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RC-08-790 (5)Certificate of Completion 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 Code 106.1.2 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 RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC -5-08 -790 Owner FRAN ALLEGRA Contractor GULF BUILDING CORP Subdivision /Project NONE Date Issued 5/17/2011 Occupancy Construction Type R-3 Load SINGLE FAMILY R -3 Occupancy Square Footage 246 SQ FT Type R 2007 FBC Work Description ADDITION 1160 NE 98 ST Miami Shores FL 33138- Location Building Officials Approval Norman Bruhn, CBO Not Transferable POST IN A CONSPICUOUS PLACE Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -83065 Permit Number: RC -5 -08 -790 Scheduled Inspection Date: May 16, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION Passed, Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments May 13, 2011 For Inspections please call: (305)762 -4949 Page 25 of 25 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP - 155954 Permit Number: RC -5 -08 -790 Inspection Date: February 14, 2011 Inspector: Dacquisto, David Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: Declaration of Use Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION OA4/ 1( Inspector Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until February 14, 2011 For Inspections please call: (305)762 -4949 Page 1 of 1 • 1 11 1111 1111 1111 11 11 11111 11111 1111 1111 11 11 DOCUMENT COVER PAGE For those documents not providing the required space on the first page, this cover page describing the document in sufficient detail to prohibit its transference to another document can be attached. An additional recording fee for this page must be remitted. CFN 2O 1.1. ROO7 F09O2 OR Bk 27574 Pss 4453 - 4454; (2Pss). RECORDED 02/03/2011 11:01:34 HARVEY RUVIWr CLERK OF COURT MIAMI-GAGE OOUHTYr FLORIDA Description of Document - Ps& a Akk7-ION e/= ig E Given By (Mortgage, Deed, Construction Lien, Etc.) FAR A,v e. &S A Air (Names of All Mortgagors or Grantors) To A Ikv l/ 1/'RaS VIL-11(4 E &vttp /N AEP7. • (Names ofMortgagees or Grantees) Property Description (If Applicable) As more fully described in above described document. F.S. 695.26 Requirements for recording instruments affecting real property (Relevant excerpts of statute) (1) No instrument by which the title to real property or any interest therein is conveyed, assigned, encumbered, or otherwise disposed of shall be recorded by the Clerk of the Circuit Court unless: A 3 -inch by 3 -rich space at the top right -hand corner on the first page and a 1 -inch by 3 -inch space at the top right- hand -comer on each subsequent page are reserved for use by the Clerk of Court. y- • • PREPARED BY: LW< Bk 2 7`::d a'"4 F'#a 44* 4 LAST PAGE Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 DECLARATION OF USE KNOW ALL MEN BY THESE PRESENT WHEREAS, the undersigned IAII .4L� / 3 on is /are the fee simple owner(s) of the following described property (°Property°) situated and being in Miami Shores Village, Florida: da: r 5 a+/ t Lotcg• 2 2- Block % Q id �✓ of �i � it j ' in/ /.S division), according to the plat thereof, as recorded in the Plat Book 4' & Page l of the Public Records of Miami -Dade County, Florida, (address) / /64 HE 9t 7'6-! T M/ )1/ .s/f / A- 33/Sig and WHEREAS, the undersigned owner(s) have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW, THEREFORE, for good and valuable consideration, the receipt and sufficiency of which is acknowledged, the undersigned do(es) hereby declare and agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may only be released by Miami Shores Village, or its successors, in accordance with the codes, rules and regulations of said Village then in effect IN WITNESS WHEREOF, the undersigned has /have caused hand(s) and seal(s) to be affixed hereto on this 2- day ofW/r3 W//311114 201. WITNES S) Signature and Print 128•42A 7bLsDr7 Signature and Print STATE OF FLORIDA ) COUNTY OF MIAMI -DADE ) Signature and Print Signature and Print I HEREBY CERTIFY that on this day personally appeared before mef'(n 1 l' (TT' who i rsonally known tome r has produced (type of identification) as identification and he/she acknowledge that he/she executed the foregoing, freely and voluntarily, for purposes therein expressed. SWORN TO AND SUBSCRIBED before me on this day of SATE OF_PLORWA, MUM OP DAM "EB1'i 7Y Y that lids is a t expires:' ADS_ # Seat f C #. a nO Darts D.C. tedorudxf , 200 I NOTARY PUBLIC, STA i� ' oN WNW - t l# ;DD939384, Rj)RR>er 11, 201 ^_. . Permit Number: RC -5 -08 -790 1 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Mnspection Number: INSP -83058 Inspection Date: February 09, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: Survey. Final Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION a6// Passe: Inspector Comments Ea Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until February 09, 2011 For Inspections please call: (305)762 -4949 Page 1 of 1 SKETCH OF BOUNDARY SURVEY DESCRIPTION: Lot 22, Block 180, REVISED PLAT OF MIAMI SHORES, SECTION 8 according to the plat thereof, as recorded in Plat Book 43, Page 69, of the Public Records of Miami -Dade County, Florida. SURVEYORS REPORT /NOTES: (1) property address: 1160 NE 98th Street, Miami Shores (2) Flood Zone unshaded X; per Flood Insurance Rate Map 120652 0306 L, map index dated 9- 11 -09. (3) Benchmark: Dade County Benchmark + B -62, elevation +8.74' National Geodetic Vertical Datum 1929. (4) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for loss relating to any matter that might be discovered by an abstract of title of the property. (5) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any loss that may be associated with the existence of any of the above stated. (6) Miami -Dade Tax Folia No.: 11- 3205 -018 -0390 19 180 CROWN NE 98TH STREET 21.5'PAVEMENT k PAYE OA`v� 81. FIP AL 10.2' 8LD 199 10.3' YO. PSC 14.4' 10 COLLINNS /MALLS / TYPICAL CROWN +a. 27' FND U/A Y CUBED • r 17.7' i STORY RESIDENCE WAIN FLOOR +11.45' LON FLOOR +11.15' GARAGE +0.65' 18.7' COVERED METE CART c0Lwe4S . 1s. 0' PP io '" ASPHALT 14.4' h 5.3' N NE 98TH STREET 21 ALLEY ti LOCATION MAP BY"--- ----- NOT TO SCALE COLWINS /NULLS `4'CLF r 4a>t 10.1' LC) 1ci r' 23.0' W. o'' CCOM IO PLETEE- FLOOR +11.45' FN 0.251 0.251 80.00' - !6' ALLET FIP 9.5'PAYEIIENT FIOgge , 0 e ' of valid without the signature P. S. No. 4611 e d the original raised seal of Stat - ' f F r i da a ;'arida licensed surveyor and for + .8454 M8 per DIETZ & DIETZ LAND SURVEYORS, INC. 2589 SE 9th Street, Pompano Beach, Florida 33062 (954) 327 -0988 1 LEGEND: centerline + elevation An Late conditioner lL b(u'Idinng ) CL c!ta i n ;,I 1 nk h'e'nce FON found Edit n i FIP—' found 172° irpnrpipe fou-AdentFficat #on) nd !nai ('' found na i l & :1,0k na'> dentifie ti on) 'tr l e M measured P plat PS pump slab PP power pole S slab U/A under asphalt W/F wood fence Or A FOR: ALLEGRA DATE: ii-23-09 ORDER NO.: 0911018 FIELD BOOK: ON -FILE DATE REVISION ORDER NO. 12 -15 -10 FINAL ON ADDITION 1012008 iL •r• rile,. .nn , Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP -83049 Permit Number: RC -5 -08 -790 Inspection Date: February 09, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: F. Elevation Certificate Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION Passed Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until February 14, 2011 For Inspections please call: (305)762 -4949 Page 1 of 1 U :&t)1 PARtMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal; Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1 -9. SECTION A - PROPERTY INFORMATION Al. Building Owner's Name Frances P. Allegro A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1160 NE 98 Street City Miami Shores State FL ZIP Code 33138 OMB No. 1660 -0008 Expires March 31, 2012 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 22, Block 180, REVISED PLAT OF MIAMI SHORES, SECTION 8 (43/69) Miami -Dade Tax Folio No.: 11-3205-018-0390 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25 °51.943' Long. 8090.496' A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 1B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or endosure(s) N/A sq ft b) No. of permanent flood openings In the crawlspace or endosure(s) within 1.0 foot above adjacent grade WA c) Total net area of flood openings in A8.b N/A sq in d) Engineered flood openings? ❑ Yes i4 No Residential Horizontal Datum: to obtain flood insurance. ❑ NAD 1927 0 NAD 1983 A9. For a building with an attached garage: a) Square footage of attached garage WA sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number Miami Shores 120652 B2. County Name Miami -Dade B3. State Florida B4. Map/Panel Number 12086C0306 B5. Suffix L B6. FIRM Index Date 9-11 -09 B7. FIRM Panel Effective/Revised Date 9-11 -09 B8. Flood Zone(s) X B9. Base Flood Elevation(s) (Zone AO, use base flood depth) UNSHADED B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes 0 No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* 0 Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified In Item A7. Use the same datum as the BFE. Benchmark Utilized see comments Vertical Datum 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawispace, or enclosure floor) 11.15 b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support Check the measurement used. ® feet ❑ meters (Puerto Rico only) 11.45 ® feet ❑ meters (Puerto Rico only) WA. ® feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) 9.72 ® feet ❑ meters (Puerto Rico only) 9.2 0 feet ❑ meters (Puerto Rico only) 10.9 ® feet ❑ meters (Puerto Rico only) N/A. 0 feet ❑ meters (Puerto Rico only) 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. 1 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. Were latitude and longitude in Section A provided by a licensed land surveyor? ® Yes ❑ No Certifler's Name Roger J. Dietz License Number 4611 Title Professional Surveyor and Mapper Company Name Dietz & Dietz Land Surveyors, Inc. Address 2589 SE 9°1 Street Signature City Pompano Beach State FL ZIP Code 33062 Date 12 -15-10 Telephone 954327 -0988 FEMA Form 81 31, ar 09 See reverse side for continuation. Replaces all previous editions 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. 1160 NE 98"' Street City Miami Shores State FL ZIP Code 33138 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 1) Miami -Dade Survey ection Benchmark No. B -62; elevation +8.74' National Geodetic Vertical Datum '1929 2) Not valid without seal and original signature in blue ink. 3) Th low =vation of machinery indicates the air conditioner slab. Signature Date 12 -15 -10 ❑ Check here if attachments SECT! E BUILDING EL ' ATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -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, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 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 owner's 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 Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. 01. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community officlal 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 6409) 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 -built 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 010. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Officials Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81 -31, Mar 09 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt, Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1160 NE 98th Street Policy Number 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 on the reverse. Front & west side View 12 -15 -10 Rear View 12 -15 -10 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP -83045 Permit Number: RC -5 -08 -790 Inspection Date: February 09, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: F. Insulation Certificate Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION Passed �// Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until For Inspections please call: (305)762 -4949 February 09, 2011 Page 1 of 1 GULF B U I LEI NG GULF DESIGN GROUP Miami Shores Village Building Department 10050 NE 2nd Ave Miami Shores, Fl. 33138 Att: Norman Bruhn Building Official Re: Insulation Certificate Dear Mr. Bruhn, Gulf building has supplied and installed the building insulation in accordance with the plans and specifications prepared by Robert J. Lara, AIA at 1160 NE 98th Street. Below are the locations where the insulation was installed: Walls R -5 Ceiling R -30 Floor R -11 Please contact Gulf Building at 954- 492 -9191 with any questions. Chip Derrer Vice President 633 S. Federal Hwy. • Suite 300 B • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 gulfbullding.com • # CGC 1517189 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP -83043 Permit Number: RC- 5- 08-790 Inspection Date: February 09, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: F. Termite Letter Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION Passed 0/1/J4,z- Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until February 09, 2011 For Inspections please call: (305)762 -4949 Page 1 of 1 AO. KEANE SOIL PRETREAT & COMPACTION, INC. (954) 462 -0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 1092.2) k(9e n' c 1sk 111.otw S L - 4 Address of Treatment Date Time Applicator ProOct used arC��}� �' c4, alas 1 Chemical used Gallo applied Percent concentration Stage of +� 511111 ent Area treated linear feet treated As per 109.2.2 — If soil chemical method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line 62(Ic s -3 t - Certificate of Compliance for Termite Protection (As required by Florida Building Code (FBC) 1816.1) It(i) (\C7- Address of Treatment rh L< This 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 Agriculture and Consumer Services. q1441 od of Treatment Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP- 155955 Permit Number: RC- 5- 08-790 Inspection Date: February 14, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: Soil Compaction Letter Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION Passed Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until For Inspections please call: (305)762 -4949 February 14, 2011 Page 1 of 1 Sin6e988 Florida's Leading Engineering Source Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance January 5, 2011 Gulf Building Corporation 633 S. Federal Highway, 5th Floor Ft. Lauderdale, FL 33301 Phone: 954.492.9191 Fax: 954.492.9192 RE: Compaction Compliance Allegra /Rajo Residence Addition 1160 NE 98th Street Miami, Miami -Dade County, Florida GFA Project No.: 09- 0654.1 GFA International has completed in -place density testing at the above referenced site. A review of the test results indicated that the compaction test performed on the building pad and footings area has achieved a minimum of 98 percent of the maximum dry density as determined by ASTM D -1557. We appreciate the opportunity to be of service to you on this project and look forward to a continued association. Please do not hesitate to contact us if you have any questions or comments, or if we may further assist . you as your plans proceed. Respegt[glilyl,$ybmitted, GFpinibrni Mt , Inc. Sty csi ' ....r /shim tintItO e #60583 1215 Wallace Drive • Delray Beach, Florida 33444 • (561) 347-0070 • (561) 347-0809 (fax) • www.teamgfa.com DELRAY BEACH • BOCA RATON • FORT MYERS • STUART • ORLANDO • TAMPA • MIAMI • BELLE GLADE 12A5 Wallace Drive • Delray Beach, FL 33444 (561) 347 -0070 • (561) 395 -5805 (fax) 10 11 1 v 9 4kF'*A'NA1 IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Allegra/Rajo Residence Addition Address: 1160 NE 98th Street, Miami, FL Client: Gulf Building Corp. Permit No: RC -5-08 -790 Area Tested: Footings Soil Description: Greyish Brown Fine Sand with Limestone Rock Field Tech: Sam Albaz Project ID: 09- 0654.1 Report ID: D -0001 Date: 11/16/2009 Test Mode: Direct Transmission Proctor / LBR ID: P -001 Max Density (PCF): 118.5 Opt Moisture ( %): 10.8% Test Standard: D 1557 Compaction Required ( %): 95.0% Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. ( %) Compaction Location oho Results 25' E of SE corner of house 12 BOF 101.0 92.5 9.2% 78.1% Fail 8' E of SE corner of house 12 BOF 98.3 89.7 9.6% 75.7% Fail Testing Gauge Information: Manufacturer: Humboldt Model: Remarks: Density Standard (DS): 2640 5001 P S /N: 2395 Moisture Sta`n�r CAyI§tis,,,,462.5 1F' � . oc,EN3 ti•fi'v,, , pec ully Sub itt i .A Ifterfl Inc * a r. . PE CA #49A0 Legend for Elevation: PR = Proofroll SL = Springline SG = Subgrade BC = Basecourse TOP = Top of Pipe 1, 2, 3 = 1st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade Test report shall not be reproduced, except in full, without the wntten approval of GFA International State'bf,F, Environmental • Geotechnical • Construction Materials Testing • Special and Threshold Inspections • Plan Review and Code Compliance Florida's Leading Engineering Source www.teamgfa.com Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972, nspection Number: INSP -83062 Permit Number: RC -5 -08 -790 Inspection Date: February 09, 2011 Inspector: Bruhn, Norman Owner: ALLEGRA, FRAN Job Address: 1160 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: GULF BUILDING CORP Permit Type: Residential Construction Inspection Type: Final PE Certification Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments ADDITION Passed / �' 0.24 Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until For Inspections please call: (305)762 -4949 February 14, 2011 Page 1 of 1 �i r ber°t 1 far &, ala Arohlteotur • Design • Construotion Management December 10, 2009 Building Department Miami Shores Village 10050 Northeast Second Avenue Miami Shores, FL 33138 Re: Folio No: Inspection Report 1160 Northeast 98th Street 11 3205 018 0390 Having performed and approved the required Special Inspector inspections for the following structural building elements: Foundation Reinforcement Reinforced/Grouted Masonry Tie Beam, Concrete Beam Reinforcement I hereby attest that to the best of my knowledge, belief and professional judgment, the structural components of the building elements described above are in compliance with the approved plans, and other approved permit documents completed by this office and pertaining to this project. I also attest that to the best of my knowledge, belief and professional judgment, that the approved permit plans represent the as -built condition of the structural components of said building. This document represents an accurate appraisal of the building elements based upon careful evaluation of observed conditions to the extent reasonably possible. PI f further assistance. Rob AR92824 8450 SW 201 Streot, Mlaml, PL 754.264.4775 r_laraebo11s014 th.nat GGG05725o AK92824 55189 Arokitootur& November 15, 2009 r hest J • D0siyn • Building Department Miami Shores Village 10050 Northeast Second Avenue Miami Shores, FL 33138 Re: Folio No: Certification of Soil Bearing Capacity 1160 Northeast 98th Street 11 3205 018 0390 d, did Construction Manaj&n1&8t Having reviewed and approved the Soil Conditions at the site addressed above, I hereby state that the soil at this site is undisturbed rock and sand adequate of supporting the design loads of 2000 psf. These soil conditions are similar to those upon which the structure's design is based on. This is in compliance with the approved plans completed by this office and pertaining to this project. To avoid any misunderstanding, I hereby state that, to the best of my knowledge, belief and professional judgment, this report represents an accurate appraisal of the soil conditions based upon visual observation and careful evaluation of observed conditions to the extent reasonably possible. No soil report was performed. Please call if I can be of further assistance. Respectfully Submitted Robert J. Lara, AIA AR92824 8450 SW ZOI Street, MIamI, rL 33189 754.264.4773 r_larot bllsouth.net GGG057230 /{!92824 { Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INS '# 83047 Inspection Date: De lm ' ° , 2009 Inspector: Dacqui? Owner: Job Address:4117MM viar Project: Contractor: Mia <NON GULF BUILDING CORP Permit Number: RC -5 -08 -790 Permit Type: Residential Construction Inspection Type: Spot Survey Work Classification: Addition Phone Number Parcel Number 1132050180390 Phone: (954)492 -9191 Building Department Comments For Inspections please call: (305)762 -4949 December 17, 2009 Page 1 of 1 (0° i c4" Passed Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until For Inspections please call: (305)762 -4949 December 17, 2009 Page 1 of 1 (SKETCH OF BOUNDARY SURVEY DESCRIPTION: Lot 22, Block 180, REVISED PLAT OF MIAMI SHORES, SECTION 8 according to the plat thereof, as recorded in Plat Book 43, Page 69, of the Public Records of Miami -Dade County, Florida. SURVEYORS REPORT /NOTES: (i) property address: 1160 NE 98th Street, Miami Shores (2) Flood Zone X; per Flood Insurance Rate Map 120652 0093 J, map index dated 7- 17 -95. (3) Benchmark: Dade County Benchmark + B -62, elevation +8.74' National Geodetic Vertical Datum 1929. (5) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for loss relating to any matter that might be discovered by an abstract of title of the property. (6) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any Toss that may be associated with the existence of any of the above stated. NE 98TH STREET 19 FCN U/A 160. 00' P 159. 99' M CROWN NE 98TH STREET 21.5'PAVEMENT CROWN +6.27' FND U/A lf- 2 180 2i ALLEY 23 / LOCATION MAP NOT TO SCALE FIP Z 10.2' BLD aN 09. 10.3' 4SPHALT 80.00' COLUMNS WALLS rr . =TUT oW PSC 6 14.4'ZL 7.3'. 14.4' 17.7' 1 STORY RESIDENCE MAIN FLOOR +11.45' LOW FLOOR +11. 16' GARAGE +9.65' 16.3' CO ie.o' Afrm qr 1 0.251 0. T 19.4' COVERED CONCRETE CARPORT) OIL pi it FIP a3'E COLUMNS /HALLS LOTION F i.O�� 0.3' 4`CLF 40.01 ON-LINE lost 10. 1' 1. 22.9' 10.0' ADDITION UNDER CONSTRUCTION STEIQIALI. (No FLOOR) 4'CIF 8949 4' N/F HIE 00. 1— • !WALLEY —\ FIP 9. 5'PAVENENT Roge P. S. St at for J. Ole z 4 . N . 461 3 of F l or oLB4 45 not valid without the signature and the original raised seal of a Florida Ilcenaed surveyor and mapper LEGEND: CL centerline + elevation A/C air conditioner BLD buildinng CLF chain Iink fence FCN found cut nail FIP found 1/2° iron pipe (no identification) FN found nail FND found nail & disk (no identification) LP light pole M measured P plat PS pump slab PP power pole slab U/A under asphalt W/F wood fence E R: ALLEGRA DATE: 11 -23 -09 DIET - & DIETZ LAND SURVEYORS, INC. 1002 NE 35th Street, Oakland Park, Florida 33334 (954) 327 -0988 ORDER NO.: 0911018 FIELD BOOK: ON —FILE DATE REVISION ORDER NO. i■. DATA FILE: MS22 -180 4 DEC 1 7 2009 Y: PERMIT #:42e0Y-'19(') 1 Miami Shores Villaje APPROVED ZONING DEP T BY DATE PIM- Err ral BLDG DEPT SUBJECT TO COMPUANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS Pt 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 or r-eiVI Rr 0 1 2668 Permit Type (circle): Roofing Owner's Name (Fee Simple Titleholder) Ti031■( 016% Phone # i5 qi -1 574 Owner's Address \.W IJC ek`b 5\ City Y\,03M.\ State Fl Tenant/Lessee Name Phone # Permit No. IL o&"tl cV Master Permit No. Zip 3^J 13g Job Address (where the work is being done) "Z'CtwlAo a Ct WO— City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # WJ2.O Q1 {I.O Is Building Historically Designated YES NO V Contractor's Company Name Contrac or's As dress City : i ' A PL I.►L.' state t- Zip Qualifier Name 01/1\A SCIA Phone # State Certificate or Registration No. C ..,CI 1 l cei Certificate of Competency No. Architect/Engineer's Name (if applicable) like d Le* Phone # 754 -2t4 - 4773 O9 Value of Work For this Permit $ `j) OO Square / Linear Footage Of Work: 545 '5(fT Type of Work: Addition ['Alteration [New D Repair/Replace f Re air/Re lace D Demolition Describe Work: /d17 Z41 S qj n s %r Air, aT yr r e5 y(//.uI ve 4 66 PVT c r tk.v■t1 etT(DAI) acid Zott prfio g ntritiptte ar frofT y fevrfeA 11 Z� * * ** * * *** ********•x****�x�x *�x�x�x� **** ** Fees ** * ** **** ** ***�x*** * *** * *�x *** *�x�:�x�:�x•x** *** * ** CK '� +��$, w C Submittal Fee $"?' Permit Fee $ fy`7 \ CCF $ 4y4:0 CO /C_ . 150.00 Notary $ Training/Education Fee $ AO' O f) Technology Fee $ (p4 ~, Scanning $ Bond $ Radon $ Q-13 DPBR $ 2.13 Zoning $ Code Enforcement $ Double Fee $ Structural Review. $6(71" * 6e` w / Z ©• of Total Fee Now Due $ v2, U . ' Q See Reverse side --> Bonding Company's Bonding Company's City Mortgage Lender's N� Mortgage Lender's A City Application is hereby commenced prior to 1 construction in this j WELLS, POOLS, OWNER'S AFFIDAI applicable laws regulat "WARNING TO Oil PAYING TWICE F CONSULT WITH COMMENCEMENT j & ,? -.41*- 4■ r fret, ELECTRICAL J ,G/s1-1. 'Wog 2764 2 /7-4/' STRUCTURAL d W) ZONING PROJECT TYPE: AprD►-77014 RESUBMITAL DATES: SUBMITTAL DATE: %\■\08 1 CONTRACTOR: MN I� 10 7m0 E = e 60 -2 ,, 5, ,,,-„ istallation ha RCVS regulatin SING, SIGNS Rance with a] ,T IN YO TNANCING )TICE Ol pplicant mus to the persoi ,it tho inh cif 0 0 n�' ..��t Z \s)\ ,,,c, Vt bV TERM .S _ �. , .7m-ro g YOU] Notice to Applicant :_ A promise in good faith whose property is subject to aachment. ' Also,- a certified copy of `tiding permit is issued. In the absence of such posted notice, the for the first inspection which occurs seven (7) days after the bui ed inspection will be apprsved and a reinspection fee will be charggi Signature Owner or The foregoing instrument was ackn�n.yw edged before me this day of iCQNtk, , 20 ob, by (* be(L'r Lh2A who is personally known to me or who has produced �4 As ides ification and who did take an oath. NOTARY PUBLIC: Sign: ` t�� % t ;;�� wr Print: Q 56 jP H - AR D My Commission Expires: 5C� g. / `2_ I 11 Signa Contractor j� The foregoing instrument was acknowledged before me this' Iday of NbV , 200 , by Jbl, n J Seyp.�er who is personally known to me or who has produced FLI0 605 -to as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLTC.STATE OF FLORIDA Joseph N. Gardiner Commission #DD71 • � �. SEP. 23, 2011 '�.. 11 ilj :=7!"; cam= t•, M Cbommission Expires: APPLICATION APPROVED BY: (Revised 07/10/07) Plans Examiner Engineer Zoning AGENT AUTHORIZATION TO ALL PERSONS, be it known, that I, Frances Allegra, Owner of property addressed as 1 160 NE 98th Street, Miami Shores, FL 33138, do hereby grant a limited and specific authorization as agent to Robert J Lara., the Architect for my project. My agent shall have full powers and authority to do and undertake all acts on my behalf that I could do personally including and limited to all acts of Processing and Permitting construction documents with any governmental agencies having authority; the right to execute, accept, undertake, and perform all contracts and applications in my name related to the Permitting of construction documents. The authority herein shall include such incidental acts as are reasonably required to carry out and perform the specific authorities granted herein. My agent hereby accepts this appointment subject to its terms and agrees to act and perform in said fiduciary capacity consistent with my best interests, and I affirm and ratify all acts undertaken. Fran Allegra, Homeowner STATE OF L ,de COUNTY OF 0A cte.,, O�n sdb�1 3 day of 1. tdi , 2008, before me, r '4' A t I Co / ''snpersonally mown to me 1" or has produced as identification, subscribed to the within instrument and acknowledged to me that he/she /they executed the same in his/her /their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS :, s ffrci r Homeowner. Signature Print State of My Commission Expires: r0 0 at Large (Seal) GINALEE OSORIO MY COMM1$ 51 -s% It D0738585 ,,,�4,�;.• EXPIRES 17tx:err'; vr03, 2011..; (407) 390 -0155 f►aaaatscearya c cam •. , A:rrf. CMF FORT LAUDERDALE BUSINESS- 'TAX 2008 -200 GULF 'BUILDING CORP 633 5 FEDERAL HWY FL - 5TH FIAS A BUSINESS 'TAX RECEIPT TO EPLGAOE tN BUSINESS; OCCUPATION OR PROFESSION NAME OF BUSINESS :. LOCATION 406310 • BUSINESS NUMBER TOTAL FEE PAID. GENERAL CONTR4"_TOR :74762 157 fia50 THIS'REGEIPT ISSUED FOR THE PERIOD C:OMMEi IG OCTOBER 1ST AND ENDING SEPTEMBER 30TH OF THE .YEARS .'SHOWN ABOVE NOTICE BUSINESS MUST BE TRANSFERRED WHEN BUSINESS IS SOLD OR MOVED, {PLEASE SEE BACK OF THIS "FORM,} 9700086 GULF BUILDING CORP 633 S FEDERAL HWY 5TH FL FT LAUDERDALE FL .'.33301 3109 FT LAUD FL 33334 1.11 &1 1,ii1Ii1Ititi,i1LL1.L1ri lltlilt Rit!-ll dull POT THIS Rf=CPiPT IN: A P.'FMISP&_E NUM PI ArrP 10/30/2009 16:04 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES 11 001 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 4262 RECIPIENT ADDRESS 919544621576 DESTINATION ID ST. TIME 10/30 16:03 TIME USE 00'27 PAGES SENT 1 RESULT OK Permit No: 08 -790 Job Name: October 28, 2009 M iami Shores Vivage Building Department Building Critique Sheet Electric permits must be signed by contractor. 