.220 0.220 0.220 0.220 0.220 in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd In Not Req'd Not Req'd Not Req'd Not Req'd Not Read in Not Req'd Not Red Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not R&M Not Req'd Not Req'd in Not Req'd Not Req'd Not Regd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (fax) 663-9841 Description Title : 00S DWH mot+ ScoPe [Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k ft 0.0 -12.6 -9.0 -9.4 -11.4 Shear k 2.3 5.4 1.9 5.0 4.0 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 • • •• • • • • • • • •• •• ;• . • • : : •: �# • • 1 • 1 • S.3!f*, 19t t14• • ••• • • • • •• • •• • •• • • •• • ••• • ••• Otesh1943 0000 vee Ycw oaao6a 11e:x s. lti-Span Concrete Beam CQ) - 7SNERCALC En • •• Aga. 04 -993. - 400%4* lcail$tioras • • • :: ••• :•• :•• •• • ••• • • • • •• • • •: • •• • •1 . • _ • ••• • ••••••• 12S DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: ' SCOPE: NUMBER: ciLIg9! DSNGR: ;00.144 • • •• •• ••• •.• • • • • •• •• • • • • • • ••• • • • • • • ••• • • • PAGE: 121. • ••• • • • • • ••• • • • • • '• • • • •. • • • -- • • • • • • • • • • • • • •••• • • • •• .' • • • • • DATE: • • • • • • • • • WM fW! O NOES UM." Me ■ tz * �airi l ii mlmmea /lmOlammommoi! ■omw fa mmommma ms lsmoRmom ■ foim;Amm m%a %M ON on ty � Crr mminum a E / .H # ii ft ! ■lNWMMI r rlllfW! ■W■WM /! / # #iONi /R WIMOR Mt�WYiiW■WlOMi *NElrN ra RENNIN ■IR MrNl ERSOMN OM■NMMMNNUMMOM■lWONM /!" ■�■ ■ ■,i! ■ti!!■ ■!!! /! MlOOi ■/ !/S /■i■ ! if■ #■R�■�■!■!!■!■■ i!! M #i ■! ■!//!! /Mi / ■ ■■ ■ / ■! ■!!!■/ /i !• MME R! ■O ■WlMOOOMir■ M MMmEOMMMORNIM ■N/! # ■ ■l WORMS!! / ■# #R!! / /■■ ■ f#■ ■ Rai / ■! ■/ ■if!■!!■ !MEMESM /i ■MONO■ f #N!O■O / ■NO#fMMOM�_�ME RORSONSO MMOMER■/� ■■R #■ M OO! ■■/■ ■f # ■ /f ■f / !i M i M11 M tt[aarIM % M MIMma � EMM MNl rri a MMM ■■■1 ■ iamm maimm inammil ■ mana ll ■! # ■ WN R �Ig_�i� /tai -11 SS■■/ ! ■ l O!# WO ■MO■ ilt ■mi# ■■■R■■ ■ /f■ ■#RfR #f ■!m!'ffa Nil M i■ !■iWMORWW ■WOR � m ..ggg.:_Cgm,�_ __ „2C! ■ ■lWO ■O■ ■ ■ /OMfNWOM ■NNW■OO i ■..i#■■atn! #Rlirll w " O i l z %.. ■ i . •u�s 'a v jlft h l . / U. R.. ..ulaui u! ■i U a i s SENN OS ! ■ i ..NS I M MIEl i msWW ■! � i #M!•M� ■WNW! /W1if ■!MW MMN ■ /OiNmsi /O ■ ■ ■! ■ N/iN /O iNN! ■ /if/ RO •Muu.O ! O#MMl nl*COL A∎,14 uSSEi ■■ i ■C�il'?r1�Ei i /■ ■ii ■ ■i ■. ■!!!i maa W •.!!! i ■■! ■i.ilii ■! ■lftl. ■aa1 MOO■O!M ■■ .. i!!ii!!#!i #lA ■T■ � / ■ i■i!■iili /i■i!i!R MMWO!OiNWI Wllr■WRWmMM■■iR!■ pp ■l•immaa■ ■lONMOOOWOWOM Mm OOWOi/ ■ iWWWWWNWOi #i # ■! ■ ■MmsO#M / � ■WOWM.■ MMMM ■� ■■lMl ■MUS iWl /!O !WW #MNf! ms WOOWOWWWWM UU MOONMRS OlMNO ■■!iR ! M WMMOlWW ■#!■ ■ ii!liRi iW■NOMO fiWNOR iR ■!■ ■WORN! ■#■R■RMOMM■ ■! i ■■ ■■lti■ ■!■R ■■ ■ OSOM /1• ■ ■! ■f !ON■ S�UMMUSif■iilii ■f!!E SWatt '21,R ■N ■NN! OWNN ONM ERM ■#M #RO M■W!O rlWO ■M■ W■fO /WSWOMMEMOMER #OO OifiiWiii(f ■■■IMMOMm Ommum/WRI mmmai ■iO am #1tR ■ ai1r NOM RN! /!f / /W !■ii /#iiiMu, :m. ■Y#iiROWi■RRfiN ■ ■iirf ■ R•Wt'Mt>t! N! Ln aC 111//,.:a■l! /■■ iii ■OmOM .. 1. 4:1= liNE!!!'1t!l �iti ■l! ■N■ UWIMMUNN tip ■fO! WWWWElic- •ROM :(I�i YA ,>rOXXMMM:RC MMM MOO!! . ■ l Xi MIIIIIIINNI!■XIIII MIXIMINUR NIMINI lIXIM i ■ulum #■■ilse mmourorm il■ i aralli t a le X ■i #IXIKE::09C 1ri4:117 r#IIU• Ursac Ar'ir ;u- x el xi■#iR! OMMMiMM■NOVIN R M "7 r4MRR r OMN■O ONSIME ME, /■MiW t1l 4'..JOMMUMW U ■ MMMMMM R MO■iNMMRESUM>r OMMMROt■INNONO! IWMOMMM ■ NOMMUMUWMRMWNWOOOWOM llfl ■ /N # ■WiIR/O ■ MO ■ ■mslWM ■ ! NOR ! ■ N', ■ #R!■ i ■IONO fNi ■ ■Mr• *_'T ■■OMMMMMWM!■M ■ MuMM;MNMM rW■■■ ■MUNOMO / MM ! ■MOOR■■Ns■MWWWNWOWO N■ R:W� � O#■OOOOOWlNON MMEMMEMWOO i ■E�MONS rMUMMO ■WrrrWrNWROMrMRMrrr 1W ■WhIbrLNMLOO.MO■!Ml OMMMOMOMMO■ms■! a O- is ■lOimr7W ■OWOmN■lMMN iNN■O M WWW M1 iI� ! ■M'INOSESSU ■R#1 WWI ONOORNO URNWWMN ms•NWMO � ! �. . 1MJ f N M■ L ... l ► O i M SOW ■Uil W �C ■lti liMi ■!■iiilrYttiiOMORO ■RM MMMa �rOMMMeMal i mmM �a u 7 Mm.i:• as / MM ■l i■ Rf ammaN11! •ImM!!O i.msa i v ” W /m!M mmam /iNlRii ■SMIRKEOMS ■EME R l■IMOMMIRMfMili =MEM Of N • ■ ■ /l■ ■NMO M OM N MERMSEMMENN! /M#S M ■ ■ii NOiiiRifRMM ■ORN N E OM M■ MMUM OMMUO■MO ■M M Mi/ i■■! ■■ iOMM /iNNNN■■ OW■ /Mel -• )t O C 11( 11 ,'N l• /j/iYfi ■iMii i i■RO#llSXM i IM■■■ ■ OWOi■0 Mk 'lot ..! a N�Iuirmiil' i * 1011.N1L 4 117Z7! itiii 1 ■i!■ii#if O /IMEMII MW■OO OM ■l•l MMIXWW i . %. uur # Lm L mma m R■m� l mild M ��W r /M■mo # %mM MOM M■l filtOOAMW■WONlMM • ■W■R ■■O ■l11 /�� mt miiiR /mamm ■WMO ■M/ ■! ■■i ll lm i m■ fiMMiii ■MiiififiWOm M :::�OMRMMEMO NAMU 1Mi! MOMtM NNOM :MU:: SSEmnI OMMM RMMWRIS MOSSINUSSUMMMORMMMMR l ! /lams ■OOMli! u!I t OURAC711;:Sr:.4 till f1VCACRMS.....1, % ##■fORRiiWi OWOWIiO II■ /!!il#iiOWON ■RRNO/ERiRW ■■!Oms■i■ E lMWRSIYi!■ ■!■i MiMWi ■! ■ ER i WMEINMOSSERii /iilfW /iii ! ■msi ■!iW# ■i !■/■iiOWM ORN■M!i ■WINM SSIU MEOW WEEM OIIM OME ■■ iM MONSRMSOMMillfiM M a/alrt�msM • - la n M lOMW Mr i 'Jui um _. t� MESSUM a I i W U � ri isa ■ N ■■ nuassu ma / lim i M M M M /!ms>1r - 'IMt ■ l ■M R�i M MNfWWMN ■OWN / ■M NNN ■1�■ INIXO i PIFI M r /] VErodI` J /;I ••►Il;`•1MO 1�7ON JL-i� ,iniiWWlriii# ■ ■ ■r`111L�"vii&Armo f ro ■umum ■■O / ■ ■#RM N iMMM ■ummu Mit ummuOM ■MR M ru.M .M:M : r. # liit iiO R! / SERO ■�MORR E i rrirrlrrf ■ \ENNOMMrr i r rrrrtllIMMENE I S 1 E SERN N EWERMMO r r /rTilNEMENNri EE#% TT Ol•OOWOiNi! ■! ■! M M:MM■MlOMO MIWOnmmal l■ M ■ ■R ■ii WO r MOO MWWW M EM MOWMMON M NN msMR ■ ■OOMMOW ■OMO■# iROOMOMMM r N! ■ONSOMMNOMlRM OWWO/ M ms ■W■R■WMUSMOMOOMO /N MrrL'ML a" ItaU00- � 1"UM•Q''/ LS, M:>< k EL Z I Mir %rrrR %riW ■rri/ S ■ �l O Orr\r MINS W / i■Otrrirr WOM !! MWI ■M MAM EMMUSINE O!M MONWM/MOWWOOO! ■!M ■O MN■iilMMMRMMW O fRR MrMMM M MOO■IMIC` is R[ ilia 0 K -onW■ ■■ #r ■M ■EMMWNNINMii ■SOS ■a OIMiWWW� /�i■Wi RUMMY ■M OMOOMMI W ■M NIMM U MMENNI MMUMME M i Ri ■■MME M NEOOM EM/W M iOiNUM ■ONSU MirrriONMM WMOORMOOMOM# OM■OWWW■MM � !R /N r ■ ■RWii■MO N NSMON INUM MME l• NNONSU arM■aMHO Mii i i v u IC i oMmw i !■! MrMMM ■ Mi l■ M:r %rmoMrrm I■# amMu m mM MOi M WN Mi M rrrM MM mmMMMM O M %Ma .=r r% iimM WWt1OOMWMi■ ■OOWOmWW ■i ■alms ■iOi ■ililil•!R■ ■■ ■ MTMrMMirMlrr ■iW OWmai ■l msi iMiiiNORmO■i!O!W W■lN■OOlNONON ■ MM MONOOWWOrlOMOOWWfMN! ■! O . r■msROO■M /NNOOWimal_ W MRruMMrrrrM:MrrrMMM OmsR ■RlO.f 4WM ■M fr■Rmmmsmmeaf■ ■i!!tMe msO ��, WOiMOWNOMNMWf#MM#NWMi i RM MMMMM ■M M NS= ■ mamammrSm mmmaaMIfrW i MMR ■ ESEMEN :M ■■ WWWS ■ NO RM� IM RIRRI R R O Mi O R SUSS WNOOMlim■ ONM■O %1cW 1�c Mliu II0 ..C ') ■ ■!M i)•ilMMfiiM<W(t#W R M M M ■i 1tW ■O! /SICKER / M!lOWfWlWmsWO! MNWOf■mm ■■ ■ MRNMmsMlaigaThimO l O l ■ /O!WlWMO NMi OMO ■OrW lO ■W NMNMO O O ! ■■ ■OO#RMMO ■■OMMi u•r L ■101ms k M MOOMW RM MNO ■!lWNNOM ONO msOlN ■■ MOMMORMIO OWES MMirrMMi M USSIS ■O/M WOONOM SMi ■!!i■ NO WNEi /OUMWMO■ i■M■ii Miii /W ■ M M MM �WWlMOMf Ms■ rliO msM■Nri/WiiO! iM �msONO /OWlNf # i!! ■# N i■■ M ■WORM �M OOMM ■W! WNMNO ■M msii WM■ N■ lWOOOOR m iMWfMmoM ■!■i!■NM� M it iO i■■ ■ Mlfil #M M N /N ■iONi ■■ ■LOON //■ MWWMRWfWNOl•iRO / /NR # R / /Wi! ■■!N!/!!O i ■N ■iM ■! !MW Rl ■■ NW O /Mrani ■ ILLIM RNOR ■ ■NM NiM EEMI 71 OlONW i■ W liilO # ■ ■iWW ■ i #M!s#fMMM !Mi N # ■111Ol ■ ■t ■i iM i lC N!O■i#i Ml■ ■ i ■ Wi iM/W■ ' Mr rMMM rMMMi■NW Mi R ill# MOmM O!i lM lMN ■iIINOWNi i m i iMNOWWO■WWOMMOO MWW■WN WORM MMWMMON ■ # # ■ #i!O OO /Ml■ ■iW i!i■WWWWMfi WOmsOW IMiWOWMIfiWMWfWN_ ms ■Oi ■O! EMMUM OMOON ■WmsMMW ■ONN mom mamma mum* iISS ■sfms ! !Ri ■i■RMWMWMRi O M ■ ■ # eR!!N ■//l i Mr MEW ! M#M O R M■O ■!OO morn. SM NNONlMO ■RMMWMNOWWRW M MMO MMMM ■ l■ iiMWMN M�RRMW. N! N W NRWN ! NMR ■M ■M /! WN■ MMmsR■ ■ WN ■N ■■i O# f! MOr M t M WNMMO M iM MM M■ Miii■ i O ■ S E M E N OW ■ M O M MM ,M MMr f M lr O M ■ MMM N ■ ■M!#!■!MlN INSO WOMiiNW MIOOR M ■O #1 ■N NMOlM ■Ri# ■ ms j ■WEDS! #i OO■WWi ■ ■ ■+++�� M EN #M M # irriMri M l MERMEN MM M EMMOriMER O RW ■N#MMMONMMM.M UNREEM N ill OOMMWOWM REMERWMONMOM # SMEN MNO!■WWWO O RR MM M M M OM MIR =I M OM �� SEMENSESSE MN WW ■a M ■\ MWESS O■ m iiM mi i ■i #■ ■ O ■ RMWNO■ ORiiii i� O ! qR iMW WW NIWW O UM MONOW ■OM NNEM NOR MM OR mmunininunonamunM■� iRM. r ■ MM �ii■M M M=RRR M WM M rM O NO n ii M ms ■M ■■ N i MO! i r MMEMMERM S R ■ M SSMNW N !M ■ msM■ M!#!i N M MES I O r MMORW l NM! #IM ## ■O k _ Nii l /IMWO N r• M. .. R#MMH !■W■■ R #OI : N W # MUM MN MN n mm MH I !I O MM M � ■U■ RU Oimsi r.. msW DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 -553 -8885 • FAX 305 -663 -9841 JOB: mr.s SCOPE: NUMBER: nerni DSNGR: • • ••• •• •• • • • • • • • • • • • • • ••• • ••_ • • • : ••• ▪ •• • • • • • • •• • • • • • • • • • • • • • • . • ••• • •••• DATE: • • •• • • • • • ••• • • •• • • • • • • • • • • ••• • • • • • • • • • • • PAGE 1 2'r • • • ,. ■Snn� ic:rzM ■ ■NUORMI ■S M ■N UMENNEi iiiNi NESSEEiiiN EOLE ■ /# ■■// /// /!/ /!■■■■/■/ n� !■ e■!■ i■■■■■/ uMS■■/ m!/! A■■ ■ ■■!!■ /! /■/ /■! ■#!L ■Qitorillii uunnn ■r` ninon/ iONN SSONSENES ! i S in umunnannumum% Min■ nnuunn unnunmemonnun / sm #nnunimununn umunnosu\um ■ ■ ■n ■ ■! ■# / ■ S MNOUN i■■!■//■! i!/!!#■ i■■!! i■■■/ S// E!//■■ N■ ! /!■■ ■ ■ / ■ ■i ■ ■ ■ / ■N! /! ■ ■ ■MEMEMM!!i ■O ■S ■M!!! / NOES■ NSOi ■ESEENSMORENEM> ■i MOS OMEMO NMENNERitr IESENNE /ES■MS ■!O An ■/ ##■■ uon■ ■ ■/# i ■ ■ /!■n ■■■unnu ■ m innunno :� Euiu i ■ / n= uu lmumnnun /nnuumuunnumunalunw ■ nuOnnu nunrniuiun %ua •••••••••••• ■■ ■ ■ ■!! n /!i!■N! ■ / ■N ■f ■ ■ / / /iu! / ■ ■nn ! / amino nnu ans ■OO ■nOUi ■! ■! / / ■ / /!!!OM ■S ■/■ /!!N ■! ■ ■ / / ■ ■!i / ■ / ■ /■!ii ■Yu! /n ■• ■O •! ■ ■S■ ■o ■ ■ Z!!IW! ■!n• nOi ■ ■ #O■if■ /S! ■ ■ i S n O■ ■ / ■ ■•••• •■ ■uu■i ■ on ■■ u•�I;Iii:r■n■■ ■u7 ■M ■On■ ■•O!■ EEEE soon ■:iut.. ''"' vAonn ::Cu[m' 'r umm�m: innnnnnmunnmmm n :mmn nnmm / ■ mnnunoununm :\! inunu ///■■■ no mmuni /!i /■em / /!■ ■inunnimf'! /f/ ■■ ■ ■ ■ ■ ■i / ■ /! /!i ■#a!!i / /i ■ /!i /u ■// ■,■norm ■N / //■ ! nou n•/ •ti!!! / ■ / ■ / / / / ■■■■ i/■// u ■ / /!! ■ / /!# / / /■!!! n ■nn■i0■ ■■ mnnu ■! ■ / ■■u ■ /!N'°^onsuunmg=Y ■ ■// 7tikAnsu!i!■ ■! #■N ■ ■■ noon!!! ■!!!i / /!!N ■ / /!N / / / / ■! ■ ■ /!■! ■• ■# EEEE VItEaU ,ow!mnEEE.iEr tr"_ ' asa:: ■ SEEErrnummuEEEEEE nunnom ■moos ■u■nSi■ ■nnun - iNM� n■!■■/•/!■#!!i! ■R!N#R /■ ■ / ■// oS■i O■■OMS■ ■■■Son•■ ■On ■n ■S■n■N ■!S■■ ■ nNi■■ ti■■ i//!/■ ti■■!!■ / ■ / ■i ■ ■ / /! /fi /!!• ■N ■ ■ /!• ■■■ ■on■ munnen m n ■ uiii:� Cu / :: nm ■isnonnun:nunsnu �: ■i / nuxun mmumu uOnnoni .:•:.:: ::li ■■Aumumn n Omni mennn:ms : 'numunei ■ ls::i nunumnA! / ::innuA ■S ■N■ 7 ■O uEl. gIiC' lfEZU6- a■■ ■N / / ■! / /fc:ES;j►IMAIIr.. '! r!■!■ ■i /! ■I/ /ti ■ ■! ■ / / /! /! ■N / / ■i!# ■M ■u ■O ■ENMONM ■ ■. ESSINCONNE /! ■ ■! ■ ■!!! ■ ■lOUSEEN ti ■!E•!! ■■ / /!! /! ! / ■/t!#■! / / / / // ■• / //■ !M !■■ #n ■■ ■� nn ■■: ft '1, nsanu u mnu: oi O lin / uunnu m au Fr". 3 anunm n:! ■ s: u /u: ENESEESOUNN EEO U/ S: /■/!//■ ! ■L# ■ /['i► ■N.A�- IAOM ■N ■N! ■ /!i■ /i / ■ ■ / /■■R■ n ■non ■n i ■n ■ nE �� ummonnoo ■ / s N#••! ■inumnio /N /!! /na!!! /• /• ■! ■■Nunnu i■ / / /N■ n■■n■O ■inns ■sin■ ■!N■ ■ /■#! / /! ■ Ni St■ ■■ iY/■■■■■■■!■///!#! S /Mi■E / ■i/!/ ■ ■N / /E! /! / /!!! ■ /E■i ■ ■O ■■!■■ Min ■■u /OE / /loNUS ■S ■S ■iMlS /i ■ ii■■ i! /ti ■!N! / /N■i/ # ■N#!!!! /Ni / /ii ■■ /Mimi /!N nn • # r ■■ ■MOOR ■u## ■ ■ O! RRINE!! N■■! N//!■■/ i/■ i ■?r /SEMNEMEE7 ■ /!S! / ■ ■ ■N /!NN■ /■ ! ■ ■ /N /N■ /■ /# ■ ■■■■oo■ONIM ■M SON2-1 ► ∎IILI AMENM ■N■ /!ii■■ a I! !"�Il�i! // ■ ■/!N ■ /!N# /lam N■#/Ap ■. /I,1Ic ■On##■■ M ■# ■■N ■ ■ /■H ■ ■ ■i / /!• ■ ■ ■! ■! / ■• ■ /NEENSM /S!•N1M■ MU∎1 , i it < Ain EINItalif !L41 numninnur■oulunmAnn Ou /S.#OE. ■ ■nnuMunu /n vi;4. i/ i' /uNilii ■•N�l /!Mu//74i ■ /l ■ /■a#! / #N S__ ■ ■!!■■!!! ■ SO■o M # n■!! / / n orm ■i ■ / ■ ■C� ■ / ■iiLN�: =' 7r_'�7'�ai! /! ■ INI .19 0Alli" psi`EE ESEESrESS: EEESEESSEMENNEWENEMEEENEEEEESOEEns N#M ■iNO MONOS __ SN _ SOUNNEn#Snr ENSEENNUNNI NE■ SOEn■ ■!S•OE ■N! ■ ■■n // /SSOOODU■SO#■ui0 EMMENti■ OSSESS ■o#■ ■ ■1S i�>A■i#■■• ■ ■ ■ ■ ■ ■ ■ ■ ■ ■#### ■ / / / ■ ■# ■#noun ■ ■ ■# ■ ■! ■N� ■#! ■■ /noun ■N■■■ / ■Moon# #A / ■R■ _ ■iS /lEu ■ # # # ■< 7 HON ■N ■ #MO■onS•anR ■O#!nN ■n■n#N7 /i ■!•WEAN ■!RIP/ SSUNSO # # ■N■■ # # # # # /#!N ■ # # # ## nunm401Ai4'n ■ifl!faun■# .' ]■ ■';N %4'4o'' /r ■•uuur. --Ilan S r•7 ■N# 3c■ 1■:vr.7 ■ ■ # ■ ■i■ ■N # # ■#■• ■ ## #■# uiiiKriiii ■i�E ii minnum ■■■■##■ N■# ni■/ u N ■ ■ ■ ■I ■iN # ■ ■ ■ ■ ■ ■ /■it ■ ■unnan ■ ■■ ■ ■■ noun■■ ■uounii ■ ■ mor ■■M/ !■■!!l unnunun ■n!■■■SN■■!ln ■■n■lnSM ■ ■■nn■■ ■■nummom N #n ■nn■/EO■ /nu■ EEEu:Srrils ■. Oi NNINUNN NE iwi OS anS aii%i iii i i EEr omnum S M m um ■O S !■no! ■S ■n ■Sn u■ # ■n #uN ■o■ Wino■ n/■■ #un■■oonnooN ■■n ■0000n■ ■ooN ■n ■o ■■ ■n■n!O ■EMEINNONn• !� ■■■ ■nn ##N ■■ SOMME■#■!OM # ■ion■! ■i••O ■ ■i ■o /!nE! ■NON / ■Moo ■NOU ■■ ##S SsENNENSE■NON NEM NE ESON SSEEN SMONNl:si:S■isE i ■ S %:5::N1 i ■: # S:S:ii ■!on /M! ■u■Mi SWOUSONEMS ■#ERSUN S S S ONNENN MMESSNr Eu ummOsiiii Miiiii i % ii iiiiii ■ ■■n■■ ■■■■■ n �MM■!i ■ ■ ■ ##E ■■� ■!■ ■ ■■ ■ ■■N/■ #liMN ■■■ ■non ■n #• /!SM ■■ ■ / / /n ■■ EE MENUS E:E ES: EEENSONE S: ENErE EE ErESEEEEEEMEMEESE = E EEEEENERO MM EMEENE E EENMEEEENEE�Oi■■■O= N n! # #n ■Si non / /nlun!■ ■ii■ ■ ■ ■u /■ NSA■■■ i■ onoNno ■n000nn # # ■nn # ■nlnu ■ #no ■ ■innnu ■gin Ei ## ■ :::: n :: nunn nonnn:ununno ■ nn u nun M • Emu umunun ::SEEEEEEEi S = ==== = = == ■ = = = =� == == ===aNNEENSENNEMESEE E;: : ONNESESSMSO ■ iENNESSr #aUESSI ■NNESSE #ESSOMES :EENUMONESSENESSE:NNOSEMENSON:E lunneunnouuniun ■ :■ M' M " " ' : OU E SY:EEE E ■ :: O:MO N ESC:E:MES _ S ESir NOSENNENSENNESEN Ei NNEENNEEEEEENES SESSUSEMOEESSEMEM:S MUMES S:: ■ i # ■ � S � O NENDS O O ■ un ■ O M � M # NS :N:M N\i UEiiS OMUS E ESONSSO:: NSESSEEE SEM ESE:Wi E. S ■! ti.n■ooNO #E ■/■ . ■ rummuu: SEE EE S#/on ■ ■OM� n/■ onno ■Moms S■ni■MMOn ■oOMM■ Mums ■ #■ inn ■Sun ■■ ■nr ■ #n■■nnuM■M ■u ■ ■OMN# MMMSU■!■MOn11E mesh O■■ N■ u■/■ M#■ m■ u■■ n E/# nnnMSN#■■■#• a■ n ■!■MiinN■■nnE ## ■n ■■■onnnunn■■M ■; O C Si SS •n EEEE n non n / iE: ■ ir onn r:E: ■nnnonn ■ nnno nnu mn anna ■n o Eniir ■ n nO ■ ■■N#MSn■ yam son iii nun■■nn rn■ Mi# n■■ Nnn_■ nn ■mrin■iinesnnu ■ ■M # ■Mn ■�■Me ■n# ■u ■■one ■ ■ammu'iimmonise nnunn EEE�S,�,in E ■ Sr i E enrriEss ■■ Er ■nnnonn nnuaEEEEE n n ■ nnnonnunamonnnonnaninsin Noninn ■ ■■ O■o M/ S■nu##non / ■ ■iy n#■ OEOOO E# SOEa ■ ■ ■nOmunnsIMnnOSn #SSoo ■ # # #uNunn n■■ ■n SMnnsumuu onin# ■i! ■O!N ■ n umOM■ n ■■ ■! ■nu ■u #MS ■o ONO ■■■ ■n■oo ■■ inoonnunnum■ s ======== m nnun u ■M ■ o M ■!O!O■■ r E NSON S I S UN N N E ` ■unr N E SN O■n ■ ■ ■ # # ■ SES E EE S O SO ESO n!O ■ ■OENNESSONN MO■n ■SE /ONO ■NESSONOSI ■SMSSMM ■ ■SE ■MOO OO ■o ■ ■ ■ /nn ■ ■u ■S ESOUSSUM ■■ SMS Sir■O SE SMM ■On ■! OOnE ■ #n ■S ■n OM n ■ ■ ■1N# nO ■ ■ ■ ■N ■O #rO ■iO ■MM ■r SrOn ■■E ■ On ■ ■Onunn n■ ■mO ■ ■O m ■Oni■On ■M■■n ■ ■ #■Ni ■ ■ ■i ■imum ■ ■n ■unnunnonn* ■r N S ■!M■ ■O M S Si ■ # ■! ■ ■MSORi MSONNESrn O EMS ■ ■OinM■ ■ #S■uMOM■ ■ ■N ■nnnO■nn ■SMM ##M! OM ■SUMUSO■■ O ■ ■NUN■MMM ■O ■ ■M S ■S■ ■SONS■ ■SSW ■NUOOOSSO i s nONo ! nI I m os ■■■ C E SA� SUSSONONS inu u rea ■ o rr o rui u mag a monnunonnO u nnunnlr r ! ■ ■r■ ■■ O!n■M##■■OUln nO ■ ■ ■i■ ONNU=SSrunE■ ■ ■uS ■Nu MO iwiEEiiE■ n nun O■ nunnun nnO Sn ■O i Vii■ w *An■nisnow■#nanumEEE nns SO SEE E i .EM MSS= n � enu mminnun usu n O M a n Ommu mn nenri ■ rron O im S musr S i unnonu U•EU S5 OIf ON NO ■S! Sot ■MO■ Mu •• ••• n . uiu�r Eu sr Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • ••. • • � •• • 0 �•� •• • • • • Rev: 580008 User: KW- 0600621, Ver5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam De sig • • n• (c)1983 -2003 ENERCALC Engineering Software V %042400: 44.}:4RMARS7NCIPMFZ4144447,MNESP.MM2W Description General Information Span Depth Width Beam Weight Not Added Rebar @ Center of Beam... Count Size 'd' from Top 2 6 13.50in #1 Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 Uniform Loads #1 Span = 9.00ft, Width= 8.00in Depth = 16.00in Maximum Moment : Mu 6.77 k -ft Allowable Moment : Mn *phi 48.30 k -ft Maximum Shear : Vu Allowable Shear : Vn *phi 10.06 k Shear Stirrups... Stirrup Area © Section 0.220 in2 Region 0.000 1.500 Max. Spacing Not Req'd Not Req'd Max Vu 2.263 2.022 Bending & Shear Force Summary Bending... © Center © Left End © Right End Shear... @ Left End @ Right End Deflection RB -8 Dead Load 0.338 k Deflections... . Upward DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] ACI Factors (per ACI 318-02, applied ACI C -1 & C-2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : 9.00 ft 16.000 in 8.000 in Mn *Phl 48.30 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 10.06 k 10.06 k 1.400 1.700 1.700 1.100 Live Load 0.115 k 2.26 k 0.0000 in at 0.0000 in at 0.0000 in at as Left 1.521 k 2.038 k 1.521 k Short Term k Mu, Eq. C -1 6.77 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -• 2.26 k 2.24 k internally to entered loads) ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor • • • • • • • • • • •• • • ••• Title : Miami Country Dade • • • • • • •„ • •Job #�0 -a91 Dsgnr: DWH • bate: a 0U2t D 28 IIEC:4 Description : • • • • Scope : Code Ref: ACI 318- 02p7i67AAC,1,003:IBE, 1003 NFFA 5000 fc Fy Concrete Wt. Seismic Zone End Fixity 3,000 psi 60,000 psi 145.0 pcf 0 Pinned- Pinned Live Load not acting with Short Term Rebar @ Left End of Beam... Count Size 'd' from Top #1 in 3.000 4.500 Not Req'd Not Req'd 1.011 0.987 0.0000 ft 0.0000 ft 0.0000 ft Maximum Deflection Max Reaction @ Left Max Reaction @ Right @ Right 1.521 k 2.038 k 1.521 k Rebar @ Right End of Beam... Count Size 'd' from Top #1 in 6.000 Not Req'd 0.987 Mu, Eq. C2 3.59 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 1.20 k 1.19 k 0.750 0.900 1.300 • •• ; • ••• ••• •S• • •• • Start 0.000 ft 7.500 Not Req'd 1.998 Beam Design OK - 0.0078 in 2.04 k 2.04 k . Downward . - 0.0059 in at 4.5000ft -0.0078 in at 4.5000ft - 0.0059 in at 4.5000ft End 9.000 ft 9.000 ft Not Req'd in 2.239 k Mu, Eq. C-3 3.08 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-: 1.03 k 1.02 k Add "I "1.4" Factor for Seismic 1.400 Add "I "0.9" Factor for Seismic 0.900 I2 Dbnald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • • •'• • • • ••• ▪ •• • Uses 1, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam De • (c)1983 -2003 ENERCALC Engineering Software 9 .7 Description RB -8 Sketch & Diagram 1Ib7i3.7 ZI LII ° ( \• = = = == =•1111 1111 1 11111111=_ =��I♦� „11 h 11 1 1 ill l ��1• &��.111111111111111111111'1111i11111I 11 '111 111111111111111111!• ∎•111 " "1" 111 1 iliiiI=M11111•1= =11111....1 41 ®11111i11111•1111111iiiiiiMiiii E111 ■'•III 2iiiI =MMllllMll MIIIMM111111l►.1 1,S ) Load Locctbn Member U aM gi;111 II11I 74&Mcai7� unmoor I II 11 1III1114II11 liII 1mom= 1111111111, 1111 I1117111== II/1Mri 1 I 1 €1111 11 1111!11111,1111 11111 Imo= Lauri I' VIII 11 1180 111 RI 111111 111 111111= i1i r , 1 11 III 11 'I 11 11111/111 I Pl I III' 11 11111M N 1 11111 `I I II 10111 1 1 1 ' 11 1 1 1 11111111111 1111 111 1 1 1 I �■ MI I 111111 V 111 11111111111' i hull' 111 111 li I' 1 1'41 74119111 1 ' ' 111VI 1 11 11111119111 11111 11 II 1 1 1111111 Shear Load 00 ■ ■L� yo u I1111,1l II 1 RAMIil AZiia • • M • I I I 1 ill ll l l l l `!�� 1111111. 111.=111111.=11111 �IN 1 11111'1 191 1 1111111 1 11°111 Irmo. saw' 11 1 11111 111 11111111m 1111' !I 7= Lair 111 !'I 11 1 I , it 111111 f hi 111 1 !mm &a1r 11 1 11'1 I i! mar 11111 17 11 V I ill 1 111, 1 . 1 �JI I II I I I 'II 1111111111 1 1191 I I I Il zl� 11 1, ,I1'll 11 I in 1 11 I 9119111 1RI '1611 1 I IG 11 I V1111'. o. JlJ6JbAllJ1J11! l 1JJ1l1J1JllJJJ11JJ1!!lJJllllll! oasawn Shear Load Rmax 2.038k Vu-Max = 2283k 00 Mu:Max= 0.77k -ft Oman = 0.0078ln Beam Sketch ©mmi 11 II 11, alam rri 11!1111 II' salmi 1 111:1 1111 i1�1.V 111111111 iii211,111 111 1 1111111111 WM 1111 111 1 X1 11111111 1 1 11 1 p III VII ll 11 I 1 11111111 1.!111111 1 1 1 1111.11 .f1T. L' 11 11111011, ∎ ∎ ∎ ∎=1111111=∎∎ 11111M11111 IFI 11111111M11111 x1i1� ■�� 11 ∎∎ ro 111,11 01 111 ,91110111 �� • ■1.•� 11■1 1111111i111i011"01t. 1 I 11111111111111111•1111111E■11111•11 11=`J 11 1 II11 I IV01113 ! aIM■1111•111•11■■■■•ill:1 11 7��rlllfl 1110.1.1 1111UI(0111110109V't IMMIIIMMi, 01 1 11111 1,11E1111 3 1 11E1i1`011 ?1101111111 ■� 1111∎ .1EM■Ir11110 , 11110 11111111 1 1 . ..... 1 .ii 1310303111 I1111P311 ■■ T:MMO•1 1/11111/ 11 1111;11 111111 III 11111 aJ 11 1301'1111 9171 �lnf 11'11 II 1 1 1111!11 IIII 4 1111111 il! 1!041111 11101111 11 1∎ '.I 111 V 11 1 11161 111311 14111 n1110111119 111 II 1 1 At• M 7T f l 91 111111,1919 1 111111 '11111 V 11 41, Ii11111 1111,1!111 111 1 111 111 DU 1111.I 111 110413111 1 11191 1111111 1 " 111 411111111 111 311111111,111111116 74111110 IVI 11111111,111 11 1111111 1110111 111111111131100110110 .)011!11 11 011111 11111 hllli13 11m r, rail 1 z 1 11: 1 1 I x..:.111.1r,1.N .. 1 : z11 xmz�1r1�1 III 1111 3111111011 1111111111100 111001,111 0111' ;Ill 110010// :0311 1 11 1 :'1,1,11 311 11.111911111110 11131311111,1111111101111,111 1 11111 111111// 0E7101,1 11!01111 11 1..111 11111119 1 l Illhlil11119' 11 111111 11113ii•=1 9771). 01'0010 111 3111110 1111 11 I11V ,yid DL7i.'!1,1 1111 1 1 11111 1111 1 111 110111iJ1Jll 11 1111111 111.1MINM :07IIIIMIY 1 11 11111 1 1111111111111: 11)11 JI�� 011111111111111111111111L 11,11 1 9111111' 111' x∎ ■1=5ui11 11113 111 1 a7 01M111•11==11:I'� 11 1111101 E ailMIIIMII■1∎ TIM 7LM ∎IINSP7 1 €, 01 61991101 XEMII ■r 6 110 11 11011141 ?L7IIMIIIIr1 1110 1 ^IMA M /TM! ? 1111 1'1111 1111 1110111011 1 F 11111111 11911 111101)111 1 1J 11111111 1 ;11 1 111 [Awl 1111 P011H , 1 111',31 1 1 Imo! �lJ 11? L 41111! 111 ,,:111,1 .1111 111 i 11 riv 1 111:111101 Mi110111 01 1 :nil du I ni01101 r] 1111111 1l 1113111 11 1 [Ina 1113 11 101IV1 =714 1,11111111 A, 111110VII, 911••111611,11,11111 111,1114111111111i9 ,77 ∎111.11111 1 3111 1111,1 DE71■ 31 t11111110131 .1=•■■■1111 31/111310 ori1•menolimmi•xm010i11 1 U IILIEEM ill171111 1111111i111'J Il III :d Nmemmemo 1110110 11111310 1,� lab; 131/111 11101 gl■■ 191, 311 VI 1 10110 1 11 I '111111111111 III 1911 III 31,1 1 111 ■ 1111111 1111111 1 11' 111 ' i� 110111 III 111/1611 111 11011 1 1 1 131A 11 1111 I 1 1 Put )11111 011 1111 101)111 11111 I 1 11111111',7 14. 153]1 ill I 7E11i1.T'1,2 1 11911111M M1101111111119 1 GI 11111101111• 0100110 III 10111! 1 1 119 3 113 311 01111 01 III 1139,1 11111111 1 111 t• 11111011141 11'1111 0 1 !I� 1II11111I1111 1 i11i 111 il J 1 ■ 11 ' ∎� 1911110 111 1 '11 111':5 ∎� 100101913 11111111.611111111111111111111=1 011110.1_1 ∎�� 11111 11911 1 = = = = = == 1 tall 11 11111IIIIblllll�MM�� L 111 I : 1 III ��M= 3�7�� " I IIIIII1111111 1 1 1�1 1 111111 1 1 MarEmih\1111 111 111 11; ��M� ��u �1 I 1 II l&1 = = =�UMIMI i Location A lo Member .. u 1'1 I I I l ylil lullll llllilll��a��,' 111111 111lIIII== 1111 1111111'111'11'11111191 11111 1MIIMIN 111 `1111%1111111 1119 II/ ' I ' 1 ° 111 11111.11.1 11‘I= 1 111 ' 11 1111111 11111111 11 II= 11111 :1 II 114111111111111 11111 '11'111111 1 91 1 III .11111916 11111,1111!1 '1111 17 1111'1111!I11111111JII11111 Ili 11111111 1111 II 1 11111,1111kt1111'191 111 11111 1 11, 11111! Moment (k ft) Location Along Member (It) Stresses for ACI C -3 Combination Rmax = 2. Vu Max = Moment (k ft) Location Along Member (ft) Stresses for ACI C -1 Combination • • • • ••• • • • ••• • • • •• • • ••• Title : Miami Country Dade • • ' ; • • yob #44 -291 Dsgnr. DWH • patp : 28 : D4 Description : • Scope : • • • • • • • • • • • • • 04.991.et .Calcylaflons • •• • • o • •• ••• •• • •• •• - '•• • '• 2 11111 , -1f• = = =11111111M=IIIN ^. I 1M•�1•�� 1 III 111IILI1h,11111111=1111111111•11=1111111 a41111111111>•11111111111111■1191111111111 1 -- - - - -11 ,01111II 1 1 MMI111l11111 111111111110 ===■! Moment (k ft) Location Along Member (ft) LJ W 111 .11- 11MMIIIIMINIIIII=1■=1111∎ 1111,1 011119d'1100I1 €Vllldni 1 ∎Elell111111=11111111•111•∎ )1pi 1111 11111111110.6111110111100•N1ruV MINIMINIMini1M111111111111111 -=== lllf(i 19t11T111'J 11101 ! of fl ' IIOVIIIIIdl1x111 I ,� ��_�- 1, 111 11111111 I 1 fL��1�� 1!•I��Itttr.' Local y Deflection On Location Along Member (ft) Local y Deflection On Location Along Member (IQ Stresses for Service Dead + Live Loads Stresses for Dead +Live+Short Term Loads Stresses for AC1 C-2 Combination 00 129 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580008 User. KW-0600621, Ver 5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design • • ( -2003 ENERCALC Engineering Software 9 9 MagEWRINNO Description General Information Span Depth Width Beam Weight Not Added so wooms...ATORWSRIMNEWISEMEN. ...Z05 12 Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 2 6 13.50in #1 Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads #1 Bending... @ Center @ Left End © Right End Shear... @ Left End © Right End ACI C -1 & C -2 DL ACI C-1 & C -2 LL ACI C -1 & C-2 ST ....seismic = ST * : RB -8 d +w Dead Load 0.377 k 9.00 ft 16.000 in 8.000 in Bending & Shear Force Summary Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mn *Phi 48.30 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 10.06 k 10.06 k 1.400 1.700 1.700 1.100 Live Load k Span = 9.00ft, Width= 8.00in Depth = 16.00in Maximum Moment : Mu 5.34 k -ft Allowable Moment : Mn *phi 48.30 k -ft Maximum Shear : Vu Allowable Shear : Vn *phi 10.06 k Shear Stirrups... Stirrup Area © Section 0.220 in2 Region 0.000 .1.500 Max. Spacing Not Req'd Not Req'd Max Vu 1.786 1.596 Rebar @ Left End of Beam... Count Size 'd' from Top #1 in 1.79 k Upward 0.0000 in at 0.0000 in at 0.0000 in at as Left 1.696 k 1.696 k 1.696 k Short Term k 3.000 Not Req'd 0.798 Mu, Eq. C -1 5.34 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -• 1.79 k 1.77 k • Deflection ACI Factors (per ACI 318-02, applied internally to entered loads) 0.0000 ft 0.0000 ft 0.0000 ft ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C -3 Short Term Factor • • ••• • • • • :. • ••• Title : Miami Country Dade • ; ; • • dob•04 -$91 Dsgnr. DWH Description : Scope : ••• ; ; ••• •• ••• •• Code Ref: ACI 318 -02,0097; JFF,•2.0031BG, 1003 NFF 5000 t'c 3,000 psi Fy . 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned- Pinned Live Load not acting with Short Term Maximum Deflection Max Reaction © Left Max Reaction @ Right 4.500 Not Req'd 0.779 Mu, Eq. C -2 4.01 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 1.34 k 1.33 k (a7 Right 1.696 k 1.696 k 1.696 k 6.000 Not Req'd 0.779 0.750 0.900 1.300 Date; ; 0:11gLM 28 i�EEC g4 • .•. •'• •'• •• • • ;.• • • • • -• Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Start 0.000 ft 7.500 Not Req'd 1.577 -0.0065 In at - 0.0065 in at -0.0065 in at • ; • ••• •• • 04- 991.eyvta atons -0.0065 in 1.70 k 1.70 k Downward 4.5000ft 4.5000ft 4.5000ft • • • End 9.000 ft Beam Design OK 9.000 ft Not Req'd in 1.767 k Mu, Eq. C -3 3.44 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -1 1.15 k 1.14 k Add "I "1.4" Factor for Seismic Add"! "0.9" Factor for Seismic • •• • • • 1.400 0.900 lab Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description RB -8 d +w Shear Load o. 11“ 4/ 4411141111Mi111 1111iiiiii4114111Jliiii 0a7non Rmax= 1.598k Vu-Max = 1.788k Mu:Max= 5.34k -ft Dmax= O.0085h, Beam Sketch Ram. 1. Vu Max = i ,111 7■111•11111•11111111===11111• 1111 1 1 1 =MIII_ 11 1 M�� I 1 I 11 MIIMINIEMININ M1>•111111i1111111h2E 111111111 111 I: 111 111 MIIIIMII• =M1111M '111111 i 1 1611 111 fl11 11M11111==1•111=1=■.1 Iq 11' I l 1 1 &1 = = = = =x\' 1 .11 11111 Member Moment (k-• Loeadon Along Member (t) Stresses for ACI C-3 Combination Title : Miami Country Dade • ' • ; ; • :Job 6 04691 Dsgnr. DWH • ball • 1006AM � i 28 I C p4 Description : Scope : • ••• • • •• • •• ••• • • - • • • •• • Rev 580008 • • • • User. KW- 0600621, Ver5.8.O, 1-Dec-2O03 Concrete Desig Rectangular & Tee Beam n • (0)1983 -2003 ENERCALC Engineering Software 9 •t1 • • • • • • • • • • 04- 991. atone Moment (k ft) Location Along Member (8) Stresses for ACI C -1 Combination • •• • • • ; •• • • • ' •• • • '•• • • Sketch & Diagram 1 ':1 : 1' '1011 MINMIIIM=11111111•1111111M1 11611 1111':1111 \ = =111111=11111=M1 A1lrl ei 111'11111 111111u611•111111MINIIIMMII X11111 111111 111I111 d' ai1111111111111111111111111a111111 1 III .IIII[`! -- - - -- 611 111111111 1 !I IMININ=1111111111•111111L., 1 111 11 ®MMIIMM=IIIIIIIMINI►111 II •. L n • • Member • 72iMla illll, Ill lhlo l 11111 i 21A CJIMill lial==.r 1 111111 111'1111 0 1111 unmoor 11 11:1111 Immmu if II 1ilimm ZJIM1r 11 11 1111 1 1 1 1111111H I +IIII 11 UMW".. 11 11 11111 1I1 111 1 1 MIMI �,I 11 II 11' 1 111111111 11111 1 11111M 1 1 19 11 1 I 11 11 EJI 111111' I 11 !111111 I1 1' 1 111111 1 11 Ifl 1111 111111111111111111111111111.1 1 1111i � 1 1�'r11 I 1 11111111, I I 11 1 1 111 I''1 1111111111 1111111 111 1 1111`1111 • • Shear L Load L Location r.� M�emmbber iu ��G� 111 1115 E.A0 1! III i7 II t III'!'�IIII��IIr� =�r111 • 111111! 1111111111111!11111111111 1 MUM= L7MI111111 11 g1P' 41111'PI111.111'11''i1 111`111111M111 31111i111111r11 1111 1 11 1911 1 ill 1'111111 1'911 1 Lair !II 1111 li 1 11 11IIdlllllll IJ lum 1f 11 i1I 1 11111 , 111111l1111111.11111EIII 111 1= &1,1 1 1 1 1111 1 911111111 1111111111111111111111111 11 11 AM 81'111 111111 11 111111111111111EI1l111 111 f� II III II, 111 I1 1I�IIIP11I 1 111 Illl 71',111111 Ill 1 Il Il I 111111161 11111111 1 1 11 1 1111 Be •w:i• Moment ( Location Along Member (ft) Stresses for ACI C -2 Combination 1 11 11�� bG1 111111 1��7�� :� 11 1 1111111 11.1111111,1A��I•ME 11,, II 111 I1' 11111111111 1111 �� 3 i` VIIfiIIIlTiiii11111111 ai1111111=MINI1111111111111•111.- 1 1,11 iL;111111111•11111•11= =•111=lb. 1111 II 1 111,!111 1 Tfillain' 111111111111 111911 P1111CI11!^mis. 1111 111111 11'1 1 11111 111' == 1 11111111 PJ Il'IMINII .1111' 1 11111111111i 1 111111111 1 PI 11611 1.1:!1 1 I it 1 0 1 1 � it 1 ,'11111141M 1 I ! 6 1 1 1 1 II I,illldi111 111116111 11111111.1110111, 11 1111111.11' 1111111111111111111 1111111 1 111 11 1 111 1 11 11 Ili IN 1111 1111111111 1 111111'1 1 1111 111 1 111 11 11111111111.1111111 11111111111111111 1111111N ,IL Ill 11 li 'I 141 II1I111111 ,11 i`1=111111■1111M■11111111MIIIIIMMI 111 1111 !1010111611111'I11 1 1E11IMIIM11■1111M∎∎ )l 114 1 11 91 1TiDllBlktl (If1411II1VI911IIIMgMiiii.11111111.11111111/././ ��`r'I11IiIS fl(Il9Trr111fs91i11 ------ 111► H 1194 I I I - - - -- 111.1._ •'. L• P • - .1111 1 IH, XCE 7P�- -w1161 I'11HiIi 111.011 .1I.I.7111goss-- EEss—rll 1101 I'111 ; 11 @I!I4 111!•1.11 1111111- - ?Cf1111∎1S 111111111 11971 11111111 11 11111i' 01111191161 1 IIIJ ��1111i611.1 VII 1 16.11111 II I IIVI I;IIIID9V11 IIII III P"1em— �lnis 6 11111 1 11 II dm /1111 11 11111 11 1 .1 IIII'. 7- 1 111 1 4111100 1111111 9 1 111014111011 1111611 111 "1 !' MINN 1 1 . 1 1 1 1 6 1 1 1 1 1 1 ! 1 11110'1 111111111 11 1'111111 11 6111111 11 C' 11 1'17 1 11)1 1 1141...1111,1 111111 1111611 11 i11111i111 ,I1 111111110 6111011 11111 11 111117 T,1 f 14 r! 14111111,11 1 ..ill! 11!11111 1 1111118 J111111151 111101 411 11V1111111U11 i � ii.c1 i1 TA 19 1 1 11611 t 11:.1 11 ! rT 114. 1.11 1111 1 111116 1111191 1 11 11111 1111 1111111 1 1 1 1111 OCIV1I 11111 4111111 1 I1111111101411111i11161 i 1 LANE 41 r 1111 .1111111 `I6 1166111 111111¢11 6111114 1 °6111111111 6111U 111 (11:- riEMINg. Ip €11111 1 €1111 11 ..4191 11 101111111 11111',1 1111 .41- GE1 -.1111 tl I M111 11161111 Pl 1. .71 11111171 G11m19I ; 611�- - `6111 11 411101 1 11//1 11 1!11111 ;111191 II111 1111111 11.11- - - 1.111111 1111 111611 111 -- r 1-- ∎11111 1 11 1111111 11 !8 11 11111-- - alE■-MIllai'lU 11 1,11E116aMIM=11=11111M1111 , r -- al 1 10116114 -M11,1 l 1 1111 111111 1 �CiM■ m1111111111 11N 111111 3�i�1Ori1111111111111 I 11 I 1 I l 1111111 ET`111111111111111 l 1 111 1 1 11111 Ali nFri 111111111W11 HI 11 1111,11111111111111 111111 111111111111 177111 6 6 1611411 111 41!1111' 111181 !ARC 761111 1 1 61 +1 11111/11011111 11111 111111 "1111 1 lii 1 1 11 1+111 1 III 114 19 1111411/ I 111 111 IIII6 (]1111 '11, 111111111111111 IIII 11101 11111 r IiLI 1 h 1111111I11111g1 111 MlliMIC 1 8 1131 11111 MM M r iMMIONNI 1 i69' 1 11i1i41 IVI 1111151 : -YSI16 I I IIVI 11111111,111 raLT_1- M11.111 114 1111 11111 1 1111 r -- Mitil1;llil 611111 116111 -.■■■■ 1i1111 1 111111 1111 III I -- ' 11111111 111111 1111!1 P -- III1J 1111 111111 1111111 1I'1�- 1 11111111 IIII 111111 1 111 1 1.111 1 1- 1 1911111 1111 '111 1 11111 111 411!1. MIN 1 61 11111 1114!11 tl.I0 1 i 1 11(1 ' MIN 1119111111 116111 ;1.!1 111111 11 1E1 1 imam 1114161 .1111 '.1111 11619 I • 7411 1119111VIIII11 T1F 11 1111 I111:41i- 11111111 1111 114141 1111111 11111 11111 1 111 161, 1L� 1 11'111111 .6111 1111 11111 1141. ,- d11111 6111 1 1.1 111 %- 1111111101 1!11111 1111! 1111 II AM- 1111111,i 1 11111 111!111 IIII i 111111I1 11111 111111 111 ■ 111111U111 1�1' 1 1611.11-- - iriTINIIIIMEIEMAMOLEM2E111XEM.ffilM 11i1.11 1 X - - - - -- 114:1 1 11 II Ii \■IMINENIMIIMM∎MINIIII∎ 1 ' 1 1111=11111111•■11•11•1=•1■11 1 k1J 191 61110 1111o16V14 111=r - -� -- ■---= � Ills y i ll II Da7---- - -`.II III! I 1 It 1 111G1•-- - - - - -1 1 •141.1 Local y Deflection pn) Location Along Member g0 Local y Deflection (in Location Along Member ( Stresses for Service Dead + Live Loads Stresses for Dead +Live+Short Term Loads 00 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: ((1(_ SCOPE: NUMBER: 0454 I DSNGR: ax,in • • • • ••• • • • • • • • • • • ••• • • • • "• • • • • • • • • • • ••• • • • • • • • • • • • • ••• PAGE: m2 • ••• • • ' • • • • •• • • • i • • • • • • • • • • • • • • • . ••• • ' • • a • DATE: •• • • • # aac _� a ■.11011111111111111111 u i. I aria+■�a.4i.M.Cl■Mmau#M. MMMM LArCa INHI MINI IIISSOU ■ I■ _ �ii r NE INSIM IN ■ a ir.4IJ( rimi ivaa m # ■ ■ ■! ■r# Mm l : M IaMMMMMMMMM: 11 mmMMmmMM MMMMMMOORIMM MOMMISUMOM M� ' 'MR4A MMMMMM roam s ! r aar r ■r■■■ ■# ■ra M !#acze-4 - I - iYf�a# n!!ti■ maa /#rr ■ ■r ■1r ■■ eamma■MMMaaM•nnM•aa ■••M ■■ o ■■ ■i■i! ■ati!■ !Orr ■ •mMammmaamamm i# ■!i ■m■■ acra aa anam ■aaaaaan ■# sam r !i#!i /#■ ■A!■ ■i!■ ! ■a#i■irmmnana# ■ ■ ■� # ■■ ti illi!!![ salimm1i[��1!! /iio ►.ii tta i lmaslira#■ ■ ■ ■■ ail. s-As: uilmem ■am■ .nM • r■•M• cram■■ rMM ■IMMUMMMrr ■aalMlMmrraEEMM• ■M•aa MO tNOOMMU#!i! ■rME# ■i■ ■MME=AiiiaiRA ■!## ■!M Ma m •M ■amim■■.MN•N.M ^#r#■r■nrnImmril4!#I/■rs man# ■r■ imam aria ■ranaa na /o Rr"1i "/'■.■r ■##■ of s ■•ON•• ■■ ■aimusammNlGu wramanawbas!#am /!n xamarmmamanamanama ✓m ■L�iaaashaa!#ra■ Ms ■•iir#u.NNi.a..M.liummammumum ■ rM■■ ■m•aiMa ■.MrmMMI r ar•M aM#ammMM a# M mM M■ mm ■ ■amaama■!■' � M mmMMMM M../ ui..un� omm ## ■ ■■ ■arms ■aaaar'UU ■AUU##ai•T ■m■## ■a PIMP MML! TMMMaMrlaagPli �" !■•MMN•mnMOMrm■! MSMI MM ■MMiM• ■ O■n.muMM. T+til ■M••a7;`QWW -M i[ aiL mm "6iu#Ym` if.t fir.. /lmai#liaima# amaaar!`ra ■mr####■ MMU M• Nm•M# ■ ■MMM a ■.MrMMarirl UOMPUNi! ■r a1 OMMU R■mrNnr INMOWriii# ■■ran ■■r■irS!MMIMMMa ■ mmMMUOMMI M iii EMMOMMIUMMUMMIMMOt MISMMU iMii i iiir t IM mmaamannm a■um•M ■ i\miiaiia Ms mwmammaxama i � cram m an Mamma ■ awsiai m amaman anasamanam Msamam i ■ ■ MEMOMM•MM• #M■ ■!me ■mmm■MU arm ■r mi ■am! ■# m■ma! ■#i !a■ MMEMONOR ■m !i ■!,! ■i m #m■ #a i #!m■ ■ ■ ■ ■ ■ ■ ■ ■mm■ ■!a ■iii ■a ■Mari ■ ■mm# ■rmrammima marmr#ira r ■!#cram ■aa#i a M■ ■MMMi ■cram ■ ■N•mr.aMMMr ■r! ■ ■ ■■ na ita ■mamma ■ ■a #■ !, m arair■aasim■■aiaa ■aaa� naii■amm.maaa ■m■a ■or mi :`oliamma ■mm ■rirrram■ r M■mm amm lMaaM a##ia nin #Mara! as ■immm#ria■a• a ■mM■ ■MMmMr ■M!• ■MMMaaamM ■ ■t ■� mmMM#N ■mMMmM■r• ■Mansaaam mMMMMM mm M M.MMMMMM i- *al'il•M ■ ■■ Mir•i• #■■•mama M a' VOSOMMM•MMNNMUMMMNM ■ ■aMMMN ■ ■MMOM••O ■MAIMUU M ■ UMMOR■UmmonOMMI EMO MOMMEEMEMMMli Sm%m mim aa Sarlaa■r#m■mr� ■# ■ a WWIMM ■ MaM■mmnmMMMnla rMMaMa•M•• aa■ ■MM.MM >�MOMM.MI:�K47�?' Ri ,;i M■NMM ■!Uri fliEmp as A A imMV "IRMOMl� #a■■ !■M mMm■i ■OUVINIM ■MmM.•iMM ■m # ■ar:1 MM■ ■MipAIli� miLit'M ■9M M•MM � 1110! \MAIMai /maAIai■ 0m /Mai 1i ■I - )rte S��I'!._".lim• crams■ialThil•rMMman ■■ ■.MMM• . .`il r.Y4 -�'1[' ammanwssma ■•a `� i roa #anam mania!! a! aa■aaamnm■Mr• #m .M ■ .OMl.IU M i MMnI/mU MMM•MMMM IMMONNMMMa r MU O MUU MM %M aarMM .... xAa ra' w oz ammaa /a M r i i'miniamMMmMaam MOMS a M•aamaamaaramm aaam MMm AI ■ i ■uM ∎ � ' c\E Mc r •� c c z aii m _ i nin IU • USMMMiUUUEIU a =' dt `A i i:MMi MMU M UNA M I aa iM MOME Mm#MM ■ ■mit aMMMMM■M ■Eras• ■LEMMAIMarrlMrmamMi #a MMia a MISMOfi aE . • M ■alMan•M■ a• ■mAI ■m w?ni ■ ■MM ■na# a ! ■a•mMUMWORMOM■EWOMMM "� '• m AIM m9I OWINUOMmrAIMOaM MMIROM ■im#■MOMM a■aaaaa maaanamanna l m/ asa rom a m maMr l r■.�ni/,i m e r ■m■M ammana M■a •ma MaaammM imMim MOa arAI a• m ■■!■ lain ■amaaampan N! onsanaraaammara ■M•aa a i a al 0 4•�nr�amaw / ## im as /•at ma mmaanam #Mai a m■ §§11Mi MMiMMi�M`rI Mii illIUM ilMMMmMMMMMa INIM I a■■ O i,i�r MMMO C All MilICiMM•r■ ■M ■N r•aM•a #• WWWOMaraMa yrM(•! OMMO ■a WSNMOMMaaar■a MaMr#■MUMM# #i maim am aaaMMM r m i i n amm am maaaa �: ■ :ml mums marn an ' 'a saaa #a aannas : m masa maana M AIM ■aMMa• ■AIMMri ■a ■MMMMM #MOarrM ■m ■ !a•a■.iMNMMrMam ■a ■rM # #MM Mama MMMMMim #ii # #a •••■ M■ M■ mii ✓ im■• i . ■Mmia.MMaa..mll.li■*7!•ai.aai■ a= 1C 2 iim.m #i ..aammma■ #•mU•U. MM a.Mia; #xai ■aa M I ■ ma m M::maff ia MMM MM a MM:MMM a ommasma " i, 'an awm anammm a a ' M C s' s a mr ' � : ■ ri ' /Maa mm aai m ax MMMMMMM ��'i m•i ■ia WL!LS CAM ■MMn Mraaamna a■aaim•anama ■ M M ■Mmarmunasa l MM iii:MMMOMMMMmMririMMiMMMMIMO M%MMOMMiMM ai ■ ■ ■ ■ ■ m� M MOirrMMORO ' � ' MMMsi ENE. mina M MM•nMa ■■m ■imM� ■ran Mr ■• M n ammamma MM a a aa a ` a i nam ■ G ■ ■!Mamu m ile M m M i Millli-ril M ' v ili° R1 CO i� ` !\aia #AI ■nr ■ # ■a ■ NE■ ■aiam■ MMarm ■ ■MM•MMM�■ilrMaMMMaa ■MMM! ■MM ■n ■iMNMMMM■ AMMm ■M ■ ■a ■mmm #r■MMrM ■ MM ■UMSOEM OMMIM#mMMMrMMM ■m ■Min ■ ■M ■OOMM ■MO•■ mM MaAI•aMM MOIN MMMMM ■M. ■MME ■UMMNNMMMMM #MEMMMNmnram SM MIMMM#aM■MMMMa NMMNNMMaMNOr.AINM •MN•MMO•M MMMMMMOMMEMOM MMNa.a •MMmrMMMrm■ iMONIU MMM M! a ■■.Ma as ■aa ■aM# •Mm.la maaliOMara #MIUMW■ MM • ■M ■AIM■MMmr ■MMMMMMaMMM ■MM ■mn #aO MMOMMMMrMOMMMaM MM r l� MamM MMMMa M rrM•MMSUMMOM aaMMM #.MMaai ■m ■MMMM ■M■ ■m NUM! NO M #•MUM # Maan ■IMM aaaaaiaM• ■•• aaMamm•ammM M •ma#am ma••m ■MUMMMMM ■a ■MMM■■MMMMMM■ mm■ a� ■ MMma..MMMMM aaaam =M ■ #aiMOMM Ma ar• #MMMa aaaama■MOMM raMMMMa■• cram ■a ■ ■aMMM #aMMMam■Maa•M EMMMMMmM■aM# aa MaM MM.USI MMi iMMrtiM U M MillM EMMMMMa EM\MMMUMMEMNSMORMEMS MMa C a ari•i SOMM UMMO! ■EROM MMXIMOMaaai ! ■a m MII ■M ■MMM•M ■OM■■■MMMM ■••MN M ■M ■•M. ■MM ■MmMMINMmaM■M a u ii ma■■•aMMM!■■ n Mrmra■ rMMSOMM ■ •mmamara ■ssamm rnamMamamnsi a mamma ■m• #a■a!■r■amM amat is amsa MMMMM am M ma MMm n s aa a a m MMM MMMMMUM M M l ! MOOMMn■Mr Ma M M■M aarr as naaMa a•M•MaMAI•a ■m M•■■■ ■M■NEUM USSMOMMMM■■ma ■r■#a OR MM ammmaR o #mmAIr■ MMMMma aiaM ! rn■• r■ SMSOMM• • ■■■rM■MMMMEOM ■mnMMMMMM ■Mr ■aMM! • iMOM■■■#. Mm ■■■ ■AIAI i ll mr ■ mM ■N■ ■nM n •aaaaaas ■ ■ •Maa■nalUUri■m•MM ■Ma■ii ■ a ■• #M,i MM ■i �.iiMMOMm a amaa■ AIM ■apanammaam mmm■ia #armMMnimmmaaama! ■•am ■MM m ! ama ■•M•MM Mra O ■a ■rli rri a m an■ a ■aa ■Mm ■ammmam■. MNarmmm ■ aann ■Maim•• Mm . Oa■ ■MOalaanna•! N M#aMMM•amaPP i■lliMMM ■lMia ■■aa■MMMMOOMwa M iMMOMIUMM M aM■ M■m• a■ mM■ MM■rMaMM■M M MMENMaaaa/OWMP NUM WOMMOMMMMMMEM■M• ■ #•armMaM M•M• nNMMmaianr.M ar MmNr # ■•f �i ■m # imMMMMr. •aM M : • :Mmm MMMM NM � a ■MNaMM■ I MMUMMOMONa ■MMM O mg M a MMrnNM M.Ma M ■MM•MMm Ma ■■naaai M ■a as I M: MMN M rMMMA a MM ilia %mma ma ■ #MaAI ■alMWO a a AI aM l a ■ ■M ■a •MMAI AI a■M m #aai M al a AI a Man. M!■■AIM #rMmM ■AI ■■M! ■MONO m #ii ■MMEEOMnM m anmramam. MM ■ Mila ■ ■AIMa## a ■m/MMa••M•mMWSUME MIMUOMia■ ■MMmMMMM NaaM ■ ■•Ml ■M■ maia#Mri■ MMMa aaamaa#aaa M Mnam nM■ amMMM■ •r■■M ■■ROMMMM■ ■M•MEMMMMOM ■M•#Mi mama ra■a �imam /m■■ MINIMON• ■an MM m ■MMM■M#MmMa■•M (mi mmM M ■ISHOMOM M#MlMamm !mamma M*a/aaM M ■ rM MORSMMMO■i lmMMMM ■MMM•IMMnr MMUMMMMMa■■m N AIMMM`.Mla■ar/MMOAIaM■a a ■aM mm mMMOa . rmi r MM■•aa#IM ■MMOMM# ■ram■ ■a ■MMMirMMm■ M!M■ an■■ a oss im mMM•n•MM •n ■M M••aa Ma miaa ■nmm l■ a/amam■■asa■s�inanam ■am ■i a■ ■m •MMMN #mMMM I SIM N■ MMOMMM O• ■Nmi O■■ M m! O ■Mm• ■M ■rMrM■ir masaan p NOM■ MMMMn ■MM #MM rr SOM MM!•aiMa* UM m ■nansaniM Mammice mM.M mM n#MMMOMNn• a ■ ■ #•MMMM.i■ ■i ra ■rn a•aNOSNOMn I S araa AIAI M iM■MU l � ■MM M N ■ ariMMM Mnia a aim IRRimrMMM MEMO MMOOMMOMMMMM r ■MM ■aaM ■ ■•. ■■NOmM I lM a nSM i mm l 'mill na ■n ma aM M S MNMiI ■M nmaMar•M■iNMm /iMSrnMM..m r MMMMM• ■Mar�a N anma•m#Mmainimma Nlmmrmina#Maam m• •M M MAI m! iii! l MM • ■M ■ Mamam n M ■aMM•#na •NNnNmr•a as amf■ n•MMM ■an ma a1 f M MM mam !! nM tr aaa IMO a■■Nmnim ■m ■ ■■•aMmM M n ■r ■■mMmammisa ■ a minM MM MUM !r a : s■ ■ MM■ N MmM l ■M� MOMMIMISEM M #MMM• ;ME# ! MUM roam a II M M NMM M ■ ■ ■ •■n�' MaMNMi rMr•mrM•■!M MOM ��nO Nma MU M ••MM•.M'•uO M •.l•uM■$ MMrnr•SNM•M• M■am• m _ MO l M MM •1••••. ! r lim MOMMiMi a MINOWNI M ' MAIM MO ' a a /aa a n RmM. aaMm a s a Ma anal manail an ■mm ■m!■m ■1 aananamma nnm s ■a• ■riMO■inraa is .. U# m a am M ■ ■aa ■•mna■a ■•m MmRMm a■n•a n Onai a m�aAIrar m r U/UI� ■■ ■M ■M�amaa cramma ■cram\IMM ■Mi.Ma ' .MM.MM a ••• Vann ■niiai # ■ aM i i a •.• i M a• X • ■MMM MUMS : .Mari•••• lam M•iaMUM . a M Mahn IMllrmaam 1 1` ■ Mahn U 9• ••• Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Right ft in in Area Bar Depth Area Bar Depth Area Bar Depth 1 5.00 8.00 33.50 Pin - Pin 0.62in2 31.00in 0.62in2 2.50in 2 4.36 8.00 33.50 Pin - Pin 0.62in2 31.00in 0.62in2 2.50in 0.62in2 2.50in 3 4.33 8.00 33.50 Pin - Pin 0.62in2 31.00in 0.62in2 2.50in 0.62in2 2.50in 4 5.00 8.00 33.50 Pin - Pin 0.62in2 31.00in 0.62in2 2.50in Loads Using Live Load This Span ?? Yes Yes Yes Yes Dead Load k/ft 0.478 0.478 0.478 0.478 Live Load k/ft 0.115 0.115 0.115 0.115 Results Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 1.72 0.53 0.51 1.73 @ X = ft 2.00 2.50 1.85 3.00 Mn * Phi k -ft 83.94 83.94 83.94 83.94 Max @ Left End k -ft 0.00 -2.18 -0.95 -2.17 Mn * Phi k -ft 0.00 83.94 83.94 83.94 Max @ Right End k -ft -2.18 -0.95 -2.17 0.00 Mn * Phi k -ft 83.94 83.94 83.94 0.00 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 1.73 2.17 1.59 2.60 Shear @ Right k 2.60 1.60 2.15 1.73 Reactions & Deflections DL @ Left k 0.95 2.63 1.77 . 2.62 LL @ Left k 0.23 0.63 0.43 0.63 Total @ Left k 1.18 3.27 2.19 3.26 DL @ Right k 2.63 1.77 2.62 0.96 LL @ Right k 0.63 0.43 0.63 0.23 Total @ Right k 3.27 2.19 3.26 1.19 Max. Deflection in 0.000 0.000 0.000 0.000 @ X = ft 2.23 2.62 1.73 2.77 Inertia : Effective in4 25,063.58 25,063.58 25,063.58 25,063.58 Shear Stirrups Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580000 User. KW- 0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Concrete Beam • • • • • •• • • • • • • • • • • • • • • • • i • • • t - 99114PCaltylitions Description General Information Code Ref: ACI 318 -02, pep, 043 ABc, 2003 NFP# 5000 Fy Pc Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing @ .2 *L Spacing @ .4 *L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right RB -O 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd • • ••• • • • ••• Title : Miami Country Dade: • • • ; : ; ; • 9pb 04;991 Dsgnr. DWH • :OatD: 1? 30pE004 Description : • • ••• • • • • ••• Scope : 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd • ••• • • • • ••• •• • • .• • • • •• • • • •• • •• •• • • • • • • • • • 1.40 1.70 133 Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth 1 5.00 8.00 33.50 Pin -Pin 0.624n2 31.00in 2 3 4 4.36/ 4.33 O 5.00 8.00 8.00 8.00 33.50 33.50 33.50 Pin -Pin Pin -Pin Pin -Pin 0.62in2 0.62in2 0.62in2 31.00in 31.00in 31.00in 0.621n2 0.62in2 0.62in2 2.50in 2.50in 2.50in l Right 02.50in 0.62in2 0 Bar Depth 2,50 n 2.50in Loads _ Using Live Load This Span ?? Yes Yes Yes Yes �: Dead Load k/ft 0.478 0.478 0.478 0.478 Live Load k/ft 0.115 0.115 0.115 0.115 Results Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 1.72 0.53 0.51 1.73 @ X = It 2.00 2.50 1.85 3.00 Mn * Phi k -ft 83.94 83.94 83.94 83.94 Max @ Left End k -ft 0.00 -2.18 -0.95 -2.17 Mn * Phi k -ft 0.00 83.94 83.94 83.94 Max @ Right End k -ft -2.18 -0.95 -2.17 0.00 Mn * Phi k -ft 83.94 83.94 83.94 0.00 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 1.73 2.17 1.59 2.60 Shear @ Right k 2.60 1.60 2.15 1.73 Reactions & Deflections DL @ Left k 0.95 2.63 1.77 2.62 LL @ Left k 0.23 0.63 0.43 0.63 Total @ Left k 1.18 3.27 2.19 3.26 DL @ Right k 2.63 1.77 2.62 0.96 LL @ Right k 0.63 0.43 0.63 0.23 Total @ Right k 3.27 2.19 3.26 1.19 Max. Deflection in 0.000 0.000 0.000 0.000 @ X = ft 2.23 2.62 1.73 2.77 Inertia : Effective in4 25,063.58 25,063.58 25,063.58 25,063.58 Shear Stirrups DOnaid Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580000 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description RB -10 General Information Fy Pc 60,000.0 psi 3,000.0 psi Stirrup Rebar Area Spacing @ Left Spacing @ .2 *L Spacing @ .4 *L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd • • ••• • • • ••• Title : Miami Country Dade; • • • • • • • tl b1f 04.991 Dsgnr. DWH • *Date: 10:i�, 30:)E(iO4 Description : • • • . • • • • • ••• Scope : Multi -Span Concrete Beam • • • ••• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • 1 04- 991%c•Caleulalions • • • • • •• • Code Ref: ACI 318 -02, 1 d, 2 NFU 5000 Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd IV( DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: MG,bc SCOPE: NUMBER: 0,40AI DSNGR: bc44 • • •• • • • ••• •• •• • • • •• •• • • • • • • • • • • •. • • • ••• • • • • • • • •• • • • • • ••• • • WAGE* - -- • ••• • • •• • • • • • • • • • • • • • •• • • • • • •• •• • • ▪ •• -- •••• • •• •••• • • ••• • DATE:' • #/ ■ ssa !#### ••! 7gggag» %nags %N liggl oi l t # r \ 3 � � lE / anammaHg» mrmmgmannm g g�it / r ian i la r g ra "r m P i 1� ! 'l im p r o nam # aa ■ ■■■iiisi it .iuu#! # #!u■ / /!!! ■!�t #fI�i ■■MMOR 1FA!! UMME aaa %1MEOMaii #a/iC OM C /Cfl /#'f/ / #P±!# /r /a anguumuu•igggsr s# Ili mallimS►ia[srsssr� A ' gmsaml#gg#ESim Ss ■■!!!. su ggsmanna! / #u!■s•rSia•anrwarag7� ngra ! s!#■#s# #slsssasxs # /!/s,cs�a r ! ssDS l�_ Irma ■ ■s MM/MMEna■m!UUUEIRM # /N# # # / ■■#. # ■#!# ions ions/ ' ■ / ■M# #S!#!a! # ■!!#/ / # #/■ # #! # # #M� # / # ■ # # ■/ EMaOMEEOMMNw IMMUM VI aw num � ;aaia lA11111M M MM EM EISIM a s a■ # aa aslifMO !■MINSI ma■MIIM# ■M # # ## !!! # #S!/ / ■ # #■/# aaa ■ /! /ll#/! !!#. /# ■ ■# / / ■!!! # ■ ■ ■ #a ai mamas•#/!! l7Zt !WirtmigoMamonmagormEa #n#gMansl amogsa /li /.a!!# / •O• E:\a MEOMMEE' . .E / / % %aa ■� ua %u i# a ! ■ ■ai. #oo ■aga / ■■#■! ■!! / #■snsu 'ltAi ■/!#■■ # # # # /ELIS97r/ ■ # # #! / / #11111M # # ■■ ■ail # ## / #i /� /l /i aM#MM■ maim aggro ggag#/llir miasma ■ / /s###■/ /1311! * ■! ■!! ions■#/ # # ■##! ! # #a ions# / mmag nrit.EiSCa.;. IF..': EgmMis mm# MiMOG=`AInalgm ■a■• /M / ■! ■ / #! * ## � ■!s!i##!!! # ## g#Mnigam agmagMil o amEmngssmammumannm ■ ■ #sismaggg iammagn#!#sngnall/ N#a #lg /m EE ##al a u g / /!i•.E■ algs l'.'woe m#= f ^xmo7�= /!! # # # # #■it /GCl"`R ∎:-"'! ions!### /!s ■sirs#! ! #!! / / /# # / a g1ra!>r #/! ■!# # • EMOMMIL M %MEsEM=:MMIMM EEa: OMMMO OM OE # g / gMnMa# iniEMMlagaaaEH/ MIMMM IUMU■#!###/EMMRX# a!/■#!#■ s ■ /! ■/ #N!## #!I # #NS #■!!! # # s! #! #=RUMUU /'■ #!■EMS ■ ■s ■ tAID`;SalaaMmammgMmlaEMM■ SngEE #MUMIlEEm / # ■!i)• # # # #U!! #» # / ■!� /! i�# #! # #s/ ant#•■ #!!/aangm/s� aa, i► ilmaaMMEgamEit #�#is! ■!!!#>• #■■/ /g # / /i #! ■!#!# iA g!#>f# Imasls•Pgowang ►!S S1uuog>• /% # /iE ■ ■ ■ ■ #i #!:1 /aS�gi f5c•_!''L'G, # /!## #!! #f� ■!1• � # / ■it #! / ■M !■ # EOMOM OROMEas : a l !*Sa sO•OMEaO aEE M : Es .EM M M ' MMMM I O . ■ sling /agamma a( ._..,� Sri # / ■a /1r #agaaaaati / / ■! / ■ ■ ■!! ■ a ■ / ' # ■MasMUMMM ■MPV,W2iitTVEP `^"-1 ■/ ■ / ■ # ■ #iM! # #C± ltfr #MMXI ■ #// IIMMUISM! /� ## MOO ## !! / ## # ■! ■MOr MINIM ■f IRMOR ■! ■ ■ ■ # # #R /!/#SUMMIU ■i# ions# NIM # /!/# / ■ #! / !■Q!#!#■### / n a gam ■ # # #`! ■■■ mgamm ions / /iai ggagg gagaga■ • 5 gM #nMgSal !1 ■loin ■gM /ggE /EmmMEI■ /s ■ ■•a /! /! ■■ NMMaa! ■M #!!n#■! /! /milt/■ \ ni#■ni•#■ ###/ !■##■# antis/■ s# iES #! #n�i /!!!s■#■■■#### #s! /ss. ■!/>.!/a # ## /!tighs #! /#!■n ai!»i� #■##Rag it #s# #/n it r � �� '► +�iTagiu ^. Elgaaama ■gisla+�rllAat e4- :n # # ■nnlr� #n g! magi Oaa nm /n## am OMMEOMOEimsa■anammeglai Eggs �1laM #EMa /Ig ! / /gggammumm sM#aasg Meg # M Ma# ME EMEE a a ■ ■MM■■ gi !# # ■ ■!in# ■n# ■#!r7■ ezmi ' fr ,....#! #s! #n■ ■! #/ g#/# ! !■ ions # ■ ■ OMMMMEEMMEEM Miff %raa i� MUMEraaaMaMMAMaa IMMEN % I % i NaUM / IMMINEas ! /t ■YAM ma ass■ R#■/ agna nn !1 ■ /rTgrolagana! #s #I■silsragai ggart!■mumna CSitn ! agga ass gamag # a aa■ ■r ■L.. m#[z '7i W111M. 1 ` ;AWE'■EEl . :II ■YS31.ri,� /LAM AEAUMM / ■#I<! #n ! s /sa nits#n■ #s#■■ / ` a■ ■.Muss ►1m# #a #!MMMUMMaM ■ammiitnMAMMMMit1 MMUMM1�fs /■ /!iii" #s■n /■sass!/ a ! /! #sn#n a ■n#siina a■ OMM 4 isg/ ME ■■MMEuMS ■iM.E ■ ■.MmguiM ■ ■ME�:�Ia L ■■a!I! nMMMSiIma•m1riMMgngsMaga ■s mans! #s ## / laaa EMEEMMOMMOUROM O�EEEMEEMOaMMMEMMEM / MEOEEM M OMOOMEOEMMMUMMIMEM ■ a O OM:MMM EMMMM WO ■sg■■ gain/ E# gal MM ■m■MmMmEM■!a /assgsamme #n # #!sa ■! /sass/ /#■mass// ■■ / #_ 1MEmm # i// a #as1•!# s!! # # ■ #!a# Waal gSS!!#m /MEIS!!! /nMMEESMna #sms#g MOMMamMEM I a#nn M l a ■ ■!#ME!Sag #m■Mlgm #EMMMMEMmg!■ /ass■ 11 igmm/ M■ ESSas M ■E mSSUMUME■ nm/ sMUMM Oa /sss ## ■ #■nmaa!#ai M gnlllsm ■ #\ #MmmN #! # # # ■■! #nsls /asa!! /n #moms #MMIn / /!sa #msmmia ■a# ms!! #s/ EMEME #Mmmm #lima // ins/■!! M• g■■ MmI EnEma s# MMEIgmESma■ a!!/# ■m #ssM ■ #! #■s /!i•aam # /llllUMASIM /IM/!1I #m#■# /#nna sUU sin // IMEMM r!/!!! !MS #1•Ma #m■ss■■ss / /m!!m #m #n #!n■ , ##ls!llmmn ■ #n#m! ■maa! / sinMIVESMOMME/ EOMMMEaaMMME iiiiNiiiiMOMMiUMUM s EIMISMEMNO iXIMOWI # i s W ns S T Mi MU rgammonsim mamma #ga#a#■#MlMlg moss ■lagmaiE Mlmaug /a / #t g ■! # ##E ssa #gams s gg# ! / g aaga l MEmMaao a r tat /ga/EMME ■M■lmmmousa•g MMEmMassaNUMME##aMis# n #s /�sUMMMI ! # o ym MMIUMMSOM a/# nm mgmmu mannaaa aaaaaaasimmaEMMaEMMMaaaaalaa #alEainsag amaaaaslga a■ / %Eamnsra ///■##■■ mIMMM# saMMEMME!■ EOg■s nla# M# l■ mn ■m ■ #lmin ■n!m # #'/s ■nm #mMSMENUMU is #amsnns # #RS#1 # ■ #nma ns EMMEMME•■■ al Mnsli ■EgssigE■liMSlllE ■ ■#IgmmEll /Mug E MMUMEMEMEMggg aS M iniMOR o E MI ■ ■■■MMMli• Mallon /#mm# ammo!! #n/ ■min /anMnlanm ■ms# / /maUMmlMS Mlaalms n #mmR. /�/ ■# ■gam Imam ■# # MI MS SaMasaMln ■m#gasMMIMS Maims# !#Mims /Ma mn ■amMMOMMIM Ega■Mg ■ MM�O MM MISME■ ■ #msMm sM ! m■ ■!■■/ MMEMOM Ea#mma■gIEESMmanlMgaaE•mnmsi II#MMEMEMEEESa anam■ lM' #Ma IM n ■ ■n!s ■maagmM Es■i1E #ga MOMMaaaaiammganummum iamsemommisamaaaaaaaaaaaaaassmimmilisaaMgNEaiaaaaaaatEaaaraaaaa/ s a lamm ■■aagaaElion ■•a aims M!■ ESlnasoamas •EMSEgs##m /usgmagMammamass mMgssa#mslggnama lagging! EI isaiMM MEMOMMMUNI m■/ l aaaialaaafaaaia ' U MO B WRs# I NM M sMaaa aa%ra • #E rnin ■ /l•MEMaaa•E! ■Em #gam• ■ ■Ml ■ ■Oml.M ■a #Mmg ■ #n ■■mantas /IEEE!! #s /sm #mg ■! O M Msma. s ant /au.. ■# s SME ■tsla ■ >rs!!l ■MMIN tWNIMMml■ MOM#ma ■ M■■mms■sEMEM#■a n # /E! MMn MMUMM E N MI !#/MSE ■iSla# EMU a!■agllmsl■iE■O MMES ■ #I ■alias■MSMOVISn■a MMUMIUS MMUSEm>r■ s Min niaMES muM■mgSMammungsmoma■ nlgamammmMgssaEM ssaamilgm !liana #m MMaa Egli na aSMEa m m mingamsammoransmaggagnmangssmammaamminaggsgmanuagmagisminagigamagaggaggimagaggsgagngag mamaimagmammaggagmagawammamaggriamaimargaggaggengsgagnmargaggsgaggamgmummOggaggismageggagarA MMMS IME MEMSlsaMEMEagMESMMEMM## EE/ maa#/ MSIm# MIM#■ i# EmI MS MIMEammagmmagggangagnsmag•magaE aiw lammmammagga E minum OMMSEMMOMMEMMOagnag i amma ammu M magamgaMI msgagggaggasg■aagaOa E•gasgaOEa ■#/■ nMao!■! m! M■ll g/ MnmM■ al a# mM/ s l aMM UM NO M MOYaaMINUMMitMMOSII # IIMEOMaA ■snal;Egumlan migM #a#agM MnM#ggslMM■ .ii E:an� ■ ■mO■M ■!M■nMM ■l EMI E ■M /s #HaMmmISMMIMM ■gmOEIMI#m■M gMSIlI#Eglmm ■•M!!a # /gmEMM Em rmllnam . ME NS U M MI /gs#a ESEM.g OOMMSEsEMl '■MMUMUMSOMaEInMMMOEMEMOMM pIMMEMMME:: OMOM=igagg a ■a�ggaaaa ssig g a gra R M aM Ma arnmm #■ ■EMSaM /MnaamaMEMM it#mmEME■MOROMM mml■a gmmam #lm /EM Eam#Mian ■m #IESms /asiSSmmlmmmlgls ■m# MO MMEMM #EEM#■MnMMME M #g ■M I M MaMMMEM M O M O ■lam#ilrmi•n /1nMUM MMl iMI OR MUM S SU MmilMaaM O M / /#E■ ■Mina ■■ EMMnMM! MMMMmES!#EMEIMM■MMMmsa MEMMEMI ■ 1lgasE ■Emmet ■MI #aMMm ■ ##SMM /aEMmsl mM lsnanag / # ■ ■EMa #net ■ #ml alnM#MI.��MaMMs MM lnsmM■M# # sa Magagg# agnimmann # amamiMEMSEMS ■MMISSsMSIMMOMMMnmaagEMMmgMM #M E 1Sgigamignaga EM ■!!M #•a #S aMUMME #nMM M MISOMMa nMOSIONl E M gagM mmmnlln/ ■!n ■m ■ EE Ms saga ■lansaM a Mlaa am!lElgMig/gmggmmsaM mammon gagasoanman#saEginmommn graman ■glsgmM ■OSMS#MamagmagS■ MalMSS! MIIgSE #msagalo s *M M !! ■#lEEaiallllalmMM /nms!!naMlMSamm ■mummagmma MnnagM #as /ssg gagger amssM# na l gym* M MOMOEsiOOagsmagamsaa #sMMalnsgmmiaOa■M ■!l ■Ems nlsOsgamminsM sg M�M a n Ml gagia a alMml/ MMasEEII M EEEEOMMOMMMENREimMUS EMMUSIMMIMO /MOSM E l / #MS1• _ m i M_ OMOMaMM# :M g g !!#M#OMMMaiMa aaaaa E a M gg a g Mfg na W . lM# s ag E / #a• g aga . E ■SS1MSNSIMIN /aE OSIIIM M ENIM II O /l MILIM /a a /Eaa = a O/M a nt . Om!■ls %s /g M■ ■ #• ■sag #I E/M l ERI MlII ME iaMa � sag m /mO lira a I + � ga g IS M E R IY M Em ■ggalEMum■IRMMElmas agu ■M!g#ins.MMSau..E IEalasmM�umM■ Mgs•S M uaiu % Mu• M uM a uaa.MMM E MM MMimgag /a #Mug I# II us isE#u Ella , a Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description RB -pd +I t� Span Depth Width Beam Weight Not Added Reinforcing 12.00 ft 16.000 in 8.000 in Rebar @ Center of Beam... Count Size 'd' from Top #1 2 6 13.50in Load Factoring Uniform Loads Dead Load #1 0.608 k Concentrated Loads Span = 12.00ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Dead Load 1.520 k Live Load 0.260 k Depth = 16.00in 32.31 k -ft 48.30 k -ft 7.84 k 32.50 k 0.220 in2 0.000 2.000 6.750 6.750 7.838 6.720 Mn *Phi 48.30 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 32.50 k 32.50 k . Upward 0.0000 in at 0.0000 in at 0.0000 in at Left 4.408 k 6.228 k 4.408 k Short Term k 4.000 Not Req'd 4.113 Mu, Eq. C -1 32.31 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -• 7.84 k 7.78 k • 12.0000 ft 12.0000 ft 12.0000 ft • • ••• • • • ••• Title : Miami Country Dade. • • • • • • • : : %AI 04991 Dsgnr. DWH • :Datp: 281)EC 04 Description : Scope : Rev. 580008 User KW-0600621, Ver5.8.0,1- Dec -2� • Rectangular a Concrete Rectan ular & Tee Beam De • (c)1983 -2003 ENERCALC Engineering Software Pc Fy Concrete Wt. Seismic Zone Rebar @ Left End of Beam... Count Size 'd' from Top #1 in 3,000 psi 60,000 psi 145.0 pcf 0 End Fixity Pinned- Pinned Live Load not acting with Short Term Maximum Deflection Max Reaction © Left Max Reaction @ Right 6.000 Not Req'd 4.051 8.000 Not Req'd 4.051 Mu, Eq. C -2 16.28 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -1 3.92 k 3.89 k (ad Riaht 4.408 k 6.228 k 4.408 k • ••• • • • •• • • •• • • • • •.• MEOW Ok2/"SE, • • ••• •• • •• • • • • • Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Start 0.000 ft 10.000 6.750 6.658 . Downward . - 0.0719 in at 6.0000ft - 0.1435 in at 6.0000ft -0.0719 in at 6.0000ft • •• • • • • • ••• • i • e • e04 -991 ee ASYMPIX General Information Code Ref: ACI 318 -02, Vat, 2003 ptr, )03 NFIlt 5000 Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Location 6.000 ft Beam Design OK - 0.1435 in 6.23 k 6.23 k ••• • • End 12.000 ft 12.000 ft 6.750 in 7.775 k Mu, Eq. C -3 13.95 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 3.36 k 3.34 k MMTP Deflection l3' Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 ACI Factors (per ACI 318 -02, applied intemally to entered loads) ACI C-1 & C-2 DL ACI C -1 & C-2 LL ACI C -1 & C -2 ST ....seismic = ST" : 1.400 1.700 1.700 1.100 i ll 04 ! !!!!!!1!!!!!!!!!!!! 0.888101 Rmax =8228k Vu- Max= 7.838k Shear Load t. �� 1111119 3LIIM•111111" Illy 911111'1 /1111;11=lii 919 NI 1 li1111111111,1. 11 111 4111ill= 111 111 119111!1119111 wr: ! 111 11111111!'1 %1111! LIEF' 1 1 1 11 I 111 I 091 11 11111 1111 11911111111111111111111 UNII91 191 11 111 I 611111'11111111111 f.1 1111 19 1 111 Ili 11 L'1911!11i11! 120 Mick/lax= 32.31k -ft Dmax= 0.14351n Beam Sketch Rmax =8 Vu Max= 9 '. ZJI 161 11111911111 =111111==11111111= =1111111 1 1111 19 7111 •1==111111==M11 1 191;1 o 11 1 ∎1•111111111111111111111111 h1 11 111 1 11111111111'1111VII�� IJIIIM ��11111111111111111111 1 1 X111 - - -- =`111'11 '11 1 11 IV 1 11 =1111111111INIMIIIMIX 1 II 1 91 1 201= 11111111111111111=1111 MINIMIIMI .1. 111 1 Member Moment (k it) Location Along Member (ft) Stresses for ACI C-3 Combination 2.00 ACI C-2 Group Factor ACI C -3 Dead Load Factor ACI C-3 Short Term Factor . ••• • • • ••• Title : Miami Country Dade. • � • • • • • yob 04991 Dsgnr: DWH • bat$: 1 cI2t,Alf , 28 riEC Description : Scope : • ••• • • • Rev: 580008 • . • User. KW- 0600821, Ver5.8.0,1 -Dec -2 Concrete Rectangular & Tee Beam Design• • (c)1983 -2003 ENERCALC Engineering Software 9 • • MeN Description RB4 d +I • • • • • • • • • • • ••• • ••• •• • • •• • • • • • • • • • ••• • • • 04 -9919 n ' atoms • • • • • • •• • . • Sketch & Diagram 7. i'i�a��.t•�Itk•�.al 11 1 11 ^ 19111, .1 11111111,111•1111111•= == 111101 1 ' 111111191111111119111111111111MeMIMIM bi7IMI1=11111111•11L1119I111111 .11111111111119119[ 11I119 1191 IIMMII=IMIIIIIININIM11141111 11 1 IN 111 PI !1 I 1?I 99 _L Load L Location Alo Member iii AiiJ;i I111, l 3�ZBIAII&E 11111i•PTI1111 NII1 gailIMIIPTI III 191 161111111 I 111 MIMII 3;11=11111111 11 91 11191 1 11111'! 111 i I III \MI= kumE61 Idll II 11111 1111111 11 III III lMEM 21/J■ 11 IIII 1 111 1 91 1'11II11 11111 111 III 111 II'�� F 1 11 '1'1 111111111111 111111!1 111119 ;111 1= 11 I I 1 19111191 111 11'119111 11111 1' Ill I 1111111 I 111191 1 L9111111 INN • 1911191. 11 1 N91.111 1111 1 1 11! .1 111111111111 119 1 Will hI11I111111111111111911 1 1111111111 111 .II 1119(111 1111119, 200 S h Momem (k ft) Location Along Member (ft) for ACI C -1 Combination 0.750 0.900 1.300 11 �� a- m ma a aim P1f ). IIV I li 11j�iiiliiii >ai9;'i19 I111111 1 1111i1(91a 1 ➢ 9PII6111111 mug 1 11111911 1iiiii dl 7U 19 1umit 91171 1l 1JI11111:VI1uM, 7YJI Ii91Wi��i 11l� 3 i��0111 1l tt111111111111K l 111 I i� liiii1 ∎ 191 '9111111'91101111111111 l3i7iiiiii. 1 111111 51471)■I�iiliii�� 1 11 :�iiiiiii�Y� 11 Local y Deflection 6») Location Along Member (0) Stresses for Service Dead + Live Loads 2. 00 Add'! "1.4" Factor for Seismic 1.400 Add"! "0.9" Factor for Seismic 0.900 ;c i i 2111 i 73r7� .Iii i 11 111�� = == II - 1�= = = == 1 41 ;1 I !I. II 11111111UIV1 = = =1•� ; 11 111 11111 3: 7��1�1�f ;1111i1!!1�9'd1119111111i 11 IIII 19191 1 �� 1 091191111111 11 1 1 911 �� =��1MMI:� 111! 91111119 91 team L 1. Loeaflon • . • Member at MEINIIIIIIM=111111111111111111111111111.! 1 1111 LUILii 21;O 11II' 111!1 911 =11MI V 19! 911 11111111 111 1 19111111111MM III;111MIIMPr 11 1 111111111111111 1191 w =M111 11011111111F1,91 91I 1 1 1 �1� 1111 1 1 1' 11 1 II 191 J' 11 11111 1 117= /Lour 11 1 11 I cut 11 111 911 1111 1 II III 1 9 199 Ism LIME 91 111111 11111 '19111111j 9 111 1 11'1111111 11 1111;1' I 1 1111111 ti111 IGI 11111111 1 WI 111 1111 111 III 1111119'11' 1/1111911 1111 11 111111 91 I i ii 1!11! 11 ! 119111 111111 111 1 1'11111111 1!1911111 91111 111111i16� Moment (k-ft) Location Along Member (0) Stresses for ACI C-2 Combination 11911 &111` 11 1 1 II =111111111= 1131111;11 1 1171111 !I 111M =1111111 111911111111111 III! 14. =.• 1111111 01111111191 u 111 w I I 1 L, 11.119.111 .�1111,1,111.In 11 M� 1 I I r 1 1 11I 91111�II11111 I III ;111 ,II MINI 11 '1111 19! III;i1111111 11 11111 y1 1 911 1111911911119111111111111 19 19 1 Ill 2.00 DiMdE37■?C7Zi:TT u11,'i Rile; 7a:7II 7 iL1E6111iiI11 11 111 1 1 91 9 1 19 1 11 111 11 iii YEE11ii71 1 111111 1111111111911P19111101114lli l■1111•MINIIIII m il II .1 1 1911 ;1Vf911 III 111 II \ii I]I31i11i11 11 01 119'1 @ 111111111111111 111 11 11 JI 171 , IMIMPIi 11111111 1 11 11 1 911119111 111111111 !0 II1!17=M 7MIT1111I1111II191 1111 !11111111911119111 '11 1611 1111 1'91 il!11111'11i ri 1111, I' 11111!141 II 9 I II11919 1111111111111 ' 1 j1911III III, IIII 11111111191 IMO :x'16111111 $11111 i!i111111 III 1 1 117 •111111 911 1b1111 01111 Il1 °1111119 III 191 113 1 11 1 111111 1 ✓lv, Tt �G:1111i�1F" 11k1: aA 119;9.'1 [IOV1 E1 1 11 6 11 1 a1111°IL., 1 'TI lTro d li 1Cl "119 1111 "I P111181/1111111 1111191111111191171111111111 '11111111P111i1111 1111111/1 d 111 rl 1 L 1' 1 tl 1111IPI11I'I 1 111 1111111811l11111111e1161W1 ':111111111911'1 111111 OEINKI P 111 JI! 13 11 1 JI d 11111111911VIVI I°1111111V111111`1111111111 IJ 11111111111 a 9:11M111111,11,1111 !111 II 11 '1111111111 9 111 0 1 111 1 11 '"6111111119'11 111 ffi7i,111d 11 1 1111111 1 1 19 1 111111' 1l II 1113011 »iYUIVu 1 111 IIV 1111 11116 11 111 !11111911,111 0111111111 01■ E11Cli=19. 11 III 11111111111111111011191 'Gil 1911 I110i1 i I�IIVIIIIIJI11911111V111 '11111 "Ilil1(11J11i rum iii Valli 111 3 11 111 11.11!,'. iii S' i� i73Ii �7.E ia �37 0.80 11;1 uz �� y111 Ili! i I lillll��iiii 1�J;i, 11111 ii'1111191IiI11111i1111'1 iiii 1i�91 11 ' If1911J1I '1U111111UrWl1'I'll1i��i ��r��i11 IVPI ,IIV G�II�IP TITIfGI; V ll 1[llrl l iiiiilr.'14VdIIVII 1 d l ll l ll l `, �iiiill i4I 1 f3k�ii - ii••111•71i916111111119111111 1 119i•i iii 1 11 i1111111911 611110 iii ir1 II 1 110 I111111'iilmai m11I 1111116111 1 1(1 1 \1■ IIM■A'ril 111111111 I 1II1IIW1 1111 "1111! 11111 `■i 1[rF�i " 16io�11 1 111111 n11 IIII1111i111 111111 111u1�� F�R(1 1 1110! 1 1 IIV 1111111111311 11 111 991411111 111 111' 11 1 111 !1111.1 1 1 1 11 91911111 1 111 1 1111111114114'1,1 1111111 41,117 31 1. I Ili IIII 11111 111 1 1 11119 111.11 111111111 111 13111 II 011101 11:911111 0 . ,., 1,. 1 1,1. 1 Al' 1 1111 it II II 110111 I 1 11iIIlu1i ;1I IVII111 11111 1 1VIIVLII 111111 I : 1111,11 IBSIII I 7S ^1191 iv d IF", f,11 '1 1-5 '111 T 111 6 x111 t 11 JI 11 1111^]1 iJP19 111 1 111 1 111611111111 'Vl19l91 111111119 11111 1191111/ MAW r 4119 111 1 . 11111 111111111111 Nam! immil1 ROI I 11111110111 11 =NS S 31 1 11 11111 (1II 111 1 11IIPI11 1 I W 1119 11 1 11 1 11111 1 ' 1 1 1111 :�7� [III 11161,11 I I1 111IIIIVIII 1 1111111 IuIV IIII111JI 1 19111111 1 1;111,,,Mi r M■(J 1111'1 11 119 111 11, 1111111119111 1 111!11! 1 1 111111 1 011 1 :IMMUNE .�irr.11IV 1 1 11 111919 1 II111111Wl•■ aEMiR111191.11 1 111111III11111 111 1 II 11111311(I i. i r ii�l 11 . "11 1 111911111 1 1'199('i i ii r 1 ii 11 f1Y1161uu111V1111� v iii Local 'y' Deflection (in) Location Along Member (ft) Stresses for Dead +Live+Short Term Loads 200 2.00 200 200 131 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580008 User. KW-0600621, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software • • • • • •• • • • • • • • • • • • • 14-991. C atons Concrete Rectangular & Tee Beam DeiVn.: Description RBfld +w t1 General Information Code Ref: ACI 318 -02,1907 var, p 3 1pfq, 2p03 NFP115000 7� Span Depth Width Beam Weight Not Added Reinforcing 7 ,. 8 Rebar @ Center of Beam... Count Size 'd' from Top #1 2 6 13.50in .10NENKOK.SVMMEF 1:0 Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load #1 0.128 k Concentrated Loads #1 Summary Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Bending... © Center @ Left End @ Right End Shear... @ Left End @ Right End Dead Load 1.520 k 12.00 ft 16.000 in 8.000 in Span = 12.00ft, Width= 8.00in Depth = 16.00in Maximum Moment : Mu 26.14 k -ft Allowable Moment : Mn *phi 48.30 k -ft Maximum Shear : Vu 6.61 k Allowable Shear : Vn *phi 32.50 k Bending & Shear Force Summary 0.220 in2 0.000 2.000 6.750 6.750 6.606 5.581 Mn *Phi 48.30 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 32.50 k 32.50 k Live Load k Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Short Term 0.825 k Live Load 0.520 k 4.000 Not Req'd 3.190 Mu, Eq. C -1 12.26 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 2.38 k 2.37 k • • ••• • • • ••• Title : Miami Country Dade: • • • • • • • :3581 Dsgnr. DWH ; :rat 112Z,Aff, 28 pEc04 Description : • • ••• • • • • ••• Scope : fc Fy Concrete Wt. Seismic Zone End Fixity Live Load not acting with Short Term Short Term k Maximum Deflection Max Reaction @ Left Max Reaction @ Right 6.000 Not Req'd 3.133 8.000 Not Req'd 3.133 Mu, Eq. C -2 26.14 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 6.61 k 6.55 k • ••• • • • • 3,000 psi 60,000 psi 145.0 pcf 0 Pinned - Pinned • ••• •• • • • • • • • • • Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Start 0.000 ft 10.000 6.750 5.524 Location 6.000 ft -0.1453 in 6.48 k 6.48 k End 12.000 ft • .• • • • Offff Beam Design OK 12.000 ft 6.750 in 6.549 k Mu, Eq. C -3 25.48 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 6.50 k 6.44 k Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL +LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 in at 0.0000 in at O. Left 1.528 k 1.788 k 6.478 k 12.0000 ft 12.0000 ft 12.0000 ft C7a Right 1.528 k 1.788 k 6.478 k . Downward . -0.0181 in at 6.0000ft - 0.0219 in at 6.0000ft - 0.1453 in at 6.0000ft 13% Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • ••• • • • ••• Title : Miami Country Dade: • • • • • • • :3013 041991 Dsgnr. DWH : bad: 1 drAd, 281)E(. Description : • • ••• • • • • ••• Scope : Rev. 580008 • • • User. KW-0600821, CALC Engineering Concrete Rectangular & Tee Beam Desi • • (c)1 983-2003 ENERCALC Engineering Software 9 • • • Description RB +w 4, ACI Factors (per ACI 318-02, applied internally to entered loads) • • Shear Load ACI C-1 & C-2 DL ACI C -1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST • : k olii i ii111 111111114111114 141111111111111 0.953k10 Rmax= 8.478k Vu-Max = 6.008k Mu:Ma . 20.14k-ft Draft. 0.14531n Beam Sketch 1 I ESZAZIAJ Z ice' { 11!!5111 1 1d Iil 1I1jI11•11•11•11111111MIIMMI 1411,11 li 1 11117191111111MMIIIIMMINIMI 1111 11 11 1" I11P1111I411111•11111•=1=11111 d. li l�6lli�6Lldli11114 lG 1111 11111 I GI �� illi 11 ! +41 19!114 1 'll1 11 1'111 1 11 OLIMIIIIIIIMIIIII•11!•1•111` 1 1111 III 1I l III &UM &l•�� lili��lllI ID 41 �1111=1111111= '11111 Location N Member 1.400 1.700 1.700 1.100 Moment (k ft) Location Along Member (fl) Stresses for ACI C -3 Combination Rmax Vu Max 2.00 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Moment WO Location Along Member ( Stresses for ACI C -1 Combination 0.750 0.900 L300 il I1 II 111111 =11•11 1111 I 1 III 1 11111•MIIIMMIIIIIl♦ 1 11111 1' IiiII III 1, 111 I Pull l 111 J III ', I ' 111111111110M11111111411111181111 If 111111 hill 1111th 111•1111111MIMIN11114j111111 'I 1 11 II Di DI 'Ill I'll 11119' 111611=111111111111=I !Illl111141111 111111`1141 I!li , I l 11191411111!1111 =gJ: Load 1. Loaiton • Member Li ataziazinalwrizAzazimaariu Eanimmor1 I 1111` =�� ■1' I1 IIw11 111 1 11111 111 1141111111•IMINI � 1 1 l ' 1 ' ! 1 1 1 1 1 1 1 1 1 1 1 " 1 1 1 1 1 1 1 1 1 1 1 1 II 1 MINIM ii;1111• 1 1 1 1 1 1 1 f '11111 1111111419'1111411 i1 I I I \EM= ¢ �o1 r I i 11 1 91 1 1 Dill 91111u1I11riI1111I' 1111 41 1'111111111 •■1i'' 111 1 81111'1;'1111 1 '1'1 '141i'11 1 !41 illi= L 411'11' 1 11111 II 111 11 11 1111111111111111 DIIIIl`I III 11181,1 Di 111M 45 !, 111 1 !DINE ] II DIE 1111141411111111111!1!111 1111 1 Di'1411 X111'11'1111' 1111111111111 1 1 1 111 1111 1111/111 ill I '111i1� Shear Load 2.00 i�3214:21 1111 111 111'1'1 lillW 4141111 q I II I I ��I I IJI I I 1 .7� 11111 i 1 11 81 111 axon '11111114111'IIII411'1111 X1911 III11Ii Mil 11Di • 1111111 UPI 111 1111 11111111 1 11 1111111 T1911'I1i 11 '1111 411 Di 11111111 X1.111 'UV 1i 11111 1,1811;111' 1 181111! lyl rIT��i I IIMINIIIIN 41 I Mil II 111j 4114191 EI= 11 VII I1I11 fl i I IJ1 II 1 Ild 111 l 111111111111111111 MINN 111 11111 1 DIIllI'I 1 I 1 I`tll11.11=1 hI 11 11141i 11 111 I 191111111'1919 1 '11'1 II 1111 ill 1 M 11111111111 111114141 VIII 111111 1 1� 1 1 11111 1 DI111111111Ii 11191 Moment IL II : u m 111 11 m �••• dl al 181- VIYI;11l1111 1ILI Ixx1i111 •••1•� 4 11! 1 44 !kit !Ili; i t Eno ifitionuommisonommiliiiiiiiirir omit Local y Defledlon (In Location Along Member 99 Stresses for Service Dead + Live Loads 2.00 • ••• • ••• • • • •• • •••• • • • Add, "1.4" Factor for Seismic • •• • • • • • • ••• • • • • • 04- 991. •• • •• •• so • ••• • • • • •• • • • 1.400 Add"! "0.9" Factor for Seismic 0.900 I i 111 I 1 1 11i01 1ih1' 4D1 II 7,1111111=•11111E=1111= 7,1111111=•11111E=1111= 411 X1111111'1 1 111 17 1,11 fill 1 11 111 01'1 1um11 •111111111EMMII • I11111l•M1 I '1111 11 DI r ��i 1 J►JI111111 111 111 I 1 11141 11 1 MIIIMIIIINIMMI•1111►L4 III ! 411111118 'II 2M=1111111MIIMII1•IIM1111∎11 11 114 (k 0) London Along Member (8) Stresses for ACI C -2 Combination Ye/1��'1ri 1 II 11111111i:�'1�� 3i',{ 1 1, II' 1'1,9111'. 111 '1:1 ��411 allll�lr llhll$111e.1 l hn '�1.11''7r 11111/111/ I I PI 1 I � 1.. I 1 I 1 9 111 L II1,..1. 1111, 111 ,1111111111.1.IIII1111111.19�MMIIM �lii�i► 111114 11111'. I. .....11811111d1111. u. 1 1' 1 II.1..1 111 = s, 111',1 4 ! 1 III � f ! 11 4 E 1 a. I �I 191 1111,1.1111, I 1.....1 TM= 1. 11111, ,.�11111,I9111111d119111111 111 i'#= r 11 "° 11 1 1 ,1 , 1, 1 1 ,. 1. 1 11 1.1 III 1111',! f 11:1!1 .d 1 1. ��. I 1 .1 1:11 �. 11.1.1 .1.111.,.1 .I :IIII 111111..11111VI1u11 �1.IJ1111111�1,.11 119,.11 "' :111 �_ 1 111 11 1111?I111111111111111111 1'1411111 1' I� h :.1 1 1 I: I111' l 191 1'1 11;!111 ' I 11w!''' 111111 111 II IIV ,111,11 J,1II1V1111JJJ. 1.111 „I1 . ....111.11......11 III ..,,... „1.111,,, 1 IL,1 � II 1911 °I 4111111111 .11111111111111111111111111II 1111111111111. 1111111118 11� 1111111 1111 C',' IJ Ili !I!II 1111' 1 '1:111111191'11'1 1 1111111 tl E?7•••I!1 11111111111191 p•••• 3!EDIS••MI 11'111 11111111IIIIIII'i\••• 1GAI•M11 IVlll 1111 !11111111° :. �'�•� 11111'1 Sill I9(1111III! 61111 ,11s1 f I 1 ! 3ff�! ual11 11 1111111i111id1lbf 1111111111Lf91i111111111111 a 711• . —.► 1 9 °I III 111. 1111111 Ill! dIIIIIIIIIIJ1•It1111111111 !ill.ill . X30. 1 I 1 1911111 1 111111 111 111111111111 1191111!11111111`. 1 11 I, V I I ' ET11Ri91 I 1x1,11! 111 1"11 II 1x11' 1 111 I ” 1x91 111119111111119111111 .1111111.1.1111 f1I1i1111117 • 1111 IPIrri 11111 1 I ; IP i lJ1 1 I'll II III II 111 1111111 111 111 9'1111 i 11 1 119111119111 uif11111tl1 f i bl • . 1111,;1t1111T " 1191:11111;1111.u, x. i x11111111 r1i1 `.!9111111 1`i 1111 RI9dl dill ' mt., d1erfiv 911111i11111111111x1111111111111111 .11110 r�lkllill I: 11 p „ ' 11,,1,1, I I I1 c if 1111 1' J E1 1 111 h 1111111 111 111111111.1111 1111 1 I I I I ,1111, f 111 111 .I 1 ,1 � :][,711111 1111111 1911' him 1 111 1 ,II,!iltl9llm!11111111911p11911 €11911119 ill'1111?J• r ' mi. 1111111' 1 "111 I' ��1x {1911111111111111WII 1141181 +111lllyll! 111 a7• !11111 1111!1' 1111111111111 1111 1111 !11I119 MMIIMMIs:1s 1191119111,1111' 1 111111 1 1911€ 1 9111111111l99111911k1.' /•• r '• • 1. 11111r1 r 1.1••116:. 1 1 1 IIId1111V1 1 11111 II g .•••11�I 1 I 1 111I911UIILL:i••• 2.00 .00 *AMMINFX:MI.L. 9VII111 laM••••••• Ll 1 1111111 ill 11'1f11n `�•••••• 1°111 1 11°1111 IIII111111C1°1111lun ■1111111=1111M∎IMIN 411114 911E 1111,011111'511 11111111111111 11uuT1 ••••• 44. 111111111.111•111111111111111111101111111111 s1G01"IN1117f81111111 11 1'1 3 -- - - -ir' 11111911'11' 1 1 1 11P E?EN111•••••• 1 11III1 1 11IIi II 1 •••••••td'` 1 DE1E••••••••N•J _' :1 ■xtmiaami *TI,um1 a r�i�a im 'I�l••rll° k1111111?IIIIIi111°111161111111lna \••1•11111 •fir 1' II II 111111111 7•Til'11f 111111 11111 111111:•111Iu 911111111111 13=1111T 11lS I1f1111111111119 11011119111 11111 1191111111111111111191 111111• 11111{111111111111 "11111111111 IIIIIII '1111111111 '11 • 7CalllRIIII II411111111' I I 1411111 11111111' 11 !9,111111191!6111 [Y[37.1111. I i 1111' 1111 1111 1111 1 11111 11 111 9 1 1 9 111 111 1 11111 1 11111 5 1111 1 11 1 /111 /111 11I111111llx .x7 imm fil111'1191 111I1'1111111111FIi111 11111' II'. 1111111111111111111' 1uIn111111111911111d11911111111 !111111 1111611; 7 ' 1'1611!1'1 II I1J911111 11 11911111111111111 11 IIII 1911111 1111111 J!1M ii1. t[ITAI° 1 LET ➢fl1 g=1. AI)1 1r,.1?11f @I ITfi1 , :11111if ICiil Jf a 1 ;J1i 11111! II 1111!! 111II111 111 'Idi1611111'1f 1 1!19111111 III.NI II 1 111 LI111 9 11 114 9.71a111111 1 1 111199111 1111111111111 119111191111 1L1111 119111 111111101111 111S111111119111i 111911111 111 I1111lull!!! II 9 111 1111 1 1 11 IIiIG911111i1 1 111f11111h11119 !1111'IIV Via• 1111 VIII1191111JI11119 111111.11' 11111911 !III11 €i• : •N∎ 1 1111'11 1 £ 11911111191111! 111111111111111911111911111111111111I111a•• ' •IIMV.!1 111191111 '113!Ii1111111L.11••• �� 1 11,lil iii €i iiuii l nii ' 11 1811111,,111L••I• Local y Deflection (in) Location Along Member (ft) Stresses for Dead +Live +Short Term Loads 2.00 2.00 2.00 2.00 2.00 13' 4 1.7 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74m STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 - 663 -9841 JOB: mks SCOPE: NUMBER: pc) 9'3! DSNGR: aw11. • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • •••• • • • • • • ••• • • p J 4 • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • •• •• • • • • •••• •••• • • •• •••• • • ••• • DATE: • • i mm n ooMnO!!w ■!!■!!w!>■w■■w■ ■MMUEEMw E#r ■aw■w# ■O Mwrwnwn #i� TURO OI I ■ � OOWM !n_ monn ■onnMOw■ Mommmo ■monnmennom■n■monmsnmmmnoonHnmm ■omnm■mM mn■ m mrsi o !■mn O ■■ i,dWUMM ■M■■MOO ■■w ■ ■ ■w ■ # #! #/! ■ w#■■ w■! llwOw!!!!■!!■!■■■ ■#.■ ■ ■#O ■! ■ ■# ■#!# ■! ■!C#C ■MIDE MEISIO!!M ■w m#n mnmmm#onnn ■!##w#!s# !!! ■!!mmn R!!!#!■ #w■/ #! ,/ !m!w# ##e■ !!nw ■ ODX!!!CO ■E# ■w o ■m fmmonnmma ■momm Doom## Nmmo ■ ■mo■ommonnO! ■nn ■ommmolowoiom! Snmm#E■ enweJmmma nunlimcEnnoOmmn #mnimm mn!# mnom ■onsmnnawm! ## ■mown!#!#noommnmOn mnnomono mmennnumnnmmonnommannommnannlommomomn # mmnu mminnomonoonon ■omnmmmmlmmowinonnomn #wmnmonno min�n�o�nm ■m■ mono! ■oomo ■nmlwmm #! ■xm!! mw Doom■■ nnmlmo■ nowomommm ■IIOM■■ommMOOmmmmmn■mnnmsmomim aomon ■onomMommmmoo■nommm unmmloomimonn ■ nwmmno ■nm#woo ■mmmolommm #mmmnmmmwl moo/## nMml moomnmmom mmmomnommonno #nmmwmo■nwinnu nimmunw mmonn MOO` RR:N MEENNNE mnsilt imm NNEEUEMMUMMU OSENOMMO ■ME /MUSEi O m# mm#mmom ■■om to■momONWOM ■ mommmonn■ m MnmnoM ■Mm R m#mmom000mmMmmMOm mmoMnnU MMU mMMMMU n OM■ S OOiiR NNNNNURNNRNNNNRN' N OM r ' r i MEMOMOO EMEM R i O EE►MOMMOa mouui :. "�o ■mmmm "' #wonnnenowmmonwmam ■■ oom■o #nmmn #n# #m m annamn R .svm innn:::ns R ': amo n nnommonnommumminnomminummonnsmonnmnonnumonnmonnonnonnnismonnnummummonnummonnmnxionnommennommnn munnommummunnummommonnommommommommommunnommmennwsnmmuniummannommonnmnammummonsmonnummmommon MMEOMEMEONEMNMEMMUMEMONOMMUMENEENEEOMMONOOMEEEMUMOMOMMRSOMMEMIMMEOMOOMMOMMEMEMMEEMOOOM nmemannummmonnommummommnnmmonnommommommommonsmnummemmunnmninnommnsmnonnionninmammilmsmomommm om h.�.! I ■ ■o■ moo■ MMOmom■ mMl M# w■ mmo onoma■ Mlmono# mm owomwmmMm !# #mIUMMOOOMMOMMEROMOOMU lnREmili �dmmmowm! ■ ■m000mootim ■mw■m ■moo ■loonnmmlom oomommmmm #o!■mmmIEmon #nom mm woomm #mOOMOMO ■n ERSOONEMEMMUMWOOMEMSWIROOMMERMEMEEMORMIUMMEEKOWEVEMMUMINEEOMEMUMMESOSEONOMEMOMEMOMEMOOMEI r'l MO mum ■'mm/l__� Iam ■c< r'L AMM nG■lmmmwmmm�nEE4a!! f.•!Amnl�r nm /Doom ■ #o■mmC,� ■lmRown #m!!m mom NOMMOOMUUNME16MMmmmmmmMEMOmil na!!#twmmm� #MMUI FIEWMMOINSP , ro■. ummu #.RRmammam.R!■n lli�!3 ■ mo•O$nMMOSPeMMOOMMIC 2A ANOMOnoOGEEn4 1 ∎14 •ilon MOmmMMMOOOM #000'! MMMOO !EWOE ml OOM ■ mmol Uen iiM mmmmo■ mmo omm onnu mmenw po mnmmmmmoonnmmnmonnoM■omomennummunomn nT:ar emamK't "l!'11 5c- doom• ■ mm .r i •I�n!i •� ._ - .; union / IL' m lmmmmm #omonnmDtL1'!ZL�is'nnniil! mwnnnmmonamu noonmwmmnnmmmmennon mmmo #m mm■omm■■Rmomminnnnsmonn nnme■rnmiummmm ■nmmnonnun InmAnnommnnonmmi ■i ommi wainvinnon ■ woo ■on#ommov:rznmmom!m�!.►m itt_?nn ti Alsce,nm ■mm■aur.i .n ": onommommonnmannniinol;nIlJ�r[IL Cnu MMIA51 ommon ■ moonmM■m■moo■� ROMMo iilmo ■M M EMMUMMn/261ilo ]I ;i!#llM#MMmm ■ Mmmnm mUMOMOUR EMOW!LIIMEwkik.t1 �s►_m: 7 nM000 .i, 5:M /mmmll IMMOMM #molno ■1M o #m ■ ow OUNOM n■■ mom ■!!!!m ■n /mmmmoomommnnwfit ■nnom ■omm #m #moo nmsmon /# Roof #mmonnnommonnommonm mu ■ ■mmun mmomo mmumnimmommunnommonnommomminnammummommommommonammnmenummmommommummommommimmmumMOmmoommummmil iusiiilMEE NONMEENE /iii M i Siiiiiiiii!<RSMO ■ n #nn EO mnn u mm ::o m\: irwAcz :::::_ ■N: #mm: no NN::: Ri:m :N :i:nn m # nnummo mm�s n ■ onooanommummo ■omonmmm00000mmmum nnm w ■mm ■Unmmn ■ isR RRRMOMP, RUNUNRUNRD= RNRRUR R:RNNNUR:UR RRU OOOM NN a O sM SOM NNN a �R. : -r :NiSOM :� 1� a m.:s:NR: N :NE:NMN MM O Ra lLl,"►f lj:.RN:NRR N: NNM :NRw:� N:NNNNRiN NNN: NOMMOSOMM VE: N MMUMOU l i n M000 Homo#Mmnmmnm ■ ■!!■nMOOMPO MnnnnnOOnnmmnlooOSUMMUUmm000Mmm o Moloom■ E mmm�oo ■OWOMMOOO mmommun lniN:"'rty'ff r_. " : , 'no 'JIUL:' " " mo nnumR:SRSRSRR Nn nnmem U oo■ MmmEROOMMEOMOM E■ iln>. i■ mrmmml oonoomm■mmmo ■ #mmmmnmmoomm! mlmoomm ■mnoMlo #mom # #■ EM mMMOONMOnlMm ■MO■ ■moo ■■ moml Mmml m■ om000 omowaoo moo Mmno mm■ OMMEORMmm oommUMOUNOmmmti� EIomi #moO Doom mown■mmommomOmOnm ■omMm!■!# m omma• moo nnnmmo mmnl oMMMnaMOmwnoaonmOmomoolnOMnM EE m omoOMMO#Rmo ■M OMMOUfi r RURC I R = Il iir-RR »;i 41OMM Ei WOM ONSRRNi\ NNRNRRNUU:RRONOOMOORMOURRRRURRR SR EMOOMOOMMiRR RUNRN:Ni:RUMMEOUNOM:NN %L ILIUNL4h C� ;RUNSS ■ U N: M EM UNO M M ON N N' MMM MOO maim• nmwmn■■ o! M!o!ml000#MOOMEMMEIMmmomMMmnMOm # M R n ummommnommo nno RRS ` nn um m RRRRUR oo mommonnommmmnmommmonnH omomonnomooi!■ #Dorm #■ mom ■ ■nm■■nnnmmnmmnmnOonmmm #lninnm mmonoommomm ■■ Mmommmmmmonmmmm000 ■o ■wmm! ■noHomoHomommaom #o moon #nnmoMmommon nom ■ennm ■nmommmnsmnsommonlmonnum mmummm mmannNRNRNNnommo M mRiiNRmmommonnonnmNRURRRRRNnnm snmonmenn:RNnnonnommon mannsmon mmi nn RNRRRNmmummonn nn RRN m m m M m m NRR R mmmummunn mm unnom m mmmonnu mm m m me nnom m R RNURRRR R mo NURnRRRRRRRmenumnRRRRRNnammmmRUNNRRmumme ■ mommommm�oommo ■mnomwmooMmmmlmmm�mmm ■mm ■ ■# noun ■nm#wmmmoonnmmmmnnm ■nnummom #m RRmmnnum ■i mR omommmn## ■mmmmm tin■ Mnmoommonsmmmmo ■mmunnummoMnnmmMmmmo moo■ ommmmnm ■ #onmOMMIIo##mmmmoRimmMn m RRRRR RRR:iiiRRiNRR RN RRRRRRNNNNURNRRRRNNR. iiRRRRRRRR :RmRNN #" :i m : #UN:o n mawlmonoomonmm■omen!mmo nom#■!■ mownnm annonnmmmn #nmonnoMmownm ■ommsnm ■omm R mR mnommmMlmOUNO `N OMMO : OMON % %NN:NN aaMMMOO OMIO N:OMMOOMMONSIONNNRCNNR N: MONSMOOPEO # OMM woo OOMnnnnmonlmo mom■ miommoOMOOME SSOMMmmmMnMOMMOSEEmm wnm ■Norm■ ■#mmnoomm OON MOO MMONMO iC ■ Ml#OMS OMofommoonoMOOR Elmononw ■ #nOnomMEENEMO ■Moon #■nlwnMMMOOOMO ■nn!lMOEM RoOOREUME M #m # !w • mRURSRRiammnomNRNRNN ma NisR nn m mm a Rn ERRRRNNNRURRRmmmmOM rowmw lmEMM nn MUMMOmmmowO#mmno M !n#OmOMmm000Omlomnnn000mnMMOmM MM m MOM OO M■m mo m mo nMmonnmMmmmmmom #m ■Om moon# oMOmmmonsimmonmomommmmnmen m R!!m! #OOOOMOnM OROMOOONOmomMOMMm ■ M M o Ho ■nMMmmOUn R olm# m!o■mnmmo mmnMHmM nom#nmmmmnmmonnomnna /i onnmanM /m UnonnMm m oMOMO Mn Rn m# mnnOlnlm! mooww ■Mm #mo NUno ■Mm000#Mm ■m # #mmonno w#nmmum #M monnmo ■mnommanu menOmnnnnommum n mo oU n U on■e nno nnmmmmmnnmomenmnmlo■■ ■ mmmmmomm ninon _ woomo ■■nM nonmmmnm now Rmm ■ UURtm ummUmm moRRRURnn um Un n mnURRlawi m n mom nwm■oomnonnommomo Ol nm!l on0000MMOOOnoM #M EONU MM O M ENNO OMO norm• #mR RRM #M OOMBE o OHO # non nuns R ■ n lmmOw /nnmmmomomnoln#mmm nn■mmwnl imm wn inn mwommmmnm unn omm nO M Mi m n ml mm Rmm! m #m i#nMOmwmnmonmmm■ muMno# nmmomonm �C moUmommm�mnmmunn nimmnmN ' mSRommein n i RR Eon ■.q RU•mM mmammummummR ll nagneWai manmm■mn wn #m #mom #nom mummmmmmmmnnm m R nnnmsn m/■mnoenunMnm ion n wwnanUnMw U onn um nm #mRommmso#m■onommmlmm#mmmmmmunnm mm nmmo■wolommm■■■unn m mom Mnmmmmlm ■mn! l �mnm■nm #amen ■l wnnonmoon en mm■ O wnonnimUmm/ o mn min ■ ■nnommomm l a n al OER nomlmnonmmmmmf ■m #wnm om ■UOME nm ni ! a ■m OOoolm ##m#nmml ■uM nmMOOMn■ O OOMOO #!! Mw IO [_ maanmmlmiRR o rarlini UNRaR n ' R•.•RRRRRU R • RRR •• RY ••.•••nnma DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET; SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -563 -9841 JOB: 1 SCOPE: NUMBER: 0199/ DSNGR: J14 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • ••• • • • • • ••• • • I eV* • • • • . ... a. .. • • • •• • • • • • • • • • •• • • • •• •• • • • • • •••• • • • • • • • • • • • • • ••• •DATE: • • Eiii/ =7" • 'MMMUAiSEREn7■i insulin I ■■1�AMENU i i . ��l�ili ■ii■i!i ■■■ii ■ninUmntuliG ■a■ k7[■ 1.7i ■tl !!i ■■! mommsL2,N=Am ECM ■ii l; iiJ,==ur l[ TL u11L -14' it .:wiiii!■ ■■■ii! ■!i ■iii[iicuun .EILAG■77iiC ■■Onus iii ■■■■ ■■iii ■ ■■■■liii ilium■ i■ i i! i! !ii■iiiiii■!.M■ii /MME.MiMWalumm im m■ ilumenam iiMN M IND miOMOMMMMMM ■MEMO\ ■■i!!! ■iMMOMM iii! ■ ■ ■■■i ■!i■liii M■. EMEMMMM ■ ■MtOMEMMM1.MOMMOMMIXIME■Ml!lEMMOW �, *4iLr Jf lL MLAJMOMMLI Mini E M M MM lii iallIA IMAXIMAI,. JALLMIUMEO OEMOMMMO ■ O MM■ MMMMOMMOMMM ■MMISIIMMO ■EMMMiEMEMMMOM.O ■MME ■INNOURMMMME■REMMMEEMMM MmMMMM.. ■MMMMMMMOMMMIXO lEKlaiunl.EEE MEMMIMilllan.C MCaaiiiUMMEMMEEEa alilaEMMEEHOMORMIa Mai *MlISUMUM %r i MM i. Kaa..EE.EEEIi .. ■ .. .ui■ ■i■MM ■Mi llll< ilw ililllil %%t<lrMm =l %l M ll M M � � ll IOOMMOM.■MMMEM ..i■.i.. MMMMGO EEMlEiiiiiM ■M ■Mi■iiOEiiMOEEMmMmMMm M. MMMM.mM ■M.MOMmEMMMM M... i■ M■■■ MM■ Er ii■ M.' lM■ M■• IMM RMMO■■ i.■ M!■iIMEE.■Mi.. ■.MM■ ■ME ■O ■..MMMi EM.iMMMOI.MOMMM.■!I!i M• . R .i. alln lMMO MM UE: na. ma •M .::. M M:�ennERONOMM OMM OMMINU MMUU:■■EM Em O E• CMaN U IMR U RnlamMWOOM OM � M � M � MMM ■ iii M E iimmMMEM■■ iMO MM■O. LIO■ OM' ME■ MEilti■.■i. MMMM IMMEMMOMM ■.UO. ■MIIUOMMI.OMOEM.M l..0 `i3O ■I.I.MEE.M■ MRMuMM.■■MMMMMEMMEME OEM. MMMM■ M■ MOmMMM ..Mi ■M■■EE■MMMMMM.■EEMEOOMMMMOM IIOSIIU i ui iliiii isaiuuC= lulu ain iiliun lin% riaulEalaaaKlailEliii7iiiiifii % ii ■ iMMMMMM iiEEEmmi.MliMM■s . mans mini lMOMM!Uuului %i mena ■MOM ii %liil%ilililuismim Mil iiiilu muntmu mo i mmu Hill MuuuMM.. MMill i = ernmMMMMMOMM ■MM[ AYE. MMMMEMEEiiMliiE■/ iOOOMOiOMMEMEMiiNNAM IMEEOOE■.M■ MM Ei E sm:lmilim :limmim : llinaM :::: ansm n:mMlin:i::::: r:llm :llninnin :::m: m Eliill %i Mull l i iriinsuni lllMluI ME iiilui OMMISMlu E.E "! :KEiaimnaanaaaln E iiEaaaasmaaalasEEI iEEaKla naaEKaiaKC MOMim..MmEMm mumn.M.MMMMiMM.i /EEitll..ii nimmMEMiiMEM ■.MOM ■MmMOEMOMOMEM ■Mimi'OMiMOMMMMMi EMM MMMMOMMi M m■ M■ EM■.. iOMlNEI tiMMO.is;\.M■MOOOMEEOM ■M ■NJOUNO MMOOMMMMMMI M IO /MMRMMMMMMM■.i MOOMM M i ■MOST MM IMMMEUi S.r si Cl " l 7. ■ ■MMimiwMO /M3M• ISe"!�'=:■1 n • .O.OMO! ,.i.MM.■.O.MI.M... ■.iaMM iuiu .. . . 1 .OE■M► .1�MMYMMMMi .. Ei• MFU MEMMii MMMIMEMM■aOMINIMMI=MMMOMMM iM ■.EM■MMMEMMOMMAEMMM.i UMM , MMOIMMISMOMMI Ki>,i : IROMUM M:: Maaa.IMMINU E B::MM N :; ;011 :::' E M M MMINEMMM : m il i m :u mminmsa im E ismaa: Cin'a ' M ': e n Mi sass ■Mlllru•u7 M � +,UMAUSrII7 NI I EMIM TR i aril l ► EUi lii a lal OI. ulEiMii E� ZI. .ili _ _ xi■. MRMMM /MMEMOMMMMMMM.M.iMMM■..MMMMEin MMEOMEDol ninnil�O..■/MMi fimmummoiMMii■. misOOi mi ..M.mMO■Mi..MIMMMamOSIOMMI Ei.Mia OM EMEiiOMEMr !,M.a'Mil7MAiO/Oi!\><niM!■ inmemmunwisimomminnu.O■umni ■■MMMMMEM irnmil ■OM ■mil #MOiM MMM EM! ■■MCitiIrIC'i7lS '71u6move:limenvnti ■G .1S:+7F:Si 1 ■MME #.EOi.mMIM ■MMmIMMEOMMMmn E.Mm=MMOainnon O WNWE tlIMEMPWRM UIFONVVOis> M■ OO■ IimMMMOmMOMM■ MMMMM■ MEMIMMMM ■EOmOMMMOOMMOIOM■MEmM ■. M MM l.aal:MMEMIMMISI:a:M MMMUMM :M :MMO :aaa OMMUMUMMIMMUMMOUREMEaa:aaNNIMM Ea::.: N IMMuM■MMMMM■Iinr7 ■ MMM EM. iO.. Mm imMMMOOO.MMOmummaluIMMMO■MMm■ iii■ .OMMm ■MimMM.MiiMMM O IM a r !!U 1 11[ 11�1 iL - C �IlaaSIu .4$ r Ili / 1 O 11 M l !Mai %EiEM MM■ MM.MOMMM■ EI.M: NOM N SUSM O MMU UMM M n MMO EEC ESsCMNIM : i EEONSM M I M MEN SONOM si : E M II M ICa•EEU•E Iminn i�l1 i M yggl of %ml fRiEuti k1u u WAVISIMMUMMO M tMm minuet E:EEa usimm ` u �Is prom in :aaaa:la:mimma ■E..EEEa: I nsam ti umm i e a<Eaa ■ MMEEM�. EE ■■ME.■. ■t ■■mMEMEME■MMMMM.mOEM mMimi.MiMMOOEM.MM■Mim mommumm MEmmet.immiumiMMm iMn Ea i m ummKa il i l i sm i : in EEaa:: � mm : mumm i : s ISKOM minis lIM.MM ■mMPIMMMM.M.MEMMMMM ■M■ A M IUMM..►'7 ■M ■MPI MO.MED. iMMIWNAM■.!7f',,MIm MOSOMMEMOO EuEMM ■E7ii. i=1TMM ■M MMMMME NI I M .i - ' EMMiml i.rI IMO■ Mjfliati'= 7, 01y:t1.1M1111.4 ti 7 4LA , ^S1t ■ii i OREMMUMOMMOIMMUMMIMMIUMNIMMOMMOMMUMUMUMWOMMOMMUMMUMEMMUIRREMEMMOMORMOMMOUMNOMUMMUMWMMASEMU IEsOIMMOM OMMOM ICEENSUMMI IMMEMMIEMU aCnllu ERMIIMEEMOMMOOalUMUMME : PROXIMIM i M a: ' a ■/ iM■ O■ MO M. MMOEM■■ MMMUMMMMMMMMMMEMMM ■iM.MmmmMOMMMM■RMOMMMM.iItOM ORmspeso mirnmannaMMUNMEnniO MMlM MMM■O MEOMEM. MMEMM■. M■ MMMMMOMMMmM MIMMMmm ■M.O ■RMEMOMM■ ■MO MM211 4: m M ■■MiMMEM #E INNOMMUMMIRIMMEMEMOMMINIMPPOOMMUMUMUSIMISMIUMMOMMUMMEMUMMEMUMMININSMOMMUSIMMUMMOMORAMOMM MMUMIlimilmnaMMOUNsmilimmilmOmmilmilmommismarninnalmilimmillemmimmatIMMINOMMOWnsimil ii UMM E.ME ■M M M■iMEM■MM umMin ■ ■EMM.MMmMmil iniMMMM■....MMmiEimum iMMEMmM■ MM ■ME.MOMiiM � MriMOmmmuRo M iiiiiii■.imm O mini MMEMEMmM REOMMiMMEE ■ ■ ■MMMMEMMM■IREOMmMMmmEinnim ..MEEEMMMUmmium mim..MM O lg is ■MMMEMM ma m aaaamumu Ia mmiu muma II I :i \alaa :M:emm a: u ssus OE ME■ INIMMMMiMOROMMME■OM■ /MMOMM.■ ME ■E. ■MO■ MMMMM ■MM i MOMMMINOMM MlMM OMEM■EMMOMaME ■ OMMEMEm■ O■ M. MO MMMO M■ MMEEMMOOMMMMMNM ■MMIUM. ■MEOOM ■MEMMMmMO KMA MMOMMMMiIMME E i lMMUMMMMMMMMM mlE■ I MME ■M.i■MOM ■MMMMM /iiMMEMMMUMM.O Oi ■MMMMmMOMM m MMMIMMO ■iMMM . [u in e arn alti M iailinia % !` MI M M INIMIllim lii a ir %lai ` laulluu M t auu a u= MMM.mMMM M■ MI MMM.EiM■! MMMOMMM ■MMMIU MEiiEM.M ■EtiMMMMmMEEEEEMi ORI MMiMMIIMEMH■ O M MOEMMMMM lIMMEI■IMMMM� II all iniEE ■MMOOMMEMMM■■M.M.MEM■MMIEMII MM =iME.OMMMOMMOmMMMIM ElS� M OMMOM IE :I U MMEM iUOISIMMOMMEEa Ui::::: i a M O OORMINa MOMMOU EE MUMMUM,M MUMMOMMMMMMM OMMEEMOROMMMOMOMiMMMMi! EuMi ■MM■iOMEM■■OMMOMMMM Mm■�OOMIIfMIM MEM� E■Mlimm miummimEm mu m.MMMiMMmummu ■E.OMMMMRimIMMM ■iMii mmMmOniMmO mME i Miineggi MMM■iEmumummai menu mil■ immu mmummMm. iiiliiOMMM ■MMEEEiMRMItMOEImmenmummUmmEHM mainimmumnsummummanimmuummumminimummummummusimminimmummummismememommumma ummonsimmimmummommummansummummumensmommumensimmummumminsimassummeimmengimms MOSSI mi MiMMIMnnimE nimm MMMEEEOEEalo m.immum MEE muum.ini! ■aM■Mmummy l■ M MOMMammMMMEmii■ • K, Mi mi■.MMMii ■MmMMMi ■.MI iMMMMMEMMMOIMM.IM ■si UMUMOOOm■iitEEE! M � I EMBOWNIMMulMllli Ii HMUIRMU M EIiw . EEOMMONSUMUMOOMMMIM l O MMMOI■I EIEKK MMUMMPIMMU MMl lMKl EMI CiEEEiEMIMMUIMMEElivaiXIMMOSWIEMOME OE ■Rai MMM Oi OSEMM ■KOMMEROMMMOMMMKEM ■M E■MMMmMOMO ■ MMMM.mmMM.MElMMMmM EKE M i ii MO OmOs m i ■I K u mmu m men iii [ K a ii s M N u mimm m n siumnsuA ■M Y EO Einn ` umminOi i■mumummMMMMMEiiE EIOMMss E s O iE E �KK� MMMISME IIimumMiM • MOm E ■M■ MOMMMOM■UMMM OMMMORMMM MOM MMI MRMOW K i ia i i i.iE�� EOminm ! ni �E ■ m ■ M ■ i i O Oin u mum p a u m E mMMmMM mM Ki l ■ osli R M I E I a ■... X uuuKil *ula mM OM IIMMORmMUMNOM MAX ..m.7li M ME ■MMMMM. MANNUM DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI. FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB: rik SCOPE: NUMBER: o4° 1 DSNGR: ZeJ1.1. • • ..• • • • • •. . . • • • • .• . • • • • • • • • • • • • • ••• • • • • • • • • • • • •.. • • • • • • PAGE: lye„ • • ••• • ••. • .. • • • •. . • • . . • : •.• • . • ■ :• • • • • • • • • .. • _ • DATE: .• • • • .. ... i MM M M N J ININI M ∎ , M:�. I' \! ! 1 „ EZ71f•�\ ME •r MI MM �/ 1 �11 � ii W � / = C O Q ■7lrS�M11 10 ■R I Sri■ir� iiii mmum MMii EEM :r:rrrMMA %r / � ■ illami na f OM E.UNM ! /M■■ ■fft ■ ■■ ■ //f ■t ■i!!illO iiii / ■f■ ■f ■!i■i!!/flii ■f ■■ii /fm fU i i.#■ ■�■ iii! ■. ■ii! NM /N!!/!lIOMiflIOOME ■NM E rMEM i/ /iiii /i /! ■■■! ■ ■■EMN< ■!iiii■■ /iiiili M ■■.EgiO■ MMNEMII i M! i /!! O!!i!i!i!/i /■O N■M ! M■ M■ M■ 0liiiiiommo ■ffNE ■000!liiiifi ■■f ■■■o ■a■Eii.i/i■llii ■ ■f iINM■//MMDEfDl ommiim!!! ■■■i //!!!/■■■ ■ /i■!f■! iiii■■ f /f■■■f.■ /fi!/i i!/ ■'l7!■i■■iiiii■/ OMM ANI ■■ff ■!i ■if■■■■!l!l<f OMMI f///f/ ■fr!■!■■■■ff/■■■//rMU iiii! i /!■ /fri■■■■iii ii ■EE ■f■. ■f /i■OMN .l■M ■ i ii i!. Oi■ ■iiNENRNiiI.NN. ■Mf ■ ■ ■MN /iiilii /NMINN ■ ■IOMM i■■■■ EM ■ ■■/■i■ ■■i■ ■li iii /! ■ lm i l ■ ■ ■ ■ ■ii / / ■ ■ ■ ■ ■ ■ ■i ■ii!!■i ■f ■ ■■■ ///umme ■■iiii NUSO ■■ ■ ■fMMUMMEEM f t! ■■ ngp I %%%uur`u ■ ■ lu�I� � m NMINNON WIM !ii■■■rni■/ ■■ ■1 ■ USOMOo%ammrl/� /!■Mi.■ ■ ■iiii ! ii iiME NNME■■■f ■wi■Y NN EMM U ■i ■. /i!/i/■ ■lifiiiiitii■■ ■■ /ii ONNMON /i ■1l/Ni ■ff! iiiiMIMONN ■fi M ■ .DON■ M.M ■M■■ ■OIOEOi ■i■� �111i11i1Jlisl�ii /ir■iN>• m■. ■ONNI /MU.OM ■ ■ ■■i/ii!■fiilil lf■■EMNIOMN/■ /■fif !li.N.EMM■ iiiii ■MM.t1 ■ONDu••Dlu•!■•NMMILIMiEM fiMIOiO■ /!■■■ONION■■■ NNEr ■/EMMEMN!■! /Off■■ O iii iiiii! ■ ■� ■NNINOT�4 MMUNONWi ■i ■ /!■ii■ INNOWN!!fNf /iiNiAi ■i ■ ■NNMOMNNM ■ION! ■ ■OIO ■ti / /iNOf ■/ ••U•••N i �lmD i! )rn�:`mommo� m nimtom\om % %lmiN in %o mommom % %ommi mm MMMrMMMMMMMi E emilmmummm u ammuism1!% Aemi�i%ar �i' UM Milu N■ NM!/ f!!■■I ANII�/ ti/ iANiilOimo/ w■ N!\ N/ / /\OIOii ■■/f / En ■ ■fi ■!i! ■Or! /Nf /o/ N/ ■ i!i!101IOi■■ •i' ni :.' ■.1 ■ON M +NN L” ■: Z -ii m r.1% 1'�l / /ON ■ ■NNEM IO N ti r Oiif ■NNUMNINN N::■ M:MEMMMiINNi � MM:s:r:::NNNOMMENANNIrr °N:r::EN %:M �rr:iM ■ N:NNOMMIrN:.:NON ! H ■E ■.•NM uA •A ■i••EN /ii/t1 N 11Cavun _ r ii!!■ME■iNi ■M ■IO / ■! ■ ■ ■l /ii/ ■ i ii/t / /;7r; /iu r\I /NN?lr magnirkIMiN■ •••••• •.Ell /r• 0ilN! •• ••••fli ■� ■•• ■•••••∎•••• 7Ni NPINCIS FIG. %A N i im . /f em E / /!r 1 -' 'I �C _ 2, AMMW ai iMMii! E IV , Luau ION ■nbu i'■■■ ■ , •• ! ■fi ■iii Y4-:miNiM �M /OUr.r7 /!�INNi ri bhmtM ■■l■ ■i nni mf■. i rM■MMMM ■■ , ... IO :- a -; •ir•. iui : a:\,,: :a:�::::rs a ;- . U UUU::• ::UU OfrMNNMME■■f N■ argmbii i■ /•J�ONadm NOi :/O ■EMN! /ii/imumm■O! ■N■ ■II■r /N N■iilEli ■N ■ifNi!/ MMM .»f■ NN mumpu!�nMMENrMr l U fiii VENOML7i■ NEMO MMDMMENNEMA!! ■OEE■M/ fiii N■OOMFMNN!■ON■iif ■N /iNNINNONi NONNWNi /O! /iitiNIMM f•f..■. ■■ X114' IIR-• . MINlaN 1C■'G: ∎ 0'_4it li - t7l n .:.■ ■M /MMMMfiMNMENNENNON! N .i N NMNNNNiM MUM *r rrR ii i I F mnmuv riiti �i iRoiwiimrmiirrrieirirrYrtr %rrru ■, EA rfm o ! ■ IMO / ■ ■■■ ■ Iligii i 14?a■'71 A■■/mOilNif■■iNlNNii/IONN ■iHrr n% N■ mm iii ■MiM M ■ fEtM M MiM N ■ Mr i mmmuMMMMMMMMEMMM rrrMMMM:MM iMMEMMMMMrr mM■ Mi iif ■ /mi ..E■ EEMMOlmOM I••t!! %.M ■ ■lM.NrpNi.EfE nnom/!�•i'�Miummw nommom ■ /E ■M■OMME /NEE ■iiii /■ /■i MM ■ ■/!•••.•• E'■■tJ //F i i � m M■f ■ / /M!■ UNN : ar- l N= NNNENNML.. - Oc:M N �!1i //iii /MEN /l!N■ ■NNE ■ ■ENN M MM■OMMINNORiri NANNI ■ •r'iuu./usi• `■ •llrNr MMUMMONNINNMENNMONMENNN rrr flirr %MINUNNWOMMONriiil■INNINNN ■ ■ •rMM•M• • *r: / rm rWW • .■■i•• :7••■UCVMANNrr� - r••r :MINNOMM i ra %. i rr:i rri:i%r i i# M MIM MUMM r EMAN WWI : EMNONMOldr. ft IF771.1MUN*OM 1 INNI: Mir: i:i INENNNOMiri: M:NNOMMOMMN ■. MMEi■ M■ ■EEMMM■NMINNMNNM■E ■ ■Ef■■G ■►�NYI M AN•OE ■■■E ■NNMD■Mi ■N■ ■N■MNNM /iiii /Nrii ■ii ■MMNNNiNN f rillMENNNMEMMENNEMM N N ■ Nri MOMMINI MENNNri ■ENNONNENNENNONOMMONONNEN ONNONONNNrENti %r `rNWM MiiMENNlM!■M /fiii /NNNMENiNUNN■ NNE■ NMONNNM ■ ■rM /ENiiNNINNN■ /NMMM /ii !MEND!/ iE /•ONMMONNOMMN U/!• l• M■ r• Al■ /l■Eri /l /i nni y ■r�1■nwommir•:IOiriN■ ■Mild / /li /ii ■!E ■f /al mc•D r1N ■NO /l■■ iii 1l�l� /Mf. ■mvsli• ∎L.i! 'r-i ir =�S� 4 "'l.■■uzmrtm ^ NNM lt %mler�l.'rii ►! Nf Yi s lo !!l ■ ■ ■O■!lMfNN.M fMfi illNIONi■■.fffEariiaO. ■fiMN /NE■MliiiNOf■ iiii /N11MmMlEM■■lONNMiiffmf ■ ■efis /i unNNE /■ EfifN MINNMAN■NMM MMNMMN■ E■MMENENNMENNE ■N ■■MONK fiii■ iil Ofi■ /Rr•1ligNNINPC NINNUMNN!■ilfi iiiifM rrM ONNENEEMM m iMM M /MrMM �i■ / i:ECmummon:C:iri\.l mmummmO EEr mummu /M m M /f.fl.i■■ MN Efl■NNNf M■! M■■■ MfU/i!!■■ M■!■ N■ MM■ M■ Ni ■■i■NliNMi/i ■ME■NM■MMM!■ ■N /Olf■ ■NOM■■! M ENN ■ MMMMUNNEMONNME rrr:::::::: M M i l r: ■ MMMr ■ ■ M ! ■ MM N ONNNNMM:i ■M .M■NEEOE iiii■ MME! /NEfM/■ AM MM ■NENMENNMMNMMEM IMNEMNMMINNINN NEON /MiIMNNOMf ■iNNMONNIMMNSOMMI ■NMEN EM ■.ENNNENNOMMEO MM■i.MM! lNNKNOMME ■U ■M ■iENMO ■i ■■MIO ■ ■OM■ /Dili■ M ■INOi ■iNi ■NN ■MMENEMMOM ■fiii.E ■E ■E!■ N/ � fMMMI M■■ MM■ fiif!l OIOOMEN ■M ■NMIMf!/i■ ■ ■ ■OIOMMi! /NM! /Mir ■ MnmmmO/■O ■■iii /M! ■ ifUNi ■EOMOO ■ ■imm MiiMiOVO M■M ■■ fiii NMIMON■ f■ IOMMl /MiM■ ■■■■IO /!i!/OXIOOON Ni;/MiiM ■O■f ■Mi■iM 1O■ E■EME■!!■■■■ N /N■ONMME ■ii /iiii ■ ■iE M ■ i NEiiM■ E Eli /!!i■MMMMEM ■N M WMi l.MONNSMNM /AMMO iMil /Oi ■i ■N ■■IOM /i NO ii / itiili ■ ■Nfii ■ ■M ■MrilMi MMMM /ii..li ■iiii■.■ ■IRM ■. ■M /O /M iiiii ■ ■ /■■ !!!!O /N!U■N ■ /f ■ ■iliNMlN ■lDMMNO /EfMMlNfill! ■N EMrMMMMEMMMMMMMMm : E: i E %EEir: %E:iEr:nili E %mrE::i:ErCE O \: rEEErCErr Errr: ■ ■■Ml■iiinum ■ MMMf■! M!■ NO ■ ■ ■ ■i ■ ■ ■Nf /! /MMi!!i ■ ■Mi / /fIMMM ■`M ii IOM N 1OODD! /!i/!r EfMi!!! ■N■ ■ ■MMNM■E.■■EM ■ME NN!■ MMONIMME■■ Mf/ i/ NN lIO■i■.EE MEE if /NNNNUMON■NU M E■ M UNOOMMONNMON ■i■ ==NN�■iii■EM.Mi MME ■IMMOM ■M ■ ■M M ! Miii■iMONONNM! /iiMN 1r■ ■iii ■.E ■E■■lEi.M /niME rE OM Milt% rriiON rfINN NNOMMMO ■NNO NUMrErrrrI MM ■ Mi l lri ■■!■iEMMfmMNf O ■ � M iMf■Mlr /il //M /M � .MN M iMMiiMIOE /OfiM■ =. / / // ■M ■ ■E ■ ■Ni ■Olio /iE ■.E ■EM ■MMifiiiif ■/ ■iiii ■ . ■■M■EENN / rif!!!i■ M . ii E!■ NMMM ■M■N //M ■NINM ■iiii/ * NIOmmiNE m �M /f /N ■!O / /f■■ ■.!■i UMfi■ M■ M M ■ M m IMrME � iMErMMMM u MMrMM ■ EirMM MMMMMMMMMMM omMMM:MM MEMrriirir ....0 i■if. ■� ■/ au.M ■i ■!i //M /iiiii■■■■! /Mili■M■ ■MOO /ili.lil.M IOM' MME`. ■f U■ ■ ■ ■ ■■ ■ Eu mEME EEnE ■ r l■ f■M E EEEMi /! ■iiiiEME! ■iMMMMmm/iiii!■ ■iiii iiii /iifti 1 ■i ■ir ■ ■ ■M ■.i / Mf ■NM MO M� M M M IN ■ MOM MMMMMMONNUMMNIMMOiliiiif ■fM ■NN!i/MN ! M MMM■ ■! IME ■ MM f M M ON I MEMU MM • MMEMriNWNOMMMMEMN ::MMOMMENN:NINNMEN:E: ONNUN MMNMINNNNE ■NONNMENNONO M■ M ■iNNOEEilO ■M E.l Ni/■ M ■OM ■MMM■O.MNNlNiiOMMi! /i ■f■■■■ MEM NMN. Ni ■N r M i /■■IOM nn ■■ M MN rirI MMM O M :M!lx NO MN :MEMM:EM / ■iii ■r■■MMN MEMU MO m mo m m r rr a nn ; M. f■EMNEE■■E• / MM iNEMEM /IiOE / M ■O M M ME M INNNUM M iii NNMENNNO M ■■MME ION NON NO ■MEMNM■E■■ ■■■IOM ■ NEMMU ■liMME ■iMENNNOM■.MM ■NiO! ■O■ ■ MMN NOM MMONN /MNNNM ■NI NM ENIOM l E.EiNil■MMOMMMMMMi■M# MOMNiI MNiilf■■MEMMMOEONMN MMU M .MMO MUMMOM ■lN UNNON ■/Nf■ O MEM■ MMMEN.MMMMEN ■OMM OMMUfM N M M EMMf ■■OMM!!!! NME ■MflliiNNMEN N MNN MM N ■ CM NNUMNlM N Mr NNMEN I N N MErC:E:::M NN :M NOM r ! M .a. /! Mir . M /iiiii E ■ ■ f ■M nn E ■E iii/!!■ i ■ alEMM ■ ■NNNN■ mono N ION iiNM M ��O�� MNINRMEN !■■NN M iO.N■NONNUMMI M /Ni.lf.0i■ N ME M lf! Mumail N N ■ ■MEEppM ri' MNM■■EIiM■!i■fNiiNM ■ OM/ /iiiii! EENM yfiM fM r NNEMMf■ MEMO� ■MMNM . EflM iiii ■iiii iiii!■ NMM■Mllii i N M M M ■ / / ■MMMMRii ■N■ a m o m NMMMNN MMNM ■! ■Ei ■ ■MIiMMiM11 EfifNMM iii It rEiN!■ IMM M 1i IUMMEM NEM i M Ei fiii! E iii Mi ■Ei ■ ■M /.N NE . M /fill■ ■ ■ ■ENfiN EEE�.N ■if■ ■E iii MUM �r / iiE"ir E ■ M ■ M IMEirri i :Mr�M ••••••••MM .ol■ ■i ■!MlDODN.N�O Nf ■ ■ M OM M M■ ■� /N /ONION /O N N /i /MME M[iiM ■IMM ■�i ! f.l.■■M!!!E ■ .M . :: M N N N ■ r M S M SU U UN ■ .M Mri Mime M i� N ■iMEMMEM E MEMM:r■MME.uuu E r.NMMNMMEi■MIiN. r! u_ Ei i■ ■ ■■NNiiE DONALD HODGETTS , P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: m r�S SCOPE: NUMBER: pqcn( DSNGR: • • ••• • • • ••• ;•••• • • • • •• •• • • • • • • • • • • • ••• • • • • • • • • • • • • • • • ••• • • • • • • PAGE: 143 • ••• • ••• • • • •• • • • •• • • •• •• • • • •• •••• • • • -••• • - ••• • • DATE: •• • • • • • !lml►'J^!!s ■! t i■■■litiimali /naiimmMimam■imuum mai■ imam■■■ am■ii■ /mmlLIMUINli'a min4sniil/mma ■ ■i■ Um m .: mmigliit.SR Mium unumme %s m t a mmf� iliMPUiRAMJNBEWI .t#7Ilmialii n NUm■\rU /i•i ■it /■ln■■a ■Mar ■m ■■.r'mcAmmm/■■ alts■ mmia■ mmml ammaiilmmMmtililMmarlii■i<mmoni t`iWIMarr /■ // Mi ummu r mniM :Mi IMMEM OM :i /i mm nnilim innlimmaimannali m il mi MMEmosma xr amiMmmim■ iimm■ aalMmtim ii ■mmt■miRrnammosiammti! ■IUMM ii■!■■ /tim ■/lm m ■ ■t ■mam � iiiiimmAm m■ •.Mississisiii!MMMMii iki %iia r:.i i it .MUNIMEN.MMMMM.MMM:MMMMSisMMM.. ::MM : :M:Ma /ni■immaaMlam timmr...i�tta maimawt��. r . 7mmmmm/ mam ■■ /am ■Ammimmaitm /imtmmmaillarna !stun all ■ OO aa t /t /mnmmmaanneliumma ■limn ■ ■■mmii Miml nn mmmmm lmama■ iii■ mlmmmmOSIMUttiaanmimaiammmnaisa ■situ u mmmi m imiimi ■i imm ■mamm ■lmr r rimm mni■ m mtimmmmn ■aammmamm■ ml tmnMM ■/m /t imaMia■ ■mmaniamiiim ■n nmi■imisamnanninimim�! enumm. ■mimmmmMimllmia■■mlam ■t //i iManumM ■mmamli ■!Musa■ i mnaila /timmm■ammmiesmiiaaal a OsemiiiiMnm■ ■mm/mmmmmmmmmmimiRmmmiaaaaiali mmUmim ■iamm ■m ommim almni itiaamugamtlwmalnaa■ /■ ■mm■mlmmN■■ mmmml mmmmmlmlm■ ■mainamammumi ■aimmlaaliaaa /mn■i ! riiummosolin mwmumim i momm MIM ansi Miia ESIM mm amumm■innai UU,amimimmIMMIUm�r�m arms! ■maimmaaammnma■■maami■ ■a ■tal mi i■■a ■mmmnmm mamam mammmmmmma /immmmmmmmali■mum mmmtiaimmmmma■ liaiimimammmaiimmmm ■mimsi ■■iaamiima■mlimam mOmmmmm mmom : rs i iMi M M ■ MMMa m ansmumm i nni m m ummu % umminium M niiel ■am ■ ' > . aa M!T /MMMUi ii � M mM \iMMNIMr iM inaMUMMMiRI m` itiMMEEMMMIMiMMma '"' ii�i mimreammi inumMummi %=i % %mMMMMMmismo im manNUMMIMMmMim Ciimam ;• t!•m m■m • �!C- yrt4 lan • a ■a / ■iiimmmmiimi ionv -v� -:. �mmm /itimmi■ ■main!!! ■ /mim■i. ■semMiai�i■a l M mmmMMmla m IMUUM Miml�iimmmim■ ammRmim ■aiiityinnriMPWIROMm ■mmmm ■i■iam a �aaliimlmmmmM a mmm nlmmu i■ /mi •lcm. �mlicvALw? : mail nmamm immitm'![fIr„liilim ■n nil minammiliMmaimmm ■maMailmi ■aimmme / mini■ tanm■■! msMamlri�Nlfimim ■m /mmmmim ■lmiimii. a ■mar mmi ilC!! 1 V -J 1_! r ia imi !! ■!slam milli! milli : r M :MMI M EI ` M i :::: E MMMMM11 ' � MM:s% i i M SM MM .M: i M i :lM i ' i IN ■ : ■ i: MM ■E MINIUMM Mir 0I' 'trielli ,ic'1! ■ma iESIMMI im ! ■mmamm■lmmm■tm■miMmmimimli/■■ mil ■■itimai'ia INN Mmammlmimmmlaml Hmmr ■tit! mill ms ma!//■■■ i// ii immmmmamiil■ amiimmlmmmmamamili■ mm i■ta ■lMiimli■liammmaimmmamammmt MaMrs M MIUMis ism i l UMmummommiSSsillum ■mommenns imams r'YIM OMM•MM\ Mu m mumansm o mmiMa ii imm mnsimiiii mmin mus iu m mil l ' •lannir:Tilum MM:M ' . ■i iii UmmilmiM : m - r i r mismima " eMminiirMMMim sMMMM milim ' is mmm■atamimmamim ai Omimini!■! mmmmi/■im ■mlmllmanolra ■ml�la - F r iamas ■U /aimmmili ■Rim mmi iimmummt iv �'^. +ZmG comma /ammamll inwe G=Gmiiammamn a ismi■i■aii■mliimamtm■ /lima ■mil mm om im m : M MisMamMMia i msnamm mmumM llis si ■ / ■ ■maa /■Mi MmmNinlmmmmtM■ nmmimmaammmli ■imMmlmmmmilamamnmm mm mmmn■1mmMmm ami m MOmmu M�iMIKNO :i / M a ISsinim i insiM mmil ommu me lli mumniMMOnam iissi MinnimmaMMMM nSn Mosimme : ag aMm uln ummuu m l : ummili u mmu: a i mmy m imummMi a isssissMM a misiMisinsmmemmum MMiii mmummui m mmomm mmmumm MMrMu.r lumminMMMI i:yiM MMMMIUM nnammu M:Mr� MOM mmimmmam mat / sham miiM ii MMI MEMM aisMMUNs� minna uniMMI IUMMEMMEy:IIMMMaa% MMMM : :■ OMUNIMM M:MAIMME RMMNC limmmmlmilim mm mmmtmti ■ia /i■ Nt immtmlmi !mm■iiiaimmima /mmlmlmmiit immi ■mlmmmm mmlmmmlmma ■ �i i MMM iiMnimmum MMMM m ■■ mmmmmmmiilmsRimaa iaMimm /M■a!lilt IMMUMM mmmmiimmmmmiiiimlaiiiiil /iiiii ■iammmimmmam !vnail M'isMMMlm mm � am manamMriiMi Mini! iii MMSiirrsiiMi MiN I M ionThi MM M:MMiMMirMMMMMMESI MMMMMMMr iiM OOMMOR Onnnu umn :M; : MMK: M M MMUMEMMIM anUMMmammaml limn!! ammmmiaalimmiami■ /immmmiainiu m■ ii mmenini mammmmlmalma ii ■mmmamllmuMmmalltlmm sisill mummus imiMmmimmemmasammiliemminimmili mummMMiinMOSI M MEsi en iMMi ' M '! shun! iMERMMMi ManumM ' ' Mil ' ii ' oiMiiMMUMMisl Mi mannO nissiiiisiiine EMiiMi I ilia imiammmmtmm n■mMmiammmai tail■ mal talimmmmmm i■tmammmmmmmmammmmm■ ■immtimsni maaa■amamlil ■ ■a ■am Msi OUNImmummoriiiMil imi mlamamaMMalmai immam■>am im insis a i !linen iMM INIMi M% iiimmnmammimmiimmmm i Manno m mmilarnMMSMMiUmnSU MainemummimMummiMMimmo MiMMMMCamnammiMMMM mmullmannimia " M m mu mm u mmummiim mM'm'mammi Mmmom■ mommumSeMMnl lmmmmm■ m■ mm imiiaa ■mmimimmnn ■i ■imam tiam■mmmommammimmaiiaia/aiiii ■imummomm mmma / mam ■i ii � alltmian i MMin immilliit /m ■mmRmmm /!sail lima ■aila ■ I a /mimmtmimMmiai i ! mmmmmmummlmmlmam ■mammmmi■ ■mmnmmmmimilmaimmiauminmmi !mm ■a! ■m ml MIS IIMIUM omma ' i a w m M i i ' �i umum mil� r i mmi i i m urn a:s iMisM ' a s i om " s:: :# ralM:s %mummu mm MMM %M MMMM m m m ommum m momm i" :: nlmaamimt tm■t i ■ /m■ammiimmilai ■a■aitmm r m■ ■ i uimm■y ill mmi mmommum memm /■immm ■ii/nmmmmiiimMiiiimmmmim minim!■■limmemm imimtmmimiAmmmm ■ma ■i m MiiiM' Masi = i M n ■ i �' MMi Ummu MiNimisi memsmanann in M:n immi nisla.x:: i M iti m tt a /mim■!mm Ma mtnta■ S mmtm/// mmmmmm am ■m ■mina /imummamimm mammmimmiimmmai am nu ■mmmmmman/ma mammmmmlNiaiim ■ilinnmmmit■mnimniMmlmmamma /!m Mar ammann: ssi :' r OO mMMMMisiii an li m mm u MMi e ssammr r iiui nm i l i II C / ■ /Ha� am sin! /mlai:mammmm mmmummaa ammlmmiiiani/ii ■ti i/mi amii mmm mm n MNMO aM/ 'RENN Mina • m � /MM ■■ mmaa/! ■ uitiamammmittimM Miii M ta/i /miiin ii iiiimaiiini m li MMnmammimamliam /nn ■/i miililr ■aaitm ■m maiM ■R ml i % ss tMa a s i m iU REM i �ti MiM in ump l i ii m iia nnann m i iM i Mstt iir m is Mis INIR meas i n !at■Mi / ■nmmmam al ■■ i mnm ilimum /mmiiiaimmmai MI a! m !■ESSENNUME nml m n / a M = /imam _ O SEN M M a ^e rr`mM MMii MiSsimui MUROM MMIns r issir/ n tMMINOMMISRi� " ■O ■■ Mail■ Nlf � RMUS ■ ■i /mml Mli mmmMEMU /con /matmmiamilttnnn ■dais!!! / n/ /nm an itaman MiaaiM / m�lm i aimmUMU iiimtima ■mmmmii ■amt / /imlm OMMWM /amna ■iii■ mm ■i iii /at /tminanm, aiMaama SU ■lit /t/ IThilitti mill ilia /tatinalli tai /M!m /aiimamli a mu uuu _ mama! Mm momMMMiia ii mmm mem Miiiisn M i •• ••• •• Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev 580008 User. KW-0600621, Ver SILO, 1 -Dec -2003 Concrete Rectangular & Tee Beam D (c)1983 -2003 ENERCALC Engineering Software 9 9 Description 2B-4 General Information Span Depth Width Beam Weight Not Added 9.00 ft 16.000 in 8.000 in Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 2 6 13.50in Load Factoring Rebar @ Left End of Beam... Count Size 'd' from Top in #1 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads #1 #2 Dead Load 0.528 k 2.570 k Live Load 0.480 k 2.110 k Span = 9.00ft, Width= 8.00in Depth = 16.00in Maximum Moment : Mu 30.90 k -ft Allowable Moment : Mn *phi 48.30 k -ft Maximum Shear : Vu Allowable Shear : Vn *phi 32.50 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 1.500 Max. Spacing 6.750 6.750 Max Vu 8.078 7.518 12.80 k 3.000 6.750 5.166 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 4.500 6.750 0.519 6.000 Not Req'd 0.519 7.500 6.750 10.209 Beam Design OK -0.0719 in 6.37 k 13.72 k 9.000 ft 6.750 in 12.796 k Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflections... DL + [Bm Wt] DL +LL +[BmWt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Deflection ACI C -1 & C-2 DL ACI C-1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : Mn *Phi 48.30 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 32.50 k 32.50 k 1.400 1.700 1.700 1.100 . Upward 0.0000 in at 0.0000 in at 0.0000 in at (a7 Left 3.397 k 6.372 k 6.372 k Mu, Eq. C -1 30.90 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. C -• 8.08 k 12.80 k ACI Factors (per ACI 318 -02, applied intemally to entered loads) Short Term k k 0.0000 ft 0.0000 ft 0.0000 ft ACI C-2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor .• • • Title : Miami Country Dade ' Dsgnr. DWH Description : Scope: • Code Ref: ACI 318- 02,'f993 t=B(!, 200t! IBC,:2003 NF'A 5000 Pc 3,000 psi Fy 60,000 psi Concrete WL 145.0 pcf Seismic Zone 0 End Fixity Pinned - Pinned Live Load acts with Short Term Mu, Eq. C -2 23.18 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. 6.06 k 9.60 k aC� Right 7.481 k 13.716 k 13.716 k 0.750 0.900 1.300 • •• • • .. • • • • • :• • . • •- • • • • .. • • • • • • • • esl n• • • ' 04- 9991.6cw:C'ak'Iations •• • • • • • • . ••. • ••• • • • • • •. • • . • • .. • . . • • 30q# 04 -991 [We 1:142Ap, 2h D 04 Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Start 0.000 ft 6.000 ft . Downward - 0.0179 in at 4.7520ft -0.0719 in at 4.7520ft -0.0719 in at 4.7520ft ••• • Mu, Eq. C -3 9.80 k -ft 0.00 k -ft -0.00 k -ft Vu, Eq. C: 2.53 k 4.07 k Add "I "1.4" Factor for Seismic Add "I "0.9" Factor for Seismic End 6.000 ft 9.000 ft •• 1.400 0.900 !yy Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 - Rev: 580008 User KW- 0600621, Ver5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design. ( c)1983 -2003 ENERCALC Engineering Software 9 9 Description 2B-4 Sketch & Diagram Shear Load 1.bbWJdlliliillillllillllllilll Locum 4.61,111111141111 4.68k/ft ===== Mu:Max= 30.00k-ft Dmax= 0.071961 Rmax = 8.372k Vu -Max = 8.078k Beam Sketch Location 11 It 111911. 1111llini1191111uu 11M IM =11•1 ;111. ..11111:111 11 111111111111111111 !111u.11iu�11'!'111111111111111111 &'�iiI1111111111111111111ii>•1111111Ir '.1111 I1111II 111 m1 Atli 1.1 1=1=1=====11111111! iI 1 11111111 I ®1=11=1=== =111 1 ULO=NEM=M11111M1111•111116 II II Member Moment (k 5) Location Along Member (0) Stresses for ACI C-3 Combination Mu: Rmax Vu M Max = 13.7 ex 12. Scope : C± - �t. ti:�iv�s',ii L.ocetlon Member w 1 linaii111 1r i 1 11.1 1 4 s 7lM= ► 7IV1 '11111111'11111 3g1111••111WII11111 lhilllilh 11 1#•11 i•1111Mlfllli1'11111 111111111 lit11111 11111111 1 11111;111111 11111111111 1111'Illl ll 1111111111 ! i!' 111111 I I'II' I III °11111 IEI'11 il p lli lis + 11 I Illy 11 1111111' ^1' 1 111 111 Nil 11 11 Lff1 ! 11 1 , 1 1111111 '111111 I1111111I 11111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 INN 1 i 1 III 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I i 1 1 1 U 1 1 1 1 1 I1 hl 1!' 11 JII11111111111U 1!IJi'�1 1111111 it !I °,IIIIII � ; � i �� T � LOCa�n ' Member w •aii61111r1•�.1011A 11 1 Milli 1 iVI u11`'i� �ii,i�'a 1111111111E= M1 RE IF 1 i9CIPI11111'1 II �� LIIII=MIIIPrr 11 II II 111111 II I 1 1111111111111 x19 II 1 11M= I I 1111 11IIII1111111Ilig111111 1II 11111i1 L11111I111111IIICI II II 1 11111 11111 I 1 1111111 11l 1 i�111 111 III 111 11111/11 a iliN11l 1111 11 1 1 NI 11 rill! Liar 1111 n 11 ill 1 111' 1111111111111111111'11.1,111111111,11 111,1111 11 +11'11'11! 1 "111 111 1111111 111111111111 111 1 11'1111111 111111111 11 j it l 11111 I'll '111 I'1 1111 I I III III I111111111111111i11 111111I III IIIf 111 X11111' II 11 1111 11I�11411J1 1JI 4111111E1. 11E, lllllll ll'11119 1E1, .xaa .00 �4 !1br1.'�3r7t�ii�ii7� r lr 9 ill 1I11�1111111i��I;tlinT�� == 11 If 11111111 111 ,11111111IlydIi1114 �I UI=,I �a,lal l mo1.= aammmimimmus mil i 1 111 m�� soll 1 Ii 1 M'1 III i t .111'111 III m� ..mm�� id' iMLINIIi•MIII=111111111M1•=I Moment (k 11) Location Along Member (ft) Stresses for ACI C-1 Combination el 41'11 11111M■11=1111■ 3 11 1E111 mm111mm1 Iff1111111 file'1111M11111111111111MM1111111111M11110 11 fl 11111 MIIMMM1111■111111111111=01111111111111441111111111 u 1 II 1 11 kx'7IIIIIIIMM■1111111MM■∎1=16 11 111 1 1 I I NII YE7MIIIMIMMIIIIIIIM■1111111MIMIIIIMEM41 I 111 I](TJ■11111M1(•MI11 ■■=1111\ 11 • • ••• • • • ••• •• •. • • • • •• •• • Title : Miami Country Dade ' • • • •. • Joit# 04 -991 Dsgnr: DWH : : 'M :42PIA 2 • D� t 04 Description : 00 . ••• • • •.. • . • • • • • • • • • I... 1 1111111111111 : - I • • ��= 1111 tll 1111111' 1 1111111111 '2111 uulul11111111111111111 b7IIIIMIMIIIIMMi1111111 iI 111 11'1111 111 I li 11 211111111111111111== =11111111111' lit I 11111111 I Utii;M=111111111111111111111110==lk :1 1 11111111111111111M11111111111•=M 111111 ii/L111=e =M11111111111111=MIL, III1 Shear Load 00 .00 •• • • • .. •.. • • • • Moment (k • • • • • • • • • 04-991Etcxe:Calpdations • .. •• • Location Along Member (10 Stresses for ACI C -2 Combination 11 191111111111111161111 11 nl4∎ ∎1•MMI rf J 11V�1(t�1d 1{if1t1.9iiitilRl 1111t111111111p111E1d 1111 i 111.! 