2)a Provide product approval for doors. 3), slab at rear of property is in the required set back (5') and must be moved. 4)/ Separate permits for the driveway, wall and wood fence will be required. The roof permit application is incomplete, package is missing, This must be submitted prior to starting the roof. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page1 of 1 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305- 795 -2204 Permit No: 08 -790 Job Name: October 28, 2009 Miami Shores Vivage Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) Electric permits must be signed by contractor. 2) Provide product approval for doors. 3) Concrete slab at rear of property is in the required set back (5') and must be moved. 4) Separate permits for the driveway, wall and wood fence will be required. 5) The roof permit application is incomplete, package is missing, This must be submitted prior to starting the roof. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 464 c5 - °we/2 asp YcoZ— 5-7 cit.c/> Permit No: 08 -790 Job Name: October 28, 2009 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) Electric permits must be signed by con ractor. ea 1��. Tb S! ( J 2) Provide product approval for doors. jx, ea au 3) Concrete slab at rear of property is in the required set back (5') and must be moved° Pte, 4) Separate permits for the driveway, wall and wood fence will be required. ;=icy_ ovr 6- 5) The roof permit application is incomplete, package is missing, This must be submitted prior to starting the roof. ® K. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Miami Shores Village, Florida BUILDER'S BOND Issued: Amount: Bond #: Permit #: 11/09/2009 $ 300.00 1900 RC -5-08 -790 KNOW ALL MEN BY THESE PRE ..t 1 FRAN ALLEGRA in consideration of the issuan .....�, hat ermit or permits to construct or repair a building or buildings at the following address: t FL do here • • sit 411111 is - -��- Villag for and I agr- ithl nam Ijl • : that,`, e clear all p -mis= n•/ pa��: ge p p clear and •aor= s - premises ' mediately upon the comple ' • o • cons same and pay the cost of such clearance and repairs out of the aforesaid B property immediately, as af.__ aid, en =id Buie ,:�'•►I be retu 1160 98 Street Miami Shores FL 33138- WITNESS MY HAN INSTRUCT! Building Ins I hereby cleared and mentio which M plated u s they were' by me�''iL#lieii�: -�of the f mat the co ruction ithin the meaning of such ordinance der's Bond, and retum the remainder to me; and Flo "• a this s ate: PL1 t ructio ores Vil e premise oney in a of Miami Shores Village, I will r repair and that, if I do not so e illage may clear and repair the that, if I shall clear and repair said VILLAGE BUILDING INSPEC_ OR'S APPROVAL Bond, comme er thereof h Sig ature re take '. his bond to the Village aboves. ent. WHEN CLEARED AND REPAIRED BY THE VILLAGE: Amount of Bond Cost of clearing Balance due Builder: done by Vi Cancelled: By: Bond refund payable to applicant only. ($10.00 CHARGE IF BOND IS LOST OR DAMAGED) Village Building Inspector, Miami Shores Date NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. TAX FOLIO NO. // ZD.3ft 3 STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I D I l 1111111 11 111 111 1 1111111111111 1 111 1 111 111 CFN 2009R08411.24 OR Bk 27092 Ps 0840 (fps) RECORDED 11/23/2009 12:10:40 HARVEY RUVINo CLERK OF COURT IIIAIII -DADE COUNTYy FLORIDA LAST PAGE 1. Legal description of property and street/address: /44 0 Al '. 'S Jr riO tr ‹Sptores $5t3df 2. Description of improvement: C 400 •rt ✓t C!s 4/ite Lvr -- Clay s Aruih s. 3. Owner(s) name and address: Fr Arl c 11 L c, Iv e gg sT 614 J he is t Interest in property: Oc ,ec Name and address of fee simple titleholder: 54 r» L cc.. 4 ct 4. Contractor's name and address: ire 6 N AIt `- SAG—' /< 4 o /EJ e St sr )'"'ll Amu sh b rc-s i d 3 17 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: Amount of bond $ 6. Lender's name and address: 7. Persons within the state of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name and address: 8. In addition to himself, Owners designates the following person(s) to receive-a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: 9. Expiration • :te of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different ,•'., a is sp�. S'• • !caner j� / Print Owner's Name / a A i e 5911 6"' Sworn to and subscribed before me this 1 6 day of 11W • Notary Public (?ic4.em_. —•ef. dS Print Notary's Name C a TE0 14= N My commission expires: , Catherine .Dan Eligkez MAIL 07, IMO eomarnoam eaawmalAt 123.01 -52 PAGE 4 5/05 Prepared "eoe4rs /' 20d S _) v ;•f•-' Address: / / ? Sf Pi, i .f hart s W WI lun• ran NEM IM• O IMO IM▪ OMIPI ,w .,.mw' 4,r smoorre Cr. c°a tom▪ moso 111616U VI sa SWIM 1111111101....1 1>) IM• MO P- '0 ta WSW morns ae • •a .t cr., a ...I.-, re:. oM� C: 141 CJ ▪ E Li. C y twLaQQt MIAMI-DADE COUNTY, NTY OF DADE This Instrument Prepared By: Name�ri,(, Address ,.j/60.417 Permit No. 7qf STATE OF 20,/®A COUNTY OF NOTICE OF COMMENCEMENT Tax Folio No. /13abgvlBn3q TH-E UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided in this Notice of Commencement. 1. Description of property: (legal description of property, and street addresi if available) / /le, NE' Mf or/ siowei re- 33/38' 2. General description of improvement: j4etoi MAs 56,Dempt 3. Owner information a. Name and address: F��+UGiS 9C� et�R A b. Interest in property: c. Name and address of fee simple titleholder (it other than owner): 4.- Contractor: a. Name and address: &0t1 ��ir- �7,/(ry co b. Phone number: qop 4/12-11q/ 5. Surely Uhl a. Name and address: b. Amount of bond $ c. Phone number. 6. Lender N% a. Name and address: b. Phone number: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1 )(a)7., Florida Statutes: P a. Name and address: over 8040/6 4,6, 6 53 5, feDG-'eft-c /Ivy rr cio60:�40 / Y b. Phone number: `I�t o '' 9s-u -¢/9a 9i9l S. FOWL 8. In addition to himself, Owner designates the following persons) to receive a copy of the Lienor's Notice as provided in Section 7.13.13(1)(b), Florida Statutes: a. Name and address: b. Phone number. e 9. Expiration date of notice of commencement (the expiration date Is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED eN THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WI ( OUR LENDER OR AN ATTORNEY BEFORE • COMMENCING WORK OR RECORDING YOUR NOTICE OF COMME, s NT. T IIforegoing Instrument was acknowledged before me • 6 (name of person) authority, ...erg. officer, trustee, attorney in fact) for behalf of whom ( nstrument was executed). tikftwa tit g • ��a,�GO p • TARV STAB OF FLORIN CorriniS • 1011 Sign '!t . of • 'r or Owner's Authorized Officer /Director Partner /Manager F#$I .S 14tC"cf Signatory's Title /Office Qh4 this c) day of i\io� ?°6 as y [(Q�'1 as ► W tr7 �t2 (h, e of on nature of Notary Public — State of flori Print, Type, or Stamp Commissioned N a of Notary Pub! Commisaion Number • Personally Known or Produced Identification Veriflcatlon Pursuant to Section 92.626 Florida Statutes Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best of my knowledge and betiet. Signature of Natural Person Signing Above • Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING Permit No. PERMIT APPLICATION FBC 20a Permit Type: BUILDING ROOFING. Owner's Name (Fee Sim le Titleholder) Q(ot �j Phone # S ^ 9i J - i i �j - 7 7 Owner's Address 1 110 16 9PJ 4 fr City itil ( I J MZJ' State ft Zip `- 3 t3 Phone # /!1l 4 Master Permit No. ® 0 Tenant/Lessee Name /VIA Email /1)( Job Address (where the work is being done) City Miami Shores Villa • e FOLIO / PARCEL # Is Building Historically Designated YES IIGo ti 6- qs4 sr County Miami -Dade Zip ?3 <31 Contractor's Company Name 6 cF- t t 1. Contractor's Address G ' r 6 Arsi City FT, LAt,002.04cle State ,H Zip Qualifier Name 3e Hi.L cG kei-c . NO Dk 67 " Phone # Flood Zone Aga -9/9/ x.RS4 Phone# fry- L/9a -S/9/ 9ict2 State Certificate or Registration No. 6c `cj it 7 j gel Certificate of Competency No. -Contact Phone j ° J (Q /e, 5 cc E -mail Architect/Engineer's Name (if applicable) 13 &at 3. (der -A- Value of Work For this Permit $ Type of Work: ❑Addition ❑Alteration Describe Work: Pn> &t aattn. 9241-. ,sj Phone # Square / Linear Footage Of Work: New ❑ Repair/Replace ❑ Demolition * * * * * * * * * * ** Submittal Fee $ Permit Fee $ CCF $ CCJ1 C $ Notary $ Training/Education Fee $ Scanning $ Radon $ DPBR $ Double Fee $ Violation date: Structural Review. $ , (JD Technology Fee $ Bond $ Total Fee Now Due $ Sde 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 ,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: Contractor The foregoing instrument was�abknowledged before me this day of t i n ,20(q, , by 61 j \ efef who is p - known to e or -who has produced as identification and who did take an oath. NOTARY PUBLIC: Bonnie K. Jones Commission # DD509544 Expires: FEB. 02, 2010 Bonded Ulna Atlantic Bonding Co., Inc. *,r** * * * * *** sir***************************** ***** ** * * *,r * * * * * * * * * * * ** * * * * * * * *,r* *fie * ** ** * * * * * * *** * * * * **** APPROVED BY xxe.. iuJ24(1 b9 Sfr,,,dians Examiner Zoning �1- /1 /Cr, ? Engineer Clerk checked (Revised 07 /10 /07)(Revised 06/10/2009) M ia i Shores Village g B ilding Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT DATE: ac) 1110q . PERMIT #: kG06 ".0 I, Cleve eZ e e_ •ontractor ❑ Owner ❑ Architect Address: From the building department on this date in order to have Corr: ions done to plans And/or get County stamps. I understand that the plans need to c e brought back to Miami Shores Village Building Department to continue permitting pr ss. by: Acknowledged b 9 Y PERMIT CLERK INITIAL: RESUBMITTED DATE: t k-Pt PERMIT CLERK INITIAL: Permit No: 0a -71° Job Name: - /1:10 , 2009 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 / 1 '�° Building Critique Sheet /Aft- 7- Cr Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: POtetzgt,25 BUILDING PERMIT APPLICATION FBC 2004 NOV 1 9 2009 t 756.8972 Q Ib h Permit No. Master Permit Nisr Permit Type (circle): Building Electrical Plumbing Mechanical Owner's ddress 114 o iJ Owner's Name (Fee Simple Titleholder) City 141.44A 4e10 it? State Tenant/Lessee Name Phone # 7.1 Zip 3513 p' Phone # Job Address (where the work is being done) //too il9 £ q ',`'i City Miami Shores Villa e County Miami -Dade FOLIO /PARCEL# (I✓ 32-er- 0/7 Is Building Historically Designated YES NO ontractor's Company Name „QA- e-14..1-00 Poo CIC@Z Contras is i, Address f qj 7.44'r City [4W,+t dte5 Qualifier N State Certificate or Registration No. Zip �, /3d Phone # 3®. Y ?r •- State Zip S.1 1.3P' Phone # 1505 71; 7 7 1!a 1 ?r- WO 1 ((3-4 Certificate bf Competency loo: Architect/Engineer's Name (if applicable) Phone # Walue of Work For this Permit $ Typ of Work: /= ddition ❑Alteration escribe Work: -5y5F/A,K. pot"— . • • • • • • • •• • • • t • Square / Linear Footage Of Work:.:. .%d • • •••• • • • • • •••.▪ • •••• • ••••• DNew L Repair/Repiac • [��3emolition • •• • • • •••• • - • • • • • * * * * * * * ** Submittal Fee $ Notary $ Scanning $ -1 • Permit Fee $ Training/Education Fee $ Radon $ DPBR $ CCF $ <AO CO/ C Technology Fee $ • Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ p/jZ (Q See Reverse side -* Bonding Company's Name (if applicable) 7 ! 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 A1j1I'illAVIT: 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspectio hich occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the proved and a reinspection fee will be charged inspection will not Signature The forego ��gg''instrument was acknowledged before me this/ 0 day of A, ,2 , by /'�iti Alt ei• who is personally known to me or who has produced • As idgtfic$tion and who did take an oath. • • . •• NOTARY PI?BiTC: • • • • • • • • •. • r V` �. Sl ••s • \.1r � i Sign: • •••• Signatur Contractor The f instrument was acknowledged before me this 4 day of N� , 2(_ by .�a�ll2r7! G ��•J. j�E. who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: P3�►... .'.. Print: • / 0'/ Myeommission Lxpires ' �' My Commission Expires: • • • • • .• • • .• • • • •••• APPLICATION APPROVED BY: (Revised 02/08106) 6/Aar-di flan 'C o 71:16797:9 Plans Examiner Engineer Zoning Owner's Notification,Fonn 07 COUNT "Delivering Excellence Every Day" SECTION 1524 HIGH VELOCITY HURRICANE ZONES— REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS 1524.1 Scope. As'itpertains to this section, it is the responsibility of the roofing contractor to provide the owner with the required roofing permit, and to explain to the owner the content of this section. The provisions of Chapter 15 of the Florida Building Code, Building govern the minimum requirements and standards of the industry for roofing system installations. Additionally, the following items should be addressed as part of the ent between the owner and the contractor. The owner's initial in the designated space indicates that the agre it e) en explained. 1. Aesthetics - workmanship: The workmanship provisions of Chapter 15 (High Velocity Hurricane are for the purpose of providing that the roofing system meets the wind resistance and water intrusion performance standards. Aesthetics (appearance) are not a consideration with respect to workmanship provisions. thetic issues such as color or architectural appearance, that are not part of a zoning code, should be addressed e agreement between the owner and the contractor. 2. Renailing wood decks: When replacing roofing, the existing wood roof deck may have to be nailed in accordance with the current provisions of Chapter 16 (High Velocity Hurricane Zones) of the Florida Code. (The roof deck is usually concealed prior to removing the existing roof system). 3. Common roofs: Common roofs are those which have no visible delineation between neighboring its (i.e. townhouses, condominiums, etc.). In buildings with common roofs, the roofing contractor and/or hould notify the occupants of adjacent units of roofing work to be performed. 4. Exposed ceilings: Exposed, open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the architectural appearance; therefore, roofmg nail pen; trations of the underside of the decking may not be acceptable. The owner provides the option of g this appearance. 5. Ponding water: The current roof system and/or deck of the building may not drain well and may use water to pond (accumulate) in low -lying areas of the roof. Ponding can be an indication •v structural... distress and may require the review of a professional structural engineer. Ponding mdyshorten the life • exp ' cy and performance of the new roofmg system. Ponding conditions maynb14fe evident until the origin system is removed. Ponding conditions should be corrected. • • • Overflow scuppers (wall outlets): It is required that rainwater flow QZ.so that theaoof is not.. • • • • overloaded from' a build up of water. Perimeter /edge walls or other roof extensions may block this discharge if overflow scuppers (wall outlets) are not provided. It may be necessary to install werelow scuppers in atwor�danc the requirements of: Chapter 15 and 16 herein and the Florida Building Co4e, . iijmbin) • • • • • • • •• •7. Ventilation: Most roof structures should have some ability to vent natural airflow•t'hlbugh the nterior of the structural assembly (the building itself). The existing amount of attic ventilation shall not be reduced. Exception: Attic spaces, d - - geed by a Florida- licensed engineer or registered architect to eliminate the attic venting, venting shall no • - requa,_> IDate: / Permit Number: Owner's/Agent's Signature: Contractor's Signature: /' 0440 k �' - ►-'�' Property Address: ri / Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION INSTRUCTION PAGE COMPLETE THE NECESSARY SECTIONS OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW. Roof System Required Sections of the Permit Application Form Attachments Required See List Below Low Slope Application A, B, C 1,2,3,4,5,6,7 Prescriptive BUR RAS 150 A, B,C 4,5,6,7 Asphaltic Shingles A, B, D 1,2,4,5,6,7 Concrete or Clay Tile A, 8, D, E 1,2,3,4,5,6,7 Metal Roofs A, B, D 1,2,3,4,5,6,7 Wood Shingles and Shakes A, B, D 1,2,4,5,6,7 Other As Applicable 1,2,3,4,5,6,7 ATTACHMENTS REQUIRED 1. Fire Directory Listing Page 2. From the Miami -Dade County Notice of Acceptance ► NOA Cover Sheet ► NOA Specific System Description NOA Specific System Limitations ► NOA General Limitations ► Applicable Detail Drawings • • . • • •. • ••. • • • • • .••. • • • • • • • • •. • • . • .• • • • • • • •••• • 3. Design Calculations per Chapter 16, or if applicable, RAS 127 or RA$120.. •••• • 4. Other Component Notice of Acceptances • • • . • • • • . • 5. ,Municipal Permit Application •••• 6. •.Owners Notification for Roofing Considerations (Appendix " F" Form) Re- roofing or Repairs Only 7. Any Required Roof Testing/Calculation Documentation Any other additional data reasonably required by the Building Official to determine the Integrity of the roofing system. Page 1 file: / /(':\1?cicumentc%7nanr OhNICwttiritm \iehsrn4n\ilesolrm + \ice ;,,,n \1.1.7.. \......L: «.. 1i-r l H'f "AAH • • • • • • • • • • • • • • *Won A Miami -Dade County Building Department Electronic Application High Velocity Hurricane Zone Roofing Permit Application Foes "Delivering Excellence Every Day" �® Section A (General Infor lon) bier Permit No: r.0 X45,0 ��1Phpass; No: Roof Category ❑ Law Slope ❑ Mechanically Fastened Tile .�J 4ortar1Adheaive Set Tile ❑ Asphaltic Shingles ❑ Metal Panel/Shingles ❑ Wood Shingles/Stakes ❑ Sprayed Poly:ethme Foam ❑ Other: • Roof Type Near Roof ❑ Re- Roofing ❑ Recovering ❑ Repair ❑ Maintetmoe Are there Gas Vent Stacks located on the roof? ❑ Yes ONo Roof System intimation Law elope roof grata" Steep Sloped area (ft.*) If yes, what type? ❑ Natural ❑ LPGXXX • Semen B (Roof Plan) Total (ft.') 1=1 Roof Plan: ittutrate as levels and sections, roof drains, scuppers, overflow scuppers and mellow lloow drains. Include • of sections and levels, clearly Identify dimensions of &ended pressure zones andloca tlon of parapets. Perimetorfildth (e : Corner Size (a' x a'): OMNI G 0 •• •. •. • • • • • • • • • • •••• • • • •••• • • • • • • .• • • •. • • • • • • 0. •••• Tile Roof System MIAMFaADE COUNTY "Delivering Excellence Every Day" Roof System Manufacturer: 1, Miami -Dade County Building Department Electronic Application Section D Sloped System Description Tile Roof System Notice of Acceptance Number (NOA): Minimum Design Wind Pressures, if Applicable (from RAS 127 or Calculations): P1 P 2: P 3: Maximum Design Wind Pressures, (From the NOA Specific system): psf Fill in the specific roof assembly components. If a component is not required, insert not applicable (n /a) in the text box. Roof Slope: "/12" Roof Mean Height: ;j ft. Method of Tile Attachment: Altemate Method of Tile Attachment per NOA: Drip Edge Size & Gauge: Drip Edge Material Type: Drip Edge Fastener Type: ,y4 4 fa, Deck Type: Optional Insulation: 4- Optional Nailable Substrate: Optional Nailable Substrate Attachment: 1 Basesheet Type: • • • Fastener Type for Basesteet Attachmppt. ; • giNSETAW • • • • •• • • • Tile Underlayment (Cap S. elf) Type:• • • • r-• •, . • • ••• •• • • • • • ••••• Tile Underlaym t Attactynent-Method! • • • - Hook Strip /Cleat gauge or weight: Tile Profile: • • • • • •• • • • • • Section E 2 "Delivering Excellence Every Day" Miami -Dade County Building Department Electronic Application High Velocity Hurricane Zone Roofing Permit Application Form Section E (Tile Calculations) Method 1 "Moment Based Tile Calculations Per RAS 127" For Moment based the systems, use Method 1. Compare the values for Mr with the values from Mf. If the Mf values are greater than or equal to the Mr values, for each area of the roof, then the the attachment method is acceptable. P1: MR x P2: "4.4 x11, P3: Oa 0. 1�tit -Mg: - Mg: UZI- Mg: URI = Mr1: = Mr2: = Mr3: ;9 NOA Mf NOA Mf NOA Mf Method 3 "Uplift Based Tile Calculations Per RAS 12r For Uplift based toe systems use Method 3. Compare the values for P with the values for Fr. If the F' values are greater than or equal to the Fr values, for each area of the roof, then the tie attachment method is acceptable. P1: P2: P3: x 1: xl: x 1: INN _ X w: x w: X w: ME .W. -w: - W: MIN x cos 0: =Fr1: x cos A: = Fr2: x cos 6: = Fri: Mil Where to Obtain information to complete tile calculations 5 NOA P NOA F' NOA F' Descripton Symbol Design Pressure P1 or P2 or P3 Where to Find • • • .• • Table 1 RAS 127, or by an engineer analysis prepared, slgri�i'alid sealed by a professional , engineer based on ASCE 7. Mean Roof Height H _. Job Site • •••• • Roof Slope 0 Job Site • • .• .. • • • •. • • • Aerodynamic Multiplier Restoring Moment due to Gravity Mg Attachment Resistance • Mf Product Approval (NOM • • • •••• • • Product Approval (NIA) , •, .••. Product Approval (NOA) _ • ••. • • • • • Required Moment Resistance Mr Calculated Minimum Attachment Resistance F' Required Uplift Resistance Fr Product Approval (NOA) Calculated Average Tile Weight w Product Approval (NOA) Tile Dimensions I= length w = width Product Approval (NOA) M BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Santafe Tile Corporation 8825 NW 95th Street Medley, FL 33178 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 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 the BCCO and accepted by the Building Code and Product Review Committee 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. 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. DESCRIPTION: Santafe Spanish 'S' Clay Roof The 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 after a renewal application has been filed and there has Beriacb change in the applicable building code negatively affecting the performance of this produ. . `. • TERMINATION of this NOA will occur after the expiration date or if there has been a .. or change.in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endowment of•n i • product, for sales, advertising or any other purposes shall automatically terminate this NOA. Railure to eompiy 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, FAII114 and follofved by the expiration date may be displayed in advertising literature. If any portion of the NOA i$ displayed, then); 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 revises and renews NOA # 04-0420.03 and consists of pages 1 through 5. The submitted documentation was reviewed by Alex Tigera. NOA No.: 05-0921.02 Expiration Date: 02/01/11 Approval Date: 02/02/06 Page 1 of 5 • • ROOFING ASSEMBLY APPROVAL cores rW ihtliThat 1. SCOPE Roofing 07320 Roofing Tiles Clay Wood This revises a roofing system using Santa Fe "Santafe `S" Clay Roof Tile, as manufactured Santafe Tile Corporation and described in Section 2 of this Notice of Acceptance. For locations where the pi's requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION etl by AR tilt Test Thnensions moons Santaf6 `S' Clay N/A Roof Tile Trim Pieces 1= varies w = varies varying thickness 2.1 SUBMITTED EVIDENCE: Test Age n The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Redland Technologies Redland Technologies Redland Technologies TAS 112 TAS 112 Product Deser, i One piece high profile clay roof tile equipped with two nail holes. For nail -on, mortar set and adhesive set applications. Accessory trim, clay roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for each tile profile. Test Identifier 94-156 -8 94 -156 -9 25- 7205 -1 Project: 07-07 -00-91 (307023) 7161-03 Appendix II 7161 -03 Appendix III P0402 Test Name/R port Rea TAS 101 • Aug. :994 • • • TAS 102 •••• : TAS 101 • March 1945 • TAS 100 ••••••••••6, •• TAS 108 •• ••pec. 1991.• (Nail -On) • • • • • .... • . Static Uplift Testing: • • ° pec.1�91 .. •. • •••• TAS 102 & TAS 102(A) Withdrawal Resistance Sept. 1993 Testing of Screw vs smooth shank nails NOA No.: 05- 0921.02 Expiration Date: OZ/Ol/11 Approval Date: MUM 6 Page 2 of 5 Test Agency Redland Technologies Redland Technologies Celotex Corporation Testing Services IBA Consultants, Inc. PRI Asphalt Technologies, Inc. IBA Consultants, Inc. IBA Consultants, Inc. IBA Consultants, Inc. 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 shall be performed in accordance with RAS 106. 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 Santafe 'S' and its components shall be installed Application Standard RAS 118, RAS 119 and RAS 120 4.2 Data For Attachment Calculations Test Identifier P 0647 -01 P 0631 -01 520305 -01 thru 05 2353 -4 SFTC- 003 -02 -01 2353 -70 2353 -71 2353 -93 Test Na udike ort _ TAS 108 (Mortar Set) PA 108 (Mortar Set) PA 102 Aug. 1994 July. 1994 June 1999 Restoring Moment Aug. 1999 TAS 101 TAS 101 TAS 101 ASTM C 1167 12/06/02 09/22/03 09/22/03 07/18/05 in strict complaappe pith goofing • Table 1: Average Weight (W) and Dimensions (I x w) ' • • • •" Tile Profile Santafe 'S' Weight W (Ibf) 6.7 • Length -1 (ft) 1.5 Santafe 'S' Tile Profile Table 2: Aerodynamic Multiplyere- kft9) ( Batten Application 0.274 • • • • •• • • Vidth •a (fib • • e '0.958.•••• • • 110. • •••• (fls) Direct Deck 0.297 NOA No.: 05- 0921.02 Expiration Date: 02!01/11 Approval Date: 02/02/06 Page 3 of 5 Table 3: Restoring Moments due to Gravity - Ma (ft 1bf) Tile 2" :12" 3 ":12" 4 ":12" 5 ":12" Profile • Battens I Direct Battens I Direct Deck Deck Santafe'S' 5.93 5.90 5.85 5.82 6 ":12" Battens I Direct Deck 5.73 5.69 Battens I Direct Deck 5.56 5.53 Battens! Direct Deck 5.32 5.29 7 ":12" or greater Battens Direct Deck 5.03 N/A Table 4: Attachment Resistance Expressed as a Moment - M1 (ftlbf) for Nail -On Systems Fastener Type 2 -10d Ring Shank Nails One #8 Screw Two #8 Screws One #8 Screw w/ Clip Two #8 Screws w/ lip 1. Approved screws as noted 'Product manufactured by others'. Tile Profile Santafe 'S' Direct Deck 21.8 29.16' 38.28' 57.31' 57.601 Battens N/A N/A N/A •N/A 61.77' Santafe'S' Table 5: Attachment Resistance Expressed as a Moment Mf (ft Ibf) for Two Patty Adhesive Set Systems Tile Tile Application Profile Minimum Attachment Resistance Tile Bond 38.93 2 See manufactures component approval for installation require men ts. r 160T"' 28.54 3 Flexible Product, Inc. Average weight per patty 10.4 grams. 4 Polyfoam Product, Inc. Average weight per patty 9.4 grams. Santafe 'S' Table 5A: Attachment Resistance Expressed as a Moment - Mf (ft Ibf) for Single Patty Adhesive Set Systems Tile Minimum Attachment Profile . Resistance 63.8b Tile Application Polyfoam Palypro AH 160T8e 5 Paddy placement of 63 grams of Polypro AH gprm. Polypr0 AH 180T" 8 Paddy Placement of 24 grams of Poiypro AH 160Ta. sit' • • 5. LABELING • • • • • • •• • 5.1 All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo,or following statement "Miami -Dade County Product Control Approved ". NOA No.: 05-0921.02 Expiration Date: 02/01/11 Approval Date: 072106 Page 4 of 5 ••mmy �• rasags.-furu nz nestsaance Expressed as a Moment - M,(lt:tif) for Mortar or Adhesive Set Systems • Tile Profile Tile Application Ati�Jtaeint Resistant* • • • ' • Santafe S Mortar Set 33.61 • • • • • 5. LABELING • • • • • • •• • 5.1 All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo,or following statement "Miami -Dade County Product Control Approved ". NOA No.: 05-0921.02 Expiration Date: 02/01/11 Approval Date: 072106 Page 4 of 5 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. PROFILE DRAWING "SANTAFL+ S" CLAY ROOF Tax END OF THIS ACCEPTANCE • • • • • • • .• • • • • • • • • • •••• • • • • • • •••• • • • •• • • • • • • •• •• •• • • • • • • • • • • •••• • • • • •••• • • • • • NUA No.: 05102LO2 • • Expiration Date: O20fi11 Approval Date: OZN2/06 Page 5 of 5 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Polyfoam Products, Inc. 11715 Boudreaux Road Tomball, TX 77375 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 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 the BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AID). This NOA shall not be valid after the expiration date stated below. The BCCO (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. BCCO reserves the right to revoke this acceptance, if it is determined by BCCO 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: Polypro® AH160 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 disco butors and shall be available for inspection at the job site at the request of the Building Official. • • • • • •• • • • • This NOA renews NOA No.01- 0521.02 and consists of pages 1 through 7 The submitted documentation was reviewed by JRrge L. Acebo. • • •••• • • • • •••• • •• • • • • • • •• • •• •• • • • • • • NOA No.: 06424CW Expira4i n Bate: Oi /10i14 Approval Date: DIAL*' Page 1 of 7 •. • • • •c•• • ••••S• • • ••••• •.• • • ROOFING ASSEMBLY APPROVAL: Category: Sub Category: Materials: Roofmg Roof tile adhesive Polyurethane SCOPE: This approves Polypro® A11160 as manufactured by Polyfoam Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations where the design pressure requirements, as determined by applicable building code, does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low, and high profile roof tiles system using PoIypro® AH 160. Where the attachment calculations are done as a moment based system for single patty placement, and as an uplift based system for double patty systems PRODUCTS MANUFACTURED BY APPLICANT: Product Polypro Foampro ProPack AH160 RTF1000 30 & 100 Dimensions N/A N/A N/A Test Specifications TAS 101 product Description Two component polyurethane foam adhesive Dispensing Equipment Dispensin& Equipment PRODUCTS MANUFACTURED BY OTHERS: Any Miami -Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list moment resistance values with the use of Polypro AH160 roof tile adhesive. PHYSICAL PROPERTIES: Property Density Compressive Strength Tensile Strength Water Absorption Moisture Vapor Transmission Dimensional Stability Closed Cell Content Note: Test ASTM D 1622 ASTM D 1621 ASTM D 1623 ASTM D 2127 ASTM E 96 ASTM D 2126 ASTM D 2856 Results 1.6 lbs. /ft.' 18 PSI Parallel to rise 12 PSI Perpendicular to rise 28 PSI Parallel to rise 0.08 Lbs. /Ft2 3.1 Perm / Inch +0.07% Volume Change @ -40° F., 2 weeks +6.0% Volume Change @158°F., 100% • • Humidity, 2 weeks 86% • • • • • .. • • • • The physical properties listed above are presented as typical average values. %% Ileterminect by accepted ASTM test methods and are subject to normal manufacturingrmiption. •. . • • • • • .• • .. •. • • • • • • •••• NVAttoa: 06- 0201.82• Expiration Date: 0/111/41. Approval Date: 04/t3/06 Page 2 of 7 • • • • • • • .0.••• • • • • • 0000..0 • • EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name /Report Date Center for Applied Engineering #94 -060 TAS 101 04/08/94 257818 -1PA TAS ,101 12/16/96 25- 7438 -3 SSTD 11 -93 10/25/95 25- 7438 -4 25- 7438 -7 SSTD 11-93 11/02/95 25-7492 SSTD 11 -93 12/12/95 Miles Laboratories NB -589 -631 ASTM p 1623 02/01/94 Polymers Division Ramtech Laboratories, Inc. 9637 -92 ASTM E 108 04/30/93 Southwest Research Institute 01 -6743 -011 ASTM E 108 11/16/94 01- 6739- 062b[1] ASTM E 84 01/16/95 Trinity Engineering 7050.02.96 -1 TAS 114 03/14/96 Celotex Corp. Testing Services 528454 -2 -1 TAS 101 10/23/98 528454 -9 -1 528454 -10 -1 520109 -1 TAS /01 12/28/98 520109 -2 520109 -3 520109 -6 520109 -7 520191 -1 TAS 101 03/02/99 520109 -2 -1 LIMITATIONS: 1. Fire classification is not part of this acceptance. Refer to the Prepared Roof Tile Assembly for fire rating. 2. Polypro® AH 160 shall solely be used with flat, low, & high tile profiles. 3. Minimum underlayment shall be in compliance with the Roofing Application Standard RAS 120. 4. Roof Tile manufactures acquiring acceptance for the use of Polypro® AH160 roof tile adhesiv; with their tile assemblies shall test in accordance with TAS 101. • • • • • •• • • • • 5. Roof Tile manufactures acquiring acceptance for the use of HANDI -STICK roof the thesive with • their tile assemblies shall test in accordance with TAS 101 with section 10.4 as m0di herein. • W 1, 2 F'= MS • • •••• • • •• •• • •• • • • • .. • • • • • • • •••• • • NQA 11t • 06- 0201412 Expiratfdh Mite: 05L10ofr • Approval Date: 04/2•707 Page 3 of 7 • • • • • • •••••• • • INSTALLATION: 1. Polypro® AH160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of Polypro® AH160. 2. Polypro® A11160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Polypro® AH160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami -Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA 3. Polyproiz AH160 roof tile adhesive and its components shall be instialled in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, lnp. Polypro® AH 160 Operating Instruction and Maintenance Booklet. 4. Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 5. Calibration of the Foampro® dispensing equipment is required befo a application of any adhesive. The mix ratio between the "A" component and the "B" component stall be maintained between 1.0- 1.15 (A): 1.0 (B). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings shall be approved. 6. Polypro® AH160 shall be applied with Foampro RTFI000 or ProPaOk14 30 & 100 dispensing equipment only. 7. Polypro® AH 160 shall not be exposed permanently to sunlight. 8. Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes after Polypro® AH160 has been dispensed. 9. Polypro® AH160 placement and minimum patty weight shall be in accordance with the 'Placement Details' herein. Each generic tile profile requires the specific placement noted herein. Table 1: Adhesive Placement For Each Generic {Tile Profile Tile Profile Placement Detail Single Paddy j Weight Min. I (grams) Two Paddy Weight per paddy Min. (grams) Flat, Low, High Profiles #1 35 N/A High Profile (2 Piece Barrel) #1 17 /side on cap and 34 /pan N/A N/A Flat, Low, High Profiles #2 24 T Flat, Low, High Profiles #3 8 LABELING: All Polypro® AH160 containers shall comply with the Standard Conditions listeildatt;e2n. • BUILDING PERMIT REQUIREMENTS: • • As required by the Building Official or applicable building code in order to properly evaluatothe • installation of this system. • • •• •• • • • • •• • • • • •• • • • • •••• • NC/A 41 '1 06 -O2( O! • Expiratalh Date: 05Z10Ltt • Approval Date: 04/19{(16• Page 4 of 7 • • • • • • • • • •••.• • • ••• �• •• • • • • ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY 1) Place enough adhesive toacideve 17 O23 OPtional2x4s for square inches in contact with the pan \ P P h af> 2} Turn covers upside down. Place adhesive 112 in. T o 1 in. from outside edge ofcover die. Then Install the tile. Underlayment Rail through plastic cement Remy toppation of the save course cover tile. Abut to second course of pantiles. Ensure eave end of pan and rover is are flush at eave gyre. Eaveclosure Weephole Fascia (mortar shown) Optional Poinbnp Yofar on ehrel WON affU • • • •••••• • • • • • • • • • •} • • • • ••.••• • • • •••• • •• • • • • • • •• •• •• • • • • • • • •••• • NpA ": 06- O2(1L02 ExpiraQfn Date: 0$114/1? • Approval Date: 04/P3/O8 Page 5 of 7 ••••• • • •• 1 • • • • ADHESIVE PLACEMENT DETAIL SINGLE PATTY Nail through plastic corneal ltnderlayment 7 In. 2 Paddy (Beneath Tile) Eave Course Nag through plastic cement Paddy (Beneath Tile) Linde ayment 7 in: Eave Closure Eave Course Fascia Fascia Weepiwle Eave closure Drip edge • • • • • • • • • •• • • • • • •••i•• • • • • •••• • • • • • • •••• • •; • •• • • • • • • •• •• •• • ••• •• • •� • • • • • • • •••• NQA No.: 06-0184070. Expiratioat• Date: 05010/ ?1, Approval Date: 047183 6 • Page 6 of 7 • • • • ADHESIVE PLACEMENT DET 3 DOUBLE PATTY Nall through plastic cement Paddy (between tile) Paddy (under tile) x3in. Single paddy on under. layment Single paddy under the Single paddy on top of tile Lave course In. X 7 in. medium size paddy eave Fascia course only Nail through plastic cement Nall through plastic cement Underlayment ' Single paddy under tile Single paddy between tile 21n. x 7 In. medium size paddy eave course only t 3 In.x 3 in. Single d In. paddy on under. layment Single paddy on top of the Ea Single paddy under tie Sing!= paddy be ' en tile cy�� 1-e'3in.x3in. Single paddy on underlayment Single paddy on top of We Eave Course 21n. x 7In. mad! Fasci � paddy eave urse only Closure END OF THIS ACCEPTAN SE • • • • • •• • Fascia Weeptrole Eave closure Drip edge • • • • • • • ••••"• •• • • •••• • • • • • • •••• • ••••• • • •• • • • • •• •• •• •• • • • • • • . . •••• ••••;•• •••■•• • NVA1%4 06- 0242.1d Expiration Date: 0/1QN11 • Approval Date: 04/t3/t36 Page 7 of 7 • • •••••• • . M1AMMD BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI DADS COUNTY, FLORIDA METRO-DADE FLAOLBR BUILDING 140 'WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130- 1563 (305) 375 -2901 FAX (305) 375 -2908 Tainko Building Products, Inc. P.O. Box 1404 Joplin, MO 64802 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. 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: TAMKO Modified Bitumen Roof System Over Wood Decks 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 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 i; shall be done in its entirety. • • • • • • •. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufactur f orlts dist-bit/us and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA #04- 0506.03 and consists of pages 1 through 19. The submitted documentation was reviewed by Alex Tigera. • • •••• • • • •••• • •• • • • • • • •• •• •• • • • • • • • •••• • • • • •••• • • • NOA No.: 014111060), Expiration Date: 05/23/12 Approval Date: 05/10/07 Page 1 of 19 • • ••••• • • • • • • • • Membrane Type: Deck Type 1: Deck Description: System Type: All General and Sy sheet. ba s Pressure: tit Maximum R Maxdmmn Slope: M Ply Sheet: Cap Sheet: SBS Wood, Non - insulated 19/32„ or greater plywood or wood plank Tile Underlayment, Base Sheet mechanically attached, Ystein Limitations shall apply. BaseTM No. 30 UL, Type 43 Coated Base, Base .N Ply® Vapor-Chant/4, or Versa - base sheet applied with a minimum 2 side lap and a Base sheet may be applied at a right an le minimum 6"end lap. approved annular ring s g g (90°) to the slope of the deck with g hank nails and tin caps at a fastener 6" 2" side lap, and two 12" o.c. staggered rows along spacing of 6 o.c. a the !t the center of the sheet. (Optional) One or more plies Tam-Ply JTM adhered in a full mopping of approved or Tam -Glass PremiumTM shy a rate of 20-40 Ibs./sq. g g °Yed asphalt applied within the EVT range and at One ply Awaplan Premiurnni, Awaplan 170TH, Awafle T Surface or Tamko ASTM Tile Underla x' arnko ASTNvI Slate angle (90, to the slope of the deck* adhered Cap sheet may be applied at a right applied within the dhered in a foil mapping of approved asphalt EVT range and at a rate of 20-40 Ibs. /sq. Cap sheet shall be ck nailed to deck with approved annular ring maximum 12" o.c. at the side laps and 6" o.c. at thhenend leap . o n �,t� caps shall be exposed. Cap Sheet may also be installed parallel to the slope membrane or cap sheet is strapped, then anchor sheet of the roof sheet strapping). If �Pped• P Y beet must also be Re to Tile Manufacturer's NOA. ust Comply with Roofing Application Standard RAS 118, RAS 119, RAS 120 and Applicable Building Code. • • • • • •• • • •••• • • •••• • • • • • • • • • • •• •• • • • • • • • s • •, NOA M .10'-0111.!13 •••• Expiration Date: 05/23/12 • • • Approval Date: 05/10107 Page I8 of 19 •• • • • • •• • • ••• • • • • • • • • • • • • • • • • • • • WOOD DECK SYSTEM LIMITATIONS: 1. A slip -sheet is required with Ply 4 and Ply 6 when used as a mechanically fastened ''base or anchor sheet. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first Layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq., or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4' x 4' maximum. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped. If no recovery board is used the base sheet shall be applied using spot mopping with approved asphalt, 12" diameter circles, mopped 8" ribbons in three rows, one at each sidelap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon to allow cross ventilation. Asphalt application of either system shall be at a minimum rate of 12 lbs./sq. Note: Spot attached systems shall be limited to a maadmum design p 'eof- 45psf. 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force (F) value of 2751bf., as tested in compliance with Testing Application Standard TAS 105. If the fastener value, as field - tested, are below 2751bf, insulation attachment shall not be acceptable. 6. Fastener spacing for mechanical attachment of anchor/base sheet or membrane attachment is based on a minimum fastener resistance value in conjunction with the maximum design value listed within a specific system. Should the fastener resistance be less than that required, as determined by the Building Official, a revised fastener spacing, prepared, signed Engineer, Architect, or Registered Roof Consultant may be submitted. sealed id revi� Florida spacing shall utilize the withdrawal resistance value taken from Testing Application Standards TAS 105 and calculations in compliance with Roofing Application Standard RAS 117. 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of these areas. Fastener densities shall be increased for both insulation and base sheet as calculated in compliance with Roofing Application Standard RAS 117. (When this limitation Is specifically referred within this NOA, General Limitation #9 will not be applicable.) 8. All attachment and sizing of perimeter Hailers, metal profile, and/or flashing termination design/ shall conform with Roofing Application Standard RAS 111 and applicable wind load re9uiremept3.• • • 9. The maximum designed lu?e limitation listed shall be applicable to all roof res field, perimeters, and corners). Neither rational analysis, nor extrapolation shall P ptl� Zones (i.e. . bgi►'Gmiitted fdr " "` enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and•ootners). • (When this limitation fsdspecifically..referrexl within this NOA, General Limitaftnr #7 will ;. :. pplicable.� , •••• • 10. All products listed herein shall have a quality assurance audit in accordance with tlfe"Verida • • • •• •• •• • Building Code and Rule 9B -72 of the Florida Administrative Code. END OF THIS ACCEPTANCE • • • • • • 000• • • • • •••• • • • • • •• • • •• • • NOA No.: 07.01!4.22"• Expiration Date: 055/23/12 Approval Date; 05/1017 Page 19 0(19 • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • •••. • • • •• • • • • • • •• •• ••' • • • • • • • • •••• • • • • • •••• • • • • • • • •• • • •• • • • Miami Shores Viliaa^ APPPOVED BY DATE ZONING DEPT .,, ,. ....72 FEDERAL BLDG DEPT �� WITH ALL RULES AND REGULATIONS SUBJECT TO COMPLIANCE STATE ANT COUNTY GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1 -03 Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the SCSI -B3 Summary Sheet - Web Member Permanent Bracing /Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no esten marcados de ningtn modo que identifique la frecuencia o localization de los arriostres (bracing) temporales. Use las recomendaciones de manejo, instalacion y arriostre temporal de los trusses. Vea el folleto SCSI 1 -03 Guia de Buena Practice Dare el Maneio. Instalacion y Arriostre de los Trusses de Madera Connectados con Places de Metalpara para mayor informacion. Los dibujos de disefio de los trusses pueden especificar las localizations de los arriostres permanentes en los miembros individuales en compresion. Vea la hoja resumen SCSI -B3 pare los arriostres oermanentes v refuerzos de los miembros secundarios (webs) para mayor informacion. El resto de arriostres permanentes son la responsabilidad del Disenador del Edificio. ® The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, instalacion y arriostre inadecuados, puede ser la caida de la estructura o alin peor, muertos o heridos. Banding and truss plates have sharp edges. Wear ® gloves when handling and safety glasses when cutting banding. Empaques y places de metal tienen bordes afllados. Use guantes y lentes protectores cuando corte los empaques. HANDLING — MANEJO QAllow no more than 3" of deflec- tion for every 10' of span. L No permita mas de 3 pulgadas de pandeo por cada 10 pies de tramo. 10 Pick up vertical bundles at the top chord. J to I Levante de la cuerda superior los grupos verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK QUse special care in windy weather or near power lines and airports. Spreader bar for `i � truss bundles Utilice cuidado especial en digs ventosos o cerca de cables electricos o de aeropuertos. QCheck banding prior to moving bundles. Avoid lateral bending. Revise los empaques antes de mover los paquetes de trusses. — Evite la flexion lateral. Do not store No almaca, unbraced bundles verticalmente los upright. trusses sueltos. •• • • • •• ••• QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes air acenadosipen la tiara for una semen o mts deben seielevados• con blAes a aVa 8 o•10 Ries: • • • • • ••• QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. • aDo nEt store on iunever •ground. • •• Para almaccn- amieyto erg gtayyr tijmpp, • cubra los prequetesppara ireverir a•me•to • de humed 1 pero OermitR vent ien. • • • • • • • • Al* • • • • • • • • No almacene en tierra desigual. HAND ERECTION — LEVANTAMIENTO A MANO Trusses 20' or less, support at peak. Levante del pico los trusses de 20 pies o menos. rpm Trusses up to 20' Trusses hasta 20' QTrusses 30' or less, support at quarter points. Levante de los cuartos de tramo los trusses de 30 pies o menos. Trusses up to 30' Trusses hasta 30' HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is Installed and truss is fastened to the bearing points. Sostenga cada truss en position con la grtia hasta que el arriostre temporal este Instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No Ivante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagline Toe -in Tagline reader bar Greater than 30' Mas de 30 Dies 60° or less Toe -in Approx. 1/2 i truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Spreader bar 1/2 to —� 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' Locate above mid - height Spreader bar Attach 1 or stiffback max. m r-rini6 iti Yr`i ®rc JrI la lei L; BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Brace ( TCTLB) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' Hasta 30 pies 10' o.c. max. 10 pies maximo 30' to 45' 30 a 45 pies 8' o.c. max. 8 pies maximo 45' to 60' 45 a 60 pies 6' o.c. max. 6 pies maximo 60' to 80'* 60 a 80 pies* 4' o.c. max. 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *COnsulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI -B2 for TCTLB options. Vea el BCSI -B2 pare las opciones de TCTLB. Refer to BCSI -B6 Summary Sheet - Gable End Frame Bracing. Vea el resumen 13CSI -B6 - Arriostre del truss terminal de un techo a dos agues. Repeat diagonal braces. Repita los arriostres diagonales. Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arrlostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Maximum lateral brace spacing 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords ® Refer to 13CSI -B7 Summary Sheet - Temporary and Permanent Bracing_ for Parallel Chord T.D.LIS for more information. Vea el resumen BCSI -B7 - Arriostre temporal v permanents de The end diagonal trusses de cuerdas brace for cantilevered paralelas para mayor trusses must be placed informacion. on vertical webs in line with the support. Diagonal braces every 15 truss spaces (30' max.) Lateral braces 2x4x12' length lapped over two trusses. INSTALLING — INSTALACION Tolerances for Out -of- Plane. — Toleranclas para Fuera -de- Plano. Max. Bow Max. Bow Length lh —'� Max. LengthLength r -? Q Tolerances for Out -of- Plumb. Toleranclas para Fuera -de- Plomada. D /50 max D /50 D (ft.) 1/4" 1' 1/2" 2' 3/4" 3' 1" 4' 1 -1/4" 1 -1/2" 1 -3/4" 5' 6' 7' 2" 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ADo not proceed with construction until all bracing is securely and properly in place. No proceda con la construction hasta que todos los arriostres esten colocados en forma apropiada y segura. • Do not exceed maximum stack heights. Refer to SCSI -B4 Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el resumen SCSI -B4 Carga de Construction para mayor informacion. Max. Bow 3/4" 7/8" 1 -1/8" 1 -1/4" 1 -3/8" 1 -1/2" 1 -3/4" 2" Truss Length 12.5' 14.6' 16.7' 18.8' 20.8' 22.9' 25.0' 29.2' X33.3' Maximum Stack Height for Materials on Trusses Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3 -4 ties high Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. Q Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. • Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. Tagline Spreader bar 2/3 to 3/4 truss length TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING — ARRIOSTRE © Refer to BCSI -B2 Summary Sheet - Truss Installa- tion and Temporary Bracing for more information. Vea el resumen BCSI -B2 - Instalaton de Trusses y Arriostre Temporal para mayor informacion. Do not walk on unbraced trusses. No camine en trusses sueltos. /71' Locate ground braces for first truss directly u in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en Iinea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well before erection of additional trusses. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Top Chord Temporary Lateral Bracing (TCTLB) Web members 2x4 min. dik III I 10' -15' max. same spacing as bottom chord lateral bracing ALTERATIONS — ALTERACIONES deN Refer to BCSI-B5 Summary Sheet - Truss Damage. )obsite Modifications and Installation Errors. Vea el resumen BCSI -B5 Darios de trusses. Modificaciones en la Obra v Errores de Instalacion Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. /x DIAGONAL BRACING IS VERY IMPORTANT d% iEL ARRIOSTRE DIAGONAS. FS MUY IMPORTANTE! Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfore ningtin miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. ATrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Mjgpfaritlyw's Iinitp l warjanty dull ind v�c� Trusses que se han sobrecargado di:ante la conjtrutcjpao f�n :do •yylte d sin una autorizacion previa del Fabricante de Trusses, pueden redu•ir•o eiimir r la gallants Fa rjpante de Trusses. • • • . • • NOTE: The Truss Manufacturer and Truss Designer rabi rely oi•tlab Cd [haute Contrator an•crai• op/paw. (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put Floor and roof trusses into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of responsibilities involved, be presented only as a GUabilfor use$y a qualified &•ding Deigns or Erectirw /•iyalletar. tractor. It is not Intended that these recommendations be interplited as sdPerioito any deign Ipecificatio•(provided bateither en•rchitect, Engineer, the Buikding Designer, the Erection /Installation tofltractor /r otterwise) fide handling, 'Stalling and bra•ng wood *fusses and it does not preclude the use of other equivalent method for traciap an•prorltling stability fo•the walls•nd columns as mw be determined by the truss Erection /Installation contractor. Thus,ahe talbod iusstouncil of•merica ab thirruss Plate ipsitute expressly disclaim any responsibility for damages arising from the use, application, Areliance on ae•Aommei•lations and infoarnation captained herein. r . WOOD TRUSS COUNCIL OFA PRI • • • 'MUSS PLATE INSTITUTE One W1CA Center • 6300 Enterprise Lane • M icon, I 53719• • :83 D nofti0 rive • Msdison, WI 53719 608/274 -4849 • www.woodtruss.j • • • 61 /833- - 900,. wtw.tpinst.org •• •• • • • •• RN11517031125 /11 e'r" V ADPT/ICTDl: 11F ICCFC IN FrT_ ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss designs is attached which is numbered and with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE Armando R. Perez FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(786) 255 -4344 Project Name: VANDERBILT DEV - MOD: ALLEGRA Building Authority: MIAMI SHORE, FL Design Load: 30- 15 -0 -10 psf. Building Code: FBC 2007 / TPI 2002 Software Used: MITEK 2009 v. 7.140 Project Engineer of Record: • . . •.. • • ... • • ••. .•• • • • • • • • • TRUSSCORP INT. 9590 NW 89 AVE MEDLEY FL 33178 Phone: 305-882-8826 Fax: 305-887-6008 To: VANDERBILT DEV Reaction Summary Job Number: Page: I Date: 11 -17 -2009 - 4:44:06 PM Project ID: ALLEGRA Project: Block No: Model: ALLEGRA Lot No: Contact: Site: Office: Deliver To: Account No: Designer. mtm Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: li 2 CJ5 44 lbs. each 9 - 9 - 5 MONO TRUSS 2- 4- 5 2.12 0.00 Joint 2 Joint 7 649 lbs. 839 lbs. -794 Ibs. -560 lbs. 2 CJ5T 23 Ibs. each 6 - 11 - 6 MONO TRUSS 1- 8- 4 2.12 0.00 Joint 2 Joint 3 Joint 4 347 lbs. 330 lbs. 276 Ibs. 447 lbs. -325 Ibs. 1 CJ6 35 lbs. each 7 - 9 - 4 MONO TRUSS 2- 0- 1 2.12 0.00 Joint 2 Joint 7 497 Ibs. 518 lbs. -712 lbs. -308 lbs. 1 111 74 lbs. each 16 - 11 - 0 HIP 2 - 6 - 10 3.00 0.00 Joint I Joint 6 904 lbs. 904 lbs. -602 lbs. -630 lbs. ig, - 3 (1) 3 -Ply HGI 114 lbs. each 22 - 9 - 0 2X4/2X6 HIP 2 -4 -9 3.00 0.00 Joint2 Joint7 68641bs. 3419 lbs. -5218 lbs. -2537 lbs. ��-- ` a 2 (1) 2 -Ply HG2 84 Ibs. each 16 - 5 - 0 2X4/2X6 MONO HIP 1- 8- 6 3.00 0.00 Joint 1 Joint 6 3322 lbs. 6517 Ibs. -2425 Ibs. 4829 lbs. 2 (1) 2 -Ply HG3 97 lbs. each 16 - 11 - 0 2X4/2X6 HIP 3- 0- 2 3.00 0.00 Jointl Joint 7 2359 lbs. 4580 lbs. -1648 lbs. -3226 lbs. e 1 HG4T 50 lbs. each 11 - 8 - 0 2X4/2X6 HIP I- 8- 8 3.00 0.00 Joint 2 Joint 5 1080 lbs. 1080 lbs. -1261 lbs. -1261 lbs. 6 J1 7 lbs. each 1 - 0 - 0 2X4/2X3 MONO TRUSS 0- 10 - 9 3.00 0.00 Joint 2 Joint 3 Joint 4 312 lbs. 190 lbs. 209 lbs. -648 lbs. -79 lbs. �a 4 J1T 4 lbs. each 1 - 0 - 0 2X4/2X3 MONO TRUSS 0- 8- 8 3.00 0.00 Joint 2 Joint 3 Joint 4 262 lbs. 3 lbs. 209 Ibs. -338 lbs. -17 lbs. ..sl 5 .13 13 lbs. each 3 - 0 - 0 MONO TRUSS 1- 4- 9 3.00 0.00 Joint 2 Joint 3 Joint 4 364 lbs. 53 lbs. 225 lbs. -678 Ibs. -91 Ibs. 1 J3A 9 lbs. each 3 - 0 - 0 MONO TRUSS 1- 0- 10 3.00 0.00 Joint 1 Joint 2 Joint 3 263 Ibs. 113 lbs. 225 lbs. -180 lbs. -229 lbs. 4 J3T 10 lbs. each 3 - 0 - 0 MONO TRUSS 1- 2- 8 3.00 0.00 Joint 2 Joint 3 Joint 4 305 lbs. 89 Ibs. 225 lbs. -499 lbs. -223 lbs. ,n 5 J5 19 lbs. each 5 - 0 - 0 MONO TRUSS 1 - 10 - 9 3.00 0.00 Joint 2 Joint 3 Joint 4 °? -s' 447 lbs. 169 lbs. 245 lbs. c.c, o C., -763 lbs. -330 lbs. r . c» 1 J5A 15 lbs. each 5 - 0 - 0 MONO TRUSS 1 - 6 - 10 3.00 0.00 Joint 1 Joint 2 Joint 3 ° r-. --r 313 lbs. 203 lbs. 245 lbs. N "' -325 lbs. 406 lbs. w 2 J5T 16 lbs. each 5 - 0 - 0 MONO TRUSS 1 - 8 - 8 3.00 0.00 Joint 2 Jolt% a • • 4oi% 4 • • • w' •-•= 365 lbs. 190 lbs. t45Mbs! • '7' • • 7 -654 lbs. -44 lbs. •i ••i • • •tt 5 J6 21 lbs. each 5 - 7 - 0 MONO TRUSS 2 - 0 - 5 3.00 0.00 Joint 2 Joint! • •:oil 3 • • � i -ir • •a 475 lbs. 251 lbs. 199 lbs. -617 lbs. -183 lbs. .:: _4,, c..., 6 J7 25 lbs. each 7 - 0 - 0 MONO TRUSS 2 -4 -9 3.00 0.00 Joint2 feint 3• Jointl ••• S.. cop • 547 lbs. : Q70Is. i 265:lbss ' c_ -651 lbs. •• -02 Ips.: • • • • v-= •• c.-S S • 2 S1 4016x. each 7 - 1 - 0 SPECIAL 2 -4 -3 3.00 4.00 Joint2 •Joint4• ••• • cc! crb 523 lbs. 523 lbs. `= m r -943 lbs. -943 Ibs. m - - ' 4 S2 38 lbs. each 6 - 5 - 0 SPECIAL 2 -4 -3 3.00 4.00 Joint2 Joiot•4 • • • • ••• • •-. 467 lbs. 56CIbs. ' • : : •: 4 0 • -852 lbs. -1069 lb. • • • • • • • • • • ••t • . • ••• . . TRUSSCORP INT. 9590 NW 89 AVE MEDLEY FL 33178 Phone: 305 -882 -8826 Fax: 305-887-6008 To: VANDERBILT DEV Reaction Summary_ Job Number: Page: 2 Date: 11 -17 -2009 - 4:44:06 PM Project ID: ALLEGRA Project: L Model: ALLEGRA Lot N o: : M No: Contact: Site: Office: Deliver To: Account No: Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: 2 T1T 40 lbs. each 11 - 8 - 0 COMMON 1 -11 -0 3.00 0.00 Joint2 Joint4 708 lbs. 708 Ibs. -831 Ibs. -831 lbs. i�-� -, 1 T2T 37 Ibs. each 11 - 8 - 0 COMMON 1- 9- 2 3.00 0.00 Joint l Joint 3 605 lbs. 605 lbs. -606 Ibs. -606 lbs. 1 V10 39 Ibs. each 10 - 6 - 0 VALLEY 2 -4 -8 3.00 0.00 Joint 8 Joint 7 Joint 6 325 lbs. 437 Ibs. 325 lbs. -568 lbs. -397 Ibs. -568 lbs. 1 V l0A 41 lbs. each 10 - 6 - 0 VALLEY 2- 10 - 8 3.00 0.00 Joint 8 Joint 7 Joint 6 325 lbs. 437 lbs. 325 lbs. -576 lbs. -382 lbs. -576 lbs. 1 V10B 42 lbs. each 10 - 6 - 0 VALLEY 3- 0- 0 3.00 0.00 Joint 8 Joint 7 Joint 6 325 Ibs. 437 lbs. 325 Ibs. -577 lbs. - 379lbs. - 577lbs. �_ - 1 V11 32 lbs. each 11 - 3 - 0 VALLEY 1- 6- 0 3.00 0.00 John 1 Joint 4 Joint 3 292 Ibs. 651 lbs. 292 lbs. -243 lbs. -741 lbs. -243 Ibs. 1 V12 37 lbs. each 12 - 7 - 8 VALLEY 1- 0- 0 3.00 0.00 Joint 1 Joint 6 Joint 5 Joint 4 232 lbs. 581 lbs. 575 Ibs. 218 lbs. -85 lbs. -625 lbs. -616 lbs. -51 lbs. --`t=:,, 1 V13 40 lbs. each 13 - 3 - 0 2X6/2X4 VALLEY 2- 0- 0 3.00 0.00 Joint 1 Joint 5 Joint 4 349 Ibs. 754 Ibs. 297 lbs. -369 lbs. -810 lbs. -249 lbs. 1 V14 47 lbs. each 14 - 7 - 8 VALLEY 2- 0- 0 3.00 0.00 Joint 1 Joint 7 Joint 6 Joint 5 364 lbs. 775 lbs. 242 Ibs. 336 lbs. -387 lbs. -757 lbs. -111 lbs. -331 lbs. �- 2 V4 9 lbs. each 4 - 0 - 0 VALLEY 0 -5 -8 0.00 0.00 Joint 2 Joint 1 43 lbs. 43 lbs. ® 1 V4A - 10 lbs. each 4 - 0 - 0 VALLEY 1- 0- 0 3.00 0.00 Joint 1 Joint 3 266 Ibs. 266 Ibs. -195 lbs. -224 lbs. 1 V4B 22 lbs. each 4 - 10 - 4 VALLEY 2 - 4 - 13 3.00 0.00 Joint 5 Joint 4 323 lbs. 282 lbs. -396 lbs. -356 lbs. r '--1 1 V6 17 lbs. each 6 - 0 - 0 VALLEY 1- 5- 2 3.00 0.00 Joint 1 Joint 3 316 lbs. 316 lbs. -332 lbs. -383 Ibs. 2 V8 20 Ibs. each 8 - 0 - 0 VALLEY 1- 0- 0 3.00 0.00 Joint I Joint 3 340 lbs. 340 lbs. -398 lbs. -398 lbs. •• ••• • • • • • •• • • • • • • • • • •q•}g ••• •• • • EE•4r••gppU • 66 • 44 9440 0 1 IE li P C.2 .... • • • • • • • • • A• S4 :4344 DAIE. 1i17/? 9 Ti1T SV 33 tUURT *MIAMI FL 33145 ••. • • • • • • • ••• • • • • • • • • • • • • • • • • . • ••.