0011111111 xI��tttttttti�rttittiL 11 61 1111 16118 f'al 4 It ��l��l�ttil llll 19111181 81 1 :11 flfSIMMIIIIIIM ∎M11111111111111111111111+11 1 111 1 ( Slll11■IMMI ∎tiMIIMtteLl 19 I I , M(1 (i ∎ ∎ ∎•• ∎ ∎ttttttiIIIIIIIMIlle.: 1 Local y Deflection (In) Location Along Member (e) Local Y Deflection On) Locatlon Along Member (1» Stresses for Service Dead + Live Loads Stresses for Dead +Live+Short Term Loads 00 .00 1 ', ^ „g 111 1' 11 .. ,t I �1 1� ��f� llluIl�., III 1..1 I I�RI1�1611 �M =x∎!111 I1 1111E11 11 1 11111111111111111.1111111 b7 =�1' 1 1 1 iI II '1!111111i111 ' 1 .'V ZLE•11111Fr 1 1 I 1 I1 11111/911 11 111'1 11111111 I MI 9 'lit 11 JEW! 11 ��11 i � 1 111 I , 11,1111111 III 1 11,11,,11.! slh. I lll� 1F'il it I 111 11 1 1111 11111;11 11 111 H111111111 p '# 11 dl 1 1 I 1 111 11 111111 ' 11111 1 111 11 &?1 111111 I I''1 Ill. 1 11 111 11 1111111111 1111 11111 111111/11 1111111 1 111 1 X1111111111 11111111 1 111' .1 111 1111/111 1 1'11 111 1111 ° 7■E-1 7' '1'1T i 111 w 11 L� T]f7IIIIMMINIIIIMIti! 1 111 1 1111111 11 I 1 10111111 , -- �� III '11111I 11 14411 7M11M1 1111 ;11111I'1 IIJgV 41+1111 1111111 1 117 � I 1 I I . 1 VIII I II IP1111I I II L II 111141111111' 1/1111111 1141111 ''I 111141 I I I I 11111111111 1 1 �7��illl11 I 1 ' 1VIIIIIIIIIII9VIIt1111 11 111111 ,ul 1111M , 701 1 I I114111111'19kIPV'IIlIV1i611!Ili [ill ° 11111111�Vlllil4i11 116141 1 7 1 . 19 I 1. 1111111i119VIuIIIIfsIllll l] 11 811116 'IliktiC 1 !1l l ?Il 1 1 1 4 I! PII1111141111111r1 1.l.I ti nllli1.1111Is1111181Ir11......'� 111 111.1:11 II 111111'1 111118i 11 1 1 119 111111111161111111 1111111111111111911L11141111M i11l) 1111111 1 1 111211tH 1 11 1 1411 f 1 15 1:11 1411111' 111 ➢1¢..11111111.11 Y 1'41 1 .441111 1111( ! :.)111 MWl1i1 All IIII 1 11 1114111111111111111111111111211111111115111111111111111 1 1111i 111 1111 X1118111 P� 1 1 11111111181211119111114111111111 1111111111 11 1111111111 m11 ,111 11111111111Iu1111111111111111 1111116111k11911141 11111,IV� 16 011 111 I I III@, 11111111 131.111MIIi1 .1111 1 111111111 ,L411 I 1 III'K1111111111911111Itl11 4111IIId911141111111111 111111ill ice 1� � 1 111 1IIIII91111111119111111° 11111 61111111119111111'1Ilill?11 -l! c �Irl11 II11111111111 141 ∎e_ Illl ul111111111 i1 11111i1 111 � 11III '! -- 1 � ��•11•111 a:.1111ip.• - kn !E13111 13:7 ∎ ∎1 111111111■MP '111' 111111 47�Ir'i I1 1 1 � � 111 ' '1111!1 1 1 9 , (Mi 7 1 1 111141'111 II 1111 11111 X71111 4 1 41 11111 111 11 14161411 r nl,l l UI i I LIr.11611 .111 i ,111111 411 � won ill 111111111 1'11. r ; 7 14W410 1f If4'1 I C111� mi1116111111M111 1 €1911111 1 ' 11 111111 X3'1("111119 1 t 111,1.11 1141111 WAIL-1111 1 1111 lit II 1 11 9 � 1 1111' 1 1 1 11'1111 r M <s 9 1 1 1 1 11111 r t•�II!VI 11 11111111 :3 .M�1 1 II II 11 .1111 DCM�1•` 1 1 1111.1 1 1 Mc��li 111 0.03 �'''rri5111�49 .4111111111125E11111 1 4iIIII11111111111111111Vlllllull111111 �� 11111191111111111111II1111111 1 117 CIII11 1 1 1 '111 1 111111111 I � 1!II 1 11 11 19 11 II I'I'II111I 111 mi ill till Pd111111111411111111111111' I I VN 111 1111 4 1 111 411 I 11111IMM 11, 11 IIUi111111111 11 ?1111 11 7 1 118 111111111111111111111111111114111116111111111 , Ill 1 9111 111 .11111111111111111111111111111111111111111111111 1111111 s 11'11 Pill 14111111191filIPI EIIIIII115 1 11 II'41 Jill! oiml II I ifea111G.,� 11411 x11 111 e;: ^ I' i - 1111 1111 19111111111 11 .111111111111111119111111n 11 111.1 111 1111 112211 11111111 11111111 1116111111111116111111111111111111 111 ' 111lum 11 111 � '1111!IIM411t11111 1111 , 1 111? 8191 11111III811 2111111111111911 1 L1.1141 r1 81.11- 1! I111111j Illlf till 'I',JI .1 Il r� 1111811111 .1111 i9111111 VIII 111111111'IIIIIIV 1119411111111111ti .1 1 � 1 �1�1 IIII111 11 91 I1119111 1 III IJI a ∎MIM DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB: lif! SCOPE: DSNGR: i)r t . • ••• • • • ••• • • • • •• • • • .• • • • • • • • • • • • ••• • • • • • • • • • • • PAGE: ILI L • ••• • • • • • • • • • •• • • • • • • • ••• • •• •• • • • •• • • • •• • NUMBER• Lwii__ •••• • • - • • • • • - • • • DATE: •• ••• •• NONNWPANPONUMMENNONNOMMONERNNOWNOURONOMMONNONWORNONNOWN NONNUMMME4AASALMOWIWTNNOMONNONORN ....= ■ ■UENENEn - ;4=ff.f # /! ss ■ UM!lsNNUE ■.s. 1. R l N#■ ff!!!■■■ f/■■ f i# ffmon ssi /�!f!1/ #ounsanoorc /I]7ii■■//r■ Osss siEENNONNONEN n o % moonnosso ossusons nom ssii sisssssf \sss.IY %rrIII#It<rIIII\II ■lfIIi ! R\IIII%IIMIII* \�IIiw1 sN.fu.M Nsfss!ro.. ■.. ■t. ■ ■■ ■ ■. . is.l.Efs.f ■ /nff■fff■.ssssn .sonssons.NM!■ !!i!#s.f.lfs ■ ni! / ! # //# # ■■ � f■!.f ■f!! wommonswoo ,■! /f!#liff ■ ■/ #f o / ■#!!!■ !s■f##o / ■ ■ffi /s ■ ■■ ! ■■■! f.#,# MMSR. Co■ fmm..■■ m.. .A.! ■li..f# ■!■!f!iONNNEN . ■f . ...u..u..... /ff ■fff #...0 / /u ■ ■/! UNION....uw : ■..u. RONERMu:::: !put uuut1 .... i. ..u..f . *uua■IUMMI.l Mtut. %ii. %. UMMEM ■ u. f.UNN* ..i E■ ■E∎wA " •�lF !■■ i■■ f!■ fO#■■!# f■ i, lO !llffff ■N ■ENUMMK ■!!!!!#M# ■!ENNE ss -. ii. n. l R -�i ii...... a � E.M.O.i f isi iiif iiR iiiiiiEWONEMENNONNO.NORi i Ossmonns s E R ni is i E ii�.iiii ii iii f■■ iii n.Msnonsoii ##.iii !.iii ff ii■ im l •UO•! : ni fs /■N■N ■sE#R■slf.�f/.!#■ffsnMs,s inns a�f #f/f.f■f■f■ ■!!■ ## ■ff.e! Ms!( os s 1 ■s.! R#i iiisiiisisOSIsssiiIsi! %ssssfiOi I%I %�n�■nsons%Aonsmon onom f r �� un MUM. lif ilfil<iY/1 .1!��in■ !!!. ■ssNf..■ #itOi/ !■ # ■!f!■ /f / /i!! ■ #si ■ ■..!!! ■ ■.!f \! ■. .....• t!'1! NE. 2.91 - ;H :' . �? I■■f ■n#!! /.f#/ ■! 7#r:� i r M!TiN ff#fsi/!. /#/.■#f#s/!!!l.... "mm" sss•l;Onw! t d !# fKtf/ 1 1 / , d GA M UNEN S NOMMOSi %Ca / %MO NENO NSENN U M UN■\ O RM. O.. m om M i ss s .-* , ; :.-.. As I rr y :.....E CUwI ' :� M MM M :: O :: NI :: OR ■f#!M ■N■. ORNNENOWNE ON.NMPUNNENROMMU ■.## ■ /ENENEM p NEMU s:: o O niu meinn osonssss ii smos s � � IN s u! #■ ii iiri .i..iiiiii . i .iii i ssOss Oar / 7 � �[ it �li�s%. i .%. f �\% i f % if. s l ■ i �s>Ns i i ss %IsstiN� \��rs�s \s� \s W. ■ NOMPOURNO ■N NMPO!�R ■Cn. ■f/UEMMUMUom! ■ if is fN /s. ■N /N• ■ONOMMON./R■!MEOMMOs OMN �El ORM ':.91.1 x ?. mil . V∎P Us M" I ! w iEsn s.N MOMMOM.s.!■R.lEMESSUiR.s!!l.NN! ;UM. s • s wss:;OO'igO K NOi O sUERNSs MO : issi� • CU NOIONNENON O .nw m Nllf w moKTi) s Msorl n■ !s suonssommos smnp sssmonsmo f.NSE ! O s ■!f ■..N #!.ENOMENUENENUENNRlflN NNS■ 1 A1t= �5c•'? . >`i".;t�fi =]. ,- r1lEEiiilf /ENf■ s i."sI ls � senons m inniumEOi.li �O fiEmmos■f s# i. f% f ........Miii ■ii! ■iil....NORRONE NON n ■1•∎ ■ i :%n\ OOsssnl Min Ois O: Of ■ss......000OOO.M ■i n # l■„sN ■ R � oI Y nR m ifs %sisi sosi� ■ onno / %s s NNUMMMOMMINNP MP.MI jssss■■ EEME .•u I Mies %stsOSNNONNEsUONOMM sissistii %i\isi 1 fff ■ ■ ON • SIC • siii OJ CU N O Ni1. MOU NNONNNENE0sis s i ss li■ Qi sNOM s.u.u..uUs.. a OM RIR� #!■ E■... f .t ss . ..RR . si•UUUOmMORNERN M ■NO MNEE summons. iNM Ris� f OS ii R .iis+�lltN��RRNrl ■R��xi!M!■ . ! ■ ■slsif ■N!!s /!slsE ■ ■!l.iOMNN!! OMMOURRE ONNUMMUNONMONNEROOMAs MNOU% KENO %Rs i i# OO E i t% si#Rf)s N Ois R<AO siEnnsO INU ■ 'issu ■ OS sr sO f i m ossonn u i E i #OOs msomoE s is onnon sOOOOSis .E!!lRMi mon sn /iNnsMSinMENNEN ■nn■EE.NROMMEs NNOOMONNEf i ■fii#■ii ■iMNERROsiNns.i i. . s EN siff!■ \. ■!! ■nnEMiN ■i.R ! s f� OMSIN ■ # ■ ■NS ■!.E!l.fN! ■lMM■ M.s.sif O E.#.RRRRRR .Rum i s s#ss/ ommonsE■!n!nl.ffs. 0 Nf 0 f s■M.Iimons l ! l l.inE#f■ii ■! ■■Rs N! 11REr P sEiO snOS on %iss ■ ■ifs N...NRONONNN#■.N \ s RNENNOn■ORNMON ii% Msss ss#■ .i R■E ffnM.....E EMMEN!.M■s.MIPMs■ ssismsms ! nn nssssumnOOS O OSisissi ii ssmonos s i sOsiisssss /ssimmisssOCSSSsommuo ■iOMssl. sssnis■ ■ f■n n / sssLissi ■ l iN NO N O NENM s nnn sm . nE ■ ■liflNNEniNUMMU f UNE #n i.ii s.■!En!! ■!#!iil ; snfiilltiiiii /iliRMimss mamma i. ii■ Csn. nais�/■s /#s■nsum onmsnsiN onsons ~smom� a .:r.. � ..oa..o ■NiORMONi E!s! ■!ff s ninsmo sR■sin■s. ■fsa. N msno U M #MOM .l..a! ` l�af _ _ ■ ussE coons f#f##■ossom.N■#..i..fR E NOsE.fnn mosm.n.n.#!!!ss#RNn■Nfs.■s1..! s iin sss .SN is siMsf! U I..U. iiiiii0 s N isi . E Rs*U.U R ■ %OO . m .00as ssmonsons. sn .# N!= n�! ■s !f ■Eff.!!MlMn! Eff Rr #E■ sOiNl. R sOSIO n..l.sl. ■ ■N n!/ !M!!! !#.lnOOSSS1ON .si ,N iNf ssR OsOS O NE O NORN OMN Or M s i M MMUMri tii mmussmonormo M sO Russ ss /i ni s■...l NONERNMONN!!.M MUNNO iO E N NNW ssOs ON .i ■!Nn O sRN R.■ii#M in in=n #!!N!!M!!NNlRN EENNN s. sNNEM.fssMMEs #s! #nnn..OMMONNlN..nfiEiO RIEE MEM MP ss! ■Nfi E O slfif■ fsllf il E■ INOINOMMINEn nNffnN /fsiNOUNNNO■ ■fi ■iN imam n p ssfR#sn■.RMES f■ ■if ssimMo# #N. #!f ..O.N■MfNfl.N■UNNORNO f■ /.N MOM s NON os tiO r ssON EON N N E MO NEN U s N nnn s Nfl . NR EN ■ N i M NONO OO R# Of O %s i st onsets omon sN■■ ■■ss %� nsi ffisOn■i#fssuMnsMoss •tiNN ■ jj � ` ■. C ■ ■s ■nsREESmmonR.■ssN /#issonsonN ■sM■ i E■= Ni N' Ef s. n :.s i OODUUOi ossIUOOUO.asa smioNM EN iiyl niMONMROsins NM N N sNON ! RnE in...�R M.X.Mrs.....N......inini. onS Onus MR �i N M f■ ■ ■nn oi ! s E ■n.[N........R .f ■si #f /#.!lRREMff f�ns.N /E ! f .Nf/ #■N!i MEE NONI ■ n sssO:°sOfONR■ .... Ns'i0M %M#.fi Snn MMM= f s NNONM /NRIREE N j �y , i n is ■ O s M#MiUNONOM■NNUMUN#N / NON i ssOEO s NERME NNMR ssNO// ■ ■ E ! is! M R sOOSOSSOSSSisssws \OSSOSA NON Nsit Nf . �1 R n nos i!s#!f! /../ !n/ use IRN.nNR■ sins ■ sf ■ N�n ORNOWNiffsR■sii O • u.u.�R� ■ ■ O OOROM ■n !!s# i■ Es lnisiu� N s iffff/ ORs O EsiNNUMENNORN sO! #sf RRul M NEURONE.* E sn �sERR OMMOMONNs#RHO .nNN. fN `R l i si nONO'nsssinfsssOnRNniRsORNONNEEn O • WOO. I ■ ■ u n n . . ! ■ MNIMSRURNEissf ■sNOMMON s%Asi!! /OO its MOON NO / ■.ssn s .E! ■#R� am V Rs! NEN 1 _ . ■ s o o n Nss # sfn■ # n n O n i O Onsssna mos s ■f # �_ n _s u••••• __ ■iN i -__L ._ DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 • • ••• • •• •• • • • • • • • • • • • • • ••• • • • • • • • ••• • • •• • • • • • • • ••• •• •• • • • • • • • • • • • • • ••• JOB: (naS PAGE It/? SCOPE: • • • • •• • ••• - . ♦ •• • • - • • • •• • • • •• • NUMBER: D4o}o� j • • • • •• • • • . • • • • • • • • • • __ . • DSNGR:H DATE: • •• Millralma ' miimiiuini mummu muMMiimt. t ■miiUm / e m umrimi h NMmUIM:NUNm.NMN% #u.MMM.M MX . MMIww.! . ■ !U ma / Il` �umfmuimummukfraf I %em MMMN MMMMMIIMMXMMMN MII MIMM N:1mimmllli###! ■i■ / ■#/l!■! / / ■ ■# . # /.■■! ■■# ■iii/ i#/ #/ ## # / /p■ ■■■ ■■l■ ii■! il!# i#■ A X mmu ■ ## /i■■■ ■ / / / /!!■ u ■ m mmlm %r mMMli mmm m ! /iM /!!Mill ■ / /! / /!!U ■ l ■ / / / / /■■! /►;!■ / ■ / /!#!■■■ /i / /!ii l l!#■! ii /!#u! / /.i■ /ti/■ /i / / / /■ / /■/ ■i /// M#�UMNMMIUI /■■ ■i/l!!lUNN ai /r / / / #N / / /a.raar ■.M u■■ //#VI # ill: lllllNl'■i ■UMEXI!! !■■■!##:MNNXMXMMIMMXI /E M:M:it il U% � i � lMl// /i!i /i■�! /iii / # / // / ■ ■■ ■r4 # /Y ■ / /. ■i //4> mom ! MXM IXMMMIU M M 1J M M NNNMM X. AZA g a ll � ■ MS I :M :NMMIMXNIMMNIMMMM MOM ■#!i# ■ ■U/ ■Nino /R ■� /i�/��fm4rass�riroir[4 1�■ EM■# /i#■if!! ■ ■i / / /■ ■liii7 / /i /!i / //i / / ■i /l# hl// Mini r;l■# /S /l■## /■i /■ ■■ /il■#i/ i! !■ #l!■!■i■/ iii# ii■ iih■ i#■ / menu i# i# u/////■#/!//■■ IUI / //. /■■■/1 / /i ■ ■ ■ ■ / # ■i / /K ■ ■ ■ /## =mum !! ■!! ■l / /■#/ / /lii ■ ## i #1 /■ /! / /l #4s /lie ■RMi /■■ ■ M##■ i / / / /■■■# ■ii /■# /#l■ ■■ti!l# #1 ■■ // : UMW XI .:MCMX:. C:�� .:" :: ::M :::: N �N MNMi / MMa'O O■ C i /i/ !i !!! ■[ %c"IMUN /.:G >i / ■i■ #! Mli / / /r ■US.:PGZ ■# / # # # / /■#!O #!! ■iU / ■ / ■ ■M / /! #M /� /ill■ /■ / / /■ii ilX#E ■ Mill i /ii■l##iil/ #i///!i / /li ■ /# ■ li■ /i# WOliliSU#! l. / /!i /ill Mi M/ # ■ / / #!lU l Ui / /1/ / / ■ ■ /!M■ / ■ / # /iM iii # / /// Mini / i / / ■ M ■ ■i /ill / ■ M!!!■ / M / #!/■/M :MM :::':aM:: / /MEi ■ M 'l i ' m ummumm::MmI:::C : mmMuMO / OMml : !':MMm:M mmmmul om'MaM'MM M #!!�. /•!■1r /s••1 /i ! / ■ ■■ /! /!liNiN ■ ik / #! /!■Mil ■ ■iiliiH ■,lie/ /i / / ■! • ■ ■i!! ■l ■ / /ii \ #! ■ /■li ! • 7 [ �..Clliii ■l ! //L111 \7l:n Yi # # # #t / # ■ ■ /M■! / ■! ■ #! /i ■ / / ■ / / ■ /1/ iii /.0 li/MMl ■l! / /mmumll� OZITZ"rill•Ut1C #! /i ad ■mill / / /N / /!iM /■gym# illN MilNN/■ / /■ ■ ■ ■ ■ / / ■�■#Y!! / /ti / / / / /i / / ■/ :: :MMmum rl : " N i MXMXNM r: :u r: MM'N l M ' M M MN MNIXNMmXMM NM MM: mu:'# lR ' . M R �• i/ MNNN ■Nei[ ■U Z X NNN■ i MMMMMMMMOMM<MNNIIMMl ##iiSEMME Mi M!% IMMMINMM MMMMMMM# MUM lull■ ■ i #Mil /! / /i ■ /i! mum ■ ##■# ■!!i / ■N■lliN!# !muse /i /■i■ ■l■l■#muli ■ # mu NNII /i / /■lmii / ■lAi/lm ■7 / /li /1! i■/ #! #iii / /ur! ■ ■mmorrnmummi i muumuu I i /Milli //l■M■ :MN ' :MMMMM #IlM Ml1LKicli■re OM�N 'MMMNMNMMIM:NMuMMMMMMNNM li ■ce■!mil ■l# // ! ■Ml i / /!l! / ■ /// i /ill l MM # M /li / /■i■■ /!slum/l/ it / / ■ /liltiim / /i /i /l� /i 14#i ■i/ /Muni / /;t /# /ill!! ■ /i / /!i/ Mill // mul ■l!� " MMMMNMMMMMXMMMMMXIMNNXIXO N MMMi C�M t% %rlillREM / MMIEMIINIMRIlNlM1 %M n■ l ■ / ■!l■!■ /■ ■!!■/Mliili umm !#im#i#! ■ / # # /i■ // t /ii /!■ #i ■i! /i ■ / /i ■ ■rri mum. iMMUMMINMMNMMMMMMOMMAM ' �M#NMMOMMMMMNMMM:MMMMMUMM . MS NMMM II MMNN:MNMIaN'MMM M /MHM M■ /i■ / /mil !! iii' UMMMMMMMMNMMM.MMNMMM MMM MMMN.N / :S:::: i / MM:M:N M::MM !i■ / SU#!i /li!! ■l Mill■!# / #1 / /l i ■ // ■■ iii■ M /H # ■ / /ifmu #!i! / /i ■ / /i ■ /i #// Mill /i //! !■■!■i■■ ■ MMMM ' : ' iMMMMEUMMMMMMMMMMIIMMMM■M XM MMMX :'MMNNMXMMMIMM / N M:UUMMEMMMM MMM MN MXN:MMMMM M MMMMMMIINNN EMsnIM / C: M%N�M ■ ■MMiMN MMM ■ N MUl / : ■ / /i /iWM#■ M MM! / / ■/mil ■!!!■ OXRUM ■ !! ! /! ■ ■ / / ■ /iRiimoiY /liiM /! # / / ■ ■ ■i/ Mill / ■ ■ /MO ■! Mini! /// MNMMN mMMMMMummuM :m � .'m ' uMm ::O::MM::m:/ m: N .NM:m:CN ummuM:MM:: mMMMM a■Ma.. MMNMIMMMMMN M ■ MNMMMMMNMMMM #Mull#/ . NMMXM # M / / ## / /il.XMl /l. / ■ ■ ■ / / /./ M #1 M M �lii ■ iili /� /# iiiiiiiil /iililii / /iiliiii NMl MMO: #O #CCU MMI :MMMm:: #::XmM:; :f:u:mu mm u m memmMNNMM mMMM /MmIMM MuMM l## ■■ /li iili ■ ii! /! /ill■!!!#/ Ili■■■ /l#!lill■ ■! / / ■!i#i #u /i / /ii■/ #i!� i / /!!■ / /#■ /l##■ /l■! i MMX i ii M Mi/ ! /■ / / Milli! / # / / / / /! ■ii# / ■liii /iii i / :NNNMMIMNMMMMMNMMMMMNMN'M ummummN N:NNMM N MMM / XM l NMMIMMMMXMNM i IMMMM MMMXIN: NM 11 /l /#lmil ■l l iii /!l■ /l!M■M■li# /#mull /ill /iM ■ #/l /ll■llMMN# ■ // /hell ■ /lNl / /l■!i / /l■ ■l /■l■/ ■ ' m /u::MM:M:::m: Nu:M MMMMml:m::::.N: MMmumm :NMM:M:m:M :mmMNMMN l N MXXX NIIMM MMMMMMMMMMNm MMMM Mumm uu IIMMII ' 'MMIIMMMMM NXXImNMNNM ! # /#num / ■! ■ ■i ■i■M ■i i/#i r /■! /i■ /! / # # /!!! !iii ! /ii /l!l!! #n ■ ■l■! /ill / #l■ 11 ■ //l#Xl## /M■■ #lime /■■ H mu■l#l# /ill / /l■ ■# /li /lei ■umlUl## / /## / />. /i■#I NNNiiii l mMMMM iiumm i i/ ' mmmmummumMiimiMMuMmul mOMmuMMMMM MM ' ■� ■ ■m mmlimmNNNNM l ■#!!!ill II #/i /ia■!!li /~dill/ /,.Mill■ ■.!liii! /l / lu ' :NNMMMMXXXia XMMMM NMXMXMMMMMMMMMM:MMMX�.:MNMINNM ::XC::: "i l mi ■ IMM umMMM::M CX:Ii' M % :::: MMM :M:: ::u %m :: /::M:Mm i ■i■u / Mme %/iMMruHMM/ ! L!!! liM / MMiiiui # / NNM/ /■Mill /i■■iiu /■■! / ■ii MNNNi H limn li l! S■lii/ Mille■! ■illliil!!Mumu ■ MXNMN'm !: mumMu M:iM #ii■miiMMil:M ./# C # / / # /■u. ■l.!/ ■i xlIMMM: uM:N: N: #::MMCmMMMM NMMMM X#MMi��`N mourn 'MNNl ! ■ /i /NMmummum ■ ! i/i!■i■ ii■ /! / / /iii# [ / / /!l/ /■ /i/ ■ //l �l fN # ■ #■ /ill / /l / //l ■#ii m ummMii ■l ■,■ M #m muMuMm"mmummM: M:: MmM:mi::MM: N:M: muumuus �# !! lei l ! ` ■ =MMMMNMMMMMXNamNMM / iMMuMNNMMMN i iMNM::'MluMXI NMMX :M / M # !!M i ll~ %':M:MN: / %:uNmNMMNM�: /i=MNN # # #/#ii lift■ #!iM■ ■#■ii/M �N Mm ! #MM //l■i■ /M / / Mill / / / // =mamma mi ■Nmi ■limuliMM:au# # li �ir iil MMNNiMMMi ■ a Ma#l#■/ /.II Milli ■ :Mi MEMM�MMMumu " mu�/i%umMm / '/ ui:M/MMM e !■. / /i■llMu /l■!!# ii mmemMM 'M lX umNOM .* ' a: MM " mMMMmM:MMmuMm M �Mq i l■■iil■ lM MiaMMOO MUM NXMMMiMMiI= Mi; IMXM■ ■ iii rill■/ i liilill Mill ■iii /i /iiMilMilli Mill/ f ■ !#/ M u m iXllii! !r# / ■ ■' ■ri�llli # ■i /ii■ ■iii■ / # ■A/ / #/ l i N i //■/i■/lliiA i■ i/ // /■i /■l/i ■i ■i!! / #i / /■" ■ # / /l/ lM ## i i/ri/ l milli/■ i N ■i!!/ ir■!! /l#1 ■l/i /# /Mm■ #!rl ■ /r /!#lii i /#■ r#i /l ■� i M / m ■ lM�! /iwlll/liiID ummOm �llo ■ ■ ■ ■ilmu/!/ /!mil /■ Mill / ■/ l N ■ /iiM`!i iii# r# #i !!#■ni /ill ##!# r■!!ll■■■ N/ ■ / a ■ Mel! ii lX /!!■l / #!l!■■i i ■/ /! i■ti!M! ■i #/ N i■rl# #■i !rl ■/i M XM• ■l i ■ M MN /um M i �rl ii#i ■i /M!!i /ii# NiXillilNliiil# MilIKMMMII %■/l# #r ■1/illli# i ■ MMumMiMMMMMIIIMiM ia�rN ■ # lrlli !■# #l# M ill" ! ■ #■l ## ■iR i� N/ /#l! r# UmM M ! #i!i/ ii /iii■ / ■/ !l !i i i■!! / //■ M �#lliM O Mmum.■/#.mUME IN S IN ■ i ■ i l �# ■■#i r ■ii ■Mm t i#!■/i/ ■! ■f # # #itNN #NaiMEMEm X!i M iuN MmMM/ riNM N ll #i /iMimu M # C %MM< ■ # iMIMMrM i ■! # i!N! #l# ■i !l #iii / ■! MUM lie •.• a• NNMMMMM X. MX••• I i1 ;MMM••IM " NIiM =lMMNM)XlrMlalM /Xl/lN M / : ■ ■/ !!! RUM ■ #! !NM / # # !i# _ ) ! i/l / #u'## • •/ # # /!i/ ■■ ••• • • Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580008 • • • • User: KW-0600621, Ver5.8.0,1- Dea2003 Concrete Rectan ular & Tee Beam Deti n' (c)1983 -2003 ENERCALC Engineering Software 9 9 Description 2B-6 • Code Ref: ACI 318 -0Q T9917 f3Bt gm: g4034PPA 5000 General Information Span Depth Width Beam Weight Not Added Reinforcing Rebar @ Center of Beam... Count Size #1 2 7 #2 . 2 7 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load #1 1.000 k Concentrated Loads #1 12.00 ft 24.000 in 8.000 in Dead Load 6.800 k Span = 12.00ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu 'd' from Top 21.50 in 19.50 in Bending & Shear Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Force Summary Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mn *Phi 183.25 k -ft 0.00 k -ft 0.00 k -ft Vn *Phi 36.97 k 36.97 k Live Load 1.680 k Depth = 24.00in 123.02 k -ft 183.25 k -ft 25.71 k 36.97 k 0.220 in2 0.000 2.000 9.750 9.750 25.712 24.895 Rebar @ Left End of Beam... Count Size 'd' from Top in in #1 #2 . Upward 0.0000 in at 0.0000 in at 0.0000 in at 0 Left 9.400 k 21.230 k 9.400 k Short Term k Live Loaci 3.500 k 4.000 9.750 16.315 Mu, Eq. C -1 123.02 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -' 25.71 k 25.51 k 12.0000 ft 12.0000 ft 12.0000 ft • • ••• • • • ••• •• •• • • • •• •• • • • • Title : Miami Country Dace • • • • • • • � ol # 991 Dsgnr: DWH • • Date: /1 184M, 20 D1 Description : Scope: Maximum Deflection Max Reaction @ Left Max Reaction © Right 6.000 9.750 16.111 Short Term k 8.000 9.750 16.111 Mu, Eq. C -2 40.32 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. c -: 8.01 k 7.95 k Right 9.400 k 21.230 k 9.400 k • ••• • • • • • • • •• • • • • • j •• • • • • • f'c 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned - Pinned Live Load not acting with Short Term Reber @ Right End of Beam... Count Size 'd' from Top #1 in #2 in Start 0.000 ft 10.000 9.750 24.691 mamagesommor . Downward - 0.0455 in at -0.1206 in at -0.0455 in at • • • • • ••• • • • • • • •• Location 6.000 ft Beam Design OK - 0.1206 in 21.23 k 21.23 k ••• • •• • • • • • • • • •• Mu, Eq. C-3 34.56 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 6.86 k 6.82 k 6.0000ft 6.0000ft 6.0000ft 04991%cw:C4culalons ••• •• • • End 12.000 ft 12.000 ft 9.750 in 25.508 k Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580008 Scope: • • • ••• • • ••• • • • •• • • .' • •• • • • • • • • • • • • • • User. KW -621, Ver5.8.0,1 -Dec -� Concrete Rectangular & Tee Beam D esi ii' • • • • • • • • • • • • • (c)19�i 2003 ENERCALC Engineering Software g • • • • 0¢9911 cwCebulatlons Description 2B-6 ACI Factors (per ACI 318 -02, applied internally to entered Toads) ACI C -1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C -2 ST ....seismic = ST * : Sketch & Diagram 13.23 d 1�3'rir71K'iliA7 1111 1 111 1 '� ,,, 411 1 1 1111 � I dg11111h IWWn 11 1., 111 111 1 pill .I 111111II11iIJ11611�a�a�a�a� 3.7aa■�a�a�111111N111 "I'IUI II1 1 11 1 1 f111 IIl 'III ' 1 '1' IIIi 1 11 1 II ''I 11 1111111 1 1! 1111.11 11:_1 'l Illlll II " lull 1 I I i I I 0.84 26.45 Location Alo Member (9 ,77� YIII�I��lr' IR7�13��1� LIZIa111=111,D 1114111 11 1 araimmi I IIi III1,11 11q11.1 Illlll 1 1 AilM111 11 1 1 !1111 1 11 1 1 1 11 1\�� al!' aIh 111 1 111151 1 1 1 1111 1;111 11 'W1• MOW 1 11 11 11 1 11111111 ul1lllll11111111111 41 111MINI a ar ! 111 1 191 I! I { li1111 1191111111111i11'i 11 [I II 191111 li'im 111 19 1111'11p1 1.1 mot 1111111 1111411x11 °1111 N Illlll Il!ice I 9 I1 Iii y1 i II 1 11111111 111111111111 11111 111 1911 111 Mil 21)I' 111 111 ,1111 !I 1111119 IIdl1liii 1 1141 1i kl 1 19 I 1 11119' Shear Load 2.00 to ZalIMMINNIP11 11111 1111 IIi •=1=111111 i = =lti 11119'19111 I'I=11 == ZJIMM/ 1 11 11, II''I 119 1111 ill 1 1 'IMF � 11I1 111 111111111 11111111. III 1 1 == M 1111 11 Id1 11611111111 1I 1 1;mm Jr I I' 11 1,HiHli IIIIIIiIi IIi l 1 1 11 11 I III II�ii IIII 111`1191 I11I�1 rut 11 it 11 1!1' ll 1 1� 1�61I11 1 1 1 1 1 111 1 c 111011 II � I IIII II 1j Ill 2 1141114411111114 111111111Mililliiiill 266Wt Rmax 21230k Vu-Max = 25.712k Mu:Max= 123.02k -fl Dmax= 0.1206in Beam Sketch 1.400 1.700 1.700 1.100 Rum( 21 Vu Max = 'I Is 1111 , "'.liii■iMiiiii■iiii■iii 111111=1 I 1111 1 7" 9 i C9 9. 41 111111,IIIN11I11 6111 u 1 1 ii 11 11 11 111111I1'114aill --- -ate ��7a�0a�a�I11II11111 1 11 , MIMM =aa■ '! 111 11 11111 Ii I 11111 1 11 III 11111 1 anaoaa■aa■ oomm..r111111 mammmilommilmomnbu 5.05 2.00 P : 4 . . •111 iii 1 I X1111 @IIII I I I V II II 1 111111 11.1■■■ 11111 1 111111111111111111191''1 Ills 1 i■!''I I Ii' 1111111111 111101111Ul150 1111'1 "116 II UIhI■1•0111■ aiIIsmornt I 1/11111111 11111111 @PISIIi111611111 II ta11ll , I ?�� ffiIlxltil 111 11111111111111^111 11iL 1 our I111 7111111M i all 19111 ":11111 11111 1111110151111.01191 II 111 11 if 111 1 I N I111111111119 911! inn III 11 111 1 117 upd4ITT 111 11141111/ Ili 91911 IIIIIIIIII 11'111111 III II 111ri Il II II III I'Imi x111111 11111 111 1111 1 11111 id! 1x1111 III91111 +IIII11111101i111111 II NIIIxII 1911 Ill Ill 11111,1 4:411194Ia 4 t 1 1117 II , luioll 1 9 1 V Fi G maddiII11TH 1141111 14 h1 'VIIII1111111I411911'11L,11 911 11111111 11 II9'rJ [11 11111 II'U V 1611 IiVI9IIWIlI111111111111111 !11111 Illlll'll '1111111 dl Ile 0[3111111 ttIttill 1 1111 III 111111119115111110111 /1/10111 11111 'Il '19 :rEsmiL Ifrolticoiniiinimir 1111 119111 1i'1111' . ∎ »•1116,41Pr1i19 1121001 1115110911111111114191111914111 1111191' Ill II�1♦ ErEMMIMIii019 IIII ILI1xl11m1I11111111111111xx199 11911x! J�� r l ∎ . 01111111111100111 011I1110511 _ 91 (�� i9111111X11df�lxa 11 mo 10111111 (IIII 1111 i9l1,=M1•IMIIIMEN1111111•11111 4 AI' 1 1191119 111111f11I009 'ilIN=11111111M=11∎∎ 11111 161 IIF1 1 1x "191 Tx IE1 11111 NITA1111I N191111111110111=1111110111111111100■11 3traiSti>1111111111111MMI11111 19101991111 9 111091 i ifs 111 (B ��ii��INIII N111PI15111111 IIi Ill la ENZE■rM ■■iiiii.: ill 11110 190 111 PHI111•11•111M111•11111■11M(i1∎19 1II 911 111 ∎mismir IIV41111,I 1111111 19 7mmii■∎ T emssimorr 111111111 @1111 illlll111U6111u1nmee ■mos ICI II sI l mum 11611x 11191111111 +1111 Iu�� 01 1r" iatilINI111 I 9111191111 alai il 1111 IixII Ili! 1 ITNO■IMII Tl�s7� ll 1111611 111115 11911111111111111111x11111111111 Ila,Ll1i lw=M rfE 111 1 9111111 591 1 II11'1111111a11IW II'M la 111911 \� 0111 I I lIl]1litalll s 1111111'1119 I1111!1 1 a 110111 7111111 1 9150 dl 1111 11 111111'�IIi 111 11111 11111141 111111111 II;I 11 11: ?III I 110111M X11911111 III 1111151,109 1 9 11 111 1111111'1111 I I IIII 1.11 1 11 'li ! 1/11111911 ..1"544111111111•111 18r ■i1119 NV' I 1 111 1 111 ta 1 .111' 1 r;'I I ■lf?;:IIl IIII 111111 1 1 111 1 II 91'1111 119 1111111 1 11 111 11(1 1111 II 1 11 I III i 11111111 Mk:111111V 11 II 111! III 1111111111 I1 111 111 11 1 IA= X11 11 11111 1 1 1 1 1111 911111111 11111 1 1 1I111[11111U 111111 I II IIII 1 411•1=1 1 119 111 W111111111191'11111 1 �" 1115141519155111 11;�1111,l ll hi III !1111111 11911 k �� r 1 LLX �k1111111.11 a 1111911111 1/1111/19 iI1111111x1 IIII 5 1■∎ ∎Mn If RI 111191151111191191519111111 19 1, �� uhJIII ., l�r��l• Iltlllll11141 °Jl■11MINIMINII•1111111 Shear Load L Locetlon • - Member W ilL1111111111111111W1 11111 >.j umimmom m� 1111941111961'11111 ulll6ll'I`N��a� ;11 I II II !Il11II'11111111 Illlll111 ;l�ai■� MaIIIIl►(I 1111 '111111 11 III 191! ul l Ul1 141111199 11 haa■aa■ 1%7a.1 11111111 !I II I 1 111 1 '' ° 1! ;i:I 1' 11 1' 1. 1 111Ill 1,1.1 LI I 1 IL7aa■ 111 911i I II 1 ! IIIIsII1' III I I I V1141111 \aa■ 11191911 1119111111I NAM 11111 111 II1111 MI '1e 811111 1 11141 141 I 1 1111 { 1111141 IV II, 1 1111 111 111'11169,1 II. 11 111 11 11 111 1 1111111111 111111U 11 111111191 1 7 " Moment (k a) Location Along Member (0) Stresses for ACI C -3 Combination 200 ACI C-2 Group Factor ACI C -3 Dead Load Factor ACI C-3 Short Term Factor Moment (k tt) Location Along Member 90 Stresses for ACI C -1 Combination "Ii' - M»I7JEtiMrF»M7EL7 I I .1 III I I IT"•111M ∎ 11M11•11111 Ix 1!19 4111 illrll) 111111x11111 uT�� ∎� h 1 11 1, 111111111111 .111'11 II I I11111III11IIlullr.---- 9 I''1'JICIIL 1111911 1E1111?I1fl99119Iillllll11xi lx1'IIIVPII I11111111011111111MONIMMINIMIll a ��1'i191I11N1(i1T1 €f11 1114111'911 i1f611111 1 I iI ---- �I991111II919xIIx1111111111 I ! a 1 11 II 1 Smr1=1■=11•■=111rIINIIIiri..1._ l I Local y Deflection (In) Location Along Member (fl) Stresses for Service Dead + Live Loads • • ••• • • • ••• •• •• • • • •• •• • Title : Miami Country Dade ' • , • •, • Sots # 044 -991 Dsgnr. DWI-I : : It: c)4111: :28AtM, 2 DEC 04 Description : 0.750 0.900 1.300 200 • •• • • • •• ••• •• • • • • • • • - - Add 'I "1.4" Factor for Seism c 1.400 Add "i "0.9" Factor for Seismic 0.900 73"x4 3iadii Alai ii3iitdinii;U nl 111 1 i 1 11 iIMIaa■MMIIaIll== III 1 7'!•11111M•1111= == 111 II 1 , I1119IIIIilli alM=Ii♦I♦= 1;41 ,111 [i ,1111 1111111 1 11111111 1 1■111.10111== &21111 == =1111114I1141111111111111 i?I P4 11 aIMIN=M1111a1• @I' 111 ill I I Ill I I I M =��M�i.. . 1 1 iiiii�iiiiiliiiiiiiii�iiiiiiIMIII .LI j 111 I I , 1 ��iii■�ii�iiii ■iii■iii\lli�.l Moment (k fD Location Along Member 90 Stresses for ACI C -2 Combination Local y Deflection (in) Location Along Member 80 Stresses for Dead +Live+Short Term Loads 2.00 2.00 2.00 2.00 2.00 i4° DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305 -663 -9841 JOB: NUMBER: cyp DSNGR: • • ••• • .• • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • ••• PAGE: 156 SCOPE: / i,L' i • • • • • • • •°. • • - • - •- - - • -- •• • • •••• • • • • • • • • • • • • • ••- • • • - DATE: "! /2! /o •• • • • •• ••• •• • • • • • • • • • n: iail ML Qr IIAi MMUNNOMENNO r / MUMNM NNEW NSIN N O S E MIN ■S0ii NNSM RNNNIM ■■■ sINsll� ! /s ■OS■•msi•■OSls•i ■o•sOS YN 4.■ 4MOIN 4DONNPFY•s• MENIN mss ■ •Ri UMN ■ / / ■ ■ ■■ ■■ /■ ■ /•siii ■sss•■r�z- ui&coL /■.ic -■ mi s• //■ s•■O■ss /• ■ss• ■RR• /!o ss ■s ■!a■sR sum s•■■ ss ■O••s•RisNi /s /s /ilis�i!i /! ■i■ ■■iNl4iNINM / ■ ■ ■ismi ■ ■i ■Oi■> ERMEN/ ■MM ■■/ ■ ■■ii■!■ ■t / ■ ■ ■!■ %onus•snl •m in■ mass iii ■ ass ms s i i v�■ i ponsors %o■ / boson i■ss ■ smosonamon ■»ono ■■ ■ sssi■•■m■ ••sis• ■RM M sma 7 ■sii ■•ssompoonis siiRi mo•so■s■is mo ss s!•oms■■ssssi■ss!• s so■R••si ■t!■� ■lri / // ■�k�F / ■ / ■■ iii■//■/■■■ RsR i■/■/■■■■■■ / ■ ■■■s ■■I ■■i ■� / ■ / ■ /i ■■ ■■! ■■ /ss s sninMmnsnsssmssssmesp sssssssissssows *ni■ips /■Its■■Nsts•o•ss %#ss is •�'�s L i : imp ro m■ s ••s■s■■ s ■i ■ ■ ■■ii! ■ ■! ■ ■ ■ ■ii ■ ■ /ii / ■! ■ ■nisi sou ! / / ■/# ■iii ■ i ions lP�//ii ■� ■••■sso •!■ Rmim• R• s■ siiiiii ■iiilisi! ■ ■ ■ ■i ■iiiiiliii ■sn iii ■i! ■irlii■i /n /iii/ s■ /ms ■s■■■ssss•ss•i ■•■■ iii■■ m■ .l■•sss■••s•s• /s■mms•s■■m■■RS■ s / ■!s•■ /•miss / /••s ■■■■i■silri■■i■# ■ .Canso! �nomoossssso :a\nssmonsis■■ s " slmss s m s s:s/os:os ' i a mmi ll ■ C Rsnam[amo ■!■ sit/ i mommnmsmmmm�..o. 1 sm MM MMI X�NeE ma:r�iat snmsisossol :mim ommmm: nmmmum m•m•smsninl s lmnnmmm'n'.'■mmnninnomosnomnm• s !■ momsnml i iniim sm sI:i ' i � ROOOM ",� "m 1IM M ::mm ■sslsi•slim ism ss ■so■ s•• /ms wpm miso••is• s irs,r 4scss,I[�►7K l..�f[- ANC-Ekf 0 S � �C►�,L � ..R__1ISS■ nnnsoninoi imo A ; im mim■ . MP!MNSCP•.�, M:. `r.. x . ■ MM il! a r ' " ` a ii S� ■•• i • Rtii ./rr ■i�fiRilit■� /s�ri�/ •..�.mo:mms ui. ■ ■: l i::n n io:: ■ mmvls � ' • i : o: : o ::s m nmos:nmm: / sw o ns msnu imn ' lsomnm :msnnmonnsosomoos s .:mo m! nsonsionssmns :M m■onnsnmm�mnisoo P ■ia11►&: w % •• .oCsamm■ m• s ■•"'rte �r�rss...rw !ppi!■ssss•s ms /mss ssnm s•smssmsissssmss mm•s•smmimauMmo MMO non no nnsssessomn -: .�.sonawm m !s m ssssi s ■•m, mom msn •URS••ssi ■•is•• ?.i� ■ ■istois I �rl31 6 �.s �s / ■s s s s s/issNii / / ssmrmmnmon:om l�: son' m`m:mmmmN, :""': :> m mnn: / nor: n�: ss •ms /s•ii.ssuuls s ■ os.ms•loos!■ssi■lsil•■ss / ■s Tt ■ssssi sus ■ ssRS /s ■ss ■ss •sos•■ss•■•. is■Is•/i•sm i i m lss∎ ms �� ■ /s•so / /rsssssssisss•is s ■m sm.mmM ms C ,o11 i ■ /.mi .::: S.. " R ::::mmO mEnm:: ios■s ■m•s•ss m :m:m M:mUM i sonosunirui ": :■ ,.:n. ::monmm::n . m m:::m omioaa�:' OMSKI mmmm ■mm:C . ■is•UOis ■ /IMM Sri'rtsssl�ss►i\ ■ss / /ssissss /!s ■s/ m: ss mini :' :sM .mm n " `mnnsnmmimo■mnmmo"•/isimo:: ' s:smm o ` 'MM o::mMSmsm s ssssss•m■ arils M m l•RSN••s! /m•/ts�l•ss ■s•is>fss■ m MIs•sm•ssnns /s•mSIMINN � NPVIMN••sss•slfs mss ••••••••s/ .RR s�J1l^� ■ ■ ��it%..1 ■G' o imrot- smos onion oils ■sssisl�sts= m ass• ■uus s •i s■smssssms. Boni! UMMI sRm ■ssils�l■Ms ■o■i i•s•siO mt■sssissC`o mossllsl'\�i />■ n• s%-!•m■■ /sR s•• s •s•sssism ■ ■ ■i■ ■■sly►"_• f r"'`L 7 ;s .�.yNF`s T �1t�1... .41 s 1ANI A-11W llalnmI s ^L'AINUssssss s� ■sss is•■mm■isii ssi /ii iN i*s■iMUsi ■/ Hm v NIMOifs i ss•sl Oa MIO mmsi■■s•m snmMs••ssss•NSWOMs sss■ssii■■ ■R■•ss■s•s!■ssss i isms ■NS■s/s /Moons■!• ism■sssssssissss •doss/s•!•s!!ss■sMU ■osmmm': so= ilosonin■mmpoms*m son: s: s • - sosmi , Ml o /snonsosnsEMIMUMm Msosmm n :mmM 'nn ss•s•EC:,�i ■ir kJOSSSG�'�t illl * ►`�.: IE;t.:1DOIC ,. - u, i.,- ,Z■•••ssss■s•s•M■sii M iss ■s mssss ssi ssos ■m • ' M ••mmisMi o •!•i . lssss•ssssU ••MOWN•••• ■•u %• N 1 • iri Ri % � csss r- . ' - i � n gmsos moommmons as s /•i• ■ ■io■l /sossi •m•l /s••m■ R moos i o /i sL ■ ' i p i .. M en am ■s:•s• o ssposMNMlmR .l s ■ • / / ■•!i ■i ■ /opl: osm ampl■ os •mis isms ■m :o m oms• mss •i• /ii \S s i, sl�sspI/s• / ■ si! •s m ssms•m■is mMi _ •s ! n ■ i MNROMMUR / io ■ N • R m ms•ss•!s/s• ssmMS no uns ■ /tss ■mss!■`■ / ■ss/Gii■ NIMMIM•si si■!s■■ ssfssss■ss ■doss ■MMON sssiss ss ■■ssisissisiis■s!s /s 1WIMM ININNEVI N NUM ■ssm!!•NUWW hWWUNs/ ssl sskt/i l eikMNU ■ / /i �"'�rNANS•ss Bosons osismosom : :: nspl mo mss: spsis ss m sNo n a sposmoon mp som m m al ■ o in uMS!••••s /Nsin■• /•i••i - ■■ ^a. 1,•, >,••n. :M I' : ■ " " N or: ' C :m moS■n#mo# .CM n ms moo :OMMNIU NIMMONNNMM NNNONSMNUNonMUNsinMUNR M OO: nmo,N' ni :in n: s: •s•ssss mmemmloonsl•ssmos m mi•s�H4msisrs X11 rkA ■ asmomi!9■m•mss•s■ms•s s iss■s•ssss ■•sss••issMM mss ■sow - -sin mi."7imu nos ■/C ounc : ii - ti • ri ■mOpi id ■s /ss■3 ■s■/tiis•s ■ ■syssss•i■ sos■smss• ma ••ss■■sss ■ms u �rsimss, si ■s MS••isR■Mis t1•sssss !s s ssssssss.s s• iiis•ss ■s /■■smsi• /■ olIMMOMM MORN UNNMO ,'■i[sl� O sonnsi /s ONEsissls•ss i s alma ss ■�si ■sisss!■ss•i!■ilsss■l e5g=l� a i ■■i XWEE —a %. 4, 1 1 Z T1s• •MWMMXI ssi/ _ IMi s ons %sSU smoonsuS• iM■ iii M si ■ii•■ ms s s■■■ / / ■■ ■� m IMaNNO •ssi• �IMrr rryss7sL.#01 � =snssisst sMM it Ai OM s is sIMOSEN ims s is � sss� ' , ��! s■i nommon • Mm sss•�■ p ossRis ■m s■s•MRR siN i smenoms s# s ••■!s•MSas mos imis0■• his ■■!s■I�sii ■sssi union mms•w••msssollsorimpusmoumUm}�omagslifts lioss/•!lslis ss sM• I T , MmmorTti � +► ;,.� s.asmt±l�. !1,m1iC•�] \�[:msialAsr -is isss !m■ /■• •s ss NUM iMoms ss so. o s ■•if ■m o MMisoi /i •i ■ii •m•■Rmm •ss•m•sM •s i�iear•■ in ■•sus sissy sons R /Nos■■ ■_ssi NMONN UMssssl KM Moss s ■s�NO MOOMis sUO s ■sisisiss o ■sons mR■ s ■s s m ■sMMINOMss sm� ■ /ss ■ ■s ■R ■s ! •/ isls s mmUMNM • so mm umn s ussu i nmsss M m ■ o nnmommm� ss ss lomm mms ssssss■ i nom o ■ ' iinmminm %s ins• o mits !misimmmmsss sosso % !•so o•s smsn ssm••■ ss of a ■ssimm•ss si■ ssisls fsss•s mos! snomsmsi s s is s ■s/ sons is ■ss ss■miNEMEN ■ �' IN ' �� ' � ilssmimimr O m f • %C MMOU NUMMi imiM mss OGSNMI NUMM ORM s■siss■!M•is sM••O Mss sly ■ ■ NIs NUMMEN ss s N■ ssm• • ! ON•s•O• ■im•ii ■••••s •s ■ i •■ ••!•■ s ••s •i s * isN a MMONNO MONNss Oss•■m•s i s US ss ■■i i lii ■sssl I O NN UM ON sin VINss MN EN* i M i MmM•s • ■Mm •si � ■ ■•M ims•smm ■■i /i.�sm•s ■s ■• l !i••mi MR n i IMMUMMIMMUN O■ s m OMO /Rnsis s#UMs s• _ ■i s sM EM moons m m o o d o mm mp ms m m/ :nn. "'o UM ms "' O s o H s•m !■ m ss ! M :_SSSMN •!!Mm ssls/ si •o ■/M snossal na isr °• MOi ■■mms•som M■ ■ _ s ■s■i •• •i O i m soma i is Rini i i■ RR ii ■■a R■s ■s mi uummmu mmmimii s M m ' IITIMW Mimi■ � MM ■ * i ii • R ■u■ ii Is i i■ MM I M ■ i■R NMN s ■ ■•RR i ■ Nor ■ MM mOissa m p n o rm_issigo s snmons oss s possi s ssm O■ i • ■ oM oss_ U M �� s•R Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev. 580001 User. KW- 0600821, Ver 5.8.0, 1-Dec-2003 (c)19832003 ENERCALC Engineering Software • • • • • • • • • • • • ••• • • • • 04 -991. ecw.CatcutaUons Masonry Wall Design ,.. .d �e .,S 4ZS.R k.. Description 7yp Exterior Wall 21'-4" d +I Roof General Information 10.92 ft 0.00 ft Wan Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar 8.0 In 5 24 in 3.810 in @ Center Seismic Factor CaicofEm =fm• Duration Factor Wall Wt Mult. Title • Miami Country Day Dsgnr. DWH Description : Scope : z :a .aa a ,M 42 x�$W5/.17):%2a z zava4 Loads Unlfoml Load Dead Load Live Load Load Eccentricity Roof Load E n: Es /Em Wall Weight 1,350,000 psi 21.481 58.000 psf Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 480.000 #/ft 250.000 #lft 0.000 in Design Values Max Allow Axial Stress = 0.25 fm (1- (h/140r)"2) • Spinsp Allow Masonry Bending Stress = 0.33 fm • Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Axial Bending Stresses Moment Load Steel Masonry Top of Wall In-# Ibs psi psi DL + LL 0.0 730.0 0.0 0.0 DL + LL + Wind 0.0 480.0 0.0 0.0 DL +11 + Seismic 0.0 480.0 0.0 0.0 0.0 0.0 0.0 Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of inertia 1,046.7 798.7 796.7 0.000 #/ft 0.000 #/ft 10.92ft high wall with O.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.O0ino.c. at center Max. Bending Compressive Stress 0.155 in2 2.443 in 372.510 in4 319.97 psi 495.00 psi 24,000.00 psi 0.0 0.0 0.0 16.77 OK Allowable 495.00 OK Max. Axial Only Compressive Stress 16.77 psi 319.97 OK Allowable Max Steel Bending Stress 0.00 psi Allowable 24,000.00 OK np k 0.0 0.0 0.0 • • .•• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • VJ e1: a # o4 • Date: t8!eotavi 2t SEP O4• • • • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • Wind Load •• • • • .• •• •• • • • • • • • • • • • • • Code Ref: Ae t 53DD -02 0.0000 fm 1,500.0 psi 900.00 Fs 24,000.0 psi 1.000 Special inspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness 5.200 In 0.07283 I 0.31571 2 / kj 7.08010 Axial Compression Psi 11.70 7.69 7.69 16.77 12.77 12.77 0.000 psf 0.89476 (5l Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663-9841 Title : Miami Country Day Dsgnr: DWH Description : Scope: • ••• • • • • • •• • • • • •• • • . • • # 04991 Dat&: 3C1itM; 2! SEPiO4. • • • ••• • ••• • • • • • • • •. • • • • • • • • • • • .• • • • •• Rev. 580001 User. KW-0800821, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software • • • • • • • • • • • • • • • • • • • • ••• • • 04-991.ecwCal culatlons Masonry Wall Design Description Typ Exterior Wall 21'-4" d +I Roof Final Loads & Moments • .• • • • •• ••• •• • • • • • • • Wind Moment @i Mid Ht Seismic Moment @ Mid Ht •• • • • • • .•• •• F'" 2 5Y - s••z5,••" Wall Weight moment 61 Mid Ht Dead Load Moment Top of Wall Dead Load Moment 6 Mid Ht Live Load Moment © Top of Wail UveLoad Moment 6 Mid Ht Maximum Allow Moment for Applied Axial Load = 12,178.59 in-# Maximum Alley Axial Load for Applied Moment = 10,965.89 Ibs 316.68 Ibs 0.00 in-# 0.00 in-ft 0.00 in-# 0.00 In-# Total Dead Load Total Live Load 0.00 in-# 0.00 in-# 480.00 Ibs 250.00 Ibs • 152 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305)663 -8885 (Fax) 663 -9841 Rev. 580001 User. KW- 0600821, Ver 5.8.0, 1-Dec-2003 (c)1988 -2003 ENERCALC Engineering Software Description Typ Exterior Wall 21' -4" d +w Roof • • ... • • • . .. .. .. • • • .. .. • • • Title : Miami Country Day • • • • • g lo b • 04.991• Dsgnr: DWH Description : Scope : Masonry Wall Design Da6:.si54A41, • ... • ... .. • • • . . • • • • • • • • • .. • • • .. • ▪ • • • • • • • • • • • • • • • ... • . • 04991.ecw..Calculations .:s SOE.x,•...F .655 .rte n ,.. 6.. 455. ... vc, 6<_ .. • • • . ... .. • • • • • • .. • : : "ZodgFkkg5alat2 General Information Y. 9,4�N. K �i� EKOAxYS£.Fb9.S /5Yfdt ClS£�SS2:�6 10.92 ft Seismic Factor 0.00ft Cale ofEm =fm* Duration Factor 8.0 in Wall Wt Mul. 5 24 in 3.810 in @ Center Wall Height Parapet Height Thikness Reber Size Rebar Spacing Depth to Reber 2Tb2`vA`$b` 2 l724.2FJ';Y�. `L7*bR05tNX %", 0... dS'4 Xdt�TX2NJ}2C'Y_Q'SS;T>XV` RSE�. �MRNl 2�L�KS: i[ 2T2��5' SP+:ER2iZb651RiR�2"u+itk2Z).∎.< .? 3A'LS4.K n`TXFTiV. Li Loads Uniform Load Dead Load Live Load Load Eccentricity Roof Load E n: Es /Em Wall Weight 1,350,000 psi 21A81 58.000 psf 0.000 ft/ft 0.000 #/ft 0.000 in Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 fm (1- (h1140r)"2) * Spinsp Allow Masonry Bending Stress = 0.33 fm Spinsp = Allow Steel Bending Stress = 0.0000 fm 1,500.0 psi 900.00 Fs 24,000.0 psi 1.000 Special Inspection 1.000 Grout Reber Only Medium Weight Block Equivalent Solid Thickness 0.000 #/ft 0.000 #lft Design Values 0.155 in2 2.443 in 372.510 in4 319.97 psi 495.00 psi 24,000.00 psi Wind Load 5.200 In 59.300 psf 0.07283 1 0.31571 2 / kJ 7.08010 0.89476 Load Combination & Stress Details Summary Top of Wail DL +LL DL +LL +Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Axial Moment Load in Ibs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 316.7 10,607.0 316.7 0.0 316.7 Bending Stresses Axial Steel Masonry Compression Psi Psi Psi 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 5.08 20,073.6 431.1 5.08 0.0 0.0 5.08 10.92ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center Max. Bending Compressive Stress 436.20 OK Allowable 495.00 OK Max. Axial Only Compressive Stress 5.08 psi 319.97 OK Allowable Max Steel Bending Stress 20,073.61 psi 4- Scz3Vo ' 2312 r-' Allowable 24,000.00 OK 153 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev. 580001 User. KW- 0500621, Ver 5.8.0,1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software • • • • • • • • • • • • • • • • • • ••' 04491.ecw.Calcutation: Masonry Wall Design . max Description Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wail Dead Load Moment @ Mid Ht Typ Exterior Wall 21 d +w Roof Live Load Moment @ Top o of Wall LireLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Mal Load for Applied Moment = 44445 ‘ 316.68 Ibs 0.00 in-# 0.00 in-# 0.00 In-# 0.00 in-# Title : Miami Country Day Description : Scope : Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Lire Load 12,178.59 in-# 19,965.89 Ibs • • • • •• • • • • •• •• •• • • • • • •• •• • : ' : : •••roC#'04991: : Dr may 4*1,' •• • • • ••• • • • • • • • •• • • • • • • • • • • • •• •• • • • •• ••• •• • • • 10,608.96 in-# 0.00 in-# 0.00 Ibs 0.00 Ibs • • • • •• • • • • • ••• •• i5q Ddnaid Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Description Typ Exterior Wall 21 -4" d +1 Second flor General Information c Loads Wail Height Parapet Height Thickness Reber Size Reber Spacing Depth to Reber 11.558 8.0 in 5 24 in 3.810 in @ Center i x' CH. F�X r. 22 XS`. Y. Y�S xS: �SRR2225�. Zc" �Lb" ftC 'i',LTCDS'�22�XX2Y?T.2£G�.2 iJniform Load Dead Load five Load Load Eccentricity Floor Load Design Values Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 875.000 ft/ft 430.000 It/ft 0.000 in E 1,350,000 psi Reber Area n : Es / Em 21.481 Radius of Gyration Wall Weight 58.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 fm (14h/140ry 2) • Spinsp Allow Masonry Bending Stress = 0.33 Pm * Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Moment ink 0.0 0.0 0.0 0.0 0.0 0.0 Concentric Axial Load Dead Load Live Load Roof Load Axial Load Ibs 2,775.0 2,525.0 2,525.0 3,110.0 2,860.0 2,860.0 Summary 11.55ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center Max. Bending Compressive Stress 49.84 OK Allowable 495.00 OK Max. Axial Only Compressive Stress 49.84 psi 313.43 OK Allowable Max Steel Bending Stress Title : Miami Country Day Dsgnr. DWH Description : Scope: 1,220.000 #/ft 250.000 ft/ft 0.155 in2 2.443 in 372.510 in4 313.43 psi 495.00 psi 24,000.00 psi Bending Stresses Steel Masonry Psi 0.0 0.0 0.0 0.0 0.0 0.0 0.00 psi Allowable 24,000.00 OK ps 0.0 0.0 0.0 0.0 0.0 0.0 Wind Load • • • • • • •• •. .• • • • • ••• • . . . . :.;00004;s1: ::1Wi: sEP .:. • • • • • •. • • • .. ••• •• • • • • • • • node Ref:I4CI 530-82 .. .. . .... . Seismic Factor 0.00 ft Calc of Em = Pm * Duration Factor Wall Wt MuL. 0.0000 fm 1,500.0 psi 900.00 Fs 24,000.0 psi 1.000 Special inspection 1.000 Grout @ Reber Only Medium Weight Block Equivalent Solid Thickness 0.07283 1 0.31571 2 / kj 7.08010 Axlai Compression psi 44.47 40.46 40.46 49.84 45.83 45.83 • • •. • • . •. • • • • • • • • • • 5.200 in 0.000 psf • 0.89476 • 155 Ddnald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663-9841 Rev. 580001 User. KW-0800621, Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Typ Exterior Wail 29'-4" d +1 Second flor Title : Miami Country Day Dsgnr: DWH Description : Scope: Masonry Wall Design • • • • • • • • • • • • • • • • • • • • • • • 04- 981.ecw:Cal&Ulatlone Zx.`R #Xf£d Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Mwdmum Allow Mal Load for Applied Moment = 334.95 Ibs 0.00 in-# 0.00 in-# 0.00 In-# 0.00 in-# Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 12,178.59 In-# 19,558.22 Its • • ••• • • • ••• •• •• • • • •• •• • • • • • • to" #0491 : Data 410941,•21•SEP 64 • • • ••• • • • • ••• • ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • 0.00 in-# 0.00 in-# 2,095.00 Ibs 680.00 Ibs • • • • • • • • • • 156 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Sulte 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663-9841 Rex. 580001 User: KW- 0800821, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Typ Exterior Wall 21'-4" d +w Second ftor General Information Loads Uniform Load Dead Load Live Load Load Eccentricity Floor Load Design Values E n: Es /Em Wall Weight 1,350,000 psi 21.481 58.000 psf Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wan DL + LL DL + LL + Wind DL +LL +Seismic 875.000 #/ft 430.000 #/ft 0.000 in Concentric Axial Load Dead Load Live Load Roof Load Reber Area Radius of Gyration Moment of inertia Max Allow Mal Stress = 0.25 fm (1-(h/1400"2)* Spinsp Allow Masonry Bending Stress = 0.33 fm • Spinsp = Allow Steel Bending Stress = Axial Moment Load in-# Ibs 0.0 2,775.0 0.0 Z525.0 0.0 2,525.0 0.0 3,110.0 11,325.9 2,860.0 0.0 2860.0 Title : Miami Country Day Dsgnr: DWH Description : Scope: Masonry Wall Design Walt Height 11.55 ft Seismic Factor Parapet Height 0.00 ft Calc of Em = fm * Duration Factor Thickness 8.0 in Wall Wt Mult. Rehr Size 6 Rebar Spacing 24 in Depth to Reber 3.810 in 0 Center 0.0000 Pm 1,500.0 psi 900.00 Fs 24,000.0 psi 1.000 Speciallnspection 1.000 Grout c % Reber Only Medium Weight Block Equivalent Solid Thickness 1,220.000 #1ft 250.000 # /ft 0.220 in2 2.443 in 372.510 in4 313.43 psi 495.00 psi 24,000.00 psi np k Wind Load Bending Stresses Axlat Steel Masonry Compression Psi Psi psi 0.0 0.0 44.47 0.0 0.0 40.46 0.0 0.0 40.46 0.0 0.0 49.84 15,371.7 407.6 45.83 0.0 0.0 45.83 • • ••• • • • ••• •• •• • • • •• •• • • • • • • i 1 #!4.0,91 • Date: 10 3 ••21•SEP 84 • • • ••• • • • • ••• • ••• • ••• • •• • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • • • • • • • • • • • • •• • ••• • 1 • • •04-g 1 o 5.200 in 56.600 psf 0.10337 j 0.36291 2 / kj 6.26935 0.87903 • • • • • •• ••• •• • • ••• • • • • •• • • • • Coda Ref: ACI 530.12 • _ •••••• Load Combination & Stress Details Summary L . Summary 11.55ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #6 bars at 24.00ino.c. at center Max. Bending Compressive Stress 453.46 OK Allowable 495.00 OK Max. Axial Only Compressive Stress 49.84 psi 313.43 OK Allowable Max Steel Bending Stress 15,371.66 psi Allowable 24,000.00 OK 157 &YY.'X55(Ctt£f�S:6: f•X3 z`.XE45cf5`fFS"S`£f.fv» css `£oF ^X �CR 94S "..R f•YL:9�VY//. Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305) 663 -8885 (Fax) 663 -9841 Rev. 580001 User. KW- 0800821, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • • • • • • • • • • • • • 0441.ecw:Cat ulations Description Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Typ Exterior Walt 21 d +w Second flor Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axel Load = Maximum Allow Mal Load for Applied Moment = 334.95 Ibs 0.00 in-# 0.00 in4 0.00 in4 0.00 in4 Title : Miami Country Day Dsgnr: DWH Description : scope: Wind Moment ft Mid Ht Seismic Moment ft Mid Ht Total Dead Load Total Live Load 13,753.51 in4 19,558.22 ibs • • ••• • • • ••• •• •• • • • •• •• • • • • • • Doe # Date: 149 SEP: : • • ••• • • • • • • ••• • •• •• • • • • • • • • •• •• • • • •• ••• •• • ••• • • • • •• • .• . •• • • • • • ••• •• 11,325.87 in-# 0.00 in4 2,095.00 Ibs 680.00 lbs • lot DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74m STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305- 663 -9841 JOB: MGps • • •• • • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • .•• • • I• SCOPE: 0.14446X)1%.1 $1)(10 . • • • •• _•• • -� • �•• NUMBER: ®'4--ar41 • • • • • • • •• • • - • • • •• • •• DSNGR: ��t, fA ▪ "' DATE: • �t'le! /® 4 • ti#G= # #!:1 / /'w# T' M CIM#/#!#■■■■■#■■ ttt/#■ t!■■!/# i/ w ■. #i / /t### ■ ■■ /# ■ /!C■X3/IMUMIMN i l46:YWWERIMM # #■►S ucrimmasiga isoia ■■ ■ii ■ii■ ■ ■■i ■ti /#■!#t■iiimmum # ■■ /tti# ■ # ■ #i!L ■■ ii■ itiitii■il tt■ i/ i■ i ■/■ iiMit ■ ■i ■ ■#i# ■i■i ■ #■iittt# # /#i /i ii nnumuumme 7# /ismum \ t# # ■■ ■■■ # /s■tii■i1A#/# !! i■ummu mormi#■iti��arns ■#/ / ■it!#tt / # ■H ■■ Ig ■ wiu i ,maim 3.�ummilammuum ■ ■ /! ismila +?nmi •I!, i ltt#■■ it sk'L#/i■i## ##it// / /irt ■ #! wareasaut.# a /iicrramo !#■ii ■ UMUMUUMMIIM EM MMUMMI U MM O MESS MMUSES Ol M Ml IMM OMME Ri U M tU i EM MIM MUMUMM t O MM OO EM MIN /7MMMMMMM %MUMMU "M' iR / OwMIIMM acL iGILW iOINSIMMr %SSOMU # /t�llUMMIIRMO # MM MU t tMIMMOMMORO ' innum U:UMtiU MMMMMUMM MMMM:UMUMMMUMUMMMUMM : M MM m iMMUMU s :MMMMMMUMUUMU iR#t!i ■ /itt #t iiii■ #/.il■#i##it#wy r smi #■■■tCi#!.low= cir am /i■ #iii!!■ ■ /■#!#># #R ■# /i##/ # ■i#ti # it#■ i#■ ii# R##i!!■ /iilltti / ■ii / /#■!!iimni #r!t ■#tit/�i _ \Rommaniif##i■ #■Maiouri \ii■i#ii/ii■tiilii#i o'UMwMMMUUM:UMMMMMM i s : a:fem i sommu � / ::m: ■ ui �� sammei :: ': u::: C! 11 1111 # MMMM # ■ #MNI MMMMUNIM . �� iur1:'r]4 --7r ..1. °',I /t #t/ /### ■#■#it ■t /i #/## ■!i #t/M # M #i #■! � it ■ ■iiiriiiillii /iltt ii#it# ■iii ■ #iii #i #K #t i #ti /■!#■##■■■ M■## ti#! t ii!■// i /#####■t■t!!!ti# / ■!!1# /t ■■ #t#/ /■# ■t iiii ■i /ii;■# ■###i !i#i■ / i##!i # ■ ■ ■ # ■ ■ ##t ■tii innu I►� /m#aUw i#iilrtis■1t1►/ viii mim milim isti# /i■/# /■■■■ /!t ■ #■ # UM: / ■: MUNWA MMM UM MMI MO � ■ EMMON O M M # M :� MMUMM .,-. itttti!!ii ■ ■ ■CItLiRf= 1it'O3 "III ;LAi; ■ %.°Nlilrll6 �R: ril =! #i /ttiiiii / ■,/!! / ik C _i c- � �iMi/■t! #'/i MMMMMMMMM oinaM M: cl 'M mmumm C: iumu:M /M M ..room M' : ' : IMM ■ ■ MM. ' ::M I R:M# # .MMMUMM:MMi'.MIMMUM NSMOO : M::MMM:M, :MMOMMi M :; ■ UMMUN ■ /tt! ■!#■it r i / #ii■ /#■tti■iGQi# 1.' iir * Ir /##it 1UC tl',. ast !#!#i / /# /! i#i t# tttti■i■i■■■# tti! fwi ##■iN1'li# /!!11\\t■i#Yl•!i■■ o / ■ #■ ■tt!!ii #■ i!■ / # / si /ti iitt#i#/iit #A #ii /l ■ii#t!M#■ummin■■ ■r: Rii : :!-J r ioLi -c'�' =Gil' - affil tt laii /rinevi nli# /ltiiit /tu/#■■ sMM # #ii #M t#titii■ liil/i/ issu#ii tt i/ii^\. _!71r�'/ti� 1!'imonsis ii /# /tsltlel c3.7t 3em i M M iiiii ulummi i ir iii iiii ummp ` a riffrff mum u immi� im amm �munami�Iirui�r#-,"'m�e /, #t a i#tti li d gn m ilM It sommu i iiiiiiummu ' i i ia aimila i� �.� /i gn Ie'�imum# an /l#tt■ ■i■■ ■■tt /■ i ■/i ■ ■/ ! i ■ /ii ■■ ■ t# ii!■l M I M ■fiii ■ii /tli / ■t #I1 ■i /iii/iii■ � ■ti ■itiRili #'/#!# CMMMMMMMM:M:w'M ' ''UM•MUz " E . •MMMMMMUMMMMUUUMMMMMMMMMMMM immsnRuMUU ••UMU•M�MU•MMM•• .• ■#i! i # ■■i ■ ■■it /matt# #iii ■ #i ■iiil ■■ tiffs ■i # ■i /i! /i #! ■i /i## ■#t1■#! m Mt /ii■ moan /■i#/ ■ t en � MIMME NM M: / tMMM \:i MI M::# :� : MIX:\MO TMONWMM 1;iMMMIWWWWMME W1: M �\ M � ■■ /t ■i■iMMMMMM#/■■si i 71' -VIW.; *-.I [ .,r ra ti/ t\i A'rc.T.L ".>ii! / /i / /i■OM . AIUs� \� "5-3gMMt ■ M I #MRMO M M M !"►; MM:MU M M O UNIM U MMOOMM : MOSU M ' M I UM M OMW4C ' r :M:iM i ■ ■## iii■ ■ ■mmum ■ ■r=wili _uia ∎mseLr -r1 S Y :r .. ,1r \ti!' '! ./usiittiti /t ■it /tiiiiiii ■ im lilt ■# ■ / #t #■■! ■i# ■■■mmumifJl`,.`lumm riff■■■ tttt!#■i■i#iii /ii■/ /it/■ mmi■ ttlt /# ## ■■i MIMMUM=■M : %MM ' i M' : i ■ MMM MM MORM Y MMU: i / M M: M:M: / is M ME MM: OIMU ': ' MMM ::M M / l i :U: \: #ll■tii■ti■■ ■EMMUOMM IPMEM■!alililcirl#i##!i■MEMI #islii##tit Ittlam ∎iliil�limernnii i#i t■i#!/ M# M ■ttit/tt##/ /!it# • .&r. bzwir "Ii►arciraii.�� 1Ta `! ■!ti!#Csii i� + !L, iii■ Miff min ii i t■■iti■i# iM ■#i■ tttSUltil ■MOOSii%Lii>[Ei�MMiit■■ ■#tr /tiff !!t ■/ /lard■ /i # ■■ MM # liiMttiti! Mini /i / /■/ /#ii #M##NI M#t#llili ■t ■# MEL iii■ ■!!l#i ■#!lt /lllltttliiitiii■##■ Oii /i ■ifititi #■M ■iii i# simmu MMUMMMMMMUMMUUM / iUMmommiUUUMU UMUummu / IMMMMMUMMMMUM MU MMM �` ummu UUMi/MMUM is ■AREP / 1RIPPIM■ r! i! #lairdMPROMidlii�lMPAIM1�R■ ■#i# ■//# itti■# i /ii#■■t#i■M#iiii##!M# #ii###■# tmt■igmL,14- ".ilf imtmlLii.i( T 'iil.Am Amin##s /ii# /#muff# ■###iii#■ii■ ■i / ■■# #! # #ii#■i /#i tlliiltiiil•iiil lisli# iii■■ iii/■ l■/ lt> tt!!■■## t #i#! /MUMMEi ■■■ ■!i#itlii#tiii■#/ I�■#4t#ii7■OM i U MMU :MUUUMMM#M MM '1 M r * F / a miiP e i'I�M # ti"n OC '�'ti `" l /itii#i!i■i ■■•R�l\■#■ Mi■■ /iii■all■lt■MM U MW ■:.■■x:Y■■#is�liitil11OVIM #G1►iitiiMulkiM##}lil 'arum /` /iii! #! ■ ■! / # ■ /iti■ # ■i/ iii warn # t /#t[j5t' =!Tiiii` 111flgui 'a: G'1 1, ^)NC i�1�\Ki�Si1Ei�J411tir warms)! /■/ ii■ lttt■■■■ ■#ltitiiii■i/## /■ /t /i #ilisimil tilt ■tii!rmmoimansi N i#i■mllkommLli1�1#i#iilis MUMM: Mummin o I M ummo umns : mmana:UC:Ma■■ ul COMMUMMMMUMMMMMMMMUMMUUiMMMUUUMMMMMMMMM 1U' t i, %-. Ao, ilM'IU'� ■ ■■MOMMUU/�:`:U:MM ` UM MMUMMMMM MMMMM� MMMMU ' iMMUMU # ■ UU UMMMM :M :M :U:UM:MMM : U: / i ■ ■■!i ■ #t# ■ ■ ■■■■ mM#!ii■lli■#■#■■tl## /llfi■riiil #1�!i3#1!!r# i t#isms■ii■ #t!M■ ■MM#i iiM#:/i l■/ ■U 'MMM MMMMMM MMMUMMMMMMMMM. MMM # t : ........ " ■t M.MM M: .uu..a::U: U M i i: . .ii i riming M■ 1111111111: MC % # M:%mumm mmin M M�M UMMsim issm U M mnimmummu moramemmu i Mi# ■im ■■ ■■■■i■M■#ilii# ■#!!■M ■####■mitt # ##■■ i /■iii /■#■■ #M■#i###iiiii# ###i #tt■ / / ■Mi! l■uu■■■mull /i �■ / /t ■liitli■i■/ #mind ■#mitt!#■ / t/### iMu #■ ■#i /tiiif■ /ite■iiM#tti>Ei /sl OM:CMMUmm :M U %M C M MM:MM: U MMMOMERUMM RM ORMOM:: CMMl 1M M M■ � : RM :M O ' % MM ■ # UMO MMI M M /M MM #:UENU a # MUM : M:' C :M i UM M M O M M MOM UUMMORI N MO I MMU M MU M �i UM OMMOSU ::M MM OMMMMC M MMMMMM MM: # # MM%UM:MM UMM I E UMM " MMI MUM iimMm # ■■�man e i■im im■■■ ■m il■i# ittm ■m■mmitli■ii!#liii #iitiiiltMU/ #iii t _i /i #iii#l/ titt iM M1#M / MMM MU MUM U MEMMMmmussaM UUM` MMMMMU moom i ■ umniei mas . i I M M MM M , MM i ■MMi RI ■ #■m#i! /ti■ ■!■ i#■■ iU , MMM MaMinom min OU OVEi # iwMUMUU M MOO ■ME MUUMM ■ i M ■ i*Mmom M 'fs U /U i'� ■ amm i i■i ■i■■■ii■iiMIUM #■ ■#itMOMUM# # ■■■i■ /#■i #i ■t# ■ iii# ■■ii /��i /tiff# /ii■H ■ ■mm ■mmen i ■#i ■i/itimiti■i■ ■■mumm ii ■iMtitititm ■ #iiiM U /Mi ern �. !i ■M . # ■ M i MMM M i tmplu MM amm # # m u m m # muss #= UM 'i i:; rn 'M m mimmU�.I "M A ® MMMM ■ U■ , U': MM C:MMa ■ UM MU: M:MMM M MM ■i# M EW• / . MU U #i #ii■ 111# ■ ##ti■! #M ■■ ■# /i#i ■i ## !#i■!i#■i #■!ii #■ #■t #i■■■MMi tti #■■■ ##i #ii�i I :UM::M ■ # # tt ' M M M M U U M # .. � " M M M ■ ■ m. uM:U MU ■■ i ■ U M UUUCUR CU:R MOM MUM i / #■i ■Mt■ it sit / # ■ ■■■■ /tMiii ■ti i/■■■i#■ i ##i#■N■ ii■ #/i■l ■emir#■ iann Ddnaid Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 (305)663 -8885 (Fax) 663-9841 Rev. 580000 User. KW- 0800021. Ver 5.8.0,1- Dec-2003 (s)10832003 ENERCALC Engineering Software Description 21-4 " Roof at Openings General Information Walt Height Thickness Rebar Size Rebar Spacing Rehr Location Seismic Factor Seismic Zone rrz�x�rauet:^r, 20 . 8 L 8 �U�+F.B"iYa.` 0 73 1 }' , 0.' 22' U, ZtjI .J'AEUt�M+#�'r:Y.A'+hX4`AGLd't. ' hXi684 : +3SNG9 }Y.thAh'Y+�+3i3?'.�ktC< .xmx=xx �hu�.asrua^. av .s,�za�saecc+sr.:axaafrvx a rhra+xasxz 4 Applied Loads Uniform Loads Dead Load Live Load ...eccentricity ...Iced Type Wind Load Design Values Allow Brg. Stress Allow Axial Stress Reduction Factor Allow Masonry Bending Max Allow Moment w/o Axial Load Max. Axial Load w/o Moment Top of Wall DL + LL Btwn. Base & Top of Wall DL + LL + Wind DL + LL + Seismic Required Bearing Area Summar 10.920 ft 8 in 5 8.000 in Edge 0.000 Summary of Loads & Moments Girder + Uniform Dead Loads Girder + Uniform Live Loads Wall Weight @ mid -height DL Moments @ mid -height LL Moments @ mid -height Masonry Flush Wall Pilaster /Column • •• : • : • • • a, Vwg ranyti�esterre • t� !trcw ecide•Ref: AC I:530-02 2Y2x9bRSS¢%: SYC C. G: b ::f..SK`.4'.5 '..'FH.Y `YtSf. .:lYl.,rX.fi1.Y'A.4.5! 