• • • • • • • • • • • • • . • • • • •• •• . • • •• •• Job ALLEGRA Truss CJ5 Truss Type MONO TRUSS Qty 2 Ply 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL -2 -4-10 2-4-10 5-6 -10 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:47 2009 Page 1 5-6-10 9-9 -5 4-2 -11 2.12171T 3x6 I 4 5-6 -10 5-6 -10 9-9-5 4-2 -11 Scale = 1:22.7 Plate Offsets (X,Y): [1:0-2-4,0-1-0], [3:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.90 BC 0.50 WB 0.38 (Matrix) DEFL in (Ioc) I/defl Vert(LL) -0.07 2-8 >999 Vert(TL) -0.12 2 -8 >906 Horz(TL) 0.02 7 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 44 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D *Except* T1: 2 X 4 SYP No.1 D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 5 -5 -6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -8 -2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7 = 840 /Mechanical 2 = 650/0 -1 -8 0 -11 -5 Max Horz 2 = 277(LC 3) Max Uplift 7 = 2 = - 560(LC 3) - 794(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -10 = 0/28 2 -10 = 0/29 2 -3 = - 1449/596 3-4 = - 231/78 4-5 = -7/0 4-7 = - 386/391 BOT CHORD 2 -11 = - 752/1399 BOT CHORD 8 -11 = - 752/1399 8 -12 = - 774/1393 7 -12 = - 774/1393 6-7 = 0/0 WEBS 3 -8 = 0/265 3 -7 = - 1255/645 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C-C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 Ib uplift at joint 7 and 794 lb uplift at joint 2. • 4) This truss has been designed for a moving concentrated Toad of 200.0Ib live located at all a mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or • back (B). • • • LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Standard Vert: 1- 10 = -90 Trapezoidal Loads (plf) Vert: 10= 0(F =45, B= 45)- to- 4=- 214(F = -62, B =-62), 4=-154(F=-62, B= 62)- to- 5=- 160(F =-65, B=-65), 2=-2(F=9, B= 9)- to- 6=- 49(F =14, B=-14) •• ••• • • • • • •• • • • • ••• •• • • • •• :/71V :111127t €D Z•Pei78026 • • • • • • • • • • 71 — 2h15• -1f344 DA'f E 11% 17/2009 a&1i.SW.33 F 5 • • • • • • • • • • ••• • • • • • • • • • • • • • • •• ••• • • • • •• • •• ••• • • • ••• • • Job ALLEGRA Truss CJ5T Trusscorp Int., 9590 NW 89 AVE, Medley, FL -1 -5-0 1 -5 -0 Truss Type MONO TRUSS Qty 2 Ply 1 4-1 -10 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) • 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:48 2009 Page 1 4-1 -10 6 -11 -6 2 -9 -12 3x4 = 6-11 -6 6-11 -6 Scale: 3/4 " =1' ro N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.69 BC 0.77 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.21 2-4 >363 Vert(TL) -0.33 2-4 >234 Horz(TL) -0.00 3 n/a Ud 360 180 n/a PLATES GRIP MT20 244/190 Weight: 23 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 6 -11 -6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = Max Gray 3 = 2 = 4 = 330 /Mechanical 347/0 -1 -8 0 -11 -5 77 /Mechanical 146(LC 3) - 324(LC 3) - 446(LC 3) 330(LC 1) 347(LC 1) 277(LC 6) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -5 = 0/14 2 -5 = 0/14 2 -3 = -71/43 BOT CHORD 2 -6 = 0/0 4-6 = -0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C-C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 Ib uplift at joint 3 and 446 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-5=-90 •• • • . �. �j•i'� "��26 Trapezoidal Loads (plf) • • lt�9 0. • • Vert: 5= 0(F =45, B=45)-to-3=-156(F=-33, • • • • • • • : • ' ;• B =-33), 2=- 2(F =9, B= 9)- to- 4=- 35(F = -7, B=-77 R e_ 2 5 S! ,03 4 r DATE 111 1 9/ 2009 •• ••• • • • • • •• • • • • • ••• •• • • • •• • • • • •• 181;1. Stiol 31 VI R.L�M I AM L F L 33145 • • • • • •.•• • • • • • • • • • • • • • . • • • • • • • •.• ••• • • • • ••• • •• •.• • • • ••• • • Job ALLEGRA Truss CJ6 Truss Type MONO TRUSS Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:48 2009 Page 1 I - 2-4-10 4-6 -9 7 -9-4 -I 2-4-10 4-6 -9 f 3 -2 -11 Scale = 1:19.2 2x4 H I 4 5 2.12 Fli 3x4 = 3 2x4 II 2 — MIN. 1111111 8 7 liginIN 2x4 I I 3x4 = 6 3x6 = I 4-6 -9 7 -9-4 46-9 3-2 -11 Plate Offsets (X,Y): [1:0- 2- 4,0 -1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.03 2 -8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 028 Vert(TL) -0.05 2 -8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 36 Ib LUMBER TOP CHORD 2 X 4 SYP No.1 D BOT CHORD 2 X 4 SYP No.2D BOT CHORD WEBS 2 X 4 SYP No.3 8 -11 = - 235/728 Standard OTHERS 2 X 4 SYP No.2D 7 -8 = - 235/728 Vert: 1-10=-90 BRACING 6-7 = 0/0 Trapezoidal Loads (plf) TOP CHORD WEBS Vert: 10= 0(F =45, B=45)-to-4=-168(F=-39, Structural wood sheathing directly applied or 4-7 = - 244/263 B=-39), 4=- 108(F = -39, 6 -0-0 oc purlins. 3-7 = - 756/244 B= 39)- to- 5=- 115(F =-42, B =-42), 2=- 2(F =9, BOT CHORD 3 -8 = 0/270 B= 9)- to- 6=- 39(F = -9, B=-9) Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and NOTES required cross bracing be installed during 1) Wind: ASCE 7 -05; 146mph (3- second gust); truss erection, in accordance with Stabilizer TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Installation guide. Exp C; Kd 1.00; enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber REACTIONS (Ib /size) DOL =1.33 plate grip DOL =1.00 2 = 497/0 -1 -8 0 -11 -5 2) This truss has been designed for a 10.0 psf 7 = 508 /Mechanical bottom chord live load nonconcurrent with any Max Horz other live loads. 2 = 202(LC 3) 3) Provide mechanical connection (by others) of Max Uplift truss to bearing plate capable of withstanding • • ... • • • • • 2 = - 712(LC 3) 712 Ib uplift at joint 2 and 308 Ib uplift at joint 7. • 7 = - 308(LC 3) 4) This truss has been designed for a moving • • • • • • • Max Gray concentrated load of 200.0Ib live located at all • • • ••• • • • • • • • 2 = 497(LC 1) mid panels and at all panel points along the 7 = 519(LC 5) Bottom Chord, nonconcurrent with any other live loads. • • • • ••• • • • ••• • FORCES (Ib) 5) In the LOAD CASE(S) section, loads applied • 6 u I t R E i r E z00 2B E 14 Maximum Compression /Maximum Tension to the face of the truss are noted as front (F) o: • ' • • • • • back B . • • • • • • • • • • • 11 1OP 100 = 0/28 r —25• -- 34.4 iA1E11/17/2009 2 -10 = 0/29 2 -3 =- 763/157 LOAD CASE(S) yy�; M.�� A M 1 F L 3 31 b- 3 -4 = -54/28 Standard w° • • • • • • • • 4-5 = -6/0 1) Regular. Lumber Increase =1.33, Plate • • • • • • • • • Increase =1.00 •• • •• •• • • • ••• ••• BOT CHORD • • • • • • .. • • • 2 -11 = - 235/728 Uniform Loads (plf) Job ALLEGRA Truss H1 Truss Type HIP Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA • Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 1715:42:48 2009 Page 1 I 5-0 -15 9-0-0 13-9 -0 16 -11-0 5 -0 -15 3-11 -1 I 4-9-0 I 3-2 -0 Scale = 1:28.9 4x6 = 4x6 = 3.00 ITI 3 4 2x4 2 0 2x4 11 5 II c df N — lll♦ .. �. I: 8 7 3x6 = 4x10 = 3x6 = 6 4x6 = I 9 -0 -0 16 -11 -0 9 -0 -0 I 7 -11 -0 Plate Offsets (X,Y): [6:0 -2- 12,0 -2 -1] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.90 BC 0.68 WB 0.32 (Matrix) DEFL in (loc) I /deft Ud Vert(LL) -0.26 1-8 >753 360 Vert(TL) -0.50 1 -8 >392 180 Horz(TL) 0.05 6 n/a n/a PLATES GRIP MT20 244/190 Weight 75 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BOT CHORD WEBS 2 X 4 SYP No.3 6-10 = - 755/1023 BRACING WEBS TOP CHORD 2 -8 = - 701/636 Structural wood sheathing directly applied or 3-8 = -7/159 3-8 -9 oc purlins, except end verticals. 4-8 = - 460/854 BOT CHORD 4-6 = - 1164/935 Rigid ceiling directly applied or 4-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; REACTIONS (lb /size) Exp C; Kd 1.00; enclosed; C -C Interior(1); 1 = 904/0 -1 -8 0 -8 -0 cantilever left and right exposed ; Lumber 6 = 904 /Mechanical DOL =1.33 plate grip DOL =1.00 Max Horz 3) Provide adequate drainage to prevent water 1 = 138(LC 3) ponding. Max Uplift 4) This truss has been designed for a 10.0 psf 1 = -602 LC 3) bottom chord live load nonconcurrent with any • • • • • • • • • • • • 6 = - 630(LC 3) other live loads. • 5) Provide mechanical connection (by others) of', , • • • • FORCES (Ib) truss to bearing plate capable of withstanding • • • • • • • • • • • • • Maximum Compression/Maximum Tension 602 Ib uplift at joint 1 and 630 Ib uplift at joint 6. TOP CHORD 6) This truss has been designed for a moving 1 -2 = -2541/1774 concentrated Toad of 200.0Ib live located at all • • • • ••• • • • ••• 2 -3 = - 1840/1234 mid panels and at all panel points along the • • • • • • • • • 3-4 = - 1744/1238 Bottom Chord, nonconcurrent with any other • • • • • • ' 4-5 = - 242/38 live loads. � ' ��d . • • 5 -6 = - 136/102 BOT CHORD LOAD CASES'tJ_ AAiCI1 111112009 1 9 = -1789/2419 1 • • • • • •� � �* 8 -9 = - 1789/2419 Standard • • F1:33110 7 -8 = - 755/1023 1111 IV 1), • 1146 • • • • • • 7 -10 = - 755/1023 ••• • • • ••• • • Job ALLEGRA Truss HG1 Truss Type HIP Qty 1 Ply 3 VANDERBILT DEV - MOD: ALLEGRA - Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:49 2009 Page 1 -1 -8-4 5 -8-8 7 -0 -0 11-4 -8 15 -9-0 18-4 -1 22 -9-0 1-8-4 5 -8 -8 3.00 FIT 4 3 5x10 = 2x4 I I 2 0 x 6 Iii 1 -3 -8 I 4-4-8 I 4-4-8 1 2 -7 -1 6x10 MT2OH= 2 x 4 I I 6x10 MT20H= 4 5 6 4 -4-15 Scale = 1:41.7 7 .. MN: _� 1 mi. tan a hog ► 11 10 9 1,R AMMO R. PERM 6x10 II 4x6 = 8x10 = 2x4 II X06°255 -434 DATE11/17/2009 1611 SV 33 CQURT 5-8 -8 1 7 -0 -0 11-4 -8 15-9 -0 18-4 -1 PE 28026. a 4x8 = *MIAMI FL 33145 22 -9-0 I I I 5 -8-8 1-3_8 4-4-8 4-4-8 2 -7 -1 4-4 -15 Plate Offsets (X,Y): [1:0- 2- 4,0 -1 -0], [2:0- 5- 8,0 -0 -0], [2:1- 6- 15,0- 3 -12], [3:0- 2- 13,0 -2 -1], [4:0-4-6,0-3-2], [6:0- 3- 6,0 -2 -7], [7:0- 3- 2,0 -0 -1], [9:0- 5- 0,Edge], [11:0- 5- 3,0 -3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 1 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 1.00 BC 0.92 WB 0.57 (Matrix) DEFL in (loc) 1/defl Lid Vert(LL) 0.64 9 -10 >416 360 Vert(TL) -0.84 9 -10 >316 180 Horz(TL) 0.13 7 n/a n/a PLATES GRIP MT20 244/190 MT2OH 187/143 Weight: 345 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D *Except* 4) Unbalanced roof live loads have been T1: 2 X 4 SYP No.1 D BOT CHORD considered for this design. BOT CHORD 2 X 6 SYP SS 10 -14 = - 17883/24210 5) Wind: ASCE 7 -05; 146mph (3 second gust); WEBS 2 X 4 SYP No.3 *Except* 10 -15 = -15718/21198 TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; W4: 2 X 6 SYP No.1 D 9-15 = - 15718/21198 Exp C; Kd 1.00; enclosed; C -C Interior(1); OTHERS 2 X 4 SYP No.3 9 -16 = - 9473/12744 BRACING 8 -16 = - 9473/12744 cantilever left and right exposed ; Lumber TOP CHORD 8-17 = - 9430/12672 DOL =1.33 plate grip DOL =1.00 6) Provide adequate drainage to prevent water Structural wood sheathing directly applied or 7 -17 = - 9430/12672 ponding. 4-0-1 oc purlins. WEBS 7) All plates are MT20 plates unless otherwise BOT CHORD 3-11 = - 3384/4692 indicated. Rigid ceiling directly applied or 8 -2 -2 oc bracing. 3-10 = - 4827/3453 8) This truss has been designed for a 10.0 psf 4-10 = - 4063/5667 bottom chord live load nonconcurrent with any REACTIONS (lb /size) 4-9 = -3849/2754 other live loads. 7 = 3419/0 -1 -8 0 -8-0 5-9 = -595/635 9) Provide mechanical connection (by others) of 2 = 6864/0 -2 -11 0 -8 -0 6 -9 = - 3933/5415 truss to bearing plate capable of withstanding Max Harz 6-8 = - 497/825 2537 Ib uplift at joint 7 and 5217 Ib uplift at joint 2 = 47(LC 3) 2. Max Uplift NOTES 10) This truss has been designed for a moving 7 = - 2537(LC 3) 1) Special connection required to distribute web cene�entratedaloadrof 24 0 lb lice located at all 2 = - 5217(LC 3) to 2) ds e truss to be a connected ail pli together with 16d • mid panels Ad 3t at pang) 'lints along the FORCES (lb) 8pttoliV11 Q, npnQor�L•tent lith any other ( ) (0.131 "x 3.5 ") nails as follows: • five iot ids. • • • • • • • Maximum Compression/Maximum Tension Top chords connected as follows: 2 X 4 -1 row 11) Girder carries hip end with 7 -0 -0 end TOP CHORD at 0 -9 -0 oc. setback. 1 -2 = 0/20 Bottom chords connected as follows: 2 X 6 - 3 • • 1gj Iange S4 oP ier co1h�lectioTtlevice(s) 2 -3 = - 25020/18497 rows at 0-4-0 oc. • 3-4 = - 21226/15809 Webs connected as follows: 2 X 6 - 3 rows at • • • shali•be prodded sufficieM�o support 4-5 = - 17659/13223 0-4-0 oc, 2 X 4 -1 row at 0 -9-0 oc, Except • 4," at 1 5 niratsd lo70 I �l6 Id and 531 end 531 Ib up 5-6 = -17659/13223 member 8 -6 2 X 4 -1 row at 0 -6-0 oc. 7-0-0, 9 -0, •6rRl 706 Ib dowel and 531 Ib up at 6 -7 = - 13103/9766 3) All loads are considered equally applied to all 7-0-0, and bottom chord. and Ib up at BOT CHORD plies, except if noted as front (F) or back (B) • 5 -8-8 on bottom chord. The design/selection h rspcnsi of 2 -13 = - 17883/24210 face in the LOAD CASE(S) section. Ply to ply $LCI� conrcQor�dER/j($1 is the responsibility () Y pf°Tv.• ••• • •• • • • 11 -13 = - 17883 /24210 connections have been provided to distribute • • • • • • • • • • • • • 11 -14 = - 17883/24210 only loads noted as (F) or (B), unless otherwise • •. • • • • • • • • indicated. Continued on page 2 Job ALLEGRA Truss HG1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL Truss Type HIP Qty 1 Ply 3 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (pif) Vert: 1- 4 = -45, 4-6=-143(F=-97), 6- 7=-45, 2- 10 =10, 8-10=-32(F=-22), 7 -8=-10 Concentrated Loads (lb) Vert: 11=- 6538(F)10= 706(F) 8=- 706(F) VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:49 2009 Page 2 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• •" AftµANILIF Wfit g4F1.8026 1.011Pil • 3 t i i i i i M 1 1 . A M I F L 33145 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job ALLEGRA Truss HG2 Truss Type MONO HP Qty 1 PIy 2 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:49 2009 Page 1 I 5 -7-0 I 9 -1 -12 12 -8-8 16 -3-8 I I 5 -7-0 3-6 -12 3-6-12 3-7 -0 Scale = 1:27.8 5x12 MT20H= 3.00 NT 2x4 11 4x8 = 5x12 = 2 3 4 5 •M. 4x10 = 1 ✓ • �s 7 2x4 11 4x10 = /, F O r K E Z Pt 28026 5x10 11 7 -,1 ' 14$ bATE11/ 1 7.12009 1'i1SWI.b ajWilerittliall H. ai 1,4s 5 -7 -0 9 -1 -12 12-8 -8 16 -3-8 I 5 -7-0 3-6 -12 I 3 -6-12 I 3-7-0 I Plate Offsets (X,Y): [7:0- 6 -0,0 -5-4] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 1 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.96 BC 0.99 WB 0.83 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) 0.42 8 >446 360 Vert(TL) -0.55 8 >341 180 Horz(TL) 0.07 6 n/a Na PLATES GRIP MT20 244/190 MT20H 187/143 Weight 169 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D *Except* 3) Wind: ASCE 7 -05; 146mph (3- second ust); T2: 2 X 4 SYP No.1D BOT CHORD TCDL= 5.0psf; BCDL= 5.Opsf; h =16ft; Cat. gI; BOT CHORD 2 X 6 SYP No.1D 8 -12 = - 9887/13303 Exp C; Kd 1.00; enclosed; C -C Interior(1); WEBS 2 X 4 SYP No.3 *Except* 12 -13 = - 9887 /13303 cantilever left and right exposed ; Lumber W6: 2 X 6 SYP No.1D 7 -13 = - 9887/13303 DOL =1.33 plate grip DOL =1.00 W4: 2 X 8 SYP No.2 7 -14 = - 1115/1496 4) Provide adequate drainage to prevent water W5: 2 X 4 SYP No.1D 14-15 = - 1115/1496 ponding. BRACING 6 -15 = - 1115/1496 5) All plates are MT20 plates unless otherwise TOP CHORD WEBS ) p p Structural wood sheathing directly applied or 2 -9 = -842/1489 indicated. 6) This truss has been designed for a 10.0 psf 3-4-5 oc purlins, except end verticals. 2 -8 = - 2293/3034 BOT CHORD 3-8 = - 526 /550 bottom chord live load nonconcurrent with any Rigid ceiling directly applied or 5-4-2 oc bracing. 4-8 = - 364/1649 other live loads. 4-7 = - 774/411 7) Provide mechanical connection (by others) of REACTIONS (Ib /size) 5 -7 = - 9430/12692 truss to bearing plate capable of withstanding 1 = 3322/0-1-11 0-8-0 2424 lb uplift at joint 1 and 4828 Ib uplift at joint 6 = 6517 /Mechanical NOTES 6. Max Horz 1) 2 -ply truss to be connected together with 16d 8) This truss has been designed for a moving 1 = 61(LC 3) (0.131 "x 3.5 ") nails as follows: concentrated load of 200.0Ib live located at all Max Uplift mid panels and at all panel points along the p Top chords connected as follows: 2 X 4 -1 row Bottom Chord, nonconcurrent with any other 1 = - 2424(LC 3) at 0 -9-0 oc clinched, 2 X 6 - 2 rows at 0 -9 -0 oc l..€ loads • • • • • • • 6 = - 4828(LC 3) clinched. Bottom chords connected as follows: 2 X 6 - 2 :9) Hanger {g oth� cQnrsecZon device(s) shall FORCES (Ib) rows at 0-4-0 oc clinched. Ile,p(! 49 4 s qJ iwe1=t I sOppd up at Maximum Compression /Maximum Tension Webs connected as follows: 2 X 4 -1 row at •4581 1)•495 Ibdoww and b up at pat 5 -7 -0, and TOP CHORD 0 -9-0 oc clinched, 2 X 8 - 4 rows at 0-2 -0 oc 4581 Ib down and design/selection Ib up at ion of son uch = - 11145/8205 clinched. . � bottom chord. The desigNselection of such co ction de ice is the 09 bility of 2 -3 = - 13774/10229 2) All loads are considered equally applied to alio • • : • • 3-4 = - 13774/10229 plies, except if noted as front (F) or back (B) • •• t•er•. • • • • • • • • • 4-5 = - 13303/9887 face in the LOAD CASE(S) section. PIy to ply •, • •, • •,, •, • • • • • 5-6 = - 5102/3860 connections have been provided to distribute LOAD CASE(S) BOT CHORD only Toads noted as (F) or (B), unless otherwise Standard 1 -10 = - 7986/10786 indicated. 9 10 = - 7986/10786 •'• In a laillAnItr tiitte•e =1.•• 3, Plate 9 -11 = -8079/10929 • Inerease.10• • • • s 8-11 = - 8079/10929 • U r•forra� ioadsl( ••• .. • • Continued on page 2 Job ALLEGRA Truss HG2 Trusscorp Int., 9590 NW 89 AVE, Medley, FL Truss Type MONO HIP Qty 1 Ply 2 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 2=-45, 2-5=-133(F=-88), 1- 9 =167(B =157), 9- 13=- 187(F =-20, B =157), 13-14=-30(F=-20), 6-14=-449(F=-20, B =-419) Concentrated Loads (lb) Vert: 7=- 4581(B) 9=- 495(F) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:49 2009 Page 2 •• ••• • • • • • •• • • • • • • • • • •• • ••• •• • • • •• ;• v+tP re loo 2 6 • • • • • • • • • • • • • ?�4_iii- • 34 • DA:1• E1t /17 /2009 A 1.5V 1 ,111:1.TtMlAM1 Fl 33145 • • • ••• • • • • • • • • • • • • • • • • • •••••• • • • •••• ••• • • • • ••• • • Job ALLEGRA Truss HG3 Trusscorp Int., 9590 NW 89 AVE, Medley, FL 1 5 -9 -11 Truss Type HIP Qty 1 Ply 2 5-9-11 3.00 r1i 1 9-9-8 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:50 2009 Page 1 3x4 2 3 -11 -13 110 -10- 0111 -11 -01 1 -0-8 1 -1 -0 3x6 11 4x6 16 -11 -0 4x6 = 5 5 -0 -0 5x6 1 5 -9-11 10 2x4 II 9 8x10 = lithANDO R. PE.RE7 PE 88026 7 )1I-1.-S5-4244 rAtiv1 tll v/t °f all 01 ttlitiP101110111FIL 133111.5 1 Scale = 1:28.9 1 9-9-8 11 -11 -0 5 -9 -11 3 -11 -13 2 -1 -8 Plate Offsets (X,Y): [3:0 -2- 15,0 -1 -8], [8:0- 4-8,0 -4-8], [9:0 -5 -0,0 -4-6] 1 16 -11 -0 5 -0-0 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007ITPI2002 CSI TC 0.60 BC 0.55 WB 0.74 (Matrix) DEFL in (loc) l/defl Vert(LL) 0.22 9-10 >897 Vert(TL) -0.30 9 -10 >661 Horz(TL) 0.05 7 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 195 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP No.1 D WEBS 2 X 4 SYP No.3 *Except* W5,W7: 2 X 6 SYP No.1 D BRACING TOP CHORD Structural wood sheathing directly applied or 4-8 -3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7 -5-15 oc bracing. REACTIONS (Ib /size) 1 = 2360/0 -1-8 0-8 -0 7 = 4581 /Mechanical Max Horz 1 = Max Uplift 1 = 7 = 133(LC 3) - 1648(LC 3) - 3226(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = - 8199/5739 2 -3 = - 7534/5388 3-4 = - 7500/5446 4-5 = - 5824/4224 5 -6 = - 6073/4315 6 -7 = - 315412287 BOT CHORD 1 -11 = - 5625/7889 10 -11 = - 5625/7889 10 -12 = - 5625/7889 9 -12 = - 5625/7889 9 -13 = - 4398/6211 8 -13 = - 4398/6211 BOT CHORD 8 -14 = - 812/1146 7 -14 = - 812/1146 WEBS 2 -10 = - 40/184 2 -9 = - 675/472 3-9 = - 216/225 4-9 = - 2125/2862 4-8 = - 1148/748 5-8 = - 816/1445 6-8 = - 3448/4886 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1648 Ib uplift at joint 1 and 3226 Ib uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the NOTES Bottom Chord, nonconcurrent with any other 1) 2 -ply truss to be connected together with 16d 9ve lodes. (0.131 "x 3.5 ") nails as follows: 9) Girder carries tie-in span(s): 20-9-0 from Top chords connected as follows: 2 X 4 -1 row 10-9 -8 to 16 -11 -0 at 0-9 -0 oc clinched, 2 X 6 - 2 rows at 0 -9-0 oc 10) Hanger(s) or other connection device(s) clinched. shall be provided sufficient to support Bottom chords connected as follows: 2 X 6 - 2 concentrated load(s) 2210 Ib down and 1640 Ib on bottom chord. The rows at 0 -7 -0 oc clinched. u •. a{esigr eie iecttie n oftichpftnection device(s) is Webs connected as follows: 2 X 4 -1 row at • thegesUisigiI4 of ot�iiers. 0 -9 -0 oc clinched, 2 X 6 - 2 rows at 0-9-0 oc •. •. . • . • •• • • clinched. • 2) All loads are considered equally applied to all A • • plies, except if noted as front (F) or back (B) LOAD CASE(S) face in the LOAD CASE(S) section. Ply to p1%. Standard connections have been provided to distribute • •1• Incr a � L1>t�er InC(d'ast 33, Plate only loads noted as (F) or (B), unless othe444 : •Increase Lc d indicated. • • • • USlife�'[n Lr3ads (plf) • • • • • 3) Unbalanced roof live loads have been • Vert•t�4 =-9b, 45 = -9b, 5-641-90, 1- 13 = -20, considered for this design. Concentrated 4) Wind: ASCE 7 -05; 146mph (3- second gust);.. : Cted Loa ds (Ib) TCDL= 5.0psf; BCDL =5.0psf; h =16ft; Cat. II; • • Vert:9 2�1 O . • • Exp C; Kd 1.00; enclosed; C-C Interior(1); • • • • • • • • • cantilever left and right exposed ; Lumber ' •' " • • • DOL =1.33 plate grip DOL =1.00 Job ALLEGRA Truss HG4T Truss Type HIP Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:52:48 2009 Page 1 -1 -0-0 5-0-0 6 -8-0 11-8 -0 12 -8-0 I I 1 -0-0 5 -0-0 I 1-8-0 I 5 -0-0 11 -0-0 I Scale= 1:23.0 5x6 = 5x6 = 3.001-1T 3 4 3x6 = 2 3x6 = 5 1 8 = ME 2t 8 7 Io o 4 2 x 4 1 1 2x4 I I I 5 -0 -0 6-8-0 11 -8-0 5 -0 -0 I 1 -8-0 { 5 -0-0 I Plate Offsets (X,Y): [2:0- 7- 3,0 -1 -0], [5:0- 7- 3,0 -1 -0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI TC 0.72 BC 0.49 WB 0.15 (Matrix) DEFL in (Ioc) l/defl Ltd Vert(LL) 0.17 7 -8 >772 360 Vert(TL) -0.17 7 -8 >782 180 Horz(TL) 0.03 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 51 Ib LUMBER TOP CHORD 2 X 4 SYP No. 1D BOB CHORD 2 X 6 SYP 3D D 7 -11 = - 2715/2701 8) In the LOAD CASE(S) section, loads applied WEBS 2 X 4 SYP No.3 BOT CHORD to the face of the truss are noted as front (F) or BRACING 5-11 = - 2715/2701 back (B). TOP CHORD WEBS Structural wood sheathing directly applied or 3-8 = - 295/474 LOAD CASE(S) 3 -8-6 oc purlins. 4-7 = - 295/474 Standard BOT CHORD 1) Regular. Lumber Increase =1.33, Plate Rigid ceiling directly applied or 4-10 -4 oc bracing. NOTES Increase =1.00 Except: 1) Unbalanced roof live loads have been Uniform Loads (plf) 4-11 -0 oc bracing: 2 -8, 5 -7 considered for this design. Vert: 1-3=-90, 3- 4= 143(F = -52), 4-6=-90, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2) Wind: ASCE 7 -05; 146mph (3- second gust); 2-8=-20, 7-8=-32(F=-12), 5 -7=-20 TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Concentrated Loads (Ib) Exp C; Kd 1.00; partially; C-C Interior(1); Vert: 8_- 321(F) 7=- 321(F) cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 REACTIONS (Ib /size) 3) Provide adequate drainage to prevent water 2 = 1081/0 -1 -8 0-8 -0 ponding. 5 = 1081/0 -1-8 0 -8 -0 4) This truss has been designed for a 10.0 psf Max Uplift bottom chord live load nonconcurrent with any 2 = - 1261(LC 3) other live loads. 5 = - 1261(LC 3) 5) Provide mechanical connection (by others) 0 • • • • • • • • • truss to bearing plate capable of withstanding • • • FORCES (Ib) 1261 Ib uplift at joint 2 and 1261 Ib uplift at joint • • • • • Maximum Compression/Maximum Tension 5• .• ••. '. • • • •. TOP CHORD 6) This truss has been designed for a moving 1 -2 = 0/25 concentrated load of 200.0Ib live located at all 2 -3 = -2841/2951 mid panels and at all panel points along the,' • 'es j, R 1741 rill , f i i r' n . 0 2 6 3-4 = - 2747/2962 Bottom Chord, nonconcurrent with any other• • ; • • • • • • • 4-5 = - 2841/2951 live loads. .11 • . . . • 5-6 = 0/25 7) Hanger(s) or other connection device(s) s. all • 7 .Q fi 1 a 17/2009 BOT CHORD be provided sufficient to support concentrated , 2 -9 = - 2715/2701 loads) 321 Ib down and 359 lb up at 6 -8 -0, any.. Lo' l s t . l F 9. �` 8 -9 = - 2715/2701 321 Ib down and 359 Ib up at 5 -0 -0 on bottom • • • • • • • • • 8 -10 = - 2751/2747 chord. The design/selection of such connection, • . • •' • • • • • • 7 -10 = - 2751/2747 device(s) is the responsibility of others. • • • • • • • • • .. ... • • • ..• • • Job ALLEGRA Truss J1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL Truss Type MONO TRUSS Qty 6 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) -1-8 -4 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:51 2009 Page 1 1 -0-0 1-8-4 1 -0-0 Plate Offsets (X,Y): [1:0- 2- 4,0 -1 -0] 3x4 = 1 -0 -0 1 -0-0 Scale = 1:52 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.39 BC 0.32 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.00 2-4 >999 Vert(TL) -0.00 2-4 >999 Horz(TL) 0.00 3 n/a Ud 360 180 n/a PLATES GRIP MT20 244/190 Weight: 7 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 3 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2 = 4 = 3 = Max Harz 2 = Max Uplift 2 = 3 = Max Gray 2 = 4 = 3 = 312/0 -1 -8 0 -8 -0 9 /Mechanical -79 /Mechanical 120(LC 3) - 647(LC 3) -79(LC 1) 312(LC 1) 209(LC 6) 190(LC 3) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = 0/29 2 -3 = -49/58 BOT CHORD 2 -6 = 0/0 4-6 = 0/0 BOT CHORD 2 -6 = 0/0 4-6 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 647 Ib uplift at joint 2 and 79 Ib uplift at joint 3. 4) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • • •• ••• • • • • • •• • • • ••• •• • • • •• • • ,•• ,i.,(� 1� 4 :P9i� R •26026 •• • • • • • • • • • • • • • • 1 4Utl•1 /I7i2nn9 18 1411ftI rto4:1.i.3C:itFi1 • • Job ALLEGRA Truss J1T Trusscorp Int., 9590 NW 89 AVE, Medley, FL Truss Type MONO TRUSS Qty 4 Ply 1 -1 -0 -0 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:51 2009 Page 1 1 -0 -0 1 -0 -0 1-0-0 3x4 = 1 -0 -0 1 -0 -0 Scale = 1:5.3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.12 BC 0.32 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.00 2-4 >999 Vert(TL) -0.00 2-4 >999 Horz(TL) -0.00 3 n/a Ud 360 180 n/a PLATES GRIP MT20 244/190 Weight: 4 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 3 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2 = 4 = 3 = Max Horz 2 = Max Uplift 2 = 3 = Max Gray 2 = 4 = 3 = 168/0 -1-8 0-8-0 9 /Mechanical 3 /Mechanical 94(LC 3) - 337(LC 3) -17(LC 3) 262(LC 5) 209(LC 6) 3(LC 1) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = 0/14 2 -3 = -24/0 BOT CHORD 2 -5 = 0/0 4-5 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; partially; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bebring plate capable of withstanding 337 Ib uplift at joint 2 and 17 Ib uplift at joint 3. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • • •41 1190 •t• PilQEZ 42Y80'26 •• • • • • • • • '001,11 i li pri tlf,011 13145 • • • • • • • • • • • • • •••• • • • • • • • • • • • • • • • • • • •• •• • • • • •• • •• ••• • • • ••• • • r Job ALLEGRA Truss J3 Trusscorp Int., 9590 NW 89 AVE, Medley, FL -1 -8-4 1 -8-4 1 Truss Type MONO TRUSS Qty 5 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 1 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 3-0 -0 3-0 -0 1 Scale = 1:9.3 3x4 = 3-0-0 3-0 -0 Plate Offsets (X,Y): [1:0- 2- 4,0 -1 -0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007fTPI2002 CSI TC 0.52 BC 0.27 WB 0.00 (Matrix) DEFL in (loc) I /defl Vert(LL) -0.01 2-4 >999 Vert(TL) -0.02 2-4 >999 Horz(TL) -0.00 3 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 14 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D OTHERS 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 3-0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = Max Gray 3 = 2 = 4 = 53 /Mechanical 364/0 -1 -8 0 -8-0 25 /Mechanical 203(LC 3) -91(LC 3) - 677(LC 3) 53(LC 1) 364(LC 1) 225(LC 6) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = 0/33 2 -3 = -48/8 BOT CHORD 2 -6 = 0/0 4-6 = 0/0 BOT CHORD 2 -6 = 0/0 4-6 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. 0; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 3 and 677 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated Toad of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other • • live loads. • • • • • •• • • • • ••• • • •• ••• •• • • • •• LOAD CASE(S) Standard .. A.RMf,1111 ER4 I ERUi. P•E./6126 , :1.112 i- 4.111,4•91A;i1t/•17/2009 • • ••• • • 1111 SCI $3 tQ1 *111iliI FL. 33143 ••• • • • • • • • • • • • • • •• •• • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • Job ALLEGRA Truss J3A Truss Type MONO TRUSS Qty 1 Ply 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) r 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 3-0-0 3-0-0 3x4 = 3-0-0 3-0 -0 Scale = 1:7.7 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.22 BC 0.24 WB 0.00 (Matrix) DEFL in (loc) Vdefl Vert(LL) -0.01 1 -3 >999 Vert(TL) -0.02 1 -3 >999 Horz(TL) -0.00 2 n/a L/d 360 180 n/a PLATES GRIP MT20 244/190 Weight: 9 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1 = 2 = 3 = Max Horz 1 Max Uplift 1 = 2 = Max Gray 1 2 = 3 = 139/0 -1 -8 0 -8-0 113 /Mechanical 25 /Mechanical 127(LC 3) - 179(LC 3) - 228(LC 3) 263(LC 5) 113(LC 1) 225(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = -69/25 BOT CHORD 1-4 = 0/0 3-4 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 Ib uplift at joint 1 and 228 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • •• • • • • ••• • • 1:0114944 R. wiz Qays • . • • • • •.• • 1.2009 Sw 33 tOUR1 1 1AN1 FL 33145 ••• • • • • • • • • • • • • • •• •• • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • Job Truss •• • • • • Trusscorp Int., 9%90 NVy 89'AVE.l!i dtgy, FL. • • • ••• • • • • ••• -1 -0 -0 Truss Type MORIO TRUSS • Qty 4 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 3-0 -0 1 -0-0 • • • ••• •• •• • • • • • • • • • • • • • • • • • ••• ••• ••• • • • •••• • • •• • • • • • •• •• • • • •• ••• •• • • ••• • • • • •• • • • • • •• • • • • • ••• •;ir 3.001-1T 3-0-0 3x4 = 3-0 -0 3-0 -0 Scale = 1:7.8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.20 BC 0.27 WB 0.00 (Matrix) DEFL in (loc) Vdefl Lid Vert(LL) -0.01 2-4 >999 360 Vert(TL) -0.02 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 24.4/190 Weight: 11 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 3-0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = Max Gray 3 = 2 = 4 = 90 /Mechanical 266/0 -1-8 0-8-0 25 /Mechanical 193(LC 3) - 222(LC 3) - 498(LC 3) 90(LC 1) 305(LC 5) 225(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = 0/18 2 -3 = -68/18 BOT CHORD 2 -5 = 0/0 4-5 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; partially; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 Ib uplift at joint 3 and 498 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard AMOO R: PERE1 PE loon 9W -k31k 0ATE11/17/2009 MI;!il111tUUR HilMllFL33145 Job ALLEGRA • • • • • • Truss J5•• • • • • • •• • • • • Truss Type Il©NO TRUSS • Qty 5 Ply 1 Trusscorp Int., 8590 (SIN 88 AVM' Pealey, FZ • • ••• • • • • ••• -1-8 -4 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 5 -0-0 1 -8-4 • • • ••• • • •• •• • • • • • • • • • • • • • • • • ••• ••• • • • • • ••• • • • •• • • • • • • •• • • • •• ••• •• • • • • • • • • • • • • • •• • •• • • • • • ••• •• 2 3.00 12 5-0-0 3x4 5-0-0 Plate Offsets (X,Y): [1:0- 2- 4,0 -1 -0], [2:0- 1- 8,0 -1 -8] 5 -0 -0 Scale = 1:13.1 N N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.52 BC 0.53 WB 0.00 (Matrix) DEFL in (Ioc) I/defl Vert(LL) -0.07 2-4 >743 Vert(TL) -0.10 2-4 >522 Horz(TL) -0.00 3 n/a Ltd 360 180 n/a PLATES GRIP MT20 244/190 Weight 20 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D OTHERS 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 5 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = Max Gray 3 = 2 = 4 = 170 /Mechanical 447/0 -1 -8 0 -8-0 45 /Mechanical 292(LC 3) - 329(LC 3) - 762(LC 3) 170(LC 1) 447(LC 1) 245(LC 6) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = 0/33 2 -3 = -97/34 BOT CHORD 2-6 = 0/0 4-6 = 0/0 BOT CHORD 2 -6 = 0/0 4-6 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 Ib uplift at joint 3 and 762 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. LOAD CASE(S) Standard i RM /,RDO R. PEREZ PE 28026 786 - 255-4344 DATE11/17/2009 1811 SW 33 CQMR1411011 FL 33145 Job ALLEGRA • • •• •• • • • Truss ,6A• • • • • • • •• • • •• Truss Type MONO TRUSS • Trusscorp Int., X590 IIW tj9 AVM! Nlepley, • • • • • • • • • ••• Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 5-0 -0 • • • ••• •• •• • • • • • • • • • • • • • • • • • ••• ••• ••• • • • • • • • • • •• • • • • •• •• • • • •• ••• •• • • • • • • • • • • • • • • •• • • • • • ••• •• 5 -0-0 3.00 12 3x4 = 5 -0 -0 5 -0-0 Scale = 1:10.1 fV N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.70 BC 0.46 WB 0.00 (Matrix) DEFL in (loc) l/defl Vert(LL) -0.07 1 -3 >743 Vert(TL) -0.10 1 -3 >522 Horz(TL) -0.00 2 n/a Ud 360 180 n/a PLATES GRIP MT20 244/190 Weight: 15 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 5 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1 2 = 3 = Max Horz 1 Max Uplift 1 2 = Max Gray 1 2 = 3 = 249/0 -1-8 0-8-0 203 /Mechanical 45/Mechanical 215(LC 3) - 325(LC 3) - 406(LC 3) 313(LC 5) 203(LC 1) 245(LC 6) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1-2 = - 116/42 BOT CHORD 1-4 = 0/0 3-4 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 Ib uplift at joint 1 and 406 lb uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard at,i+100 R. PERU PE 28026 7P6-255 ---tM 04\111i/17/2009 n33145 Job ALLEGRA • • •• •• • • • Truss JSF• • • • • • • •• •• • Trusscorp Int., :590 F N Ayr? rezey, Truss Type •M ®NO TRUSS • • Qty 2 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) • • ••• • • • • ••• -1 -0-0 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 5-0 -0 • • •• •• • • • • • • ••• ••• 1 -0-0 • ••• • • • • • • • • • • • • • • • • •• • • • • • • ••• • • •• •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• 2 3.00 12 5 -0-0 Scale = 1:11.5 3x4 = 5 -0-0 5-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.74 BC 0.53 WB 0.00 (Matrix) DEFL in (loc) I /defl Vert(LL) -0.07 2-4 >743 Vert(TL) -0.10 2-4 >522 Horz(TL) -0.00 3 n/a Ud 360 180 n/a PLATES GRIP MT20 244/190 Weight 17 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3 = 190 /Mechanical 2 = 365/0 -1 -8 0-8 -0 4 = 45 /Mechanical Max Horz 2 = 299(LC 3) Max Uplift 3 = 2 = Max Gray 3 = 2 = 4 = - 460(LC 3) - 653(LC 3) 190(LC 1) 365(LC 1) 245(LC 6) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = 0/18 2-3 = - 132/39 BOT CHORD 2 -5 = 0/0 4-5 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. H; Exp C; Kd 1.00; partially; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 Ib uplift at joint 3 and 653 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard LRt4ANDO R. PEREZ PE 28026 786 - 255 -4344 DATE11/17/2009 1811 SW 33 COURT *MIAMI FL 33145 Job ALLEGRA • • •• •• • • • Truss J@ • • • • • • • • •• •• • Truss Type ENO TRUSS • • Qty 5 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int,1/590 Nyv 81 AVrIlleley, FI' • 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:52 2009 Page 1 • • ••• • • • • ••• -1 -8-4 5 -7 -0 1 -8-4 5 -7-0 • • • ••• • • •• •• • • • • • • • Scale = 1:13.9 • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• • 3.00 12 .•::::::: • • • • • • • • •• • • • • • ••• •• 2 2x4 II 1 1111°P'll 111.1 ...., Oil' '41114 3x4 = 5-7 -0 5 -7 -0 Plate Offsets (X,Y) [1:0- 2- 4,0 -1 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.11 2-4 >583 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) -0.16 2-4 >394 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 21 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BOT CHORD OTHERS 2 X 4 SYP No.2D 2 -6 = 0/0 BRACING 4-6 = 0/0 TOP CHORD Structural wood sheathing directly applied or NOTES 5-7 -0 oc purlins. 1) Wind: ASCE 7 -05; 146mph (3- second gust); BOT CHORD TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Rigid ceiling directly applied or 10 -0-0 oc bracing. Exp C; Kd 1.00; enclosed; C-C Interior(1); MiTek recommends that Stabilizers and cantilever left and right exposed ; Lumber required cross bracing be installed during DOL =1.33 plate grip DOL =1.00 truss erection, in accordance with Stabilizer 2) This truss has been designed for a 10.0 psf Installation guide. bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb /size) 3) Provide mechanical connection (by others) of 3 = 200/Mechanical truss to bearing plate capable of withstanding 2 = 476/0 -1 -8 0 -8 -0 183 Ib uplift at joint 3 and 617 Ib uplift at joint 2. 4 = 51 /Mechanical 4) This truss has been designed for a moving Max Horz concentrated load of 200.0Ib live located at all 2 = 214(LC 3) mid panels and at all panel points along the Max Uplift Bottom Chord, nonconcurrent with any other 3 = - 183(LC 3) live Toads. 2 = - 617(LC 3) Max Gray 3 = 1) LOAD CASE(S) ' R 14 2 = 476(LC 1) Standard A N U U k, O I R E/ f Mile FORCES (Ib) 4 i E 11 / 1 712 0 0 9 Maximum Compression /Maximum Tension 1811 SW 33 C Q U R 1 TOP CHORD MlAM � FL X314 5 1 -2 = 0/33 2 -3 = -67/40 BOT CHORD 2 -6 = 0/0 '4-6 = 0/0 Job ALLEGRA Truss • •Ji•• • • • •• •• • • • •• •• Trusscorp Int., 4590 MN AVt•ttectley, Ft Truss Type d MONO TRUSS • • • • ••• • • • • ••• -1-8 -4 1 -8-4 • • • ••• •• •• • • • • • • • • • • • • • • • • • • • • • ••• ••• ••• • •• • • • •• ••• Qty Ply VANDERBILT DEV - MOD: ALLEGRA 6 1 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:53 2009 Page 1 7 -0-0 • • • • •• • • • • •• • • • •• • • • • • ••• 2x4 11 2 •• • • • 3.00111 7 -0 -0 3x4 = 7 -0 -0 7 -0-0 Scale = 1:16.5 Plate Offsets (X,Y): [1:0- 2- 4,0 -1-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.61 BC 0.74 WB 0.00 (Matrix) DEFL in (loc) l/defl Vert(LL) -0.21 2-4 >378 Vert(TL) -0.33 2 -4 >235 Horz(TL) -0.00 3 n/a L/d 360 180 n/a PLATES GRIP MT20 244/190 Weight: 26 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.1 D OTHERS 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = Max Gray 3 = 2 = 4 = 270/Mechanical 547/0 -1 -8 0 -8 -0 65 /Mechanical 247(LC 3) - 261(LC 3) - 650(LC 3) 270(LC 1) 547(LC 1) 265(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = 0/33 2 -3 = -83/54 BOT CHORD 2 -6 = 0/0 -4-6 = 0/0 BOT CHORD 2 -6 = 0/0 4-6 = 0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 Ib uplift at joint 3 and 650 Ib uplift at joint 2. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard � RMA dtl R. B RCU P f AR921 786 - 255.444 OATE11/17/2009 1811 SW 33 CQURT *MIAMI FL 33145 Job ALLEGRA • • ••• Truss S4 • • • • • Truss Type •SRECIAL • Qty 2 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 1590 iN 8i AV€! re$ ley, Ft. : 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 16:08:23 2009 Page 1 • • ••• • • • • ••• -1 -8-8 -0-8 -8 3-6-8 7 -1 -0 7 -9-8 8-9-8 1 10 1 -0 -0 -8-8 3-6 -8 1 3-6 -8 1 0-8-8 1 1-0-0 • • • ••• • • •• •• • • • • • • • Scale = 1:20.9 • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• 4x6 = •• • • • •• •3.0.0 12•• 3 • • • • • • • • • •• • • • • ic6N• ••• . m= 5x6= 2 M-� 4 5 1 5x8 = d v • 8 2x4 I 4.001-1T 11 3-6 -8 7 -1 -0 • 6 2x4 C- 11 1 I 3-6 -8 3-6-8 Plate Offsets (X,Y): [2:0 -2- 15,0- 2 -10], [4:0 -2- 15,0 -2 -101 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.58 BC 0.34 WB 0.22 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.04 7 -8 >999 360 Vert(TL) -0.06 7 -8 >999 180 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 41 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS WEBS 2 X 4 SYP No.3 4-7 = - 699/677 BRACING 2 -7 = - 699/677 TOP CHORD Structural wood sheathing directly applied or NOTES 6 -0 -0 oc purlins, except end verticals. 1) Unbalanced roof live loads have been BOT CHORD considered for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 2) Wind: ASCE 7 -05; 146mph (3- second gust); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; partially; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) This truss has been designed for a 10.0 psf REACTIONS (Ib /size) bottom chord live Toad nonconcurrent with any 2 = 524/0 -1 -8 0-8 -0 other live Toads. 4 = 524/0 -1 -8 0 -8 -0 4) Provide mechanical connection (by others) of Max Uplift truss to bearing plate capable of withstanding 2 = - 942(LC 3) 942 Ib uplift at joint 2 and 942 Ib uplift at joint 4. 4 = - 942(LC 3) 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. FORCES (Ib) 6) This truss has been designed for a moving Maximum Compression /Maximum Tension concentrated Toad of 200.0Ib live located at all TOP CHORD mid panels and at all panel points along the 2 -8 = 0/234 Bottom Chord, nonconcurrent with any other 1 -2 = 0/36 live loads. f, R M I N J 0 R . P E R E Z PE 2 8 8 2 8 2 -3 = - 713/921 7) Gap between inside of top chord bearing and 3-4 = - 713/921 first diagonal or vertical web shall not exceed 4-5 = 0/36 0.500in. 786-255-4344 p A T 11 / 1 7 / 2 0 0 9 4-6 BO = 0/234 1811 SW 33 COURT.MIAMI FL 33145 LOAD CASE S 8-9 = -40/0 CASE( S) 8 -9 , 7 -9 = 0/40 Standard 7 -10 = -0/40 6 -10 = -40/0 • WEBS 3 -7 = 0/261 Job ALLEGRA • • • • • Truss ,S2 • • • • • • • • • • • • Truss Type SPECIAL • Qty 4 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9$90 NV 8$AVt,neley, Fl; • 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 16:08:23 2009 Page 1 • • ••• • • • • ••• -1 -8-8 -0-8 -8 3-6 -8 6-5-0 8-9 -8 10 1 -0-0 -8-8 3-6 -8 I 2 -10 -8 I 2-4-8 • • • ••• • • •• •• • • • • • • • Scale= 1:21.0 • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• 4x6 = •• • • • •• •3 12 •• • • • • • • • • • • • • • • • m6y•• •• .' �: 5x6 4 2. " -�� IN 1 5x8 = it 9 • II 8 2x4 • 6 2x4 4.001-1Y II 3-6 -8 6 -5 -0 3-6 -8 2 -10 -8 Plate Offsets (X,Y): [2:0- 3- 0,0- 2 -14], [4:0 -2- 11,0 -2 -11] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.95 BC 0.34 WB 0.17 (Matrix) DEFL in (loc) I/defl lid Vert(LL) -0.04 7 -8 >999 360 Vert(TL) -0.05 7 -8 >999 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS WEBS 2 X 4 SYP No.3 3-7 = 0/222 BRACING 4-7 = - 314/544 TOP CHORD Structural wood sheathing directly applied or NOTES 2 -2 -0 oc purlins, except end verticals. 1) Unbalanced roof live loads have been BOT CHORD considered for this design. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 2) Wind: ASCE 7 -05; 146mph (3- second gust); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; partially; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) This truss has been designed for a 10.0 psf REACTIONS (Ib /size) bottom chord live load nonconcurrent with any 2 = 468/0 -1 -8 0-8-0 other live loads. 4 = 567/0 -1 -8 0-8-0 4) Provide mechanical connection (by others) of Max Uplift truss to bearing plate capable of withstanding 2 = - 851(LC 3) 851 Ib uplift at joint 2 and 1068 Ib uplift at joint 4 = - 1068(LC 3) 4• 5) Beveled plate or shim required to provide full FORCES (Ib) bearing surface with truss chord at joint(s) 2, 4. Maximum Compression/Maximum Tension 6) This truss has been designed for a moving it (� (� n R R ERE/ P! 2E126 TOP CHORD concentrated load of 200.0Ib live located at all 2-8 = 0/234 mid panels and at all panel points along the 1 -2 = 0/36 Bottom Chord, nonconcurrent with any other 71111-25.444 Ott-it/11/2009 2 -3 = - 575/526 live loads. 3-4 = - 577/573 7) Gap between inside of top chord bearing anti .1 1 s 14 1' V�� If i,' I4 'A'� a f t 3 31 4 5 4-5 = 0/51 first diagonal or vertical web shall not exceed 4-6 = 0/227 0.500in. BOT CHORD 7-99 = -40/0 0/40 LOAD CASE(S) 7 -10 = 0/39 Standard 6 -10 = -39/0 'WEBS 2 -7 = - 314/543 Job ALLEGRA Truss TIi• • • • • • • •• •• eeeee Truss Type • • •COMMON •• •• • Trusscorp Int., 9.590 I �N 84: AV€ Me liey, • • ••• • • • • ••• -1 -0 -0 5 -10-0 1-0-0 5 -10-0 • • • ••• • • •• •• • • • • • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • ••• • • •• •• • • • •• ••• •• • • • • • • • • • • ••• • • • Fi'j• • Qty 2 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:54 2009 Page 1 11-8 -0 5x6 = 3 5 -10-0 12 -8 -0 1 -0 -0 Scale = 1:22.7 5 -10 -0 11 -8 -0 5 -10-0 5 -10 -0 To Io Plate Offsets (X,Y): [2:0- 6- 3,0 -1 -81, [3:0- 3 -0,0 -2 -121, [4:0- 6- 3,0 -1 -81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.55 BC 0.86 WB 0.11 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) - 0.08 4-6 >999 360 Vert(TL) - 0.15 4-6 >907 180 Horz(TL) 0.02 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5 -2 -9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOINTS 1 Brace at Jt(s): 6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2 = 4 = Max Uplift 2 = 4 = 708/0 -1 -8 0 -8 -0 708/0 -1 -8 0-8 -0 - 831(LC 3) - 831(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = 0/18 2 -3 = - 1410/1306 3-4 = - 1410/1306 4-5 = 0/18 BOT CHORD 2-7 = - 1123/1307 6 -7 = - 1123/1307 6 -8 = - 1123/1307 4-8 = - 1123/1307 'WEBS 3-6 = 0/328 WEBS 3-6 = 0/328 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; partially; C-C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 Ib uplift at joint 2 and 831 Ib uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. LOAD CASE(S) Standard AIMAP1btl g.o(O t tit 10015 786-255 -4344 041E11/17i7005 1811 SW 33 CRIIRI.MIAMI Fl 33145 Job ALLEGRA • •• • • • • Truss •T2T• • • • • • • • • •• •• • Trusscorp Int., 9':90 NV 8�',AVC',Medtey, Fl; • • ••• • • • • ••• 5 -10 -0 5-10 -0 • • • ••• • • •• •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• Truss Type € MMON • •• • • • •• ••• •• • • • • • t 0(!(1F • • ••• • • •' • •• • • • • • •• • • • • • ••• •• Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:54 2009 Page 1 11 -8-0 5 -10 -0 5x6 = Scale = 1:19.4 3x6 = 5 -10 -0 2x4 II 5-10 -0 1 3x6 = 11 -8-0 5 -10-0 c5 Plate Offsets (X,Y) [2:0- 3- 0,0 -3-1] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.60 BC 0.43 WB 0.11 (Matrix) DEFL in (Ioc) I/defl Vert(LL) 0.10 1-4 >999 Vert(TL) - 0.15 3-4 >884 Horz(TL) 0.02 3 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 37 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5 -1 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1 = 3 = Max Uplift 1 = 3 = 605/0 -1 -8 0 -8 -0 605/0 -1 -8 0 -8 -0 - 605(LC 3) - 605(LC 3) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = - 1469/1437 2 -3 = - 1469/1437 BOT CHORD 1 -5 = - 1295/1365 4-5 = - 1295/1365 4-6 = - 1295/1365 3-6 = - 1295/1365 WEBS 2-4 = - 13/333 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; partially; C-C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 605 Ib uplift at joint 1 and 605 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ii.R /.Noo a. MU PE /MI 786-255 -4344 IIAtE11 /17 /2009 1811 sW 3a ai i*Idibil FL 33145 Job ALLEGRA • Truss •V4•• Truss Type ¥LEY •• • • • Trusscorp Int., 9590 NCR/ 89AVEledley, FL: • • • • • •• •• • • • a • • • • • • ••• • • • • ••• 2 -0-0 2 -0-0 • • • ••• • • •• •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• •• • • • •• ••• •• • • • • • • • • • •• • • • • Qty 2 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:54 2009 Page 1 4-0 -0 2 -0 -0 Scale = 1:7.6 4-0 -0 4 -0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 0.90 Pit. Metal Increase 0.90. Lumber Increase 0.90 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.00 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP Weight: 9 Ib LUMBER BOT CHORD 2 X 6 SYP No.1D BRACING BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2 = 22/0 -1 -8 4-0 -0 1 = 22/0 -1-8 4-0-0 Max Gray 2 = 43(LC 2) 1 = 43(LC 2) FORCES (Ib) Maximum Compression/Maximum Tension BOT CHORD 1 -2 = 0/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. LOAD CASE(S) Standard /.RRtMi.t} NOHt 786-255 -4344 OATE11/17/1009 1811 SW 33 teUR1•MIAMI FL 33145 Job ALLEGRA Truss • •V44• • • • •• •• • • • •• •• Trusscorp Int., 95901WV 8� AV pMec�ley F� • • ••• • • • • I • • • ••• • • •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • ••• ••• ••• • • •• Truss Type •V ALLEY • • • • ••• Qty Ply VANDERBILT DEV - MOD: ALLEGRA 1 1 Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 1715:42:55 2009 Page 1 4-0-0 •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •••I ) 4-0 -0 3.00F1/ 2x4 11 2 vvv.-.-.-.-.-...-.-. v.-.-.- vv.-.-.- v.'.- v.-.-.-.-.-.-.- vvv.- v.-.-.-.-.- vvv.. vv- v.-.-.-.-.-.'.-.' vvvvvvvv.- v.-.-.-.-.-.-.-.-.-.- vvvv.-.-.-r.- vvvv.-.-.-.-.-.-.. v.-.-.-vvv.-.•v. a.-.-.-.-. :..................................................................................... ............................... .::.;.•:.❖.❖:.• i ::•. ❖. ❖i:•.:: ❖:.0:::: ❖:.'0.:::: �:.'. i❖:::.:❖.:❖.❖.:•:::.❖..'.•::..::.•:.::❖.❖.❖:.•::.': .'.::::: ❖.'.•:.•:.:'.:'.:: ❖:::. .::.•.::❖.❖:.:❖.•. •.:•O.•. ❖. ❖. ❖..•.. ❖. ❖::.: ❖. ❖.:. �.::•. � . ❖.: ❖.•• ❖.•.:•:.. � i•.'.: ❖. ❖. ❖. ❖. ❖.•. ❖. ❖. ❖.•:.:•.'.'.'.• i :: ❖. ❖:::.:•:.':.. ❖.:•.. ❖. .......::❖.❖.:.❖. ❖.•.•.:. ❖. ❖. ❖. ❖. ❖. ❖. ❖. ❖.•..: ❖.❖ .• .❖.❖.•.::❖.❖.❖.❖.:.•.:.❖.❖.❖.❖.❖.❖.•.•.❖.❖.•.'.•.::• .:. ❖. ❖. ❖. ❖. ❖.::..: ❖. ❖.•.:....:. 3x4 4-0 -0 2x4 11 3 4 -0-0 Scale = 1:7.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber lncrease 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.24 BC 0.25 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 3 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 11 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1 3 = Max Horz 1 Max Uplift 1 3 = Max Gray 1 3 = 147/0 -1 -8 4-0 -0 147/0 -1 -8 4-0-0 118(LC 3) - 194(LC 3) - 224(LC 3) 267(LC 5) 267(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = -63/23 2 -3 = - 120/237 BOT CHORD 1-4 = -0/0 3-4 = -0/0 NOTES 1) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 Ib uplift at joint 1 and 224 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom. Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ARMAMtra to. WO Of Mq0 786-255 -4344 Di E11 /17/2009 1812 13 EF ➢1JR1 *MIAMI FL 33145 Job ALLEGRA • • •• •• • • • Truss V4B• • • • • • •• •• •• • • • • • Truss Type •\i,4LLEY • • Trusscorp Int., /590 iv 8: AV !Ij9leQley, FL • • ••• • • • • ••• -1 -1 -0 1 -1 -0 • • • ••• • • • •• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • ••• ••• ••• • • •• • •• • •I • •• ••• •• • ••• I• • • • •• • • • • • •• • • • •1 ••• • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 2 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:55 2009 Page 1 3x4 3.00 12 3-9 -4 3-9-4 3 5 2x4 II ... • . •. •....... ❖. ❖.. e ❖. ❖. ❖. ❖. ❖. e 2 ❖. ❖. ❖. ❖. ❖. ❖. ❖. ❖. ❖. •. e •. 3-9-4 4 3x4 = 3-9-4 Scale = 1:14.2 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.32 BC 0.34 WB 0.09 (Matrix) DEFL in (loc) Vert(LL) 0.00 1 Vert(TL) 0.01 1 Horz(TL) -0.00 4 I/defl n/r n/r n/a Lid 180 80 n/a PLATES GRIP MT20 244/190 Weight 22 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10 -4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4 = 5 = Max Horz 5 = Max Uplift 4 = 5 = Max Gray 4 = 5 = 177/0 -1-8 3-9-4 299/0 -1 -8 3-9-4 352(LC 3) - 355(LC 3) - 395(LC 3) 282(LC 6) 323(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 3-4 = - 142/276 1-2 = 0/23 2 -3 = -75/27 2 -5 = - 265/412 BOT CHORD 5-6 = -280/0 4-6 = -280/0 WEBS 2-4 = 0/296 WEBS 2-4 = 0/296 NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL =1.33 plate grip DOL =1.00 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 Ib uplift at joint 4 and 395 Ib uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard k,RMANDQ R. PEREZ PE 28026 786 - 255 -4344 DATE11/17/2009 1811 SW 33 CDURT•MIAMI FL 33145 Job ALLEGRA Truss Truss Type V6•• • • • • Trusscorp Int., 9 i9t N:V 89'AV4,•hiedley!Fli • • • • • • • • • • ••• • • • • ••• • • •• •• • • •• •• y0y,.LEY • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:55 2009 Page 1 5-8 -8 6 -0 -0 • ••• • • • • • • • • • • • • • • • • • • • • • • •• • • • • e • ••• • • •• •• • • • •• ••• •• • • ••• • • • • •• • • • • • •• • • • • • ••• •• 5 -8 -8 0 -3-8 Scale 1:11.3 3.00 12 2x4 11 3x4 6 -0 -0 2x4 11 3 6 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.72 BC 0.48 WB 0.00 (Matrix) DEFL in (Ioc) I/defl Vert(LL) n/a - Vert(TL) n/a - Horz(TL) 0.00 n/a n/a n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 18 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1 3 = Max Horz 1 Max Uplift 1 3 = Max Gray 1 3 = 257/0 -1 -8 6 -0 -0 257/0 -1 -8 6 -0 -0 202(LC 3) - 332(LC 3) - 382(LC 3) 317(LC 5) 317(LC 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = - 109/41 2 -3 = - 210/405 BOT CHORD 1-4 = 0/0 3-4 = 0/0 NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 1 and 382 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rth;ADO t. PERE/ PE 28026 186 -2Si -1344 DIdE11/17/2009 4$1'4 £9V 33 COURT•MIAMI FL 33145 Job ALLEGRA • • •• •• • • • Truss V8•• • • • • • • •• •• • Truss Type *VALLEY • • Trusscorp Int., 2590 I N 8: AVV!Iret ey, F�. • • • ••• • • • • ••• 4 -0-0 Qty 2 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:55 2009 Page 1 8 -0-0 • • • ••• •• •• • • • • • • • • • • • • • • • • • • • ••• ••• ••• • 4 -0 -0 • • • • • • • • •• • • • • •• •• • • • •• ••• ••3.00 Fly • • • • • • • • • • ••• • • • • •• • • • • • • • • • • • • • •• • • • • • ••• •• 4-0 -0 3x6 = 3 Scale = 1:14.9 ' � J� O�'OO�D'� � J� � O� O�•O� �'� � �'O 4 000OON'O� � O� J�'� � � � � � � J� �4'�'OOJO� OOH J� � OO�'J� � 00� �'OOJ� � � OOJ� �'i � � � � � O� O� � O� � OOO� O� �4.00� � � � � � a Vwc.: �OODOOO.V.W.W.ViV.ViVOJOJ00000NN iiI'AM000. i i i�� i1':+:WA00AMiW0J.ViVAMOVAOtoW.i0V0 d0V.0iV.V.VJO.00W.W0WOOWW 3x4 8-0 -0 3x4 8 -0 -0 Plate Offsets (X,Y) [2:0- 3- 0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.37 BC 0.63 WB 0.00 (Matrix) DEFL in (Ioc) I /defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) -0.01 3 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 21 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7 -2 -14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1 = 3 = Max Uplift 1 = 3 = Max Gray 1 3 = 310/0 -1 -8 8 -0 -0 310/0 -1 -8 8-0 -0 - 397(LC 3) - 397(LC 3) 341(LC 7) 341(LC 8) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -2 = - 547/880 2 -3 = - 547/880 BOT CHORD 1-4 = - 794/507 3-4 = - 794/507 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 Ib uplift at joint 1 and 397 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard P.RMANO6 R. PEREZ PE 28026 786 - 255 -4344 DATE11 /17/2009 1811 SW 33 COURT *MIAMI FL 33145 Job ALLEGRA Truss V.10 • ••• • • •• •• • • • • • • • • • • • Truss Type VALIiEY• • • • •• • • • • Trusscorp Int., 9590 NW89 AVE, Medle ,•FL • • • • • ••• • • • • ••• 1 -1 -1-0 I 4-2-0 1 -1 -0 4 -2 -0 • •• • •• • • • • • • • ••• ••• • ••• • • • • • • • • • • ••• • 3.00 Fir Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:55 2009 Page 1 • • • • • • • • •• • • • • •• •• • • • •• ••• • • • 3x4 2 •• • • • • 1 8-4-0 4x6 = 4-2 -0 9-5-0 2x4 II 4 1 -1 -0 1 Scale = 1:17.2 5 ' ..'v.-v.'v.-.K.-.-.K.'.' X. X.-.-.'.-;iV;'.'.-.'.'.' a.-.- vv v.' voa..'.'.'.'.-.-.- r.;i tX.- vv.- vv%∎•;•' v.'.-.-•-.'.K..- vvv.- a.- ...X.X.'..w...'.'.X.K.K.,;9-.'. :•:':•::• :::❖❖::❖.❖.❖:'.::❖::::.'::: •. ❖. ❖::::•..: ❖❖:::• ❖❖.❖.❖.•.:: • ❖ ❖ ❖ ❖•:•::•:::•:'. 8 2x4 II 3x6 = 7 8-4 -0 2x4 11 6 8-4-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.43 BC 0.31 WB 0.13 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.00 4 n/r Vert(TL) 0.02 5 n/r Horz(TL) 0.00 6 n/a Lid 180 80 n/a PLATES GRIP MT20 244/190 Weight 39 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 8 = 6 = 7 = Max Uplift 8 = 6 = 7 = Max Gray 8 = 6 = 7 = 317/0-1-8 8-4-0 317/0-1-8 8-4-0 438/0 -1 -8 8-4-0 - 568(LC 3) - 568(LC 3) - 396(LC 3) 326(LC 8) 326(LC 10) 438(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 2-8 = - 287/583 1 -2 = 0/23 2 -3 = - 47/212 3-4 = - 47/212 4-5 = 0/23 4-6 = - 287/583 •BOT CHORD 8-9 = -0/61 BOT CHORD 7 -9 = -0/61 7 -10 = 0/61 6-10 = 0/61 WEBS 3-7 = - 337/446 2 -7 = 0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.00 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 568 Ib uplift at joint 8, 568 Ib uplift at joint 6 and 396 lb uplift at joint 7. MAIM IL PEKE/ PE 26626 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the 786-255-4344 0 A E E 1 1 / 1 7 / 2 0 0 9 Bottom Chord, nonconcurrent with any other live loads. 1811 SW 33 CUURT *MIAMI FL 33145 LOAD CASE(S) Standard Job ALLEGRA Truss '310A • • • • • • • • • • • • • • • • • • Truss Type VALLEY• • • • • • • • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp • Int., 9590 NW:89 AVE, flaedle'!PL . • • 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:56 2009 • • ••• • • • • ••• -1 -1.0 8-4-0 9-5 -0 I 4-2-0 Page 1 = 1:18.8 1 -1 -0 1 I • •• • • • ••• • 2 2x4 •• ••• •• ex4 • • 4-2-0 • • ••• • • • • • • • • • • • • • • • • • • •• • • • • • • • •mo 1t • •• • • • •• ••• a • • • • • • • • • ••• •• I 4x6 = 3 4-2-0 2x4 4 • • I 1 -1 -0 I Scale I I 8 7 11 3x4 = 8-4-0 6 2x4 11 8-4 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.44 BC 0.31 WB 0.13 (Matrix) DEFL in (loc) Udefl Vert(LL) 0.00 4 n/r Vert(TL) 0.02 5 n/r Horz(TL) 0.00 6 n/a Lid 180 80 n/a PLATES GRIP MT20 244/190 Weight 42 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 7 -9 = -0/90 7 -10 = 0 /90 6 -10 = 0/90 WEBS 3-7 = - 337/432 2 -7 = -0 /0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.00 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 575 Ib uplift at joint 8, 575 Ib uplift at joint 6 and 382 Ib uplift at joint 7. 6 This truss has been designed fora moving '1 - U , concentrated load of 200.0Ib live located at all Z Droll, nr mid panels and at all panel points along the 7 9 6- 2 5 5_ 6 3 p T E 1 Bottom Chord, nonconcurrent with any other i / 1 7 / 1 p p g live loads. 1 @il S 33 CUURT+� I A M I f 1 3 31 4 5 LOAD CASE (S) � ) Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 8 = 317 /0 -1-8 8-4-0 6 = 317/0 -1 -8 8-4-0 7 = 438/0 -1 -8 8-40 Max Uplift 8 = - 575(LC 3) 6 = - 575(LC 3) 7 = - 382(LC 3) Max Gray 8 = 326(LC 8) 6 = 326(LC 10) 7 = 438(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 2 -8 = - 287 /590 1 -2 = 0/23 2 -3 =- 47/242 3-4 = 2 4-5 = 0/-47/242 0 /23 3 4-6 = - 287/590 BOT CHORD 8 -9 = -0/90 Job ALLEGRA Truss WIOB • •• •• • • • ••• • • • • • • • • . . Trusscorp Int., 9590 NW:89 A \E, P�edleg, l -1 -1 -0 1 -1 -0 • • ••• • • • Truss Type VALLEY. •• • •• • • • • • • • • • ••• 4-2 -0 Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 1715:42:56 2009 Page 1 4-2 -0 • • • ••• • • •• •• • • • • • • • • • • • • • • • • • • • • • •• • ••• ••• • ••8.00 • ••• •• • •• • • • •3x4 i• • • 2 • • • • •• ••• • • •• •• • • • • • • • • • ••• •• 8-4-0 4-2 -0 9-5 -0 1 -1 -0 Scale = 1:19.3 4x6 = 2x4 11 4 5 ttO.