5• Block Type Bearing Plate Width Column Width Column Width used Load Duration Factor 0 Wall Wt Multiplier 0.00 Nit 0.00 #/ft 0.000 In Roof 158.00 psf 570.00 psi 334.58 psi 0.82 495.00 psi 1,663.77 ft-# 20,342.57 Ibs Moment ft-# 0.11 1,570.13 0.05 0.001n2 Max. Bending + Axial Comp. Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable 1.00 Ibs 0.00 ibs 283.92 Ibs 0.00 ft-# 0.00 ft4 Axial Ibs 1.0 284.9 284.9 • Title Miami Country Day • • • • • • • • • • 04191 Dsgnr. DWH : bath 11pOltfi 21 9 PP 94 Description : • • ••• • • • • ••• Scope : Medium Wt 2.500 in 8.000 in Aptate < (.33*Atot) 8.000 in 1.000 1.000 Girder Load Dead Load Live Load eccentricity ...load Type Reber Area Rehr Depth - Wall Weight np Radius of Gyration Moment of Inertia Load Combinations & Stress Details Steel 0.93 • 13,495.45 467.14 0.47 Req'd Bearing Length 10.92ft high, 8.00in thick w/ #5 @ 8.00in o.c. at edge, Special Inspection, Solid Grouted Girder DL Moments Girder LL Moments Masonry Axial Stress 0.03 0.02 0.02 471.83 psi 495.00 OK 4.69 psi 334.58 OK 13,495.45 psi 20,000.00 OK •••• • • • • ••• .• • • • • • • ••_:_•.:_02.411 •• • • • •• • Wind Moment © Mid-Ht Seismic Moment @ Mid -Ht fm 1,500.0 psi Fs 20,000.0 psi Em = fm' 900.0 Special Inspection Solid Grouted E 1350,000.0 psi n 21.481 0.310 in2 5.250 In 78.000 psf 0.1586 k 0.4265 0.8578 2/kj 5.4669 2.205 in 443.320 tn4 @ TOW 0.1 0.0 1.00 Ibs 0.00 Ibs 1.300 in Roof 4.69 4.69 0.00 in •• ••• •• Pilaster Design OK Mid -Ht 0.1 ft4 0.0 ft-# 1,570.08 ft# 0.00 ft-# 1(4 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: MCDS SCOPE: NUMBER: Qygew DSNGR: • • ••• • • • ••• •• •• • • • :".•: • • • • • • • • • • ••• . • AAGE:• ►er• • • • • • • . • • . 111 • •• • • • • • • • • • • • • • • • • • • • • • _ • • • • • • • • • • • • • ••• • DATE: • • •• • • r r smumAsimu � A 7MMZ: I BSIMMUSS IMMUMMENSMU MUNNO MMUMMU N L U iASKA tSMETIMMOM lmmMMMM MMMOM rmMMMMM MMMNN� MMM NUMMSMMMMMN MMN MMMMMMSUMMPPWM4MaaskmUU3ssmaS� ■� N m iu mrrmMr min uimMri °� mmum �u � emminarsti ssum mmom u # summa ammemme MM M UM UM MMMNMM / Nr t rr / \ ■ M N M M m r r m l rrrrr / t r i r l vAa 1 SMMIIMIM■ ii■miMMUlMMMSMmmm #MilAtrt�ir />A MMMM////!//■// /■/ # #!■lSMMMMi /rt■!llMMHi/�!�#/ MMWSM 1• M uMararMM miarma•AraiMaM rMSL mMmmmarirrMMMUNSMali ■.arMMmMC:MmrmiMMMmimr MMNIMESSUMM IMINUM r iiMrratirii summuiriiaaft mail f %ami tart %i %ir rri Mi STWW7"�`Ui! M MMMMMMM■ MMMM#UMMUNWMMM iii/■■■■/■ Ui■■ MMUMMMAM #MUMMISw■mlmncmr; tl=SS! /r! /IiMH /■ U■ i mum mi #!■■■ lilii !!OM ■ii! /r i■ #ii! /#■illiii■i! #mom isar... �wwwwmarmumM i / Mf/! JUUin■ \� MMii /!M■MUMUMM MU mi ■M°m /■!fill / #Mimi #U /r tici M'GagatiM�: mica .mmum ■ ■ ■!!!/#lilt ■i mans mil u##S r!laMU •UUU iMRi!.! #NA/!l! #>•O!! wiaaGie /■!/ / #li\il /i/ /mil /illfiewli ##llli i■ # #MMM■ M■■UmiMMlM #■■Mirmit I /MN M!':MrlllilUMMIIMMOM /ti, 54111.1 "!l /a iii+7#/ i # /ll :;>r C:. =E iGI■■ii#lMMt■ IUUUMMUII !UMlIMM /ii l/>tliiwl. r riiirnt #ra �w bridiOR■l/ iawla /l1�il /l /MMIMMEM■i i /! / ■l .M ■ mil!■ ■ ■rtuRM■ al iiu.USM■!•l }Gras : ii.i -: =•air:-- .:.ai0 -.,ice : G,:'i: °.SG': IM lr # ISMrlM• /tl #1 /lii■■■■lllMMi /Mill SM iiiiii U/ mirlua■ uuUUSimi /ll# l ■r ■l!!.i!!##/ ■r!.UpM■ ii/ llil// lUIl •UIuU■UMi #MMIM•IUIr■IUM3Ir■UUU UM MAmMrrrr mumni iiima mmummaiii iiMimA mraiuMrr\A.MMMir/./ ms : Mm rm :NN:MM I::UUU M MUMUM UUmilmSmimiUUMiIrMMIIMMMM i M■MUr/M■U!■UIIIUUU■MSSIIU■MSIr i�l•rMl�SIMRIUU •U■M•U UMMUSUSM ■rUMS amMUmimimiMl!#■i!!ll // /mill ■<M! /l#! /r## /!!ill / /ill■ #1 /M hill UMMM C!w�s�t►1 %�I■ / #■t■l /l _ ��■i! #.I.MUS.! ■ / UUr Mr/# ir!l miUM i"!+ i■!# lii!!# l// i!! il/ lli#///!// liai /t■• /il##i //ii #/lll#i /! #!i#l#■ mmiammunms /i #•irliilu llirr.7ii•lilliiu� ■ MMM/ M■ SSn 1•M /M / /MMMMIUUMUUiIUM /MMMMIIUM ■MMOSUMM•MUMM■#Ui#UUUUMMM mm mammm IMMMM UAsMMNWMMVSrr MMirM MMNMMSM MrmMmMMM MaM: mnmwm : rMMcWMV =wrmMmmMMrrM< ■■lMUUMM /i>t / # /rl# daMiiwMii111R�111mamm ■#/E Zsmm ///l!•■■ all ! /i# /ilSUUMi■llllMMSMUWMMMM iiii it ■■Mini mi mini #■ UMMr/ l■m er rnrnmEmeria .Trr�tmrl� eemm UM /Ml MiSM#SM / # #■i■il mmmliM l■■■UMMMr UMM ■MUMSlMI ■iMlSM#IUMUSMIMMWSUMMU Mims #■SMUM UUMM / ■MIMU / /UM #■M /l mana •■ mmUUm m a: Urr %m : UUU•U! i UU#/ l /■V` /ti1r. /IMUU## # /UI /imiUa. /MUM ■musisi ■r•� .0 •UU/rmim UUSUUIUi•Ui! ■DM //RN •■##rant ■•UUrri:MaUUU m iir! Uma:rr:MU:raUUSSU Umrr"i 'mr °1M IU :rmammrmr m rm : �mm:rmrmr:rrrR:rmrrmr:mrM�r Mr m mmr:::ramrmm: mEa MaIUM MMMUMU USUSUrn■ MU MI■ l■ U#■ MMUUS# U# MUSUSirUsalM■■ UUSrr/ U rsNli=.a#lM /■MM#rMMUMMUMlSMMM• 'lrma mmmuMMmm.MMMMWUMMrr:r:m rr:mamm:r::■r r:rmrr %antra SUMS. MMMMMM : mMMMM l lrmuummmuuau MMMr a aMMM itmmImmirMi .MM•MaiMMarruMarr rmu mS m •M mrr :au ramrr,rrrrmumar:m:rrr ir::r: m. MM a M mm::mr MMMMS:m :M. : : MmMm.Mitmm; SWOMUMMUMMu :m:_:: __a:m:r:: maaNNWa UUm:::::::mamm::::; mrr i a:m Mm: /Mlmmm ■■luMrUMUM _ - ■USM. /tNNMINUU ■I ■# �j �MUlU MOMMUM MUa U■MM SUUMMSI ' Ul■#S mzGs z ir.Iirwr = *=.swmmr SSMSU FWPSM /i!//i /U! #m.iill /=M U /iM M/ /I MM MlISUUSUMISMi i MMll #lSii■UU ■ /UU # /l /IIMU ■Mi /i UUUMiu ■MtiMUMU #ililOMMUMUMar.■ ■�miMUIlSSMIMMUM lc�� ..MG� rug l/ /•milli ■ mil mi i M• M ■ #Mi #ill/ l S MM r i MIMMM■ M i MMMMi #!MM■iinMOMmiMMmi ■IUSUM MUMU MMMIIIMMMI ■/MIUI■S/ Mil /•MS■MMitU #UMSummu #Ml //l ►ITellUUiMUaMMIM /Mi !/MMMMUM MMUMImiSUMMMU #U..r M rr .�.... MM «��n.�� : :� � ..�.n� norrti ter`�� imi/ ir ionimmiamm /Mi / /M /I /iUi ■MIU MMISiMMM iMSliil mi UMMUUM■MMMI /SMSU#MMMMiii iUIIUMIMI•l■ /MSirU /U!•IMMMUr /M•lMr ■nummeUMUU# / /■UUlMS•MMMm muu ■USUMi■Mmii�MMMiI immu MMG .ti[ r M/ ii# ir#MMMI'MMMM•IrSSMMIU ■lllMM \SSi muniUii MM Mir ■Muiul lUaa U i r ui rrmUmlimimm: %mti*mm: M MI/ liar l. ■ i • mrr i m i rMr r rmrmmiMm:M m animmr M %M i liiMMMMM /■/ ■ ■ ■UMMMMMmomm mass iISSI / ■•iM■MUMMUSrIISM/Mlil■ ■i massaUIM / /MlMri/ // ummuMiSI /Mmu / immumatimingsmiumnimmummummmummummumminimmismummunsmummusummimmensmarmimmumm m m umm M mm mm mmrmmrrmmrm rM mmommommo m:i ::i anim mr: m.rrmmminam:. Ma :: l lMmMmmm r rrmmrmm n l m Mm ram issim mmm:rm mm mam monsimmmummu mumm ummum Mrrr::mmrm %%:. mmism mmmMmMMMMM MMMMSmmmMMMM M armmrmmmrrmM MM Mrr UMmmmMMMramMMUNUMSMMM MUMMM MmMMM M MM NMM■ UMUMmi #UIMMMMMMM #M /ln! ■MMi■## ■SMUUS M,M!#!■■ U■lUrl■MM MSMM M/r lWS MMMimmSS Mn# U#MUMMUMUrMMMMSUMUlImMmMMI •U■■ MMUMSi MMMMI■UUSl i/ MMMl MUUUMM MMMSMIMM ■UUU■UMMMMMUUMMMlM�MU /UUMMMM# M m mmus l i i M • MM l rr m mMmM i i mMr Un raMM M mimm mM m M Mrr l amrMmman im ma ■Mar MMmun immaUUM■■U lM�Mll IIUS■UiIrUUU SU�MlM/ MSU# M■UMM■/MUU■MrMSMMUMUMUMr#MlSMUI assai MS /M•UUM MMUr! !M■MMMM /MMMIMn ■M M/SUMlSi■MMlMMUMU/S!M■M UMU■MUUU Milli M MMSM MMN iM ■M ■rMMNM MMNMU MaIMiM MSMN MMMr #l■/ iii / /MIMMIiIMIIIMMr/iNMMNUWSM MNMM MMMMMM /MMMS MUi/il.UU MUM MM Mr■■ U !l /UM #lIUUM■SMMMIM MUMlM r lM#SU MMiUMl MMMMMMMU#/#■ MSUIMMIn# rr #iMU/MlM # ■ ■lriNMMM Mil # #USMNM MMMMIM/M•M mrM i im N Ml� N MMM M:m Wmmam MN �UWMM N MUMMMWM : MM lam /rm MMMm : SU■lr /!i l #M /! /IMIUSM ■lSrMi UuMM#MIMUSM■MMlrrlU m M MrUM /MiMansoMIUMSiII•M immu commas# S MSMSIrMMM #U /lMl•l iil #Mr!/il/ ■/l# MlilUnilllM SMM• #MMiUi #M mim •l /li i mi M/if!>rii MMImi U# li#■ UU !!!lluiliUMMUrIII #rUMSUUrii #l■ MM /rMiMiMU /Mmummm•IMMMsM/I lM mums !MM Mill Mr/rnnnmiml Umi m MMUUUUMrIrlUr#rMIM / ■SrIMMlii mitwMMMM# #Mni n`IMMSI /Ul li! M u s mom mma aimilil•M MMUrmilanamill ummu MIUMUII•nimmo!l USM /Sill iMMMMiiil M MUM nl urns M rrmi rrlr� MMi lints /IUMUM ■anallimiMrMmimimiUM ■•ilMilliiiM•lliU/ /Milli lrM■MUMM MMM M lmammamam M#UMUMN ONSIMI ll MU■USUUM•ill USSO ■■ lMMmiISMU ■SmMU M mi U /M MUUMSiMM MU i lMa !S■MU i ��s� #!l MUll ■!U!■MN mi /llrUrMM U■ Ulnu•Mif minIUUUU MaNUMMUU MrMll MmirMSM M #UiMIIMSMM #rrM ■M M MM M mmammMi# _ ml /MIMUMM ■lS #U■ M ■Ui ■M MM mi Mill ■mmMUM UUMM ■ /M#MMMMWM M M MiI M i!!mir SMMM ir MMMMUMUMMMI rUMlMMUMiI U mommumm i�s ■ !/r IMIM■U•U l • MUMUIMMiiM! ininniMi M IM MISUi in MMS MMUMMMUU•U ■IIM S /OlinIMUmiMMIRM MIS UVAIMMOSSOURIUUMMUMlll•� a INMMU #MiU ``� l SEOMMUM m mini IMMUS■iinl ■M! ■•r #■UUMMlIIMi• /•UMM•M#Mll MUM■UM■l RM UM■SnUMU#Mm WOW R NN NWN M M: MM MMmilM aami iriMMUNMM MMM M M r M M aNi' M WOW � ' MM ■ UM Mr • #UM#UUmiMMU!■M•M/MmmuMMU!! IIMM a MUM MiMi M MM UMrr !r■■i M M l#UUnrMmi MUM N MMUMU NMM MM■i _ U ■ #UUmiNNMMmiiMMm ■ l ■ / mu g�ll, Mil S #mumm#MMlM ■M lUi ■r • mmai! UM ■MUM/ n! mum MMMMM/#rUU �ii �M miiN M M E •l!U ■■ENNS ■MMMSMUMm!lMMMMEMMUMMUM ! M MUMM n UU■ Mi / #MSS UM milUl�mi Mimi UMIMiUmi■rilMriMliU #iUlll!!MM /###ilia M /amilMmiliMUi MMimiiMMfMIMMMMMMUU M ! _ MU M#UMr MUMUMM ■mill#; imimi•■UMr■MMMMUE /M #■ill MSMUUMUMMMUUM UMNINU MMIMi ■UUS /MUM DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 -663 -8885 • FAX 305 -663 -9841 JOB: Y&4 $ SCOPE: NUMBER: 04 ),/ DSNGR: aj,..1 • • ••• • • • ••• •• •• • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • PAGE:' I C2' • ••• • • - • • • • •• • • • .• • • • • • •• • • • •• • • • • ••_ • • • . •••• • e • •• • DATE: • • all ENESEEM NOMEEN■EN ■NNEMMNNE ■ ■ �■ N i ■Sill ■UM EEWOl rN MVO■ n Ili ■l�NEman1■■ ■III ■rI■111►i■MrE■ ■t■■ ■SEES ■■ ■■■ii■■■ ■aMA■iii ■■ ■ ■ ■■ ■ ■i ■'!I ■� ■USELZLEMMILIt;Z',^.1.`M=11+ I I ■�` r�n� SEMENNEE NNE ■■■ ■■■ ■ti ■■ ■ ■ ■ ■ ■i ■■ ■MOMMOlin MMUJJElrO)� Mt'9EMINIPMENEEM S� imm ,mmuummodEi■ MO SEEMEM ii■■ i■ SEE S MEMENSi ■ ■■a ■i ■ ■i ■ ■ ■ ■ ■i■NiViJEJL MOMI■w■lPE NESS E■■NN ■ m M onsu ■■ NE■s ms E■ Nmma E aEiN ■a ■ ■ ■N ■ ■ ■ ■mE■ ■ ■ ■■ ■ ■ ■ ■iE ■S■S ■NESS ■ ■■rrwsw sumsG■ON_`7 ■E■11in EN■■ ■ ■v ■ -Imms E nm■ w■■■■■■■■ EESOns■ nm■ mN■a ■■■E■ ■■■■ ■Es ■■■ ■■ ■■E ■msnssumnr anss■n■ ■lz ■cr.■a limns ■i!i ■ i■ 5 - Ga EEIttI VAIMMENEEEMEE SEEM EMONEMME ■!ME ■ ■MM■ SENSE■ ■MIONSE ■EE ■ ■NN ■amOOMENEE■ ■NEE■ ME N YMOU MOMMA ESSOM ENOMEMOMM ME M■Nn ■EN■s•� "J� ∎f!�I N(( A `.:1)' ■ ■EMMM ■E11N■NEa ■3. +� "1 ■1 d AIMIMEESEEEEMMEEEESEREN EM ENEM O ■ ■N■Nir■■ansonsM ssonsSoNnnsnirssmo ■n ■Mn■mn EEEMSNnmon unnssonsminnon■sessuSS ■ ■EEE MESS■ ■ NNE■■ IWIN■MENESO - 1nw- rclO MML231ME M ■ ■ ■aa ■ESSEM ■MGWb1?Y ■EE ■NESESMOM■UMOMESS ■ NE M■ Mani ■ ■ ■nmsmni NNMMEYnssun assn sn■■ Ei■■ N■■■ nn■ NENMSI/■ SN ■SS ■SNEaumnsnon ■MM ■S■S ■NNEEEES ■S ■■■■ smnponsumnssNS ■nsunns MEM■NES M a■anamMMEM MEEK ■ENnn ■MEN■■ ■ ■SN■E N ninEENNma■ NNEMERMOMMMENNEMENN■MEUMEMM ■E■■MMOMOS M EnamssniEEM■ MmanMO■anE■EEnmmssomN sfass E N ■�■IU G I sonson I onsr in unninunnSSNaanms ni N■■■■ anE■ n■ EE■ nn■■ NnNNnsanm sSSE ■nsmum ■nnnnssonssoniron ■s San A nsar monnssninnsummoMM. 1 Z!•'G MME■ Emmsa■ NMMnE■ M■ NM ■ ■■■ssnni ■nE ■ ■ ■ ■SNE■a ■iMMnsmns nES ■nn . g us ■■■S■NNEnnssnonNE ■■M ■N■ NON ■M ■ ■ ■Snsmsnms ■nnNi■ ■aSM ■ ■■ ■assns . ■■■■■■ ENOMMENNNnMREVIWW INMEEMM O■■ S■ EEMEEMMOmM VEmiS MON SOMME ■ ■S ■ ■i ■NMEMEM■S ■ ■E ■ EMHENS nouns nEMO SaENE■i ■1►.I ■nN NEi•> +!!X : itemin r t' 4-VM4N ■MME ■ ■ ■ ■ ■MOMMO1a1±'11 L � I % ifi ■N ■ ■MMMN ■■ ■En ■MMMENSUMEESNN■ immsS i ■n�■IInmmiiiIS rammESNN intro sf usi maims maim■m■EaNmMaNSEEN malli a a...R. NNEnE ma [C .�C '? i7i COM En ■i r•. ■ijj - I <.. ■ ■M ■MOMS ■MMaSSESSMS MMESE ■S MMUSENEnn ■ SEESE MENE■ Na EE■ ENMEN unnEMmMnsons n■ mn■ Nnmsnsmns ■■nn ■m /■EN■ ■nEm■mnnaNY ■m ■sson■ MMEENENEm ■ ANOMEEMMUOI MMENEEMENEMMMEMMMME NEMMORTMOPONOWIM PMME %IMMENSOMMUMM SEMEN M ENNNEMOMEMEMOSO MNEEME: NMMEMEMMNMEOMMOMMUCA! S MOROMMEWOOMMONNESSEMEN M .NME s ssi1 Cpu t rnsih s nonns N s R r so` _■ % oisorsirnns O sn ME smess n ■ rnnsmns in sos#ons '�`�i � . ,LICE i� A IE,1`< L � dS_ ..._ / ` n M[ .74 -7' i.�N_ SU E ■SSMM ■MMMMM sSNNEni ■n m s omm . os*,*moomoom \ulissossn �t' onsesso��nl So % i■io /m1/s »u1ssonsonnssi ■En ■nn/!!. T } LM - ).1n_lIC: - / LM ns nuns ; �E.0 J I!ns t2irEMM Nan ■nMnEmME■m ■m ■ ■EMMMNMn ■nM ■Nan ■■NEEn EMEMEN S MEM ■a ■E■aaEMEEENM■NNESEMMOMEENMM■ N EMESSE NaSiSSOM NE■EESIMM ME • I MI " w M'� Ex �E M M MM :MMMMC�EMMM MCa MMMMM: NNIONENESOMM:NM : EENLUi•S ,.raisuaslFnt• • �1+ 3■ SS■ NN■■ EMENNnmmM■ MMMMUMMEME NESSEMMENESEMMONONSENOMMEEENEIS NSnnEN snnsmssumssmunnumnninunnmassnonsnonnssonssnmsnnsunimanmsnannsnonnessonsussonsunnsonnssnmssnonn semnionsnsmnsnmonsinssonnnsminumunnanminnsnamsnssonssinnonmsnannnonssmonnssnsrmsnssannunnssnon S ME � M nUmEMMEN SAMM NSOMMOi:MM U MEN N M MI E iNESEM M :M MMEN EM E ME NOM SS ■M SO : E EMMIESEM■ SEEM■■■E NNEMP OOMEMENOMMNENRPONEMOWNEMON POM UMEMOMMEMOMMEM SEBUM NWE EMS■•■ AMSM■NEMEMEENMON ESS E ■On NEMNENRUNSM /�!n ■NiC ---ism '. 't - %J �mr-tl�C�Iltaw r,J wn�rss4ssimmnnnmmnEmm ■■EinnENr■ ■nsnm s ■ IN OMMUU MM I u M N a : u :a:M ". R " - r•G " - "% MM %%% MUMMUUMO ll OOMEM ■ ■M EMC m UMUM OMMO APT ■ nIMMOURE R\MMMi MMOMMIMME% Rii ■' Ma s OMMIUMM M N ■ OMMUM MN mm ■sii■MM II EMM ■MEEnENOMOSUMUMM •IiE ICTIR ■■nM NE ■mMamm ■MME ■nNEEE ■EN MNNnn Oaaa■N N EEN�II AINI I S M �■■ � a ■MMI MMNnnWiN M■ NNMIIJr1�MINIUMOMMOMMU RNOMORM ■NE ■nn■NNMnENSIM MM■ ■nn ■NnN■ amps u MEMMM.MEEMMMMEGi MME■m: EE EENMEMN MNEMNMmMEiNMNN� . M`maEMMMNNMMI MsmiIIM MNSNM'■`MU . .M E MESESEM Mui imuESSOMMESEEMEMEMOSa■ SNnSEMENN■ EENMM■ MNN■ MMOMMEN■ MMM ■ii ■NMmm ■■S1�MMMMNNENMNENNNNS m •�sa nn n u n ns f MMEMEE ns nsimmo:s nmsnsninnommnsMai: M:MMM EMM :si M n ns s e son U E •s inna i a iE E i N M■ ■ U E E ENMEMMNEEMNMMM EMEEEMMEEME IEMME MM OMEENEMO MMUM manna E■+I i ■ n tm oa E::M MMM: Mi s N o :MMM N Mommu:M ma m m :M ■ I N i MNr: l ■ iMm a nu RN N Mai smussMM ■ I S r M ■ M a�LiESSSnMm ■MM ■■E ■■ IIII Mma ■nEMNN /ESEMS M INnaM■Iur'r■oMmm gminmmasiS s■!■EENN 1aa•IN �.u.u.EMnM ■IMEU■M SE■SMh1rir-f.e4'"'17a11 .11 +::+"1C , ;19.11 0NLN[.'!'_?'if! ._'SrN ■NMMmNmaMm/ • U UE i ' UUU j Ui U E• USMR• I EMUIUIMIU T ■ CAS -: i ' u � ` - :r "Mr "'�M\MMNNM M r0111 1 1 i manna 11 MMmi flti c s MM M y 111111111111111111 111111111111111111 111111111111111111 Em M ■an ommi s mE MMMME a m MM n ` smou nimmi rms m 4:a' �a voi mm'ol n a' E M s- _,A'MMEUUUUMNa ■M �MSM E■ MME N EMSs:, ENEMESSENS ' m m- �11MM Z aMMUMMO1OMME� ENkTON K E N OMMMOOR MO OMM N OMM E ■ENE IN NOMMOMME■ EMOMMEns ■EE ,_ _ .l . c ► ' I•Ou•Minnsmc M■E EEMEMEMENNEESSEMOMMOM■ ME■ MESS uNkSENEEENNSSi ■M ■NNMMMEMMENEEMnnnMEMn ' i■ n■Nnn m E •NN En■ssmsnsMNMEn■ SSE■ EaE ■■Nn■N ■■E>Eni ■ ■N■m■EEEEMnnnans E■ S mi E ;E■ i�I�M2EMN SN�sMEMSN. MO MPREMOM■■ mSESOMM UMMEMOM EMENOEEMMUMMEEEEEESSOMMiEENN m EiaE IRMuNanEMM ■MEMEE ■EEEu■ z1IIIC_`! ar•ry m■ ONEESaMN■E EMME ■NNE ■E■SSaENMEEEOEENMMMNi sn MEMMMENEEEMM ■ MENENNNNNMEMM■■MME■ ■MOONS ■EMNEEMNMENMEn ■ ■MEMO■ EE MEMEM NS ■MOMS ■i ■MM■N>IIES ■ MEEMNNEEENSO M ■SS MNE ■NERMON M NNE ��■ E Mm �� SO NO ,,� E Halm ■ ■Em MM MU s i RESEINNEMONSEM E E�M m MMEMSi■ MM MEMEMMEM Milli■ MNMESSEESSEEEMMOUNNOMMEMONi " �ONMMMEN ' SEUMME SEE ■ , m M ' ' E' ENEMMIMEME:: EM: ME m SSEMEN EMMMM :EE MMM OMM EMEESEMES EII m ' a 1 • EMENNENEM�NEMENEMNEEN OMEN■ ERN En Sa■■ N■ N■■ ENMMMNMEMOI, MMENER MNNMM EN ES r SOMME EIN 'UMM iM EN M� m a�E NE MOM Em rMOMNMMMMUMM EMM MeaMEMMOMEM OMMOSMMONOM ORRE ■ ■IMUN MUMMUMMUMONOE �I ■an■ NOUNIINE ; mmu mmSaaE ■■ Nauman■ EmE■ Sit ■EaiE■SSENissimmirmme■SN Sain ■i■On SNMEEmii a :[ E ■a SEEN ■MM ■a�mm)fIn■ ua ■MN■■aNNNNNENenNm sa a M.I m inNn I mmE M mm■ ■His mai Sea Rs _1.4 a IP ■Mani � ■San EE■EN EMNMMM IN N mI EM ■ IMMI EMEMM MY mm' MMMMaiE NOR N E RR M E Mi Immm ■ M M"MMMMMiEEMEN MEMEMMNimNEmMM�'IMaNCE1�1 En'ErM'Enl MME' raM Sii'" ' y ■ �1aai mar aSES MnM aE■ M UMN �! ■ E N N■■MnE am■�Na nmm ■a SEMEN aEEM EEE ■ m SaMEM Nan■NMfEaE Sian ■ OEEMME I EMS ■M EMMENE■ 1111E ME • DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: fOGDS5 SCOPE: NUMBER: 044)(71/ DSNGR: be,ja • • ••• • • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •••••• PAGE! I't: • •• • • ••• . •• • • .. •• • ••• • • • • • • • • • • : • • • • • • •• •• •• • • DATE: •• • a ili 4i i ii iu_r Aa�i uai i i� i u i;Jd' , 1111% i `a , E l `` »Ia1i I ! �rl MOMO• irl.r I1I;.M MRp Mlial NEE MM limSM mumu mumum mumuu a /! % i�usur mm � ita.io w i aua•i ■liaaaM UM iC - ! al a i■ ■■ MMMEMM INS!■ aa. ru; nia MUMMU M/ ii■ aaaialiiLIOL�..�iaa>tiiaaaaa ■a! ilaafG LW a ArMaiaa ■auMuMMI - ii MIMM !! ■M1 arm ■MM �aM /G7M /Mi ■MaaaiM ■Maa!!'n■ItP!!!/IaA!♦� �1'/apam7 some iuusru•Mm 1MM M ■ ■i1!lM.UM Milli! ■MINE urg.7saalaMMEMMIrMiMl LSs L— 1rY,,� millia„`#1�1i i■1a• ■■• =W aaaari■i!a ILII/(MiMMal alai MMM/ Maul Ma !il�/ MMMiRrMilMtlM•M1 MliM it1MlM■�MMMMr•Ily% Ma. Mii: iiisI• M•Mii•Mia ■ auM:1►7r� a<.! -. Sc�a`�G f Zi 1�.SL•M1a I MN laa{ uMi••. M a .M:MMNmMMNNMMMMNMimtml'� aMa um umMMER�MO MomMUMM 'SM O O MMM Maa 1M! MaM M!l iMM!! Mll1 ai ! ia■uuMEMSMi1■auMi OMM t !uM■aaMai ■alu. ■a ■14 -+� MMI �: /MMu Marta! /M p uu u a.M Mamma i M a %em um mown a imM %H R wyau i . i a LiM %l r tSn i r S M Numl % slim 111 mmmummilimum dmUMM • Mulium% lu taril� ma mo»ummE MERMIMaaia •1 ■•I! fl•UME ■a•Ma•aa SaiaaMa 11MiMMiilau .all.- ril�i`^,at1 MOMMMIMM Ma laaa ■ LMNYauuUUMNMMOMMMM OMMUMEMiri ' 11111 M JA11MOOMMUMUMUM MMRa!lMaM Mi MMUMMM %Mi •MMMMMMMMMMuM1 RIIIMM NNMUM a e �- ` MOVM Le a i a l� a lMM l a "" a " IMIMM ai ■OUSI ■ / aalali•ia . mom .II ■M ■M1!!a■aa•MiiM•aanRSNe �t MM & 7r1.;* /a■aiMM aa■ tiiaRa alai ■■ 1M • u•u . : N .� MM II M M . MA% a i li a� a ir a a %MMM.■ ( {: : NNtauNA %NMiiMt M ■ MM I M a I MA M M MM: M:MM MMM MNMMIMM I ■Ml a M1MMNiummui• a ' l 1 a ■ ��MMMMmummum •Mumma . mummMNM laaaia. ..• M1 laMlMaa■•auua ■iuuuM 17a1M111.1 !' M, C' J7t 1Ml PI.' Ia/tUUal a ■ill! 1111 !■MartUMMIMMMaaat.Maa /UMMUMMENU MUM ■1r1K M Miaawii(rrl.1►l /l�El /MaM�RM+1 MOMMIUM M MMM■ SIMEMMlEMMINMEmmmmisai� ladwd %imam } MIMMUM M M G uMM iIM MIIM■ = MU Maa■ MMM UMMUNUM M ■WMMM ' 11�MONM a iUR ' ICMMM " MU irLI ■MMANO SNOMMESIMOMMMUMM EM MIONOMUM i MMMaMMMMMM■MMMMMOU a■ a Mas /aiMllUMNIlaaa /aaMMaMla! MUMMMMM!lMMMaIMMla1 aalaaM Mail■ IMMa!! asllaa•a !RNMEMMOMUliMa Milaa MM■li! NMa■ a MU JIM ■ia1M• iUU■ 1U MM - muumuu mom M mum mum I M MO MU1 1 MM , i ■l�lMiii�� llii■/i ■ IUU ■ ■� iiMi■ Mii■■■!i liUMUM MMMam■MMaI ■ill ■Mi ■ L- .71r'I mit I�� aG .. IMM UMUMM ■iaai a U■•I ■MOM ■ ■ ■i! ■• ■• ■ IMMM •■■ ■ ■ ■M■ C ' MM:ISMN M MMN:M M W • IIUMMMMNMOMMMM M MMSO MMCMNISOMMIMM MSUUMUMMMMMM MU m M■ mr.m 1 iii�l■l•cm in ■ ■a• 1(1■.�■ urim/ii�lli ii lt►, ■■ M 1i)• �ll�ill "11 rob M • M • i■ ■ossimM■ MMMO MO MM W ,MM ■Lm1SialalrWnmPMMINIn ■ ■i lipmtil� ■sismOMSM15 ■ ■i ■ai ■l•Ml\■ iii iMLLI. !'11UJM.ri !D: 'f.1f. , �� ►; ■S : �c .111`9� -"11 .1 {K."'M'1,. J r Nnill: - 11 ■l.R. ', ■'Lail■• ■■UWUMUU■ !a YiU■■ ■ it■■ a■ U ■ ■ ■ia ■ ■iUi l> ttf■M.■■IUI.UI oiii ■iii M,4U ■i ■lflLtMii■ ■ MI•• MMM up M ••• 1l\■M aa! lANrmunvrmmmuMiii,111wrJlsprk1► } rsmc /1/i■■ iii■ D1a1fMM�'li>Mi ■■IIM ■i ■ /li1KM ■! IIi ii (L t'.��1MI �Y ■ ■CllSC� 1I- U t�f['�lJr= 79:�I1�11'! r!!/f'.(IC ri 1�■! 1►. c ,S:il�1; ■ ■1l ■i!!I•■U■i■ ■M ■a ■a !M1■ iaai■a art ■Ili! l IMa ■iilai■ili■ Ua■■UUMaa ■!ra M Ia/ i• l■ ri` Mii ■MM■M�aa!■.MMM1► /P'ifi:T.�1�III ■MM1Ma a u m OMii ■■VlEWIMM ■i ■ii ■�Mi /ii ■I VINIMMOW SIPWRI l'UNWMI wNIUM ■MOOMPrMMINMlii /tb..I ■iplM ■■■■ •MMiia1 a lI -dl. - 11m.I■ii■CtT -IITI I t.tl ►IiM iR!�)1' I !It<! niNr1.I''t3G - IJ' c, awm l 7R //•alb• ■RM• ■Na ■UMUMM ■l•■ AM rii•[.0 li`.8*MlilmMMiMNN WWW VVIM�ILNI INWO i i ■tiii INI MMi,I �MMIMUSEM M U ■•U u1ML; Un UIIR Mii■ mamma ■ mi■• ■■MM••MMN! RaIMI Mi aaIMla■ MWU ■i■M ■U •Ml l U M M M i i M iU UU U UUUU #N N U M M IRU U M U M i UUUIU ti U U U N % N r •UU U U a il a r U Ma R M ' • ■ U•U U M UU MNM IVC r Ey ir a UU iMl ■ii ■i!l ■lM•MiiM ■lii ■i ■iMiii ■! ■ii!• ilM ■■ MiliM■i■ ■■M,U..■U. m ...... i.. MU IMM MMMUUMUU a U U MU M Nli MSOMMM uUUNiM NUN N UI ■ MMM INNOMU �M IVIREMEMMOM N; iiMPROMM UMIi'l MNi NR Nii IROXIIi UM U ll [�fiw!17idlt., � ` K,• Mtrrt/ v#K..11 � ir/ 11 .■I M ■■UMMMM llcii >LU' -- rG .0 -G.- I ■i ■ / ■■l•a ■MU•l ■UIl■ M MM ill MUM1i ■ ■ ■ia ■!■ !■Miii ■MRMU■!I■EMMOMIMlaarIS a S MMMM ■iii ■•MMIM •UMMU ■Ma ii M !Ma �!" ■ ■MMii11! ■UMWO f,M /•1 ■M POMM ■O MMM/MiimmOROURU/M OSI Mf(a1�Mlila/R'y /.�i!roMPROMMi M i MM 1wlL•NELLIL ∎11,4:tl`7it"t, i11Cfru1ICIV/il•�!t `iS:'ll�/C3Y1tr..1T.La Xtiiv ∎tak L�L'1=',�' 1- ■M a l N 1a M M ■ ' N ! m ummu liummummums C: mmumma:� ' muumuumumm �::umuumur= Il ! ■ ►_. R �cMMi1 ' , arNi> Rti :- M. LM�Ir,I►Ir■rwr r �iaii � ir ii ii i iiNMNi r iN � a l a a iiNMi i i ' N I / i N l ■ r iiNNiM acf MMM■!• !i M•■ia■CJlY ■iMi AL 5� LMISM ■M MM MI M !NMI MM aMMUM PArmMUMOWPoSOMONIPN:IMMI.M E 'Mi'MU'MMP'lanai.M•U•M UMMUMMUM! UMM•MMMNM M N •MU MMMMi liMNsi M ■M■M ■ U ■ i7 ALJTIlllrrrMONSE/1=ai�ML tali _M:1' -r A 1. .. - 1.010:4 11 1. ■MMUUU ■ /aUU ■ / ■M *M ■i ■ia■ ! ! 1! 1 4.+....it• ■M ■MUXl1 ■IMU•f ■Mia ■Mil1M! Mai M■IRM1■UMMM ■■ ■MMM• ■Mii al••!UMMMM •UUUUUUMUMilM ; M MM ■a T M _. ■MM ■ ■!MM•MM MMi■l ■M ■M ■r ■Mi■ Mill • Mt`Ula MrR ii ■ ■iU /Mr ■■M•ii U UMMll•i ■ ■UM ■ ■■UUU MMU ■MMM• • a1 �,� UrMNIOM■ ■ UMaai M/ . M'1UUUMM■MUUUUMMIUUU ••M UMIM • ■Mia■ i ■ M! LaUMIIMUI '►iMMMIRMMM/i MUML14uIitt</' 2te MIL'1 1i/UMiaR ■m■M ■M. = 7 sl r -,Xl illi M1 ■ m M ■M • _ jj1! E lE �..QrA mommos� ""`�""""""` .•+r��adihiMai ■ ■M•MNS MUMMM>ia■ ■ M MEOW M MM MM � `•! m NI.. tENSIO s`ii ■l ■Mr1��ii■ alikl, = Yi�IiRU 1•M11111M MMMMatiRMHM iM ■i.MMI 1111■ M iii:.aGAm iumi ICii•i■ r : T�•r,nob 1 ...maIrmini �• -9F? I iii ■i ummu■ .. ■■ MM ■MMaaa ■!Miii ill• MUMN i1i•r IM■ MMMaI MM-i■M Mi UMIM ■M ■i• ■M ■Mii.U ■!•M., M M:' + ? a i ' i ' :N f M iM '- � 1 i1 'M' ■ iM� / ! l S ' R • ' ; UMM UMORrM %I I N M Ma MMM I UN MM : MMOMMINIO !UUa ■i• ■ ■• RUMM UM U UUUU tMM U yi M. a U M M/ K iiUM•■ M M ` WM ? M M M M UM•U U ■ MM M U■l ■■MM UUMI• M UMUa IU U M m = - M ! ■i � ■ m um u �M• �mu mu • : MI M■MMM•a •M Mill � MIMi !l iMMM[ /UC%�t1xC - �d "� ■fliiM ll■ Mi •�/'1 Mi i/i /MMM ■ ■ •'Mi ■i ■ MiliM M�M•Mii ill _"" Mu IN ! i mPrirrarvl`•iw^waaM enri 1 � ammi■MiMMMMCM m ■nii minaai!•M■rnsu ■■MM mina ■■ M■ Mi� �MiMM ■Mia■ UIL ALai`Yi. - AWMI CJUY ■i 40 1114 EIR M■M ■■aiMM■ INIEROMMM ■aMMM ■MMM IUMMI M ■l ■■Ul MammmiumnimmilmOMOMEMMOSmOMMOMOMMISMINMmmmSOMMOMmimmulMSSMOMmnummummisiumMSS WHOM MM MimmuMMUMMMUMMOtanUmmmmiasSmimMONEMMIOOMMISIMMMEMUMMMEMMOMMEMMIMMEMmommMISMS Min 1 mminnummommummanassummom spormammonsummummummummummummsommumminme a M1 MUUI ■ alMaiiMlilMaMi1l ■UIUUU aIUUUUUa1 ■ M art MaaMM ■lMlia Ma MMMIMI !!a MM UMUMMM!!UM !i MIUUUIU ■MUMM1■a MMM I' NUMI I MMMi ■1!!UIMMMUMM ■ EMM MMM mil uIUIliUUa• U MUMMMMUIMMMa1 aaa•M ■U UUUI MNIM EMU n ! ■ ■ a � RMia!!I! i i l.UIU■■ ■!Mani i IM M il..al MM •IMN a• M•a j U.U a. al M ■ M M M. M . UMIM.I ..M 1' 1 N UM ■ a• M i.U I'UIMMIUM■M /M ■IMMIa UM� M M SU UMI M1 U■= MMM M MUMMMNU■MMEMMMMM••MM UMMM•IN MM MM aMiiMM MM M ;M Ma1UUUIU 1NUUIUMM !MMM Maa M■ ■ M • hu l w aUU M F I MERE= M m.. 111111 a ��laMa 1 •1 ••Mi II i aw aU rl Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580001 User. KW-0800821, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description W-1 General Information Total Wall Height 31.500 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Load 6.500 k 11.700 k k k k k #1 #2 #3 #4 #5 #6 Bottom 2nd Level 3rd Level Analysis Height 0.00ft 15.330 ft 31.500 ft Wall Offset ( datum) ft ft ft Wall Length 21.500 ft 21.500 ft 21.500 ft Wall Thickness 6.000 in 6.000 in 6.000 in Pc : Concrete 3,000.0 psi 3,000.0 psi 3,000.0 psi Fy : Rebar 60,000.0 psi 60,000.0 psi 60,000.0 psi Effective Depth 17.200 ft 17.200 ft 17.200 ft glass Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment vc * .85 vn:max = 10 * sgrt(Pc) * .6 Summary Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 18.20 k 541.9 k -ft -226.3 k -ft k k 23.205 k 18.74 psi 124.22 k 677.06 k -ft 111.750 psi 465.56 psi Bottom 2nd Level 23.21 k 8.29 k 0.14 in2 0.09 in2 677.06 k -ft 1.73 in2 Height 31.500 ft 15.330 ft ft ft ft ft #2 #3 #4 #5 #6 2nd Level 6.50 k 182.1 k -ft -28.1 k -ft k k 8.288 k 6.69 psi 59.59 k 228.85 k -ft 110.471 psi 46 psi 0.14 in2 0.09 in2 228.85 k -ft 1.73 in2 Title : Miami Country Dade Dsgnr: DWH Description : Scope: Concrete Shear Wall Design Vertical Loads... Dead 2.260 3.970 2.310 7.590 8.670 1.930 .• • • • •• ••• •• • • Code Ref: ACI 318 U BC, i 40g3 pet, 2p9i IPA 5000 Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 3rd Level k k -ft k -ft k k k psi k k -ft 153.636 psi 465.56 psi 3rd Level k 0.14 in2 0.09 in2 k -ft 1.73 in2 Live Short Term 1.290 1.940 1.540 5.890 6.520 1.210 • • •• • • • •• • • • • • • • • • • • • • 2.300 k k 7.890 k k k 6.400 k psi • • ••• • • • ••. • : : ,i 4g91 ;Date: 5:g9P11pu pEC 0:1 • • • •• • • • • ••• • ••• 0.0000 0 0.0014 0.00 psf • • • • • • • • •• • • • • • ••• • i • o - W!bcw.Cati ltiori9 Vertical Horiz. 31.500 10.750 ft 15.330 10.750 ft 31.500 21.170ft 6.000 5.000 ft 15.330 21.170 ft 31.500 6.000 ft Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev 580001 User. KW -0600621, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Concrete Shear Wall Design • • • • • • • • • • • • • • • �1�eaa:Cefcyl�tiori� • • Description W-1 aliONOWSMNPVONOMMMEMEMMM Footing fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.000 ft Service Loads 110.21 k ACI Eq. C -2 & C-3 141.01 k Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check © Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As %= 0.0014 Soil Pressures Static Soil Pressure © Left Static Soil Pressure © Right ACI C -1 & C -2 DL ACI C-1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST ` : 1.400 1.700 1.700 1.100 Overturning Moment 411.41 k -ft 411.41 k -ft Mu 10.11 k -ft 14.35 k -ft 105.97 k -ft 253.63 k -ft 569.20 k -ft 0.962 ft -2.301 ft 5.165 ft Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing © Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing Service 1,146.32 1,852.51 5.973 psi 8.523 psi ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : Miami Country Dade Dsgnr. DWH Description : Scope : Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width Ru 17.81 psi 25.27 psi Service 2,344.48 psf 654.35 psf Service 0.00 psf 3,456.56 psf Eq. C -1 159.81 k 161.67 k -ft 1.012 ft Resisting Moment 1,711.05 k -ft 1,395.48 k -ft ACI Eq. C-1 1,635.56 psf 2,712.92 psf 0.750 0.900 1.300 Allowable • • • ••• • • • ••• Date: 5:19PFV ;7 pEC (=4 • ••• • • • • ••• • ••• • • • • • • • • • • •• • • • •• • •• • • 1.500 ft 21.500 ft 1.500 ft 24.500 ft 4.083 ft 93.113 psi • ••• • • • • • 337.23 k -ft 711.87 k -ft -2.392 ft 5.048 ft Stability Ratio 4.159: 1 3.392: 1 As % Req'd As Reu'd 0.0014 0.731 in2 0.0014 0.731 in2 ACI Eq. C -2 & C-3 3,042.11 psf 794.82 psf ACI Eq. C -2 & C -3 0.00 psf 4,351.13 psf Add "I "1.4" Factor for Seismic Add "I "0.9" Factor for Seismic 1.400 0.900 • • Soil Pressures l‘s Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-1 second floor d +w General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Loads Uniform Load Dead Load Live Load Load Eccentricity Roof Load Design Values E 1,800,000 psi Rebar Area n : Es / Em 16.111 Radius of Gyration Wall Weight 63.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 11.67 ft 0.00 ft 8.0 in 5 16 in 3.810 in 1,470.000 #/ft 240.000 #/ft 0.000 in Moment in-# 0.0 0.0 0.0 @ Center Seismic Factor Cale ofEm =fm* Duration Factor Wall Wt Mutt. Concentric Axial Load Dead Load Live Load Roof Load 0.0 2,077.6 0.0 0.0 33.51 10,336.7 1,837.6 13,116.6 402.9 29.64 0.0 1,837.6 0.0 0.0 29.64 11.67ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 16.00ino.c. at center Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Masonry Wall Design Title : Miami Country Dade . • . • . . . ioi B 41591: Dsgnr. DWH Description : Scope : 0.000 #/ft 0.000 #/ft 0.233 in2 2.509 in 390.210 in4 420.51 psi 660.00 psi 24,000.00 psi 432.58 OK 660.00 OK 33.51 psi 420.51 OK 13,116.56 psi 24,000.00 OK np k • • ••• • • • ••• Date: 2:36P1*7 1833EC Q4 ; • ••• • • • • • • • • • •• • • • •• •• •• • ; ; Cttiercit. /SCI 530 -c ▪ 2 0.0000 fm 2,000.0 psi 900.00 Fs 24,000.0 psi 1.000 Special Inspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness Wind Load Axial Bending Stresses Axial Load Steel Masonry Compression lbs psi psi psi 1,710.0 0.0 0.0 27.58 1,470.0 0.0 0.0 23.71 1,470.0 0.0 0.0 23.71 • ••• • • • • ••• • ••• • •• •• • • • • • • • • • • • •0490 5.167 in 50.600 psf 0.08193 j 0.33107 2 / kj 6.79031 0.88964 166. Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW-21, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design `• . • . • . • • 0- . • • • • • • • • • • • • • • • • • • • • • • • •04-91111.ecw.Calanlations• Description W-1 second floor d +w Final Loads & Moments • • • Wall Weight moment © Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment © Mid Ht 367.61 Ibs 0.00 in4 0.00 in4 Live Load Moment © Top of Wall 0.00 in-# LiveLoad Moment © Mid Ht 0.00 in..# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = • • ••• • • • ••• Title : Miami Country Dade : • • • : : : dobi# 4191: Dsgnr. DWH Description : Scope : Wind Moment @ Mid Ht Seismic Moment © Mid Ht Total Dead Load Total Live Load 16,931.11 in-# 26,073.00 lbs : Date: 2:36P01' a sbEC k : • • ••• • • • • ••• • ••• • • • • •• • • • •• ••• •• • • • ••• •• • 10,336.73 in4 0.00 in4 1,470.00 lbs 240.00 Ibs • • • • • • • • IL1 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW -0600621, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description W-1 roof d +w Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load Design Values E 1,800,000 psi n: Es/ Em 16.111 Wall Weight 63.000 psf Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Summary 0.00 ft 8.0 in 5 16 in 3.810 in 75.000 #/ft 60.000 #/ft 0.000 in Moment in-# 0.0 0.0 0.0 0.0 16,041.1 0.0 @ Center Load Combination & Stress Details Summary Masonry Wall Design Seismic Factor Calc of Em = fm * Duration Factor Wall Wt MuIL WAMMOMMOMMTRiAMPN Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = AIIow Steel Bending Stress = Axial Load lbs 135.0 75.0 75.0 644.4 584.4 584.4 Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Title : Miami Country Dade Dsgnr: DWH Description : Scope : 0.233 in2 2.509 in 390.210 in4 347.38 psi 660.00 psi 24,000.00 psi Steel psi 0.0 0.0 0.0 Bending Stresses Masonry psi 0.0 0.0 0.0 0.0 20,355.0 0.0 0.0000 900.00 1.000 1.000 Wind Load 0.000 # /ft 0.000 #/ft 16.17ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 16.00ino.c. at center 634.73 OK 660.00 OK 10.39 psi 347.38 OK 20,355.01 psi 24,000.00 OK np k 0.0 625.3 0.0 • • ••• • • • • :•••• : • 4 9 91 Dec: 2:26Pir :1 8OEC 94 • • ••• • • • • ••• • • •• • • •• • • • •• • • . • • • • • • • • • •• • • • • • • • • • • • • • • • • • , , • • 1lecw C9t. Iftoe& •• • • • •• • •• • • • fm 2,000.0 psi Fs 24,000.0 psi Special Inspection Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness Axial Compression psi 2.18 1.21 1.21 10.39 9.42 9.42 5.167 in 40.900 psf 0.08193 j 0.33107 2 / kj 6.79031 0.88964 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description W-1 roof d +w Wall Weight moment @ Mid Ht Dead Load Moment @ Top of WaII Dead Load Moment @ Mid Ht 509.36 Ibs 0.00 in-# 0.00 in-# Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in4 Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Title : Miami Country Dade Dsgnr. DWH Description : Scope: Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 16,931.11 in-# 21,538.81 lbs • • •• • • • •.• �. �. : :.lPh'00-1191 Date: 216Pr :8pEC 114 : • • ••• • • • • ••• • .• . • • • • •.. • •• .• • • • • • • • • •• • i .o4Vecw:Ca ?c ji& orbs Rev. 580002 User. KW-0600821, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • • • •. • • • .. • .. . . Final Loads & Moments • • • • 16,041.11 in-# 0.00 in-# 75.00 Ibs 60.00 Ibs • • 169 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: Mr pc, SCOPE: NUMBER: t rjloy)i DSNGR: • • •• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • •••• • • • • • • • • • • • • • • • • • ••• •'AGE %ia• ••• •• • •• • • • • • • • •• •• • • • •• • • ••• • • • • • • • • • • • • • •••DA1t: • • •Uri'L■Anr# In! ■m9■■afAI/!c AMM OM MUMM O MOii� iiiNN MENNE #` NOiE MO inn ri R1i�FrUMMIO nnn n n n onmmnannnan■Mii • N • mnn i�nlinnonne nennonnn u i tiaman /ir!■nmanma/ii Ui liiRi l7 fiU[7 /7R•R /T, \! iTrU rnrMn!#iMi ■#moor# / /•# /#iinonn nmannwemmnogno *miner ■ #ti /•nor ii m Wimininneenalincloronnnirmarrnwrinnn nonnonMannnnWrAnTleT,,Pormumtorni=nnaupweirailuzlstnnonnmnannonnO N irrr ■ ■ ■•�ONAMOMMIMMOM r UMM M # r nMer•r•i ■n i iiaYaln ■mM■■Ma M ■i ■INIONNMl!# ■■■ ■ ■ ■OMOMMOi■ �!f►. i#•iMiOMON r #■ #■ m■Er#■■■■■#M /!i■re*Wo##rriin li•RIrrRi eplinnw ! Weli !i■nOnnannonnoni /irrr#•rr #•i■lmio il•ifv:'Z"•!1i- cniQ�: ith41 + 11e_ -I Nni : - — F,i•s i Sc3i'� .. �Iiil'` '2. :: #U�iiii/i■tirlir r! mmumminim m mmi e mm #•■ mmumm#mrm • ■rim ■ mar■■ amm,mmm■ ommommU n# ■ ■■miO re•• #•M ■i /iiri# ii# ■irr# nmo umnOnOOn a nnE n n uL 43mr _n me n u m m uimn is ts un nu rrni• Iu _ .. .nR. I ni nne n . • t. i nu •m nnm� r• .iu /ini■ Ml rri• ■/Uric{ ; �ir ■•■#•rmn•OWYM lr <.: c 1 # ■r•■■ nennani■ .•i!•i ■ir•r / /rir # IMIMMWMIR ■nM N # /MI■■■'r/ irr ■i■ / # ■i■i ■t ri■l�nnesirir■i ■ ■!i i/• ■ /•ilir/ # ■n■■nier#OrriMUM■ nee■ rM•/ mnr •r• ■■ /■•■i"!'ANUM1� # / /rMIVW5MA ■■nerr �111`i,7 !• r■i / ■r # # ■ ■ /r# o•Mn•n■■#ir ■ilfernommo rimamm of mini ■rltoura /rirr■#■r•r•ni• /■iit /•ii1w'il iM ri ■lrlitnnonnninn •■ o•#••nn ■m rr_13mr ∎ -l` A7 v � LU•mttril ■t► lJrii/ R7)1R'771� t - - -. ti # • rM■■rn•r/ ■err rU / #/ /en■•r• #!■ ■ ■■i�lrUMMI• /■Maim / /i41/W S1!i''yraillOrLA i Mi MONOM it MMUin■e• /ien■!en ��r �� M iuu 'd ! , # x� li gn! m i nn nn M % n ni nn o nnunr# i/i n un •# n /nnISU #Mira ■ANNOMMM■ ►,A• C" • ■nMPO lm Anne a#•r nL40.11 (II S " .71IUrr /• ■ #t■ _ r ■ rUiaRii/ ■e # ■e ■inrnU #rnno /M■ inn iu ■ Mier• n# n■ nl mmnm# tlmn•niinonunimblrammoni■rennnn ■mmemnammmummunmm•mm••mmomm ■i■ ■r# H " tin• m• ommmmlor •menmmirmmtlir ■stir•tlmommommm ! M i •nom ■r•rmene•min lair ••liM. ii■l it' `mss r l�c•:T� WA 7 A t �r. Iiliti.4 [ ffr #/• EE i I11 r / #ii ■UnnneRriniie� ■r■n• •r• ■name# i■ iii# e■ nUr#/#■ i�rir ■i#�e #•iMEi!lrilirMt #i ■rUS■ ■i# r••ii#•r iilinUe#r•rrrr r##r #U ■onnunnan ■■■■mmaiimmur■■ ■r #r /U# ■ ■Unsim i ■•Urn / ■rr ■ ##nr! # RrliOMPWOMOMP U•itlp!i ••r•r #■ mmee ■r• imii; :'Lm'f..MOmmrl: <�i !F:K7i� �1N' /r #•r1t14` #rinri! iTMC„ . C' • �`t 1 � %ll "i4ri' l:.r i' a #u rms■ #rom•nUS•■• rein!' /i' /1!'mmainnonani #rn /i,Abroct' llmuli: t�! y.� ]l i�rM mmome imm i• / i /iiUr1M # ..n/en•r m #n•lrnri■ ■ #M � ' e•ii ■ irlirlrri #miii�l:Cr / /Mli # #rrnrU 'lisi■ # /ri r! itA• #r nrUn#•'M■ ■ i ■i reirir[L ■ ■ /iilrr ■ ■ #n /e ■1<irrYrn #ni/ ■ ! •i ! rr■r ■n UMl UNNOM■#i•i •o■•r# m•i ■lrnmm• i iiiMU ■n•rmf i /r iii■ lnimr#iilimi� r ■ o /mama• narim ■ • i•nm MUM ■,• �M• rMr• rl�i�l •r ■•li•r•iiirrM ■•in•omrmnn m# ■ . mmmmmn•Usouum•iu/m•r• MOM ■r! •n■eie• / ■ ■n ■irine•ri ■iiri ini•rrii ■i ■■ i m r Un /rrinn•#mommum■in :mums n n . n■■r••U ■rim / ri ■•# iiii■■Mmmmmm•r•r•r■ ■i ( r /•ti••■i ee/n•• • e #e mine ■# rem•mmmmm /�m•moeml■ i M■nn••onmM•r ri m of imam MnMa i#io nnr mum bmm n•e rmrimmmrl m••emermmMmmmn■mmm mire/ m mummommimmwm mmmmmmmmmmm MINAMMUM mammas mummulamm # •/i ■■!m ummume■ ■mane■mmommm ■i m air•• rrli• n rOMM N rri ■ill■r•me•••mminri� ■ #M•rHr l•U � Mr ■emnlr•m ■ • ■ # #• oMOOMMMUMMOOMMEt� n ■#Mm InoMM�mnmmonnnia m er mine lrnonnann n I n l nnn i ■n#ne nnne mnrnu #nimnno io#rm••■e•• ■M■r #•i•eeil #•mi n i # #m NOMMnmmni W M U rn i ome omn / ■ • mo mummemmy l ��r�mmumum ommum iummumm m immune /mm rim #ir #r# #m ■ ■!s••# ■ni• •• roil •ii # ■■i /i#innm•emir•miinmilm mm mmmmririimirmrnm_ m##■■ Mn■ r•• #••air#mn•iimr•m• ■••m# ■•n•• • Mm•■ mome#■ iliMmmommo m•■ rnmii • ■rr•m•eiii■mr■■MM■Mm•i•• #m r ■�/ m iean ••miiri #i•■m ii■nM•m•n■a iiim##nnnnUim•Mmirnn MUrrreelmi ■m■ninrin #m •r mmami Mrnm■ m• mummmain ■omim•■iiir ■miner■•■ rimirnnMr memmmm# im ■mmmOmm#mnrm i irlim # i m inn �i • l !•min M OM M Urm M M OM M • rmr ■ nnn•nn irM NO MUMMOUNMENN ili l n •n n nin onnn ■omrn #ir� U iie� ■neriUM ## N IMMI # #•nl #Mere• lnrl■nOMON■ #Mnr•ir•ir■m MOON imm INUMNOMM•M NO MO# NOM n MINWmim MMl•m•eri•M ■MMINNUii NNON M i * ONANNUM•n MN • N ■iii• r / #m••er#OSiMM !l=O • nU MONO ■M■U••rnn■ O ■ lnnn � ■iemm•Mlimr■ MOM ■ i AMMONIUM eei#ir �m ■im M■orrrro WOMMMUMMIMer ■m! m�•nnnMMM ■ ■neMOMMMOM O M ••U#■#immMUMMnr UMUMOnnnnr ■omr•rrr ninni• #n M# in� rmi minnnn•■rrn■ nnn it •i fine •iiime e•inr•w• ■ennn •onion**rni ## #�mni•nm•nnum nnnnnonn•r•■im■■ ■i••••iii■eii a mi*mmummmmOmma ■m•!r••m•l•mr m ■i im■i ■•mo#!■mmmmmm Mi#r•mm# mmmmmml /rmmmmmmmm■mr••Mrmrmmn#mn •■ /m• /rime mmn•••mmrU#r# #lima m#■i•o■lr■mmmmmn•■nn#M mmir i••ml••rimmummmm l ■mmmmmmnen er ■NIMONO mEM M • ryOO rri ■ M■■ i• neon m r #r■mnnninnnunnomrrinm #nrr■! ■rM in•mi■l•n■M r rMMMOM in MM#NAN m ONANAm••MWWr ■•• r• nnmem m mmmm m mr mmrmm mmom ■Mmmm minim ! M l m o _ r • m / i m m iimm um mmmmmmmmm mommy m � »m e %mom r; %mumm mumnimmommum m l ' r�NOMM O N M• »M / #lnlnrii■ire inirRtm•il /r -° - _ -- _ _ - ■ - /rim•m•n #■r murno • ■ na* lir ann nn an n ■Rnnnni, %••lnmoas in s E__ � ■n %r nn %n noire / /ri #•minim• #mi alienn•nnm lM ■• nUUn• imii #i #nienrmnirml ■i ■ # #iile Unn•• ■ � Mono MOUNOMOMME# • mm lmmmmm mmm mm mm A ■ n mmmmmmmmmmmMMmmmmmmm emm mmmmmr nM e mm mm•m i m # O man ie •• NN IOMMO Mm mrr`U# /■Mrrr #nil Mrm in •■/nm • #eem•im ##rri ■mirrrlM •mimmi•nm MMM MM#rr#i i•rnmii r pp n • Mai ■Mmmo ■o mom ■■iiii ■nnnmrNlM #r i■ nMrm• • ■ ■ie■m ■■rrmrmmmmmmm mmmm•# ! mm mmummu ■m u minim mrmie umm n•fr■■■i■mmomM mr i •rrnm•a mM ■iimmmommummemma#mlm i mime MinnXnn■ ■■in n #Mm mm m•H ■#nnnnnmonni r nnr n Mlinsm rmH� ■m• m m ■i WOUNIN Wi M;UNNO M m mmmmmm m % %• in ■ iii #••min SUN %iammassessomm n r ni/ •M#• % • U i��rt � �� •r /m =r�n ii i M • i� • i � • •ii • � •r ■Mrmmm rri MM lll■MU# ail m•■•r■ar■■in#Mirin■ ■N ii M#rrOMMO inn/ MINM�NNirm r ■MlinM•n n i■n ■ ■mini r#•rrti� M ao N MUMriww � j M � •enrim UMli ••m•nn•iM•iir ■ #io ■e�n OW Iml e MN r NI m n• � N ■ ■ rrniir /M �ini■# /nee ■■ommumnimmomm #i m M •Urnm ■MOMMONnmrUMMONOM• • M n• U ■■ninon min • minim• #■ i■ ■rim /mm!•mminn#■ i ■M• #mmummma imi■ i� omum m moMiumiumi • •■aii r •em imi #mm•lmnn m•ni # /��fiii mmmmmm ■m■m ii ■ ■i #mi r•rrmmmmm mmmmmmmi r #m■ mmamMM•i a rm�eniiiMi m��momm m ■i�nno n un nnmi•■MR n■ n nno i nEXO #mna nn • in n rmni■ n m ri ii no ri /u #i i••'•Unnirr ■n�#nOniln Ane ■err ■rl! r M • l` m##KMne n M•. nnnn Rmlimalmf m m mm m MM IN mimmmam m mumm inn Mamma i lmrnnMe■■ •Mmum Ulm ■� ■ nn MlMmiiM■!■■iie m imm ■ ! ■ m■rn•• error it •emir •MOO MOM WOUNOMMUOMMir ■ ■# inU eirio#ir#i.y m nia� ■ • ■i•Ur � ■i Mni■ iU ■l I ma � main mmissmam minn•i r• ■■•aim �nn ! i aim�r•• M nie #ni niiMimmminm•mri mM� n m ■ Mom Mne mmM.#mn r1Ntf 'ei im irr omm ram• �Ua ■nanmmn n ■ ■ ri U• nm•i n s ri m an iiimMi ■ ■ l _ nii #mlm U•iirmi # #m ammo a i a rm# ! ii o■ n m ■� 1 � R ■# ! #nn•mri noon m i tM ; i! ■ ■ � m � il s l miiiMM i � � n ii iiii• rm M m m■ mine n Morn •r nMima` • ■!! #e t `��t� • •• i ■ •#n � # #M n! Minn ' ii is ■i� m m � nr na�� ii r ii■ iiiU #ii r EN nn , i Mii� • �• � mmn i■ni�o r m ■ii *i i ii m#i mamt i • :MN O• M • r # m �O MU Mriunn. •rin �IMOM � r non Mint I •mir•ri #� y L •' m n UU _ mom : ME DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: l(f)S SCOPE: NUMBER: otfr, , DSNGR: 7,04 • ••• • • • ••• • •• • • • • •• •• • • .• • • • • • • • • • • • • ••• • • • • • • • • ••• • • • • ••• • PA • GE 171• ••• • -- -- • • - • - • • • •• • • • • • • • • • • • • • •• • • • •• • • • • • • • • • •••• • • • • • • • • • • • •DAIS: • • #EOuiII!m■ E■ NO■ E■I EEEEM■ !ME#lEIiMREii■iii#OEEEIMEEURNE■ " ■■ ■MN g 7EErurwtlii.tr.M ■!ii/iuu M iNE■i Mi t mil MiMuM M ' m ■ i El i irOMMMmMMRMussM UM ■IUi OOS JOI MMucu 0 E . mlimiu. ■ ■!!#EEE■ ■MENEU� im/ E■EESROE#■I■#UiiNswoom u ■ iM■ em� omm �w�N �>! c NOLs ■. a■Oil SEEMOMM ■ its ■ NOROM M N7EriIM /Y ii E N ME M L` mum ■ MUM ■ i E / ■ i��iulimtimm MMMI MMIi.M Mii Mi.MMMSa � ' .E, iiiiu� "1i�iimri m M" i m N e*Umau ■isim i#';: it D,Aiii ■i ■! ■ ■ii ■■ /■iM ■R ■EE /� ■ ■ ■ ■i #i■ ■/iiii ■iilAi /■■mini■■ /#LiiNm■■i •i/i ■NOOMMN ■i ■# ■■■ Oil l# ■ WOU /■■ i ■ei ■ EG1midg zu izawas ■EiM ■RMMEE■ ■ ■ ■i 1•ii•i ■'i� ii■ #i EI# 1!u imi■ OR# iRRim■■ M■■ MEl R■ ISiomsmwr� - mmsmssm / ■mmomoSS ■■Its■a�slssps itSM ss ## s MIME NE# EM#■ RIIEEM UE■■■ E■ i■■ i■#■■ L■ANAM■■■ii ■ /■/OMMUMi ■ ■ ■■ ■MUSOM UM ■ immm i# ri ■ MU M u mom ■/i MI ■ ! ■■/ MIME MMIl EM■ i ■m ■MEmEmI ■ ■E ■IIIR /i ■r■>t ■■/■■i■ x ■i //O OW U EN MU S OO MM iii MUM N■EERRmmuN ■m.MME ■EER#Ma.EM■ EEMii_ t_■ NM MM MUM EMME EE R M imm //i■M ■ONSOMMMMMMME■ ■■ ■Ir.MINUM M wwINNENNOM y ! MOMEMi MME:M M MMMMiiiiifME NOMMEMM E RNM E BERMOMMIUi%iI ; l �i ir i i • s S�i lii. Ennn7i� i ■rtiuririiy is M INEMNM/MM IN MOMMU MOMO M O /R MMMii OM MUMM UMUMMMM isM M iiui li■■ ■■■i /i ■/ ■ii ■.ii!# ■# ■ ■ / //i ■■ !.■ ORMI� i u / / ■!# i ■i ■iil►ASIO ■/■ ! iii M IUIM ■ ■ ■EM /MM ■■MIR■E E■MMEE ■MINE lE M• M ■ EMINUMu■ UMME.E MEMM El. NMUN ■■■ENM ■ ■ ■ ■ ■II! ■ ■ / / / ■ ■ ■! ■ ■ ■ ■ ■Mi /! ■! // l..rra�� ■'.tL"iL'1 Mum: � � ■ ■ ■ /!!i ■■ ■■ iii ■EE ■E ■ ■ ■IE # / / ■!II ■ EIEUI / /!mill! >r ■ii■ ■ ■ iiiiiiM■ / ■iri ■ `� E ■RE R■ii Ui MEMEMOM PROMMMMMMMMENUM ■EMMO r INENNENUOM UNUMMOMM MN OMM iOMMUNEB N IONSSii amen >As � f7 N ; � a ■E■■■■lsi■ Ionwa ■m # ■ ■ii ■ IE/i /mMmmmonewm Nina E / /NIi■ / ■ ii ■i■■i ■ ■Oil■ m ## � m s U MIMIm Mim R #/ i >u M{ " iR . Riu m i ■Ei RIMU MI ■NOMM E■■iMEEENO#U!i iMEi ■M ITMMOi ME■ e'!7Nir . 1►1 ■ ■ ■ � ■wmmm ■ Ma i ■■■U ■ ■ ■■■Ii ■ / ■i ■■i!■! /■# PAN / /l /! //i r ■ Q JI#ii�1■I > /Y/! ■■ ■i q lo`■ RR U■ it ■iii ■■■NU MiM MEMO MMMMMMiii�#iNOMER► i�MBUM Nii:�MIu.�: /: MEW i�::� u: lli'�' - . N ■ :UM:U: EMUS ■O ■ iii l iMiMiiiir 1i ■! mmnim ■ i i m il maromum .■i �►m%' ■ /u . i .. i. # SOMMUSiM ii■i i■■■ •N Mi lis\ # ■i■■MI■■ ■ ii /i ■ ! ■i R KV I • li i p•i!t ■•t■il/ "H" mimeo , t l i t = ■iR >�MMREMI ■ / ■E ll #r / �I ■ � � j�j,, ■ ■■ �� M U M MER MM ■ # uMi l l • i CM' • IMMIM M is �:` •SE #N l . � M I M MMM NMi■EmE ME#■IImImM■■■ ■IIREMUII►•IIIii■MIIEE ••I /Ii)•M1� i M� . `/i r �• • � ■ /it ■i■ili# ■/U MMM MR�MM.MM.Mm. • CM . M.1I I K a m v'4ii IMM: motin um■ . at u. �: 1a a C /1, ' : i u!_■ii . u n i ■ ■# i Imo ■ ■ ■ #1 ■. t ,•uRlt� ■ ■ ■M11N■■iIM■E ■NEMmMIINS Ilsss ri�ea>w ■ �iii R �� MEIIIEmiu■isssr#■R• ■NRRm iltlssssss� ■MmmrsuIII MMi MiN N R iRimm •M. . Mi� liai: MEndili:MilNEN ONMR " .lb 6 M i RO ML iMEM ■i M ■ # : � ■■ RM/ E■■ IREI ■EEMEM■■■m■IUl!■!/ME■EEEEIIMR ONMENE##MIMi #iSUREENUMP ■M# M# i■iummi M 'i:r MCMCM : stimmaM� ■ ■ C M:MM :MCu: iNM: :S m .. mmmi l :u� g a i O■ml`N INIRI■i irNNNEIMO /ENi E/! /# ■ ■ssi ■ ■s#/ /!■i■ ■■■ RIME // NAM mix N MMM ■ l E#i ■M ■ ■E■i E RI ■ /R#■EM NEOPOR WIMi ■ ■ ■Eiii / MMUN ■ iMREMEE■ ON MUM ■i■■ E EEEE■ ■ ■ERMMMM Milt l< ■M ■■■ ■ MNNE ■ ■ i i! BURNOUSE # iEM iMi MMMC M� I MMiiiiiiM %iM�M 1IaMMiEMMM:M .M ■IiEMM E E iM t !#E ■M_�,,_; . MUSEI MOM !ME■NmRE ■ m u m m m i MI ia tE ■ ■MI i ■um m u R ■ ■ OMENS M M e n i mm ■ � f • ! • MUU Mi MU U ■ ■E■MM ■E ■!M ■■■FEET ■E /MU■ EI NEEM M BM i# MENM MUUMUU as MMi■ O ■ MMMMMMMMMM:MMM#LMMEM ■M ■ MM E MEMOM MMMSESSESMOS E ii RR EEil ■ ■i Rii E■■■ ! / /■■MEMMOM ■OSSOlESI /UE■IilEMM R /MMIIIEE ■E#RIi EE ER rE N■iMi I � S ■ MM :: ■lEMI ■E■ EEIlMII■ EmE■EE■ EUE /NIN■EE ■MIImMIIME il• M i • ■N ■NMNEMImimmummURm■ ■EE■limmum�N I�Iumm min M//EMIM M I■E#Ri // E ER ■E■■■EsERNi in M EM MEM ME■EEME ■E ■■m /■■■IEEE ■ER /M'M■M ■N■ EI EEI M M iM NR#iy1 M ■ER# E ■E■! /EM E ##■# ■E ■ ■I # #RIE■I# ■EIIM ■ ■!■ ■## ■■M /## i ■R ■N ■i /MIFF ■■ UMM/M■EME OSI # ■■ MIE ■E/EEEI i!■MEEME ■■EM#MRIU ■IEEE ■ ■!E ■ RIEE/MMEi RMOMME MMI/■ M E ■ / OM �■ ONSi■ IEIMENi #ME MMEMROMMUMMUMUIIMIU ■OEM ■ ■NOM M U Mi EE MMMMEM E ME MMMM M� M ■ M EE M m a mm mam _n #■R ■OM■ RM ■E EME! ■I nmmen mammon M■SEUEE ■ ■ ■■IIIE ■# ■ ■i!E! /M ss _ 01 ■. E E Mile O wm O M Mlmi ■IEEmEiEM! /IM■mi! ■ #■ /EEM E • E um E , Mi MIM MMMMM M MMMEMEEMMMUMEMMMENEM MMM M iSOSSI MMMM �MM OMOM M' SUROOUSISSUiMS MOS is MEN/ iM ■■Ei. iiMMMii E Mii M iiiMM i ■ : ■�,. "iiM3 Mien N ■nIMM MM E M MMMi MMEiiUMMM M,MENNEM � M E/ nn n nE E R W � ' inninniO ' MSS EEM MMII■ERERRERMENSR■ M■ E■EMR.#RM ■I OSSES I�M MOOS' OSSO OS OU URIM� MMEEE RM# i iMmE ■! ■ERR # /OOEE #!!i j MMEM MM MOEMI ■M ■!M /RURMU#RMEEME ■ MIN lMME■M/REMM■SWER# I E O LIME A ti 11111:1111 M/R #I ■IEMRMti ■ M■i ■■ ■i■EEEIM ■ ■i■ ■ M■ M om E ■RIME ■ m ■MM R R M ummii sussumemmmul moms . m ii i Ei ■ ■ ■Iiammu E ■E RE■ ■ ■■M■ummori# i E_M�NIEM MM ■ ■■ ■■ ME ti ■ ■ EM# ■EIE#EERN ■EM EmmemmuE ■ ■ E!# I■E ■ ■RRM/ M iMEE mS iMOSSIS iSO MMOR M UMES M MUMCMME ERMOMN:�I ' i ls� M nenn O i■EMM ■ ■MfEMMI ■R i■ ■N ■■■■ E■■IRi■i. MMEEM M man ■En mo N RE ■ = N OMM IO MMM M MMMMMMMM U MMIR %MiaMMEN MEOR #M EM MOMI LM ` i- i* Mi I M MOO■ ■i ■MOUE■ ■■MOIN M n C EO Simi O S iM MMM■ Eli ■ ■i I = i M EIME■#R M MM ■■■OUR /MIRM M Mi ■M iiM ■ ■annur amMM # ■!i rtKEUi E �mmRM ■i ■ ## EE M MMlM i■ ■ E M ■■Eli IO _ � M' i EMI MiIEE�M �j E!E M � i ■i EO IE■i ■ lEE ■#E■OE #E ■ ■MM / S ERI■ ROM ODUMEMMMERRRO E■MiEM#SMM■EIEIE ■MMM MMN M:■I ME M , ip:■ EI RM ROME iEMEEMMi.�ii /EM� O�E MitlaEMEMI E i Ei■ � �I � I� .- lip:. E i �M EM OM Ilk M M MMR ■i ■■EIME■ ■M ■ I MMM m m • � 1 ■ MM � EM E mo NM mmmM M■ EMIMIM ■#i • 1. ■ ill E MSOMmmiummage NM M M 11M MR i M 1M iE■ ■ i .M t M i "1111111111 mism M ■ M ii M IRML 0 = iRliRi i ■ j VAIL am. M mum pm i ■ iMM ■ Mt ■ main. I� iM Timm i ■Mtm■ # ■M ■M l • E � I •• O V i I R M mmm .•IE■ ' . ••••u M aMEN MM•i " s w R ;_ E • Mir R E � _ _ lMr. ■ DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 7471 -I STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: tnCbS SCOPE: NUMBER: o4l•J•J 1 DSNGR: Doi • •• • • • • • • ••• • • • ••• • • • •• •• • • • • -• • • • • ••• • • • • ••• • • ••• 'R'3 t. Iii ••• • •_• • • • •• • • • • • • • • • •• • • • •• • • • ■ • • • • • • • • • • • • • • • • • • • • •DAVE: • • lMiMtN mmumm mmON■ MEN# MN M■ SINEMNNSS• ■SMN•NNNOMM■MNSIMt M MMNt/ ir#■r 7 MMMMMMMM SM aNNNSINNN�]7NC % 3SKUrN[ ■uuiuult#■NN,f■MN■M■•lN■MMENSSI ■t■ ■e#■N••N ■N■I r4 MSNM••MM NOMMO■ ■#E ;Sit #N■■ / //■■ ON iNitt / ■■■■ ■■ ■ NNNENNSleitt■Mi ■NMM■NMMNM SSNNNSMENEN■M NNINI mmumm•r I•■NMS/ ■M..NMNMNINN ■ ■ NSUSii■ ■t N:1 M■Mllll■■►Jtia.MUMMti■ ■M.i tM ■u•ia M u.0 S'i tt� I' CINN.•M■SN ■NN WN 0r■!■■ It /t■■ ■##■#■■ S■MINNUNENNUMMENNUMEMtNMtNN• ■■ MtM#■MiMarNMNM ■t ONNMMMt■ Sit ■t ■iE ,i ■■l■MS/i!■■ ■■#ti ■/ • MtM UMiiIMMMsNNINMSNMO • R S IS N ENu NNr.0 uuRSiil■�� C M ` min MuslummeNNSMNINN / •SMuNINNO MM: MMM:MMM uN uR u • ii MMM #NN ■ .•MNSMNI. N / ■ ■l ■. NI ■ aH ■■i ■t`tl■/a'■llausu ..tt■ / /ti NS■Iiaui /u MS■ ■SNii ■MU !i!Y ! ■ M M■ � tMt ■• /M ■MMSSrMi#NN■M•SMNS■#Ml•MNM ■■iuM.it ■Mtu■MM■NM■ /�kikNs ,'`i■•iINS#iitlMININRU•i# ■ MS ■ SS•M• / // ■.n /l#/NNUi1 SSl■ltii■lS / li.Stt ■■.u5 ■N■■MNMN■il: N M■i ■ MMMMMNNMMINIMMON Mt MNI/■■ ■il■# ■itt / ■t■ /#tl■i# / / /■/ /i■3li iti// • SM•••t■ ■uau. ■M■MNMM ■t #t /■MSt /■ll>t■it ■l■MOMMOM ■l /i■ t /titRO■tt#tt#MMNIRM i /it/Sii■t■ i■ uMMNS•i tSIRMIN U N N•■■# NMMMMSNNIRMIN IMMM/ S■■MSNMMMSNMM ■t ■MM■MMS /t ■l# / /■Nt NuMitt /S■i/ ■ ## # ■lRl■ mwirc u! ■■■lM#t/■■Ntt■t#M■t NENNNElit ■■MMM/ ■AM■ tlt■tNf■i /Mt■#■ ■il! ■ ■t■■ ■l /MM ■N(lM ■ M■ SM■ tu■ NMA INE•■ NN■■NNNNNt■■SMMS#SSMM■Ml ■�I ■N■■MMN /iN WA ■■It ■■i /!■■E■■M//i Ii ■M ■M# ■MCt■ MMM• ■SMi•i ■NM■MN NON ly( ■i ■tIMM■ ■iii # #! /!�1■M 1�■ 1` ■N! ■ #lt:NIMX iM ■i#/ iM /# ■ NMSM■•NM■liii ■tl'i■MSNMeMMSN ■ ■ts ■ iii /■�'� �!Arma[f?•,l'i'� 7S:-] icric; Cik all MI:JN44,r ! taui■MM/■#i■/ ■ t# MORNMNRMEMMOmmummONNMON MNMMM MM: ` uuMMMM MMMMMMMMM MMM MMMM MM:�Ii ■ N MN IMIU M I I Ni� MIN I� N iM M M � N M iMMM OMMM ■M ii• Nii■ i t■• •■1MMMN•MM#■•ttMiMSt•N■■■e•NNNM ssurss M M MMM■S ■moss M ■ M ■MM NM ■ti ■iN■ M ■ ■I MN #NMS ■MS ti/Si■.. ■■•■• MSS! ■i.NN.iM /MM ■.N•r #M ■AM' pr MM ism MN MOR /M M NN NNEN r NM► oTCt• ;MIi t %n N am r i #M MiM N u M ■:MMM M ' MMMMMMM:MMMMM NUNN ; j a�yy -■� ,,■j S t �S S # #' :MEMMONM NS MEM # ■■ ■M•MM M ■NNNN ■ ■MM INN i M m/ /M M INIMMI ■ ■t■ Mil ■SSMMMMS / / ■lii t■ ■li'�iylMi #iMi 'SIGN/' l M t # #tt■/li M NSMMMMMS■ N■MM ■MN NNMMNMN■M MRNOMM[i: M #t i� 71 W4.... 4M t ■■Nt#■IMtM■ #M! as■ MS /iii ■NN .S ■ ■•IM■I•MM•MIMNISMS■MSMM /M a•tiNNMI /■t■ i m iNN\Nlli tt i /NN /ti /t/M■t MIMi MM MM ■tNMi M/M■INNi#■OIRP NERMN ■iMN/l■/ •■■ENN ■ M NNM ■ SS■•■ ltuuui■ M■■BI NN M■ t ■M■#NMN■! ■i ■M■N • /l •■i L1 ti■■ NNNM■ / / /tNNMM• ■•M■itc�.`t■r££ir'!F�• !i M ■ NNNI■•■ /#M NlN■�._ - M ■N SMSSuu ■tit MMMN•MNI MMM #/�SNMMMMN•■ ■tM■i■1rtC ,\istNN tt■ /i #■ #MI /I/M MuMNNMIit■MMMM■ m ■,�.•I•i MM . MMMMM uuuuM u uMCMM N::MM' i� :riM ti: :' ?I / s , '' d M . � • M!#• MMt■SMONERNMENNMINSIM!// RE M■ t■M• M R P.MUg M II/• ■l!■■NM■i ■ 'M S■ �� AA M >f■#••% M M■ StiM S■l i. uN •ti�MMMNNMti•M ■NSMMUMS•R■IS•i tli_RIQ'; /■■ INN! ■l■■■MM ■i■M•ItN NNN/Ni N OM / MO NIMMENMMN ■■ SSM S■ M••■ M■■ ■MNMMN■M•■MMS■MM■MStts•M•MSN #MN N M MMtMMI■te# ■itiNi N S M MM NMMMMMMMM MMMMMM ":'sMM M M MM ■ NM M MMM M U i M MMMMMMMM " : ui ■ "" gNM. N M S•■ MNM■MSMMM■MtM■t#MMiiill■ /NMtit /!/!Muss ■s•t Mgttl ltM■N■MiiM/tMtN ■M■■MNMMiM suss MM■ MNNSNN■■ i ■lM /NNN■MMNMM#iNNM■■■ ■#■ /MMN - ■rNsiiiirMilu l M ws• TNIN 3t" ■ltii /YNNN•.M■ /l MUMS MUM /ttNMNMMSMSMamts�uNNNNmonn tNi■ ltM■ MN■ ■ussaiM N//p_■ a imsslismussossi M /■N■M ■SM■MMt ■MMMMNNNN INNM■ MN /tMt■■MN■i■M■NUMIRMO7rMIRWRi !W lt- L=tr=' "7•6i44 I>V; t I i Ml■■ INN ■MSIMttR•N/• NMMMMt ■■l•ltt■lNi�•M■i•i■ ■t■iMSSMtIMMis NN sem Os � IW MA N • SM MMMMMMM INN UNINSM UNS MUMS M rNi■NNUMNSMUN EiSi INi M■ 7 t# # M i i i ■• N . MINNOW" i NM ■• Nt # #MM M•■ ■ NNENSsmeNNNONNNENNUNNNINNUNIMONNINNMSENENNINSOMUNNWINSUNSIN MO MMRO M MM ■ M OM N RM MM• i tl M: MM NSiMMM■■% Mt■ N ■i N INNNIM MMM•N#i■MSS m u l mossislM NENNENNNENREMONOWNMENNNIMMENNUMENNENNENNSINSUNNNENSK M MMMMMMMMMMiN NN ENNSMM . M :M M u NNE NENENNUNNUMNSSammummiNNENANamiNammamEMINNOMMINENNSINNEE W :M:M:NmrsMNtMtoMM i i1 ■i# M% NNMNM ■Mi ■NN ■ MMINNMONN_MO MMN■Nti # / #M NEEMMMERMILMlijIMMIRMNIONIMONORROMMENNMERENNINNIMMONNIII MMNi ■ ■a./ IMMENNIMMaillaZIERNINNINNISERMEMMUNNEMMENRINROONNMORMINNEMMIONERSOMMERNMONIRMONXEMNROMMOMMOUNNMN MUMNINNOT MNili NONNINNUMINSMOMMONNNUNNUMNNOMMINMENNNONNUMMUMMUMMONSM INN smossussossissims Wm _ stimmesilimi MM■ SM SiMIO Nl■MMMMNNMMnM■StMERMMMt■MMM■MMl MMM■N MM N•NMNMMMINN SN .. � r NNiNNN. MM NN ■Mt■■MIMNM ■MMM■NNMMMM ■MS ■NS■■MNMM ■I t ■ # Ilti■MNS•■ M MM M i■MMM■•NS•■#MMSSMMINNNN■ ■NN■ t#SMMMMMURNMS■ lull MMNSM N WO M u NSl MMUN•MSN#M■# ■N•NNNSNNMMNUMN ■SNNAM N#SN lllM■i••iM Mt ■M MIN M /M ■ i M ION M ■IMMEM# N■ t■Ntst■tMit•MMM■■ NNE •MSSNNNROMMMIN■ ■MMittN /NNMNM i M 'N' NNNMttN M ■M■MMSNM SN IO NNNNNIMONOMN MMINN■MS MN■MNIMSNNMM•MMMM ll SSMU N ■NISI!•!! M� ■MSMN■ Mi M r OM O MMEI NIMI i NMNIM M N ' N E M SG !'"' usissts fimmoss MO NNOMMO N NUMN w MM l NI# ■ MM ■M MM i N #M MS NSNN• Ni l t #MNMN ■ M siM• MS#N•NN•NNM #N M i SM SM•SS IMNI s tilliSSMMM• M M■ ■tt ■■M /!Nett ■Mt ■M• ••M I■■s 1 s MNM �M am / MMSNM iM M s SNNMit# #MU• NSMN#Nl MIME ■ /■N!N■■•MISN INe #t ■M / ■M• t ■N ■ M■tNSI OMEN ■•M■ ■ ■ lN /NM # ■MN / ■t t ■M /MMNMNNMt l #•MMNMN ■iNNN#■lM #Nei MMMMNiM ttMMl■■• ■■NN!_tMM• NNINMI MM ■N Mt Eli SMN /Ner M M M �� i!■MMiiM• ■St ■ M ■■NS ttMMSNMiiMMMEMMNSI MM ■•• #MMMI M M MNNORMiNNINNI INIM•Mlt =Elli M i INNN N N i NM l � N • N i i�N IM M N ■ MMIM N �M ■ MI N M g N N O ■OMMINIM MNSS ■NiSN■i ■Stt N■ #■M #f MMSNM N■ lN ■ERN Mi1MI %M OMMMORNIU MIX M S MNNIMI N OMMM■I l■■ MINNRI I MN M NOIRiSO N M MII NM MIMOIR•ERNMINi M MMI N {•MNNiMMMi ' XiM�r M MN ■ M M NSMON S INNN # IIMMNtttitNNli ■SNMNMtt ■M.iMS M M MNNN■ M �N��; j MM IN t lN■I [Mutt ■ ■■ NIMMIN #eituM■ / ■.II.MM . M ii I ■ M■ ■■ N N ■ MMUN/MMNMMS■MMMM■NNMMi.Mi MRNIMMt■■SM MINMINIM Mi e N t■ t■/ lit ■ i!N ■M•••■MiNMMMMERRE■NMMINE■lt Nilti MiMM I N NIMM MuN M • tlul wa•t ■■SttaM ■ SeNM## umma M /I■MI■mumm NNM M# NS • •• �t • It ■ ai a N U MNhN •• M • M M ' ■e. M i. ■. II •M M s U IS •••Nll• MI ■MM ■M #MN SM■ MM Ie MM M ■ MMMMM M. IIuuMS■ ■■M•■ . ONI t ■!■M= M ■• M ii•MQIN u .1ii ■ i Mt•• M ■ ■ NME N N S SN■•■1RM•IM •N..■NM NN MNM NlN u' " SM MM SMS M N■t a NSa■. M S ■M M SS #ii.Su • • a . . Nrf. MO■ ll S N l R NM••u• • l 'INN tt.NNM.S• m •um S ■I •ISN.M ■S Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-2 roof d +w General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 10.79 ft 0.00 ft 8.0 in 5 24 in 3.810 in © Center Seismic Factor Calc of Em = fm * Duration Factor Wall WtMult. 210.000 #/ft 0.000 #/ft 0.000 in Concentric Axial Load Dead Load Live Load Roof Load Design Values E 1,800,000 psi Rebar Area n: Es/Em 16.111 Radius of Gyration Wall Weight 58.