•. ❖. ❖.•. •o. ❖.•.. ❖. ❖. ❖.❖. ❖.❖O.•.O.. ❖. ❖.•. ❖..•.❖. ❖:..: ❖:. ❖.❖.•00P. ❖.•* .4...0. ❖.•O. ❖. ❖4.•0000. ❖.•O.❖.•. •...❖ !. ii!�.1. i . J.: Sila. 1. 1. lQ.!. 1. 1. il.!.: 1. 1. Si3i!.! .!QQ.!.i!.l.Si!.i4:il.!.!.!!.!. ii!.2.i1. ii!.i!.li!.!.S!!ai4!.!.ill. i :il.: i iilil.!.11i! 8 2x4 11 3x4 = 7 8-4 -0 6 2x4 II 8-4-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.44 BC 0.31 WB 0.13 (Matrix) DEFL in (loc) Vert(LL) 0.00 4 Vert(TL) 0.02 5 Horz(TL) 0.00 6 I/defl n/r n/r n/a L/d 180 80 nta PLATES GRIP MT20 244/190 Weight: 42 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 8 = 6 = 7 = Max Uplift 8 = 6 = 7 = Max Gray 8 = 6 = 7 = 317/0 -1 -8 8-4-0 317/0 -1-8 8-4-0 438/0 -1 -8 8-4-0 - 577(LC 3) - 577(LC 3) - 378(LC 3) 326(LC 8) 326(LC 10) 438(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 2 -8 = - 287/592 1 -2 = 0/23 2 -3 = - 47/249 3-4 = - 47/249 4-5 = 0/23 4-6 = - 287/592 BOT CHORD 8-9 = -0/97 BOT CHORD 7 -9 = -0/97 7 -10 = 0/97 6-10 = 0/97 WEBS 3-7 = - 337/428 2 -7 = -0/0 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.00 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 Ib uplift at joint 8, 577 Ib uplift at joint 6 and 378 Ib uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ARMAND @ R. ?ECU PE 28076 7135-255-4344 DATE11/17/2009 SW 33 CDURT.MIAMI FL 33145 Job ALLEGRA Truss V11 • •• •• • • • ••• • • • • • • • • • • Trusscorp Int., 9590 NV't89 ArE, edlt!gL; 1 • • ••• • • • 5 -3-0 Truss Type VALkE1t • • • •• • • • • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) • • • • • • • 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:56 2009 Page 1 11 -3-0 5-3-0 • • • ••• •• •• • • • • • • • • • • • • • • • • • ••• ••• ••• • • • • • • • • • •• • • • • •• •• • • • ••• •• • • • i•�xil �4 • • • • ••• • • • • ••• • • • • • 6 -0 -0 4x8= 3 Scale = 1:18.4 3x8 4 2x4 11 11 -3-0 3x8 11 -3 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.38 BC 0.24 WB 0.21 (Matrix) DEFL in (Ioc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 3 n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight 33 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1 = 3 = 4 = Max Uplift 1 = 3 = 4 = Max Gray 1 = 3 = 4 = 204/0 -1- 811 -3 -0 204/0 -1- 811 -3-0 651/0 -1 -8 11 -3-0 - 243(LC 3) - 243(LC 3) - 740(LC 3) 292(LC 8) 292(LC 10) 651(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = -67/71 2 -3 = -67/71 BOT CHORD 1 -5 = 0/22 4-5 = 0/22 4-6 = 0/22 3-6 = 0/22 BOT CHORD 1 -5 = 0/22 4-5 = 0/22 4-6 = 0/22 3-6 = 0/22 WEBS 2-4 = - 487/704 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24.3 Ib uplift at joint 1, 243 Ib uplift at joint 3 and 740 Ib uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard /,.RMAIM t. PER1E7 PE 28626 786-255 -4344 DATE11/17/2009 1811 SW 33 COURT *MIAMI FL 33145 Job ALLEGRA Truss V42 • • • • • • • • • • • • Truss Type •VALLEY• • • • • • • • • • • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9590 NW 89 Al, Me dlet F:. 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:56 2009 Page : • • ••• • • • • ••• 4-0 -0 10 -2 -0 12 -7 -8 1 4-0-0 • • • ••• • • • • • • • • • • • • • • • • • • ••• ••• ••• • 0°1.344- • • •• • • • • • • •• • • • • • • • W '2 Aide l 1 6 -2-0 • • • • • • • • •• • • • • •• • _ • •• 54= • • • 3 • 2 -5 -8 Scale = tm.7 • �M ... ........................................................................................................ ............................... 6 5 3x4 0 2x4 II 2x4 11 3x4 = 12 -7 -8 12 -7 -8 Plate Offsets (X,Y) [2:0- 3- 4,0- 2 -14], [3:0- 3 -1,0 -2 -151 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress lncr YES Code FBC2007/TPI2002 CSI TC 0.53 BC 0.28 WB 0.21 (Matrix) DEFL in (loc) I /deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 37 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7) This truss has been designed fora moving TOP CHORD concentrated load of 200.0Ib live located at all 1 -2 = -75/83 mid panels and at all panel points along the 2 -3 = 0/31 Bottom Chord, nonconcurrent with any other 3-4 = -75/73 live loads. BOT CHORD 1 -7 = -57/71 6 -7 = -57/71 LOAD CASES) 6-8 = -31/84 Standard 5 -8 = -31/84 5 -9 = -57 /72 4-9 = -57/72 WEBS 2 -6 = - 491/697 3-5 = - 491/696 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; Exp C; Kd 1.00; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 3) Provide adequate drainage to prevent water ponding. ARMARDD 'R, th.IRE2 PE 26626 4) Gable requires continuous bottom chord bearing. 766-255-4344 0ATE11 /1 7/2009 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 1811 SW 33 C Q U B t M I A M l FL 33145 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 1, 50 Ib uplift at joint 4, 625 Ib uplift at joint 6 and 615 Ib uplift at joint 5. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1 = 72/0 -1- 812 -7 -8 4 = 1 2 -78 6 = 577/0-1-8 12 -7 -8 5 = 569/0 -1- 812 -7 -8 Max Uplift 1 = -85(LC 3) 4 = -50(LC 3) 6 = - 625(LC 3) 5 = - 615(LC 3) Max Gray 1 = 4 = 218(LC 2) 6 = 581(LC 4) 5 = 576(LC 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 -2 = -75/83 2 -3 = 0/31 '3-4 = -75 /73 Job ALLEGRA Truss •• 6:. • : • • • • • • i Truss Type IA�li�El• • • • • • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9590 N1M.89 A'IE, *diet,*It. ; : : 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:57 2009 Page 1 • • ••• • • • • ••• 8-0-0 13-3 -0 8-0-0 5 -3-0 • • • ••• • • •• •• • • • • • • • Scale = 1:21.7 • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• 6x8 = •• • • • •• ••• •• 2 3.00 12 • • • • • • A - • •• • • • • • ••• •• I NI Ill 3x8 5 4 2x4 II 3x6 II 13-3 -0 13-3 -0 Plate Offsets (X,Y): [4:0- 3- 8,0 -1 -8] LOADING (psf) SPACING 2-0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 41 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D TOP CHORD WEBS 2 X 6 SYP No.1 D *Except* 3-4 = - 272/304 LOAD CASE(S) W1: 2 X 4 SYP No.3 2 -3 = - 285/206 Standard BRACING 1 -2 = - 249/187 TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1 -6 = - 123/225 6 -0 -0 oc purlins, except end verticals. 5-6 = - 123/225 BOT CHORD 5 -7 = - 123/225 Rigid ceiling directly applied or 6-0 -0 oc bracing. 4-7 = - 123/225 MiTek recommends that Stabilizers and WEBS required cross bracing be installed during 2-5 = - 559/781 truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been REACTIONS (Ib /size) considered for this design. 4 = 216/0 -1 -8 13-3 -0 2) Wind: ASCE 7 -05; 146mph (3- second gust); 1 = 331/0 -1 -8 13 -3-0 TCDL= 5.0psf; BCDL =5.0psf; h =16ft; Cat. II; 5 = 755/0 -1 -8 13-3 -0 Exp C; Kd 1.00; enclosed; C -C Exterior(2); Max Horz cantilever left and right exposed ; Lumber 1 = 63(LC 3) DOL =1.33 plate grip DOL =1.00 Max Uplift 3) Gable requires continuous bottom chord 4 = - 248(LC 3) bearing. 1 = -369 LC 3 4) This truss has been designed fora 10.0 psf 5 = - 809(LC 3) bottom chord live load nonconcurrent with any A R M A 1J 12 R. P E R E Z PE 28026 Max Gray other live loads. 4 = 298(LC 10) 5) Provide mechanical connection (by others) of 766-2 rJ 5— fb O,is 11/1 2009 truss to bearing plate capable of withstanding 5 = 55( LC 18) 248 Ib uplift at joint 4, 369 Ib uplift at joint 1 and 809 lb uplift at joint 5. 1811 33 CQCRT MIAMI FL 33145 FORCES (Ib) 6) This truss has been designed for a moving Maximum Compression/Maximum Tension concentrated load of 200.OIb live located at all TOP CHORD mid panels and at all panel points along the 3-4 = - 272/304 Bottom Chord, nonconcurrent with any other 2 -3 = - 285/206 live loads. ` 1 -2 = - 249/187 Job ALLEGRA Truss V34 • • • • • •• •• • • • Truss Type • • • •Y • •. •• •• • Qty 1 Ply 1 VANDERBILT DEV - MOD: ALLEGRA Job Reference (optional) Trusscorp Int., 9590 NW $9 AVg, Mgdley: Ffs • • s 7.140 s Aug 17 2009 MiTek Industries, Inc. Tue Nov 17 15:42:57 2009 Page 1 • • ••• • • • • ••• 8-0 -0 10 -2 -0 14-7 -8 8-0 -0 2 -2 -0 4-5 -8 • • • ••• • • •• •• • • • • • • • Scale= 1:24.4 • • • • • • • • • • • •• • • • • • • • • ••• ••• ••• • • •• 7x6 11 4x6 = • •• •• • • • •• _e• •• 2 • • • • • 3 1•• • ••• • • • • • • • • •• • • • • • ••• •• • /w, m� 3x4 ; 4 wft ,j •.. *:; :• :..-.-.-vv. .:;: -.-.-v.•.•.-.-.-vrc.-.-.-.-.•v. v.- v.-.-.-.-.-.-•-rv..- v.-. -v.-.-r.-v.;.;.-vrvv.-v.-.•...0 ..-.-.-vv.•.-.•.-•-••v.v vvvvvvvvv.-vvv.-.-rvvv.-.•.•• •,•.• -.-.-a.-r.-r.-.-.-.-r.-v.-.- ..:. :'.'.: O❖.❖.❖.❖. :.::::•. ❖. ❖. ❖.:...•:. ❖. ❖. ❖.•.:• :.::• :•.::❖.:........................::❖.❖.❖.::•.:::':.❖.: ::•. ❖.:::::::: ❖. ❖. ❖. ❖. ❖. ❖.•.:.• ..• .:..• 3x6: 7 6 5 2 x 4 1 1 2x4 II 2x4 II 14 -7 -8 14 -7 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 48 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D 7) This truss has been designed for a moving BOT CHORD 2 X 4 SYP No.2D TOP CHORD WEBS 2 X 4 SYP No.3 °Except"' 2 -3 = - 201 /342 concentrated load of 200.OIb live located at all W2: 2 X 6 SYP No.1 D 3-4 = - 254/300 mid panels and at all panel points along the BRACING 4-5 = - 257/366 Bottom Chord, nonconcurrent with any other TOP CHORD BOT CHORD live loads. Structural wood sheathing directly applied or 1 -8 = - 257/234 6-0-0 oc purlins, except end verticals. 7 -8 = - 257/234 BOT CHORD 7 -9 = - 198/201 LOAD CASE(S) Rigid ceiling directly applied or 10 -0-0 oc bracing. 6 -9 = - 198/201 Standard MiTek recommends that Stabilizers and 6-10 = - 207/201 required cross bracing be installed during 5 -10 = - 207/201 truss erection, in accordance with Stabilizer WEBS Installation guide. 2 -7 = - 564/699 3-6 = - 223/116 REACTIONS (lb /size) NOTES 1 = 298/0 814 -1- -7-8 1 Unbalanced roof live loads have been 5 = 298/0-1-8 1) 5 7 = 717/0 -1- 814 -7 -8 considered for this design. 6 = 75/0 -1 -8 14-7 -8 2) Wind: ASCE 7 -05; 146mph (3- second gust); Max Horz TCDL= 5.0psf; BCDL= 5.0psf; h =16ft; Cat. II; 1 = 88(LC 3) Exp C; Kd 1.00; enclosed; C -C Exterior(2); Max Uplift cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.00 5 = - 330(LC 3) 3) Provide adequate drainage to prevent water A R M A N D O ,R. e E R E 2 PE 28826 7 = - 756(LC 3) ponding. 6 = -110 ( LC 6 ) 4) Gable requires continuous bottom chord 78._ Max Gray bearing. 2 5_ f 1 1 1 2 0 0 9 1 = 365 LC 9) 5) This truss has been designed for a 10.0 psf 5 = 337(LC 12) bottom chord live load nonconcurrent with ang a 1 1 SW 33 C O U R T . M I A M I F L 3 3 1 b 5 7 = 775(LC 4) other live loads. 6 = 242(LC 5) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding FORCES (Ib) 387 lb uplift at joint 1, 330 Ib uplift at joint 5, 756 Maximum Compression /Maximum Tension Ib uplift at joint 7 and 110 Ib uplift at joint 6. TOP CHORD 1-2 = - 309/297 HUS26 PRODUCT CODE JOIST GAUGE_ DIMENSIONS FASTENERS DESIGN LOAD W H D A HEADER JOIST 16d 16d J1975 T HUS175 1- 3/4x5 - 1/2x7 -1/4 16 1 -13/16 5 -3/8 3 2 (14)16d (6)16d ' 3000 HUS177 1- 314x7- 1/4- 11 -1/4 16 1 -13/16 7 -1/8 3 2 (22)16d (8)16d 4025 1800 14US179 1- 3/4x9- 1/4 -14 16 1 -13/16 9 -1/8 3 2 (30)16d (10)16d 4580 3210 HUS26 2 x 6 -8 16 1 -5/8 5 -7/16 3 2 (14)16d (6)16d 3000 1975 HUS28 2 x 8 -10 16 • 1 -5/8 7 -3/16 3 2 (22)16d (8)16d 405 1800 HUS210 2. x 10 -12 16 3 -5/8 9 -3/16 • 3 P (30)16d (1Q)16d 4580 3210 HUS410 4 x 10 -12 14 3 -5/8 8 -7/8 • 2 1 (8)16d (8)16d P3PO 1696 HUS412 4 x 12 -14 14 3-5/8 10 -7/8 2 1 (10)16d . (10)16d 3000 2665. HUS46 4 x 6 -8 14 3 -5/8 5 '2 1_ (4)16d (4)16d 1080 1015 HUS48 4 x 8 -10 14 3 -5/8 7 2 1 (6)16d (6)16d. 1800E 1550 HUS26 -2 (2) 2 x 6 -8 14 3 -1/8 5 -1/4 2 1 (4)16d (4)16d 1080 1015 HUS26 -3 (3) 2 x 6 -8 14 4 -5/8 4 -1/2 2 1 (4)16d (4)16d 1080 ` 1075 HUS28 -2 (2) 2 x 8 -10 14 3 -1/8 7 -1/8 2 1 (6)16d (6)16d 1800 1550 HU528 -3 (3) 2 x 8-10 14 4 -5/8 6 -3/8 2 1 (6)16d (6)16d 1800 1550 HUS210 -2 (2) 2 x 10 -12 14 3 -1/8 9 -1 /8,S 2 1 (8)16d (8)16d 2320. 1695 HUS210 -3 (3) 2 x 10 -12 . 14 4 -5/8 8 -3/8 2 1 (8)16d (8)16d 2320 1695 HUS212 -2 (2) 2 x 12 -14 14 3 -1/8 11 -1/8 2 1 (10)16d (10)16d 3900 2665 HUS212 -3 (3)' 2 x 12 -14 14 • 4 -5/8 10 -3/8 2 1 (10)164 (10)16d 3000 2665 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001. EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 197.. OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION.FACTOR OF 607. FOR VINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. • • • • • • • • 1,• • n • 1111• 1 • 11 00 00 • • • 1111 • • • •• • * • � • • •••• • • •• • 00 • • • 0000 HUS212 -3 Appnwed as oeinpiying rnak *be WW1 3 1 Cam Miami ••• • • • ••• •••, ••• • UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, I0ITGOMERY, 101. 56069 PHUNE 1507) 364 -7333 NAME= HUS SERIES DATE' 09 -01 -06 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 SHEET' 1 OF 3 DRAWING N0. . MD 09 -06 MDADE ••• • • • •• • • •• • •• • •• ••• • • •. • • 1100 • • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI -DARE COUNTY, FLORIDA METRO -DADB FLAMER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) United Steel Products Company. 14305 South Cross Drive Burnsville, MN 55306 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 (AEI). 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 AEI (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: HUS, THD & THDH Series Wood Connectors. APPROVAL DOCUMENT: Drawing No. MD09 -06, titled "HUS Series ", "THD Series ", & "THDH Series" sheets 1 through 3, dated 09 /01/06, prepared by United Steel Products Company signed and sealed by R. W. Lutz, P.E, bearing the Miami Dade County Product Control Revision stamp with the Notice of Acceptance (NOA) 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 ", 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 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 beavailable for inracticnattke job site at the request of the Building Official. This NOA couldsisi th p�ge evidencrpage E -1, E-2 & approval document mentioned above. The submittei.iapu meetoticnWa3 jvityv d by Jaime D. Gascon, P.E. .. • • • .. • • • • ... • • • • ... • • • • • • ... • • .. .. • .. .. • • ... • . • - • • • • • • .. .. • • • ... NOA No: 06-0921.05 Expiration Date: March 15, 2012 Approval Date: March 15, 2007 `Page 1 ff NVTHJ Truss Hip & Jack Hanger IP & JACK HANGERS Header 2 - 2X NVTHJ -26 as shown NVTHJ -28 similar U.B. Patent No. 4,964,253 The first hip and jack hanger that works right or left hand. Facemounts to 2x6 or 2x8 girder chord. Easy -nail flanges avoid the plated areas. Impressions in seat to align with panel point for perfect location, or hanger can be installed after corner truss is set. 3 -1/4' seat bearing. MATERIAL: 12ga. FINISH: Galvanized G60 b a Jack 1 -2x One Hanger Does it All At A Low, Low Cost Product Cod Allowable Loads (lbs) S. Pine Nail Schedule Uplift & Gravity Loads Header Nails 16d (e) Hip Nail 10d Jack Nail 10d a b total c d total NVTHJ26 . 1478 16 4 3 7 2 3 ' 5 NVTHJ28 1931 20 5 4 9 2 3 5 Note: For 1 -2x members 10d x 1 1/2" nails can be used. This table is based on Miami -Dade NOA # 08- 0325.02 and Florida Approval 599R4. NVTHJ -26 as shown NVTHJ -28 similar ,,, • • • . • • . .. ... .. • • • .. ... ... ... .. • • • • • • • • .. • • • . • . • • • • • • • • • • • • .. .. • • ... • • • ... • • • • ... • • • • • • • • • • • • • •.• • • • • • • • • • • • • • • .. .. • • • .. .. 000 • • • ... • • • BU.IIALNG CODE COMPLIANCE mica (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEP'T'ANCE (NOA) Nn-Vne IIndustri•s, Inc, 1055 East 29th Street Hialeah, FL 33013 Scorn: • This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been taviewed by MJami Dade County Product Coniml Division and accepted by Board clanks and Appeals (BORA) *0 he used In hfumi Dade County and other areas allowed by Authority Having Jarisdioson(AI). This NOA sbaf•not be valid after Owe expired= date stated below. The Miami -Dade Comsty product Control to have thin Dade County) and/or• the ART (ialreas other than Miami Dade County) reserve the right product or material tested for quality assurance mimeses. If this product or immediately errut in the revoke, m� manner, the maaufaoturor wlU incur the expanse of such tasting and � �� may : suspend the use of surfs produot`or material within their reserves that this to revoke this acceptance, if ilia determined by Miami -Dade County Product BControl This ion the product or material falls to menthe tecjoiremelds of the applicable bvfldm code. approved as described herein, and has been designed to comply with the Florida Building Code, iuoluding the High.'Velooity H'mrioane Zone. • MLAMI DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING 140'W ST FLAOLER STREET, SUITE 1603 MIAMX, FLORIDA 33130 -1563 (305) 316-2901 F.AX (306)3Z-6339 133231 DESCRIPT ION: Series AB, A, NVRTA; ATILL TICE, WIT and NV/X-37 Wood Connectors APPROVAL DOC TMENT: Dra No. NU-1, titled'Truss and'Top Plate Anobors", sheets 1 though 4 of 4, dated 02/18/08i prepmed.by Nn Iadrrseies, Inc., signed and sealed by Vipin N. Tolat, P1, bearing the Miami Dade Countyprodnut Centro 'on stamp;withthe Notice of Acceptance nimbus and expiration' date by the Mtmi -Dada County ?indict Control Division. ' • 1591860LE IMPACT RATING; None ��G: Eaob unit shall bear a pet:manentlabel with the manufacturer's name or logo; city, state and wing statements "hEarni-Dade Courey •Prot Control Approved ", unless otherwise noted herein. . RENEWAL of this NOA shall be considered after e r inewal application has been filed and there has been no change in the appfioablelatilding code negatively affnatin the performance of this product. , ' TEF15$1ATION Of this NOA will occur after the Eton date or if there has been a revision nr change . ,„ix the materials, use and/or manufacture of the product or•process. Muss° oftbis NOA as an endorsement of any product, for sales, advertising or any otter putposes shalt automatically terminate this NOA. Failw•e to comply with any section ofthls NOA shall be cause for tennination and removal ofNOA. A: The NOA number preceded by the words Miami -Dade County, Florida, and followed it shall be done in its. date in advertising literature. If any portion oftho NOA is displayed, then INSPECTION: A copy ofthis cadre NOA shall be provided to the user by'the manufacturer or its distributors and shall be available for inspection it the job site at the request of the Bnildmg Official. This NOA tevisea,and renews MA # 034224.10 and consists of this page 1 and evidence page B•1, as well ' as approval document mautiohted above. • The submitted documentation was reviewed by Carlos DL Utrara, P. E. ::FD::cveoi 90/10. 39Cd NOA No. 05.0328,02 . &pi atlao Date: May 22, 2013 Approval Date: Jane 5, 2008 hags 1 • 85E006990E 017 Z1 6802/91/60 Nn -Vne Indus Inc, NOTICE OF 'ACCEPTANCE: EVIDENCE SUB I TED DRAWINGS • 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets.' through 4 of 4, dated 02/18/08, papered by ■u - -Vne Industries, Ink, signed and sealed by Vipin N. Tolat, P.E. TESTS Test repass on wood connectors per ASTM Df761 -88 by Product Testing, Inc., signed and sealed by C. It. Cando', PS. Rewire No. Wood connector I. 05 -5195A AB-5 , •• 2. 05 -5196A A13-7 • 3. 04 -4995 NVTE17 26 4. 04 -4996 N;\ WET 28 5. ' 05 -5612 liCE -1 6. 06 -5622 IKE-2 • 7. . 04 -4908 ' NVTT 8. 03 -4631 NIT 9. 08-6711 NVIIC -37 C. CALCULATIONS 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Wet, P.E., Consulting Engineer, dated 03/20/08, signed and sealed by Vipin N, Toted, P.E. • • • triad Dlsection P1 00112 PI andp2 Upward • DIAresird • • Upward, Ll and L2 Upward, Li and L2 Upward and Ll Upward and LI Upward, Li and L2 Raft 06/03/05 06/11/05 01/3.1/05 01/31/05 03/20/06 05/01/06 07/21/04 06/21/04 03/14/08 D. QUAI.ITYASSijRANCE 1. lams Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS • 1. None. •. • • • • . • • • • _ "•.. • • • • • • • • • • F. STATEMENTS • • •••• • • . 'i. •Coda oon ce lei issued by P r o d u c t . T e s t i n g , J n c . , siguwl eui s• aled.by CC• : • Caudal, • .•• 9. OTHER • • • • • • • •.• 1. ] Touts of Acceptance No. 03. 0224.10, *metier" ]dM' • • • • d�oy • • • • 04/17/03 and expiring on 05/22/08. Indus• e • aPlrrove •' • • • .• ■••• •• • • • 90/20 39Vd 8 -1 SE/ELEMENT 3nAnw •" •• • •• • • • • i/tAt . 3e • • • vtCnatr Lxaminor • • • • WOO. N . 08.02502 Expiration Data May22, 2013 Approval bate: Jews 8, 2008 • • 86E006992E 017:Zt 600Z/0/60 • to transfer load. to . bottom chard • / /0111" •`2' 0 Reinforcements , k_Req•tred ohs to wall MYTHS EI;Q: 17f' / NMI 11 TABLE 5 HURRICANE CUPS BIEL Parallel to wail Contrite11. Beam or 110 Beam farmed .tth cenrnet• Heed masonry P Description Gaugge Fastrners 10d x Ur • Allowable (Ibs) Header . debt UpiR U 12 NVHtR ' HURRICANE WI, — td6iR • 'us , 5 . 6 525 • 253 • 333 NM ' HURRICANE 1 — LEFT ' 18 • 8 ' • 8 1325 183 333 For Uplift, use two clips, one on each side to comply with sebtion 23213 of the FBC • • TABLE 4.' : • • • • • • • • • • Truss Anchors NVTH and Riveted Truss. �►ili� hors witF Seat NVTt1 § "" ••••••• • H• Length (tn) Product Code. Gauge seat Gauge strap No. of Fasstppp in 70d .x 1%..• Mho ANIe Load TO: le Uplift s • '••U • 12 NV1H -15 MYTHS 212 '18 14 14 . NVIH -18 NYIHS 214 18 14 16 NYTH -20 ' NYMS 218 18 . 14 5 • • .0•. •• •• 1 • • • • �. • •• •Lei.. 525 • • 6" • • 7 • ▪ 838 • . 671 • • • /• •• •f1 t. 11171./ 18 NYIH -22 NYIHS 218 18 14 20 NYUH -24 NV1HS 220 18 14 NYIH -26 NYIHS 222 18 14 24 " NYIH -28 NVIHS 224 • 18 14 26 NVIH -3 NYIHS 228 16 14 a • 1258 wi ••113. •• • a • 630.- • E765" • • • • • • 0783 735 - 10 1396 ' 735 11 1490 • 783 735 - 12 1544 783 735 - 1598 / 783 735 32' NVIH -36 NYRIS 232 16 14 44 NYIH -•8 NVUIS. 244- 18 14 Plates CingSegilati tell Trigs plate required to transfer bad to bottom chord bal. dw...o.178' • NYIH, MYTHS Nu-Vue ladastries.heo. • grin -see. age ss sem.e nel si.Norid•8801,8 PAU 661r0398 etik 117111/NVTBSANCBORSaszenic UURRWeNBc31es I. Date 1 Resislose Sheet 2 oES e�sa seoe Sept 20. 2004 �gelaoltrnkde7tteriCe oldtmE Qaccol NO 'ICU OFACCEirrANCS O Bl• p 140 wssz rx.6suat a , eroreg,Mas • fins 52=01 F NO.VCIEYndoa 1055 Ant 29&reat l ldea]t, a4303 ko2i This NO .b being iswodundertbe�pp rules todutiolagoos vavezdottbe use of eoostrnelloottoitedge. 'Do datannerdidiort o m/la: bas bran reviewed byil WeConioyEmdoct( and apiepted thaA yTherirg7u J� tofa need )ul iritrdeCa®tyarn3o�C. td�aroada . Tea NOA not bo varr rdier the i date stated bol=e: lbs lid Dado. Ct iuly Minot Conml Division go Maud Lida Coral ) aadlor lb* AM On areas car; lbw Idiaml Dada Cody) pyc the right to have this pitxb * or mameaal tasted tier quality assumuce purposes. Wilds produce or maiedal falls to podium in the aac°Pted roatmen the nesselsenuss va'R incur iiq ova= of oi4 tag and to ABT rntr brpaoe rarely navobo„ modify, er =weed go tan ofa=lr D *Min Oidr4 BM= to mote this acceptance, Wit is d Armin A by ode cowry boded Control DivisionthmtTht3 pry cc meal fags to crier dre re0=neas ad'tbo-eppItablebathscoda thisProductis Viseved dosonledherale, melbasbe =designateeaacpiywithibe lizamgCode m Ihnidoene tam . • D I4'IIOl; Wood Ctma et • AM0'i►AL bocvM N1; Drawing No.Nn tided "SkescedNaf Plate, N V358 JtNV. V458 with NVMStraps, NVTH/Nin:ONA4ore NtE141I xiimme DFLyAnehois with sear sheet 1, iam* 4of4, dated 04 /15/04with lest rerisicnas099 preparedbYNaE- Veelndu ies Inc signed ledbjV XTolat;P$beavieg. the ade y ?pact Control Approval stamp with 9reNcdpe afA.o o (l404 amber acd 8pptnval datebyil of i-Dade CawdyPra�Gxd cautml bivipan. MISS= Tamer ItAxpich1V'asb LAM M: shall bears.poaaanaut)abd with tlai a c'sRamaorlogo,cal',state amt ' f Dubcounty PnxinotCoeorolApptovedl „'ogeesodenteisenotedherein SALafthis NOA shall beoonsideind afters imam! tinpileationlas bean filed and them has been = change n the app bolo code wends* affoeting H ntsiblinanoe oftbisproduct. tdTl ONa tibiaNOA. wil occur law iboesphstlitadatoarift ere has ken areykirsor sm ' • mateirlak use. analar ea fe epsndactorpnxese .MeesecabieNOAasas f• Induct, drr wbh sales, advma is ingot any otter purposes Ann automat ailytm�atahisNOA.Fatitotoo y any section antis !IBA. shag be cause for temdmitIon and removal ofNOA. • . ADVOraftemnar The NOA =labor preceded by the words gyx per; And followed by the ago mai be relayed k adveatisteg.literatote. Mow w pordorkof the NOA is diSigaYark the it tau be done inils.althuty. • INSiZOTION A. copy ot'ffiisentire NO4. shall be provided toffio user mim or itsdistrbugas • and AAbeavadahleTr- spo*arffiajobsiteattile=a dofiboButhrmgO. dai. NOA eaan aonsisesofhispagel, esidepago& sgiprvveldoarmoutaeetionedabove .• • ' submitted decunic nswa• reviewed by . • • xo s xa: 04- 0510.= �� Dean x34004 l'agc3 No- Vn•xiransii ,Xoo. ]o,13AW1N1 • : Drawings papered ivbb:Yae Rotund= Inc titled Whewed Nal Plate. NV358SalV45g , Double NV= Sttan VIgillni$ Authors BtNVEIC$a N�i'ABa rr .DalyA Ste, Drawing Na ,4 of 4, dated • 04115/04 t on 09910/04, and sac d” ' • - ct °P�AS�&t]51761bypTg�gbY L Xo. • Wood Comtecter Wreak% • Date 2 pT #o3�+lEras 01/21] 3 PT NVS1'A. 4. MY a4-4698 Pr ii 03 -4596 NV 4 . 03/1 6. PTO 04-4642 NW:CA.-24H 14V18'204w4S8 04115/03 7. PT03 -4543 NYZ1/NV556Sidaways 03/2W • VP& Shioanye 17/19/03 c • trAtcaramprONS Report sealed by V. �a l by V. N. Toiat on X17/04, sheet 1 through 1� std and• L li 1: a Prodnot ContmlDty sdon STAT,Tg • • • • • • • • coda cottrpliauce • leiteri�re by'V K Toler on 04117/04 • • • r .. nesded N oin letter issued by V.N. Tolat on 11/03/04 signed by P8' soaleid, by V. SiTipleaS. • • • • •• •• • •• *•••• • • • •••• •• ••. • • • • • • •• • • • •• • • • • • :• • • •• • • • • • • �; •••• rte ;;., Sr: pr.,„ „ NOAH 04-05 1D9 3f1 SE s 1U�F CONNECTOR The GTU and GTWS series girder -to- girder hangers feature high uplift capacities along With high gravity Toad ratings. GTU -- Utilizes bolting through the vertical member of the supported truss, which spreads the load more effectively throughout the multiple truss members. GTWS — Low profile version, which utilizes USP's WS3 Wood Screw, shown on page 22. Materials: See chart Finish: GTU -- USP primer; GTWS — 090 galvanizing Codes: SBCCi, BOCA— NER 532, FL819, Dade County, FL 05- 0204.04 -- GTU40 & GTUBO, Dade County, FL 01- 0724.06 -- GTU100 installation •Use all specified fasteners. See Product Notes, page 16. •WS Wood Screws are included with hangers where specified. •GTU40 and GTU80 shall be installed to a minimum 2x6 vertical member of a girder truss having a maximum 2x8 bottom chord. •GTU100 shall be installed to a minimum 2x10 vertical member of a girder truss having a maximum 2x8 bottom chord. GTWS2T shall be Installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the'bottom chord. GTWS3T shall be installed to a minimum 2x6 vertical member of a girder truss with no restriction on the size of the bottom chord. •GTWS4T shall be installed to a minimum 2x8 vertical member of a girder truss with no restriction on the size of the bottom chord. GTWS2T ,Typical GTU4O Installation Typical GTWS Installation GTWS3T ^ye.�,�• t n' .t Ps. O INIIMI� Q 7� rr • ` t•. s.t �} r�"xL7s s. � ,.L' aSAF ��. . -.. f - )Y �N tl -... nurse:. ,f d <` r,C,;.`:t Iy` if a "' F, e $ u .)i.? F-, ap a 6+ �y a p 0;4.! $ x} X.. k'. � fj� .s��R .. • '1 j • :. ''': 1'!570. S '.13% .' 1 %. : A s GTU4O • 5-1/2 MUUJ -1"J (8)1od �� K ' : ,. A GTU30 (ITU1O1 C9 U [SJ 8 lod =11E111111111011123111311331111111:1111ffia (a)1od max M • M � � , M1 '` ri s I r ,,,,, iS,� k "a2. '+�:lee.�. [ , 7 . gp;_p� lZt'S'".i' �RI .S!e± i ? �j y ?'4(faF X 0 . I, 'I! .. 3. ' !tiM1�'� 97i1 '' ■ k'., :�.. fx l'_JC�e' a ii. • "`..,�" yn�2� �++.-E'�"'� t '`.k i,T �� i>�",n 1 u,�lv �� +�`� :,g:-..w.-1. .7. /��rp�, P: ��.IDFri.{#'fS _ T�j,'�w..;'.{�yy 1EM ,�" ., I 1 :YI M r i E 11 1) Allowable loads are based an 1997 NDSO, • • 2) Uplift loads have bean increased 33.1/3% or BO% for wind or seismic loads; no further Increase shall be permitted. • • 3) aoits shall conform toASTM A 397 or better, 4) GTU series 3/4° girder bons and OTWS WS3 wood screws require a minimum 3" wood penetration. 5) WS3 wood soma are 114 -x S tong and are Included with the GTWS hangers. 6) AIi bolts ofihe GTU hangers chap be inst Ued In the vertical member satifying all code soaping requirements. 7) The woad screws of the GTWS hangers maybe Installed In both vertical and horizontal members. • • • • • • • • • • •••• • • • • • • • • ••• ••• • • • • • • • • • • • • • • •• •• ••• • e 1- RAA -1 ?S2. 