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 Pm (1- (h/14Ory2) * Spinsp Allow Masonry Bending Stress = 0.33 Pm * Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Axial Moment Load in-# Ibs 0.0 210.0 0.0 210.0 0.0 210.0 0.0 522.9 10,460.7 522.9 0.0 522.9 Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Title : Miami Country Dade Dsgnr. DWH Description : Scope : Masonry Wall Design Steel p 0.0 0.0 0.0 0.0 19,539.6 0.0 0.0000 Pm 2,.00.. psi 900.00 Fs 24,000.0 psi 1.000 Special Inspection 1.000 Grout © Rebar Only Medium Weight Block Equivalent Solid Thickness 0.000 #/ft 0.000 #/ft 0.155 in2 2.695 in 372.510 in4 441.10 psi 660.00 psi 24,000.00 psi np k Bending Stresses Masonry psi 0.0 0.0 0.0 482.72 OK 660.00 OK 10.19 psi 441.10 OK 19,539.65 psi 24,000.00 OK 0.0 472.5 0.0 • ••• • •• • • • •• • • • • • • • • • • • • Wind Load • • ••• • • • ••• •• •• • :414124191: • D 7:49PMp :15 pEC 94 • ••• Axial Compression psi 4.09 '4.09 4.09 10.19 10.19 10.19 • ••• • • • • ••• • • • •• • • • •• • 1 • flitioRs •• • • • •• ••• •• 4.275 in 59.900 psf 0.05462 j 0.28038 2 / kj 7.86864 0.90654 10.79ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center 17; Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description W-2 roof d +w Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall UveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 312.91 Ibs 0.00 in-# 0.00 in-It 0.00 in-# 0.00 in4 Title : Miami Country Dade Dsgnr: DWH Description : Scope : Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 12,848.59 in# 22,628.55 Ibs • • ••• • • •• •• • • ,bnp Dat 7:29P ,a5 • • • • • • • • • • ••• • • • • ••• Rev. 580002 User KW- 0600821, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software • ••• •• • • • •• ••• 10,460.70 in-# 0.00 in-It 210.00 Ibs 0.00 Ibs • ••• • Cf4 • • • • • • •• • •• Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User KW-0800521, Ver5.B.0, 1- Dec -2003 (c) 1983 -2003 ENERCALC Engineering Software Description W-2 seconf d +w General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Floor Load E n: Es /Em Wall Weight 1,800,000 psi 16.111 58.000 psf Max AIIow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = AIIow Steel Bending Stress = Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Summary 11.67 ft 0.00 ft 8.0 in 5 24 in 3.810 in 185.000 #/ft 90.000 #/ft 0.000 in @ Center Masonry Wall Design Seismic Factor Calc of Em = fm * Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Axial Moment Load in-# lbs 0.0 1,315.0 0.0 1,315.0 0.0 1,315.0 0.0 1,653.4 12,236.6 1,653.4 0.0 1,653.4 Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable • • •• •• Title : Miami Country Dfd2 Dsgnr. DWH • • Description : • • Scope : Load Combination & Stress Details Summary 0.0000 900.00 1.000 1.000 1,040.000 #/ft 0.000 #/ft Design Values 0.155 in2 2.695 in 372.510 in4 431.10 psi 660.00 psi 24,000.00 psi 584.98 OK 660.00 OK 32.23 psi 431.10 OK 22,856.81 psi 24,000.00 OK np k •• • • • • • • Bending Stresses Axial S Masonry Compression psi psi psi 0.0 0.0 25.63 0.0 0.0 25.63 0.0 0.0 25.63 0.0 0.0 32.23 22,856.8 552.7 32.23 0.0 0.0 32.23 •• • • • • • • • •• •• • • • • • • • • • • Z3b 4 04 -991 • Bate i •49PM, :5 04 • •• ••• • • • Emile Ref: a €1530 -02 • fm Fs Special Inspection Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness Wind Load 0.05462 j 0.28038 2 / kj 2,000.0 psi 24,000.0 psi 4.275 in 59.900 psf 11.67ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center • • 0.90654 7.86864 17S Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW-0600821, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-2 seconf d +w Final Loads & Moments • • -- - - - • • ••• •• Wall Weight moment @ Mid Ht 338.43 Ibs Dead Load Moment @ Top of WaII 0.00 in4 Dead Load Moment @ Mid Ht 0.00 in4 Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Masonry Wall Design • • ••• • • • ••• •• •• • • • •• •• • Title : Miami Country Died• • • • • • • fob ;� 04 -991 Dsgnr. DWH : : Data •1:49PM, : 5 04 Description Scope: • Wind Moment @ Mid Ht Seismic Moment © Mid Ht Total Dead Load Total Live Load 12,848.59 in-# 22,115.61 Ibs • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••• • •• •••• • • lee • 0 - 9J1.eaw:t alculations • • • • • •• ••• • • • • • 12,236.57 in-# 0.00 in-# 1,225.00 lbs 90.00 lbs • '76 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Loads W-2 seconf d +I Wall Height 11.67 ft Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Floor Load E 1,800,000 psi n: Es/ Em 16.111 Wall Weight 58.000 psf Top of Wall DL +LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 0.00 ft 8.0 in 5 24 in 3.810 in 185.000 #/ft 90.000 #/ft 0.000 in Moment in4 0.0 0.0 0.0 @ Center Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Masonry Wall Design Seismic Factor Calc of Em = fm * Duration Factor Wall Wt Mutt. Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Max AIIow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp AIIow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = • • ••• • • • ••• .• • •••••• • Title : Miami Country Daiio • • • • • • lob 04991 Dsgnr. DWH ; • bat & .15 DEC 04 Description: • • ••• • • • • ••• Scope : 0.155 in2 2.695 in 372.510 in4 431.10 psi 660.00 psi 24,000.00 psi 0.0000 fm 900.00 Fs 1.000 Special Inspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness 1,040.000 #/ft 120.000 #/ft Design Values 34.57 OK 660.00 OK 34.57 psi 431.10 OK 0.00 psi 24,000.00 OK • ••• • • • • • ▪ • • • • • • • ••• • •• • • • •• • • • • • • cote Ref. A 530-02 Wind Load np 0.05462 j k 0.28038 2 / kj Load Combination & Stress Details Summary Axial Bending Stresses Axial Load Steel Masonry Compression Ibs psi psi psi 1,435.0 0.0 0.0 27.97 1,315.0 0.0 0.0 25.63 1,315.0 0.0 0.0 25.63 0.0 1,773.4 0.0 0.0 34.57 0.0 1,653.4 0.0 0.0 32.23 0.0 1,653.4 0.0 0.0 32.23 ••• • •• • • • • • • • • •• • • • • • • • 04-9 1.ecw:eai • «,ia5ons • 2,000.0 psi 24,000.0 psi 4.275 in 0.000 psf 11.67ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center • 0.90654 7.86864 111 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 • • ••• • • • • ••• Title : Miami Country Wig' : • . . . • • • fob # 04991 Dsgnr. DWH : ; pat e t:40PM, :15 EEC 04 Description: • • ••• • • • • ••• Scope : • • • • • • ••• • •• •• • • • • •• • • • •- • • • • 04981.ecw:ialcutations Rev: 580002 User. KW -0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • • • • • • • ••• • Description Final Loads & Moments W-2 seconf d +I Wall Weight moment @ Mid Ht 338.43 Ibs Dead Load Moment @ Top of Wall 0.00 in4 Dead Load Moment © Mid Ht 0.00 in-# Live Load Moment @ Top of WaII 0.00 in4 LiveLoad Moment @ Mid Ht 0.00 in4 Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Total Dead Load Total Live Load 12,848.59 in-# 22,115.61 Ibs • Wind Moment @ Mid Ht Seismic Moment © Mid Ht •• • • • • • • • • • 0.00 in-# 0.00 in4 1,225.00 Ibs 210.00 Ibs • • IT' Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description W-2 roof d +I General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load Design Values E n: Es /Em Wall Weight 1,800,000 psi 16.111 58.000 psf Max Allow Axial Stress = 0.25 fm (1- (h/140r)^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 0.00ft 8.0 in 5 24 in 3.810 in 210.000 # /ft 120.000 #/ft 0.000 in Moment in-# 0.0 0.0 0.0 Allowable @ Center Max. Bending Compressive Stress Max Steel Bending Stress Scope: Masonry Wall Design Seismic Factor Calc of Em = fm * Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia 0.000 #/ft 0.000 # /ft 0.155 in2 2.695 in 372.510 in4 441.10 psi 660.00 psi 24,000.00 psi Axial Bending Stresses Axial Load Steel Masonry Compression lbs psi psi psi 330.0 0.0 0.0 6.43 210.0 0.0 0.0 4.09 210.0 0.0 0.0 4.09 0.0 642.9 0.0 0.0 12.53 0.0 522.9 0.0 0.0 10.19 0.0 522.9 0.0 0.0 10.19 12.53 OK Allowable 660.00 OK Max. Axial Only Compressive Stress 12.53 psi 441.10 OK 0.00 psi Allowable 24,000.00 OK • • ••• • • • ••• Title : Miami C ountry D'Idq, • • , • •• . I • * .lob /104-991 Dsgnr. DWH : Cate:7:41PM, 35 DtC 04 Description : • • ••• • • • • ••• np k • • • • • • • • ••• • •• •• • • • • • • • • - • • • • • • • • • • • • • • • • • • • 04 • we IcuIations • • • • • •• • •• • • • • goQe Ref: Ari 530-02 0.0000 fm 2,000.0 psi 900.00 Fs 24,000.0 psi 1.000 Special inspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness Wind Load 4.275 in 0.000 psf talrearAWAWMPIMPIBTAMMR 0.05462 j 0.28038 2 / kj 7.86864 0.90654 10.79ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center i 75 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW- 0600821, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • • • • • •. • • • • • • .: • • • o4- %1 % ecv r ? culations Description W-2 roof d +I Final Loads & Moments • • • • • Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 312.91 Ibs 0.00 in-# 0.00 in4 0.00 in4 0.00 in4 • • ••• • • • ••• Title : Miami Country Dr% • • • • • •' •'. ob 4 04991 Dsgnr: DWH • • path •:4 /PM, :5 CSC 04 Description: • • ••• • • • • ••• Scope : • Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 12,848.59 in-# 22,628.55 Ibs • ••• • ••• • • • •• • • •• • • • •• • • • •• ••• •• • •.. . • • • •• • 0.00 1n4 0.00 in-# 210.00 Ibs 120.00 Ibs igo DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: Wr SCOPE: NUMBER: pt'99! DSNGR: .1�r.�# • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ••• • • • PAGE Iii • ••• . • •• • •• • • • • • • • • • • • • • • • • •• ••••• • • • • • • •••• ••• • • • ••. • • • • ••• • • • DATE: WM oM MEMMNMMNMMMNMMMMMMNMMMMMMMMN MEMOMM ii OOMMEMMME ii i OMM %TTMCOn WOOMMOMJMOMMMO ##iNNM i : MMNNNNMMNMMummm maimm umml mu i u ■.11■■M■MMM# ■###MM■ii ummumm /umm■ momm.i ■ *7�mmt /�■ . i e4N rr4#/#/// U{3■iiumna1■LiiildiAmukamme■m /i MMNMNNimmiliiNMNNM� ■MM:NMNNN =NNNNNNg:MiMi" r owr f/ 'zi tMw.ammoso■m sii� %w 1\ �i�%i1�misiim Of M NNNNNNNiN NNN"NMM# # ■.... : ii iii /i %li��i K \rK i i #.##i•'I - A'A i■ / ■■/i#■/ #r # : ui■■■■.■ i ■■ ■■i # # #■ # #■/ui /i. ■■ ■u ■■ ■i■i #i ■i # ■#- # //ii#■#■ ■ ■i# ■/.1■ Luria■ dii�%! ii■ P■ i i ■#■■■■■■■■■i■ii■#■##■Rii/ i ■uu iiii ■auiuuui■C /#i■■i/i /i■ / /i# ■■ ■# • • • umu i.uu. M uu i i u .■ u uat a& ii . i■i /im�t0�it1 %i # NNWm t #�i *i i. MMIRMOMMMA MOOOM MN i#!# � ..ui... N:::.:MEMOMM. ■ M■• ■M ■M•■■.■M■•■iii■iMMM•#IA�i7 : Yf7 iM■■■■ M !!uu ■N• ■iM /.•■#•■■■ MMMMMM•M■■••■iMN•• NM•.M■..•■.■•M■. /■ iii■• M.••. .M•!Iuummi Nrmmi ■ ■ ■i /■#■ i uMemoi■■/i■ii#iiii■ M ■M.■ iii##■# M■M Mi■iMi■•■iM.i ° r! \Iri• ^ i!M •1W>y!MR?ii#a!t L•�'?3.. .A.7L7 ?2' /#. :..111: `iai ■r■# /. # /■■i■i ■■.•• ■M• mbil #Pl ■i:s.•.uui #XA•#iuiu■i■■� #■/� ■il�ilMi■■ ■■i#i#■i>A ■#■i/ ■/ i#iiii ■ ■■ M. ii ■.MM#.■.M.MiNNOMMOWWWW ■k. - s 7∎MWAr TIME =MNO I'I!C-i!�l` WEIC iRfi •■i■ //i #•ri■■ ■ ■# ..• M.■...■.■. ii■■■■' i■ li l i• ■EI# #■•N■ t■ ■ ■■ /tiro# ■ ■i■iri r< Y /x .i i ii• • /■ #i ■■uuia#iti■i ■ ■ii■ /sii■ /ii 1m ■■ i■■.M■.•■..■/UM■■ •■lliiii•#.■'Ii■i.MMM#•• ■ M■ ..M ■f /iM///M /■■ //■•MM■■/ /.#■.#■ ■•iMM■ ■■iii .i ■M■.■■# ■M#i■ ■u•••■■■il�i■■#tiN i / ■ i•/•• i■■#■• ■M■■■.••. ■•MM■MMM■• //i■#i■ ■ ■/ #■iiN■i fiii■•i N■ iii ■■ N. ■•Miii ■■MMMM•�f■ ■ ■• •• ■ //ua OMMO MM■■#•■■■••. i//■ i •• /. ■#■■■iii■iN■ ■•ii•i�• /#i•■• •■ ■■■MMM■■■M.■M••M■MMM MOMmmomf% ■ / a■ iii•■•MM■M•i■•••••i.MM■•i ■i•■• ■OMEN /i• ■i.•••f■M•i ■.iii � C:ra Luo '.N r Nm mmmm mm mm NNNN: % i uu uuiu uuuu• u uu •• • N ■ .■■#■■N..■M■i•M■ ■M•■ #ii ` . I i■ I ■• ili.. ii. at U■ Si/ � i11�■// i. /■Ja ■ .1i/■fi#■ •i i N ■• ■#• ■ ■■i i■■■■■. ■ ■ if%lle� m/. ■##Pminelmmu ■fi■■•r% diL��i ■■ #■•i■/1■R /#■Rtii/i//#•■i. i•i■i■■..i■■ ■. ■•• ■ I mumNi.N::.u..u C NN :\ u % ■ ■ UN #: :� # ' :: r, ' : ! ' N:N � N:: •i i , : : ii• i■■ i■ i#■■■•■•#■/ iii i■ i■##■■l lfi# i•# fli i•.#■# 1! ■/■■•iIl■iifi#■■i••/•■i /iii•i s#•.fii iii■ii•■ mimmumaimmummemummummomummummulmmumanimmmumummummummmummummumMummummummummm MNM ■ . M■ M■ M•■■ M■■ iM■■ MM■OOM M• IiM7 C:?Ili ■ ■=,t�!E'.4MUMM��i• ' I OMM IUJI•#■fiiiii#.■Ni•■■■Ni#N■i ■•■i■• III i# #N#. ■■ ■•M■.iii•MM S•ii1■/ 11164■■J f d• b•.•'• r•• i'•• �t■•■RI■■It'i ■■ /• ■.•M ■ ■ ■■■■ i ■i ■i■.ii■ MM■ ii . ■ ■■# M..■ii■■■ /•■■MCM■• Mini■■•■.! /i■i•i■•f!• /#•r #N■ /L / /■iVUI/ / /•■# /■MEMMOM•■■ ■i•■i•!.•■•M N• ■■## NM. M. MM i■ M■ M•■ #Miii M/■1iN (# M.I■.■■■••i►■r••I MMi••i ■...u■MM ■MM ■M#.NM•M ui a u••■M #MM MUMM■MM ■#M ■M ■■ ■■MOMU 'S MLMMM■•■MUZ ESS #EEM <!! wtSMMM /MM•■ ■i•M■MOMMUM■■MMM■ii ■MNNN N• immumNN N MNNummuMMNMMNMm ommu! NMNNiiil M UNMuuNuiiuiu u iiuutii.uuu u i� i u• ra' ' ►um:• '=GNNNN :NNNN:MMMMMMN ommunm mmum mmnserg ammo momm MM manaNMMMNN:MNi• M #MN •�:'!■ iii /iM ■•■ ■•M■■.iMM■M•M#M■M••i :" 7A■ i■•> tM ••■••••�•i•Mi• /�T■• ■■ ■MMMM■Mi #..■ ■M•i•M•i /■iN ■■ ■ ■Mi /M■■■i. iii / ■■ ■•et; 2M12 SL'mM!ememi"ege∎ ,mTs•M ■ ■MMi•■ ■MMMMi ■# ■i••i• /#• mumm i•• iii■■■ i.■■##■■■■ Mi■.■■•/■ MMH#■•■■ Mi•/ Mi/ M• M R ■ Mi•## iMi• M1/•/■■ M■/ i // / /#i•MN>t■ ■M #M■■MOMMMOMM /Mi■ #i■•U • • INNN•• ••u••••Iuua •N•NNillOMMM/MM /i / /MM•WOO MMOMM■EWOMM %MMWOMM OMMOM mM: �IMMO EMMMOMM:M:OMMOMM MMOMMMOMMO MOMOMMOI: C: MEMKEM %i::O NM:NO:M'MMOM ::: MONN NN NENNM • Mmu NCB' N ■ AM MIN ■ Imm I NNOMMINNIu mm usi ��mm � i :mmum22 M M ■ N N.M MuuMCMMM..M N :MM % MM M MOMEM # \ M N /MN MM MN : 'iMMMMM"`ti::MNW MMOMMOMMNNMMMN :M NNM M:NNM MMM.NM M ::M:M M ■... M■.■• M ■.■■.# MM /M ■N ■#■■ ■ #M■iMM• iN• M MM#M• M ■///•M• ■M• ■M# ■MM ■ ■M■ M i.■ MMM#■■• MM■ M•■ M■ MM■■ MMM##■ iM■ i■ iM## MM M■•MM�M ■■MMMMMMi■ /M / /•MMMM#iMM #iii■ ■•■M•M/M MMM iM/. MiiMMMM■ M■■ MM■ MMMMMMM■ MiM■ M■ i■■ MMMM■■ MM■■• MMMMMMM■■ MMiiMMM. i /M•MMMM•#iiM■■■MNM ■iM■MOMMOMM MI ll �•Ii ,INO MUMM Niiia i NNM ii ii • I MMEM IOM M W O M M M MMO MMOS M O / = ' N i limamumm :: #/NNN umumM : � M nummom AN: mmumu ummummemmum ummumu �: mmummommmumm m: RM :i MM OMM %N� MN: M M UMMO M % f NI M M MUMMN N NM M : Oi N: rC : ■M■MOMM ■M■■■ #.MM.. /i•MM#.#•■ ■ ■••■■mini ■• ■•.■.M■■ mmmm •M ■■ ■•■■ #••■M■■M. ••M■ .NMi ■•M.M •M :� N MN N NNI MNNM MNNM NNM.■ INIMEM'NNMNN IN M M NN :MIN :: III M•.■MM■.Mi#•iM#N■•M1■iMM � iM• ■ i M •■■■•MM ■#MMMMM•MM ■M ■mmum•M■M.io ri•MM ■M ■■iMi#iMMMNM, 111111111111111 N1■ w i �iiCi I M MNi I IT I MIIM M UMMI n amm iNNN• M r Nii iN 11ful M ri� M •ii M N ■M ■isimmin r 112 .■ ■M.### ■ # # ■• ■ ■# #88. # M ■M ■■•M■ ■ ■ #•1 ■iii■ ■M##.MMMi. #MN#•i•M■■•••i• NI MNi■■NM■.M■ N ■M## # M■ ■MM•MMMMMMM Mi•■MiMM 8 8616•■ 686 ■M■•MMMIMii•Mi1#■#1■/MMM■•MMOM ■# MN•NNNNN.■ MM iNM MM#. MM•■ MiiMi #■•1MMOMM ■i i• MMM■ M M#MMMB ■•MM ■ ■' .i #■• /MM•MAIL MM j� . i #N# M SMMWRMNNNNMNAMi� i MMMMMMi■ ■1818 ■M# ■MM•■ ■MMiNNNNNNM■iNNMMNNNNirNMMIW •.MWMMMNNMiN••ii• ■ #M fi■• /MM# ■#MN ■ ■)IMMMMM ■i■ # ■i miTh ■■M ■##MN .i■i #• / / /M#M Mi mulnilMi■ Mii • ■i /MMNONSMIM /i•iiM.•i•• ■ ■ ■ ■ ■ M i M / %MiMR O M ■ ■ ■i ■ ■mummu ■MMMM#/M#MOS i• iM .#i•i#!•■.M•i. ■■MtM ■MM••Mi ■■•M# ii.MMM.iNMM•M ■iM■M . ■i■ fi■■ umu #■.M. ■ / /M ■.■M. /#MeMmmumm MM.M■■ ■ � ■ N M■ ■ ■i .■... ■.■ ■##M## # ■ i■ N■ MNMM #■M ■ / ■ Mi.■■ m mmm 1186 M /iM#M m NNmm #•Mi■�j •# 1.11#1# MM.■MM N Mi _ ii■ ■■!■■.//ii.M.Mii # M■# #.i■ii.i■.■■ ## M ■##■■. MNM. iM■ M. MMMM/ MMis ■ ■M ■MMM■iiMM#NMM#• ■M#iiM■M ■■ iMM 1 #■M■ •..■ ■■■■ M# ■ ■iMM.Me■■# ■UMMiiiM.M # #.MM ■■ .M Ummi M mm moM .MMMMi all oN#M■ ■ ■l # ■M•■ ■ mmuNIMii ■M■ mummu • ■MM■ M#MMMNM■M.••M O MMM MM M# /•. ■.MN i■N ■M M■ MM1i M ■•MMM ■ ■■fiiM ■M ■ M. • ■•#OSS i ■ MIiM # ■iM •MMMfMMMM ■i /# #68666■ 6866• / ■•M M *�iM .M1 ###i■ ■##MNM•# #N ■M ■ii #i#i[ #M ■MMM ■ ■iMNN # MMMMM #M.M## ■ ■MiMSUMMISSOMMINNINI MUS _ M m NMN ■N■•MM # MM mmmN ` NNi i #iM■ #Mi■.■.# ii sommm Mu �■MM MIN as ■ ■ M mi Mi N i 1 M M M m NN i N i meN IM AN i i ■M i� i M M m iM� M M1 M Il M i M M N ■ MM ommu imumm mu tom mumm mil II #NMN ■ mu #.•M ■M MM #■N,MMN IMSOM M�? NM OOMM ■NN /1 ■1 M UMMIM■i. # ■N M MiMi .■ MN M .M ■.•.•M1NM M# M j��iM ' M #M ■ m R■ NN •i M M Mi r M■ _i■11■�MMMiM#i ■■ M N M ■■•MMM• M MI MUM ■ NNN MMMMMiiMMM #M ■ M MN ■N# ■■MM MMM U MMi M M •M M MUM[MI •M. N I � i ■ .NNM ■. ■ .M.# ■' #Iu # ii Mu.M#!# M M # ■ ■�N N M/ # •M ■M■ # u •' #■..Mi ■ M.M.#Ni •. - ■ ■ #M # u/ UNNN u uui i = 'i iuMi i uM O MW OM M M ws u M i M MMM MOMM M MM M N M MN M• S MM M M•M M i u ■ M■ M M M NN N i i.•A L . M u M MMM iM ■NN ■ ■l■■ Ji LUMINOUS ■M_ #■■I #. i .MMM Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW- 0600821, Vet' 5.8.0, 1- Deo-2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Loads Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load E n: Es /Em Wall Weight Max Allow Axial Stress = 0.25 fm (1- (h/140r) "2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL +LL + Wind DL + LL + Seismic W -3 1,800,000 psi 16.111 58.000 psf 0.00 ft 8.0 in 5 24 in 3.810 in 210.000 #/ft 0.000 #/ft 0.000 in @ Center Seismic Factor CalcofEm =fm* Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Axial Moment Load in-# Ibs 0.0 210.0 0.0 210.0 0.0 210.0 0.0 522.6 10,441.3 522.6 0.0 522.6 Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Title : Miami Country Dade Dsgnr. DWH Description : Scope: Masonry Wall Design 0.000 #/ft 0.000 #Ift 0.155 in2 2.695 in 372.510 in4 441.21 psi 660.00 psi 24,000.00 psi 481.84 OK 660.00 OK 10.19 psi 441.21 OK 19,503.45 psi 24,000.00 OK np k Bending Stresses Steel Masonry psi psi 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19,503.4 471.7 0.0 0.0 • •.•• • • • ••• •• •. • • • • •. • • . • • boa #0491: • Date: 12.08PM,• 2 T DEC•04 • • • ••• • • • • • • • • • • • • • • Wind Load • Axial Compression psi 4.09 4.09 4.09 10.19 10.19 10.19 • •• •• • • 4.275 in 10.78ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center 000 • • • • • • • • • • • • •• • • • • . • • • • • • • • •04- 931.ecw..Calcalatiions 00 ••• • • • • IMERMIXOSSSAMSOOMMEWWWWMOSMOMMW ivole Mete ACI 53Q Qi 0.0000 fm 2,000.0 psi 900.00 Fs 24,000.0 psi 1.000 Special Inspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness 59.900 psf Design Values 0.90654 0.05462 j 0.28038 2 / kj 7.86864 Load Combination & Stress Details Summary .: : s. 182 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User: KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • • • • • • • • • • • • • • • •049!1 ecw:Calctletions Description W-3 Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht 312.62 Ibs 0.00 in-# 0.00 in-# Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Title : Miami Country Dade Dsgnr: DWH Description : Scope : Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 12,848.59 in4 22,634.14 Ibs • • •••. • • • •• • • e • • • d • #'0 991: • 91' Dat4: 1t08F : 2 ; DE004 • • • ••• • • • • ••• • ••• • • • • ••• •• • •• • • • •• ••• 10,441.32 in-# 0.00 in-# 210.00 Ibs 0.00 Ibs • 00 • • • • 00 • • • i$3 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Loads Wail Height 11.58 ft Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load E n: Es /Em Wall Weight Top of WaII DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Summary W-3 second floor 1,800,000 psi 16.111 58.000 psf 0.00 ft 8.0 in 5 24 in 3.810 in 185.000 #/ft 0.000 #/ft 0.000 in @ Center Seismic Factor Calc of Em = fm * Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Design Values Rebar Area Radius of Gyration Moment of Inertia Max AIIow Axial Stress = 0.25 fm (1- (h/140r)^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Axial Moment Load in-# .Ibs 0.0 1,271.0 0.0 1,271.0 0.0 1,271.0 0.0 1,606.8 12,048.6 1,606.8 0.0 1,606.8 11.58ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wail w/ #5 bars at 24.00ino.c. at center Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Title : Miami Country Dade Dsgnr. DWH Description : Scope : Masonry Wall Design 1,086.000 #/ft 0.000 #/ft 0.155 in2 2.695 in 372.510 in4 432.16 psi 660.00 psi 24,000.00 psi 0.0000 fm 2,000.0 psi 900.00 Fs 24,000.0 psi 1.000 Special lnspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness 575.58 OK 660.00 OK 31.32 psi 432.16 OK 22,505.62 psi 24,000.00 OK np k Wind Load Bending Stresses Axial Steel Masonry Compression psi psi psi 0.0 0.0 24.78 0.0 0.0 24.78 0.0 0.0 24.78 0.0 0.0 31.32 22,505.6 544.3 31.32 0.0 0.0 31.32 • • • •• • • • • • • • • p op #'041991; Date: 1209PM. DE00AL • • • ••• • • • • •• • ••• • ••. • •• 0 • • • • • • • • • • . • • • • • • • • • • •04-981.ecw.Calreilations •• • • • •• ••• 00 • • • • • • otle12'1 /I 53$-02 4.275 in 59.900 psf 0.05462 j 0.90654 0.28038 2 / kj 7.86864 11 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User: KW-0600821, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • - • • • • • • • • • • • • • • • • • • • • • • •04-9 1.ecw:Calctlations• • Description W-3 second floor Final Loads & Moments • - ••• .. Wall Weight moment © Mid Ht Dead Load Moment © Top of Wall Dead Load Moment © Mid Ht Live Load Moment © Top of WaII LiveLoad Moment @ Mid Ht Maximum AIIow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 335.82 lbs 0.00 in-# 0.00 in-# 0.00 in-# 0.00 in-# Title : Miami Country Dade Dsgnr. DWH Description : Scope: Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 12,848.59 in-# 22,169.91 lbs • • • •• • • • ••• • • • • • • iio1, • #�0409910 • Datil: 14094A2 22 DEC:04 • • ••• • • • • .•• • • •• • • • • •• • • • •• • • • ••• • •• •• • • • • • •• • • • •• 12,048.56 in-# 0.00 in-# 1,271.00 lbs 0.00 lbs ••• • •• • DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: in SCOPE: NUMBER: oa si DSNGR: Dc,j1.1 • • ••• • • • ••• •. .• • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • ••• • ••••••. PAGE: ( g l, • ••• • ••• •• • • • -- • • . . • .• • •• • • • • • . • • • •• • • ••• • • • DATE: N .. •• • • • •• ••• •• �■ ■ / sslH■#;Smummum ussmsmumumnois■ ■■■ mumm nummumnninnun %minis onsissC\s rir IEuus i ■## r # ■yH■Mi ■ ■i ERMEEE ■q /##! # !! ■R#■#■N ■ ■■nunnum.. ■ ■!#■ annum usnrimNi#7tirmiu ai■ En ■! lmlu•unowi n= i�� i mill• lanum ■nsmss i li ■ ■ ■ ■# ■i/!#i■M ■ ■i ■#■ monnussmou#i ■ ■i ■■smu■ii#■■ ■i ■E M / /!■# ■R!# #! sn . dU■ ■#Mrt+�nmes# ■■u ■i#i ■ii ■# ■ ■#i ■i■ iii!■■ummnum# ■ ■sii ■MME# ■ ■i■o ■ ■f■#M ■Mini / ■ ■■ M■SE.■ ■EMIT M '1? nsu -mc■ ■ //umusumM ■#N#1# ■ ■ ■vsnommok4" ■ ■ /�1 murlR■# ■ ■M■■ ■ / ■!! ■#■!in ■■ ■M S i■■nuEMMS■S ummu.0 ■ ummSlum / ■ ■uu.M !■E ■ ■ ■■ •�Tc t �t] arc `! In -sE in ru■ ■■ ■nnmmun mumm■■ ■ ■ ■/ ummummE#■ u H n E mmumunnuIE ■M■ /EMSUE■umm Em ■E■MMMisummmun H l ■MEMIIUiRISSMEmmmummSi ■# / EE // iii!ls LMrmmss ■summmum ■i # ■ # ■ ■ #M ■ ■ # ■smumminun nunnuin ■Mii■u■u ■■ ummunii ■■i ■n ■##■#■■# !Miss ssssssss:s umus u m mum sssssi un si moo r m wsummu ss m ■ m SS m ! H i..E Ess■MmL o ■ nwrwi ■ ■u ■1N■# ■ii ■ i Mi m ■ ■!# i■■■ m.uE. SESE u MEMEME YYi■ i!■ ## ■iMMi #i ■ ■ ■ ■iM ■ ■ / ■M! ■ ■i ■ #■ ■ i#i /s ■■umsi !lil ■ ■ ■ # ■!■m/si um EEEMRMEEEME ■EEHI M #E ME ■EHIMR #S ■l■MEE nnassnumu MSmuEMMmM mmonnum■E E SEMERM■ #! E REEM■■ ■■M■■ /Mi ■■■ ■M /■ i /#■■ ■EMEEMEM ■E ■ � E j / #M ■■ ■! #i# ■M#■ ■■EREMEMm■ isssommu issi mumusummummunsMonnummun umummuaN ■is■ s■ unnumssssi ■E.mIM,S ■q s�_'r r ur'7111 t. : r . "SEE sum ummusuE#rE ■s #■MEmE MMls'E#MmmMEEEmEH#MEMMEE■■EMMM unsmn d Suna■ ■■\ o EENESUMEMEMESm! ■RIMS SSEMEMEMESEE s■Mi/ ■E M M ■EE ■# ii ■M#M ■Mi m ■ iiMm ■EMS MEMHMISM$E1� MME■ E■#■ M■ imnnERE SEsss■m■Mmli ■#s ■sM # #EEMES[ME sMs ■EM ■MEMmsEE # ■iiE #Mim■mEEIEMMESE ■. EESM M. ■EnsmSEEMEMMEEEEEEM ■■ii■ #■M ■MESSES!■ EMMEMMi MEEEM ■m# ESSERM ■ESEMEMEMEMEM mm■■E■EM m.ES MIME ■EM■■SE ` iMHEEEM /■EM■EE #mEE E#■EImEMM MEM#EMMEEE E EMEMEMEMEME■ M ESEMMEME ■EM■ME■m■■ MEM■i /EMiM ■MMSEEMEMi ■ REEMEMEiim EMEMEMEMESSEW MEMMEMEMMMMEis SEMEMEMEM ■m ■E iosu ■ nnu mmuum s nm nsmuns u MIMEMMEMEEMS mumummHS SS S ■MMEMilllnMM'i EMMEEUEEn■MMEMEsMEMMEMMMU EE■MEmEU ■lM MS EMEMEMEREE m MEMEMEMEE E s Si ■!Em #■E■ ■EEE1E i ■EEMEME M EE � il ENMSME #i #EMENEEMER�O��MMEM OM i HH MM ■E■ M MEm !NURSES o■ES EMEMEM OSES n EMEE EESEMOEIESm ■M#HSMS EM■MERMEME E.uIEEiIS ESEEMME m# *1■# ■■Em s■mmmEiiMi # iE RIE M ■ #M#M O E MI En EMEEMx ■M RUE ER EERMEWEEM REMEROMM■MENE MS Esal SEEEMEREM■E SESSs ■ EME MEMEEE�MMUMME • EMIEMEEM ■MEEXEME ! E MMMEMEE ■ONSEMS■M 1(� ESE ■MMESM ■iEMii EE s!M!Ennu EEm■i S MEESMEMEM ■ ■ EROMMESMM lM M#E ■E ■ii EMM E Ei USER s M EM ■E R EEEM llSEEn RRCS# ■EESE ■ mMEM !!ME Mslii m#EEEMEHE■M MEun ■ SEMERMMEE# ■s! mRMMEM■ mummnumu E m s• ] z #SSSnsums mum ESE!■ n nmn El innsumnsummmummunnummu= H i ■uESEElumS EMUS ■ E ■�uElSEEEN MO MMMEME ESmi Emus elinnsul ■M EM ME EME s / E! ■iEEi ■E #E m S m s slM ! ■ EEMEsii annum■ SMMERROMMOSS IESSM■EnE ME! !s#E#E E /s mEEm ■SEEM /!i# s ■ ME RS lE /MERE MERE ■ ■■E EEMSEERMEME sssss!!s # !S #o # lsSs mm r isssss E ssEsssirss # ■iiM M M S E i SSS S m/ \oS HMERRE ■i MES E■OEM ■EIS ■Simi #iM ##N ■UMMEM pM MERSEMEnn E MEMH■nEMEMEMEME■MEMEMEM EE mEEEESS REEMM ■i # ■ ■HiiiiEEEI #EEMEMEME EMNEM ■mE #hiss ME E ■s iiMEi■EEMmimmMEEMEIS ! IIEMSI SEE m■ E ■EIIMMInMEUmis MEIMUMENESEESSEM MMEMMENEMEMEMEMERMEMEERSEMEMEMEMEMEMIMEMEMWEEMMEMMOSSEMMES EMMEENEERESESSEMEMENEMOMMESEWESERESEESSEM memPru MOSI EMEHE SEER SEEM H EH■■ ERE mn n r Esummumun ■ET nun ■EE na nummm unM os l mumu n ns g m um m u u M Su u siis osnu s m m sssSSumummunn iSSNs ■m ■imumui ■immummmum■ili■mEE_i4* . ammum p mmumm OSRsrmmssE H #snslsosss sm SSSNMsis ssumm munmmunnnummi nummt�ss minit� mums unumusImHnnM nu mMMmmEEE /■ounsmsnRlllmiERE MM mr./EIMiME ■■Munn! ■pnismo wannuons S �� ■ ■mS ■Emu ■iii ElEEMMSEEM ■SSEE! ■EREME/EEMEi S M E WILY - ��:5'•' U i E W% -7C∎ ;Hii ■ui IZH a MH M� E#SEi #summummunnnui unsmunM! smmussumman rm■EMEUMMERMM#■MEMEE EME MESS HMMHEM!!Ss s MEEMEMUMMSmEEMENEEEMEEMSSEEMEmuM MMM EMEE P4MNIMMO URREim■iuEMm EEEr SIS EEEHI ■ iE■R ■MEMEMM ■EMM■REH MS■EEM #uuaui.R ■ s = 1 1!41:: -i " &.tal /[�II.S M�.2✓R/ .1i1. .'• 4i`EMH■■ME■MMERMM s # S■ ■EEM/EE■EMMEEM ss ■ss#/SSMERMM ss %/ s ummumu ossSSSummmu■mSSA`r'mummSnussi mummu mmuummonsuSSsssSSSSn smmmunumnnomms M■mIEmpiM m nsimm•MumE- Munn ■■unnummusamm E ■annum EEMS■lm#EsIMml SSMlHmi■M mmummuum■EEESRI S SSE %sikun ummi nmAnnummusss %sim � ummIsSSHuisus num SuSE `llnsl■EMESSEso #E! !l INSUMWEVEROM MUlSSrsRESSEEM Ss ■sue MMEMEXEM s#■sssSESS ESSS iEiMEE ■l■l•Nal E Mm■■1rlEMMnWEE►Rm� /!i■S ummum ► ■ Ima sos onsurr ■ mlmnsrmumimnnnummu ■E ■E■EluMEI IMEELW!D L 7 UAIXI m!.R S4C24 4UC�ta[MEM ■ ■■ ES ME ■■i nnEMERSOMMIM■RE ■ESE■ #EESM EEEERSE ■MSEWMU M ESSEE EM. m4 EssXi 1 E s Sn■ o SL.1 1 ]UIISIR(U_f MVEMOI �yy S 1>, JJU%ts EMEEEMM ESESUMEMEMMMMMEREMEESUUMM MEMES MSESEEMEM SMEESSEEMMEMME EM MEREEEMM! wu uiuiisuam ! EEEmumMi fi EmmunnnuHM M mnnumunnum ■n Ems■ mHmmenu nummME unimmu m■i EEESM■E osuoi iSi " insunwm►fYUm#MMnlsmmms'4nnl�Ems nsuum. y . 1ie Jm ! mr+ r■# s■ EEiMMEummEE ■SSSEmummusummumummummmus F.r t nmskil] n ►minl .i a / ■ill , m�u�n ! ■H #E unnm � ■■SESEHMME ummummM SEEMER■ME E MEMESERMEMEESIORMESSEEMO MES m REMMEM EU RE S mi OS SE RI"ROS OMME M�!S�■�•MEll # s S R E Ei /nS ■ /u Ss � ufai m 3 - sin! Moor % min■ S o #mmu ■E m EMEMEMEM■ limo u - m EE ■ M#EEMmM # llREl #ERE# E!• l !u ■ /�HEMI E EiImMEM M HEM E� EM SEE SEE . ■ElRMmM • i■El umnsms MI S EE MEM ssIM M E WEE NE � O NSOS E Ei M M ME# / f ME' # ss SEmEn MSSS M EEMEEM M l MS ■EEf MMnm ■E SE■E■EEEMEmMM s MEM �■■S ■ ��MM nH EMENE MM#RMEEM■l EIMm■# minEMEEEMmm ■SS ■umEEESE En S n ■M /uo: ■mn unumm mucous sumuR #um ■ #E ■SEE! E#uMEMEMSEUREHE■lHEEEI EE■ EISSEEMEME ESSEME SR■ ■mMMMMMEEESHEMEMMUMESMME III a ` # # #E! ■MEMMMMHME MMMnMHEIM ER■ EME� IESE lE ME EMmIE MN■i l ■n munM ■RE■EMi E■ s HE ■ mummumHEEMMHE■ERmSi#MmE ■ ■s M#■#uHlH �i museum E■■Es E ■mm ■!MERE ■nMSS SSiummumn #co ■ ■ � Ml■ nsm■SEEEI■IEMEEE saminummummEEMM memo Run ■nl ussinn m mSmli■■ n �� M ■ EER !SEMIS EMEElSHS ROME# /lmE■MEES ; ME EEEMEMMMEM M■IEAME I6 } � .. RE EMS ■ sI mum IS EH ss# � Si SEEM EE s ES slaw Inum iM #E ; ■ ■munum ■M muumuu OM E u ■ � n M ■' nos ■iEM ms El# ME ■ E M EM EE OMR MI EE ■ um /M ESE / M MM ME M M MHH E ■ !/■ # unn HE HEEmH E ME E Emu E mmunnumnE M MEM M n i s mnsmun mu ■ ■ ■mmum m #Rind! ■E.n MS E E SE ENE E � ■ MME! RME ERO Il E H Es s s E ! lM Mom USX s• atoll SsssE:C,:Mm SS /s ME /u ;EiM�ESnuEm EMU ■E� M /ESMMS S EEI� EElMMMS ■ ■ n EIE �� ! u lM �Ssss ' E HS ■m MEm ■ u ■Miss M E ■SE I ■ mums � , S /ESEMHss� M n snumiinn num SsssM### ! ■ ssE / ■ ■ ssss� E M s suss? mu n s m Ms l M R Su # MM summon: � •• El ■ ■ ml•M•E iii !MIME/ ssl /E #Ml EMs um.ss a m - 111111_ l■ 1 � sras■M/Mi S O M Mu _L . , ME M MOM M M _ _ S ■# # E i m M■ O. ••uuu mmun n u General Information Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580000 User. KW-0600821, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-3 d +w Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Seismic Factor Seismic Zone Applied Loads Uniform Loads Dead Load Live Load ...eccentricity ...load Type Wind Load Design Values AIIow Brg. Stress AIIow Axial Stress Reduction Factor AIIow Masonry Bending Max. AIIow Moment w/o Axial Load Max. Axial Load w/o Moment Load Combinations & Stress Details Top of Wall DL + LL Btwn. Base & Top of Wall DL +LL +Wind DL + LL + Seismic Required Bearing Area 0.000 0 Max. Bending + Axial Comp. Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Summary of Loads & Moments Girder + Uniform Dead Loads Girder + Uniform Live Loads Wall Weight @ mid - height DL Moments @ mid - height LL Moments @ mid - height • - - Masonry Flush Wall Pilaster /Column • •• • • ' • • • • a\pro(� fiies\!nerca 11.670 ft Block Type 8 in Bearing Plate Width 7 Column Width 8.000 in Edge Column Width used Load Duration Factor Wall Wt Multiplier 1,533.00 #/ft 669.00 #/ft 0.000 in Roof 195.00 psf 520.00 psi 458.21 psi 0.79 660.00 psi 4,941.47 ft-# 55,718.40 lbs Moment ft-# 0.00 4,426.13 0.00 0.00 in2 2,044.00 Ibs 892.00 Ibs 606.84 Ibs 0.00 ft-# 0.00 ft-# Axial Ibs 2,936.0 Title : Miami Country Dade Dsgnr. DWH Description : Scope : Medium Wt fm 2,000.0 psi 16.000 in Fs 24,000.0 psi 16.000 in Em = fm * 900.0 Special Inspection 16.000 in Solid Grouted E 1800,000.0 psi 1.000 n 16.111 1.000 Girder Load Dead Load Live Load ...eccentricity ...load Type Rebar Area Rebar Depth Wall Weight np Radius of Gyration Moment of Inertia Steel 0.00 2,650.8 10,061.68 2,650.8 0.00 Req'd Bearing Length Girder DL Moments Girder LL Moments Wind Moment @ Mid -Ht Seismic Moment © Mid -Ht • ••• .• •• • • • •• •• • • • • • • •d4404.99t Da6e• 1!27PM,• 2� DEC;04,; • • ••• • • • 0• • • • • • • 1.200 in2 5.250 in 78.000 psf 0.2302 k 0.4863 0.8379 2/kj 4.9085 2.205 in 443.320 in4 Masonry Axial Stress 10,061.68 psi 24,000.00 OK 0.00 Ibs 0.00 lbs 1.300 in Roof 0.00 24.14 591.17 21.80 0.00 21.80 11.67ft high, 8.00in thick w/ #7 @ 8.00in o.c. at edge, Special Inspection, Solid Grouted 612.97 psi 660.00 OK 24.14 psi 458.21 OK @ TOW 0.0 0.0 0.00 in • ••• • •• 0• • • • • • • • • •• •• • • • • • ;c •• Pilaster Design OK @ Mid -Ht 0.0 ft-# 0.0 ft-# 4,426.13 ft-# 0.00 ft-# .•• 1(7 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User: KW- 0500621, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Pier Analysis & Design Description W3 General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mutt. Pier Fixity fm Fs Sp Insp Grout Spacing Height/Length (H/4^3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10 ^5 M / (V*Depth) Em Ev Summary Shear Reinforcing... fv= V /(12 *est *jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 Pier #2 11.67 ft 11.67 ft 4.00 ft 5.67 ft 8 in 8 in 0.90 0.90 Fix -Fix Fa -Fix 2,000 psi 2,000 psi 24,000 psi 24,000 psi Yes Yes 24 in 24 in Pier #1 Pier #2 2.9175 2.0582 24.8332 8.7189 2.3323 1.0343 1,824.37 428.754 966.862 0.24 0.53 4.399 k 9.921 k 0.00 in 0.00 in 1.621 1.143 1800, 000.0 1800, 000.0 720,000.0 720,000.0 Pier #1 23.82 psi 35.00 psi 67.08 psi Not Req'd in^2/ft 25.67 k -ft 3.60 ft 0.30 in2 Pier #2 18.72 k 0 1.00 37.90 psi 35.00 psi 67.08 psi 0.073 inA2/ft 57.89 k -ft 5.10 ft 0.47 in2 Title : Miami Country Dade Dsgnr: DWH Description : Scope : Pier #3 11.67 ft 4.00 ft 8 in 0.90 Fix -Fix 2,000 psi 24,000 psi Yes 24 in Pier #3 2.9175 24.8332 2.3323 428.754 0.24 4.399 k 0.00 in 1.621 1800,000.0 720,000.0 Pier #3 23.82 psi 35.00 psi 67.08 psi Not Req'd in^2/ft 25.67 k -ft 3.60 ft 0.30 in2 •• •• '•' • • • • • '' • •• • ' • •:J4. - • um: � a:30p1 . • 2 S DE( 04j; • • •• • Code Ref. ACI 530 -02, 1997 UOC *2(s03•I n BE, PO OB • F .�.� Nab . • • • . Moduli: Em = fm * Moduli: Ev = Em * •• • • • •• • • • 900.00 0.40 psi psi In Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Pier Analysis & Design • • • • • • • • • • • • ••• • 04-991.ecw:Caiculations Description W3 General Information Total Lateral Force Seismic Zone Load Duration Factor Pier Height Pier Length Wall Thickness j" : Depth Mutt. Pier Fixity fm Fs Sp Insp Grout Spacing 18.72 k 0 1.00 Scope : Shear Pier Data Pier #1 Pier #2 Pier #3 11.67 ft 11.67 ft 11.67 ft 4.00 ft 5.67 ft 4.00 ft 8in 8in 8in 0.90 0.90 0.90 Fix -Fix Fix-Fix Fix -Fix 2,000 psi 2,000 psi 2,000 psi 24,000 psi 24,000 psi 24,000 psi Yes Yes Yes 24 in 24 in 24 in Pier #1 Pier #2 Pier #3 2.9175 2.0582 2.9175 (H/4^3 24.8332 8.7189 24.8332 Rel. Defl 2.3323 1.0343 2.3323 Sum Rigidity 1,824.37 Rigidity = .001/Defl 428.754 966.862 428.754 % Force to Pier 0.24 0.53 0.24 Shear to Pier 4.399 k 9.921 k 4.399 k Relative Defl * 10 *5 0.00 in 0.00 in 0.00 in M / (V*Depth) 1.621 1.143 1.621 Em 1800,000.0 1800,000.0 1800,000.0 Ev 720,000.0 720,000.0 720,000.0 Height/Length Summary Title : Miami Country Dade Dsgnr. DWH Description : Shear Reinforcing... Pier #1 Pier #2 Pier #3 fv= V /(12 *est *jd) 23.82 psi 37.90 psi 23.82 psi Fv: w/o Reinf. 35.00 psi 35.00 psi 35.00 psi Fv: w/ Reinf. 67.08 psi 67.08 psi 67.08 psi Horiz. Shear Av Req'd Not Req'd in^2/ft 0.073 in *2/ft Not Req'd in^2/ft Bending Reinforcing... Moment @ End 25.67 k -ft 57.89 k -ft 25.67 k -ft "d" to tension As 3.60 ft 5.10 ft 3.60 ft Bending As Req'd 0.30 in2 0.47 in2 0.30 in2 • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • . • • • ;l0g # 04:991• • Date:.1!311ZiVI,• 23 DEC:04. • • • • •• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • Code Ref: ACI 530 -02, 199 B(i, 200341BC:20 Moduli: Em = fm * Moduli: Ev = Em * 900.00 0.40 psi psi • • ,$D Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580001 User. KW-0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Concrete Shear Wall Design • • • • • • • • • • • 044J91.ecw:Calculatiorls Description W-3 General Information Total Wall Height 26.230 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Load #1 12.000 k #2 6.720 k #3 k a Wall Data Bottom 2nd Level 3rd Level Analysis Height 0.00ft 15.340 ft 26.230 ft Wall Offset ( datum) ft ft ft Wall Length 20.330 ft 20.330 ft 20.330 ft Wall Thickness 6.000 in 6.000 in 6.000 in fc : Concrete 3,000.0 psi 3,000.0 psi 3,000.0 psi Fy : Rebar 60,000.0 psi 60,000.0 psi 60,000.0 psi Effective Depth 16.260 ft 16.264 ft 16.264 ft Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift © Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment vc *.85 vn:max = 10 * sgrt(fc) * Summary Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 18.72 k 248.3 k -ft -472.4 k -ft k k 23.868 k 20.39 psi 78.28 k 577.03 k -ft 125.567 psi .6 465.56 psi Bottom 23.87 k 0.14 in2 0.09 in2 577.03 k -ft 1.64 in2 Height 15.340 ft 26.230 ft ft 2nd Level 6.72 k 73.3 k -ft -73.1 k -ft k k 8.568 k 7.32 psi 37.15 k 93.41 k -ft 159.029 psi 465.56 psi 2nd Level 8.57 k • • ... • • • ••• .• •• • • • •• •• • Title : Miami Country Dade . • • • :.:loci #'04991 Dsgnr: DWH Description : Vertical Loads... Dead #1 4.270 #2 2.740 #3 11.600 0.14 in2 0.09 in2 93.41 k -ft 1.64 in2 Scope : Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight k k -ft k -ft k k k psi k k -ft 153.636 psi 465.56 psi 3rd Level k 0.14 in2 0.09 in2 k -ft 1.64 in2 Live 2.340 1.830 Dat�: ...Q9F 1 J„ VI 2 t DEC:04• • • ••• • •.• • .• • • • • • • • • • • • • • • • • •- • • •• e • • • • • • • • • • • Short Term 10.060 k k k psi • • • • • • • •• • • • Code Ref: ACI 318- 02,1997.VBG, Z003.1i3C:21j03:11.P4 1e00 0.0000 0 0.0014 0.00 psf psi • • Vertical Horiz. 26.230 10.170 ft 15.340 10.170 ft 15.340 0.500 ft 190 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580001 User. KW- 0600621, Ver5.B.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-3 Footing •• •• • ••• fc Fy Rebar Cover Footing Thickness Width Wall & Footing Stability... ACI C -1 & C-2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST' : 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.000 ft PPSASIMIEMEM Service Loads 76.34 k Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check © Left End of Footing © Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As % = 0.0014 Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right 112.06 k -ft 500.43 k -ft 276.42 k -ft Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right © Left Side of Footing @ Right Side of Footing 1.400 1.700 1.700 1.100 Concrete Shear Wall Design -1.468 ft -6.556 ft 3.621 ft Overturning Moment 388.43 k -ft 388.43 k -ft Mu 9.72 k -ft 6.49 k -ft Soil Pressures Service 1,544.57 684.59 1.201 psi 0.794 psi ACI Factors (per ACI 318 -02, applied intemally to entered loads) ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C-3 Short Term Factor • • ••• • • • ••• •• •• • • • •• •• • Title : Miami Country Dade • • • • • • :lob e Dsgnr: DWH : Datb: • ?Q9F VI,; 2j DECO, 4.: • Description : Scope : Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width Ru 17.12 psi 11.44 psi Service 3,490.90 psf 0.00 psf Service 53.90 psf 2,175.26 psf 156.88 k -ft -1.451 ft Resisting Moment 874.22 k -ft 1,098.24 k -ft ACI Eq. C-1 2,180.64 psf 976.71 psf Allowable As % Req'd 0.0014 0.0014 • •• • ••• • •r • • • • • • • • • • • • • • • • • • • • • -• • • • • •• • • • • • • • • • • • • • • • • • • • • • 04- 91.ecwr.aculatioRs • •• ••• •. 1.250 ft 20.330 ft 1.250 ft 22.830 ft 3.805 ft 612.83 k -ft 377.65 k -ft -6.525 ft 4.021 11 Stability Ratio 2.251 : 1 2.827: 1 93.113 psi As Req'd 0.731 in2 0.731 in2 ACI Eq. C-2 & C -3 4,268.20 psf 0.00 psf ACI Eq. C-2 & C-3 0.00 psf 2,822.69 psf • • • • 0.750 Add "I "1.4" Factor for Seismic 1.400 0.900 Add "I "0.9" Factor for Seismic 0.900 1.300 I�r DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUiTE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: f() J SCOPE: NUMBER: 0 c m,/ DSNGR: act • • ••• • • • ••• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• PAGE: • ••. • •• • • • • • . "• • • • • • • • • •• • • • • •• • • • •• •• • • • • • • • • • • • • • ••• • • • • DATE: ■s ■.N■ ■sin ■!!lino =f ■■i■ssi ■■MENNN \linESMOMMONNIU■ M MNOWNTAMI■in i s.' if sEMMUINN■WN - R OM■MO\/ /■m■EM ■nni■ mimmumm ■■iii ■ ■sisfiii luisstiNimmamomiiL nos Linn x �`^ i " mosssins!■■ Mi ■inn ■nM ■M na■■\. /slat■ ■iron moo ifs nssam / /i MO sn 'M - sols ■nisi ■sin■! ■ ■i■ \ \n ■■ilsiii !■mmussommaiiMi umi innsi■Mis ifli� i ■OMMNnn \ \ME!■oiii \ ■a■■■■nM!■ Min ■iii ■ ■! \si■i ns ■ ■amMNMENNOM NO onnsu■mn\ns!lmsnsnE■! NUMMS\\lMEiisn■iNMa!■ !E■■MMn■ns ■■ ■MUM NOMMOnaMnNa\ !Maim EM /s innMN UMWOMMUMNUMMINIO ■is!mss ■ ■ ■!■M ■ ilinRiinMi!!s■■sMiM■i mini MM■ s •• • • • smune osvorimurs■nlsoi ■■/■mason\! ■s ■a RN ■ ■assiniINEUMM nMMOMME MON un rrsn \amo rsrr a ■ minsma� . nom M ENNOM NO INM EN! MO M tiNMMiO ii i ■LMU C■ O i ■! /snsummu■mommunain ■■ ■um mum umonsum■srso ■naisnlsiiin■um nsiis MO ■■UNiUUMM■■Mi NWROMMN ■INNIUM ■■MMEMMnf ME ■ ■iiENNnnMWM ■MENSNMNlfiMM ■!RNMONNi ni ■ mo\Ena ■\Miss NSSOi E iii INEMMONMENNOPOOMMOMMOMMMUMMii s iii imUnMMOMMOUii SMONNO_i$$U. u ■n\ NNWORu OOMMMOu ■main ■ns■ninsi m ■■ X SME /Nisi ■■\nisi NNOWN E S mi n im . ■ Misi. N i inn MMW rtOOMMMaiWM O MONAMMs..fli E •OMmossomuM ■ ■r■■n■s i liitosummMMSnsn /n/ Nis■usson■ omm somons tiM EM ussomt�i si sissmmnummomn s i musum iiiu i ui � i io sonsusn musums�'unumumNoinommumusis i�' mamas moo ii onion�s ui! r• Mo ON1 M sins ■sn ■nnlinnnl rA7 sa 2Ur ■ Nc7 ) i mabl «iil i MMnMMMMMMMMMINIUM:I Min ■: MMMMMMMsii s ■ Mn � i 1L�L �� ■ ■ i �� \• if�i iiw ifin1� ■/U#iW i MMOMMUMWOMMERMUMINOMMINNIONMOMENOMMUMMOM �� ■a iiiiil ilia u ussom mmun Miiiiion � MMMsninn ummuUR1 UMMisnumun■. ommu 1onosu ` n / �ro A : ii i r/ i T mouiti! R\ r ■!\ as ? C - lf! s K _.C7L' X5r � ii 5C n isummunuu •ninunmonsuiiisiionsmossomm iimmossutr iiiisumons lin■fr. - ' YrRvs il mi o `�1 u 1va ►'tn •Mimi ■ /s■Esanann on ■M ■nsM■lanns■nnsm iornonii umnocu \n ■isonnomuaniiisu i M\mmimummunnar i\mai ■ \s■■n ■ ■N ■nunnumn! ■sli suu■ midis \in ■!mss ■ ■■■ssonsmions isssiiis nsumm ■ninon■Nissir ■!! r/ ■s!lnsssla\ ■fumumos nnNis Msum Issumummomsins;■ ■u s : �1i1 ■ltrssnill lm i\ f \ / /n ■fai ■\uummum / ■■ mi nim ■Mani \s 19, :'S�yds\ilit !f ■1N,mmnisi■■ ■mum ■ ■ /i / / ■ ■ ■ ■i rrsu. ±- If ■iii \i ■ . i■■■ i■!/ s/ si/!' i/ f■ / / /!a /ssiNlaiommumumumminiiimuss ■■lifinns■no_cio u ■ ■\■nisi i \ mmum�liw! /fi ■if■ ■ln s n■ia ■s \EM■■! /nn■ / i1 s!■nm■srsa ■iONNMEMins/ M ! u Mis • M MM MIN U n e~� i 'SIMU non \ 1� ■ a ■ ■ ■s.ssummuli.\� ■uuuuuSCsr Z ! ■iamns!� sr ■ !N■ ■ins ■■a ■ \■nummumummoso\. Mi ■ tts ion ■ / ■■■iuiiil■i■smossms ■msns■■, s ■i ■ ■ifn ■�T�� i� F1- 2.3 /na \isu \ ! Misommunommummois HMiunsmoonsmnommi ■ iiNiLiimmounsmo musommfsiuum■f#iiinomommi74i mason MMMSSiMssnMMMInn O rsii m s% iis NMwm aiM• ii %Mi W#� i siin " ■\ /i ■i Mon ■i ■ n • f .. inn s m on f a m! .■ / / /ssss \iiiii \il ■i■ ion!■ m• n!■ sl►ssnigmau■ \EnMM!!Mn MsiMMI! iONMSmm�M ■ ■ ■ ■ ■��• ii `EM s i of /n ■nsi iii \!in\ ■iii ■OMMM! / /ont I sWNNON minim iii \s s\fn ■ONNOM O■s■ M onionsiii ■ONEMO Nui %iiiiu ii%i�WI l olu ss U ' ommu m miisis / s s ■, snit si iinfi t �� • ■ ■inMa \ii ■sin■ /sisMiais■ ■sow /nolStE ►. NOMMO NN O MIXEan i� ma in mini M nn ■ ■ ni\\llii !� O! \!! ■if \i s\ ■nussaoi ■i =s \s rliil� i i snnf ■i ■l nAii mu summunuu is snow s 1 il uMOa ■uu ■uns/ is \\ ■alas i \MMNSM/sii nM MONNNO is■a■is■ n •■ions! ■m E.Mnns inns■■ isms ■siiss ■i ■ ■i\ssil\ ■Tsui i nummumn Asia uommumiM ■fi! ■ s\■■!■!s! ■RMlnani ■osuasss ■E iii / ■ ■fi■lnpoosankifiai ■s■umum oMMnMMasni■i ! ■■nlsmon i ■\!i■■■iisi!\!i\!n■ii mm/ s\■\M■■i ■!. ■ :ou ■i ■inllnumsommumon M ■ss■M ■O.MS! ■M/ min f■MiNS■ ■M. ■ ■Minn■ ■M■Mlssu.NNERr UuuM/■ ■\,inn iuu • ■EMENUM■ ■slisii M■ Eis ■MN ■s ■n ■s■ + iii■\ iln!/ ni!/■ ■ ■NNOWNOs!i■n■■lNsil ■ \! ■■MENNEN NNnNN ■■sililIMMINON, OM ins /■ ■\■s /M■■UE N WINNnn ■■s ■E ■nsNM i \Minn ■ s MANN MMONN i 11 M ■OMMONNUM i\� l uusummonnumummouumessnm minimum ummuuuniumussossuumumnsnnsi ■ n i : W h i n s ■ll immusissss `■Mai m ■ i ■Mai ■ssu■!!M■n\a■En■aiiYSnsss■ M■!\ o■EM ■ i nn ■nai ■i /■ ■\ii■EnNi■M■ n us ■ ■ ■ ■ ■s■s \s■ ■mmunnsa /■■\N owns■■ / ■a /sn ■srs /ii /s/ si ■NNE■ Ma /■ /ansmunns■nmo nommmiisniMsmumm \i ■!i ns Nis nummum■■s ■■mini mason ■Missiaf■naf■m•� -s-.0* i //iss■ susu l s rz..3_`Auss ■l.UU ..is mu E ■■ ■Milt sniMMOlG7.t7r'1 s M i ■�n:=iinnliiM mi ■iii omumnp! *mums ■ ■■ \i iii Mii /\ mu f■ �� E] ! a iii ■Mi ■s ■MimEiN ■N ■ ■ ■i! ■s isiEOi ■ ■ ►�iiiii►+'.Eslis■ ■nails!!■ ! t Es ■EMn\msn. \maimM lnun s O saMniiO 1 � M ffa ■■nisi■■ NOM ■ ■nisi \f ■ini■iiM ■! ia!! si /iisiM m ■iO ■M ■a MENNOMM ■Mi ■a inniinsninMiM ■isississiiiiwisnniiHsNsr in li s INNEMMI MMI MM ■ ■ ■i ■ \ ■ ■ ■ ■ ■ ■E ■iMM \ ■ ■in ■niEm ■inn ■ ■\ n / iii /s■ ■sommoi limns \ ■ii sii ' sisii r rs ■ n nM ■M■■ ■nNa ■in■sisti■nllssnl /iinisi ■lilt ■ \sii!!n /minis ■isiii \■mina noon■■ ■M■ns■i■i moms /sina ■ \Nunummuismna■ ■lNssonson suman \nommonBimini■ummumina ism�\ ■�■umunniin ■nf ■iiissi\s\ini us Mlnninnss iiMMMMn onsossu M i mmonsMMMili linsommunnummun tTh M s■ ■i M■na M MM ■a NIMMINISMOMMOMINUNOMONEMMONMINNIMENNWMOMMINOW ■ n aO OW O M!\ M OM M IN ii s■■■!■■■■ simnss■mmuss \■ ■NMnfn ■O■\ounnums i i MMONN ■■ OIMMMEEMSi■ a ■lnaa ■EOMMOMM■N ■!■sO E MM■Mn ,ummoss \MnsMEnunsMMSmus M ■ sEMMI NI■ Mma ■aNm!\M\aa■n■OMMNNMS /l■i■■a/ MMf mMMONEOiii MMENM / n imonuisni um .alms sni■ ii iNn alslMMMMiMSSSM■aMMUNIMMI ■M■!■ ■m ■NOamsslaENNn ■Nan say MMOM un i nn■Mn ss ■! ■ii ■! /miaa ■Mai \n /imif! in■! ■i!\si iinnMismm a ■ ii i= ilinii it ■■■■■a N /■\MaiMn■■lNOWNEMOn■f■M■■!!\sis Minn s!■s■ ■sin � nosh fl ■mini MOUNNE■■a■ ■MM■NM■NOMMMM■!nlin sn sa ■s \MEli�n■ ME ■NWO M \ ■Min ii ■Ma M O ■ ■ n■!i \M/NMlM■ MISM MO■sni ■■n ■■ a ■! Ma ■ Miisann■■nisi MNS ■s■MMONNMnssnO■ss O■M M misoa■n ■\nisi\ ■niilO ■mini■■ ■ss■mmumu i / n ■Mai ■n!n ■n■ ■M ■\ans mussummos mn l mm MM s ■imam■ Mnn ■ ■in■niiiss ■nsi /s■mmum us ■ ■lESmmn■a nsn mmosi lumnmsma \n■ssi sn \■ass in ■is■!■f sfn ■n ■ ■ ■// WOMEN! \iii ■OM■MMOMME ■ii /s ■ ■ ■=!i isms ■■i n Ms■ /niliassum noon ■a Min \nfn /ni \■ ■MOM i ■isssii■mna! E■iii ■ /si nsa ■ES ■ s Mn Urn i nsisW■ NOMEiii■i■ME■N ■Min!■ ■!■s■ ■.ins \I mmiNMONN ■MMEMOM \ii s- i Z Ei ■■ si isiE■■■ 111 INIMMMlns■ ■E ■N ■ENUM MM■!■NN /sONEM ■ ENNO NMENN■!lMas UMW RROM nnamn ■ m sM Nf_M NMEMEN asMMs ■ snim OWNMNENNIM■■MNIMMEMM\aasnsi n ■!■ n■■MM■NOONSMONNS i i MMOMiMOMMNO I MMMOOM M OMM M mnamm i�onam Eia�r\ do a o ■lMa NO M in mamm*m a MIMI iNiia ■ ENN ■ M n ss!■ \/ omsaaflnsiam NN i n INN uu m usi nn no s s n ■ s u slo / \ ■nnEi nMOnal ■ aa■■a!ll ■iiisins o E a an ■ i s \/ ni s, iiniiM ■n lino Mlaisi■iM muumuu= Nismi MMa�Miami sf an ■mni nus smo��mmas ■ssimmu 1 nu siiiinnnss is simm iiMMMMEiiEE a \■as monsonssumssmissm nsummon \ \iisiisisis O a M u n Mini_ i■alEian ■!n ■ ■ \iEn i MM ■NSms\\i■Mi mm i siosi■M la ■ ! ■ onnl ■onali Miissn iii■ss \naliMii s M nos■os is ssimmilimmEs■■!sir ■immimiim l m ii ■an \sin isms Wins■ \M a Mnil:MMM MMM11:1116111111:::::::1111111111111121111:11:1111:118 a i O m C i '` a Mi ■sM / ■nMmiE■ lMMSlsas ■.E ■innsMimmMaiO l ■ so s i m ■ n _ ,, a s nmumuumaN ■ ii ■mini Mssli■ ssisi■ iMfi ■■MS ■sins s ■ ins ■m MENEM K\■ laan monnumsimus ofnii■inalMM� ni Oiissf s �,,�i \MM\i il ■!E■M ■iniinM i iiinsiNifi E i isos■ \mn ■\ ■ aiMM \ \\i■!M!i m NMENNO us IMMOi ■nsson Mm ■i is in! of M M■ Mf \ MMENOMiaNOMMU unnn■ onsummumusim i �ia o hm s sin mmss ■ nun MIi r MMM ssummummussmini ■is i ! i on snow i ii i■ n n MMO m n ME m ■ OEM Min ni._i uusumm_... sup uuiau a■imussumm ■\rail.. ■sslmsa.Mnsa! MN EMU __ mma ■ ■ il. O mam iMaau u. uMa .s nNNIWOMi MON MENNEMsin aO\M!s!■EIaM\ \■ EO Esss ■\M ■ a is :iii u simiaua unmans mammon_ M_ a!■ansnisamisanslimn MM a - ■m i n an 5055 summon _ Msaua MUM i •• • •• Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580001 User. KW- 0600821, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-4 Total Wall Height 26.120 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral Loads... Load #1 1.330 k #2 2.630 k #3 Analysis Height Wall Offset Wail Length Wall Thickness fc : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) 5.049 k Vu : Applied 5.93 psi Nu : Axial 67.95 k Mu : Moment 107.80 k -ft vc * .85 101.105 psi vn:max = 10 * sqrt(fc) * .6 465.56 psi Summary Vu 5.05k Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 2nd Level 0.00 ft 15.330 if ( datum) It ft 14.790 ft 14.790 ft 6.000 in 6.000 in 3,000.0 psi 3,000.0 psi 60,000.0 psi 60,000.0 psi 11.830 ft 11.832 ft Bottom 3.96 k 84.5 k -ft -65.6 k-ft k k Bottom 0.14 in2 0.09 in2 107.80 k -ft 1.19 in2 Height 26.120 ft 15.330 ft ft #1 #2 #3 2nd Level 1.33 k 14.3 k -ft -14.4 k -ft k k 1.696 k 1.99 psi 27.69 k 18.37 k -ft 159.162 psi 465.56 psi Vertical Loads... Dead 2nd Level 1.70 k 0.14 in2 0.09 in2 18.37 k -ft 1.19 in2 Title : Miami Country Dade Dsgnr: DWH Description : Scope: Concrete Shear Wall Design Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 12.750 3rd Level 26.120 ft ft 14.790 ft 6.000 in 3,000.0 psi 60,000.0 psi 11.832 ft k k -ft k -ft k k k psi k k -ft 153.636 psi 465.56 psi 3rd Level k 0.14 in2 0.09 in2 k -ft 1.19 in2 Live Short Term 12.190 k k 1.330 k 6.210 • • ••• • • • • • • • • • • • • • • • •• • • • . i • •:1og # Datb: 6:49F1tA„ 27, DECb4• • • ••• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • 04191.ecwr.Catculatior& • • • • •• ••• • • • • • •••••_•• • • Code Ref: ACI 318 -02, 1997gBQ, 4)031BC : '293 74 § 000 0.0000 0 0.0014 0.00 psf ems ..esmesssmsemessissnmeaRsess-susseweseessse.essossessmessasesmessessmsees Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 psi Vertical Horiz. 26.120 7.390 ft 15.330 7.390 ft 15.330 14.640 ft Wall Data 3rd Level psi �9� Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 e .. Rev. 580001 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Footing • • • • • • • • • • fc Fy Reber Cover Footing Thickness Width Service Loads 51.84 k ACI Eq. C-1 74.43 k Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As % = Soil Pressures W-4 Soil Pressures w/ Short Term Load @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load @ Left Side of Footing © Right Side of Footing Soil Pressures Static Soil Pressure © Left Static Soil Pressure © Right ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C -1 & C -2 ST ....seismic = ST * : 3,000.0 psi 60,000.0 psi 3.500 in 12.00 in 2.000ft 0.0014 1.400 1.700 1.700 1.100 Title : Miami Country Dade Dsgnr. DWH Description : Scope : Concrete Shear Wall Design Mu 3.08 k -ft 3.33 k -ft 0.09 k -ft 69.54 k -ft 88.50 k -ft -0.002 ft -1.341 ft 1.707 ft Applied To Left Applied To Right Overturning Moment 79.02 k -ft 79.02 k -ft Service 1,544.69 1,542.68 10.438 psi 11.290 psi ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width Ru 23.70 psi 25.60 psi Service 2,283.70 psf 803.67 psf Service 601.90 psf 2,485.47 psf 0.14 k -ft -0.002 ft Resisting Moment 558.15 k -ft 539.19 k -ft ACI Eq. C-1, 2,218.15 psf 2,215.13 psf 0.750 0.900 1.300 Allowable As % Req'd 0.0014 0.0014 • • ••• • • • • •• • ••• • ••• • • • : • • • •Jodi #041.991: • Date:i le9F11111,®21DEC:04. • • .• • • • • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • 04-991.ecw:Catulatioris 0 • • ••• • • • • • • , 1.000 ft 14.790 ft 1.000 ft 16.790 ft 2.798 ft 88.65 k -ft 112.85 k -ft -1.213 ft 1.545 ft Stability Ratio 7.064: 1 6.824: 1 93.113 psi As Redd 0.286 in2 0.286 in2 ACI Eq. C-2 & C -3 3,119.18 psf 1,232.46 psf ACI Eq. C -2 & C -3 974.89 psf 3,376.75 psf ACI Factors (per ACI 318 -02, applied internally to entered Toads) Add "I "1.4" Factor for Seismic Add "I "0.9" Factor for Seismic 1.400 0.900 t�� DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: Y)cnS SCOPE: NUMBER: O/991 DSNGR: �W . • • •.• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •.• • • • • • • ••• PAGE: 'I9S • ••• • • • •• • • • •• • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • - • ••• • • • DATE: • • • • • • •• ••• •• iinn!k IP lour! / ■ /!nn n ■ ■ 'Its ■ /■ i i■ # iii ■!! /! ii ■ O 1 ;! M El m00% oisrim om000mOnnnesoomol on o r rn r /onnnann mocomo�r! ❑❑ nno , �� .° n ' �loon r inMMMonsuomrMrrr..n..MMMMo`nnn n immo r omiMMMsnnnonsoo:�x: mminnonnonanonoonnME r s■!/ ni■ o■rr//! n■ no nnno!! ■o ■nnoowlo!■o■nrlmow!!L oso l oolos !/ ili ■o/n/osi ol lo■!il!IMOMMItitr■MMINIMU MINIMillwo■onssio MIS n. ■� NU ia■ N .n... 1 minion% r nnnnolsom i /r Or r % n w omnnono nnno r /irr■!!l.MU ■!! =i!!�1\ tire' loif■■ i■■ w■. rrw / lint■owl !/ innsom■rrr lii /iilNL hoot/ ■1i� M .e M � r r n.R!■iu...u`l mllsnonoononnosonoom 000nnononl ui/ro /iomorromoon/o■iii .A ir on SMEM ■■i /!■■:d ■wwl win!■ ii■ i■ i!!!/ rr /wi O l MUMNM EnrMEEMEMMMMeMMEMMOM MMEMM.EMMUMUMMOME: UNOOMURN MMINKNOWST Mt.t .M . .s r !■u MINIMMUMMESUMMMERUMMOMMINISMMUMMOUNMEMMUMONNUNSIMMIMUMMSWIMMIMMEORMINMESSIMMUMUMMWOMMEMMUMM ommonnamoonnonnonnommmonomommmoononoommomommooloommoommommonosmoomunonnonnonnoln000noOnon Mu�N l / iniui il u'r. / i .. i ui. iiiMO Boor■ rn/ nwo noo io!/i!!r! ■!!no■■ ■loorMMO■sosio nou■iriMii /.1.■rri /lwii onouus•omoo . r M MEM MMUM. MMM. MEu EMEt...1.LeeuM MMEO E Mw ° usuaM"at.MI n oo n oo mo nnminno nno arm wii ■■ it E NMi■rr■f r ■uOMMI Si IUMMINu 1 .. C7 u_ .fu u•aais ■' ma �.lii u uu ■ r !!! /■ /Mlnil MMen•MMMMM nnonnnommonn i.r.w. r r . tuM /u i t M u % � Ki.0 __- __------ _ - - -- __ -- -------- 1lnn M■■!! M /.M■iIMISSO II MOM' U M Mlilllilirin■ /Mnro■ MUM/■ iMl oNUM!��■\ iMEr lwMilri SEi■ wrr■!r'ilElir�M■�liiilMl■■iiiwM ire so n om i! m■i •Mommon s•a l i l 000 n iiuiiiii r ii oon moo nooi�r/11 i� Mtir wl oM Mi MOM iaiitllaia�iiriwsrlaaa oill MM m o no unnononoEs r tisnnonnoi% nn000maaruill000moo • ■aaoiousos nnOnoonno o niinn n Mnr!/ n!! oisrslu.. ■l it loo!■ /IUM MUMs r■■■■!■ r1 11■ i/%# Qliu■lei■u� 1G =:.. =.7MOMr /iriliM!l1 MMO y Mli Me ■ iw■MiMi "MMEM:ME MMEM EEMM EEM eM. MM t. t.. euu•MEMMIMNIMU:MMaaMl.trM:MEEMn %ar /RraiMMrLMEUNMMr M. M.rEEM.EEeim: r Ii Etl.S N MMISMOMEE.Me.ME I � M EM n: nOS:MMNLUMMUMrMMM RON r■■ i rwoo/ MwMMSLi■ i■. MiwrMlrtlrrrii ■rlilrrrr ■ ■ M M lwlMrwl!i ■.wi ■Mlr /r/w/M■ i wE E a US ■M r■ MMME ri..MMUMMrrM. "MEE MSOWERWMUMUMUMUME ar,EaEiaEMM ilEEa�I1 �aanE :: %% r l l MM•E::: i\EE IEMME : EE: EEEM i� l: M IU M MUMM IM . UMM U :Mri!/Mi ■i! ■M■w Mliti■ MM111111. r OMMII E MMM OMM % r wlM ■ORM ■ E M aaEMMEM M U! U well snit■ rri/ r!!/r! r!■ rr lirMi■■ trio itn onnni► I`_! Y] ftir r!#lMrronnonnr /iNnni ! ■ ■i ens no■M!!nilo/ n■ i■ wrw Mr■.■ ininennM!!!!■ irrnina !IL`'ilfl►`unnn■>fllill[nnoni ngin ■■ nonnn! i ■! /MaN MM.NLMEEEMnonnunM ieeeEM.r M M..M ll snOnennin nonnonnn MnninnUM . EM EnM EM eM .ME l ' r / r ■S1 r NOM. /i M S E�# l iMlw; I / MMMMM UM MMA i rri ■ M ■olo ■o■ mop ■ of nni e!! or /iron!lwot ■oolo ■l ■r /nnnonnOons MEM M � anna/ iMiilMr.MM/i nnMwo!lomo■'iolil!/ Mr1\ /Mr ■!I /9wlrin ■■ir r! ■ME M i i n /rrMiM■ rAssisi Yramomm• : %91 . ■Er /irMnir /R polriil oosooMrliririirlrrn rnliiiirwn ■!irlMl ooci omrllltoo momonnoorinMromoo roio /!iilonlilwnom !lnonMnwMilonominn.!■ nlMOM n!M or■ /.loo /!M nanrennomoO iii/ nr■rwio■■ i lnosnlo ■i t. .natnt w nionrou rEri Min. MM.EEn io r!r ■swir :1` iCillR.!Ci.kl ''ii 4 liiurirr(ri i �!_�JlirrriirnrwNliww nii iirr l ■rrMwlirMIM n iMSIMM OM M nollww iitnMi�s/llMrloillnori rnloM lMOln ■ ■M!o ■ ■nMwwwMM Mo.n MM/ MorM on / wi . nom Mo wn !i owoowrM■! /■■oiwlsilno!■rMO ! no/oonnMnooM! /!!!MEIMIn ■.n /nlnir MM ■niiE n Mwir Moo tnRSOM l M Il r!!!ri ■r};I Mktoirlill ■MOM /C�/i! /lOIRM ll rMinj C rarMMrMMMIMMM�aa ! Mlrtni!/Mrr O iirMirrlw/M 111111111111111111111 111111111111111111111 ZT•111 / :1 221 li:Jt!Fir.P MLIII1rkJ L0A11 ! " iilrMn wrn �j E■■ro!