01A + ,norm 1 iSDrnr.norFrtrc •nm • • • • • • • • • • • ••• ••• • • Bolls sc arc tell/ See bale 26 too • • • • ••• • • • • • • • •• •• • • NOV -03 -2004 WED 04:03 PM USP STRUCT CONN FAX N0, 7275358199 vip Lumber Connectors° .4 GERALTAR COMPANY November 3, 2004 . P. 02 Southeastern Qffloc 1.1910 62nd Street North • Largo; FL 3377a -:705 800443 -6442 • 727-536-7891 • FaX. 727-53S-8199 NitIt ••∎ www.U5Pcormectors.com e-mail: ins �connertc�rs Truss 'Corp: 9590 NW 89th Avenue Medley, Florida 33178' Subject: ITSP GTU series bangers / Metro -lade Approvals .' To 'Whom It May Concern: The USP GTU serie&hangers are the identical product previously listed in USP literature as HSU hangers. There were 3 products in this series: the HSU40, }1SU80 and 1ISU100. These products have received Miaxx � Dade Notice of Acceptance nuai'tbers under two• separate submissions. The HSU4O and HSU•80 Girder Hangers ' are accepted by Miami -Dade under NOA# 04- 0427.04. •T.TSP Connectors changed the product name of these two hangers to GTU40 and GTCT80, respectively. • The US? HSUl00 hanger was evaluated .under Miami- Dade'NbA #Q1=0724.06. The predict narn.e was changed to GTU.100. All of these products are identical. to.the products listed in the OA's abut have undergone a. product muse change.'In . the near future we will apply to males a revision to change the product names in the NOA reports. Attached to this letter are copies of the 2 Miami- Dade'roports• that sliiw the prtiduci speciecations acid • • allowable loads under the Miami -Dade building code requirements. These loads should correspond to .the allowable loads under the'Florida Building Code 2001. Additionally, I am• attaching copies of shop drawings. of • the GTU40, GTU8O and GTTJ100 for comparison.. No change has been made to these products, other than the name. Should you have'any further questions, or need addition assistance, you may contact me at extension 152. Regards • • • • •: ••• •• • • ••• . O. • • •..••s • oP • • • • • •• • - • • • • J • • iii /berg,. ,Vit41, PIL• - • • `lar3daHeystfiata #4c •• • J. I • ai1 _ • . • • •••• • • • • • • IR. ••• ,. • • • • • • •• . •'. •., • • • ••• • • •. •.... • •'• • • • • f.• :• •• •• • • • •• •• •• • • • • ••• • •• • ♦•• . • Ihs 13/16' DIA. • , • • Girder Hgr(Heavy) •• • •• • • • Product Code Dimensions Fasteners Design Loads (lbs.) Bolts Nails Normal 100X Uplift 160'/. Thru Seat Plate H Girder Block Carried Member GTU 100 7' 23 -1/2' (6) -3/4' (2) -3/4' 8 -10d , 10,440 9615 9/16 Notes 1. Material; 7 gauge (3/16') ASTM A36. 2. All 3/4' bolts require 3' wood penetration and minimum wood vertical width of 5-1/2' 3. Botts ASTM A307 Grade A 4. Main Member minimum width 4 -1/2' TRUSS ANCHOR - DTC Pr oduct Prod Fasterners Design Loads (lbs) Header Joist uplift (160X) Perpendicular to Wall (L2) Parallel Loads wall (L1) Thru Seat Plate Thru Strap • Toward Strap Away from strap DTC (4 ). 1Od x 1 -1/2' (9) 10d x 1 -1/2' 1825 1290. 840 (2) 1200 (1) W Load applied away from Strap, (2) Load applied Tower Strap. (2) Allowable Load for UpUft, Li & L2 shalt not be combined The corrector shall be subjected to Loud In one direction only. (3) Miamian concrete strength shall be 2500 mien nln4wr strap • embedment stall 4'. (4) Materlad Strap- 16 gauge and Bottom Plate - 20 gauge. OblO • AgrOPIPY 11 1) 2) 3) 4) 5) GENERAL NOTES STEEL SHALL CONFORM TD ASTM A653, STRUCTURAL GRADE 33; U.O.N. AND A MINIMUM GALVANIZED COATING OF G-60 FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BA A SHORT TERM DURATION FACTOR OF60% FOR WIND LOAD CONDITION. NO FURTHER INCREASE ALLOWED. ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 UR BETTER) & TEST PERFORM IN ACCORDANCE WITH ASTM D1761 UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME1 WOOD CONNETORS (DTC /GTU100 /NFM SERIES) DATE; 5/23/06 ROBERT . W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET 2 OF 2 DRAWING 4 ' NFM, DTC & GTU MDADE }D�1D COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI DADE COUNTY, FLORIDA ME RO- DADEFLAGLERBUI DWG 140 WEST FLAMER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563• (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) www .uuamidadeaov/bnldintcode.com United Steel Products Company 14305 South Cross Drive Suite 200 Burnsville, MN 55306 Score: 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 (AHD. This NOA shall not be valid after the expiration date stated below. The Maud-Dade County Product Control Division (In Iviiami Dade County) and/or the ABJ (in areas other than Mfan$ 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 AST may immediately revokd, 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 Haigh Velocity Hurricane Zone. DESCRIPTION: Series "DTC/GT[J loo/NFM" wood Connectors APPROVAL DOCUMENT: Drawing No. NFM- DTC -GTU, titled "Wood Connectors DTC/GTU- 100INFM Series ", sheets 1 and 2 of 2, dated 05/23/06, with no revisions, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E., bearing the Miami Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Mllanii -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufactures 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 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 tgahKials, use, and/or manufacture of the pnmduct 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 # 06-083L04 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The. _—lb - _ -- - - was rerviawaa by Carlos AO- T..ftevars, pg. . NOA No 07- 1003.10 Expiration Date: October 1, 2011 Approval Date: November 8, 2007 Page 1 United Steel Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS L. Manufacturer's die drawings and sections. 2. Drawing No. NFM-DTC-GTU, titled "Wood Connectors DTC/GTU -1 W/NFM Series ", sheets 1 and 2 of 2, dated 05/23/06, with no revisions, pm pared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E. TESTS 1. Test reports on Upward, Downward and Lateral Loads per AST M D1761 on Wood Connectors: Report No. 07 -6301 07 -6300 07 -6321 07 -6320 07 -6319 CALCULATIONS 1. Calculated capacities for GTU 100, DTC and NFM Series, prepared by United Steel Products Company, dated 09/27/07, signed and sealed by Robert W. Lutz, P.E. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). MATERIAL CERTIFICATIONS 1. None. C. D. E. F. Wood Connector GTTJ 100 DTC NFM-45 NFM -451J NFM-3U Date 06/27/07 08/27/07 09/10/07 09/26/07 09/24/07 Signature C. R. Caudel, P.E. C. R. ('andel, P.E. C. R. Candel, P.E. C. R ('andel, P.E. C. R Caudal, P.E. STATEMENTS 1. Statement letter of conformance issued by United Steel Pit Iec, s Company, dated 09/10/07, signed and sealed by Robert Ni Jaital P.E. • • • • • 2. Statement •letter of no financial ' • • • • • 1nterestiseu&LBy United. tsol Products Company, d a t e d 0 9 / 0 7 / 0 7 , signed and sealed by Robert Wi Lu tz, P� • • 3. Laboratory compliance letter issued byl'roducet Testing, Incc, dated 09 /10 /0a7signed and sealed by C. R. Caudal, P.E. E -1 •• •• • • •••• • • •••• •• •• • • • • • •• • ••e••• •• • • • • • • • • 41. •• • .r6 `0/007 • Omura, P.E. • • u NOOAANNoo *7- 100310 • • Nate? a te? 1, 2011 »Z% Date: November 8, 2007 • ri�� aiw•iii�i�ii_ isi��— Continuous Braoing (424" o.o.' in areas without plyw. sheathing Valle fosses Supporting Truss Suppo . Partial loaf Layout' 12 pitch • �J4to7- Valley Trusses @ 24" 0.0. r wedge nailed to truss w/ 2-8d • toe -nail, or bevel cut bottom chord of vatic'truss ' VaUeyTruss 4 1 1._1,�..:; Strap © 48" 0.0. (see note) . ng•tusses @ 24" o•a. Design Loads: 30 + 15+ 0 + 10 PSF, 33% DOL Wind Speed 148 MPH, 10 PSF Dead load Lumber. 2x4 No. .2 ND SYP min. chords. 2x4 No. 3 SYP min. webs . . Notes: . • (a) Provide cont. bracing on verticals over 8' - 3 ". Connect bracing to verticals w12, 10d nails., Bracing must ba tied to a fixed point at ends. (b) Max. spacing for vertioal studs Is 54- 0". (o) Conn: for uplift with min. :1-1/4" 16 ga twist stra. , -0" o,c with 4,10d nails each side of strap. (ASCE 7-05 . - 20041 (d) Brace top chords of suppo► tf )sses)cv.tth *woad sheathing o4,.... • • • • 2x4 cont, bracing at 24" o.c . '. • • • ' y, •:. • • • • • • • • • • •- • • • • oni, 1. •• •1. ,i •• ••• io• • • • •• • 1 . . , . • , liter Engineering Ltd., Co. 3320 Paddock Road Weston, FL 33331• 954 - 800 -7123 • • ,1dhn,A►,,llter; FL 14N;•Ebg; :00d0b • ' •• •' • ••• •••. ••• Guatomgra • • • • • ••••• • • • • • Job* •. • • • Vd[ y'E? tail : • • • • Protect • F, Die:•• •••..• - a 0. w.. ..• - • • •. • • • • • • • SCe{s' •• • • • •• ••• • • •• • • • • • ••• ••• • • • • • ••• • • • • •. • • • • • . • • • • ;F.c. ux:`!`s.: =. . . • • • • • • • • • • • •• • • • • • • • . • • • • r • ••• • • • • '• , • • • • • • ,- • • • • • •• •`• • • • • •• • • • ••• • • • ••• E / # a 7MI�it I n, ,ami Shores Village APPROVED BY DATE ZONING DEPT ■� BLDG DEPT SUBJECT TO COMPLIANCE STATE AND COUNTY WITH ALL FEDERAL RULES AN7 7E-n' " ' _ " " ALLEGRA RESIDENCE 1160 NE 98th Street Miami Shores, FL 33138 "Then Iar Aroh lteoture I Man a`gement Des 8450 SW 201 Street, Miami, FL 33189 754.264.4773 rlara@bellsouth.net A l A N C A K b Robert J Lara Registered Architect State of Florida AR 92824 September 16, 2009 Table of Con en I. ASCE 7 -05 Analysis II. Concrete Foundation Pad III. Concrete Beam IV. Truss Member Uplift Analysis V. Special Inspector Letter I. ASCE 7-05 Analysis Wind Load Analysis Analytical Procedure Design for. Category = = C as per ASCE 7 -02 I= Importance Factor= 1.00 V =Basic Wind Speed= 150.00 3 sec gust z =Wall Height (ground to top plate): 11.00 ft. Designed Roof Rise /foot: 4 18.43 degrees L= Building Length: 26.00 ft. h =mean roof height= 13.17 ft. Velocity Pressure = qz = .00256 Kz Kzt Kd V2 I Kz= 0.85 Kzt= 1 Kd= 0.85 MWFRS & CC qz= 41.62 psf Gust Factor = G = 0.85 Internal Pressure Coefficient = Gcpi = Cp of wall= Cp of roof= 0.18 -0.18 windward leeward side wall 0.8 -0.5 -0.7 -0.7 -0.6 Design Wind Pressure for MWFRS = p = q GCp - Qi Gcpi (worst condition) psf wind pressure of wall = 35.79 -25.18 -32.25 psf wind pressure of roof = -32.25 -28.72 psf wind pressure of overhang= 28.30 Design Wind Pressure for Components and Cladding (worst condition) p= qh ( GCp - GCpi) GCp= zone 1.2.3 zone 1 zone 2 zone 3 zone 4 zone 5 10 sq. ft. 0.50 -0.90 -2.10 -2.10 -1.10 -1.40 20 sq. ft. 0.42 -0.87 -1.90 -1.90 -1.05 -1.30 50 sq. ft. 0.36 -0.83 -1.60 -1.60 -1.00 -1.15 100 sq. ft. 0.30 -0.80 -1.40 -1.40 -0.90 -1.08 overhangs -2.20 -3.70 P= (psf) zone 1.2.3 zone 1 zone 2 zone 3 zone 4 zone 5 10 sq. ft. 28.30 -44.95 -94.88 -94.88 -53.27 -65.75 20 sq. ft. 24.97 -43.53 -86.56 -86.56 -51.19 -61.59 50 sq. ft. 22.47 -42.16 -74.08 -74.08 -49.11 -55.35 100 sq. ft. 19.98 -40.78 . - 65.75 - 65.75 -44.95 -52.44 overhangs -99.05 - 161.47 Design Wind Pressure for Open Structures = F = qz G Cf Af Cf monosloped roofs= Cf freestanding wall= F monosloped roofs= F freestanding wall= 0.75 1.2 26.53 psf 42.45 psf Concrete Foundation Pad Concrete Pad Design Calculations Project Wruble Mark Girder Point '17 pad Info: A (pad wdth): B (pad Ight): C: D: E: Given: Service Dead Load: Service Live Load: Total Load: Permissible Soil Pressure: base of pad at (below grade) fc= fy= 48.00 In. 48.00 In. 6.0 in. 12.0 in. 18.0 in. 11, Ibs 4,900 Ibs 16,789 Ibs 2,000 psf 2ft 3,000 psi 40,000 psi Check wdth and Ight of Pad: qe= Af= A (wdth)= B (Mgth)= Find thickness of pad: U= qu= Assume (d): bo (critical perim.)= Shear force: Vu1= Design Shear vu1= vu1 <4xsgrtoffc 1- way/beam shear on line of Vu2= vu2= vu2 < 2 x sgrt of fc bending moment at line gh Mu= Ru= j= j min = area of steel= Total Pad Depth= F: G: d (pad effective depth): column foot print (wdth): (depth): Total Pad Depth: Service Area (roof): Service Area (floor): design Live Load (root): design Live Load (firj: Dead Load (root): Dead Load (floor): wall and beam load: 1,805 psf 9.30 sf 4.00 ft. 4.00 ft 24.975 kips 1.561 ksf 12 in. In. 18.731 kips 20.87 psi O.K. 3.122 kips 6.38 psi O.K. 84.3 14 0.0003 0.0950 2.88 use 4.6 3.3 2.4 1.8 In -kips psi sq. in. #5 ea. way #6 ea. way #7 ea. way #8 ea way 16 in. Concrete Pad Design (uplift condition) project Wruble Mark: Girder Point'17 Given: concrete: 150 lbslcu. ft. compacted sand and fill: 110 lbs/cu. ft wood: 34 Ifs/cu. ft roof. 10.011s/sq.ft Wind load design pressure: 76.56 Ibs/sq.ft Area of Roof: 0.00 sq. ft Calculated uplift at column: 12,837 lbs Weight of column /wall: 6,996 lbs. (cant) Weight of roof. 1,631 lbs. Weight of beam: ._.....__.0 lbs. (wood) Weight of Soil and/or Pavers 1,760 lbs. Weight of slab (over pad): 350 lbs. Net uplift 2,100 lbs. uplift times 1.5 safety factor: 3,150 Ibe Weight of footing: Weight of pad: Weight of soil (over pad): Total: Assume: (pad size) pad wdth: pad Ingth: pad depth: 1,200 lbs. 3,200 lbs. 0 lbs. 4,400 lbs. (must exceed uplift) 6.0 in. 6.0 In. 12.0 In. 12.0 in. 8.0 in. 18 In. 0 sf 0sf 0psf 0 psf 0psf 0psf 6,996 # As for bending 0.21 sq. in 24' of footing each side of pad 4.00 ft 4.00 ft 1.33 ft O.K 9.0 o.c. 12.8 o.c. 17.5 o.c 23.0 o.c. Concrete Pad Design Calculations Project Alegre Mark: Pads at CO2 pad Info: A (pad wdth): B (pad fight): C: D: E Given: SeMce Dead Load: SeMce Lire Load: Total Load: Permissible Soil Pressure: base of pad at (below grade) Pc= f1'= Check wdth and Ight of Pad: 54.00 In. 54.00 in. 1.0 in. 20.0 In. 21.0 in. 2,880 Ibs 7,200 Ibs 15,180 Ibs 2,000 psf 1ft 3,000 psi 60,000 psi qe= Af= A (wdth)= B (Ingth)= Find thickness of pad: U= qu= Assume (d): bo (critical perim.)= Shear force: Vu1= Design Shear vul= vul <4xsgrtofPc 1- way/beam shear on line of Vu2= vu2= vu2 <2xsgrt ofPc bending moment at line gh Mu= Ru= j= min = area of steel= Total Pad Depth= F: G: d (Pad effective depth): column foot print (wdth): (depth): Total Pad Depth: Service Area (roof): SeMce Area (floor): design Live Load (roof): design Live Load (fir): Dead Load (roof): Dead Load (floor): wall and beam load: 1,827 psf 8.31 sf 4.50 ft. 4.50 ft. 16.272 klps 0.804 ksf 20 in. 120 in. 10.558 kips 5.18 psi O.K. 0.301 kips 0.33 psi O.K. 66.4 in -kips 3 psi 0.0001 0.0033 3.60 sq. in. use 5.8 #5 ea. way 4.1 #6 ea. way 3.0 #7 ea. way 2.3 #8 ea way 24 in. Concrete Pad Design (uplift condition) protect Allegra Mark: Pads at CO2 Given: concrete: compacted sand and fill: wood: root Wind load design pressure: Area of Root Calculated uplift at column: Weight of column /wall: Weight of root Weight of beam: _ Weight of Soil and/or Pavers Weight of slab (over pad): Net uplift uplift times 1.5 safety factor Weight of footing: Weight of pad: Weight of soil (over pad): Total: Assume: (Pad aim) pad wdth: pad Ingth: pad depth: 150 110 34 10.0 76.56 Ibs/cu. ft. Ibs/cu. it. Ibs/cu. ft. Ils/sq.ft Ibs/sq.ft. 180.00 sq. ft 13,781 Ibs 5,100 Ibs. (conc) 1,800 Ibs. _ 0 Ibs. (wood) 2,228 Ibs. 0 Ibs. 4,653 lbs. 6,980 Ibs 1,200 Ibs. 6,075 lbs. 0 Ibs. 7,275 lbs. (must exceed uplift) 10.0 in. 10.0 in. 20.0 In. 12.0 In. 8.0 in. 24 In. 180 sf 0sf 40 psf 0 psf 16psf 0 psf 5,100 # As for bending 0.06 sq. in 8.3 o.c. 11.7 o.c. 16.0 o.c 21.1 o.c. 24' of footing each side of pad 4.50 ft 4.50 ft 2.00 ft O.K 111. Concrete Beam Concrete Beam Design Project: Allegra Beam Mark: CB01 Architect: Robert Lara, AR 92824 Date: April 30, 2008 GIVEN: Beam Height: 12 in. Beam Width: 8 in. d= effective depth= 9.5 F(concrete)= 3000 psi F(steel)= 60000 psi Beam Span: 6 ft. Uniform Dead Load= 270 Ib/lin ft Uniform Live Load= 400 Ib/lin ft Weight of Beam= 100 lb/lin ft Point Load= 0 lbs q max= .6375K(87000/(87000+Fy)) q max = 0.320702 Pmax= 0.016035 Wu= 1198 Ib /in ft Mu =WuWB= 64692 in Ib Mmax= oAsFy(d -a/2)= 65004.47 in Ib Use: Single Reinforcement Chk Bm Size d2= Mu/(obFcq(1- .59q))= 11.51833 d (allowable) = 3.393866 in. OK Select Reinf. As= Mu/oFy(d -a/2)= 0.159733 sq in Check A= AsFy /.85Fcb 0.469804 in. Assume A= As =Mu /oFy(d -a/2)= 0.129302 sq in Check A= AsFy /.85Fcb 0.380301 in. Chk Shear Stirrup Size Stirrup Spacing area perimeter Use: 2 #6 bottom 0.88 sq in 4.71255 0 #7 bottom 0 sq in 0 0 #8 bottom 0 sq in 0 4.71255 perimeter of bars vc =2o (sq rt Fc) 98.59006 Ibfin2 allowable Vu= 3594 Ib vu =Vu/bd 47.28947 IbJin2 vu max= 492.9503 OK Av =s vu b /(ofy) 0.028023 required Av=#3 ties 0.22 provided OK s(max) =d12= 4.75 in o.c. s(max)= Av /.0015b 18.33333 in o.c. Use: #3 ties at 4.75 o.c. Check Bond Uu= 9.5(sq rt Fc)/D= 49.55585 allowable Uu= Vu/oEojd 107.9373 actual OK Concrete Beam Design Project: Allegra Beam Mark: CB02 Architect: Robert Lara, AR 92824 Date: April 30, 2008 GIVEN: Beam Height: 16 in. Beam Width: 8 in. d= effective depth= 13.5 F(concrete)= 3000 psi F(steel)= 60000 psi Beam Span: 7.3333 ft. Uniform Dead Load= 270 Ib/lin ft Uniform Live Load= 400 Ib/lin ft Weight of Beam= 133.3333 Ib/lin ft Point Load= 0 Ibs q max= .6375K(87000/(87000+Fy)) q max = 0.320702 Pmax= 0.016035 Wu= 1244.667 Ib /in ft Mu= WuLL/8= 100402.2 in Ib Mmax = oAsFy(d -a/2)= 100641.4 in Ib Use: Single Reinforcement Chk Bm Size d2= Mu /(obFcq(1- .59q))= 17.87649 d (allowable) = 4.228059 in. OK Select Reinf. As= Mu/oFy(d -a/2)= 0.161678 sq in Check A= AsFy /.85Fcb 0.475524 in. Assume A= As= Mu/oFy(d -a/2)= 0.140195 sq in Check A= AsFy /.85Fcb 0.412338 in. Chk Shear Stirrup Size Stirrup Spacing area perimeter Use: 2 #6 bottom 0.88 sq in 4.71255 0 #7 bottom 0 sq in 0 0 #8 bottom 0 sq in 0 4.71255 perimeter of bars vc=2o (sq rt Fc) 98.59006 Ibfin2 allowable Vu= 4563.757 lb vu =Vulbd 42.25701 ibfin2 vu max= 492.9503 OK Av=s vu b /(ofy) 0.025041 required Av=#3 ties 0.22 provided OK s(max) =d12= 6.75 in o.c. s(max)= Av /.0015b 18.33333 in o.c. Use: #3 ties at 6.75 o.c. Check Bond Uu= 9.5(sq rt Fc)/D= 37.16689 allowable Uu =Vu /oEojd 96.45079 actual OK Concrete Beam Design Project: Ai legra Beam Mark: CB03 Architect: Robert Lara, AR 92824 Date: April 30, 2008 GIVEN: Beam Height: 29 in. Beam Width: 8 in. d= effective depth= 26.5 F(concrete)= 3000 psi F(steel)= 60000 psi Beam Span: 8 ft. Uniform Dead Load= 270 Ib/lin ft Uniform Live Load= 400 Ib/lin ft Weight of Beam= 241.6667 Ib /in ft Point Load= 0 Ibs q max= .6375K(87000/(87000+Fy)) q max = 0.320702 Pmax= 0.016035 Wu= 1396.333 Ib/lin ft Mu =WuW8= 134048 in Ib Mmax= oAsFy(d -a12)= 134101.2 in Ib Use: Single Reinforcement Chk Bm Size d2= Mu /(obFcq(1- .59q))= 23.86708 d (allowable) = 4.885394 in. OK Select Reinf. As= Mu/oFy(d -a12)= 0.101321 sq in Check A= AsFy /.85Fcb 0.298004 in. Assume A= As= Mu/oFy(d -a/2)= 0.094204 sq in Check A= AsFy /.85Fcb 0.277071 in. Chk Shear Stirrup Size Stirrup Spacing area perimeter Use: 2 #6 bottom 0.88 sq in 4.71255 0 #7 bottom 0 sq in 0 0 #8 bottom 0 sq in 0 4.71255 perimeter of bars vc=2o (sq rt Fc) 98.59006 Ib/in2 allowable Vu= 5585.333 Ib vu =Vu/bd 26.34591 IbM2 vu max= 492.9503 OK Av =s vu b /(ofy) 0.015612 required Av43 ties 0.22 provided OK s(max) =d/2= 13.25 in o.c. s(max)= Av /.0015b 18.33333 in o.c. Use: #3 ties at 13.25 o.c. Check Bond Uu= 9.5(sq rt Fc)ID= 20.50587 allowable Uu= VuloEojd 60.13402 actual OK IV. Truss Member Uplift Analysis General Roof Loads Total Live Load: Dead Load: Tile Roof 30# sat felt: plywood: trusses/joist at 24" o.c.: insulation: 1x3 furring gypsum board: Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: Truss End Mark 30.00 p.s.f. 10.00 p.s.f. 1.00 p.s.f. 2.00 p.s.f. 5.00 p.s.f. 0.50 p.s.f. 0.50 p.s.f. 2.00 p.s.f. 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 Overhang Length: 1.00 ft. Longest truss Length: 7.00 ft. 2.00 ft. o.c. hypotenuse of Overhang: 1.05 ft. hypotonuse of 1/2 of truss: 3.69 ft. 3 P= (psf) zone 1 oz ne 2 zone 3 zone 4 z2ne 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 Net Wind Uplift: (overhang) -89.05 - 151.47 NW la shaQed Ibs gable truss end try Gravity Load per truss: 483.83 483.83 Uplift Toad per truss: 884.25 602.60 -41.19 hip shaped truss 483.83 860.79 -51.59 General Roof Loads Girder End Mark 4 Total Live Load: 30.00 p.s.f. Dead Load: Tile Roof 10.00 p.s.f. 30# sat felt: 1.00 p.s.f. plywood: 2.00 p.s.f. trusses/joist at 24" o.c.: 5.00 p.s.f. insulation: 0.50 p.s.f. 1x3 furring 0.50 p.s.f. gypsum board: 2.00 p.s.f. Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 Overhang Length: 1.00 ft. Longest truss Length: 16.67 ft 11.42 ft.of roof width on girder hypotenuse of Overhang: 1.05 ft hypotonuse of 1/2 of truss: 8.78 ft. P= (psf) zone 1 zone 2 zone 3 zone 4 zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 -41.19 -51.59 Net Wind Uplift (overhang) -89.05 - 151.47 ggiieraliggg hip shaped Ibs pable truss end truss truss Gravity Load per truss: 5,728.32 5,728.32 5,728.32 Uplift load per truss: 9,500.83 5,390.18 6,864.00 General Roof Loads Girder End Mark 5 Total Live Load: 30.00 p.s.f. Dead Load: Tile Roof 10.00 p.s.f. 30# sat felt: 1.00 p.s.f. plywood: 2.00 p.s.f. trusses/joist at 24" o.c.: 5.00 p.s.f. insulation: 0.50 p.s.f. 1x3 furring 0.50 p.s.f. gypsum board: 2.00 p.s.f. Total Dead Load: 21.00 p.s.f. Total Roof Load: (Iive+dead) 51.00 p.s.f. Roof Design Load: 57.00 p.s.f. Dead Load used for Uplift Design: 10.00 Overhang Length: 2.00 ft. Longest truss Length: 16.67 ft. 11.42 ft.of roof width on girder hypotenuse of Overhang: 2.11 ft. hypotonuse of 1/2 of truss: 8.79 ft. P (psf) one 1 zone 2 zone 3 zone 4 zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 -41.19 -51.59 Net Wind Uplift: (overhang) -89.05 - 151.47 sable shared hip shaped Ibs gable truss end > E truss Gravity Load per truss: 6,344.91 6,344.91 6,344.91 Uplift Toad per truss: 11,328.45 5,946.33 7,420.57 General Roof Loads Total Live Load: Dead Load: Tile Roof 30# sat felt: plywood: trusses/joist at 24" o.c.: insulation: 1x3 furring gypsum board: Total Dead Load: Total Roof Load: (live+dead) Roof Design Load: Dead Load used for Uplift Design: Girder End Mark 6 30.00 p.s.f. 10.00 p.s.f. 1.00 p.s.f. 2.00 p.s.f. 5.00 p.s.f. 0.50 p.s.f. 0.50 p.s.f. 2.00 p.s.f. 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 Overhang Length: 0.00 ft. Longest truss Length: 11.67 ft. 11.00 ft.of roof width on girder hypotenuse of Overhang: 0.00 ft. hypotonuse of 1/2 of truss: 6.15 ft. P° (psf) zone 1 gone 2 zone 3 zone 4 zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 Net Wind Uplift: (overhang) -89.05 - 151.47 gable shaped Ibs gable truss end truss Gravity Load per truss: 3,450.50 3,450.50 Uplift load per truss: 5,179.90 3,688.58 -41.19 hip shaped truss 3,450.50 5,108.60 -51.59 • General Roof Loads Total Live Load: Dead Load: Tile Roof 10.00 p.s.f. 30# sat felt: 1.00 p.s.f. plywood: 2.00 p.s.f. trusses/joist at 24" o.c.: 5.00 p.s.f. insulation: 0.50 p.s.f. 1x3 furring 0.50 p.s.f. gypsum board: 2.00 p.s.f. Girder End Mark 7 30.00 p.s.f. Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 Overhang Length: 0.00 ft. Longest truss Length: 11.67 ft. 11.00 ft.of roof width on girder hypotenuse of Overhang: 0.00 ft. hypotonuse of 1/2 of truss: 6.15 ft. p= (psf) zon zor_2112 zone 3 zone 4 zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 -41.19 -51.59 Net Wind Uplift: (overhang) -89.05 - 151.47 Ibs Gravity Load per truss: Uplift load per truss: gable buss en 3,450.50 5,179.90 a abie shaped hip shaped 3,450.50 3,450.50 3,688.58 5,108.60 General Roof Loads Truss End Mark 8 Total Live Load: 30.00 p.s.f. Dead Load: Tile Roof 10.00 p.s.f. 30# sat felt: 1.00 p.s.f. plywood: 2.00 p.s.f. trusses/joist at 24" o.c.: 5.00 p.s.f. insulation: 0.50 p.s.f. 1x3 furring 0.50 p.s.f. gypsum board: 2.00 p.s.f. Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 Overhang Length: 0.00 ft. Longest truss Length: 11.42 ft. 2.00 ft. o.c. hypotenuse of Overhang: 0.00 ft. hypotonuse of 1/2 of truss: 6.02 ft. p= (psf) zone 1 zone 2 zone 3 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 Net Wind Uplift: (overhang) -89.05 - 151.47 gable shaped Ibs gable truss end Umat Gravity Load per truss: 613.92 613.92 Uplift Toad per truss: 921.62 661.82 zone 4 zone 5 -41.19 hip shaped truss 613.92 920.00 -51.59 General Roof Loads Total Live Load: Dead Load: Tile Roof 30# sat felt: plywood: trusses/joist at 24" o.c.: insulation: 1x3 furring gypsum board: Total Dead Load: Total Roof Load: (live+dead) Roof Design Load: Dead Load used for Uplift Design: Overhang Length: Longest truss Length: hypotenuse of Overhang: hypotonuse of 1/2 of truss: P= (Psf) Net Wind Uplift (enclosed): Net Wind Uplift: (overhang) 0.00 ft. 9.67 ft. 0.00 ft. 5.10 ft. zone 1 -33.53 zone 2 -76.56 -89.05 gable shaped Ibs pable truss end truss Gravity Load per truss: 519.85 519.85 Uplift Toad per truss: 780.39 599.96 Truss End Mark 30.00 p.s.f. 10.00 p.s.f. 1.00 p.s.f. 2.00 p.s.f. 5.00 p.s.f. 0.50 p.s.f. 0.50 p.s.f. 2.00 p.s.f. 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 2.00 ft. o.c. zone 3 -76.56 - 151.47 9 one 4 zone 5 -41.19 hip shaped truss 519.85 858.15 -51.59 F General Roof Loads Total Live Load: Truss End Mark 30.00 p.s.f. Dead Load: Tile Roof 10.00 p.s.f. 30# sat felt: 1.00 p.s.f. plywood: 2.00 p.s.f. trusses/joist at 24" o.c.: 5.00 p.s.f. insulation: 0.50 p.s.f. 1x3 furring 0.50 p.s.f. gypsum board: 2.00 p.s.f. Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: Overhang Length: 1.00 ft. Longest truss Length: 11.67 ft. hypotenuse of Overhang: 1.05 ft. hypotonuse of 1/2 of truss: 6.15 ft. p= (psf) one 1 zone 2 zone 3 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 Net Wind Uplift: (overhang) -89.05 - 151.47 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 2.00 ft. o.c. Gravity Load per truss: Uplift load per truss: gable shaped Ibs gable truss end rs 734.88 734.88 1,261.13 767.66 10 zone 4 zone 5 -41.19 -51.59 hip shaped truss open 734.88 734.88 1,025.85 1,283.10 General Roof Loads Total Live Load: Dead Load: Tile Roof 30# sat felt: plywood: trusses/joist at 24" o.c.: insulation: 1x3 furring gypsum board: Total Dead Load: Total Roof Load. (live+dead) Roof Design Load: Dead Load used for Uplift Dasign: Girder End Mark 30.00 p.s.f. 10.00 p.s.f. 1.00 p.s.f. 2.00 p.s.f. 5.00 p.s.f. 0.50 p.s.f. 0.50 p.s.f. 2.00 p.s.f. 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 Overhang Length: 1.00 ft. Longest truss Length: 11.67 ft. 3.25 ft. o.c. hypotenuse of Overhang: 1.05 ft. hypotonuse of 1/2 of truss: 6.15 ft. 11 V (psf) zone 1 zone 2 zone 3 zone 4 zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 Net Wind Uplift: (overhang) -89.05 - 151.47 gable shaped Ibs gable trussend Gravity Load per truss: 1,194.18 1,194.18 Uplift load per truss: 2,049.33 1,247.45 -41.19 -51.59 hip shaped tress open, 1,194.18 1,194.18 1,667.00 2,085.04 'General Roof Loads Total Live Load: Dead Load: Tile Roof 30# sat felt: plywood: trusses/joist at 24" o.c.: insulation: 1x3 furring gypsum board: Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: Overhang Length: Longest truss Length: hypotenuse of Overhang: hypotonuse of 1/2 of truss: Truss End Mark 30.00 p.s.f. 10.00 p.s.f. 1.00 p.s.f. 2.00 p.s.f. 5.00 p.s.f. 0.50 p.s.f. 0.50 p.s.f. 2.00 p.s.f. 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 1.00 ft. 8.67 ft. 2.00 ft. o.c. 1.05 ft. 4.57 ft. 12 p= (pSf) zone 1 zone 2 oz ne 3 zone 4, zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 -41.19 -51.59 Net Wind Uplift: (overhang) -89.05 - 151.47 gable shaped Ibs gable truss end truss Gravity Load per truss: 573.61 573.61 Uplift load per truss: 1.019.02 661.63 hip shaped truss ooen 573.61 573.61 919.81 1,001.52 M General Roof Loads Total Live Load: Dead Load: Tile Roof 30# sat felt: plywood: trusses/joist at 24' o.c.: insulation: 1x3 furring gypsum board: Total Dead Load: Total Roof Load: (Iive+dead) Roof Design Load: Dead Load used for Uplift Design: Overhang Length: 0.00 ft. Longest truss Length: 7.00 ft. hypotenuse of Overhang: 0.00 ft. hypotonuse of 1/2 of truss: 3.69 ft. Truss End Mark 30.00 p.s.f. 10.00 p.s.f. 1.00 p.s.f. 2.00 p.s.f. 5.00 p.s.f. 0.50 p.s.f. 0.50 p.s.f. 2.00 p.s.f. 21.00 p.s.f. 51.00 p.s.f. 57.00 p.s.f. 10.00 2.00 ft. o.c. 13 p= (psf) one 1 zone 2 zone 3 zone 4 zone 5 Net Wind Uplift (enclosed): -33.53 -76.56 -76.56 -41.19 -51.59 Net Wind Uplift: (overhang) -89.05 - 151.47 pable shaped hip shaped Ibs gable truss end ruse truss open Gravity Load per truss: 376.31 376.31 376.31 376.31 376.31 Uplift load per truss: 564.92 505.59 564.92 763.78 657.04 V. Special Inspector Letter MIAMI SHORES VILLAGE BUILDING DEPARTMENT 10050 NE 2ND Avenue Miami Shores, Florida 33138 NOTICE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE We have been retained by Frances Allegra to perform inspection services under the Florida Building Code 2007, at the residence addressed as 1160 NE 98th Street on the below listed structures as of September 17, 2009. I am a registered Architect licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (84404.6.1.20) X SPECIAL INSPECTOR FOR TRUSSES > 35 FT LONG OR 6 FT HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) yti SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) X SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENT PER FBC 1927.12 (84405.9.12) ❑ SPECIAL INSPECTOR FOR LIGHTWEIGHT INSULATING CONCRETE, FBC 1917.2 (R4405.12.2) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply The following individuals) employed by this firm or me are authorized to perform inspections.* 1. Robert J Lara, AR 92824 2. 3. 