■l■! r;Mrliwiw ll • tu•EMEu ' i c F lo • - t - ; - t..E. \ #"ir � ►i iv i k �n n.MuM.M l r l r en. i "' r M i ,i . MM r uM MM 'nruar ' OM M UM r t iiwMl! ■irlMESSUMiiIOMMrrMill ..Moro■■ /sMw■ir owlrriMlM■r ROM M MniiiMMUMMM! OUw i lMjii ww ■ MwMI OMIMMI Xl ll!! MlooMl��iNINI MMO[ oMMM ■w■wMiiirEMil /w/wll.Mn mm�nnOmnialiMallwwi lEOMMIi MU • i Mini :sannom en r rrrM. lnn ir + ■ i menu nneenn a ■nninnniiis■ non ■` ! /in1 . ,:.LALW / / /rr ■nrrrlrwaCAii - / 'il NM ■M■ iri.> riiorrwl�i/ rninfmnsonnInnnuitir llnninnnIi /■M lo ss viii wiiriri oir! ■iilrjni / ■tali Yearn !w ■M nos MMO TrmAnii�r !I[? UJIM / ■ririirrlMMON4R;'1M /rwoir/ /rMr UMMUMrn ■WO i ■iEon M■ � n n lllsiwnl ommoorlow■ ioo■lo r l e a a et..Ma /nM / Miin i ■Mr lwlMn.!!n. /..i ■/ win.!■ i/■ ClM■/ M. ■! ■r■ MMU M /wMIiiiirll.>ri•wwIlr ■ �i wwl� i lr /irrM ■r / /nirrrnMwMMISMO M/M lrwrlw / / ■ Mrii ESU M Mwli w o!!liooRPROMOilMMgo EnannOMMW nil /owM1IMMUMkllolrM ■Mrlwolno! Mini r!iMPAMO M ORMI IMMUMM ■ /oM moon r ' _nL ommnin nnunnaM MMEEEr.:Mm anu s:unnnn am nu nannUnna : " RnWOM E n mime mnamiir■■ ume ammo r / M r ii w M■rrl t i t er /i waaw m UM mom /i slum! ■n■loriMi ■ mmun!■oio/o■o MwnMnor ii !!lnnrn■Mwi ■o mumniw !i w MO M■o■! MUSOMrnMnr ■MI i■irrlwllMMEMiMMMUMM /i SSOMwno■■i■ !Mlooi■rwi MUM. • n Eri rlii! !Hi■nib!■rin iMiii /n!!il / ■rrrrMwiwi ■r M U S ESi!■ iinl i!i/ ■ ■ ■ iiirrirM/!i!n e■ soo M /■■i ii >i tMi ■ ■ ssii /o / / /nl lMMnn!■ N AM // /i // ■i / a/ /i ■ i ■ ! �M M /n inM 4j � ononeinnoom w /r/i=Maa ■ a r fti / mils i ris %Mi %i. M rMiEEl r rM r! , r / ErM w li w iwEaar #N� I Mrt r AMn U E r MMrttrtlU: E r i i.M.MMLEEMM.MMOSSIM rr MM MOMMOM MUMMEROMMU nI ■M O iONO ' i e! r onniNoon /■ inEnno n ■nwo M /ri nnomwrrillnirni n nOn wioi iennannin M! /■ rim MO ne s!s i liR '.m Mr snnn eeM rem / '" is .. w l■ri Mon! i ii Nil o■n■o■M NlnM rniwnoo!!/ lMri N o!■ ! of n! i! HH i■ � ■ ! w0000iNr nwwnr■o!i / ■ /on Mounnooso ! irrloo ■i io/i _ Mi r /� I a aoni r ! i fi l/ innnen wM. nnu n M 1 n MI nnonnOni .M.eetna n n in ni nnn irli immi na inR i L inniIl r l l 'n1 r rI r in O VE n iw o M rI nnne MOM N!!ss■ // !!ni so s Moir!!■ / MMOi E MMOO l oin ry ■ M ■i riir /oi /ni ■iMnnlonononon noon■ goosno s �o n o/m lM[ # n M M moo /!i mnoonnii/rwlr/Miri!/w�inrr� /f , uu■ ■m • *non= i OId UMNIMUMN Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Concrete Shear Wall Design Description W-5 General Information Total Wall Height 26.120 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Vertical Loads... Load Height Dead 2.190 k 26.120 ft 4.300 k 15.330 ft # 1 #2 Wall Data Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift © Left End k Uplift © Right k Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment vc *.85 vn:max = 10 * sgrt(f'c) * .6 465.56 psi Summary 8.275 k 14.19 psi 56.54 k 156.98 k -ft Bottom Vu 8.27 k Horizontal As Req'd 0.05 in2 Vertical As Req'd 0.03 in2 Mu : Actual 156.98 k -ft Bending As Req'd 0.82 in2 #1 # 2 Bottom 2nd Level 6.49 k 2.19 k 123.1 k -ft 23.6 k -ft -123.1 k -ft -23.6 k -ft k k 2.792 k 4.79 psi 8.32 k 30.13 k -ft 170.117 psi 156.060 psi 465.56 psi Title : Miami Country Dade Dsgnr. DWH Description : Scope : Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 21.800 Bottom 2nd Level 3rd Level Analysis Height 0.00ft 15.330 ft 26.120 ft Wall Offset ( datum) ft ft ft Wall Length 27.000 ft 27.000 ft 27.000 ft Wall Thickness 2.250 in 2.250 in 2.250 in rc : Concrete 3,000.0 psi 3,000.0 psi 3,000.0 psi Fy : Reber 60,000.0 psi 60,000.0 psi 60,000.0 psi Effective Depth 21.600 ft 21.600 ft 21.600 ft 3rd Level k k 2nd Level 3rd Level 2.79 k k k k -ft k -ft 0.05 in2 0.05 in2 0.03 in2 0.03 in2 30.13 k -ft k -ft 0.82 in2 0.82 in2 Live Short Term k k 10.600 • • • • • • • • • • • • • • • • •• •• • • • doe # : Date: •7:Q844,; 4 DEC 04. 0 • • • •• • • • • • • • • • • • • • • • • • • •• •• • • • • • • • •'•• Code Ref: ACI 318-02, 199470B4, lb OS ilIC„ 2403 F §800 0.0000 0 0.0014 0.00 psf • • Vertical Horiz. 26.120 13.500 ft 15.330 13.500 ft k psi k k -ft 153.636 psi 465.56 psi psi psi (9` Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580001 User. KW- 0600821, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-5 Footing •• • • • ' • • ••• •• Pc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 12.00 in 2.000 ft Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As % = Soil Pressures 0.0014 Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Soil Pressures w/ Short Term Load @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load @ Left Side of Footing @ Right Side of Footing ACI C -1 & C-2 DL 1.400 ACI C-1 & C -2 LL 1.700 ACI C-1 & C -2 ST 1.700 ....seismic = ST * : 1.100 Concrete Shear Wall Design Service Loads 59.98 k IVIu 1.70 k -ft 1.70 k -ft 0.00 k -ft 129.61 k -ft 129.61 k -ft 0.000 ft -2.161 ft 2.161 ft Applied To Left Applied To Right Overturning Moment 129.61 k -ft 129.61 k -ft Service 1,034.20 1,034.20 5.755 psi 5.755 psi ACI C -2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : Miami Country Dade Dsgnr. DWH Description : Scope : Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width ACI Eq. C-1 87.16 k Ru 13.09 psi 13.09 psi Service 1,496.55 psf 571.85 psf Service 571.85 psf 1,496.55 psf 0.00 k -ft 0.000 ft Overall Wall & Footing Stability Resisting Moment 869.76 k -ft 869.76 k -ft ACI Eq. C -1 1,502.71 psf 1,502.71 psf Allowable • • • • • • A % Reg'd 0.0014 0.0014 • • ••• • • • ••• •• •• • • • •• .. • • • • :Jog #04:991.' DatQ: .7 DEC;04. :. • •e• • ••• •• • • • •• • • • • • • • • • •• • • • •• • • • • •• • • • •• •.• •• • • • 1.000 ft 27.000 ft 1.000 ft 29.000 ft 4.833 ft ACI Eq. C -2 & C -3 Stability Ratio 6.711: 1 6.711 : 1 93.113 psi • • • • • • • • • • • • • • 04 65.37 k 165.25 k -ft 165.25 k -ft -2.528 ft 2.528 ft As Req'd 0.286 in2 0.286 in2 ACI Eq. C -2 & C -3 1,716.53 psf 537.54 psf ACI Eq. C -2 & C -3 537.54 psf 1,716.53 psf 0.750 Add "I "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 1.300 • • ACI Factors (per ACI 318-02, applied intemally to entered loads) 1.400 0.900 19? DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305 - 663 -8885 • FAX 305- 663 -9841 JOB: mGIV, SCOPE: NUMBER: oo6N DSNGR: • • • •• • • • ••• • •• • •• • • • • •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • ••• PAGE: I•jgS . • • • ••• • .. " • • • • • • • • • • • • : 411 • • • • • • • • • • •••• • • • • . • • • • . • • • ••• • • -•- • • • DATE: • •• • •• •• ■ #•aria ■ /■•i•a ■!••a ■•■RIN .sal.■ ■l• ■m ■a a■ ■■•• a ■aa ■sa aimmaaman a■ ■■ ■roam # #i■ ■aals■aman aaaa■ a■ a■ aa■■■ ii/ i■■ �a# a ■ / # ■nsamsalwasiway/ ■ man • ■ ■ MENO U MOOM■aiMiai UMME ME MMEMO1 a ■ ■ i iAMO MMUMOMUUMN O M� 1Q L rM • •u# a■••a#■ u ■## s i■ as■•••• iuiu. ssa:•a•■■•• u■s■ u•.••uuu..• ■■ ■aa■■i■■■aaa ■ ■■)/a #OIrli irfl ■MAMMs■ a aaa aiaiaiiaaaaiRR INr ■11SOMMESSMOUSIllisrEMBNIIMUM i s /suuu• u••m ■•• II ••s•■•sa•ft■•a ■a ■■ ■ . asaa■■ m■■■■ m•■■■■■ ifl ai #■i/■a■■il ■■Ua#aa■#■■s■R■laau a au•s• ■r► ■ �!•' :. ■aaaa• i• 111 is ■•ss# ■■ isu■ ■u •■■ •■ ■a•uua•ra ■ ■•a #a■aa■!i■a■■aiY ■■ ■I.1 X11 ■ � ■ ■■ ■ i#■ # ■ � ■a/■aa ■ ■ii ■ ■ ! U af • ..r.U.... ww•MOMaa ■ f ■ M■ ■■it/ga ■ ■ ■ ■ ■■■a ■ \ta■o�1 mommali a lrlo�rai / ■a iO ■M■ .uISOM M f■ ffl� ■a ■ma•• as ■ ■mmnam / ■a! ■mm��a ■manam.all■ ■.aai ■mua . ■4aarr ■uiai ■ ■ ! a•air a ■i■/■■■■a ■■ Gib /■■■■ugii. aiaamauaaa•■■a■u■ ■ ■■ ■sam ■ ■aai . a afaa a■as i ■ama ■allay aa.. u• i•Ua • •(%U..O.i..UURia : uu. ■■ i aaRU..u. �■••M■ i # ■au•■ ■ ■■•• ■ i..s. Ma��u■ U. u• aa■ Ii lfii■ it11asiofa ■ ' # ■is■ft ■auu•i•f1i ■ ■ ■ ■,1a ■ ■■!a■ mamaan■■)• ■aai/ ■ •aa % a•a . m..ua RU a l : aa uuuia i Y • uRu..UiRaa:. i a uial amU a ■i■aiaiai■■aai•a ■a•sa ■a ■ ■�...a. ru . ii ■•a..■■! ■■�ist ■aaiaim7 ■■Umva /a�a�i ■ ■R■• ■ii. ■.a.■ ■ a i• •■u •••• lim•R• i.iR•R••• sassr■i # ■ ■ ■ ■ /ss■• /s•sa ■• % imanR•u• mommm aarmRuR aMU a u...'� R. ■■. .R •u••auu•• ■■ ■■us• ■•.•aa/.■ iIiai■ ia■■•■ i •■•• ■•r�■i su..0 a a ••••■•iU1#■•. ■•a■i■•a ■•a1.O•••a•a■• ■su■f �sui I• • s•■ R yOM■•Rii1a ■■ii■ a■•• ■••■ass•• #ssai ■•u i■... •••. .... ■a ■O ■ ■■ flit• il``•aiauiau /•• ■ ■aaaa / s••a■ ■la.i.RR ■ . .i"�■ RR ■ia as ■•#u ■as■ ■■ .•au..•a r■■•. uu■a ■■a•• us•a•lsl la ■•u••••s ■ ■•ms - sa is a ■afl "a . a ■•..au r ■aa■■■ ■..•i ,r; s ;. s .:rata. ■u••■ u••aa uii■•••••■■ im H ■•a•s••m a■•■i■■ UR• ■• ■••• Um ■■a R •sais•■aas .i■i•i!a ■RU i ■'ii■■■ • aaa ■may■ ■aaaai■R■ Ras■■■ Uamanm■ ss ii #f ■am ■•amanmassaa■NaiaslRa•a maaaa ■ummnmw.1imiRwm numom •11a ■•a" 11ITWOs. H ■us■••a■s•■s■a• ■•■R■■sll■ lli •a■a• ■aa.:ss•■uaa l• au ■u•■ i s i s i a u•.s.mmakaalirta ■ iui iu _ Eliiaaiiiiflsamiyi#■ilu ■ ■ ■uii ■a ■ ■■ii• ■■■■ u ■ua uuu ■i ■a ■ia•uu• ■•Uu ■ .uu•.. u a �fs a .iiiui i • UUaiiaiia:aa .mum ■ aaaari•UR •Rhiii• ia s■U ■y■�i � ma ia..laviimra .min a■/U■u� suu s•a•a■11•L■■••aa•■ ■••a■ •a■m■R � U i a•a ■•■1.1RaR u aiaaaMMO MRas usl■R i . igaa % RR a ■ s a s .R i I. . , I .ii i iir• t isnu l ufta�■ u i ' U U •■$1 R l Utiiiii ■ ■■■■i>r<f■ ■■■iii OnleamMi aaaa ■ii`■■■■a ■a.m1.�i■■■■■iirr. i YafUXU >aa ■i■ ••aa ■lam •.■a•u■a ■■aaaa•■.UUI•• ■uu■ sa• ai■ ■■ii•■a/ ■aiii■a ■f■iiis■i••■ a#si • i■i■i■ as ■■a■ a ■u alia■ ■ ■ ■■■ • ../aa a a is n alias•■ i■ a■ !■ui■iiiislra■iaasaa�aia•■!■ss■ ■ ■iauiRia ■i■ m■••a••• ■.a / u •■■■. a■ 1u■ 1ua •■• ■••ii■.uuu■a•i•i ■ ■•.■u•aRas aa■ ■f U ■ ■M u■ a ■ #i� li•.ii.. ■•s ai u.. ■■aau•Ru•: ua aala.•..usu i ■a / ■ ■ au. i.. a•■ a••• Mi. is■a Oa i •u••aaiiai••u••uM•ss•s.ala••••a ■■RUM ■ ■••• •• ■■ u. R • ■ �a i ■ i U aaaaaa aa -zamma ■ mmaaassimmumma rRR� maisam usamaaamamaRa iu■Ra naaa aE MaaaR aiaiiaiaUaalaa •• h aa aaaaaaaaa ...ui..•u ■•R :• •a••a•■!•i a• i. US:••■ . a■ saaa.!■• •.1•••u•a••a• ■a•us■•■a•au.su•i. l ii nasa• 1mar1■■• i ■•llfl ■i .■aaaa■■../ m■ U■ 1■a aail> fiuli a■ ■■ii• iii ■•lair• ■•■ iii s�#i ■•s■aii\si•i ■ainu■m i aiaa. ..�.U.uw. a..i......aaiaaiaaaiia i i i •■" amm .R.0 unaia./t■•■ insXmaammulas • !!■a ■mua• ■�'#l�l�aaa■ mana ■aaamuasa ■laummasaalaiai ■ ■i ■. anaa■ ua■■ aamm ammuua■/R ■ommaaai.ai■u•aimu ■i i i aa� ansumnsmanti amm Mimi iii asmanammmuaram:i■ :isai�� i:iall � minas ■■ u. u.• i•Ru■ ■ iaa uui'Ra i ' rt. a I■ RU Ui • a aaiaRRai �i� aR ■ • i ■ iaaa. .u N. .. u.. . i aa lu i aUuu i■u ■u•u • # ■• ■■ :Ua aaaaRRRRO■a :U:UU: ii ::: :::IUMM ■:::OMMUME�:\:: i:M MMUNO iINAMM ■•■a■• ■• ■sum ■ ■a■■■ aai• # ■aassa .• m•■••■s••■suman m maama s■iaamal ■ mil i aaa ° .Rya immu musenumaimm aRRa aai► a s mmai mail marn• i i a .iima immammaaman i #■•aa i ul. uu■ a•il■ ■••■■us.u••#s ■•s!s ■ ■a■UU.n pa ■wa1�■aa1■a■ai ■isaa!••■ mmai •s iiaai.au■a•s■ ■inns■ RaaaRaarmerumiaaaaaasimmu Raa nmaaamamoranu anal aiaallamma. aammio U uuU isaaanammommo nn u mmu m.aaiaaama s s i s � uni m m a ma snan a ■ samma a. mmam • aa ■s lit • ■r• ■•sa■aa 7•rmass ■%■iC ........0 ■!••am •■ui uu#•su■•aasaaiTiaaa••a••■ as ■ #aaaun U a■a sfrfmaru1 •!i \ms/■■ua •■■s.a•i■u■■ ■■•u•aaa■a•■ as•a:auaual ■a . ■ siiii•a•i ■ ■■■ al}�•.•••s• a.■ammumrims• ■••a••i uuu #i■i■ ui! as ■iiuift ■ft• a Oa URU I):: .auas ■■ / Cisa ■ U M assn ■ u /afui■iaa■ia••• ■i ■uOUmua. #Oisiuu ■ ■u•aa .a a •UMU ■a am ORaa ■■ uifu■■• y sfaaa■aa a■•a•aai:.••■•■lu/ is ■• �•ti ■ •■ #si ■ml!•• _•a •• ■ ■ ■■ m•■ .• 1i • aWg11; a:i •a■• ■a■ •au•.•aaa••a ■ ■aa■• •■ ■ ••••as•a R••■ sa•1•••u• ■• magammanannummdissaassmarnammummommummulammawasaammornammimmultmumummumessmIl ■■■ ■ mama"!■ nua■ mospaya •s ■•u•.ummas.••■•••is.•• i sal••• Raa .moan l•1 ■a ••aaaa■■uusammu• ia■■ • •lain - �>■ ■a■ii■ aai•■ i■• sa• u•f••i ■i•iiaa■u••aRiu ■■ia■aii ■. aRi ■u■mra•.•u• ■a■a# i■UUU ai naiiamara sa u ■s■aa■a■ soma. ■•1.i a••a ■ss••ssaa ■s• #alaa•aaa•a ■aa ••i'a■. ■•iaa mum � ilorclitmara a■ i■ U• u• at■ ii•• a# Ussannuma ■asansa■U■i.ia.u••i■UmU a■Raumusai # •u■R ■ ■a■aman!■ii�nanaa aai■ aaaa..•• ■•1 muss suss lama a •aaaa! ■.■ # ■aria ■■aiaa•s:i■a. i■ • 'r'uitir4oc.''. " ;' 3` �'• 1 1.7 11i =lUai Uai:ai: ••••••• • • • a i •" ■ ■ :: ' ■■_ au�l, �i/! 1/• ■rri1� ■�Uairlfr?�iil ■y!/�[a ■•s! aka` a■ •• UU u ■!. ■i•.••i•• ■a ■•Uu /a•. ■■�R UiaUUsis ■i ■•aasaa � UU ■ u■R�Tt�^1•u . 7�":'Es:�n�LL•■■f;ariri■• ■••u.■ 111.1•• ■•a■ aai : ••. ■ ■■ a•ti• ■11: aaR U U ■i R I rL J OMMI ::a a �:• a�a Raa UERi a MUM ■i ■a u • .a Ui liii ai #R#■�■ ■ 1110gO l IMMin�i R! iii aaOaaaii C aRURRU `::'. ' RESSR% M S:i:Ral,l aim u ■u ■i• t •ruiif�R: , ill ? af7F da ] aaaa a ■u•i ■ #ua ■ •aa •ua■ saa••a••au ■a ■■ i ■a . . ' L) a x a R , ani ■ #/■1 ■ U sin •ii aaaa Y a ai :cic' pia soak -t� . W. .! � _ IIMMIi:aa\ala in::O:a : ia•MOSI MINISI ■ auli alla•Rwa:•iil I .■ ■isaa s a:: ■ammammosimmummaa i % ■u■ RRsam s nasiasaa a ■ mRU s a' ■u ..aai a ius aaaa. Ua• iuua.alll m/sammea i a u -_ aai■ # ■■''i'M ■nam ammai ■ ■■•iauaa iia alaUSIS "' aaiUiaiiai p' a i iMOl ' r� if �N ■ i U' iCiiiMRa'.iaaaa"ti a M ■ i a i ' a i is�i"'i'iiiiaa�alai�■■ 1� ma . ■ / ■a■Ua ■u ■i ■l...U.U.au / ■• ## u.0 • f • ■: m a a.. m U� ■ aau.l•s••■ ■asa•i•uu■■ ■■ a ■■ •m i•#laia■ ■. ■ua•aam 1 • ass ria Ui rMluia. ■u■ ■aim ■•Rua ■uu ■ ■■U,. \i` iu ■.0 ■ ■S us. ■isa ar.ai ■•• jis Um f ■f ° � i i ma mnGUa m R m llf'iU f ■ iiUm ■mmmui ■umtm i imamaa asnun�laumaamuua• Ui ■a•■ua I II_ i u'a. U ■ ■N■U ■ ■ u u m • ON O •■u •uu • M I li m• u a#_ I • u y_ Dinald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 L R 6 er. 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (01983 -2003 ENERCALC Engineering Software Masonry Per Analysis & Design Description W - 6 General Information Code Ref: ACI 530-02, 19 %7 ?`008 gCi2003. N.P A:800 Total Lateral Force Seismic Zone Load Duration Factor Pier Height Pier Length Wall Thickness T : Depth Mult. Pier Fixity Pm Fs Sp lnsp Grout Spacing Height/Length Summary Shear Reinforcing... fv= V /(12 *est *jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Pier #1 5.62 psi 35.00 psi 67.08 psi Not Req'd in"2/ft Pier #2 6.40 k 0 1.00 5.62 psi 35.00 psi 67.08 psi Not Req'd in"2/ft • • • •• • • • ••• •• •• • • • •• •• • Title : Miami Country Dade : • , • • • Job 1,0 -99t Dsgnr. DWH Description : Scope: Pier #3 Pier #4 5.62 psi 35.00 psi 67.08 psi Not Req'd in"2/ t • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • • • • • • • • • • • • • • •••• • • ••• 04 lculatioRs Moduli: Em = Pm * Moduli: Ev = Em * Pier #1 Pier #2 Pier #3 Pier #4 13.12 ft 13.12ft 13.12 ft 13.12 ft 6.17ft 6.17ft 6.17ft 6.17ft 8 in 8 in 8 in 8 in 0.90 0.90 0.90 0.90 Fix -Fix Fix -Fix Fix -Fix Fa -Fix 2,000 psi 2,000 psi 2,000 psi 2,000 psi 24,000 psi 24,000 psi 24,000 psi 24,000 psi Yes Yes Yes Yes 24 in 24 in 24 in 24 in Analysis Data 1 Pier #1 Pier #2 Pier #3 Pier #4 2.1264 2.1264 2.1264 2.1264 (H/L)^3 9.6149 9.6149 9.6149 9.6149 Rel. Defl 1.1107 1.1107 1.1107 1.1107 Sum Rigidity 3,601.31 Rigidity = .001/Defl 900.327 900.327 900.327 900.327 % Force to Pier 0.25 0.25 0.25 0.25 Shear to Pier 1.600 k 1.600 k 1.600 k 1.600 k Relative Defl * 10 "5 0.00 in 0.00 in 0.00 in 0.00 in M / (V*Depth) 1.181 1.181 1.181 1.181 Em 1800,000.0 1800,000.0 1800,000.0 1800,000.0 psi Ev 720,000.0 720,000.0 720,000.0 720,000.0 psi 5.62 psi 35.00 psi 67.08 psi Not Req'd in ^2/ft Bending Reinforcing... Moment @ End 10.50 k -ft 10.50 k -ft 10.50 k -ft 10.50 k -ft "d" to tension As 5.55 ft 5.55 ft 5.55 ft 5.55 ft Bending As Req'd 0.08 in2 0.08 in2 0.08 in2 0.08 in2 Dal): 4§171y 2$ DEO0 e: •• • • • •• •• • • • • • • • • • • • • • • • 900.00 0.40 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User KW- 0600621, Ver5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Pier Analysis & Design • • • • • • • •• • •• • •. • • • • •• • • • • • • • • 4.9 091.esw:aculatioits Description W-6 Total Lateral Force Seismic Zone Load Duration Factor 18.86 k 0 1.00 Title : Miami Country Dade Dsgnr. DWH Description : Scope : • • • ••• • • • ••• •• •• • • • •• •• • • . • :.:fob x'0 -99'( oaf.: 453V:4 DEc:04: • • • .• • • • • .. • • • •• •.• •• • • •• • . Code Ref: ACI 530-02, 19%7,OB ;,1�008.1BC :2(iO3�1� FP x:800 Moduli: Em = fm * Moduli: Ev = Em * • • ••. • • • • • • General Information 900.00 0.40 Shear Pier Data Pier Height Pier Length Wall Thickness T : Depth Mult. Pier Fixity f'm Fs Sp Insp Grout Spacing Analysis Data 1 Height/Length (H/L) ^3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10 ^5 M / (V*Depth) Em Ev Summary Shear Reinforcing... fv= V /(12 *estid) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 Pier #2 Pier #3 Pier #4 13.12ft 13.12 ft 13.12 ft 13.12ft 6.17ft 6.17ft 6.17 ft 6.17ft 8 in 8in 8in 8in 0.90 0.90 0.90 0.90 Fix-Fix Fix -Fix Fix-Fbc Fix -Fix 2,000 psi 2,000 psi 2,000 psi 2,000 psi 24,000 psi 24,000 psi 24,000 psi 24,000 psi Yes Yes Yes Yes 24 in 24 in 24 in 24 in Pier #1 Pier #2 Pier #3 Pier #4 2.1264 2.1264 2.1264 2.1264 9.6149 9.6149 9.6149 9.6149 1.1107 1.1107 1.1107 1.1107 3,601.31 900.327 900.327 900.327 900.327 0.25 0.25 0.25 0.25 4.715k 4.715 k 4.715 k 4.715k 0.00 in 0.00 in 0.00 in 0.00 in 1.181 1.181 1.181 1.181 1800,000.0 1800,000.0 1800,000.0 1800,000.0 720,000.0 720,000.0 720,000.0 720,000.0 Pier #1 16.55 psi 35.00 psi 67.08 psi Not Req'd in ^2/ft 30.93 k -ft 5.55 ft 0.23 in2 Pier #2 16.55 psi 35.00 psi 67.08 psi Not Req'd in ^2/ft 30.93 k -ft 5.55 ft 0.23 in2 Pier #3 16.55 psi 35.00 psi 67.08 psi Not Req'd in ^2/ft 30.93 k -ft 5.55 ft 0.23 in2 Pier #4 16.55 psi 35.00 psi 67.08 psi Not Req'd in^2/ft 30.93 k -ft 5.55 ft 0.23 in2 psi psi 200 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580003 User: KW- 0600621, Ver5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description W-6 General Information Total Lateral Force Seismic Zone Load Duration Factor Pier Height Pier Length Wall Thickness : Depth Mutt. Pier Fixity fm Fs Sp Insp Grout Spacing Height/Length (H/L)^3 Rel. Defl Sum Rigidity Rigidity = .001 /Defl % Force to Pier Shear to Pier Relative Defl * 10 ^5 M / (V*Depth) Em Ev Summary Shear Reinforcing... fv= V /(12 *est *jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 21.33 psi 35.00 psi 67.08 psi Not Req'd in^2/ft 39.85 k -ft 5.55 ft 0.30 in2 Pier #2 24.30 k 0 1.00 Shear Pier Data 1 Pier #1 Pier #2 Pier #3 Pier #4 13.12ft 13.12ft 13.12ft 13.12ft 6.17ft 6.17ft 6.17ft 6.17ft 8 in 8 in 8 in 8 in 0.90 0.90 0.90 0.90 Fix -Fix Fix -Fix Fix -Fix Fix-Fix 2,000 psi 2,000 psi 2,000 psi 2,000 psi 24,000 psi 24,000 psi 24,000 psi 24,000 psi Yes Yes Yes Yes 24 in 24 in 24 in 24 in Pier #1 Pier #2 Pier #3 Pier #4 2.1264 2.1264 2.1264 2.1264 9.6149 9.6149 9.6149 9.6149 1.1107 1.1107 1.1107 1.1107 3,601.31 900.327 900.327 900.327 900.327 0.25 0.25 0.25 0.25 6.075 k 6.075 k 6.075 k 6.075 k 0.00 in 0.00 in 0.00 in 0.00 in 1.181 1.181 1.181 1.181 1800,000.0 1800,000.0 1800,000.0 • 1800,000.0 720,000.0 720,000.0 720,000.0 720,000.0 21.33 psi 35.00 psi 67.08 psi Not Req'd in^2/ft 39.85 k -ft 5.55 ft 0.30 in2 • • •• • • • • ••• 201 •• •• • • • •• •• • Title : Miami Country Dade • • • • :Al •.#04-99' Dsgnr. DWH : Date: .'(541;M: 20 DET 4 • Description •. Scope : • Code Ref. ACI 530 -02, 1947.0BC,1003,IBCC 2203:1 tP i s !!00 Moduli: Em = fm * Moduli: Ev = Em * Pier #3 Pier #4 39.85 k -ft 5.55 ft 0.30 in2 21.33 psi 21.33 psi 35.00 psi 35.00 psi 67.08 psi 67.08 psi Not Req'd in^2/ft Not Req'd in^2/ft • ••. • •• • • • • • • • • • • • • • • • • •• • • • •• • 39.85 k -ft 5.55 ft 0.30 in2 •. • • • •• ••• •• • • • • • 900.00 0.40 psi psi Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580001 User. KW- 0600621, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description W-6 General Information Total Wall Height 28.420 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral Loads... Load #1 #2 #3 #4 Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment k k k k vc ' .85 vn:max = 10 * sgrt(fc) Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom k 491.2 k -ft 491.2 k -ft k k k psi 246.14 k 570.83 k -ft 173.632 psi 6 465.56 psi Bottom k 0.14 in2 0.09 in2 570.83 k -ft 2.93 in2 Height ft ft ft ft 2nd Level k 112.1 k -ft 112.1 k -ft k k k psi 73.34 k 125.26 k -ft 159.595 psi 465.56 psi Scope : Concrete Shear Wall Design Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... Dead 4.410 9.400 17.400 56.310 #1 #2 #3 #4 Bottom 2nd Level 3rd Level Analysis Height 0.00 ft 15.330 ft 28.420 ft Wall Offset ( datum) ft ft ft Wall Length 36.330 ft 36.330 ft 36.330 ft Wall Thickness 6.000 in 6.000 in 6.000 in fc : Concrete 3,000.0 psi 3,000.0 psi 3,000.0 psi Fy : Rebar 60,000.0 psi 60,000.0 psi 60,000.0 psi Effective Depth 29.060 ft 29.064 ft 29.064 ft 2nd Level k 0.14 in2 0.09 in2 125.26 k -ft 2.93 in2 Title : Miami Country Dade Dsgnr. DWH Description : • ••• • • • • • • Code Ref: ACI 318 -02, 1997 1,7s4, toOe IOC;2403:4FPA 5Q00 Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 3rd Level k 112.1 k -ft 112.1 k -ft k k k psi 37.14 k 125.26 k -ft 156.654 psi 465.56 psi 3rd Level k 0.14 in2 0.09 in2 125.26 k -ft 2.93 in2 Live Short Term 1.870 k 11.830 k 9.300 k 36.330 k • ••• • • • ••• i • • v :991: e4 • Date: 2:024 4:2$ DECb4 • • ••• • • • • .•• • ••• • ••• • • • • • • • • • • • .- •• • • • •• psi 0.0000 0 0.0014 367.00 psf psi • • • • • • ••• •• Vertical Horiz. 28.460 36.000 ft 15.330 36.000 ft 28.460 18.170 ft 15.330 18.170 ft 202, Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580001 User. KW -0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-6 ANKINFAMMAIXIMININNESMEMNWASTAMMUMPI Footing Pc Fy Rebar Cover Footing Thickness Width Service Loads 293.45 k ACI Eq. C -2 & C-3 321.48 k Wall & Footing Stability... Total Vertical Loads Overtuming Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overtuming Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check @ Left End of Footing © Right End of Footing Bending Design © Left End of Footing © Right End of Footing Min. As %= Soil Pressures ACI C-1 & C -2 DL ACI C-1 & C -2 LL ACI C-1 & C -2 ST ....seismic = ST * : 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.500 ft 0.0014 Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right 1.400 1.700 1.700 1.100 Concrete Shear Wall Design Mu 4.06 k -ft 7.12 k -ft 491.24 k -ft 491.24 k -ft 491.24 k -ft 1.674 ft 1.674 ft 1.674 if Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing Overturning Moment 0.00 k -ft 0.00 k -ft Service 1,614.23 2,760.61 0.000 psi 0.000 psi ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C-3 Short Term Factor Title : Miami Country Dade Dsgnr: DWH Description : Scope : Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width Ru 6.14 psi 10.75 psi Service 1,614.23 psf 2,760.61 psf Service 1,614.23 psf 2,760.61 psf Ea. C -1 428.63 k 761.10 k -ft 1.776 ft Resisting Moment 6,115.27 k -ft 5,132.79 k -ft ACI Eq. C-1 2,306.99 psf 4,083.13 psf 0.750 0.900 1.300 Allowable As % Req'd 0.0014 0.0014 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • tlob #04.991• • Daf: • 2 2 02 FL ,: 26 DEC;04 : • • ••• • ••• • •• • • • •• • • • • • • • • • •• • • • • • • • • • • 93.113 psi • • • • • • • e • • • • ••• 04691.ecw.Cakulatioae • •• • • • •• ••• •• • ••• • • • • •• • 1.000 ft 36.330 ft 1.000 ft 38.330 ft 6.388 ft 570.83 k -ft 570.83 k -ft 1.776 ft 1.776 ft Stability Ratio 0.000: 1 0.000: 1 As Req'd 0.853 in2 0.853 in2 20 3 ACI Eq. C -2 & C-3 1,730.24 psf 3,062.35 psf ACI Eq. C-2 & C-3 1,730.24 psf 3,062.35 psf 4 Wan M Add "I "1.4" Factor for Seismic Add"! "0.9" Factor for Seismic 1.400 0.900 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel (305) 663 -8885 Rev. 580001 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Concrete Shear Wall Design Description W-6 General Information Total Wall Height 28.420 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Load 6.400 k 12.460 k k k #1 #2 #3 #4 .. >.� AVAN5MNIVA z_. Bottom 2nd Level 3rd Level Analysis Height 0.00 ft 15.330 ft 28.420 ft Wall Offset ( datum) ft ft ft Wall Length 36.330 ft 36.330 ft 36.330 ft Wall Thickness 6.000 in 6.000 in 6.000 in fc : Concrete 3,000.0 psi 3,000.0 psi 3,000.0 psi Fy : Rebar 60,000.0 psi 60,000.0 psi 60,000.0 psi Effective Depth 29.060 ft 29.064 ft 29.064 ft Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment vc *.85 vn:max = 10 * sgrt(fc) * .6 465.56 psi Summary Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 18.86 k 864.4 k -ft 118.1 k -ft k k 24.047 k 11.49 psi 246.14 k 1,046.60 k -ft 134.224 psi Bottom 24.05 k 0.14 in2 0.09 in2 1,046.60 k -ft 2.93 in2 Height 28.460 ft 15.330 ft ft ft #1 #2 #3 #4 2nd Level 6.40 k 196.2 k -ft 28.1 k -ft k k 8.160 k 3.90 psi 73.34 k 232.40 k -ft 159.595 psi 465.56 psi 2nd Level Vertical Loads... Dead 4.410 9.400 17.400 56.310 8.16 k 0.14 in2 0.09 in2 232.40 k -ft 2.93 in2 Title : Miami Country Dade Dsgnr: DWH Description : Scope : • ••• • • • • •• • Code Ref: ACI 318 - 02,1997 t=B&., t0d i$C :2403:NFPA 5Q00 Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 3rd Level 6.40 k 112.4 k -ft 111.9 k -ft k k 8.160 k 3.90 psi 37.14 k 125.59 k -ft 156.654 psi 465.56 psi 3rd Level 8.16 k 0.14 in2 0.09 in2 125.59 k -ft 2.93 in2 Live 1.870 11.830 9.300 36.330 Short Term k k k k • • ••• • • • ••• • • *. . : do&'9:991: Dat+ 2105 :2$ DEC:04 • • ••• • • • • ••• • ••• •• • •• • • • •• ••• •• psi 0.0000 0 0.0014 367.00 psf Vertical 28.460 15.330 28.460 15.330 psi • • • • Hord. 36.000 ft 36.000 ft 18.170 ft 18.170 ft 204 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580001 User. KW- 0600821, Vet 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description W-6 fc Fy Rebar Cover Footing Thickness Width Wall & Footing Stability... 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.500 ft Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overtuming Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As % = Soil Pressures ACI C -1 & C -2 DL ACI C -1 & C-2 LL ACI C -1 & C -2 ST ....seismic = ST * : 0.0014 Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Sod Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing ACI Factors (per ACI 318 -02, applied intemally to entered loads) 1.400 1.700 1.700 1.100 Overturning Moment 401.45 k -ft 401.45 k -ft Mu 4.08 k -ft 7.12 k -ft 491.24 k -ft 89.79 k -ft 892.68 k -ft 1.674 ft 0.306 ft 3.042 ft Service 1,61423 2,760.61 0.000 psi 0.000 psi C -2 Group Factor ACI C-3 Dead Load Factor ACI C -3 Short Term Factor . .•S . • •..• • .• •• •• • .. . . Title : Miami Country Dade • • ; • • • • .tob # • 9 w 1 Dsgnr: DWH • D$te, ;?:04P1'1, e8 D • Description : Scope : Concrete Shear Wall Design Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width Service Loads 293.45 k Ru 6.15 psi 10.75 psi Service 2,082.65 psf 2,292.19 psf Service 1,145.81 psf 3,229.02 psf 428.63 k 761.10 k -ft 1.776 ft Resisting Moment 6,115.27 k -ft 5,132.79 k -ft ACI Eq. C -1 2,306.99 psf 4,083.13 psf Allowable . 0410 • • •. • •• •• • . ••• :. • :.• . •• • • • ... • • . .. • 1.000 ft 36.330 ft 1.000 ft 38.330 ft 6.388 ft Stability Ratio 15.233: 1 12.786: 1 93.113 psi 321.48 k 58.98 k -ft 1,082.67 k -ft 0.183 ft 3.368 ft As % Req'd As Req'd 0.0014 0.853 in2 0.0014 0.853 in2 ACI Eq. C-2 & C-3 2,327.47 psf 2,465.12 psf ACI Eq. C-2 & C-3 1,133.01 psf 3,659.58 psf ••• • • • • • • • . • • • •• • • • • • • ACI 0.750 Add "I "1.4" Factor for Seismic 1.400 0.900 1.300 Add "I "0.9" Factor for Seismic 0.900 205 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: {f CJ 5 SCOPE: NUMBER: ocfggl DSNGR: ;IV 3 • • ••• • • •• •• • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • 10.10 • ••• • • • • • •o• • • •• • • • • • • • • • PAGE: 206 • •• • •• • ■ • • •• • • •• • • • • • • • • • ••• • • DATE: i2lis /o¢ • •• ••• •• • • • • • • 1.ME ■0 000 %INiEO U URDU .RUU.SUUON u la l i 1 1. 1010■ a■ 11. /m##■m.mmomm ■ ■# ■ ■ ■. ■ ■ ■ ■ ■ ■ ■mommgm■ ■momm ammom! ■■ ■mmnommialmm miwrmAimmum ■■■■■■■■■ ■■0 0000101010M.::......M...M O ..i0 10.10 m mmo .M........M. . ■0 ■0■■ ■■.■1 ■0#0#.■#a#10■■10.■ 1 §0111000011000000000011110001000000000000000111010111100 0000111111100000000000000000.0100000000001100110001.00 000000111000000000011100001100110000011100000100000000 ■■■■ 01 ■ ■ ■! ■0■■.1111000■0a0a01a1000/# #000!.00■ 0000011011011001100000000110111000010000001111000110110000 ■00 ■■ ■ ■00 #al /.a■! #0 ■ ■# ■ ■ 000 # ■a /0000 ■ / / / / #a■ ■0■ 0 ■#!■ ■!a■ ■■ ■0 /00011000 ' t>tPE /0! / ■ ■■0 / # /aa ■ m■ ummommmmmrol ! ■ ■a■■■ ■l..#!■..■ / ■a ■1 #011110 ■■t ■ ■#! ■ ■# 000■ !,nmmu'/ ■U m ■ //! /■ ■00 ■0 ■m■■m■00■s ■.a■ #! / # #m #■.... ■■m ■wm.m ■a.m ■le .�. � r/ ■a■■■■. ■a ■0.muAm.. ■■ U0 ■.■ � ! / # ..M1010.10.1010.M...i i a 05111001110111023M2=1==-- u. � !0! ■ i °# iii iYi rii iii ...UU..1UUI.. ■110 # ■!■#■■a.! ■a00`is0�a00■.1 #..l..a ..M 10 mmmal 101..0.1 ■.■ .1.la1 ■lllml/ #0■ ■010■ 1/.0#!100 . ■0. ■0000## nia00■0000■i1.a.#00. ■10 . 000!0000 #0. 10 0!#..!1#■ ■00100=.. ■1000 #0l #0#0■IU mom.11mm!■■00 #0 ■ ■ ■a ■iiig0 ■ ■0ilr ■0111 ■ # ■ ■ ■ ■ #■ im ■u ■ / /mgo ■■ #a.gmmmam ■m !! ummom■ ■!Y ■.0100.!0! ■ ....1010.10 10 . 000� ■ # t� l � ; ■ o oo��t ■ N 1 ■■ ■uu.•�f1a�/ % %a■ a 0 ■ ■! ■!■! ■m01m ■•m. #1.■ #0/1.00!0#1 10 .1a10a ■a■ /■ t� 11000000000001000001010011000000011100011001110000111111 i � w H000000ua •u /uoo0\o011110 o oo E01100....vivo ■■.# 0# ■/■ ■ ."a=0.00■ ■ rr 0•.0000 0�.- 100000rr0# / ■ ■0. ■■■ 000011. #1r0a■ # ■ ■ ■ ■ ■ ■#■■■.a■ #0011 10M.M..ouu.01010...uio. I2 is1u■i•• 0 i u.u.o.o.i 1■ ti .m a uu.aauu. u.. .0011#ll.0a ■0 ■000.0■ 11. ■0■■ ■■0 i■ 0 ■00 ■00M0M0 M.M'110...10100P:... .i %o.i..mmmum1.aummmom �mmm a■o . uuu.R. oat . u u ` % uE.S. ■ai.. ■ ■■■..0 H..* i uu u uuuuuuuuuuiui• au.a. u.ua .m . � u I .i ...�% .i.u.0 0 ■■ i uuIU .0 .. p r r rr r rYr ■. #10. ■a ■00000001• 0u# 0!■ ■ ■ ■ ■■■.. #a.!■.. ■.00#00...u.i ammumm0 i ■■ #�'■*■0 0 00.0 #0.# / ■ l ■ ry 0 ■ ■� . /.....EO# .000001 a. # ....1.10 ■ lo �i .e #.a000MME , so at mum =0a %o#■ m 1�• ■■ # # ■■ 01 ■1110001aal■l .#.00!0■i1 1.M 0 101010.M. mmamma mm am 1 .meH 0 00.:10 10 10 ■11 ■ 00#■.# 0/.10111101 #.■■0000 ■0■ ■000.#.■■■■ 0 # ■. #00000 .01101 .allma ■ ■■/lalall. ■00■ 00001110010111100000110110 0a j1 ■! 1u u 1 ` ■ u.% #.0 0 ■ ..Nil... # ■ � 0 ... ■r ■ ■l ■a / ■■■■l■a ■ll. ■l/#■ .� C ttai.!#.■■. .r.■■'�11■itri< ■ ■l�r.a�l #E.1�. ■ a..l.0 ■0m■■..0..1.01■110muu ■0 !■ 01. #a ##lll ■ / 0 a■0 # . a i■ # /00l.a ml ■0#000 0l l! . # 00110##U1 . 0 0 .1 ■■al ■101 #0 #■a!■■■■ 10 # ■1a00u ■ ait. . ■ u1'u •u 0/ ■■■0000 ■a! f, .a a■ ........ ■ ■a..i..�ii.. !_�Ao 0 ..o \.. i.# 1 �� 01 ii•u..n%1.000 a.■0 ■..io0 #ti .r ■0 . ■ ■■0 #000.■ 10# 0. i 0l. ■.m1# # /0■ 0#110 ■o /ma'...# ■l lll.a110 0#. 0 `.1000 .0.......is..Mi ..00 0 0 a ;##u. ..o..%A ■ Ji /f0.1 . # ■.000110000.1am111 ■000000 #0l ■00.!00/0! ■.a 011.!# #I!■ ■#. ■ 0!.!0■ !0000 #0, ■0 M ■■0.■■■■ 011■■ ■■mmummo. ■ ■0 ■■#11m0!! ■llmummomu � q �1� 1 u� 1 ■ . 1! /00,.(00 /l.ommamlo ■mahall ■ ■ ■ ■0 ■ ■. ■.!1000 ■.0■i 1110 ■ ■ ■ ■1 0 ■!■1111100■ ■11 i ■u� 000001.. ■ii0.0 #0■ ■■0#010!.■ ■■la #lll ■#010010■ • i ..i . u..uuuu..u. o.... u.. 0 11 0.. i ll. oo...0 .10 %m10i `a 10a.o.i.li.MlM 0 M...ifmMUUMMUU 00 00 1 0.0 000000i�■ 1 � 0000000000111 1f�10% 1a .1100.#0 ■. ■■!al ■ 10010. #0001001 001 001010 ■■■■!..■0.11#NO■0■ 0011 00§01m 000 a.■.1 /101000000 ■■■al. ■00i.■ � ■01. 11 #la■ lmm mmumm ■ ■oommummmm m 000000_0011100000000000000 000 . . "1 ■ fii. #.i.. 010 ■1 il il l . . l�\ilila ■ . ■.1 11 _ ..■/.#0.0.0 ■■00 ##010 000000 ■f1�a #ttlL:�aLd... .0.00: !11!1!1 0010 .1 00■000■00a■/ 00mu .� ! ■ #0■ ■0. #al ■ ■■ 00000 .00110000111000111101100000011100001001110000 0 . /l.a!■1■1■ ■0 � ■ t PI■1■n�•.a■■>t.� >t uu ■ 1. • ll "t/ #.■■. u 1011mu10110M #1 .■■■. /0 ■11 ,LM3 ■111/ p,� ■ ■tr1C .r��auSli al'._17•. Y±,104-�� 0. reltAm /0 ■0110. m ■111011.00# .. a■a ■mm.l.mimmmwmmolli•�11.0i 10....10■11.000mmummmi . .N' `O , • 011MINowr '"T'l0/..Omelm111..■ ■0aMMON ■a101..u.w.EL #.REIN ■0 101 1 %NlammosUM1O '-/ Wa 1 •ll liom.■R..SUIi. NOR.....0O1.0 10.10 ■■aaa.0lm.at 1101.■��jj .l.1■ ■0#00H0..10 ■ 1 l # ■■ ■.1a1. 1#■. #.11 #11110 ■ ■1■a /..se �1 ■0111.+��1 �.0 ■■0amommmoa1■f■.. ■ � . '1. ■ 13�U�O ■ ## #101 =1■ 100 1 ■01 ■1010 0■■■■.1■■i.■1 01.111 ■ ■ ■a■■ . 1 ■ la/// ■10 ■0 ■10 ■01 ■11001 000;010/000 0110..11.0 ■ ■.lm.lml0. ■m ■010 ■ ■1. /0lm#1■■■ ■m .. . 000.11 ■■1 ■■1111110 #a #0mUu ■0!. 1 1 ■■0011000 ■m■ ■mmm■ ■101■■ #0!#!!11 100011■ 1. 0000001 0 000.. 00 am ■ ■■#110 #0.■0na ■■ 00000001■ 0000 ■0m! /■ ■.■11110010 ■.1.00..■ ■ ■ # 1 .10 l 010111 m110ammtm ■ ■ ■ ■ ■ ■ # #. /a0■ ■001 0 1..111011 ■.■■■mllm0.u0■ ■■■ ■10 ■111. ■.1■■■ . ■0 ■ 10 0■■■ m!■#■ ■ ill ■a■■■■■ . . 0011111110100000000001111000011001100800 1 1000110110011000002 MM US 10.%..00. 10 1 00 ■ .. 1 1,0 01 ....10010 000 10 000 1 1111 ■00■ ■10 ml a 00#0000 # . # 0 0 llla m ■ 101.0 #00 ■000 101010all..m0m.■11■ 10M. 10 ■./lall■.0 0010 /..0 , #1 ■.0.11.m ■ ■/ . 000M: .1 0.1 #010■ 10. # 1 00 ■1 .a .a.l. ■ 0001001 ■.01!101# #.■■ #0a 0 00 1 ■1 /010 1 10s - 0 1. o ■ ■ ■10.1!0■li■a. f . ■ 1#111■■ 1 p 100 100 1# !0 f ■..1.. ■■a ■10■■■tm1u0 ■.0!111# 10■ ■lama. # /1 .# ■ UPI 1.. #11100aaa 1 WI ..: 0 M ' x 010■ 01110'.ir..iii..10.00i.10i. 0 01=0'10 1I. % s " ..E 1 a 1 10 ' a � ' 1 " N n i a 1001 / a ■0.00 001111100000000110000010000000 #0000 #000.0 #.100.1 ■ 11..1 00110101.01 1 0 1110001# alM■ #■ ■11.10 .0/■ ■ ■.1 00.15000010.1010 !00■/!.##1m1101 10 0 10810000 ■1010000 ■ ■!0 / a 011000000001000101000 0! 0 1a ■a00 .1010.S S0 0 M1010.10 0 i11 M 1i1 M.M 0 �1010010:10.1010....10 ■ �i .M.. 10O■M.%.... m .R # ■ 0 101 #M0 10i.MMIUME1.100 ■01 ■11 ■10.1 ! 110 ■ 0 0#01#■ 100 .MO. . � #1 ■■Aa ■011 #01fa1 1 ■m0 .. .00.10■ ■ ■0 a0. ..101.■ m ■00#.10 0 al■0a0#..m..# ■10 � 0 m � 1 .0 '100 ■111..1 �l1 0001. O m■.. #1.1 .1■■■■ 00000/01 ■ 000. .0 . .111 ■ # a. ■ 001. ■1.00■ ■aa /1 ■1 ■1.0 10.00 ■ a Si■...u...I...M.. ■■ .010.10..•. •M 10 .0 ■� ..... .a..u, 0.um !M. #. 1 � . U 0 . 10 0 01■■■■■ ■1 000 .■ 10 : .111 ■.luull.lua ■0 ■a■u00 •• ■.. ■0..00 #. 00010. mo. ��_ : 000! 10. M■ 0010... 1 10.�1010101010M10 ■1 00 ■0.11 ■0 01 la�.1a1■ ■■■ . 0a 1 0 M1..m . em11. 1ON 001 M. 0 0 100Oi10 0.1!00 0 10 ■ 110 . M 00. ■110 . 00 0 #. 10 al o. ml ..101010 .10 11 D o lt # ■1 1 0000 r0.. MO #0 lm.00 ■� 0 . ■.0. # ■ 0 1 1 10 10MM1 1 OW AM ■ #. 0. §.. 10 ■00 0000 a ■ j • OM r 110 ■# _ � 0 00.0.1 �0 #010 0. 0.01!000. 0. 0 1MOi 00 00.. . _ 1010 ■... ■ ■1. 1 1 1 0 0■ M 101010 1010 ■ ■ 000 11 .0 ■. ■ ■1110001. . . 0.0.00001101100000000§1111101100000 000 1 1 1.11.. # 0 0 ■ 0011 1 00# 0000000.. #10001 ■01000 ■a ■00 0. ■ 00 . al #0 #1 11 la■1.00 ■ U . .l. 00#010 .0010 ■10 01 000.0 WPM ■1�� /_ ...pr . m a .um .•1 a •O 'i m •a • w u .■ .i . lm■! •u 111211uSu ■■.1 MOO IA . 100.0.10 ■00 0 •• • DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: in c,RS SCOPE: NUMBER: ,pt/9oy DSNGR: • ••• • • ••• • • • • • • • •• •• • •• • • • • • • • • • • • • • • • ••• • • • • • • • ••• • •• •• • • • • • PAGE: 207 • •• ••• • • •• • •_•_•.3_____ • •. • • _ • • • . • •• • •• • • •• • .. • DATE: i!i■!fmussmONmtON ONNO MUNO ■■NOUN ■■i#■■ # / #!f!■ ■f ■# ■!f■■!i! • r rNOl iiO iOuiiiiOO :� ALLO MONOMISINiONwO ■ OINI i NNO■MONS iOWiNUONONONOR# ■#S afMNOKi# ■O EOUSaAN4SlerrSCU iiiiiiiiiiiii�ll �%� i% �L �� 1 %•M I N %NIO si ININNOONNOWNIN ■ ■N WOO 1 INNONOMONU NUOUN iiii iiii N mii ° ■ i imma uiiw ■ � N■n ima m i mu mmuu mm um` ■ i o T i m m ■ mammum mu imi a u ■■N ■■NN■ ■a■!N■mim •!�■NNfMNt • �IIL 51UN[4L7! �I_ ONOMONNOSNON■ ■NNOM ! .f #!■a. #■# ia:: i iiiiii liiin� umamme # i � .0 •' sd1 mwm ommi iaim im m ■u■# ■ #■uN.## # f _ i N /ii xiiiii � iau its NNEEMOu#RRN OIION ∎ ∎j∎ EOU WiMfrN l NON %W OO1 � 411N INIO .NNi NM %NNIIR'NN ::Oiii i i i i ii ::mii"iimiii ♦ m mw ■■ONO Nm iN lum!! i ■ f� i mumm# m u m %mEmmummuwmflu # ■NNlNNONOWNINS•NUMMEN■•NNOSOOMI •.iii Oiii iiiii.i:: / ii: : ::iiiiiiiiiiii0 :: ii0 iiifiiii n i:m ■mmi■NNi■miimN■ m Nmt iNNNMNNmfN #!# N #! ■■■■■■•• O ■m/ #O• ■■•t ■ NN/■ N•t• lf N■■ NUMILNlN ■OWN∎N ■NN ■ ■■■N #!N Si !M i ■■■NaNItN■iM� NN N! ■tt.Of mTU 'Uti■ m •ls N O .N■NNON.■t #Nt O ■NMN.ON■ #UN ■ NNN OO i!■m. ,.N ..O O♦i ■N■■■•NN•■■■ f■NNMt■ONN■/ ■NN■N• /!i ■NNMOiNMNNN NONNN■• NNM■t ■N N#N■O ■� . N!u.NN / ■N ■iii #!N ■N■■■ NtNi■iNNaNNf■i#i ■■tt■aN#iait## i #mm u■ NTh %imii t i mum i mmmmmm mm i 0 ■ u ir mi mmmi iiiimiaNi *q = m3 i / iisaw • # �'v u.?. am•O ■m ii r ■ m• OMNtltO ■WW OIIiONN■N /ISNNi#■INNOMO NNPC VISD NOM#Nt ON ta # JR -I-. ''.0_ r �li i .'�� ■ 11m ■ 1 i i• ■NftNtlNltM ! I: `w h O!!•R#!aa N OU Ntttlf0/H 1/ • /, # a■ N N / MIN #■#!! ■ ■! ■! ■mmlmliNr N 11 ■NltN tNNiN #aN N�NNiffm t•a#!■ !■■Nam ■N ■NOWEin a� #■ ■ ■#!iN■f. #llNNttNN ■f##■■ # ■ mmum NNN ■aiNN■ ■! ■ NN ■N /a ■!f i��■N!!N ■t NNNNRi !�� #N #!•fl ma mummmummunummummu N N■MOmNO• ■ON ■CmO NN•N ■■NNOUiNN`iN i! ■!rN !•M■N•NN #•N ■ ■ ■■mmummu ■ ■■!!■N !#illal■ ■• mmummi/# NN N NNa #N!! ■ t■N#afa NOMMI NNt■i0 ■ umuil /NN■ NONOONNO Om W/CP!;i;i. 1� m N 1.7['-'I iC! DAINO 47r1 !'-7 : ± ■#NilfNf ■NNUNMOtNNN i OUNt ■m.N■N# ■a■O■■N t/## NUMNNNNOONNN■NmiNOW Nlmmem maamM ■! ■NNfNNa�NIN!■ f ai i ••i• uNuu /4l�G ■•••••••• ∎••••• Ci•aiai: ■N i•i z N• �.. • ■ i ■!#■■ ■ #fN 1N! OU•tN••••■•• N! t■ iii NW OUN N■OMNmQN ■N ONN.N•• ■ • ■ ■!M■N•■N•■•■M■■■ftm0 ■■ ■t •mini NNN ii # ■ MN fili■fNONOW•••!f f lOMmNNN #NNN ■ ■N #mltN ■N ■N NNImlt NN NN ■Nlim ■iNN ■Nm>! � * ■. N ■NNmmMfa #MOlNiNNt •!■Mttm■ ■O! ■•■Om.11 ■■NN■0■•NN•NONN ■mm ■ N ilOMW NNNNN Mi mNNNNNN■! f! #l.•N N ■■■Nu■auMN /NN ■ O!#■f•m.NNN M NNNm ONNNN NM i■ ■ ■! #i# itaiNliatf ■ #N f! a H■ fN #Ni! #i/NNNi ■!! ■■■ ■Ni # ■ Ntai! ■ N ■NtNN!# Nff N#f ■Nf�# i ■■NlitN ! #� fus.fuN!!N N.• •■■■•■■•■■■••■■■N NNm■N NN lOUOUt■## / i NONNUONN# N N■ ■#N ■Nr■tltf•NI mONNSONN■NOONOW#mmNNNt■NNftlNMNN■NMt ■# iaOUNNOWNNONN NNNN ■f•aN NON■• ■•t■Am■ttm■i Ni■iN•NNNOmNMNflON OU M• Nm i i ■t■■■Mu•#N t■ N■NOU■OOIA■ ■■ ! 5 • tNN• /•■Ni ■!N ■ ■O NNtt■#NmmttN■NN # ■ ! # UN..Mi■a ■f•lf .! Nm•NN•■Om■ /NNai■ OPOINO tf■iN!! ■N•NMNtmmo ! N ■ ■siNm NyiMNlmmmuum N ■! ■!a/Nifummomt a ■ NNN ■••Ntt• ■■N ■ ■••• / ■■■ONNMNN■• ■N■N•N•tN N ■NNNMm ■f !i M #•■NINNOMONUON UIU••∎∎•∎∎S∎INNWIninl i ! %Nli NN NEREN∎∎•∎ N ON ION WNEN∎ i i NNN ■t!N #�r••Nt !N# ■■■ tt ■fiNNmiNOU # MI ON#i■mi■NN■ /1NON#•NM■aN••N■OWNO M•#at■NINW ■i■i i iNi iii NNON■N•iai•tiii SON NO f #ilNi■faNN■■■ ■NNNANNOMMONE!• /N!i■itN■N•N'#N■ �� ##■!•ta ••!►,■t!1W�f�uuc# ■ ! ■ ■Nma• .D#IG± iia1 -'f� C2C� 1Li ■il■i1 7 *NNu# ■ # ■a■ ■■!■ #!i■iii.■ •• ■ N■ t• ml Nii■ ii N•• riimUINa •r ■■■m iUi: iul#t■N ■!■•■ii . ■Ni a ■■f■t■■ O: iii !•∎∎ ti •iti•WW17 11iiC lri7Eil iC N i # # .111 '? [4a�1( ! a t r. ' �! ` - m .os g N t l ■■■■!!m■N■■ Nf•iNtffNON li imiummu mumum mommummummuumwm mmommum'N •C iiummu. !Na m aiiiaiiiii ii0iiiiiia i�sii Ili ONWOMMrl INUUN O . ' i • NiiiINiStNf U N#lNmt■ ■mmt■■■• MI ■NNfN ■NOi SOMMUSN•N•wtNNEWW#!ti WWN!■N■NNNNi#• i NNN#iMmNNNmON#■NNNt m N#muu■■fmu ■■!■##r1!!r;"=" l/ t•Uy i';.GAIsb /Gil4.X��:�li�: "ERO■• ■N■ONNN# N ■•NNNN■■ONlfmiff■OAN NNNNN# aNNRN■■!#! OU #tit UNON ■■■ a■■#NfNN■ t ■ ■aNi�ii ■tafNt ■i■ I #i■ Ni ■ iN#■" i••Ni # #■■ titM!!■ tmi ■N••NNNmmanammummommum■mummom■s mamma NiummemmN Nit#•■ ■i#ifNumm •■•i•UN■ N fINC �r!■O>•N■m■5-x: -► a1` , •7R'N11/lGw,44r] L`i "•� w∎mai O�m r�� s.as■MNN N ■NNMN ■m m■■i N!O! N! N■t tNNi14iii- ...;1Ni■NN#•iNN ■= /tNiN ■■NNm ■mf■ i !�lw ti NN a ■mummum#■�■mummum i u • iiai iiiiimiiiiammumumummum a ii :um •Nt il'r'/iiii#N ■■•N�■'NN�N/ S NM N Ni NI N•OOOi O #N.NNia ■N•NNl rll 1, sill ' `MICNELk' '7t /tZS ' #Tt'°i IN• " , INN N iaf• � � i■UONi iNNfNO■ ■■milt■■#■Nm■N■•mi i�mMum!tammumu 1N! ■a/ ■i m um ■ l �mumm w.hor a i NN #■■N# ■ ■um N!i■ Oiiiiiiiii imOmmN iii■ ! su � !/ umuumm mummo �i elms ONO! !#fpu■ m u m ms ■m NNNlNNlMm N !!■■ ■ ■t #■ MNN N OOOO•tONOOON ■NOOU ■NN ■N!N ■ma ■H N� mm i f#MN•t■■f • O ii■OOO O N■ # NON� #•i i m ii # i muumm %s # iiim ■ m �� I iumii N ■ #i ■ ■ataaaf N ii# la ■NOON■■ ■■NN! ■O## _ ii1■!•11Ni _i■NNENmN■i•E■Ni#iNWONNO im■ ■■ i■NNi p N ■NN •t##t!liSO mN■ mN #NNNi ■N Nm ■ ■N# NNi m N■ ■N MONM O ■# i!m#NONON ■#mi# li ■ OUNNli i!■f••M#•N t N■■NNNNNNlNN!■NNN ■ NN• ■■MNN NONNtit mN■ ■a■H ■N ■mNNNO ■NO ■NOM N N■NON#■■NNN• N# M■ O N umm OON M ONNU N NNIN mmum UNNON OUN i >,NO ENN •OOiN!!NM■OM■m ■� NI f SS SU ■USSI ■iNu#NNIMO m Nit N i •■M •# ■ N ■ i mem N NNOWOON N lmNlm ■ l N ■!■a O NN# e i ■ / Hupp mi ■NN■NN■ #•tNMENN NO ■N ■N NON ■NOimN■!# ■RONO N ■NON WO mf ■ ■• ■ jn m iOm. m lim ■ O N•NNNNO#•NON NO■■iNNN•NNME■■■■NNNO ■O ■N ■ N iN•• SIOU ii■ SSOSM l f.O iNMUMM i•NM MENU ■NNNNNNN■N■■i NNNN NOUNN OOONNiNNNNNNWENi NNNNtN ■� ON #NN Nm fN N OON N# OUN■ONOMNMNNOMO !ON•NNOMi■C OUN■■NONNNNNN! #NNmNm m O w NN ■ imi wmum N i�� #iNmat mammummNlNON ■■mammumm #ONma O i•mmi N■■m•t# ■■ imo maammi. f N■m #Mm■m■ mmommamm NNflN■ ■•N■NNOmm■•OO NONti•lNmN ■OON•Ni� Nmm#Nmi ! mm mt•NNO•N ■ mumum m• •!■■O• ■NNMN ■imONNNNNN■mNO•M O ■NO OMOO• ■Oi00i ■■ NNON !NO O Oii OOiiOONNE N OUNt NOO ON O i i N ■■ O" ON i ON �M■tOrN ■N MOO N# ■ NN �NI SWUM � ■ ■#� lmNNNNi NNNi NNiiNNN ■NN ■lNmN ■NN ■ ■■ N• ■NNN ■NN NmN ■OM ' N•N ■Nm#imi ■O #Nmm• ■ ■N OUOH■NfMNON N HOONN!■NmmlNNN ■O ■i ■N # ■NI M NN ■a #NN• NtNm N ■mN NOM■# #m# OU m umm m■ #N m N O _ . ON ■NNNUMANNNNlN! NN NN•imNNNm mNOU NN OUlNN ■ >N#i#■■OU ! f ■NNNNO ■NNNONN am #■■i N ■i! ■m• ■ NNO i ■ #Om N ■ •N .ON N•NNONNONN■ WIN N•iN■ ■i ■■ONN NONN m O ■ O NN N■ ■IIiO�i NNm um ONU NNNNiUONNMS IMO M N NONOWOO OO N lOONONOS N Nssm O OONN O O O Oi iiiiN i ■ O•NOU NMOiN■iONNNN / m ■ OU N f m NNNmNi O■■N■i i i NN■NINO N OOU #iN •m Nm _OU i ■## O#i NNN f N•OU N Nt>rt ■WNm N■■ ■ICON �. NM #■ ■ ■NO■■ iO M #N•NmBOMN iOU# OMNI ■#N O i ■ NUMM I M O N ON O MRS O #im ■NNNNN7 ■ON imNmNNl >• O O P N■OUi /miN#NN�■ N � it NOON m OUON mOU NtI O�i:O •Oii••i •i•UIIU•R!••NOUmm Nt ■! ONmNNiO # MN■ N N m m # ■ NI ■ ■m# MmNNMN O■■� NO !■i■M N NiNii!•i Oii:Oi i i■!i NO m■ m i N ■U •• i N• NN■■O■■mlm uu u•■O C O# ■mm a am 1 um NNOU # �_ i mum* m• Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580003 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Pier Analysis & Design • • • • •• • • • • • • • �• 991.ecw:Caicuiatlons • Description W-7 First Floor Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness j" : Depth Mult Pier Fbcity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)^3 Rel. Defl ' Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10 ^5 M / (V*Depth) Em Ev Summary Shear Reinforcing... fv= V /(12 *est *jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 Pier #2 15.33ft 15.33 ft 19.00 ft 3.83 ft 8in 8in 0.90 0.90 Fix -Fix Fix -Fix 1,500 psi 1,500 psi 24,000 psi 24,000 psi Yes Yes 24 in 24 in Pier #1 Pier #2 0.8068 4.0026 0.5252 64.1254 0.2728 7.0494 3,808.12 3,666.267 141.857 0.96 0.04 9.242 k 0.358. k 0.00 in 0.00 in 0.448 2.224 1350,000.0 1350,000.0 540,000.0 540,000.0 Pier #1 10.54 psi 45.85 psi 68.78 psi Not Req'd in^2/ft 70.84 k -ft 17.10 ft 0.17 in2 Pier #2 9.60 k 0 1.00 2.02 psi 35.00 psi 58.09 psi Not Req'd in ^2/ft 2.74 k -ft 3.45 ft 0.03 in2 • ••• . • • Title : Miami Country Dade • • • • • • ; • •. dob #;04$91 • Dsgnr: DWH • Datt•¢:c 7 Pk•15 DEC'04• Description : • • Scope : • . • • .. • • • .. • ••• • • • •• • '• Code Ref. ACI 530 -02, 1997 dB , 2008 jBC;2t)3}1FiPp►9000 Moduli: Em = Pm * Moduli: Ev = Em * 900.00 0.40 psi psi 204 Dohald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev: 580002 User. KW-0600821, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-7 first floor d +w General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Loads Uniform Load Dead Load Live Load Load Eccentricity Floor Load Design Values E 1,800,000 psi n: Es /Em 16.111 Wall Weight 58.000 psf Max Allow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 11.67 ft 0. ft 8.0 in 6 24 in 3.810 in 1,295.000 #/ft 600.000 #/ft 2.000 in @ Center Masonry Wall Design Seismic Factor Calc of Em = fm * Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Axial Moment Load in-# Ibs 3,790.0 6,620.0 3,790.0 3,220.0 3,790.0 3,220.0 1,895.0 6,958.4 14,204.9 3,558.4 3,790.0 3,558.4 Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable • • ••• • Title : Miami Country Dade , ' . • :°: ' ob I404 nr. DWH 9 ▪ Cato; .6:5fiPf�A,•15 DEC� Ds ' 4 J • 0 Description : Scope : 0.0000 900.00 1.000 1.000 1,325.000 #/ft 3,400.000 #/ft 0.220 in2 2.695 in 372.510 in4 431.10 psi 660.00 psi 24,000.00 psi np k fm Fs Special Inspection Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness Wind Load 0.07753 j 0.32380 2 / kj Bending Stresses Axial Steel Masonry Compression psi psi psi 5,068.7 150.6 129.04 5,068.7 150.6 62.77 5,068.7 150.6 62.77 2,534.3 75.3 135.64 18,997.3 564.6 69.37 5,068.7 150.6 69.37 • •• • ••• • • ••• • • • •• • • • • . . •• • • • • • • • • • : • • • • • • • • • • • • ... • 04- 991.ecw:Calculations ••• • • •• . .•• • • . • • • . • • • • : : • •Lode Ref!# CI 6 -02 2,000.0 psi 24,000.0 psi 4.275 in 59.900 psf Summary 11.67ft high wall with 0.00ft parapet, Med Wt Block wI 8.00in wall w/ #6 bars at 24.00ino.c. at center 633.99 OK 660.00 OK 135.64 psi 431.10 OK 18,997.28 psi 24,000.00 OK 0.89207 6.92402 Zoe DohaId Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description W-7 first floor d +w Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall 2,590.00 in4 1,295.00 in4 Dead Load Moment © Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment © Mid Ht 338.43 Ibs 1,200.00 in4 600.00 in4 • • • ••• • • ••• . . •• •• • Title : Miami Country Dade • • : • •. Job 1404491 Dsgnr: DWH Description : Scope : Batt :.5:y514A, :15 DEC • •• • ••• • ;•• • • • • • • • •• •• • • • ,•• • • • • • • •. • • • • • ••• • • • • 04-991.ecx:Calculations Rev: 580002 User. KW- 0600821, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design Final Loads & Moments Total Dead Load Total Live Load Maximum AIIow Moment for Applied Axial Load = 16,604.16 in4 Maximum AIIow Axial Load for Applied Moment = 22,115.61 Ibs Wind Moment @ Mid Ht Seismic Moment @ Mid Ht ••• • • •• •• :•• ••• • • •• • • • •• • • 12,236.57 in4 0.00 in4 2,620.00 lbs 4,000.00 lbs 210 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW- 0600621, Ver5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description W-7 first floor d +I General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Floor Load E n: Es/ Em WaII Weight 1,800,000 psi 16.111 58.000 psf Top of Wall DL + LL DL +LL +Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Summary 11.67 ft 0.00 ft 8.0 in 6 24 in 3.810 in 1,295.000 #/ft 600.000 #/ft 2.000 in @ Center Seismic Factor CalcofEm =fm* Duration Factor WaII Wt Mult. Max Allow Axial Stress = 0.25 fm (1- (h/140r)^2) * Spinsp AIIow Masonry Bending Stress = 0.33 fm * Spinsp = AIIow Steel Bending Stress = Load Combination & Stress Details Summary Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia Axial Moment Load in4 Ibs 3,790.0 6,620.0 3,790.0 3,220.0 3,790.0 3,220.0 1,895.0 6,958.4 3,790.0 3,558.4 3,790.0 3,558.4 11.67ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #6 bars at 24.00ino.c. at center Max. Bending Compressive Stress Scope : Masonry Wall Design 1,325.000 #/ft 3,400.000 #/ft 0.220 in2 2.695 in 372.510 in4 431.10 psi 660.00 psi 24,000.00 psi 279.69 OK Allowable 660.00 OK Max. Axial Only Compressive Stress 135.64 psi Allowable 431.10 OK Max Steel Bending Stress 5,068.67 psi Allowable 24,000.00 OK • • ••• Title : Miami Country Dade . • • • ; : •: :Jot (►04191 Dsgnr: DWH : Sate! 5 :45F,A, :15 &O OP Description : • • ' • •• • • •• • • ••• • • • • • • . •. •• • . . • • • • • • • • • • • • • • • • • • • • • • • • • 04- 991.ecw.Catailations •• • • ••• • • • • Qocp Ilef;4CI 530-02 0.0000 fm 2,000.0 psi 900.00 Fs 24,000.0 psi 1.000 Special inspection 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness np k Wind Load Bending Stresses Axial Steel Masonry Compression psi psi psi 5,068.7 150.6 129.04 5,068.7 150.6 62.77 5,068.7 150.6 62.77 2,534.3 75.3 135.64 5,068.7 150.6 69.37 5,068.7 150.6 69.37 4.275 in 0.000 psf 0.07753 j 0.32380 2 / kj 6.92402 0.89207 2U Doha id Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663-8885 Description W-7 first floor d+I Wall Weight moment © Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment © Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht 338.43 Ibs 2,590.00 1n4 1,295.00 in4 1,200.00 in4 600.00 in-# • • • • • • ° • • : r • • • • • 8, Title: Miami Country Dade • •• • :Job 404-091 Dsgnr: DINH • Clate.5:1511M,015 DECal" • Description: Scope : Rev: 580002 User KW-0600821, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • Maximum AIIow Moment for Applied Axial Load = 16,604.16 in-# Maximum AIIow Axial Load for Applied Moment = 22,115.61 Ibs Wind Moment @ Mid Ht Seismic Moment © Mid Ht Total Dead Load Total Live Load • • • • • • • • • • • • • • • • • • • . • 0 • •• • ** • °°° • • • • • • MP • 'ill' 04- 991.eorcCa !cola°ns . • • • 0 • • • • • * : 0 • :0 0 • • ee 0 00 • • • 00 0 000 • • • • • • • • • • o • ••• •• 0.00 in-# 0.00 in4 2,620.00 Ibs 4,000.00 Ibs • [Final Loads & Moments 242. Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description Loads Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load E n: Es /Em Wall Weight W-7 d +w second floor 1,800,000 psi 16.111 58.000 psf Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 0.00 ft 8.0 in 6 24 in 3.810 in 600.000 #/ft 0.000 #/ft 0.000 in Max Allow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp AIIow Masonry Bending Stress = 0.33 fm * Spinsp = AIIow Steel Bending Stress = Load Combination & Stress Details Summary Moment in-# 0.0 0.0 0.0 Center Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable Scope : Masonry Wall Design Seismic Factor Calc of Em = fm * Duration Factor Wall Wt Mutt. Concentric Axial Load Dead Load Live Load Roof Load Title : Miami Country Dade Dsgnr: DWH • Description : • 0.0000 900.00 1.000 1.000 0.000 #/ft 0.000 #/ft Design Values Rebar Area Radius of Gyration Moment of Inertia 0.220 in2 2.695 in 372.510 in4 441.10 psi 660.00 psi 24,000.00 psi 433.60 OK 660.00 OK 17.80 psi 441.10 OK 13,989.93 psi 24,000.00 OK • ••• 213 • • •'' ''• i •• • • •• • ••• • •'* • • O• • : • o • o •• • . • • • • . • . • • • •. • • • • • ••• • w. • • 04 Calculations •• • • •• • • • •• • j•• • • • • • • ••• • • • fm Fs Special I Grout © Rebar Only Medi Weight Block Equivalent Solid Thickness np k Wind Load Axial Bending Stresses Axial Load Steel Masonry Compression Ibs psi psi psi 600.0 0.0 0.0 11.70 600.0 0.0 0.0 11.70 600.0 0.0 0.0 11.70 0.0 912.9 0.0 0.0 17.80 10,460.7 912.9 13, 989.8 415.8 17.80 0.0 912.9 0.0 0.0 17.80 • • • ; : •: ilob 1:04 -D91 Bate, d 5:45111/1,: 15 DEC•0 2,000.0 psi 24,000.0 psi 4.275 in 59.900 psf Summary 10.79ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #6 bars at 24.00ino.c. at center 0.89207 0.07753 j 0.32380 2 / kj 6.92402 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Description Final Loads & Moments Wall Weight moment @ Mid Ht W-7 d +w second floor Dead Load Moment @ Top of WaII Dead Load Moment @ Mid Ht Live Load Moment @ Top of WaII LiveLoad Moment © Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 312.91 Ibs 0.00 in.# 0.00 in# 0.00 in-# 0.00 in-# Title : Miami Country Dsgnr: DWH Description : Scope: Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 16,604.16 in-# 22,628.55 Ibs Dade 1 ; •': • •.'14 ., • Clate; 5:95171,: 15 DtC. • • ••• • • •• • • • • • • •• • • • • • • • • • • • • • • • • ••• d4991.ecw Calculations Rev: 580002 User. KW- 0600621, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • • • • • • •• • • • • • :•• • t• • •:• • ••• •' • AMEMEEEMEEMENEEZEMEMe • ' ' •• • • L. : •• I! 10,460.70 in-# 0.00 in-# 600.00 lbs 0.00 lbs Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW-0800821, Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description W-7 d +I second floor General Information Loads Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load E 1,800,000 psi n: Es /Em 16.111 Wall Weight 58.000 psf Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Summary 10.79 ft 0.00 ft 8.0 in 6 24 in 3.810 in 600.000 #fft 340.000 #/ft 0.000 in @ Center Load Combination & Stress Details Summary Masonry Wall Design Seismic Factor Calc of Em = Pm * Duration Factor Wall Wt Mult. Title : Miami Country Dsgnr. DWH Description : Scope : rYS;'fi:�.Ea33 Concentric Axial Load Dead Load Live Load Roof Load Design Values Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 Pm (1- (h/140r) "2) "Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = Axial Moment Load in-# Ibs 0.0 940.0 0.0 600.0 0.0 600.0 0.0 1,252.9 0.0 912.9 0.0 912.9 Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable 0.000 #/ft 0.000 #/ft 0.220 in2 2.695 in 372.510 in4 441.10 psi 660.00 psi 24,000.00 psi 24.42 OK 660.00 OK 24.42 psi 441.10 OK 0.00 psi 24,000.00 OK np k • • • • ••• • • ••• • • • Dade i • • •i • :.::J046404191 • tea 6 5:15Iti1, :15 Dt0104 • •• • •• _ • ••• • • • • •• • •• •• • • • ;•• • • • • • • • • ••• • • 04-991.ecw.Calculations • • • • • • • • • •• • • •. ••• •• • •: • . r • • : • Cot Qe441,C1 00-02 0.0000 Pm 2,000.0 psi 1.000 900.00 Fs Inspection 24,000.0 psi 1.000 Grout @ Rebar Only Medium Weight Block Equivalent Solid Thickness Wind Load 0.07753 j 0.32380 2 / kj 4.275 in 0.000 psf Bending Stresses Axial Steel Masonry Compression psi psi psi 0.0 0.0 18.32 0.0 0.0 11.70 0.0 0.0 11.70 0.0 0.0 24.42 0.0 0.0 17.80 0.0 0.0 17.80 10.79ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #6 bars at 24.00ino.c. at center 0.89207 6.92402 215 Donald Hodgetts, P.E. 5901 S.W. 74th Street, Suite 405 South Miami, FL 33143 Tel. (305) 663 -8885 Rev. 580002 User. KW- 0600621, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design • • • • •• • • • • • • • • 0 04 -99 dtions Description Final Loads & Moments • • • • • Wall Weight moment @ Mid Ht W-7 d +I second floor Dead Load Moment @ Top of WaII Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 312.91 Ibs 0.00 in4 0.00 in4 0.00 in4 0.00 in-# • • ••• • • • ••• Title : Miami Country Dada • • • • • • • %dt;# 0* -991 Dsgnr: DWH : • : Date: 5:65PM, 15•DE0 04 Description: • • ••• • • • • ••• Scope : Wind Moment @ Mid Ht • • Seismic Moment © Mid Ht Total Dead Load Total Live Load 16,604.16 in-# 22,628.55 Ibs • •• • • • •• ••• •• 0.00 in4 • 0.00 in4 600.00 Ibs 340.00 Ibs 2.1 DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: ena)Cj SCOPE: NUMBER: (340)91 DSNGR: 44 • • •.. • • • .•• .• •• • • • •• .. • • • • • • • • • • • • • •. ••. • • • • • • • .•• • • • • • ... • • . PAGE: 2i • .•• • .•• • •. • • • •• • • • • • • • • • •• • • • •• • • • • • • • • • 0 . 0 • • • • - - • • • • • • •DATE: • • ii \ \ \\ \own•• rlw�llihis \\!�\ \i\�\\ i♦\i\ !\\ ii\ \\/\ammoI \!'r \ \n \ !fi IN bxi \ \it \ \iLryi � l�iiiL'ril4u(j' L i! 'wHFQ'!m! i titi \ \ \1Ri \ii J[ � \Gi' mm ai!ii \\im omilm \m111i1R�� ai��ii��si ��w� �s� \ \ \ oOSM \ISi \ \ \t *i! /Rf #�i Ll mi m iii \ \i \\i iMMruIMMMSSS M %SSES�ENOSSM l O MOA SSOMMS M NSMOISlMSM S NM O SSS ErS iAr4US tibi MONSSSRSOR SSO m ProFmmFMNP• 1i Hr - au1JL1OC�/Hi lanRSISISMSSSSSISmmMoSS ■O / \iV / \! Miii\itiiIM SIR MMMMMMM'i o mmum r . man i . ` �R� �rf(m a% GI m ommom ummom\ mu;mum M � #fma %� umm m it mmomm 1 mmu m wmmn ��ummmummummmm�immuimimmemmu mummomm nmm mm �MMmoMmumm \ \ nomro# % \ MMMriui mu mmimmiwmu \imlo unml umummum murmUmn m11 \ 'l iii # i li \ \ wi \ i i ES iRiiiSSMSNMiiia i\ Miii %SMSEMNiiiiMiMMOSS \iii) SSMS WS i M ISIS \M•SIS M iii i % i %ii %riiir�tiiiiiuMiiiimii iirii imli \RMiii O X U S ii•m oim m • ■ ummmumtoimrmmuimu\ m emssmmmommo mummo mmo mm \oimo \ \MSS mm ■mm■OS \ ■1�mmi OSISS \iiiii■ \R \ \>r /i\ iii \ \ \ \ii\ Ommommummmum\\ /! \i\ \iiiiiim\ \ \ \ii \iii \i\ \o\i\i\ti mOm ■\ \\o•m ii \i \\m \i \ \/\ \ammo \ii\\\! \i \ \i\ iii \ \ii\ ammo \ \ \\ mini \i \i \\\ii \minim \ \i \ \\ii \i \i\ ■ISM ■IG;r7alaSS MM\\\• mOMS■ SOMM■ ISISO■ MmMmiSOOS SOMmmOMSm \omSSm0000/ROSMm SSOSMSSO IS mSmmm\im mS\ ■ oomm \miiimmiummt.7mintt isms∎ ∎mt mcwmalmmmmo\ioiaimmommum aim \\Muni►, \iooimoioaiamiliKitmm i mn\ MUMMEMSSSSGJ•MMim SSSmiOOSPQOSSIM \mmS SMOMaiammMSO MMmml[amlimmhlii /mmmi \mmaii MmN MM mmomm M mm MM '.'"' •�� IIMME IBMISI iISl MIS %SIOSAM %AIrilSr mi \�S i iMs Sir ai M mmmommi mum im u m imi� mmmummum \mmmummmmmmmmmm \mmmmummu mi�■mm m mmo •SMO•SauSM MOSI•MIS7aSSSSSOMMSSMEMSSIM rm SSSMIoii..iimMSMOS /milli wmOSooi mmm ii\ i mMESSMESSSIS RS*72� 1i1i :1! ![41:74• IVAI �EAWSSER 1FASUM -7?S:AM momoim \miii\ mm\ RISMSMMllli mmummm\mmuim MS m}'i•ui mimummmmmmum\ illtmmNiiilmiml/ immmomm \immmimummoloilimmiimi \mm mmmmlm ! \ \m ■ommomm m mm ■ CSSMSSSSOSim SSM ■SIS \■im\i\mmoimmm SISS OM \oiiimmmimimiooimmmmmimiimONME im\ iii ISIS \MOOS S i Ma OSMSSO II SOIMWMWStir oPeOPRNMSMl ISSIS •MSPOOPMElfmim m \ \iilimmo\ mMomi m.o mmmimmom m v mm ISEntiu 'lo r. -r humim TLC/�Sm mmo.km" wmommacsz'r�!1im asinloimmmiumimmm mvmimmum M mmummommoim mom\mmm mmmiu mmu mmmmlnm\ mi\ mmu mmimmmmmmm mommnimmmiuimmm \lioi•lim mmummi \iii mmmummommmumm SMMi MMMIMMM mummuMi mmomm ui #m mmm nn mmilmm .r Remmim moT emmompmmu mumm mmmmmmmmmmmmmmiimm/ imomMl mmmiimmumm ommmomimmimiom "ZASQ1 ML S SM MS 14 " ASI OOmMSSSSSS\mmiMM■ SooOM S ■oo Sm MSOS o MSMSSMSOio m MMEMESS: MMSRMME SSMM MMMMMiMMMMI :MMMUSEMMM M� MSSMSMMSMC MiMMSM MMMMMSSIS IS MMM i7Um f MCMi ri mumumm � mmmemmrimm ma m ummemm � 7 M ommommmumm mmamm M !\ \m ammo \mmaam�mmmmmmom pm nommmumninmQmomminmemsemmommumommmemmummommommommammmommommummummUmmommemmommompomminumnonn \mammmmmmo ■ISIS mS mmmm■mlmmiimlimmammimmmmm m\ im IIIMM•MMMt 12 •1l ' � ISS M 3 MMUM : w i l R, :lra'AMIS tiIMMISE Ml�l�SI% w�Sr% ISIMMU R SiMMi IIMMMMMMMm :MMMMMMMMMMMMM'iirmmmemmilu i mmi mmom i l mmemommum m momum u m \mmmriliiiioommoiamom ummemsa mmmmmimm \omommom \mmmimmmmmiomi m mummummmoim\S■ mmoomm mi S ■ ■S SMS i MU�MMMUam\ minim\ i000mmiISIMVP IVM SMi IS MOMMSECMSMO.lmi\miiimMMmm mi Mmi \.o1 lml� Man M miSiM m Sly_ •�77 i�m /o•! i OSSwE_mgf. i qi vJLi� _[< lmiC mil - •• = ?Si��yr mimmimm ioo1vmiviaLTtm= 1 "ym i MOSSMmoMS. MM UM MISS rommmr m NMOISMISMIUM Lmmi\ RiomSSUSSOV' y � MW SVi IS mmMSmifoloWMPMRSMOSIMPUi rm SO••uMSmuIM Smmmimi '!'TCuour r i ..ia3 7►�mi�aPaurmoz, �[yAN. t•iI:C iviiir -toicm Abill m-La1 m• mm\mimmmm M iommmmmm•\iimm milmemmommummi mouthcommmmmmmiormsmui { iilmio im mmmoommiii\omm MIS SMS•MMISSS■ ISMS OS\ MSMSMSSOMMIS SOMM SMIS•SMMSMSmoSMSSMISSSSMM•SSMOSIS m SMISOOMEoSSISMSOM. M MS mSSM• MISS•MM M /IiiMmMOMMMr_iSSm� lmiomm RMSISMIWISSMESmttommOommilSIPM SC!4ilimmmiSMSSM MMUS omESMSSM EL: S \K nigSMNS Midi. %'.lrc7i►,MAIL.J .-1M114;laS2 : ±4F .1 111141 11 2EESSCO Y� �iiloiMSSMISSISMMSMSMSo M MMMMMMSSSMC► MMMMMM MMNM MRMiMMIMiMMM MMISMU ISAMENNSMMlONSMOalhSIMMIS M l l lMI UMW Ma M oo mOSMMIrril� ■ mci UIT C. ; S ... l [AYH essiiuumlr &n.`_io / moo\ ■i iimmmumm ■omsimMMM•iln Ommmimm Simiv F■ SSSNM Mm ■vOSIS MOSS mOSOmSSMIMSOO,��mMIS yMSSSS M i OSMSSmmMIS MM\ MISS UMMIESSUMMSMIM MMSSISSSESSME■OMM\mSMOSO SOMM i SUSSIMMSSOMEMMSS \\iSmanaOSO MI OMMUMMSM NSSMSmISMOS m1RTOMORISmi \MISOm \ISR,FM MISMEM OSISSmSSi ooMSmoiSMEMMEM■EMSOam•mm>• MME ISMS \MmusS \MMISM � ISNINWINiioL 3..k ,/ af'l TGy SGS:!) IbsilMU i SZLAISSiimltioomOm • \\moomomvv ■ SMSSMOImmwOmmSMOS ma M M M MIMMMMM MUMURSMMMMM U MMM :E MMMMMMIMMNOMMMIMUMMMM IM SSSSM•SMSS ISS \m ISIS■ ISEMMMmISM SMS MOMMMESSMS\ mSmiiISO MMSSMS \SOOSOSOMUSSOSSMSISM ■SOS SMRIN ORMS MMSSISS\•M■M• iS\ Mm m SmiSSMMmiSSSSMEMSMISOOMMOOM \SMSSMiOSS■ SSmimi MMEMOMlimm•mi SMOMSiosso ill IIMMM mmummom■SmmM mSISmmooim mmm mmimSMmSlommomlMISISOim ummmommommu m mommommo mumnim IS m OOmuMmiii mSSSSo MMMMMM m MMMMMMMMIOSNiiM liiEMiiliMOMMEMMESRMSSiliOMMili S MS momIS MMUMOMENAM M mY M m M i • SUMO OlS• SSISMSmMmo SSMMSm iISISmMSi SISmill mimmiMIS i •OMMSSmmMSi SSIS O MSMISSOS mm SS M M M mmommuMm o m mimmimmmmmMSmmMmmmmm m mmimmmmmi Sm SSOMSOS SMISMMMM MMiME1M MMEMESSM iMilli ISSOMMOMMOMM M MS MM MMMS SOMMINa :MMUMMOSM MMMMS:Ml MSSMSSMSSMOSMCMO:I: MESSM " m S O :mMMOMMO OOM Mmv USMIS m; m i OSS M MO S S v mm i uI i m mmom mSISmim mimmmmmmiimmmSM liiomii■vSmSmom m ummu MMM %MS m o i OM . SmmMOOimmil Smimmi Ommm Oi • mmummom umm Ommmimmom momma mmomiIOI ISm ISISSm \inimmumMmummSimi Smmmummam i M M ■ MMMn mmo\ ISimmmmmmimmm■ ommomSSmmum ■m'mnummoMMmumi•laiumimiMMimomm i� mo MSMoSS � ISM M Mm ISIS\ SISSSISO �iSM mSSISISmmSSSimISimmumoSm \SSOM i � � � MimiOOOOOOa oiS Sm mmmmm■ mmmmIS mmmm mmmmmmmmm mm ■mmmmmMmmmmmmy mmmmvmmMmS a m MM MMmm mm ■mum ■MISOomm mummuu S ■ ummumOSMImSMmommimoiommemmemm \mommmMS SSimm ISm O M SmOmmimmum /Simyy oSSISuMmummmmuimommumm mmiSS\mummummu MSOOm■ \\SOOimommSmiioiimmmmlmlmmsmomm mommommmmmumlen! MM MMMMS M MM•SMMiM S M%IMMISMMMO USS M ISSIMMI MINISOmM�'"M ,� IS M I M ISS IM MISSIS S S Mmm MMm i ISM � o mmu mmo n m ummomm m um � imomomi m mom a i iii s miM '�` " 'm' �' i i im mn n i M M _ E�MS Mxw .SSMOSam M i M ISIS M m Sam IS■ OISOISOmSISISIS•S mO SmISSSS� • SmSmO mSOMO e M n MM m mmmimm ISIS /ISIS ommmmmmmmmi M IS ■imm M M m ■o m mmmlim• mlmmimmema o\ii \mmm\mummimm•mmmmm i m m IM ISM\mmmm ml MISS m MIS imm ISM• mummo mm mmuSS imams mumSmS■IS m ISmonnu maim• mISMS ii �M MUM \ m l ISi OS M ' iM Mi wilMliEMO MESSMM�oMMSSMISSMMOMMI SMSO SM IS MM ESSMEm SMOSSISU S SMISSM:::':M::SI.IOME: SS MASS :::E MMMSIMOSS SS SMONS ' i:M OS: MOMMOSSaSOMMan M • Ml m IS M• •• •.�'C : M• u I, 'M:ti :IM:S US a:N" " IS :." ' •• l , •"•• • S ■M _;_ M L •ISM DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: j f-, SCOPE: NUMBER: /c" / DSNGR: rzJp, • • • • • • • •• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • •s• PAGE: ylg • ••• • ••• • • • • • • •• • ., • • • • • • • • •• • • • •• • • • • •••• • •• • • •• •••• • • ••• • • • DATE: m moo :asm �1om umt ■►miimpor ammMMOWI# M t! O■ ioM ■■■■m!m■m /nisfaMI]/■m]1<ALMiit •• ••• MMICIU51 32W ■mmulissim ii=4 lC:1 1 momma ■■■■ ii ■■ ■ # # ■ ■ ■t / ■ ■L`3nsAAaLMUllw4404 mina '1 ■ MIN ■EMS MIMMIM■■ MOMMUMMME■ E>itOSIMM %1 ■ MMOMMEMEMMMOMM ■EMMOMM ti#IMMOVI M iii% IiMMIIl�IM � rMi s11m IMMUMMO ■■ si /1111 /o!t /■t ■■ U Mimi ■mmmtM ■t■m■ti ■■ m mii■/!/!1■/ M / / / /UWOMr■ / #■■ ■■# iMMIMMO #■■M ■ air /moss omMM' ii iMM ::ai sm ` %lmosin lsonom !o om M#com m oonaim ■ # o o■ m l om# monn #■ * /■ /m/ /ttt 11 / ■ / ■M ■ / ■ ■ ■o■ #■ ■w � ■ ■ / /■t■ iii// m!/■■ io■■■ tt■■ i■/ t■/ / #ii ■ / ■ / /i ■ ■ ■ / ■ ■! # / # ■ /!#,t� /� / mina /�■•■ MMn# M / # # ■ R■ ■Mm■MO. /o#m■u.ii ■auuu ■ #i # ■t /!li ft■■■■■■ ■ ■ # ■ ■ ■ / ■ ■ /■ ■/ i /!t / ■ ■■ i ■ mono AmMMnmiMM■ Mm t■M /■# / ■ ■ #i ■!! ■ ■smoms !It ■! ■■■r ■ ■o ■ ■ ■ssoalo ■ ■ ■#lttm /ii !/l A MUMS t /fM R■■mmM .Mtt MAM ■!■Maas ■MMOMMO TIMM ■ ■Mt■ ■■IMMUMMUMMIM ■ ill ■■ XXXImomma! /!loll■ ■ mMO ■ #!t/ o■n!m MU t� mti ■ limmommt slrimmmmnsm# i ios�► J/ o■ o�■■ gsammalumOMmn ■t ■a>ti ■itntMilmn■Mm 010■ ■ ■■■ moo■■■m MMEMMINIMMIMMEmsm ' M MEMMEMMOMMEMMIN MOM t ■ ■ ■ / ■m#■ I■t ■s■ # /■ o ! iiiiil mmannaoarn its : ACC : #SMINIM M :IMMI MUMM t: ■11MiMMsM. ■# / ■moll moo ■annmso■ Mai # #nmmommommon /t ■tt■■Mu■mtt /■ ■aim /lO / /!!ill ■ill #■ ■ MMMMiiiaaME��ia maisnosommo \Aitiammos G somm usmmo a% / iilii sommasimosw00 anm sm �y i o tlm ■ msom ■moo o morm■nnommonnono...iai•. o iiai m ■omsnon■on o !\im o i assommiimm %i'oilii omson mmmmlM! mmm■ M■■ CMiiiiaiii imMi n iiaii i Rli�aiil SYAiROmoiiirfiitiiiii *iiii iii i Mi / Milan ammnso nam 0 a ■ # M� mmoto i A lltiMMM/Otttito ■ ■oMm■ ■Maio /mlMt■■oMtitms11lmoi ■ iM it ■ ■imm ■ ■aa /ts ■ i lw#Mimmt m eiaiiaili mosonsommosssamomi mnnnommotriiiimmoominiiaii o r u uIi o / ■no Milli■ Mtoa /lttm /tMtlmislMSlfsmm Miim# IN M IM 11 aiiiiiiiiM !.'min_iil ial ■mm i a n Ni n ■lii iiiEiM i %i lii ai \ i m■MOOmma on mnilomM■m■ ssi ►� Kmos tom / ■■ ■nsmonsammiso.romm ■/i /loom amlmsoo # ■ ■o#o mAmmo ■ ■o ■ ■000Mmm�m iiaiiiMiiM;Ma�� M !■■ iii n siiiiiMn oMMOlf /f ■ aiii% ii iiiiri loor1111mal ■ #mMM ■i11M #mia11mmm o/■ ■most ■m# /moo ■mo. ■m /tto#M�mo / //nom ■ M IM M M i MiMiia i■oo#mommo■s m■ m oss! /it /■mmmt■■■ / ■ofm ■mmi#m imlo mob no iR #msn E smia mmoomm ■ ■ ■ mill n■ ■n ■ ■ ommo O/ moni M■tt /ls ■/mommaonnoi a ■Mm ■so / momoomi ■su lMMM■ n s /oi /nsmm onn ■ii t■ #mmo m ■MM ■ t M MM /■■tt mt /O■a■sM i ■ m smo/ a tmn ■mtm ■ iii m ■m a n■!■ umm onitt M MUM ■O MUM� MUM a aiiaai i mos ' =r / ■0■►4000n /soon■o ■ i moi il oo iii riiii% %iii % o#os ■n■ \ ■ml i mo■mi s igh.. tung vs,tin iaCasrcastA l /tor ■mo #■mail o ammo /.o i#mt :■s /■smi ■ im am■■■■ o■ a000u ■n ■ ■it►)■'1omoim■oimo:�isia ■/n ■an /!m■■# mason shoo / / ■i■■ sfmmoo ■ts s ■smif■' MR i■ mta■oi ■ ■Moo#o■soi'.. mom a momnatsf ommismill■onsolos mnmon #o■ ■onmio ■asommoomms oim■ aii mm M:iaaaiiiiii a iimmemo ii Mii � \\iiiummimm milli/ MAiiiir o liiii ■ o /m■■■ ■mmoo ant ■otommmn■m■■M■XOWO insf■ nor / mil■ man im mumi /milliMAMMst■MOSKm■! mi■■nimmo Mil Mo ■M is ■a nion ■ moa # i ' ■ " i ni � n � # n snoom � M I i MM ii it a union ■ mensamonommmosillmo ■firm:: moono :i ssona ■ n ■ sen #it_ m iii MMM M MXMMM n MM MOiiiiiiia IMMUM ii eiaiiaiiii\m iiiiiig ■iitiiiiii M ■ ■om A min MO m ■# m 11t # OOOMI Mmm■ MM MtIMMEMO mm■■ ■ ■m ■mMtmn #fmotMmo■iMao ■ /mm#■■ #s EMOMM •� m ■ �'-II w ylor 7sRenor!A NI ■■ mmommi■m malmost■oMmoo■ammonsmon/ its ntO■nmosmmonsommom ■ill ■ / iii !/m M ons a ' ■m ■■ ■1 / mumiii mo ■ i # / iis i n / O MMUMEASSOMOtSUr ii is ■ mm ■mM ■mnni 11 ■ MO■■'■ ■Mt■ ■mMIimoma ■iMitimio ■osm■. ■n■ ■Man ■i ■am■io ■t /am ■s#m ■am#s ■■ ■tor iik■■■■mo Mttm11 ■ ■r• '' 79 a#11 #o #1111•••■ M■ sm ■Min■■11IMII■ ■MOS ■tt■ a■sa ■■Mitm MIThttms ■mo #noa11 ■11 mos ii ■ iu 11 siaii• iii '.mull MM.ML - 1MEMiiiiiiiiiiR XI M ■ ■ ■MMOO MOMMU MXXm■MMMnMIMM ■ MIXUMM ■ O MM o ■ o Momoiio! ■ ■■■ma■ as # /min000smstf'o1m ■000n milli :rjii' -U ri r\Z,Ai #K m i' iiaa iii tii i iaii M M■ n i t ■ a # m ono■ ■ Sii MIMOM iiiiIMM R liiiiaiiiai#ulnas ■ I MMOMMOMMU i ii storm /mss# as!1a■ !HMO!fM110 a . u itmmt ■mm# 1111■■ M11m// l!/ laooao11 ■ ■ /mmtimis # ■MOmi /o ■M ■mm/ m ■o fors/ MMaii aai a�m�mumm isommmonnommosoimssmonsmsinsan umonsmonsmoomomm limo iiiM i Ma rripma T PAOMnsonnmms �4 % ii11 M,N iai l n 7 fwri m il %Mint\ .dil / a i aii i.% io�MMIUMElmmommUl mama■ iXILIW �Ay ALIWA M 7�-i't2MWL, 01111A ids . um. & .r •i 1 1 VA■L- a� ■n #ai■umau■/ l ama ot#■ nm tC =m�'im'i omm 000ii aMianos o / l iiw o <i i i Ma sm i n oai ii t■smmoaso a■M ■ mi mM■mtm /mitt MMMaaiaii: i M O WWWW WWWWWW i i:: OMMUO /mini: ■i:: :iii C % ■C/ #:: mM11 nssmo1111 mlti ■11MOi #mmioNmi■msnnfig ■/Mnin ■m■■■ss #mom NIUMM ■■ ■■ ■ns OURV ! ' Mmt i / /N■mm M Miamiiiiiaaaiii mo aii nnoo mosom mo m o o n A st n no s iai ■ o mM ■ ■1'.?�1110 �'� . '`. Mi 11aM moor•/ o�� nama o siw iiAM ■m M11M mimOo# 111111 / / ■aim ■m11�msi11i # ■m1111oN ma ■M #im11sM i RSs M I N NUM■ 11i," ■ l in11 sons w- iiC eR �7l � n fr A ,.m. 1iRi aiM n OI ikf).9 t.] r %tist1= t 1T� 9FISI OMMI ■MUUMUMm U�O`MOMM ■I MINm#i11■imONI m ■OOMON .4)im Imrn ■m,! rOIMmtt ■}A ■P Irflaml MKtlec. lo L.i /MMO11tta■ moomma R • ■im a m tmm■11 ltw o [ +•`0VOIA1i..6,. _I i%'!si■# - .� r ►1ri;3lM�t ■nisi ullOml tm■11M ■.Maw ■ j ] as.a■i...Mm m • m ..siniso #�f�11iml�.�l■i /■a■ nnm#iuii a*moo#iC!�ml ■ /oma min / moo/ ■ ■■ /■ M in n#oo/ l Mm■a!!t • iilmiaNMllwl[lz>7AL& ■IMIErn alial ` '_. mM YM mo■[t■i_ m■ nn ■ �mZ 7yrmu'a #ofo /n ammo mamMM a mas11M • i■msU lil"a" s oli{[ ir s / �i R � 1 fV.�m�. ► ~ � nn �i ■ irall tglipsidia M ■!sil fm Nassau ■ mama /ammo smiamOa■■OOMO■M ■amt/■ ti Mum m# msOMMU MA■ C n ■m /. ■1!1MMOMM ■ ■O,1nMi mor ■ M msom iO.. Ml /!moll■MOSImmisa triMO �MIPAo an:Mm■■MOmi■m tom `... IIP 't ot:L•Slmaust 4� � ¢7► y 11ki OaMm■11#WOMrial ! dime, iMmtnmMtma ■NI MOMEN 11il s ■/a Mom ■11fir /mlmnm ■■ Im r rnsmomon ■1111 ■imiarsamm nOsmoMi n m nanun a /lM ■Moa m M11�1 mMommoi ?0 I#. L : iP '1 ml /■MM / &4 ■C =li - (•i Iix ■Mamma i MMnOMMO ■tot Ml ma m m■nommO i o■ tmmm■M ■mfimm sa msommmottt aM■mm olumm ■11 . mf mM mamma Oo11 B11m / m Mm ■moots mm■ MM■ssonnoss■nm ommom 11 M ■■amt ■■osi mmMNnAssAM t n o ommm m ■11 tM ma ull mtA omum1■Xmoomos ■ o emmootittts m osoni _ ■ mag i i.!TTim = i to str6A V 711, 1 if'T i s ue' mimic / ■onions mom Cy cnMot mORAM�U aannmomo/ iiliomMmlm� sm ia s/m Mm i ■tt i .fin #WM f ■rRw • X11 / ■ i / #11mmMmi J mi�wmm■ an 11 a ■ mi a « - /�LY�7 -i3s % ! _ � �n s : s>1':.i loran # {j UM # ■ lmnsafr• O i� ° `1il �Ai Simm im numa l �tt:� 1i n n m i swum Mi manse i l t A tn m o n mum■�ummum /woM /itmummum ■MMboMmo ma#■mm i t ll t M ■ / l�l ■ m i =m !un■ i a � Mi ■ !ma ■ a 11 iM iam ■ a men motor ■m a n a ' ■ l�r�/. N∎CmMm i - aa :. , 4 J�� [ 1'L & -l� 1U0e � VAINAI s p11t11n #os11 i ■aso ■ u. M i. ' X MMIM AMM �rMM 1 M mO/ : � ag Li .< Ot , .7�1�1 ■WILL , � .fr fi l i ,All _ / #ilium/ DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305-663-9841 • • ••. • • • . .• •• •• • • • •• •• • • • • • • • • • . • • • • ••• • • • • • • • • • JOB• f fr.r • • • • • . • • PAG • 219 SCOPE: NUMBER: otp),I DSNGR: 124.,1 14 - -• • • -- •. • • • • •• • • • • • • • • • • • • • • • • • • • - • • • • • • • . • • • •• • DATE: • IR •ir v a iMiiiaiaa m i nnummasoiat U maiummam minmaiist� Y ■ solmiaf! m /al /i ■L# #la# *1#/ Mia / / H[i #Do/■7 / / /AL IT■ iii M MaraPea■ifi iitifriiiiiaiai %iiiiwfaammo musahissua ■!1 rraimil: am musAmm :CRS: aaam/ / L / 15 — � Ali /)t Mina#■■# /ima■ ■# /■■ #r# ■■ ammai /# /■■! #i>fi /■ / / /# /a /# ////#■ ■r■ ■■# #1a■■ /■ Iii M i as ■timma / / / / #■ammamR'lmamaaram .■a //■ ■ ■R■r■# ■maim■ /Minn#3■ . / /■ammaaaa 1 i ■ ■■ ■ / ■/# Mlit■ /#Y /�t[�./ E ■ /C1S" uc iifil( !inmmam mmmmmmaaLmav_g I�uSC:•: -ur a ■ # / #u # #i / ■ ■uL ■i #i aaR#ma i'## ■i■ ■ ■i■I•##aaNam ( ■ a # K ■m'!aamassa # ■ ■i ■ ■mmos ■■■ia # ■i #y aMehl iaamam #■ ■ ■ / ■ ■i■'/ ■■# s r_ eam ismommaaammo i� n ciiiiimsima / mama! %ii=i monamai i � atia !san Mara MI . ' T a[�! ^` MIG�L�M�!•• '� 2t.'1�� 1 7► �ti��'`+l �� S // sins ■aa / # ■R w� �7[ #I i�.I = / / ■ / # // /a ■/ ■ ii ■ //a SMNSMUM iii / / # # # ■■ # /la#iWNAOMMUNUi4Vi INNOWIiUSIMUMMON /OMPI Ia /pilaf l sass # sans i /i /# MS Uses I ! ■# a /•i•/[00 .,Ni •victoI[eS ,:.'7►`.tc∎!s 41 Meal / /i / /iila/ � •si li t%S ' liIIII■# MMINII.■ ■ / /Mi MUM aln a■aa■RSmsi / / / /##USI / ■i /Bill! / / ■l•■UNNO ■ /U ///i ■# ■/// # / /■ /■■■■A! / ■ / # # /U / ■ / ■ ■A // #i■ ma ss OMMISaailaiSOMOSOi1OsOM OMMU # / \r / ■ # / / ■ ■ / /MAMI# #i #i /i ■ /iU / / ■ ■ / ■i! / / / / / /i# ■Mira ii /U# /#li/■N #M11172 i • Z ISMM U ` 11 �. INCZil / # / / ■#!•■ / # / ■ ■ /N■ iii li■ /i /■I■■ / ■ / /L # # #n ■r ■■ammia'// maaaa n#i /# /asma as i■#a / /■E■/■■■ / / ■ ■amm / / / # ■ ■ ■ / / ■ /it ssam ■■ it / ■a■ / /i /ii /i■aaaamaaa ■ ■n te as# maim "! aw am/ P. afli/■ a■/# a i■/m; r/ .imarawmumaammasammM /Mii'immam> saasalt■amIiimmaa ■ ■ ■/■ .Rasa • 42I►1RMAL NORI ! 14!.I[i17,�►.finlER■SSU• Sawa ■a MISOI! tia■aaaMSMOi /MRaSSSMSOMMOMMUM MOM a R { aR ■ # a 1rtiiioanar % # iiilni i i iiriiwrinAiriMiimiimii mmimiliriRi+l■ %iiiiaii ini!! m sat i MILE ■ atiirICYk'•7 kJ■.�IS:It st • - C. :!ItiSit - l' .1U P1-.J] L %- leST #L/A RIl.ii / /»a#a ■>t■ / # ■i /a■ i /■■ uum a �, M■ aa/■M aM//R MISROMISMISMSaaa ■i■ ■ ■ ■irr ■ //a■aaaa■ MI■/ O ■ ii G i■ia ■■a•■ ■aaSMaM/ ■MOMMM MMEMMUM aif/a ■R / ■ / / ■ ■ ■aOMMUM # ■i ■a ii ■iia/■ MUUMUU SSMaSmsl /MMONSa a SI#M MS aaS /M■Sa I M MONISM a , tallSOMMONUIU MMUSS a / IM MMOUSSMOMEN MOURSXiONUMAI REMMUUii.UlAiiii i aalMSar "uses ii aaa#■ / / /a #auI a uUISS■ti / /Ri sallir.M at uu.•Sa ■Sa/ aura.■ /R / ■uai /RR //■ aa■ / #R!a aa# mum ■. i r iiah llmaiom "i + / iamaamaaamaaaa / �ii�C� mammaa'■simmamm �milss a■ # f lass I� � ixiOUS ■ ■ /a /■Mama #m aOMMi■s■SiaSRaat#IMaSaM/ /i ■ aill•1!a /MEMMMMa■# /Mama / ■■ �A . } au ■ A # I,/lLfi i f I 4! ' VPiUXi a 1E %irLili ice ■!/#'ASMihSNift % /am am #ilxNNNllNi / a �.41_ � l■mmamar4C ..}ts..;.,. I al aCuir lmA I1■ ■s■aa ■alimama/ / / ■/ /mamma / ■ ■ ■■ umaim inl�ail / /OU`�t ■1Za1■ UMWOM i r /a ■/ ya■ MO / / /a■ # ■i ■■!/U ■li[■1RRia UMai■■ ■Ma ...4 ! MMIW ■laaS / / ■ `WIINSWIL7m•.li.r;[ ^�1f�'� UUi ■ ■ ■■ a ■a7sUCa1►7!�" L I► ■MONIOM a //iaUMW0 �1 /'!a /1 RNSUMM/ / ■aRMN / ■ / ■/ NOR 4 a aamaaaaaiiiit■l I4Ei !! e) l ■# l Misr \l P & - ■ ,. ia ■ a all manan NORM ' . } y � _ . < . / na:aMS maniisa u r man a iaaamanaSa�I m alt imam i■■ /lt■ aims ! # #Y#/ ■a■ / /ia ■ ■ ■i #i i ■/A a _ i 1T' . as•Wriaa suman ## a l summimiail i ■ #a ■ ■■ seas# /iail mamma■ Mesa /a■■ ■ammaam ■/■ M: !IMi #i Miss S a t ■i MS /aaaMSSRa /# /a / / / ■s / /i / /eases■ / /Mail ■ ■MM 1aw_i #a fi MUM N ■ i�sNr 'r siTL - . r+ a i /li7 % CSC M<11 /1/ riii Eii %t SIMUSS'# M M ■ P S S m s mamm ■it a - a rnammu �!■. ila %!!K ma ss•. ! . Mini!% •am l i•i•llii ■■■a iaattisum mal:m::!BasinammumamosamaImam maim mammm��ain a maim!!!! alt a ' t na : ramm a � �l ifmai%i rim ass• •,laanaam /a •mail!!! *ttssasaa•i •isttii•ii Mir a ■# ma ties■!■ /R»1■lEitRamaimo mammoII�, /i/ii∎asm■ii\:�a mmipaa /aTmaxa■ ■■ ##aasi■aaarataa Rim M/a as S MIHa.C3ix. +pia: L<R <wli i !/ 7 siA∎. 'i L' sla w. `.P ''i r lvizwGLai E - . 1a■ llaMai Mai mama ■s /mama■ a a m i d /"a/aiRlttllt i / ilriili lilitiam ■■ Mlti /liwtMENNSU i OWINA.As a l+:ie:i ■ / / / ■ii //■ im M Mena/ seen) r■ mulaia■■/■ 1i / / /i /■i ■R ■ / //sMai ■ ■/s/■slf■ mum as /i■aRi ■aa/! al l /■ ■ i wNaa aR \iil a lt % /aiiittaOtitm itliilitrllammmmm tear aamm�ahili taa•I i. ■•i ...' � a llwass rari.�'1fa//a ■/ aaammair mar ■I! /i# i ■Ir■As/a ■ /a,� maaRal■ a /aal•1K>laaa /■■ ■ am a � mamas /aalro�9aaa ■a'a acwak S' i laC-:'1a -Si+ Ts# / '7« " -;;ia rr -Ya iasaiaaaaaa ■a MIN • U ■ •a i illrlrtiilsiuli sail / niurll taAlttlliiiit Mirl t /R■� a ai # a /aaaaR■ ■taaaissisi# aaaai ■Mai. •L•• i u arms :.' Hass[- Alusliaa ■■ /• ■ism /■a ■a aa■a■ #a/aaaaaaaaaa Mae # /aaaaa #aa /al - Jai #?warms taammaalaammaAav amemas/aa■ mesa■ ma a /#M MIS ■iaaaal■am■S# / /MMMSMM ■iM MO ZiG i.tlr�.u MNA4NU ONSOMMUMMOa ■ ■a/ ■ / I al•ali #1 eels■ ai / #iRa ■ /iaa MIMMEMM I t/// ii■ i■# aalUM MISSas / ■ / ■ ■aaaaaaaSMOMMaaa ■/ia Mai /a ■aaa w ii \a a i am uil ■ t sisa l!mt a aissasSMSaitt Mt ■ l tttitilisiil #. tililaaillar a t a laiiiittS la aaarn SOSi On si#Mitlasutsalataal• ruesmummoRti #lillartp a a li# !tads=tiiliMilals/a#■ i l !Boni %lta • M n ## # M l a a t i aatiai ■a masa m aaaaa amaaa a liifliaalal ma rmaa ll al ar a ■# R rai a i�/a / a■ S ii■ a■// IiSORMR UMUNN OMMUMMOMSRMIalla /aa /iaitSMOMa UMUMM a#a■iSMana / /aMR m aaa•M aaR /aU■ia ■ aaS /■ /aMUS / is ■#a#a#aa /a■n MMMOSSMaa i aaa R■S■iaassiasa� /a/ sa m ■R ■aaaiaia ■ aa ■! ■ / /#aa /ammlima !lessee / ■ /lMi ■iaaaaaaa #semis Ma tattlMI NKN NSIM aanammiausa ■al # mamma aa: ai: mas isiMah aana a/saa■■##MSaaa� / #m M■ iaa #aaMiSii S MMiM#aaa#Sa■aais#sOM MISS M RMUUM UMM/aa MSMManamain asaa aammannum iS■aas ■/■ ■■#I aaaa•a/a San #a ■ #■arsasaiammli■■asa • a#a■ /M /a /aaaSSMS •aaS ■Sa /■MSSS■n■#MS UMMMIN MERSOMMaM ■aMSaMUSSOMi %■ !na ■ /aMM a■ //aMOMMUMm # ■aaiM ■ ■aiMaa iMi #iaiMi/ myXIM#iRMMMNIS Man# SaMMami !ems am is /i miin /SUM/aai amiss!eas aa el as /a ■ m eMM M<mar>• RmR��Saaa # /aEliMamMIai /Sea SSM ..,. a maam■MMiaiil#r / s #lli / / /aaaaM�M naiaM■i /Iii ■ass SMMMMUSS/ /aa ##mSSSM■#•MS■aiM NNOM SOM /SS aaaMaSai OMMSi MMMINUMIells( i MMEXESSM /iaalSiaMa `s RMUMMMa MSMISSSaaa ■ ■i /nM// / ells/ M t a s l a [ a a a aa aatt H s ima *i %i usa #Niutltl =i ilihMiamaaaMmaaiama aa■anam araaa■ as ■ is anus mmiaama/i Aanata/SMila ■ m MMIM M atai MOn /' �■ ■! s MUMMS ` iiNO■ ii ■ MMi / /a /S a //. MO m imn an sammysiaa m m iai / /, �wr l inami M#ia / /a aa Si aii �/mama m � i ii aS rnaaa ma a #Min ■ ■al/aaMSSam /Sea/ i a�araM•iaRMMaai t mammunSamm nma#Sass imaism Sman aaa� s ■ /iaaamamsi aaaalai aasai#ammaa■ a■ man aaMali mam a is ai #aaa as'a !#Baas eases /SMaltiaa at ! lit ■ i ■aa ssmi S IM Ri /I ai a■ / ■ sa l s � a all mmai /s• 1/ ■mSa i/ill l ' a tar! ■ ■n m i nr osommumm s _ El! i AN i maxi sue s! ill 111 ininMl#aa ass. Mmaam#in■aaaM# a I SI i i a<Ia # /iS�i.�. ii . S ■a /aMi /D S I na / MM Ii#amiam aa IMMU M UM I aaa is ■ /U#MI #Ma S #a# UMIMaaAiMMaao IMMa OM MIN . SMa , • ■ #•MIA / / #aS E •• • # aiaaa I✓l"l') a` m' Its Max Value Location (x,y) H i „r.�..P y £" Load Case t _ �' y � Min Value A Location �� y� ,' (x,y) d li_ ��J� Load Case Displacement 0.00 ft (10 ft,12 ft) live -0.03 ft (0 ft,0 ft) UIt. d +I Shear - X 59.6 K/ft (1 ft,10.4 ft) UIt. d +I -61.6 K/ft (9 ft,1.20 ft) UIt. d +I Shear - Y 22.8 K/ft (1 ft,2 ft) UIt. d +I -12.7 K/ft (9 ft,2 ft) Ult. d +I Moment - X 4.83 ft -K/ft (1 ft,1.60 ft) UIt. d +I -5.54 ft-K/f (8.67 ft,1.20 ft) UIt. d +I Moment - Y 4.68 ft-K/ft (1.33 ft,1.20 ft) Ult. d +I -4.87 ft -K/f (1.33 ft,10.4 ft) UIt. d +I Bearing Pressure 4.32 Ksf (0 ft,0 ft) Ult. d +I 0 Ksf (3.33 ft,12 ft) live Factored:Cfsts: •, 8) d.W • • • • 1.000 - dead 1.000 - live 4) Ult. d +I 1.400 - dead 1.700 - live •• • • • • • ••• •• 12 ft Thickness = 1.50 ft Mesh = 30 x 30 Subgrade modulus = 150 K/ftA3 Y 111 4079 - T ITC4 10 ft Concrete (Pc = 3 ksi) E= 3122Ksi v =0.17 y = 150 Ib /ftA3 X AnalysisGroup 2.5 01/03/05 06:33 PM AnalysisGroup 2.5 • • ►i�►� �r�� ®� �® ��® ®� ® ®�. t ®te ®�W� � %me 4:7r > "t:/ :►:4_/$ 4iP`1:414'• M► 4'<a G4:1 e. wownmnger.ngimgw own urAme:%me.noennognmew e.% 3�► < IWI:OI►1:0: : ►7:IXA14E:0:00 1• Mg gV4WVAM6Mg$Mg4Mi mewommemomonm own: .wwown■ (owmow own ► 4Ni 4:�� ,► 4 0 ► I_O C35► ‘3_0:4. ► • I own Areownnialwennowmowl own 444 • • (g,Z) 1.66 ft-K/ft (1.33,5.20) -1.99 ft K/ft (5,5.60) 1.58 ft-K/ft (4.67,1.20) -1.53 ft-K/ft (8.67,1.20) 2.12 Ksf es ( (ft Displacement ( +) -0.01 ft (10,12) Displacement ( -) -0.01 ft (0,0) 9, Moment - X ( -) Moment - Y Moment - Y Bearing Pressure (0,0) Bearing Pressure (10,12) • • 12 11 0 8 0 1 2 3 4 5 8 7 8 9 10 ( Moment -x (ft-K/ft) 12 11 10- $_ 11 1i) -ii 8 i Hi i1 1 4 ilkfFT /1111)I E \ (Ac 1 2 3 4 8 8 7 8 8 10 00 12 11— M- - 8- 7- K 8 - 4 - 3- 12 8- L ...." I 1 2 3 4 8 8 7 8 9 10 (5) Moment -y (ft-K/ft) 31 I 0 1 2 3 4 8 8 7 8 9 10 (5) 12 10— 8— 1— 1 2 3 4 8 8 7 8 0 10 (8) Bearing Pressure (Ksf) 0 1 2 3 4 8 8 7 8 8 10 (0) 01/03/05 06:33 PM 221 -1 ■■■ ■■■■■■■■■■■■■■■■ ■■ ■■■■■ ■ ■ ■■ ■■■ ■■ ■■■■ ■ ■■■■■■■■ ■■■ ■■ ■ ■■ ■ ■ ■■ ■■■■■■■■■■ ■■ ■■■■ ■■■■■■■ ■■■ ■ ■ ■■ ■ ■ ■I * r yl■■■ ■■ ■I 46.1■■■■■■ ■■■■- atifir 1■■■■I v I ■ ■■ ■■■IrI■■■■■■■■■■■■■■I■■■ ■ ■I +il■■■ ■■■ N I ■■■■■■■■■■■■■■■■■■■■VAM ■■■ I C °I■ ■■■■■■ ■■■■ ■■■■■■■■■I!a41■■■ ■■■ I + � I■■ ■■■■■■■■■■■■■■■■■■I� ° dl■■■ ■■■I4 4I■■■■■■■■■■■■■■■■■■■■I4I■■■ ■■■I $ I■■■ ■■■■■■■■■■■■■■■■■IIr, I■■■ ■■■II■■■■■■■■■■■■■■■■■■■■I +I■ ■■ ■■■ I rI l■■■■■■■■■■■■■■■■■■■■V■■■ ■lJe` 4111■■ ■ ■■■ ■■■■■■■■ IEIL I� I■■■ ■ ■■ ICI■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■I ■ ■■ ■■■ Ig . /I■■■ ■■■■■■ ■ ■■■■ ■■■■■ ■I`dl ■■■ iiil ■ °iiil ■■■141 ■ ■■■■■ ■■■■■ ■■■ ■■■■■ ■I j�4l■■■ ■■■I441111 ■■ ■■■■■■■■■■■■■W.I■ ■■ ■ ■ ■Ir .1111 ■ ■ ■ ■■ ■ ■ ■■■ ■ ■ ■■■■ ■It$11 ■■■ i : iiiiiii�� mi iiiii —+- x 0 1 2 3 4 5 8 7 8 9 10 (0) Moment -x (ft -K/ft) 1 2 3 4 5 8 7 8 8 1 (5) Moment -y (ft -K/ft) 0 1 2 3 4 5 8 7 8 (8) 9 10 0 1 2 3 4 5 8 7 8 8 10 0q Bearing Pressure (Ksf) 1 2 3 4 8 8 7 0 8 10 (5) �E AnalysisGroup 2.5 • • • • • ••• • • • • 01/03/05 06:33 PM 21 • WI* • i IMEMIE 0.00ft e•dltidh = 10,12 • • • • • Dis'Iacement + Dis . Iacement ( -) -0.01 ft 0,0 Shea•-•X ) • • IILL ALI IMMIE ' 8!! 20 i Sheh - X tt • Shear -•Y (•) • • • She - WW1 Moment - X + ai�,41111WEAMMIE - 3t13NGR • • 1.45 ft- K/ft (1,1.80 Moment - X - -1.48 ft K/ft 8.87,1.20 Moment -Y 1.34 f -K/ft 1.33,1.20 Moment - Y -1.37 ft K/ft 1.33,10.4 Bears a Pressure 0.87 Ksf 0,0 Bearing Pressure 0 Ksf (3.33,12) -1 ■■■ ■■■■■■■■■■■■■■■■ ■■ ■■■■■ ■ ■ ■■ ■■■ ■■ ■■■■ ■ ■■■■■■■■ ■■■ ■■ ■ ■■ ■ ■ ■■ ■■■■■■■■■■ ■■ ■■■■ ■■■■■■■ ■■■ ■ ■ ■■ ■ ■ ■I * r yl■■■ ■■ ■I 46.1■■■■■■ ■■■■- atifir 1■■■■I v I ■ ■■ ■■■IrI■■■■■■■■■■■■■■I■■■ ■ ■I +il■■■ ■■■ N I ■■■■■■■■■■■■■■■■■■■■VAM ■■■ I C °I■ ■■■■■■ ■■■■ ■■■■■■■■■I!a41■■■ ■■■ I + � I■■ ■■■■■■■■■■■■■■■■■■I� ° dl■■■ ■■■I4 4I■■■■■■■■■■■■■■■■■■■■I4I■■■ ■■■I $ I■■■ ■■■■■■■■■■■■■■■■■IIr, I■■■ ■■■II■■■■■■■■■■■■■■■■■■■■I +I■ ■■ ■■■ I rI l■■■■■■■■■■■■■■■■■■■■V■■■ ■lJe` 4111■■ ■ ■■■ ■■■■■■■■ IEIL I� I■■■ ■ ■■ ICI■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■I ■ ■■ ■■■ Ig . /I■■■ ■■■■■■ ■ ■■■■ ■■■■■ ■I`dl ■■■ iiil ■ °iiil ■■■141 ■ ■■■■■ ■■■■■ ■■■ ■■■■■ ■I j�4l■■■ ■■■I441111 ■■ ■■■■■■■■■■■■■W.I■ ■■ ■ ■ ■Ir .1111 ■ ■ ■ ■■ ■ ■ ■■■ ■ ■ ■■■■ ■It$11 ■■■ i : iiiiiii�� mi iiiii —+- x 0 1 2 3 4 5 8 7 8 9 10 (0) Moment -x (ft -K/ft) 1 2 3 4 5 8 7 8 8 1 (5) Moment -y (ft -K/ft) 0 1 2 3 4 5 8 7 8 (8) 9 10 0 1 2 3 4 5 8 7 8 8 10 0q Bearing Pressure (Ksf) 1 2 3 4 8 8 7 0 8 10 (5) �E AnalysisGroup 2.5 • • • • • ••• • • • • 01/03/05 06:33 PM 21 ng Pressure 2.91 Ksf (0,0) Bearing Pressure 0.70 Ksf (10,12) 10 7+ 4+ 3 { t t 0 1 2 3 4 5 6 7 8 9 10 66 g e } 4 1 4 12 -F. 1 2 3 4 8 8 7 8 9 10 10) Moment -y (ft-K/ft) 10 -, -iii ' — V l m Aka 8 7 g6 111 11I 8 11 I 4 1 � I\ 2 0 ;, L 0 1 2 3 4 5 8 7 8 9 10 l0) 7 T 3-F 2+ o P�1 1 Shear -y (K/ft) 1 2 3 4 5 6 7 8 on Bearing Pressure (Ksf) 6 10 0 1 2 3 4 5 6 7 8 6 10 (6) �s AnalysisGroup 2.5 • • • • • ••• • • • • • •• • 01/03/05 06:33 PM Z • • • • • • (x,y) (ft) Displacement ( +) -0.00 ft (10,12) Displacement ( -) -0.02 ft (0,01 Sheas•X ) • • 1!1 • • j11 .4) SNAIL- X • ). ; • • • -29.17 Kite (911,20) Shear .Y ) • • 'I l2 / (14 Sher. -Y • • 42401lt •• l Moment -X( +) 3.12ftK/1t (1,1.60) Moment - X ( -) -3.58 R K/ft (8.67,1.20) Moment - Y 3.02 ft -K/ft (1.33,1.20) Moment - Y -3.12 ft-Kfft (1.33,10.4) Beari ng Pressure 2.91 Ksf (0,0) Bearing Pressure 0.70 Ksf (10,12) 10 7+ 4+ 3 { t t 0 1 2 3 4 5 6 7 8 9 10 66 g e } 4 1 4 12 -F. 1 2 3 4 8 8 7 8 9 10 10) Moment -y (ft-K/ft) 10 -, -iii ' — V l m Aka 8 7 g6 111 11I 8 11 I 4 1 � I\ 2 0 ;, L 0 1 2 3 4 5 8 7 8 9 10 l0) 7 T 3-F 2+ o P�1 1 Shear -y (K/ft) 1 2 3 4 5 6 7 8 on Bearing Pressure (Ksf) 6 10 0 1 2 3 4 5 6 7 8 6 10 (6) �s AnalysisGroup 2.5 • • • • • ••• • • • • • •• • 01/03/05 06:33 PM Z AnalysisGroup 2.5 • .• •• • • • •• •• •• • • • •. •• • • • (X,y) (ft) Displacement ( +) -0.01 ft (10,12) Displacement ( -) -0.03 ft (0 Sheet •X • • $9'f 40.4) Sh -X » • • • eLf; (1.20) Shear 'Y • • ' She6s- Y • )) • • • • - .T KRt • 9 Moment - X ( +) 4.83 ft-K/ft (1,1.60) Moment - X ( -) -5.54 ft KHt (8.67,1.20) Moment - Y 4.68 ft-K/ft (1.33,1.20) Moment - Y -4.87 ft-K/ ft (1.33,10.4) Bearing Pressure 4.32 Ksf (0,0) Bearing Pressure 0.90 Ksf (10,12) 1 2 3 4 5 6 7 8 9 10 (0) 0 1 2 3 4 8 8 7 8 10) Moment -y (11-1C/ft) 2 3 4 8 8 7 01) 8 8 10 8 0 1 2 3 4 5 8 7 8 00 Bearing Pressure (Ksf) 8 10 3 2 0 0 1 2 3 4 5 6 7 8 9 10 f0) 01/03/05 06:33 PM 221, . _. ®��3sd87 Max Value pi } Location 3 (x,y) ➢ k'- Load Case �.+, Min Value Location (x,y) . Load Case Displacement 0 ft (0 ft,0 ft) dead -0.00 ft (3.54 ft,4.84 ft) Factored Case 1 Shear - X 10.2 K/ft (3.54 ft,4.84 ft) Factored Case 1 -10.2 K/ft (3.30 ft,4.84 ft) Factored Case 1 Shear - Y 9.67 K/ft (3.54 ft,5.16 ft) Factored Case 1 -9.67 K/ft (3.54 ft,4.84 ft) Factored Case 1 Moment - X 3.19 ft -K/ft (3.54 ft,4.84 ft) Factored Case 1 -0.00 ft -K/ft (7.08 ft,9.35 ft) Factored Case 1 Moment - Y 2.64 ft -K/ft (3.54 ft,4.84 ft) Factored Case 1 -0.00 ft-K/ft (1.65 ft,0 ft) Factored Case 1 9.67 ft Thickness = 0.50 ft Mesh = 30 x 30 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 6 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■a ■■■■■ ■■■■■■■■■■■■■■■■■■■ ■ ■■ ■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ' ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■' ■■■■ ■ ■■■ ■ ■■■■ ■ ■■■■■■ ■■■■ ■■ ■ ■ ■■ ■■■■ ■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■ ' ■■■■ III ■■■■■■ III ■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■' ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■ ■■ ■ ■ ■ ■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■' ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■ ■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 4 ■ ■■■■ ■■■ ■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■' ■■■■■■ ■■ ■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ' ■ ■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■ ■' IIIIIINNIMINNINNINININININIONNIN 7.08 ft Concrete (Pc = 3 ksi) E= 3122Ksi v =0.17 y = 150 Ib/ft"3 AnalysisGroup 2.5 • • • • • • • • • ••• • •• • • • •• •• • . • • • • l SeMce CMS: • 1) dead Z), live. • • • ... Facioied ia9e9 • '3) Adored Case 1 1.400 - dead 1.700 - live • • • • .• • • • • •• • 01/03/05 04:59 PM 225 • •. • • • • • •• • • llllllllllllllllllllllllllllll ■IUIuIIUlIIl•uIIIUuIIlIIfu . fi •Uuun uIIUuuIIUuIIu1IIums ll■llllllllllilllllllllllll■ 11 ii i ii iiii i iiii ii i ii llllllluIititi•Iititluui i uI.uIu■.I ■■UIIuIIIIIIIIIIituIIIIIIIui ■ itit lll■■ll■■llllillllllllllllllll lll■■■IIII■IIIIIIIf1f1 hIitflIIlIi ■llll■lll■■■■lllllllllllllliii ■ ll■ lllllilIuIUUf1f1f1itf1fif1f1f1u . ■illll■llllilllllllllllllllili lllllluIfluIIIuIuIUIuIIIIuIiiii IIUII 1IIIIimoouIIuIIIfiulIiii IIIIIulIuuuuIUr ff IuulIIIIIuIui lllllllllllll iRlllllllllilil lllllil■IIIIIillll■ llllllillllllillllllllilllllll llllllllllllllllllllllllllllll lllllllllllllllllillllllllllll lll/lll■lllilllllllllllllil■■i lllllilllllllil■lllllllllll■ it llllllllllill■llllllllllllllll iiiiiiiiliiiiiiiiiiiiiiiiiiifili llllllllllllllllllllllllllllil ll■llll■lllllilllllllllllll■ 11 l■lliilililllilllilillillilili lllllllllllllllllllll ■ llllllll ■llllllllllllllllllllillllllll (includes self - weight) • • • • • • (X,y) ( p ) Displacement ( +) 0 ft (0,0) Ill Displacement (- p ft • • • (4,4.84) StteaT - 7C ( ;) • • 8.28 in 1 54,4.84) She -Z' : • •3$8 (3. 0,4.84) She -T (L • ' . ' lit 4m. .54,5.16) Shear - Y ( -) -3.12 K/ft (3.54,4.84) Moment - X ( +) 1.12 ft-Kfft (3.54,4.84) Moment - X ( -) 0 ft-K/ft (7.08,9.35) Moment - Y 0.90 ft -K/ft (3.54,4.84) Moment - Y 0 ft-K/ ft (5.19,0) Shear -y (K/I0 0 1 2 3 4 5 6 (6) 6 e 3 4 2 Deflection (ft) 0 1 2 3 4 6 6 7 (6) Moment -x (ft-K/ft) et a 7 5 III Ir6 3 II \ / / 12 1 2 1 0 1 2 3 4 6 6 (6) Shear -x (K/ft) I 1 l� 0 0 1 2 3 4 5 6 7 (M Bt Moment -y (ft -K/ft) 0 1 2 3 4 5 6 7 (0) AnalysisGroup 2.5 01/03/05 04:59 PM 22 • ... 41NEON M►A_/►K WAR: ge e►4;►0 » A1141i _O& ! •:O OE3_� ►3'E V 4 ONOWAXAMAWKOMMEOW. VW ..» 4 »4 »K►II*/E 3►a »4 »►4 O O W4WWWW6N modWNIn►`.:4 WereinUnnWioNOVVereee 0 1 2 3 4 8 0 7 AnalysisGroup 2.5 01/03/05 04:59 PM 22 • ••• 1.400 - dead 1.700 - live • • • Value ! Let-aeon r • • •i• • • (X1y) (ft) Displacement ( +) 0 ft (0,0) Displacement ( -) -0.00 ft (3.54,4.84) S 1 - I) • • w 3 l � • x (3 4,4.84) Sheer - X'( :5 i a gfft (S • 30,4.84) Shed- t (a) • • �.6i K fj w X3.54,5.16) Shear - f ( - 1 -9.67 K/ft (3.54,4.84) Moment - X ( +) 3.19 ft- (3.54,4.84) Moment - X ( -) -0.00 ft-K/ft (7.08,9.35) Moment - Y 2.64 ft-Kfft (3.54,4.84) Moment - Y -0.00 ft- (1.65,0) 2f Shear-y (K/ft) 0 1 2 3 4 3 3 7 (0) Moment - x (ft 0 1 2 3 4 0 6 7 (02 2 f Moment -y (ft-K/ft) 1 1r 1 _ 1 2 3 4 S B 7 0 1 2 3 4 6 0 7 O 1 2 3 4 S 6 7 ( fW (R) �s AnalysisGroup 2.5 01/03/05 04:59 PM ZZ• DONALD HODGETTS, P.E. C O N S U L T I N G E N G I N E E R 5901 S.W. 74TH STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL. 305- 663 -8885 • FAX 305 -663 -9841 JOB: 'N)C,tc SCOPE: NUMBER: mlo DSNGR: • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • •• • ••• • • • • • ••• • • • PA•G • • • •• • •• � • • • • • • • • •• • • • • • • • • • • • • • ••. • • ••• DATT: =O Wa s L a.M1 - 2.5S Ei L � ■ e At 7 w _`U MME M O L ■ M A \MOM M OO ■ MOMOSSO ■ OOMM OMM EMO } O W ■ MOJO ■i / ■ ■! iM /ii.iii ■i i11 ■wiM /w■■■ ■■■■■■ www! ■ / /lilE■ / ■■ w/ / ■ / ■ / ■ ■M"[f`!R"wCT ■'� ■i ■.1 w ■ ■ ■\ /■ ■isw ■ ■ ■/ www■ / ■ ■ / ■ ■ ■ / ■w■!■ ILIA■ /# ■Iw ■ ■!! / ■ ■ ■ ■i ■I /■ w ■ / ■ ■ ■7 ■!X`■[7■ R�Z ■LI wis IIII ■■i iwl S■ E■ M■ ■MOMMOSOMOOMM■m ■■ ■w ■MOMMENM■M■m ■ ■■ / ■■ /1111 ■ ■ ■ ■ / ■S! w■■ ■MISS ■ ■OSOJMOL L1■ JAMM ■ ■■ !■ ■mow ■ ■ ■!■■■■! ■ ■ :s■w/■ww■■aimm ■ � ■■■!■ />rraw ■■■ ■ /w/ ■w■ ■iw■1� w / /ssommi ■■o■w ■■ ■■ w■ ■w �r w M..mO.!!i/IA ■wu ■111■ ■ //! ■ ■i ■■maw■. ■■■■ ■■L i ■ ■ .. ■ ■ ■■a. ■iii. / ■■ w ■ ■SMOOMM ■!/ � .IR i imp.i. .. uu�w■.. uuuu■ ■ lu.a .u.i.■ � ■u uu.u.is.uuw a. % i ■s . i ` i ua..:...i.i : . omomom = ommo USS OMONS OAO SO#OUSEM EMOM M» ■ Iui mium M'MIMMIMMMMaiii G:mu i�MMMMMim : ■. ■M ■ ■ � ■ ■/ /!.■imam ■ /#asiw■a 11■■ /im.wmwmwMEmMw mw MM /r ■mM ■.i■i■.wiow..i..ua ■.S/wmi riMMumMimmiismii!m /wsri manammi ■i ■ # / ■r ■Itwi"w ■111111 ■ ■ ■iw�■ ■lw .is�!!ii ■ii MOMMMMI ■ w ia•MIMi MMM O S OMME: ::i \ OMUMEMOSSO ii ! s \sis um t �sss si//sw immassi/iiiw .. i 1. 1t. S. iM.wmi i/ w iu■ � . ua. / ■■w ■ ■ ■. ■■ ■ ■ /ii ■w ■■wlwwwii iw■ ■wrii M Muismom mi si / wiiiui ii l assi• ■ t % ussi#f %si ■ w r ■ i■■rri a amma • iisi • i lui o as umm i nisswiiE ■ww■ f ■ sslmi ■/ wi r ■M rs ii i ••uw.m■wm■■iwm■Ml wwww.! lM.i.Smmuu■ ■. ■■MMEmOMMOOM■•u.u. s ... / M 111.. i i■■■ i 1�' �t!! w ! w!!.i ■i ■. ■ / ■!.■ilal!.w /.■1 ■ am ■■ ■� m■wic�Tljt:J.w. ■i!!■i 111111111111111111111b , illIMMEIMIIHNIMIll IMMEROMMIEERNIMIMMINIMUMMIIIIIIIIIIIIIS M Mw:i1i::: i iSNIMEIii ii. �■��' , i iw Ei iisiw ' L ' i�i I i ■ ■+■i I w irirMMMMiMuuu.MMMMM srii FisiiM/ ■w111mwwwimE!! ■■ ■ ■m n. IIIII w ww ■w■ /ww.. ■w w -'w S _ ■. ■ ■■1111 M rw.!■■ am EMI s i■ wmm.■ C■ M ■rimMm!■ ■i!wo w immaniummursum isMMOSOMM..SEuaSO i mumwu a E lri r mmmMi * . _.m OO i.BM r i M / �i � rJt ■ SSOM ■ II MMMMMMai ■ MMMi i ii MMr ■ . 11 .::\11:.: uu m mu� im m umn� oms d.. ' S OMSa. MOSS : r /! ■ ■ ■ ■ ■ ■� ■ ■ ■. ■ ■ ■ww ■wwE /ml■ ■ ■. ■ ■wr ■Sw /mmMm il��) /■i i �wwl. ■ ■ � ■wi M■■Ewww mw/■■■ ■! ■SMmmM / /r ■ ■■ ■ ■N ■ ■w ■.! ■i ■ ■■ ■w/ it ■ssum ■ ■ w .11111111 ■ a /... mm ■USME.mw..MOMMEM■■im■■M■SM ■ ■w. mM■ MOMMOMwrw#t ■ ■M Em MOMOM■ MOM .. w MOMMUSOMMOuw.iiii■ iiii iiiOSOOMM MMMOUS i�ii / i i■um w � � ii. .......M. S i SSMOi ' i ■ ■ w a. SiM/ m■ Ei■ S!■■ ..■m.uMMuSS "m ""`;M. ■ ■!!m ■+,a+.i iiw I Mwwm ■ a■MS MOS M■mm ■OM mm■ ■EU■w.w■.wmiaw■ ■i■ i.wMi ■rSOMM■■MMOMMM! MO .! ■■ ■i. ■w ■ ■/! ■ MO w! ■ ■.■i■■ w■■ ■ ■.M E l *MOSOMM ■ i MU ONw i O"' l wsw w ■ iii ww i i si nommensman■n usi um ■ ■ i i• r w i ° s i va i o l . ■Sgii►tiiia \t]iLi. 1111■ on ■/ /i.■w ■aisu ■massur .■w /m ■ ■ww. .■11Iliii ■i'is _ wew r ■ ■.aw ■ M: :lmmmmmwwwww■■■w.11i rwwii..11■o■. emKi i!mM■■mm■mmwSi a ■ mIMON■ ■SS. Mm ■ / eausi w M ii• M ainiii wmiitiwiim liimi ■ ■i • s ! u' - ' l id i mi , umm um s same ps■i w i■' w � i " "%rai mi�r isu S■MiM ioJwiiw .imiiiir■■M0.11mlmwMM. ■iii■.■i■■ wwww ■w / ■.mMmslMsiwMimm mitt S si�i ■■mow mEi /■ w ■iw■■ ■Sm/■ ■■.mMMS■SMMmm MlMS/■wmE..wmm ■..SmiMM.m■ssum wMS S.m■m■ wiw.M /11.11!■ MMw . m•lMmu 1111 rMM m a. ..:US N INMU ;� . a. . E rr / : MM l.. •iis Mini OS OM iM OMM OMO U w R M /wi..■ii'>� ■+m/ y 11■ 1111.11 Cm ■ ■EM■ ■mm ■ummil MMM / M■ i e ■ ■. w ■w■ ■!w■lw•m ■...w\!!■ imummummummu m ■ ■ ■i ■ ■r l .■ i ■■ ■ ■ors /iiwi o■ isann = iia ■. isuins■ miMEEE.■i■■m■mSMli■w■ ■ ■m■ ■ mm■mmEm.■w■■ ■mmm. ■■■ ■sow si■.sws ■ i 111111 ■w ■M■■mummonci:+•r1u l!.w -- 1 LII�s.c simw■S ■m■■■ ■ /w # ommu j ■w ■mmum /■ ■w.iww ■ ■ ■niw 'lw ■ ■s iiaii w MMMssim iO M MO MOw :MMOSO I i l O i!% ::: Mi:M l ■ si w s smus sO m m u u mmi Mi.m s MM ■ m umm www ■ww!! ■i..i! ■.■ ■S Emu w.mmo mw S� !Boom ■MMEMMSmM Mwrl ■w ■onwmw.Mimm m rounni MMw m::aimmmmmmmmmrmmm 4tili Biler rnrum sammsw r mun'm agwmmwmii: nmmms mmsnnp i ■: mwmn mmi: '' ■MSEww ■■ • AWILSO VSM �• _ � k MPlir.J=Mlf 1S :.� IMOMME■/ ■ wiw■wa w ■w MOi ■wwim�MOmm ■OMMINWI■ ■!ii wilwliw ONRO Mi■ w/ i * !WORNMEMOMMOSUai.i ■ ■ ■ ■i i i ■ ■ ■w s■M imam ■ !,`C� UQ ta 1 � 4; lit i OM: Eli'? it, Lt'.M ■!IEtAllar_?'l +aa ii!'M 11 Merw % w.i ■ *wM■ r ! ■ ■ ■ �� is ■w ■ s ■ii ■i ■ UMIlli ii,��ww�i.111§1 ■mwE. ■0111WA MI dIM ■w■.wMMmmm! #smJIM o ■Maw ...wi. 11§■ w.■ Mmm■■■.■ S■ i■ m rwla./. ■..... /...mm ■ ■MS�s ■.ul ■w■ s ■M /N■ ■.u.1§ www. ■.1§M ■ ■■■mmmwM■Mr Emu ■ ■i■.wwww!lmwMwm■■ / !m i . ■w / /. ■■ .11!11 ■ ■ ■�� mas w ■w ■M■ ■m ■w ■Eww.w./. ilmo... ■.mw■ .■m s Ms. mm.Mm wSM■memm m e mom i m i na w iiimmummi sm um " i isiMM iw iumm o�i ia ' i i i i m ismGnimmussiw■,m, r i.1§.■ um i i■. w■m■■■ M■ .■/w.a....ia.ww / ■ ■m ■■MM ■w..■■ar ■■''>i ■MMMM� wu.ml. M mmm mmmlmMmim ■ ■.111111111 Mi■rM■r �i11■ i!■ wMMiMmw OM MUMM ■..m■■■ /!Mimi MMOMMBw.Sm ■MOM■ ■ii ■■MM■Mwi ■SOMOMMr / ■wwm■OMMIII m i ■imm . ■ i mrs im onsammu m muni mummum■aram % / inii / r�MiM w . m e ■ i wsis/!i ■ MM ■■OSININ MMa www / ■ ■ml ■MUUMM■MrEErni ww ■ ■ www ■OWMO UIRiiU ■m ii ■1§w iwiw ■■ nm i /Mm■■wmmiwiwwwa /.■ ■ ■ ■ ■■M ■rim■■ ■ /m.■w■www ■ wns .■■ ■■1§w! ■i U www I MwM■SI wms MMMMMMIMMMMIM MM MMIMI MMIIiiiiiMMisiaMMOM ONUOUREMUMsIiiiMMM mill ' ningliniilm sir s w. ■ l.l.m.■!!m ■■ ■■.m ! ■u.. 11#!1 /.S ■ ■ ■w ■wir ■ i■UIUM ■ U aU � IIIIiiIIIIILIIII I Mi iMi ILIIIIIIMii VIII I I • ■m M mM /MI ■ / ■ ■ ■� SM/wM.M■wwmw■ wwmiM ■ ■ ■w ■ ■m..wwwml ■m /i .mMm .m ■ mwm wMi.■.■i RM mm/m.11�iM,M 111 m i SOMM ■wws.wOS■ ■■■MSlw ■. ■S!■ M MMO OSSOMMMOSSOSS i ■w■wiw sum M 1* um MMmi ■■ MMSSMOMOMMOOMMOSSI iwmM■■MM■mm mninsu i ii ssi sma. M 11 M MM :MMBOMOS ■i ■1§m moMOMOSOMMOMM MOB .1§m ■m ■ww..M ■mM . mmMw■ i ww i w ■!w M Mg '��OOMMISOM ■ ■■a ■m SEMI■■m ■■ii■■ ■MMMw ■m ■M� .. ■mwmwwM ■■a ■wi.wmiSM E SR ■ � iiimwiw■o ■/MMMmm■ ■■mml.w■mM ■mi i /i■wiw■mm EM■iwMmassmmwi/ Mo ■■ wlmtim■ S#f muss mmw■M ■■Smmm! MOMMOOM ■ ■m.s! ■m■ ■MM■Mm■ ■ MOMS MOSrm■ /a ! mm#■wOMO • *MOSSO SOMMOMMOOMMOR si Mwimm ■m ■w! m i mw■ ■Ei El a = 111 i m ■ MOSMO::IIiMiOMMIMMIIi iMMMMMOOMMOUO M M O wam sMOi w OMMOOM OMM i SOMMOSSMOSm OBOMOOMMms.MOOM MOMM OSOMMOOMMOMMOMMMM'MOOMMMMMOMOM Dinimmnsimm in UM " OKKI � i i1§ OMM am BOOBOOS.* n r!1§ # OMMOSmMMOSSOMMOMMOMMOSSOOMOMMw mSSt■■mmw■ ■im w 1§S sm iti ■m OS. _.N O .i mi■s M■ S ■......m ■■m. ■MOOS■■/ ■M■ ■MOSOMBOMMMMSwio!■ iM S OMO O S SO SUMO m MM m M ■SSMOSS MMSS■ ■ Swmm ■SSMMamm/ w ■■S ■■■SS ■SMMOMMOS ■ ■ ■O ' M MOOSS S...* SOS . uu S i.M'liiiuu•aa• M MS ' i ii mm �uuMMi rii u • MMi SOM uu w aa u / M i Mm iw ■w %wSOSSMC OSOM ui m.. S ■nsm iiM■ mmime w $ i iii• • a s / m os ` s u uuii iuum i mum J min / a�■ s om r 'w ■ m w �r' si m a" 1110011111_, mr i wwmm ■.w ■m Date Monday, September 24, 2007 09/24/2007 Credit Card Receipt Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Number: ELC -8 -07 -1672 Invoice Number: ELC -9 -07 -29845 Applicant: MIAMI COUNTRY DAY SCHOOL INC Company Name: MIAMI COUNTRY DAY SCHOOL INC Owner Address: 601 NE 107 ST MIAMI, FL 33161 -7165 Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Payment Type Check Number Amount $96.00 Change $0.00 Total Payment: $96.00 Page 1 of 1 BUILDING PERMIT APPLICATIO FBC 2004 Miami Shores Village Building Department , 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 SEP 1 R a d BY: Permit Type: Electrical Owner's Name (Fee Simple Titleholder) M IA14 I COO MT12y DAy Phone # Owner's Address Ap b 1 N_ XLx.11 arize r' City M 1 .4I S1 -102E . State L b f2 DA Zip 551/D Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) _hat_ N om) City Miami Shores Village County Miami -Dade FOLIO /PARCEL# 30 2.251 - 024- 0050 Is Building Historically Designated YES NO )( Contractor's Company Name 17 i V e (2.S I F 112E S ✓fE.�I.S Phone # Contractor's Address I N . W. IA-w► AN NUE- Cit CPA L002-0, State FLD12. IDA Zip 3 (� s Qualifier Name - II LI DTAY 1-4A L1-- Phone # ("DS 1p SI - 321 Lv State Certificate or Registration No. ^ 1 I 1 I D Certificate of Competency No. E -MAIL: DI\I ERSIF IIZ 13e/ . NI=T Architect/Engineer's Name (if applicable) S I rANC7 ZN ,A Value of Work For this Permit $ 3 Type of Work: IA Addition ❑Alteration Describe Work: AD �X I�1NEi �- 1I2� ALARM SY E F' F.- I P Eire) Submittal Fee $ Notary $ Scanning $ Z L •DO Bond $ x* ** *** **xx W WW* axxx WW *Feesxxx Structural Review. $ Permit Fee $ l �a Training /Education Fee $ Radon $ Code Enforcement $ EINew DPBR $ Permit NI. ELL' $ 07 - I Lp72 Master Permit 1S o. a Phone # Square / Linear Footage Of Work: Phone # ( r) 772.- 5025 Double Fee $ Zip 33 I P I CCF $ ❑1 Repair /Replace r ❑ Demolition PEN10,E., TD 81 -3 ekB .**wie *ic9i**** *x x-AaSe* * * * aexx 9:xxxxx **** x CO /CC r Technology Fee $ Zoning $ Total Fee Now Due $_162 C2 See Reverse side --> 2 4 PAID «.1 15541 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien taw brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature (Revised 02/08/06) Sign: Print: My Commission Expires: My Commission xpires: aeaex*** tiex, 4, ezx u$xxxie*,txxxxx,txxrxxx &xx***w e****X*xxxxxx*w*wxxxxx*Xtrae :,Yxxxxxxx Owner or Agent The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 , by , day of 1 +h 5E �20 01-, by TILT CIn - I-Y I4ALL who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY I LIC: xxx taraeae,Yxaeae,Yx,Yacaeaex*** wane** xxxxxx APPLICATION APPROVED BY:, / J / i y Se , m Plans Examiner Engineer Zoning Bill To I MIAMI COUNTRY DAY SCHOOL INC MIAMI COUNTRY DAY SCHOOL INC 601 NE 107 ST MIAMI, FL 33161 -7165 Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Date 09/19/2007 09/19/2007 Fee Name Revision Fee Scanning Fee Wednesday, September 19, 2007 Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Invoice Number: ELC -9 -07 -29845 Invoice Date: September 19, 2007 Permit Number: ELC -8-07 -1672 Fee Type Calculated Calculated Fee Amount $75.00 $21.00 Total Fees Due: $96.00 DIVISION OF Environmental Health Florida Department of Heath s e Miami -Dade County Health Department OSTDS/Septic Tank Division �° 7769 NW 48 St. Suite 175 Inspector^+ ® h � ii; f MiankFL 33166 Dat OSTDS # Address , 06 3, ive Comments: Signature RMITN 49 ,.2'-) : DATE PAID: FEE -PAID: RECEIPT # ._: PROPERTY ID IP. APPLICANT: AGENT: PROPERTY ADDRESS• ?'g LOT:. BLOCK' t I . 1 STATE OF FLORIDA DEPARTMENT OF HEALTH - ONSITE SEWAGE TREATMENTAND :DISPOSAL-SYStEriA_, CONSTRUCTION INSPECTION AND FINAL-APPROVAL.e - CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. TANK I TALLATION SU:.BD = [ ] {01] � F ANK SIZE {1] i • .. [2] . `n om. .-::: j` e ] :[021 T/NK MATERIAL. __ , -r. • ; [ ] [i3] OUTET DEVICE ; ] [04] MULTI- CHAMBERED [Y / N ] [ ] " f05] ,.OUT�ET FILTER I ( 1 (06] LEGEND ' ®t' ? - ; a 7141 [ '1-,F,,,, ;(07] ;: WATERTIGHT -.,.= I° — c ] [08] LEVEL 09] ' .DEPTH TO LID,---_ __r. f " ` E .. iRAINFIELDsINSTALLATIION ' 0] evi AR . 4A [1]; _ (I [2].: - V,---> SQFT'1. 1] DIS IBUTION 807('a -.. I1EAD7 =[i ( ] (12] NUMBER OF DRPNLINES S [ 1 [131 ]DRAINLINE ] [14] jDRAINLINE SLOPE a R [ ] [15] DEPTH OF COVER. ]. [16] ELEVATION [ABOYE .ELOW113M - ' • =} [171 SYSTEM LOCATION [18] DOSING PUMPS = x ] i s [19] AGGREGATE J[2O] AGGREGATE EXCESSIVE FINES ; — {21] AGGREGATE DEPTH - ti,1 FILL / EXCAVATION MATERIAL' - [22] FILL AMOUNT [23] . FILL TEXTURE [24]. EXCAVATION :DEPTH [25] AREA REPLACED j: [26] REPLACEMENT MATERIAL. EXPLANATION OF VIOLATIONS 1 REMARKS: CONSTRUC (APPRO D/DISAPPROVED] r FINAL SYSTEM [APPROVED/DISAPPROVED]' DH 4016 (Page 2), 10/97 (Previous Editions Mb Be Uset Stock Number. 5744 -002- 4016 -4 d >T 1� t 4 • ] • :1401 [ ]. . Via.] . [42] [ i[] [45] ];. • [46].... „I :] [4 7 .. [40] SETBACKS [271 . . SURFACE WATER [28] '.:DITCHES. [291. - PRIVATE WELLS .: . [30] ;:PUBLIC WELLS • [31] IRRIGATION WELLS [32] POTABLE WATER LINES' [33] Iit1.ILDING FOUNDATION _ [341 PROPERTF LINES . F . [35] OTHER FILLED / MOUND SYSTEM [36] : DRAINFIEU COVER [37] SHOULDERS. [38] SLOPES . . [39] STABILIZATION ADDITIONAL INFORMATION UNOBSTRUCTED _AREA STORMWATER RUNOFF - ALARMS' :- ;MAINTENANCE AGREEMENT BUILDING AREA LOCATION CONFORMS WITH- SITE PLAN FINAL SITE GRADING' C O N T R A C T O R rz° ,. x. OTHER -:.. . ABANDONMENT [49] TANK:. PUMPED [50]x TANK CRUSHED FILLED ' � . F mss. 4 c �, g,a ¢ ya a - ._s' . ..:g Inspection Number: NSP -15639 Permit Number: CC- --06 -1044 Inspection Date: 10/11/2007 Inspector: Grande, Claudio Owner: SCHOOL INC, MIAMI COUNTRY DAY Job Address: 10653 6 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: PCI DEVELOPMENT GROUP Building Department Comments Thursday, October 11, 2007 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 tty, e-M0 Permit Type: Commercial Construction Inspection Type: Final Building Work Classification: New Block: Phone Number (305)759 -2843 Parcel Number 1122310120010 Lot: 1 & 2 Phone: (786)281 -0111 FOUNDATION PERMIT 601 NE 107 ST Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments Page 1 of 2 The foii originally attached t. plans with the following permit # JTryna5 - • • • •• • • • .•• •. • • • • • .• •• • • • • • • • • • • • • • • • ••. • • • • • • • • • • • • • •.. • • • • • • ... • • DiversiFire Syster1$,;hr1E ; • ••• • 13830 N.W. 19th Aveiriue•' ' •' '.' • •' • Miami, FL 33054 (305) 681 -3216 FAX (305) 481149:2(2-, ��nnnnnnn • • •• • • • • , • State • State State #'f'iL • • • • • • •• • • • • • AUG 0 6 A01 Li June 26, 2007 BY: Miami Country Day School Academic Center Fire Alarm System ITEM # MODEL # DESCRIPTION QTY PAGE # 1 NFS -320 Fire Alarm Panel EXISTING 1 2 FCPS -24S8 Remote Power Booster 1 2 3 PS -1270 Battery 12v @ 7ah 2 2 4 NBG -12LX Pull Station 10 3 5 NBG -12LOB Pull Station weatherproof 4 4 6 FSD -715PL Duct Detector 4 5 7 ST -5 Sampling Tube 4 5 8 RTS -451 Key Remote Test Station 4 5 9 302 -AW -135 Heat Detector (elevator) 2 6 10 AP -P Mounting Plate 2 6 11 FRM -1 Relay Module (ducts /interface) 8 7 12 FMM -101 Monitor Module 1 8 13 P2R Horn - Strobe MultiCandela 18 9 14 P2RK Horn /Strobe Weatherproof 4 9 15 SR Strobe Light MultiCandela 15 9 16 SRK Strobe Light Weatherproof 2 9 Note: The fire alarm control panel is existing. A cutsheet is being provided for information purposes only. N FS-320 Intelligent Addressable Fire Alarm System General The NFS -320 intelligent Fire Alarm Control Panel is part of the ONYX® Series of Fire Alarm Controls from NOTIFIER As a stand -alone small -to- medium system, or as a large net- work, the ONYX Series of products meets virtually every appli- cation requirement. Designed with modularity and for ease of system planning, the NFS -320 can be configured with just a few devices for small building applications, or for a large campus or high -rise appli- cation. Simply add additional peripheral equipment to suit the application. NOTE: Unless called out with a version - specific °C° or E" at the end of the part number, WFS-320" refers to models NFS -320, NFS -320C, and NFS-320E; similarly, "CPU -320" refers to models CPU -320, CPU -320C, and CPU -320E. Features • One isolated intelligent Signaling Line Circuit (SLC) Style 4, 6 or 7. • Up to 159 detectors (any mix of ion, photo, thermal, or multi- sensor) and 159 modules (N.O. manual stations, two- wire smoke, notification, or relay). 318 devices maximum. • Standard 80- character display. • Network option — 103 nodes supported (AFP -200, AFP- 300/400, NFS -320, NFS -640, NFS2 -640, AFP1010, AM2020, NFS -3030, NFS2 -3030, NCA/NCA -2 Network Annunciator, NCS Network Control Station, or ONYX- Works"' Network Control Station) using wire or fiber -optic connections. • 6.0 amp power supply with four Class A/B built -in Notifica- tion Appliance Circuits (NAC). Selectable System Sensor, Wheelock, or Gentex strobe synchronization. • Built -in Alarm, Trouble, and Supervisory relays. • VeriFire® Tools offline program option. Sort Maintenance Reports by compensation value (dirty detector), peak alarm value, or address. • Autoprogramming and Waik Test reports. • Optional universal 318 -point DACT. • 80- character remote annunciators (up to 32). • EIA -485 annunciators, including custom graphics. • Printer interface (80- column and 40- column printers). • History file with 800 -event capacity in nonvolatile memory, plus separate 200 -event alarm -only file. • Alarm Verification selection per point, with tally. • Autoprogramming and Walk Test reports. • Positive Alarm Sequence (PAS) Presignal. • Silence inhibit and Auto Silence timer options. • March time / temporal / Califomia two-stage coding / strobe synchronization. • Field- programmable on panel or on PC, with VeriFire Tools program check, compare, simulate. • Full QWERTY keypad. • Charger for up to 90 hours of standby power. • Non -alarm points for lower priority functions. • Remote ACK/Signal Silence/System Reset/Drill via monitor modules. • • ••• •• •• • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • f arm Controi Panels; NOTIFIER • •. '114411••• • •• • • • •• ••• •• • • • • [4F342 • ••• • :D14-4112.A-14 • ••• • • • • Automatic time control functions, with holiday exceptions. • Surface Mount Technology (SMT) electronics. • Extensive, built -in transient protection. • Powerful Boolean logic equations. FLASHSCAN® INTELLIGENT FEATURES: • Poll 318 devices in less than two seconds. • Activate up to 159 outputs in less than five seconds. • Multicolor LEDs blink device address during Walk Test. • Fully digital, high - precision protocol (U.S. Patent 5,539,389). • Manual sensitivity adjustment — nine levels. • Pre -alarm ONYX intelligent sensing — nine levels. • Day /Night automatic sensitivity adjustment. • Sensitivity windows: – Ion – 0.5 to 2.5% /foot obscuration. – Photo – 0.5 to 2.35% /foot obscuration. – Laser (VIEW ®) – 0.02 to 2.0% /foot obscuration. – Acclimate PIus 0.5 to 4.0% /foot obscuration. – HARSH' " – 0.5 to 2.35% /foot obscuration. • Drift compensation (U.S. Patent 5,764,142). • Degraded mode — in the unlikely event that the CPU -320 microprocessor fails, FlashScan detectors revert to degraded operation and can activate the CPU -320 NAC cir- cuits and alarm relay. Each of the four built -in panel circuits includes a Disable /Enable switch for this feature. • Multi- detector algorithm involves nearby detectors in alarm decision (U.S. Patent 5,627,515). • Automatic detector sensitivity testing. • Maintenance alert (two levels). • Self- optimizing pre - alarm. DN- 7112.01/10/07 — Page 1 of 8 FlashScan, Exclusive New World- Leading Detector Protocol At the heart of the NFS -320 is a set of detection devices and device protocol — FlashScan (U.S. Patent 5,539,389). Flash - Scan is an all- digital protocol that gives superior precision and high noise immunity. In addition to providing quick identification of an active input device, this new protocol can also activate many output devices in a fraction of the time required by competitive proto- cols. This high speed also allows the NFS -320 to have the largest device per loop capacity in the industry — 318 points — yet every input and output device is sampled in Tess than two seconds. The microprocessor -based FlashScan detectors have bicolor LEDs that can be coded to provide diagnostic information, such as device address during Waik Test. ONYX Intelligent Sensing Intelligent sensing is a set of software algorithms that provides the NFS -320 with industry- leading smoke detection capability. These complex algorithms require many calculations on each reading of each detector, and are made possible by the very- high -speed microcomputer used by the NFS -320. Drift Compensation and Smoothing: Drift compensation allows the detector to retain its original ability to detect actual smoke, and resist false alarms, even as dirt accumulates. It reduces maintenance requirements by allowing the system to automatically perform the periodic sensitivity measurements required by NFPA 72. Smoothing filters are also provided by software to remove transient noise signals, such as those caused by electrical interference. Maintenance Wamings: When the drift compensation per- formed for a detector reaches a certain level, the performance of the detector may be compromised, and special warnings are given. There are three warning levels: (1) Low Chamber value, usually indicative of a hardware problem in the detector, (2) Maintenance Alert, indicative of dust accumulation that is near but below the allowed limit; (3) Maintenance Urgent, indicative of dust accumulation above the allowed limit. Sensitivity Adjust: Nine sensitivity levels are provided for alarm detection. These levels can be set manually, or can change automatically between day and night. Nine levels of pre -alarm sensitivity can also be selected, based on predeter- mined levels of alarm. Pre -alarm operation can be latching or self - restoring, and can be used to activate special control func- tions. Self- Optimizing Pre - Alarm: Each detector may be set for "Self - Optimizing" pre - alarm. In this special mode, the detector "learns" its normal environment, measuring the peak analog readings over a long period of time, and setting the pre -alarm level just above these normal peaks. Cooperating Multi- Detector Sensing: A patented feature of ONYX intelligent sensing is the ability of a smoke sensor to consider readings from nearby sensors in making alarm or pre -alarm decisions. Without statistical sacrifice in the ability to resist false alarms, it allows a sensor to increase its sensitivity to actual smoke by a factor of almost two to one. • • ••. • • • ••• • • • • • • • •. • • • • • • • • • • • • • . • • • • • • • • • Field Program v v in Options • • • Autoprogram is a timesaving feature of the NFS -320. It is a special software putine tlft allgws the WFS- to "learn" what devieesera eltysicatf eonneeted and automatically Toad them in the Progra n ' defaull •values far air parameters. Requiring teks9 tltni1•one rflij1Gtetq tun, ttlig foujine allows the user to have almost immediate fire protection in a new installa- tion, even if only a portion of the detectors are installed. Keypad Program gdit (with KPM- R2) -T.he HIES -320, like all NOTIFIER inttijige/t n!s,p4 tlIe t‘clusiVI feature of pro- gram creation and • ibng.capann�ittyy from the front panel key- pad, while gp/lt/,i/jg'tp p$p14o'e, flee . yStect/on. The architecture of the NFS -320 software is such that each point entry carries its own program, including control -by -event links to other points. This allows the program to be entered with independent per -point segments, while the NFS -320 simulta- neously monitors other (already installed) points for alarm con- ditions. VerIFIre Tools is an offline programming and test utility that can greatly reduce installation programming time, and increase confidence in the site-specific software. It is Win- dows® -based and provides technologically advanced capabili- ties to aid the installer. The installer may create the entire program for the NFS -320 in the comfort of the office, test it, store a backup file, then bring it to the site and download from a laptop into the panel. Below: Autoprogram function. VeriFire Tools System Programming screen DN -7112 •01/10/07 — Page 3 of 8 Placement of Equipment in Chassis and Cabinet The following guidelines outline the NFS -320's flexible system design. Wiring: When designing the cabinet layout, consider separa- tion of power - limited and non - power - limited wiring as dis- cussed in the NFS -320 Installation Manual. It is critical that all mounting holes of the NFS -320 are secured with a screw or standoff to ensure continuity of Earth Ground. Networking: If networking two or more control panels, each unit requires a NCM -W (wire) or NCM -F (fiber) Network Con- trol Module. The NCM -W / -F can be installed in any option board position (see manual). Option boards can be mounted . in front of the NCM modules. KDM -R2 Controls and Indicators Program Keypad: QWERTY type (keyboard layout). 12 LED Indicators: Power, Fire Alarm; Pre - Alarm; Security; Supervisory; System Trouble; Signals Silenced; Points Dis- abled; Control Active; Abort; Pre - Discharge; Discharge. Membrane Switch Controls: Acknowledge/Scroll Display; Signal Silence; Drill; System Reset Lamp Test. Keypad/display unit attaches to chassis rails. Panel ships factory- assembled, with chassis installed with CPU, KAPS -24, and KDM -R2. Equipment Placement in NFS -320 Chassis • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • LCD Displays 80 charaeterso(2ec 40) with longslife LED back- Tight. ConfigpP tjbp GYtdelihes .. • • • The NFS- 320'syetern ships a�sseemb/ed,• desiripfion and some options folioyt. • • • • • • NFS -320: The standard, factory-assembled NFS -320 system includes the following components: one CPU -320 control panel mounted on •chassis (120» V epieration•— ships with grounding caole, b$ttery Zntarc$nnecCsables• and document kit); one KAPS-V i egrarpcpe:Syppiy mounted to the CPU - 320; one primary spiay KDM6R2 keypedkiisplay; and one cabinet for surface or semi -flush mounting. Purchase batteries separately. One or two option boards may be mounted inside the NFS -320 cabinet; additional option boards can be utilized in remote cabinets. NFS -320R: Same as NFS -320 above, but in red enclosure. NFS -320C: Same as NFS -320 above, but with ULC listing. See Canadian applications manual addendum 52747. NFS -320E: Same as NFS -320 above, but with 240 V operation. BMP -1: Blank module for unused module positions. TR -320: Trim ring for the NFS -320 cabinet. SLOT 1: CPU, KAPS -24, and primary display. SLOT 2: CPU, KAPS -24, and primary display. SLOT 3: Mounting location, option board. 7l1zd. ne DN- 7112.01/10/07 — Page 5 of 8 OTHER OPTIONS DPI-232: Direct Panel Interface, specialized modem for extending serial data links to remotely located FACPs and/or peripherals; mount on NFS -320 chassis. See DN -6870. NCM -W: Network Communications Module, Wire. Order one NCM per network node (CPU -640 or NCA). See DN -6861. NCM -F: Network Communications Module, Fiber. Order one NCM per network node (CPU -640 or NCA). See DN -6861. NCS5 -W -ONYX: Network Control Station, Wire. UL- Listed graphics PC with mouse, 17" color flat - screen LCD monitor. Order as necessary for network systems. Each NCS con- sumes one of 103 network addresses. See DN -6868, ONYX DN -6869. NCS5 -F -ONYX: Network Control Station, Fiber. UL- Listed graphics PC with mouse, 17" color flat - screen LCD monitor. Order as necessary for network systems. Each NCS con- sumes one of 103 network addresses. See ONYX DN -6869. ONYXWORKS -NW: Workstation with NFN wire PC card. ONYXWorks workstation GUI software and hardware package for NOTI•FIRE•NET. Includes NFN Gateway (NFNGW PC-W) wire version. • • •• • • • • •• .. .. • • •• . . • • • • _ • • • • • • • • • •• ••• • • • • ■... • • to • • • ONYXWORK6 -NF! Walfst2tioft With NFN' 'fiber PC card - ONYXWorks workstation GUI software and hardware package for NOTI•FIRE•NET. Includes NFN Gateway (NFNGW -PC-F) fiber version. • • • • • • • • • • . • . • • • • • • • • ONYXWOIRK6 -EW: Workstatioj Witt? Ethlon Wire PC card ONYXWoacsivo ksration bd software and hardware package for BuildingSysteens Integelation,'NSSUP Workstation Super- visor. Includes Echelon® Gateway (ECH- GW -PC-W) wire ver- sion. NFN -GW EM; NFI t Gitewty, e&n'bedded. • • VeriFire- TCDNerri1'r$ to& tD- Contains program- ming softwarg VNreSrliel. liNgde panel con- nection cable. Programming PC requires a serial port connection. See DN -6871. BAT Series: Batteries. NFS -320 utilizes two 12 volt, 18 to 200 AH batteries. This series of products replaces the previ- ous PS Series. See DN -6933. NFS -LBB: Battery Box (required for batteries over 25 AH). NFS -LBBR: Same as above, but red. DN- 7112.01/10/07 — Page 7 of 8 NOTI Fl E R July 20, 2004 DN -6927 • E -30 FCP$ -206 pnd,FCP$ -2,458 24- Y41CRIbmdtd RofiverSappIies • Section: flower Supplies GENERAL The FCPS -2456 (6 -amp) and FCPS -2458 (8 -amp) are com- pact, cost-effective remote power supplies with battery charger. The FCPS - 2456/ -24S8 may be connected to any 12- or 24- volt Fire Alarm Control Panel (FACP) or may be used as a stand -alone supply. Primary applications include Notification Appliance (bell) Circuit (NAC) expansion (to support ADA re- quirements and NAC synchronization) or auxiliary power to support 24 -volt system accessories. The FCPS -24S6/ -24S8 provides regulated and filtered 24 VDC power to four notifi- cation appliance circuits configured as either four Class B (Style Y) or Class A (Style Z, with ZNAC -4 option module). Alter- nately, the four outputs may be configured as all non - resettable, all resettable, or two .non-resettable : and two resettable. The FCPS - 24S6/ -24S8 also contains a battery charger capable of charging up to 18 AH batteries. FEATURES • UL- Listed NAC synchronization using System Sensor, Wheelock, or Gentex "Commander appliances. • Cascadable for up to ten power supplies (four for Gentex) with strobe timing maintained. • Operates as a "sync follower" or as a "sync generator" (de- fault). See note on page 2. • Contains two fully- isolated input/control circuits — triggered from FACP NAC (NAC expander mode) or jumpered per- manently "ON" (stand -alone mode). • Four Class B (Style Y) or four Class A (Style Z, with ZNAC -4 module) NACs. • 6-amp (FCPS -24S6) or 8 -amp (FCPS-24S8) full load output, with 3 amps maximum/circuit, in NAC expander mode (UL 864). • 4 -amp (FCPS -24S6) or 6 -amp (FCPS -24S8) continuous out- put in stand -alone mode (UL 1481). • Compatible with coded inputs; signals passed through. • Optional power- supervision relay (A77- 716B). • In stand -alone mode, output power circuits may be config- ured as: resettable (reset line from FACP required), non - resettable, or a mix of two and two. • Fully regulated and filtered power output— optimal for pow- ering four -wire smoke detectors, annunciators, and other system peripherals requiring regulated /filtered power. • Power- limiting technology meets UL power- limiting require- ments. • Form -C normally- closed trouble relay. • Fully supervised power supply, battery, and NACs. • Selectable earth fault detection. • AC trouble report selectable for immediate or 8 -hour delay. • Works with virtually any UL 864 fire alarm control which uti- lizes an industry- standard reverse - polarity notification cir- cuit (including unfiltered and unregulated bell power). • Requires input trigger voltage of 9.0 — 32 VDC. • Self- contained in compact, locking cabinet — 15" (38.1 cm) high x 14.5" (36.83 cm) wide x 2.75" (6.985 cm) deep. • Includes integral battery charger capable of charging up to 18 AH batteries. Cabinet capable of housing 7.0 AH batteries. LISTED S635 • • .•. • • • •.• •. •. • • • •• •• - • • • • • • • • • - • • • .. • • • • • • • • • • • CSIifomia • State Fire Marshal •7315- 0028:225 M EA 299 -02 -E • Battery charger may be disabled via DIP switch for applica- tions requiring larger batteries. • Fixed, clamp -type terminal blocks accommodate up to 12 AWG (3.1 mm wire. STANDARDS and CODES The FCPS - 24S6/ -24S8 complies with the following standards: • NFPA 72 National Fire Alarm Code. • UL 864 Standard for Control Units for Fire Alarm Systems (NAC expander mode). • UL 1481 Power Supplies for Fire Alarm Systems (stand- alone mode). SPECIFICATIONS Primary (AC) power: • FCPS- 24S6/ -24S8: 120 VAC, 60 Hz, 3.2 A maximum. • Wire size: minimum #14 AWG (2.0 mm with 600 V insulation. Control input circuit: • Trigger input voltage: 9 to 32 VDC. • Trigger current: 2.0 mA (16 — 32 V). Per input: 1.0 mA (9 — 16 V). Trouble contact rating: 5 amps at 24 VDC. NOTIFIER® is a Honeywell company. This document is not intended to be used for installation purposes. We try to keep our product information up -to -date and accurate. We cannot cover all specific applications or anticipate all requirements. All specifications are subject to change without notice. For more information, contact NOTIFIER. Phone: (203) 484 -7161 FAX: (203) 484 -7118 0 NOTI Fl ER ID 12 Clintonville Road, Northford, Connecticut 06472 ISO 9001 G E Ft "r 1 1 E ta RN6114lRIIM 8 MANUFAMBIN6 QUALITY SYSTEMS DN -6927 • 07/20/04 — Page 1 of 3 BOARD LAYOUT S a 0 0 0 0 0 0 0 0 0 0 F1 TB1 J2 J1 TB1: Supervised Earth AC Neutral AC Hot Non - Power- Limited J2: To Transformer #2 J1: To Transformer #1 F1: Battery Fuse 15A, 30 V L Battery + Battery JP4: Supervised, Non - Power - Limited 18 A11, 24 VDC AM- TB2: Power - Limited, NACIOut 1 + Supervised in NAC Mode NAC /Out 1 — with Jumpers J5, JP6, NAC /Out 2 + JP7, & JP8 In positions NAC/Out 2 — shown below. NAC /Out 3 + NAC /Out 3 — NAC /Out 4 + NAC /Out 4 — 0 0 LEDs (L W R): • AC Power (green) • Ground Fault (yellow) • Battery Trouble (yellow) • NAC Trouble (yellow) • Charger Trouble/AC Loss (yellow) TB2 sw1 8 7 nnnn uuuu 6 nnnn vuuu 1 2 7 5 6 7 8 SW1: Programming DIP Switches 5 4 3 nnnn uuuu 2 Auxiliary Output 500 mA SpeGfic- Application Power nnnn J3 O O 1 10 9 8 7 6 5 4 3 2 TB4 2 O CD TB5 JP1 JP2 JP3 Normally Open Normally Closed Common TB5: Trouble Relay Form -C Fail -Safe (shown energized) JP1: Ground Fault Detection (cut to disable) J3: ZNAC -4 Connector JP2&JP3: Coded/Non -Coded Input Selection Aux. Common + Aux. 24 VDC* Control Input 2. i • • • •• • + Control Input 2 Out Common • + Out/Trouble Contaol • • • • Control Input 1 • • • • + Control Input 1 • • •• •• Sync Input + Sync Input • • • • • *NOTE: Auxiliary Power • • • Output Is power - limited • • but NOT supervised. • • • •• • • • • •• • • •••• • • •••• •• • • • • •• • • •• •• • • •••• ••• • • • •• NOTIFIER by Honeywell June 13, 2005 DN -6726 • H -240 NBP -l2L X. ••• Addiosspbip tAtiapol. P3a1 Station :with fIeI Scarsc c : Section IntelligInt/Adaressable Devices GENERAL The NOTIFIER NBG - 12LX is a state -of- the -art, dual -ac- tion (i.e., requires two motions to activate the station) pull station that includes an addressable interface for any NOTIFIER intelligent control panel. Because the NBG -12LX is addressable, the control panel can display the exact location of the activated manual station. This leads fire personnel quickly to the location of the alarm. FEATURES • Maintenance personnel can open station without causing an alarm condition. • Built -in bicolor LED, which is visible through the handle of the station, flashes in normal operation and latches steady red when in alarm. • Handle latches in down position and the word "ACTI- VATED" appears to clearly indicate the station has been operated. • Captive screw terminals wire -ready for easy connection to SLC loop (accepts up to 12 AWG/3.1 mm wire). • Semi -flush, mounts to a standard single -gang (2.125" [5.3975 cm] minimum depth), double -gang, or 4" (10.16 cm) square electrical box. • Smooth dual - action design. • Within ADA 5 Ib. pull force. • Highly visible. • Attractive shape and textured finish. • Key reset. • Includes Braille text on station handle. • Optional trim ring (BG - TR). • Meets UL 38, Standard for Manually Actuated Signaling Boxes. • Up to 99 NBG -12LX stations per loop on classic protocol systems. • Up to 159 NBG -12LX stations per loop on FlashScan® protocol systems. • Dual -color LED blinks green to indicate normal on FlashScan® systems. CONSTRUCTION Shell, door, and handle are molded of durable LEXAN® (or polycarbonate equivalent) with a textured finish. OPERATION Pushing in, then pulling down on the handle causes it to latch in the down/activated position. Once latched, the word "ACTIVATED" (in bright yellow) appears at the top of the handle, while a portion of the handle protrudes from FlashScan® and NOTIFIER® are registered trademarks of Hon- eywell International INC. LEXAN® is a registered trademark of GE Plastics, a subsidiary of General Electric Company. Patented, K S P2teVt 1(11. Dap,3 §1; 6,380,846 U.6. Patert:Pendlnp l09/61g • • • • • •• • • • C LISTED S692 U.S. Coast Guard 161.002/23/3 (AFP -200) BSMI C1313066760047 • • ••• • • • ••• •• • • • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • 'Sa ateFi e " ME State Fi / � i Marshal 7150 - 0028:199 67 -02 -E APPROVED TYPE APPROVED 93/60141 (E3) 02/6007 The NN1BG -12L-X Addressable Manual Pull Station the bottom of the station. To reset the station, simply un- lock the station with the key and pull the door open. This action resets the handle; closing the door automatically resets the switch. Each manual station, on command from the control panel, sends data to the panel representing the state of the manual switch. Two rotary decimal switches allow address set- tings (1 — 159 on FlashScan® systems, 1 — 99 on CLIP systems). This document Is not intended to be used for installation purposes. We try to keep our product information up -to -date and accurate. We cannot cover all specific applications or anticipate all requirements. All specifications are subject to change without notice. For more information, contact NOTIFIER. Phone: (203) 484 -7161 FAX: (203) 484 -7118 0 NOTIFIE by Honeywell 12 Clintonville Road, Northford, Connecticut 06472 ISO 9001 CERTIFIED EN6INHEIN6 & MANUFAC1UrIN6 QUALITY SYSTEMS DN-6726 • 06/13/05 — Page 1 of 2 co pull station SB -10 SB-I/0 WBB WP -10 5.500 in. 5.500 in. 5.601 in. 4.25 in. 6.000 in. H (13.97 cm) (13.97 cm) (14.23 cm) (10.79 cm) (15.24 cm) 4.121 in. 4.125 in. 4.222 in. 4.25 in. 4.690 in. w (10.467 cm) (10.478 cm) (10.72 cm) (10.79 cm) (11.913 cm) D 1.390 in. (3.531 cm) 1.375 in. (3.493 cm) 1.439 in. (3.66 cm) 1.75 in. (4.445 cm) 2.000 in. (5.08 cm) NBG-1 2 Series Non -Coded Conventional Manual Fire Alarm Pull Stations General The NOTIFIER NBG -12 Series is a cost - effective, feature - packed series of non -coded manual fire alarm pull stations. It was designed to meet multiple applications with the installer and end -user in mind. The NBG -12 Series features a variety of mod- els including single- and dual -action versions. The NBG-12 Series provides conventional fire alarm control panels (FACPs) such as the SGL -2000, SFP Series, XP Tran- sponders, System 5000, and System 500 with an alarm initiating input signal. Its innovative design, durable construction, and multiple mounting options make the NBG-12 Series simple to install, maintain, and operate. Features • Aesthetically pleasing, highly visible design and color. • Attractive contoured shape and Tight textured finish. • Meets ADA 5 Ib. maximum pull - force. • Meets UL 38, Standard for Manually Actuated Signaling Boxes. • Easily operated (single- or dual - action, model dependent), yet designed to prevent false alarms when bumped, shaken, or jarred. • PUSH IN/PULL DOWN handle latches in the down position to clearly indicate the station has been operated. • The word "ACTIVATED" appears on top of the handle in bright yellow, further indicating operation of the station. • Operation handle features white arrows showing basic oper- ation direction for non - English - speaking persons. • Braille text included on finger -hold area of operation handle and across top of handle. • Multiple hex- and key -lock models available. • U.S. patent pending hex -lock needs only a quarter -tum to lock/unlock. • Station can be opened for inspection and maintenance with- out initiating an alarm. • Product ID label viewable by simply opening the cover, label is made of a durable Tong -life material. • The words 'NORMAL" and "ACTIVATED" are molded into the plastic adjacent to the alarm switch (located inside). • Four - position terminal strip molded into backplate. • Terminal strip includes Phillips combination -head captive 8/32 screws for easy connection to Initiating Device Circuit (IDC). • Terminal screws backed -out at factory and shipped ready to accept field wiring (up to 12 AWG /3.1 mm • Terminal numbers are molded into the backplate, eliminating the need for labels. • Switch contacts are normally open. • Can be surface- mounted (with SB -10 or SB -I /O) or semi - flush mounted. Semi -flush mount to a standard single -gang, double -gang, or 4" (10.16 cm) square electrical box. • Backplate is large enough to overlap a single -gang backbox cutout by 1/2" (1.27 cm). • Optional trim ring (BG -TR). • Spanish version (FUEGO) available (NBG- 12LSP, NBG- 12LPSP). • Designed to replace the legacy NBG -10 Series. • Models packaged in attractive, clear plastic (PVC), clam- shell -style, Point -of- Purchase packages. Packaging includes a cutaway dust/paint cover in shape of pull station. • • • • • ••• • • • •• •• • • • • • •• • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • ••• • • • Specifications PHYSICAL SPECIFICATIONS: •.• • gN- 6643:A • 1-410 NOTIFI E1b y�l I • • nitrat n o : lretititi al fOViCCS Construction • Cover, backplate and operation handle are all molded of durable polycarbonate material. • Cover features white lettering and trim. • Red color matches System Sensor's popular SpectrAlert® Advance hom/strobe series. Operation The NBG -12 manual pull stations provide a textured finger -hold area that includes Braille text. In addition to PUSH IN and PULL DOWN text, there are arrows indicating how to operate the sta- tion, provided for non - English- speaking people. Pushing in and then pulling down on the handle activates the normally -open alarm switch. Once latched in the down position, the word "ACTIVATED" appears at the top in bright yellow, with a portion of the handle protruding at the bottom as a visible flag. Resetting the station is simple: insert the key or hex (model dependent), twist one quarter -tum, then open the station's front cover, causing the spring- loaded operation handle to retum to its original position. The alarm switch can then be reset to its normal (non - alarm) position manually (by hand) or by closing the station's front cover, which automatically resets the switch. ELECTRICAL SPECIFICATIONS: Switch contact ratings: gold - plated; rating 0.25 A @ 30 VAC or VDC. Auxiliary contact circuit (Terminals 3 & 4, NBG - 12LA): rated to 3.0 A © 30 VAC or VDC. DN -6643A • 12/29/08 — Page 1 of 2 GENERAL The NOTIFIER FSD -751PL and FSD- 751RPL Intelligent Low -Flow Photoelectric Smoke Duct Detectors provide low -flow technology that enables duct smoke detection throughout a broad range of airflow environments in HVAC applications. The low -flow technology can detect smoke at air speed velocities of 100 feet per minute (0.5 m/sec.) or greater, while continuing the same reliable performance to 4,000 feet per minute (20.32 m/sec.) The intelligent low-flow duct detectors sample air currents passing through a duct and gives dependable performance for shutdown of fans, blowers, and air conditioning systems, preventing the spread of toxic smoke an fire gases through the protected area. The FSD -751 PL and FSD -751 RPL provide a remote alarm output for use with auxiliary devices, such as the RA400 re- mote LED annunciator. As well as, remote test capability with the RTS451 or RTS451 KEY Remote Test Stations. Traditional panels support addresses of 0 — 99. The FlashScan® protocol supports addresses of 0 —159. The patented FlashScan® communication protocol was devel- oped by NOTIFIER Engineering, it greatly enhances the speed of communication between analog intelligent devices and the Notifier control panel. Intelligent devices communicate in a grouped fashion. If one of the devices within the group has new information, the panel stops the group poll and concen- trates on single points. The net effect is response speed greater than five times that of earlier designs. APPLICATIONS Duct smoke detectors have specific limitations, they are: • NOT a substitute for open area smoke detectors. • NO Ta substitute for early waming detection. • NOT a replacement for a building's regular fire detection system. Please call NOTIFIER for a copy of System Sensor's appli- cation guide, Proper Use of Smoke Detectors in DuctAppli- cations, (A05- 100400). FEATURES • Air velocity rating from 100 to 4,000 feet per minute (0.5 to 20.32 m /sec.) • Patented telescopic sampling tube • Easily accessible code wheels for addressing detector • Outside mounting tabs • Mounts to round or rectangular ducts from 1' to 12' (0.3 to 3.7 meters) wide • Transparent cover for convenient visual inspection. • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • NOTI FI E R May 24, 2004 DN -6955• H -215a FSD -751 PL 7.51RF; L IntepideritAoyv t18w1°0 to$14ctra Duct tnioNe beteeto s uvlh FI • Itsi=an® • Section: IntelligentAddresable Devices MEA 384 -02 -E Califomia MARYLAND State Fire State Fire Marshal Marshal Permit#2127 3240 - 0028:205 FSD -751 RPL w/Relay INSTALLATION Wiring: For signal wiring (the wiring between detectors or from detectors to auxiliary devices), it is recommended that single conductor wire be no smaller than 18AWG (0.75 mm The duct smoke detectorterminals accommodate wire sizes up to 12AWG (3.25 mm Flexible conduit is recommended for the last foot (30.48 cm) of conduit; solid conduit connec- tions may be used if desired. Smoke detectors and alarm system control panels have specifications for Signaling Line Circuit (SLC) wiring. Con- sultthe control panel specifications for wiring requirements before wiring the detector loop. The FSD -751 PL and FSD - 751 RPL detectors are designed for ease of wiring; their hous- ing provides a terminal strip with clamping plates. LED Features: If programmed with the system control panel, two LEDs on each duct smoke detector light to pro- vide local visible indication. NOTIFIER® is a Honeywell company. This document is not intended to be used for installation purposes. We try to keep our product information up -to -date and accurate. We cannot cover all specific applications or anticipate all requirements. All specifications are subject to change without notice. For more information, contact NOTIFIER. Phone: (203) 484-7161 FAX: (203) 484 -7118 rJ NOTI FI ER 12 Clintonville Road, Northford, Connecticut 06472 ISO 9001 CERTIFIECO EINIMMINE @ MMUMEThB11111 QUALITY SYSTEMS DN -6955 • 05/24/04 — Page 1 of 3 Outside Duct Width Inlet Tube* Up to 2 feet (0.6096 m) ST-1.5 2 to 4 feet (0.6096 to 1.2192 m) ST-3 4 to 8 feet (1.2192 to 2.4384 m) ST -5 8 to 12 feet (2.4384 to 3.6576 m) ST-10 SAMPLE WIRING DIAGRAMS FSD-751PL Detector o Terminals v FSD -751 PL Detector Terminals fn N N W H 0 im ' z 0 0 c.) 0. --�c± _ +_ c± ( c ±> mil Now Now low c • ••• • • • • • • • ��,�' i• • • � C +� C +� C - > Ch) 0.1 a t o tops on . •. � COMMON 1st Detector Loop in Loop TEST Reid-Installed JUMPER ( 3) LED RESET RTS4511RTS451 KEY *NOTE: Inlet tube is required and must be purchased separately. Order one inlet tube for each duct smoke detector ordered. • • • •• • • • •• * T • • • 0 c • • • •• • • •• • • • •• • ••• • • • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • • • • • • • •• • • ••• •• • • • . • • • • • .. • • FSD-751PL Duct Smoke Detector using a UL Listed control panel ' FSD -751PL Duct Smoke Detector with optional RA400Z ' FSD -751 PL Duct Smoke Detector with RTS451/ RTS451KEY NOTE: ForRTS451, Termi- nal 3 is not used. RTS451 does not have a Terminal 6. ForRTS451KEY, Terminals 3 and 6 are not used. FSD-751PL Please refer to manual 156- 1978 -002R for installation instructions. FSD -751 RPL Please refer to manual 156- 1979 -003R for installation instructions. DN -6955 • 05/24/04 — Page 3 of 3 ••.•• • ••• ••• •• •• ••• • • • • • • ••• • • • • • • • • • • • • • NOTIFIEW FIRE SYSTEMS September 28, 2000 DN -1271 • 1 -307 • • • • • • • : :3OO •trues •' Rdte- A Y r rti et patidn:H eat Detectors Section: Conventional Initiating Devices GENERAL The Thermotech 302 Series rate - anticipation heat detec- tors operate within a controlled range of two to three de- grees of their set points, regardless of the speed or rate of temperature rise. These detectors are available in either 135 °F (57.2 °C) or 194 °F (90 °C) ratings. The 302 Series are normally -open devices designed es- pecially for fire detection and alarm systems. FEATURES • Immediate response. The 302 Series activate when- ever ambient air temperature reaches a detector's set- ting, eliminating the thermal time lag inherent in conven- tional heat detectors. • Eliminates false alarms. The 302 Series do not respond to momentary temperature fluctua- tions below the selected temperature. • Universal application. The 302 Series can be used in all areas for any type of occupancy. • Self - restoring. • Hermetically sealed, shock resistant, corrosion resistant, and tamper- proof. PRINCIPLES OF OPERATION The 302 Series rate - anticipation heat detectors respond and activate the fire alarm immediately whenever the ambient temperature reaches the preset temperature setting. Under rapid heat rise conditions, the rate - anticipation feature enables the detector to respond one to three degrees ahead of the setting. At the same time, however, it does not respond to momentary temperature fluctuations below the selected protection level, thus eliminating false alarms. When temperature drops back down below the protection level, the detector automatically resets itself. DIMENSIONS (Model 302) Total overall length: 4 - 1/8" (10.48 cm). Base diameter: 2" (5.08 cm). ELECTRICAL RATINGS Voltage Current 6 —125 VAC 5 amps 6 — 25 VDC 1 amp 125 VDC 0.5 amp ••• • • • •• ••• • ••• • • • • • ••• •••• • • • • •• • LISTED S539 E35018A (EPM model only) • • • • • Approved (Except EPM) Califomia State Fire Marshal 7270 - 0021:001 1271phpt.jpg APPLICATION INFORMATION 302 Series detector have a smooth ceiling UL rating of 50' x 50' (15.24 x 15.24 meters) and are the only type of heat detectors having such a rating on both fixed temperature and rate anticipation. The 302 -H is designed for horizontal mounting and is UL rated for 40' x 40' (12.19 x 12.19 meters). This document is not intended to be used for installation purposes. We try to keep our product information up- to-date and accurate. We cannot cover all specific applications or anticipate all requirements. All specifications are subject to change without notice. For more information, contact NOTIFIER. Phone: (203) 484 -7161 FAX: (203) 484 -7118 N OTI Fl E R 12 Clintonville Road, Northford, Connecticut 06472 ISO 9001 GEtr - riE1E ENEINEEBINI & NIANUBIC1061118 DN -1271 • 09/28/00 — Page 1 of 2 • • ••• • ••••• • • • •• •• • ;• • • • • • • • •• • • • • • • • • • • • • • • • NOTIFIER •• April 5, 2004 DN -6724 • H -230 0' • . q'nd FRM .. • C'odtgi Flasf'iScan® Section: Intelligent/Addressable Devices `ttnd Ite1a 1. Modules • GENERAL FCM -1 Control Module — The FCM - Addressable Control Module provides NOTIFIER intelligent control pan- els a circuit for Notification Appliances (horns, strobes, speak- ers, etc.) or to monitor a telephone circuit. Addressability al- lows the FCM to be activated, either manually or through panel programming, on a select (zone or area of coverage) basis. FRINl -1 Relay Module- -The FRM -1 Addressable Re- lay Module provides the system with a dry- contact output for activating a variety of auxiliary devices, such as fans, damp- ers, control equipment, etc. Addressability allows the dry contact to be activated, either manually or through panel programming, on a select basis. FlashScan® (U.S. Patent 5,539,389) is a new communi- cation protocol developed by NOTIFIER Engineering that greatly enhances the speed of communication between ana- log intelligent devices. Intelligent devices communicate in a grouped fashion. If one of the devices within the group has new information, the panel CPU stops the group poll and concentrates on single points. The net effect is response speed greater than five times that of other designs. FEATURES Built -in type identification automatically identifies these devices to the control panel. • Intemal circuitry and relay powered directly by two -wire SLC loop. The FCM module requires power (for horns, strobes, etc.), audio (for speakers), or a telephone riser (for hand- sets). Internal relay feature available on FlashScan® sys- tems only. • integral LED "blinks" green each time a communication is received from the control panel and turns on in steady red when activated. • LED blink may be deselected globally (affects all devices). • High noise immunity (EMF /RFI). • The FCM may be used to switch 24 -volt NAC power, au- dio (up to 70.7 VRMS) or telephone. • Wide viewing angle of LED. • SEMS screws with clamping plates for wiring ease. • Direct -dial entry of address 01 -159 for FlashScan ®, 01 — 99 on traditional systems. • Speaker, audible /visual, and telephone applications may be wired for Class B or A (Style Y or Z). APPLICATIONS The FCM is used to switch 24 VDC audible /visual power, high -level audio (speakers), or control telephone devices. The FlashScan® is a registered trademark of NOTIFIER. Noryl® is a registered trademark of GE Plastics, a subsidiary of General Elec- tric Company. LISTED S3705 MEA 457 -99 -E •'• • • • • ••• CS669 • •• • • •• • MARYLAND State Fire Marshal Permit #2020 Califomia State Fire Marshal 7300 - 0028:202 APPROVED n n , 0 LOOP 9 6 8 �� 1 ZC 7 1 o 15 2 TENS 6 9 5 32 C ' /� 4 ONES o ADDRESS 0 O O ° U FCM -1 Module U (See wiring diagram Fig. 5 for FRM -1) FRM may be programmed to operate dry contacts for door holders, Air Handling Unit shutdown, etc., and to reset four - wire smoke detector power. CONSTRUCTION • The face plate is made of off -white Noryl®. • Controls include two rotary switches for direct -dial entry of address (01 -159). • The FCM is configured for a single Class B (Style Y) or Class A (Style Z) Notification Appliance Circuit. • The FRM provides two Form -C dry contacts that switch together. OPERATION Each FCM or FRM uses one of 159 possible module ad- dresses on a SLC loop. It responds to regular polls from the control panel and reports its type and status, including the open /normal /short status of its Notification Appliance Circuit NOTIFIER® is a Honeywell company. This document is not Intended to be used for installation purposes. We try to keep our product information up -to -date and accurate. We cannot cover all specific applications or anticipate all requirements. All specifications are subject to change without notice. For more information, contact NOTIFIER. Phone: (203) 484 -7181 FAX: (203) 484 -7118 rJ PI OTI FI F R 8 12 Clintonville Road, Northford, Connecticut 06472 ISO 9001 CEr r. F. Efa ENLINIEEN6 IMMUNE OFACIUII QUALITY SYSTEMS DN -6724 • 04/05/04 — Page 1 of 4 NOTIFIER`1 0 CAUTION DE- ENERGIZE UNIT PRIOR TO SERVICING V' Fig. 1 FCM -1: Typical notification appliance circuit configuration, NFPA Style Y. • Connect modules to Listed compatible NOTIFIER control panels only. • All wiring shown is supervised and power limited. • Module polarities are shown in alarm. 47K EOL Resistor ELR -47K UL listed EOL Relay shown energized 24 VDC coil A77 -716B EOL Resistor is intemal at terminals 8 & 9 UL listed EOL Relay shown energized 24 VDC coil A77 -716B (—) ( +) ( +) The Face Plate • • • • • . ... • ▪ • y WiPI1DIAGItAM • • • The following wiring diagrams are provided: 1) FCM -1: Typical notification appliance circuit configuration, NFPA StwlV'. • • • • • • • 2) Fatal:rigical fault►to=er4i t nofitcation appliance circuit con - figwAtior, tIFFA:Stylg • 3) FCM -1: Typicatwin1iglor supervision and switching, NFPA Style Y. 4) FCM -1: Typical fault - tolerant wiring for speaker supervision and switching, NFPA Style Z. 5) FRM -1: Relay module wiring diagram. TO Next ( —) Device 4 r CONTROL MODULE TO Next Device (+ f0 • • • • • • • TO NEXT control module or EOL Relay. • ONE RELAY REQUIRED for each circuit. 4-- • Some control panels have the RELAY BUILT IN and do not require external wiring. Refer to the NOTIFIER manual. V Fig. 2 FCM - 1: Typical fault tolerant notification appliance circuit configuration, NFPA Style Z. • Connect modules to Listed compatible NOTIFIER control panels only. • All wiring shown is supervised and power limited. • Module polarities are shown in alarm. ( —) CONTROL MODULE 9 8 0 • • • . 0• • • • 1 7 TENS 2 6 3 5 4 ONE LOOP ADDRESS 0 • TO NEXT control module or EOL Relay. • ONE RELAY REQUIRED for each circuit • Some control panels have the RELAY BUILT IN ♦_ and do not require extemal wiring. Refer to the NOTIFIER manual. ••• • . •• • • • • • • • • • ••• • ••. • • • • • Communication Line 32 VDC max. Refer to panel documentation for type of cable required. ( —) FROM Panel or Previous 4 Device 24 VDC Circuit DO NOT LOOP wire on terminals 3 & 4. i / Break wire to provide ( +) supervision of connections. ( —) ( +) ( + ) 24 VDC POWER SUPPLY Power Supply: • Isolated, regulated, power - limited per NFPA 70. • Listed for fire protection with battery backup. Communication Line 32 VDC max. Refer to panel documentation for type of cable required. ( — ) ( —) FROM Panel ( +) or Previous 4 Device 24 VDC Circuit DO NOT LOOP wire on terminals 3 & 4. Break wire to provide supervision of connections. ( +) 24 VDC POWER SUPPLY Power Supply: • Isolated, regulated, power - limited per NFPA 70. • Listed for fire protection with battery backup. DN -6724 • 04/05/04 — Page 3 of 4 GENERAL Four different monitor modules are available for NOTIFIER in- telligent controls to suit a variety of applications. Monitor mod- ules are used to supervise a circuit of dry- contact input de- vices, such as conventional heat detectors and pull stations, or monitor and power a circuit of two -wire smoke detectors (FZM -1). FMM - — is a standard -sized module (typically mounts to a 4" [10.16 cm] square box) that supervises either a Class A (Style D) or Class B (Style B) circuit of dry- contact input de- vices. FMM -1 01 is a miniature monitor module (a mere 1.3" (3.302 cm) H x 2.75" (6.985 cm) W x 0.5" (1.270 cm) D) used to supervise a Class B (Style B) circuit. Its compact design allows the FMM -101 to often be mounted in a single -gang box behind the device it's monitoring. FZM - — is a standard -sized module used to monitor and supervise compatible two -wire, 24 volt, smoke detectors on a Class A (Style D) or Class B (Style B) circuit. FDM - — is a standard -sized dual monitor module used to monitor and supervise two independent two -wire initiating device circuits (IDCs) at two separate, consecutive addresses in intelligent, two -wire systems. FlashScan® (U.S. Patent 5,539,389) is a new communi- cation protocol developed by NOTIFIER Engineering that greatly enhances the speed of communication between ana- log intelligent devices. Intelligent devices communicate in a grouped fashion. If one of the devices within the group has new information, the panel CPU stops the group poll and concentrates on single points. The net effect is response speed greater than five times that of other designs. FlashScan® is a registered trademark of NOTIFIER. FMM -1 MONITOR MODULE • Built -in type identification automatically identifies this de- vice as a monitor module to the control panel. • Powered directly by two -wire SLC loop. No additional power required. • High noise (EMF /RFI) immunity. • SEMS screws with clamping plates for ease of wiring. • Direct -dial entry of address: 01 -159 on FlashScan® sys- tems, 01 - 99 on CLIP systems. • LED flashes green during normal operation (this is a pro- grammable option) and latches on steady red to indicate alarm. The FMM - Monitor Module is intended for use in intelli- gent, two -wire systems, where the individual address of each module is selected using the built -in rotary switches. It pro- vides either a two -wire or four -wire fault - tolerant Initiating Device Circuit (IDC) for normally- open - contact fire alarm and supervisory devices. The module has a panel - controlled LED indicator. The FMM -1 can be used to replace MMX -1 mod- ules in existing systems. • • ••• • . ' • •, • • • • • • • •,• • • • • • • • • • • • • • • • • • • • • • NOTI FI E R® August 23, 2004 DN -6720 • H -220 ' FM' M -1 •FMM -10a , J M -1, FDM -1 • • • :ll�arlitot �411odu1es • • • i�4t�4 Fl $can® Section: Intelligent/Addressable Devices LISTED S635 n 8 CS669 U.S. Coast Guard 161.002/23/3 (AFP - 200: FMM - 1/ - 101, FZM - 1) 161.002/42/1 Califomia (NFS -640: FMM -1/ -101) State Fire Marshal 7300 - 0028:202 9 �s 10 0 2` t 1 7 o 2 8T' 21 6 3 5 2 �� 4 ONES LOOP ADDRESS 0 detail of FDM -1 — note "ones" addresses are 0, 2, 4, 6, 8 only U U APPROVED FMM -1 and FZM -1 boy 's egis er TYPE APPROVED 93/60141 (E3) (FMM 1/ - 101, FZM - 1) 94/60004/E2 (AFP200: except FDM -1) 02/60007 (NFS -640: FDM -1) MEA 143 -01 -E (FDM -1) 317 -01 -E (FMM -1/ -101) 345 -02 -E (FMM -1/ -101) 457 -99-E (FZM -1, FMM -1/ -101) 447 -99 -E L LOOP 9 9 8 i C� 1 1 7 TENS°1 2 s� 6 4 r/� 3 5 2 4 ONES ADDRESS FMM - Applications — Use to monitor a zone of four - wire smoke detectors, manual fire alarm pull stations, waterflow devices, or other normally -open dry- contact alarm activation devices. May also be used to monitor normally - open supervisory devices with special supervisory indica- tion at the control panel. Monitored circuit may be wired as an NFPA Style B (Class B) or Style D (Class A) Initiating Device Circuit. A 47K ohm End-of -Line Resistor (provided) terminates the Style B circuit. No resistor is required for su- pervision of the Style D circuit. Maximum IDC loop length is 2,500 ft./762 m (20 ohms maximum). NOTIFIER® is a Honeywell company. This document is not intended to be used for installation purposes. We try to keep our product information up -to -date and accurate. We cannot cover all specific applications or anticipate all requirements. All specifications are subject to change without notice. For more information, contact NOTIFIER. Phone: (203) 484 -7161 FAX: (203) 484 -7118 0 NOTI F1 E 12 Clintonville Road, Northford, Connecticut 06472 ISO 9001 CEu riF ®E ENGINEERING 8 MANBBICUMI 6 QUALITY SYSTEMS DN -6720 • 08/23/04 — Page 1 of 6 0 FDM -1 DUAL MONITOR MODULE The FDM -1 Dual Monitor Module is intended for use in in- telligent, two-wire systems. It provides two independent two- wire initiating device circuits (IDCs) at two separate, consecu- tive addresses. It is capable of monitoring normally open contact fire alarm and supervisory devices; or either normally open or normally closed security devices. The module has a single panel - controlled LED. NOTE: The FDM -1 provides two Class B (Style l9 IDC circuits ONLY. Class A (Style Z) IDC circuits are NOT supported in any application. FDM - 1 Specifications Normal operating voltage range: 15 to 32 VDC. Maximum current draw: 5.7 mA (LED on). Maximum operating current: 750 pA (LED flashing). EOL resistance: 47K ohms. Maximum IDC wiring resistance: 1,500 ohms. Temperature range: 32° to 120 °F (0° to 49 °C). Humidity range: 10% to 93% (non - condensing). Dimensions: 4.5" (11.43 cm) high x 4" (10.16 cm) wide x 2.125" (5.398 cm) deep. FDM - 1 Automatic Addressing — The FDM - auto- matically assigns itself to two addressable points, starting with the original address. For example, if the FDM -1 is set to address "56 ", then it will automatically assign itself to ad- dresses "56" and "57 ". NOTE: "ones "addresses on the FDM -1 are 0, 2, 4, 6, or 8 only. Terminals 6 and 7 use the first ad- dress, and terminals 8 and 9 use the second address. &CAUTION! Avoid duplicating addresses on the system. CDF NOTIFIER © CAUTION DE- ENERGIZE UNIT PRIOR TO SERVICING Face Plate for FMM -1, FZM -1, and FDM -1 MOUNTING DIAGRAMS for standard -sized modules • • •• • ••• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • • • • ••• INSTALLATION 'FMM4, FDM -1 and FZM-1 modules mount directly to a stan- ccrcr4' - (1 Q.1¢ cm) sgeare, 2.'T5" (9.198 cm) deep, electrical tt)x; dry may alscr b'e mdlJnIed:to the SMB500 surface -mount •box. Mounting and installation instructions are pro- vided with each module. All wTring'Inust conform to applicable local codes, ordinances, and regulations. These modules are jptelhdgd r jower•limiteel only. i1, 131 module is to be wired and mounted yyjtnoQt ri inside a standard electrical box. All wiring must eonfdrrrfto appliaable local codes, ordinances, and regulations. PRODUCT LINE INFORMATION FMM -1 Monitor module. FMM -101 Monitor module, miniature. FZM -1 Monitor module, two-wire detectors FDM -1 Monitor module, dual, two independent Class B circuits. SMB500 Optional surface -mount backbox. ARCHITECTS' /ENGINEERS' SPECIFICATIONS Specifications of these and all NOTIFIER products are avail- able from NOTIFIER. DN -6720 • 08/23/04 — Page 3 of 6 WIRING DIAGRAMS THIS PAGE: FMM -1 • • • • Connect modules to listed compatible NOTIFIER control3Da ly. • • • All wiring shown is supervised and power limited. • • • • • • • • Install contact closure devices per manufacturers' installation instructions. • Any number of UL- listed contact closure devices may be used. • DO NOT MIX fire alarm initiating, supervisory, or security doelee$oi the • sarsAcircpy), • • • • ••• ! • • • • • ■ Fig. 3 FMM - 1: Typical two - wire initiating devil'& ch:cipitConfklatalipp, f'IPA Style B. 47K EOL Resistor ELR - 47K EOL Resistor is Internal at terminals 8 & 9 47K EOL Resistor ELR -47K Initiating Device Circuit (IDC) NFPA Style B, power limited: 230 IA max. @ 12 VDC max. Initiating Device Circuit (IDC) NFPA Style B, power limited: 230 NA max. @ 12 VDC max. 14K Series Resistor TO Next ■ { —} Device • r MONITOR MODULE ( +) TO Next ( —) Device • ( +) d TO Next 4 Device 4 r (i) o❑ 2® 3 1- 4 IT ADDRESS op U 6720wir2.wmf U ■ Fig. 4 FMM -1: Typical four -wire fault - tolerant initiating circuit configuration, NFPA Style D. MONITOR MODULE 8 f) 1 IS 7 TENS 2 5 ( (ii 34 LOOP ONEB ADDRESS o 9 U 6720wir3.wmf U • • •• •• • • • • • • • • • U 6720wir4.wmf U •.. • • • • • ••• • • • •• •• • • • ••• • • • • • • • • • • • ••• • • • • ••• ( -) ( +) • • • • • • • • • • • ••• • • • • • • • • • • .• • • ( -) ( +) Communication Line 32 VDC maximum. Twisted -pair is recommended. ' — Communication Loss (optional connection for panels which support this feature) FUTURE FEATURE ( —) , FROM Panel 4.■ 4•■ 4N. ( +) orPrevloas Device Communication Line O 32 VDC maximum. Twisted -pair is recommended. Communication Loss (optional connection for panels which support this feature) FUTURE FEATURE ■ Fig. 5 FMM -1: Typical two -wire initiating circuit configuration for security systems (with alarm versus short capability). FROM Panel or Previous Device ( —) 1 FROM Panel or Previous ( +) 4 Device Communication Line 32 VDC maximum. Twisted -pair is recommended. Communication Loss (optional connection for panels which support this feature) FUTURE FEATURE DN -6720 • 08/23/04 — Page 5 of 6 B L .. ~' ::Ill0 r .. ® f C .4 A T i :... O N SPECTR4,atiert Selectable Output Notification Appliances SYSTEM SENSOR Models Available Indoor Wall Mount Horn Strobe Horn /Strobe (2- and 4 -wire) Indoor Ceiling Mount Strobe Horn /Strobe (2- and 4 -wire) Outdoor Wall Mount Horn Strobe Horn /Strobe (2- and 4 -wire) Outdoor Ceiling Mount Strobe Horn /Strobe (2- and 4 -wire) Product Overview Plug -In design Same mounting plate for wall- and ceiling -mount units Shorting spring on mounting plate for continuity check before installation Captive mounting screw Tamper resistance capability Field selectable candela settings on wall and ceiling units: 15, 15/75, 30, 75, 95, 110, 115, 135, 150, 177, 185 Automatic selection of 12 or 24 volt operation at 15 and 15/75 candela Outdoor wall and ceiling products Outdoor products rated from -40° to 151 °F Minimal intrusion Into the back box Horn rated at 88+ dbA at 16 volts Rotary switch for tone selection 3 horn volume settings Electrically compatible with existing SpectrAlert products Indoor Wall Horn /Strobe Indoor Ceiling Strobe •• • • • • • • ° • • ••• Indoor Ceiling Horn /Strobe Indoor Wall Horn • Outdoor Ceiling Strobe Outdoor Wall Strobe SpectrAlert® Advance selectable- output horns, strobes and horn /strobes are rich with features guaranteed to cut installation times and maximize profits. The SpectrAlert Advance series of notification appliances is designed to simplify your Installations, with features such as: plug in designs, instant feedback messages to ensure correct installation of individual devices, and eleven fleld- selectable candela settings for wall and ceiling strobes and horn /strobes. More specifically, when installing Advance products, first attach a universal mounting plate to a four -inch square, four -inch octagon or double -gang junction box. The two - wire mounting plate attaches to a single -gang junction box. Then, connect the notification appliance circuit wiring to the SEMS terminals on the mounting plate. Finally, attach the horn, strobe or horn/strobe to the mounting plate by inserting the product's tabs in the mounting plate's grooves. The device will rotate into position, lock- ing the product's pins into the mounting plate's terminals. The device will temporarily hold in place with a catch until it is secured with a captured mounting screw. SpectrAlert Advance products allow you to choose: • 12 or 24 volts • At 24 volts, 15, 15/75, 30, 75, 95, 110, 115, 135, 150, 177 or 185 candela by way of rear - mounted slide switch and front viewing window • Horn tones and volume by way of rotary switch The SpectrAlert Advance series includes outdoor notification appliances. Outdoor strobes and horn/strobes (two wire and four wire) are available for wall or ceiling. Outdoor horns are available for wall only. All System Sensor outdoor products are rated between minus 40 degrees Fahrenheit and 151 degrees Fahrenheit in wet or dry applications. Switch Position Sound Pattern dB 8 -17.5 Volts 16-33 Volts DC FWR DC FWR 1 Temporal High 78 78 84 84 2 Temporal Medium 74 74 80 80 3 Temporal Low 71 73 76 76 4 Non - temporal High 82 82 88 88 5 Non - temporal Medium 78 78 ' 85 85 6 Non - temporal Low 75 75 81 81 7* Coded High 82 82 88 88 8* Coded Medium 78 78 85 85 9* Coded Low 75 75 81 81 Sound Pattern dB 8-17.5 Volts 16-33 Volts DC FWR DC FWR Temporal High 57 55 69 75 Temporal Medium 44 49 58 69 Temporal Low 38 44 44 48 Non - temporal High 57 56 69 75 Non - temporal Medium 42 50 60 69 Non - temporal Low 41 44 50 50 Coded High 57 55 69 75 Coded Medium 44 51 56 69 Coded Low 40 46 52 50 DC Input 8-17.5 Volts 16-33 Volts 15 15/75 15 15/75 30 75 95 110 115 Temporal High 137 147 79 90 107 176 194 212 218 Temporal Medium 132 144 69 80 97 157 182 201 210 Temporal Low 132 143 66 77 93 154 179 198 207 Non - temporal High 141 152 91 100 116 176 201 221 229 Non - temporal Medium 133 145 75 85 102 163 187 207 216 Non - temporal Low 131 144 68 79 96 156 182 201 210 Temporal High 136 155 88 97 112 168 190 210 218 Temporal Medium 129 152 78 88 103 160 184 202 206 Temporal Low 129 151 76 86 101 160 184 194 201 Non - temporal High 142 161 103 112 126 181 203 221 229 Non - temporal Medium 134 155 85 95 110 166 189 208 216 Non - temporal Low 132 154 80 90 105 161 184 202 211 DC input 16-33 Volts FWR Input 16-33 Volts 135 150 177 185 135 150 177 185 Temporal High 245 259 290 297 Temporal High 215 231 258 265 Temporal Medium 235 253 288 297 Temporal Medium 209 224 250 258 Temporal Low 232 251 282 292 Temporal Low 207 221 248 256 Non - temporal High 255 270 303 309 Non- temporal High 233 248 275 281 Non - temporal Medium 242 259 293 299 Non - temporal Medium 219 232 262 267 Non - temporal Low 238 254 291 295 Non - temporal Low 214 229 256 262 UL Max. Strobe Current Draw (mA RMS) 8-17,5 Volts Candela 15 15/75 30 95 110 115 135 150 177 185 DC 123 142 NA NA NA NA NA NA NA NA NA FWR 128 148 NA NA NA NA NA NA NA NA NA 77 94 181 202 210 228 246 281 286 Standard Candela Range High Candela Range UL Max. Horn Current Draw (mA RMS) UL Max. Current Draw (mA RMS), 2- wire lo 16-33 Volts FWR 71 81 96 153 176 195 205 207 220 251 258 ' Strobe, °Standard Candela Range (15 -115 cd) • • • •• . • • • •• • • • •• •• • •;• • • • • • Rotary gory hpd:iosn 16trobe Stitch Settings Settin Repetition !fate • • g Temporal horn Tehporat horn • •.. Irrporai down • • , • Molina: helm Normal horn • • Normal horn •2• • • 3 i • ••• 9 5 6 • • • Z . • • • 8* ••• • . • 9 *. • • • Earterrkyly cp�lgd xtrdal: cbd ed •• txeer:811/ aided • • • t •• • Horn and Horn /Strobe Output (dBA) UL Max. Current Draw (mA RMS), 2 -wire Horn /Strobe, High Candela Range (135 -185 cd) dB Level High Medium Low High Medium Low High Medium Low *Settings 7, 8, and 9 are not available on 2 -wire horn /strobe.