4. * Special Inspectors utilizing authorized representatives shall insure the authorized representatives is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEESFundamentals Examination; or registration as building inspector or general contractor. I, (we) will notify the Building & Permitting Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector's inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each building permit, We will submit to the building inspector at the time of final inspection the completed inspection log form and sealed Statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Robert J. Lara, AR 92824 Date: September 17, 2009 krehitecture rcbert j lara 1 Management I Design 8450 SW 201 Street Miami, FL 33189 754-264-4773 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood insurance Program A1. Buildin Owner's Name FRANCES P. ALLEGRA 08-116 fa ELEVATION CEii1'IFIC i; Important Read the instructions on pages SECTION A - PROPERTY INFORMA NN A2. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1160 E. N. 98TH ST Unit,, Suite, - -- _MIAMI SHORES State ZIP Code A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, tc.)_ 3$ LOT 22 BLOCK 180 PB 43 AT PAGE 69 ,701 OM No. 1880 -0008 Exbl s February 28.2009 For Insurance Company Use: Policy Number Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc,) RESIDENTIAL A5. Latitude/Longitude: Lat. N 25°51. 347 Long. W 080°10. 487 A6: Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number, 8 A8. For a building with a crawl space or enclosure(s), provide: e) Square footage of crawl space or enclosures) 2 .2.304 sq ft b) No. of permaneirt flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade 15 c) Total net area of flood openings in Ae.b 1.080 sq in Horizontal Datum: 0 NAD 1927 ® NAD 1983 A9. For a building with an attached garage, provide: a) Square footage of attached garage 270 sq ft b) No. of permanent flood openings In the attached garage walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings In A9.b N/A sq In SECTION B FLOOD INSURANCE RATE MAP (FIRM) INFORMATION r81. NFIP Community Name & Community Number VILLAGE OF SHORES 120652 62. County Name MIAMI -DADS 84. Map/Panel Number B5. Suffix 86. FIRM Index 87. FIRM Panel B8. Flood 12025C0093 Date Effective/Revised Data Zone(s) 7/17/95 3/2/94 X 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69. • ❑ FIS Profile ® FIRM [J Community Determined B11. Indicate elevation datum used for BFE in Item B9: al NGVD 1929 0 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area oar Otherwise Protected Area (OPA)? Designation Date 0 OPA CBRS 83. State FLORIDA 69. Base Flood Elevation(s) (Zone AO, use base flood depth) N/A 0 Yes ® No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQU1'�' C1. Building elevations are based on: 0 Construction Drawings* ., . *A new Elevation Certificate will be required when construction of the building is complete. eder Construction* etshed Consiruof n • C2. Elevations - -Zones A1-A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, AR/AE, AR/A'1 --A30, AR/A , • •AOrC • below according to the building diagram specified In item A7. op letq I s CQ *a'�' •; Benchmark Utillzed B-62 - __ -V �i� :..' •'� •n ! •••• conversion/Comments N/A ,venical Datum a) b) c) d) e) t) g) Top of bottom floor (including basement, awl space, or enclosure floor of the next higher floor Bottom of the Lowest horizontal structural member (V Zones only) Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (frnisfed) grade (LAG) Highest adjacent (finished) grade (HAG) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION Thtscation is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that f he Infomiaflon on MIS Certlfrcate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here If comments are provided on back of form. Certiter's Name ADIS N. NUNEZ 5924 Title Corn an Name AARGZS'IERED LAND SURVEYOR BLA�TCt� SIIRVEYORS: INC. 555reNORTH SHORE DRIVE MI�MZ BEACH Ste #e ZIP Cade Signet � FLORIIDA 33141 110/08 (305 }n 8865- -1200- Check the measu r) .11.28 ® feet 11.58.® feet N/A .__El feet Q..,_® feet A/C 9.80.,_„® feet 8'7 �i feet $ • $ 7. -___® feet Q mailers (Puerto RfeS onty). meters.(Puerto Rica only) ❑ meters ( Paerto Rico ❑ meters (Puerto Rico only) 0 meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) License Number • •• • • • • FEMA Form 81 -31, February 2006 See reverse side for rnnfintim+:,tr, building Street Address (including Apt., Unit, Suite, acid /or Bldg. No.) or P.0 Routs: and Box No. 1.1 6 G� N.E. 98TH ST. City I SHORES State FLORIDA ZIP Lode 33138 rut- insurance Lompany use: Policy Number Company NAIC Number If using the Elevation Certificate to obtain NAP flood insurance, affix at least two building photographs below according to the instructions for Item A6. lderi "tify all photographs with: date taken; "Front View" and "Rear View "; and if required, "Right Side View" and "Left Side View," If submitting more photooraphs th:cn k.giii fit on this pa+Je; use the C.nritiiL :stinn Psge. following. PICTURES WERE TAKEN ON 1/10/08 FRONT VIEW • •••• • • • • • • •• • •• • • • • • , • •• • .1... •••• • • • • •• •• • • • • • • ••• • • • •• • • 0000 • • • • •••• • • • • h, •• • •• • • • • • •• • •f • 1 •, NAY _ !Go LOCATION SKETCH SCALE: NTS 12.50'. (R&M) 35.60' 24.50' rr' rnr 11.40 ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL l STATE AND COUNTY RU IAMMj�0 �1'� 710N3 SWK K STRUCTURE, CLFWUN LINK FENCE, PL =PROPERTY UNE, DUE =DRAINAGE UTLITYEASEM ENT, IP = }RON PIPE, F =FOUND, ANC=A!R CONDmONER PAD, P!C=PROPERTY CORNER. D!H =DRILLED HOLE, V11'F =WOODEN FENCE, RES= RESIDENCE, CL- CLEAR, RB=REBAR, UE =UTILI Y EASEMENT, CONC=CONCRETE SLAB. RIVPRIGHT OF VW, DE =DRAINAGE EASEMENT, CIL= CENTER LINE, O=DIAMTER, TYP=TYPICAL, M- MEASURED, R =RECORDED, ENCR= ENCROACHMENT, COMP =COMPUTER, ASH= ASPHALT, N!D =NAIL & DISC, S=S ,,,,FEE= FINISH FLOOR ELEVATION, O/S =OFFSET, P/P =POWER POLE, OHP= OVERHEAD POY ERL1NE, WM= MA,TER METER WOOD FENCE= MASONRY WALL= 'ELEVATION BASED ON LOC. # 3250 S. NOT VALID UNLESS EMBOSSED WITH SURVEYOR'S SEAL REVISED: CONCRETE= D(,,BNI# B -62 M ELV. 8.74 r TYPE OF SURVEY: BOUNDARY SURVEY MAINTENANCE S DRAINAGE EASEMENT= M & D.E. SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALIDWI HOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICALQATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING. AND ZONING INFORMATION. 10) EXAMINATION-OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DE 1 ERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE SURVEY FOR: FRANCES 1'. ALLEGRA, 1160 N.E. 98TH ST., MIAMI S *ORES,, FL. 3313. LEGAL DESCRIPTION: LOT 22 - OF REVISED PLAT OF MIAMI SHORES. SECTION 8 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK OF THE PUBLIC RECORDS MIAMI —DADE COUNTY, FLORIDA BLOCK 180 SUBDIVISION AT PAGE 69 i HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA. #5924 SINCE 1987 BLANGO SURVEYORS ING. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 , (305) 865 -1200 Email: blancosurveyorsinc@yahoo.com Fax: (305) 865 -7810 FLOOD ZONE: X PANEL: 0093 DATE: 1 10 08 SCALE: 1• =20' SUFFIX: J DATE: 7/17/95 BASE: N/A COMMUNITY# 120652 OWN. BY: 1OB No 08 -116 F. 6lanao RAPPENDIX 13 -D FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 600A -08 Alternate Residential Points System Method SOUTH 7 8 9 PROJECT NAME: AND ADDRESS: Residential Addition for: BUILDER: 1160 NW 98 ST PERMITTING OFFICE: Miami Shores CLIMATE ZONE: 7 8 9 Miami Shores, FL OWNER: Frances Allegra PERMIT NO.: JURISDICTION NO.: 2 3 2 0 6 0 1. New construction or addition 2. Single family detached or Multifamily attached 3. If Multiple - family -No. of units covered by this submission 4. Is this a worst case (yes /no) 6. Conditioned floor area (sq. ft.) 6. Predominant eave overhang (ft.) 7. Glass type 1 and area: (Label required by 13- 104.4.6 if not default) a. U- factor: (or Single, or Double -Pane DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor type and insulation: a. Slab on grade (R -value + perimeter) b. Wood raised (R - value + sq. ft.) c. Concrete, raised (R- value) 9. Net Wall type area and insulation: a. Exterior: 1. Concrete block (Insulation R - value) 2. Wood frame (Insulation R -value) 3. Steel frame (Insulation R - value) 4. Log (Insulation R - value) 5. Other: b. Adjacent 1. Concrete block (Insulation R - value) 2. Wood frame (Insulation R - value) 3. Steel frame (Insulation R- value) 4. Log (Insulation R - value) 10. Ceiling type area and insulation: a. Under attic (Insulation R - value) b. Single Assembly (Insulation R - value) c. Radiant barrier, IRCC or white roof installed? 11. Air distribution systems: a Ducts (Insulation + Location) b. Air Handlers (Location) 12. Cooling System: ( Types: central -split, central - single pkg., room unit, PTAC., gas, none) 13. Heating System: (Types: heat pump, elec. strip, nat. gas, L.P. gas, gas h.p., room or PTAC, none) EXISTING EXISTING 14. Hot water system: NEW (Types: elec., natural gas, solar, L.P. gas, none) 16. Hot Water Credits: a. Heat Recovery (HR) b. Dedicated Heat Pump (DHP) c. Solar 16. HVAC Credits (Use: CF- Ceiling Fan, CV -Cross vent., PT- Programmable Thermostat, HF -Whole house fan, MZ- Multizone) 17. COMPLIANCE STATUS: (PASS if As -Built Pts are less than Base Pts) a. Total As -Built Points: b. Total Base Points: Please Type 1 EXISTING HOME W/ ADDITION 2 Sinale Family Detached 3. n/a 4. No 6. 2.116.02 sq. ft. 6. 1' -0" ft. Description Area 7a. Sinale sq. ft 7b. Tinted 362.8 sq. ft 8a. R. 8b. R= 0.00 , Bc. R. 9a -1 R= 0.00 9a -2 R= 9a-3 R. 9a-4 R. 9b-1 R= 9b-2 R= 11_00 9b-3 R= 9b-4 R= 10a. R. 19_00 10b. R= 10c. 11a. R= 4.20 , 11b. R= 4.20 , 12a. Type: 12b. SEER/EER/COP: 12c. 13a. 13b. 13c. 14a. 14b. 15a. 16b. 16c. Capacity: Type: HSPF /COP /AFUE: Capacity: Type: EF: NONE 16. PT. CF 17. PASS I. ft. 2.116.0 sq. ft. sq. ft. 1.602.9 sq. ft sq. ft sq. ft sq. ft sq. ft 0.00 sq. ft sq. ft sq. ft 2116.02 sq. ft sq. ft UNCOND. (cond/uncond) COND (cond/uncond) CENTRAL/SPLIT 17.60 4 ton ELEC. STRIP )1SPF =N/A 4 ton ELEC. STRIP 0.96 96.43 pts. 17a. 24.180.13 17b. 26.076.56, CK J J J J J J J I hereby ce e plans n specifications covered by the calculation are in compliance jLy q = EPe lC obeli J Lora, AIA AR92824 I hereby certify that this building is In compliance with the Florida Energy Code: DATE: 03 -Oct -09 OWNER/AGENT: DATE: Review of plans and specifications, covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed, this building will be inspected for compliance In accordance with Section 553.908, F.S. BUILDING OFFICIAL: DATE: 1 Pedominant glass type. For actual glass type and areas, see summer and winter glass output on Pages 2 and 4. 2007 FLORIDA BUILDING CODE - BUILDING Page 1 13.D.19 APPENDIX 13 -D ' SUMMER CALCULATIONS CLIMATE ZONES 7 8 9 OVERHANG RATIO OH LENGTH OH HEIGHT ORIENTATION N NE 0.H. LGTH. (feet) 1.00 GLASS AREA (sq. ft) 26.4 SINGLE PANE SUMMER -PT. MULT. DOUBLE -PANE SUMMER -PT. MULT. CLEAR 36.46 C 31.93 TINTED 24.93 SUMMER OVERHNG FACTOR 0.993 AS -BUILT GLASS SUMMER PTS 768.5 0.00 0.0 55.61 48.54 38.79 0.995 0.0 E 1.00 71.4 78.71 68.60 55.50 0.993 4,637.8 SE 0.00 0.0 79.81 69.60 56.34 0.999 0.0 S 1.00 63.7 66.93 58.45 47.06 0.995 3,508.6 SW 0.00 0.0 73.41 64.05 51.71 0.997 0.0 W 1.00 91.5 70.53 61.59 49.65 0.994 5,308.0 NW 0.00 0.0 48.42 42.35 33.62 0.995 0.0 H1 0.00 0.0 133.72 118.14 93.98 1.000 0.0 N 12.00 48.0 36.46 0.692 974.2 NE 0.00 0.0 55.61 1.000 0.0 E 0.00 0.0 78.71 1.000 0.0 SE 0.00 0.0 79.81 1.000 0.0 S 12.00 51.9 66.93 0.592 1,699.0 SW 0.00 0.0 73.41 1.000 0.0 W 0.00 0.0 70.53 1.000 0.0 NW 0.00 0.0 48.42 1.000 0.0 H1 0.00 0.0 133.72 1.000 0.0 GLASS AREA COND. WEIGHTED BASE 0.18 FLOOR GLASS GLASS ADJACENT AREA MULTIPLIER SUBTOTAL 0.18 2,116.0 30.530 11,628.4 COMPONENT DESCRIPTION AREA BASE SUMMER POINT MULT. BASE SUMMER POINTS WALL I EXTERIOR 1,502.91 2.40 3,607.0 ADJACENT 0.00 0.90 0.0 11,501.37 it 0 EXTERIOR 40.00 6.40 256.0 ADJACENT 0.00 2.60 0.0 0.00 1.00 0.0 0.903 Cy7 J W 0 UNDER ATTIC OR SINGLE 2,116.02 2.80 5,924.9 ASSEMBLY AS -BUILT GLASS SUB -TOTAL 16,896.1 COMPONENT DESCRIPTION AREA SUMMER PT. MULT. (6A- 2.6A -6) AS -BUILT SUMMER POINTS EXTERIOR BLOCK 1,502.91 4.20 6,312.2 ADJACENT STEEL STUD 0.00 1.00 0.0 0.903 11,501.37 EXTERIOR INSULATED 40.00 6.40 256.0 ADJACENT WD. 0.00 3.80 0.0 1.087 1.160 0.855 0.190 UNDER ATTIC 2,116.02 3.72 7,877.9 SINGLE ASSEMBLY 0.00 9.24 0.0 RBS/IRCC/whlte roof' (x .85) 0.0 BASE CEILING AREA EQUALS FLOOR AREA DIRECTLY UNDER CEILING, AS -BUILT CEILING AREA EQUALS ACTUAL CEILING SQUARE FOOTAGE 0 0 0 SLAB (perim.) RAISED (area) 0.00 (20.00) 0.0 2,116.02 1.96 4147.4 SLAB (perim.) 0.00 (20.00) 0.0 RAISED (area) 2,116.02 (4.20) - 8887.3 FOR SLAB ON GRADE USE PERIMETER LENGTH AROUND CONDITIONED FLOOR. FOR RAISED FLOORS USE AREA OVER UNCONDITIONED SPACE. INFILTRATION & INTERNAL GAINS 2,116.02 18.79 1 39,760.0 1 INFILTRATION 2,116.02 1 18.79 39,760.0 USE TOTAL FLOOR AREA OF CONDITIONED SPACE. TOTAL COMPONENT BASE SUMMER POINTS 65,323.6 COOLING SYSTEM BASEC00L SYSTEM MULT. TOTAL BASE SUMMER POINTS BASE COOLING POINTS 0.325 65,323.6 21,230.18 HOT WATER SYSTEM NUMBER OF BEDRMS BASE HOT WATER MULTIPLIER BASE HOT WATER POINTS 3 2273 6,819.0 I TOTAL COMPONENT AS-BUILT SUMMER POINTS 62,215.0 I TOTAL AS -BUILT SUM. PTS. AS -BUILT DM (6A-8) AS -BUILT DSM (6A -20) AS -BUILT , AHU (6A -7) AS -BUILT CSM (6A -9) AS -BUILT CCM (6A -19) AS -BUILT COOLING POINTS 62,215.0 1.087 1.160 0.855 0.190 0.903 11,501.37 AS -BUILT HOT -WATER SYSTEM DESC. NUMBER OF BEDRMS AS -BUILT HWM (6A -22) AS -BUILT HWCM (6A -23) AS -BUILT HOT -WTR POINTS ELEC.STRIP 3 2218.000 1.000 6,654.00 1 H= HORIZONTAL GLASS (SKYLIGHTS) 'FOR GLASS WITH KNOWN SHGC, SEE SECTION 2.1.1 APPENDIX C, TINT MULTIPLIER MAY BE USED FOR GLASS WITH SOLAR SCREENS, FILM, OR TINT. MUST MEET CRITERIA OF S.607.1.A 13 -D.20 Page 2 2007 FLORIDA BUILDING CODE - BUILDING SUMMER POINT MULTIPLIERS (SPM) 6A -1 SUMMER OVERHANG FACTORS (SOFI FOR SINGLE AND DOUBLE -PANE GLASS APPENDIX 13-D CLIMATE ZONES 7 8 9 SELECT BY EXTERIOR OH Ratio .00 -.11 / .18-26 27 -.35 .36 -.46 .47 -57 .58 -.70 .71 -.83 .84.1.18 1. 2 1.73 - 2.73 2.74 & up North 1.00 Y 0.993 \ 0.971 0.932 0.891 0.847 0.810 0.774 0.745 0.692 0.848 0.608 Northeast 1.00 0.995 0.986 0.909 0.849 0.782 0.726 0.673 0.633 2.43 0.504 0.459 East 1.00 0.993 \ 0.984 0.904 0.837 0.759 0.691 0.625 0.574 0.484 0.416 0.482 Southeast 1.00 0.999 0.960 0.881 0.799 0.713 0.645 0.585 0.542 : -: 0.422 0.386 South 1.00 0.995 0.945 0.854 0.770 0.689 0.630 0.581 0.546 • 0.455 0.428 Southwest 1.00 0.997 0.988 0.882 0.805 0.723 0.857 0.599 0.556 0.427 0.388 West 1.00 0.994 0.965 0.905 0.840 0.767 0:704 0.645 0.599 0.518 0.455 0.404 Northwest 1.00 0.995 / 0.967 0.914 0.861 0.805 0.760 0.718 0.686 0.629 0.583 0.545 OH Length 0.0' - : 1.5' 2.0' 3.0' 3.5' 4.6' 5.6' 6.5' 8.5' 14.0' 20.0' 6A -2 WALL SUMMER POINT MULTIPUERS (SPM) FRAME WOOD STEEL CONCRETE BLOCK (NORMAL WT) FACE BRICK INTERIOR INSULATION EXT. INSUL R-VALUE 0-6.9 WOOD FR 4.8 R -VALUE 0-2.9 BLOCK 2.3 1.00 6 INCH 8 INCH R -VALUE EXT ADJ EXT ADJ R-VALUE ADJ EXT 7 -10.9 1.3 3-8.9 1.6 R -VALUE EXT EXT 0-6.9 8.5 3.4 11.6 4.4 0-2.9 1.9 4.2 11 -18.9 1.1 7.9.9 .9 0-2.9 2.8 1.9 7 -10.9 32 1.3 5.5 2.1 34.9 1.3 1.7 19 -25.9 .6 10 &UP .7 3-6.9 1.9 1.4 11 -12.9 2.7 1.0 4.2 1.6 5-6.9 2.0 1.1 1.2 26 &UP .3 7 &UP 1.5 12 13 -18.9 2.4 .9 3.9 1.5 7 -10.9 1.6 .8 .7 19 -25.9 1.8 .6 3.4 1.3 11 -18.9 1.0 .6 .3 26 & UP 1.0 .3 1.9 .7 19 -25.9 .5 .3 26 & Up .3 .2 6A-3 DOOR SUMMER POINT MULTIPLIERS (SP DOOR TYPE EXTERIOR ADJACENT WOOD 9.4 3.8 INSULATED 6.4 2.8 6A-5 FLOOR SUMMER POINT MULTIPLIERS (SPM) 8A-4 CEIUNG SUMMER POINT MULTIPLIERS (SP NOTE: SEE SECTION 2.0 OF APPENDIX 0 FOR MULTIPUERS OF ENVELOPE COMPONENTS NOT ON THIS FORM. UNDER ATTIC SINGLE ASSEMBLY CONCRETE DECK ROOF R-VALUE - • y '. R -VALUE SPM CEIUNGTYPE 19 -21.9 3.72 j 10 -10.9 13.67 R -VALUE EXPOSED DROPPED 22 -25.9 • '• -' 11 -12.9 12.90 10 -13.9 14.73 13.67 26 -29.9 3.02 13 -18.9 11.59 14 -20.9 10.98 10.48 30 -37.9 2.77 19 -25.9 9.24 21 & UP 7.88 7.54 38 & UP 2.43 26 -29.9 7.85 RBS Credit 0.700 IRCC Credit 0.865 White Roof Credit 0.550 30 & Up 7.27 SLAB -ON -GRADE EDGE INSULATION RAISED CONCRETE RAISED WOOD POST OR PIER STEM WALL w/UNDER CONSTRUCTION FLOOR INSULATION R-VALUE 0-2.9 3-4.9 5-&9 7 &UP SPM -20.0 -17.4 -16.6 -16.0 R-VALUE /T-VALUE 6A-6 INFILTRATION & INTERNAL GAINS (SPM) Air Infiltration 7.43 InflliratIon/Intamal Gains (Combined) 18.79 6A -7 AIR HANDLER MULTIPLIERS (SPM) Located In garage Located In conditioned area Located on exterior of balding Located in attic 1.08 7 -10.9 11-18.9 19 &UP 2.58 2.08 1.58 SPM 3.4 1.3 6A-8 DUCT MULTIPLIERS (DM) Sae Table 13e10.1Aec8.1 for Cods antrum. SUPPLY DUCTS IN: DUCT R -VALUE RETURN DUCTS In: Unconditioned space Attic/ RBS Attic/ IRCC Attlo/ Cool roof Conditioned 8 Unconditioned Space 4.2 1.095 1.090 1.091 1.090 6.0 1.073 1.069 1.070 1.089 1. 8.0 1.058 1.055 1.055 1.055 1.053 6A-9 COOLING SYSTEM MULTIPLIERS (CSM) Attic/Interior Radiation Control Coatings (IRCC) 42 1.083 1.078 1.072 6.0 1.084 1.081 1.056 8.0 1.062 1.049 1.045 Attic/Cool Roof 42 1.059 1.054 1.051 8.0 1.045 1.041 1.038 8.0 1.035 1.032 1.030 Conditioned Space 4.2 1.005 1.004 1.006 1.002 1.000 6.0 1.004 1.003 1.004 1.002 1.000 8.0 1.003 1.003 1.003 1.001 1.000 SYSTEM TYPE ae. Table 1s407.14M9' ABM for code mWmmoe COOLING SYSTEM MULTIPLIERS (CSM) Central Units (SEER) PTAC & Room Units (EER) Rating 7.5 -7.9 8.0-8.4 8.5 -8.8 8.9 -9.4 9.5.9.9 10.0 -10.4 10.5-10.9 11.0 -11.4 11.5-11.9 12.0 -12.4 CSM .46 .43 .40 .38 .36 .34 .32 .31 .30 28 Rating 12.5 -12.9 13.0-13.4 13.5 -13.9 14.0 -14.4 14.5-14.9 15.0 -15.4 15.5 -15.9 16.0 -16.4 16.5-16.9 17.0 -17.4 17.5;UP CSM .27 .26 .25 .24 .24 .23 22 .21 21 .20 .19 2007 FLORIDA BUILDING CODE - BUILDING 13 -D.21 4.2 1.062 1.057 - - 1.053 Attic/Radiant Barrier (RBS) 6.0 1.048 1.044 - - 1.041 8.0 1.039 1.036 - - 1.033 6A-9 COOLING SYSTEM MULTIPLIERS (CSM) Attic/Interior Radiation Control Coatings (IRCC) 42 1.083 1.078 1.072 6.0 1.084 1.081 1.056 8.0 1.062 1.049 1.045 Attic/Cool Roof 42 1.059 1.054 1.051 8.0 1.045 1.041 1.038 8.0 1.035 1.032 1.030 Conditioned Space 4.2 1.005 1.004 1.006 1.002 1.000 6.0 1.004 1.003 1.004 1.002 1.000 8.0 1.003 1.003 1.003 1.001 1.000 SYSTEM TYPE ae. Table 1s407.14M9' ABM for code mWmmoe COOLING SYSTEM MULTIPLIERS (CSM) Central Units (SEER) PTAC & Room Units (EER) Rating 7.5 -7.9 8.0-8.4 8.5 -8.8 8.9 -9.4 9.5.9.9 10.0 -10.4 10.5-10.9 11.0 -11.4 11.5-11.9 12.0 -12.4 CSM .46 .43 .40 .38 .36 .34 .32 .31 .30 28 Rating 12.5 -12.9 13.0-13.4 13.5 -13.9 14.0 -14.4 14.5-14.9 15.0 -15.4 15.5 -15.9 16.0 -16.4 16.5-16.9 17.0 -17.4 17.5;UP CSM .27 .26 .25 .24 .24 .23 22 .21 21 .20 .19 2007 FLORIDA BUILDING CODE - BUILDING 13 -D.21 APPENDIX 13 -D WINTER CALCULATIONS CLIMATE ZONES 7 8 9 yr 5 ORIENTATION N 0.H. LGTH. (feet) GLASS AREA (sq. ft) SINGLE PANE WINTER -PT. MULT. DOUBLE -PANE WINTER -PT. MULT. CLEAR CLEAR TINTED 2 WINTER OVERHNG FACTOR AS -BUILT GLASS WINTER PTS 1.00 26.4 6.03 NE 0.00 0.0 5.84 E 1.00 71.4 4.77 4.38 4.45 0.998 160.9 4.18 4.28 0.999 0.0 3.30 3.56 1.009 363.9 SE 0.00 0.0 4.22 2.87 3.20 1.017 0.0 S 1.00 63.7 4.49 3.12 3.40 0.994 303.4 SW 0.00 0.0 5.06 W 1.00 91.5 5.49 NW 0.00 0.0 6.00 H' 0.00 0.0 6.39 3.63 3.83 0.999 0.0 3.98 4.12 0.998 515.7 4.35 4.43 0.997 0.0 4.48 4.70 1.000 0.0 N 12.00 48.0 6.03 0.962 282.1 NE 0.00 0.0 5.84 1.000 0.0 E 0.00 0.0 4.77 1.000 0.0 SE 0.00 0.0 4.22 1.000 0.0 S 12.00 51.9 4.49 1.376 341.8 SW 0.00 0.0 5.06 1.000 0.0 W 0.00 0.0 5.49 1.000 0.0 NW 0.00 0.0 6.00 1.000 0.0 H1 0.00 0.0 6.39 1.000 0.0 I GLASS I AREA COND. WEIGHTED BASE 0.18 FLOOR GLASS GLASS 0.00 AREA MULTIPLIER SUBTOTAL 0.18 2,116.0 3.600 1,371.2 COMPONENT DESCRIPTION AREA BASE WINTER POINT MULT. BASE WINTER POINTS 72.0 WALL EXTERIOR 1,502.91 0.60 0.00 901.7 ADJACENT 0.00 0.50 0.0 co rz 0 0 EXTERIOR 40.00 1.80 72.0 ADJACENT 0.00 1.30 0.0 0.00 0.50 0.0 0.950 z z J W 0 UNDER ATTIC OR SINGLE ASSEMBLY 2,116.02 0.10 211.6 0.00 0.0 ASBUILT GLASS SUB-T 1,967.8 COMPONENT DESCRIPTION AREA WINTER PT. MULT. (6A- 2.6A -6) ASBUILT WINTER POINTS EXTERIOR BLOCK 1,502.91 1.90 2,855.5 ADJACENT METAL STUD 0.00 0.50 0.0 0.950 6,024.75 EXTERIOR INSULATED 0.00 1.80 0.0 ADJACENT WD. 40.00 1.90 76.0 6,819.00 ( X 0.85= 25,075.56 1.000 UNDER ATIC 2,116.02 0.14 296.2 SINGLE ASSEMBLY 0.00 0.11 0.0 RBS/IRCCAvhite roof' (x 85) BASE CEILING AREA EQUALS FLOOR AREA DIRECTLY UNDER CEILING, AS -BUILT CEILING AREA EQUALS ACTUAL CEILING SQUARE FOOTAGE SLAB (perim.) RAISED (area) 0.00 (2.10) 0.0 2,116.02 0.09 190.4 SLAB (perim.) 0.00 (2.10) 0.0 RAISED (area) 2,116.02 0.30 634.8 FOR SLAB ON GRADE USE PERIMETER LENGTH AROUND CONDITIONED FLOOR. FOR RAISED FLOORS USE AREA OVER UNCONDITIONED SPACE. INFILTRATION & INTERNAL GAINS 2,116.021 (0.06) -127.01 1 INFILTRATION 1 2,116.021 (0.06)1 USE TOTAL FLOOR AREA OF CONDITIONED SPACE. - 127.01 TOTAL COMPONENT BASE WINTER POINTS 1 2,620.0 HEATING SYSTEM BASE HEAT SYSTEM MULT. TOTAL BASE WINTER POINTS BASE HEATING POINTS 0.554 2,620.0 1,451.48 TOTAL BASE COOLING POINTS (From P2) BASE HEATING POINTS BASE HOT WATER POINTS AS -BUILT HSM (6A -18) TOTAL BASE POINTS 21,230.18 1,451.48 6,819.00 ( X 0.85= 25,075.56 I TOTAL COMPONENT ASBUILT WINTER POINTS 1 5,703.41 TOTAL AS -BUILT WIN. PTS. AS -BUILT DM (6A -17) AS -BUILT DSM (6A -20) AS -BUILT AHU (6A -16) AS -BUILT HSM (6A -18) AS -BUILT HCM (6A -21) AS-BUILT HEATING POINTS 5,703.42 1.116 1.140 0.874 1.000 0.950 6,024.75 AS -BUILT COOUNG POINTS (From P2) AS-BUILT HEATING POINTS AS -BUILT HOT WATER POINTS TOTAL AS -BUILT POINTS 11,501.4 6,024.75 6,654.00 24,180.13 H= HORIZONTAL GLASS (SKYLIGHTS) s FOR GLASS WITH KNOWN SHGC, SEE SECTION 2.1.1 APPENDIX C, TINT MULTIPUER MAY BE USED FOR GLASS WITH SOLAR SCREENS, FILM, OR TINT. 3 MUST MEET CRITERIA OF 5.607.1.A 13 -D.22 Page 4 2007 FLORIDA BUILDING CODE - BUILDING • WINTER POINT MULTIPLIERS (WPM) 6A -10 WINTER OVERHANG FACTORS (WOF) APPENDIX 13-D CLIMATE ZONES 7 8 9 SELECT BY FRAME OH Ratio .00-.11 2.1 .18-.26 .27 -.35 .36 -.46 .47 -.67 .68 -.70 .71 -.83 .84 -1.18 "= 'va 1.73-2.73 2.74 & up North 1.00 /0.998 0.995 0.991 0.986 0.982 0.977 0.973 0.969 0.982 0.955 0.984 Northeast 1.00 0.999 0.999 0.998 0.997 0.996 0.994 0.993 0.991 2.5 0.978 0.989 • East 1.00 ! 1.009 1.015 1.023 1.032 1.044 1.057 1.073 1.090 1.138 1.203 1291 Southeast 1.00 1.017 1.027 1.048 1.067 1.097 1.130 1.171 1.215 1. 1.485 1.647 South 1.00 0.994 1.001 1.024 1.080 1.115 1.174 1238 1.290 1.376 1.425 1.443 Southwest 1.00 ! 0.999 1.003 1.012 1.024 1.041 1.059 1.078 1.096 . 1.164 1.191 West 1.00 0.998 0.998 0.999 1.001 1.005 1.011 1.018 1.023 1.030 1.032 1.032 Northwest 1.00 \ 0.997 ; 0.995 0.992 0.989 0.985 0.982 0.978 0.974 0.967 0.959 0.952 OH Length 0.0' 1.5' 2.0' 3.0' 3.5' 4.5' 5.5' 6.5' 9.5' 14.0' 20.0' 6A -11 WALL WINTER POINT MULTIPLIERS (WPM 6A -12 DOOR WINTER POINT MULTIPLIERS (IPM DOOR TYPE FRAME CONCRETE BLOCK (NORMAL WT) FACE BRICK 1.9 LOG INTERIOR INSULATION EXT. INSUL R -VALUE WOOD FR R -VALUE BLOCK WOOD STEEL 0-6.9 2.4 0-2.9 .9 6 INCH 8 INCH R-VALUE EXT ADJ EXT ADJ R-VALUE ADJ EXT 7 -10.9 .8 3-6.9 .8 R -VALUE EXT EXT 0-6.9 2.5 1.7 3.4 22 0-2.9 1.9 .7 1.9 11 -18.9 .5 7 -9.9 .4 0-2.9 .6 2 7 -10.9 .8 .6 1.5 1.0 3-4.9 1 .5 .6 19 -25.9 .2 10 & UP .2 3-6.9 .3 .1 11 -12.9 .6 .5 1.1 0.8 5-6.9 .9 .4 .3 26 & UP .1 7 & UP .2 .1 13 -18.9 .6 .5 1.0 0.7 7 -10.9 .7 .4 .2 19-25.9 .3 .3 0.9 0.6 11 -18.9 .4 .2 .0 26 & UP .2 2 0.4 0.3 19 -25.9 .2 .1 26 &UP .1 .0 I NOTE: SEE SECTION 2.0 OF APPENDIX C FOR MULTIPLIERS OF ENVELOPE COMPONENTS NOT ON THIS FORM. 6A -12 DOOR WINTER POINT MULTIPLIERS (IPM DOOR TYPE EXTERIOR ADJACENT WOOD 2.8 1.9 INSULATED 1.8 1.3 6A -14 FLOOR WINTER POINT MULTIPLIERS (WPM) 6A -13 CEILING WINTER POINT MULTIPLIERS (WPM) UNDER ATTIC SINGLE ASSEMBLY R- VALUE M R•VALUE WPM CONCRETE DECK ROOF CEILING TYPE 19 -21.9 .14 10 -10.9 .16 R -VALUE EXPOSED DROPPED 22 -25.9 11-12.9 .15 10 -13.9 0.18 0.16 26-29.9 .11 13 -18.9 .14 14-20.9 0.13 0.12 30 -37.9 .10 19-25.9 .11 21 & UP 0.09 0.08 38 & UP .08 26 -29.9 .09 RBS Credit IRCC Credit White Roof Credit 0.850 0.899 1.044 30 & UP .08 SLAB -ON -GRADE EDGE INSULATION RAISED CONCRETE RAISED WOOD POST OR PIER STEM WALL w/UNDER CONSTRUCTION FLOOR INSULATION R -VALUE WPM 0-2.9 3-4.9 5-6.9 7 & UP -2.1 -2.6 -2.7 -2.7 R •VALUE WPM ADJACENT WPM 7 -10.9 11 -18.9 0.99 024 0.3 1.7 .6 0.12 7 &UP 0 19 &UP -0.01 0 -.1 .5 .3 6A -15 INFILTRATION & INTERNAL GAINS (WPM) 6A -17 DUCT MULTIPLIERS (DM) see ubte taeta1.Aeca1 for Code mNNmmne. Air Infiltration 0.87 Internal Gains -1.15 SUPPLY DUCTS IN: DUCT R -VALUE RETURN DUCTS In: Unconditioned space Attic/ RBS Attic/ IRCC Attic/ Cool roof Conditioned Infiltration/Internal Gains (Combined) -0.28 6A -16 AIR HANDLER MULTIPLIERS (WPM) Located in garage Located In conditioned area 0.92 Located on exterior of building Located in attic 1.11 6A -18 HEATING SYSTEM MULTIPLIERS (HSM) All Climate Zones SYSTEM TYPE See Table N1108.seC22 Bier code minimums Central Heat Pump Unite PTHP Gas Heating Electric Strip Unconditioned Space 4.2 1.135 1.123 1.125 1.128 6.0 1.099 1.091 1.092 1.094 8.0 1.076 1.070 1.071 1.073 1.086 Attic/Radiant Barrier (RBS) 4.2 1.095 1.083 1.073 6.0 1.072 1.063 1.056 8.0 1.057 1.050 1.044 Attic/Interior Radiation Control Coatings (IRCC) 42 1.122 1.110 1.096 6.0 1.091 1.083 1.072 8.0 1.071 1.0585 1.056 Attic/Cool Roof 4.2 1.151 1.139 1.120 6.0 1.111 1.102 1.088 8.0 1.085 1.078 1.088 Conditioned Space 42 1.012 1.010 1.012 1.012 1.000 6.0 1.009 1.008 1.009 1.009 1.000 8.0 1.007 1.008 1.007 1.007 1.000 HEATING SYSTEM MULTIPLIERS (HSM) HSPF 74-78 77 -7A 79-0.3 R 4-R R R 9-9 3 949R R 9-1n3 in 4-in 2007 FLORIDA BUILDING CODE - BUILDING Page 5 13 -D.23 APPENDIX D ADDITIONAL TABLES 6A -19 COOLING CREDIT MULTIPLIERS SYSTEM TYPE Cooling cred :: Itipllers (CCM) Ceiling Fans Multiplier Cross Ventilation .95• Whole House Fan .95* Multizone .95 Programmable Thermostat l "9-5') *Credft may be taken for only one system type concu 6A -21 HEATING CREDIT MULTIPLIERS (HCM) CUMATE ZONES 7 8 9 6A -20 AIR DISTRIBUTION SYSTEM CREDIT MULTIPLIERS TYPE CREDIT Prescriptive requirements Multiplier Air -tight Duct Credit' Appx G- 052.2.1.1 1.00 Factory- sealed AHU Credit° Appx G- 0522.12 0.95 'Duct Sealing Multiplier (DSM) shall be 1.15 (summer) or 1.16 (winter) unless Air-tight Duct Credit is demonstrated by test report 'Multiply Factory- sealed AHU Credit by summer (Table 6A -7) or winter (Table 6A -16) AHU multiplier. Insert total In the As Built AHU" box on page 2 or4. SYSTEM TYPE HEAT! • IT MULTIPLIERS (HCM) Programmable Thermostat HCM .80 -.81 Muitizone HCM .95 6A -22 HOT WATER MULTIPLIERS (H SYSTEM TYPE See T*ble N1112.ASc.e2torcode minimums HOT WATER CREDIT MULTIPLIERS (HWCM) Electric Resistance EF .80 -.81 .82 -.83 .84-.85 .86 -.87 .88 -.90 .91 -.93 _, .97 &Up HWM 2606 2543 2482 2424 2369 2290 2218 2149 Gas Water Heating EF .54 .55 .56 .57 .58 .59 .. .81 HWM 2606 2543 2482 2424 2369 2290 2218 2149 EF .62 -.63 .64-.65 .66 -.70 .71 -.75 .76 -.80 .81 -.83 .84-.88 .87 & Up HWM 2024 1912 1813 1500 1256 1032 910 805 6A -23 HOT WATER CREDIT MULTIPLIERS (HWCM) SYSTEM TYPE HOT WATER CREDIT MULTIPLIERS (HWCM) Heat Recovery Unit With Air Conditioner Heat Pump HWCM .84 .78 Add-on Dedicated Heat Pump (without tank) EF 2.0-2.49 2.5-2.99 3.0 -3.49 3.5 & Up HWCM .44 .35 29 25 Add-on Solar Water Heater (without tank) EF 1.0-1.9 2.0-2.9 3.0 -3.9 4.0 -4.9 5.0 & Up HWCM .84 .42 28 21 .17 NOTE An HWM must be used In conjunction with all HWCM. See Table 6A-22. EF Means Energy Factor 6A -24 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK V Exterior Windows & Doors N1108.ABC.1.1 Max: 3 cfm/sq. ft window area .Scfrn/sq. ft. door area. Exterior & Adjacent Walls N1106.ABC.12.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comera; utility penetrations; between wall panels & top/bottom plates between walls &floor. EXCEPTION: Frame wails where a conti nua kr0ltr lion banter is installed that extends from, and Is sealed to,1e foundation to the top plate. Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efflclenoy of 78 /. Floors N1106 ABC.1.22 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is Installed that is sealed to the perimeter, penetrations and seams. V Ceilings N1106.ABC.12.3 Seal: Between walls & ceilings: penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier Is Installed that Is sealed at the perimeter, at penetrations and seams. V Recessed Lighting Fbdures Ni 106.ABC.12 4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, Installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with <2.0 dm from conditioned space, tested. �j 1 Multiple Story Houses N1106.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. 1 Additional Inflltratlon reqts N1106.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 8A -26 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters NI112 ABC.3 Comply with efficiency requirements In Table N1112.ABC.3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or buiit -in heat trap required for vertical pipe risers. Swimming Pools & Spas N1112.ABC2.3 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efflclenoy of 78 /. �, r 6 Shower Heads NI 112.ABC2.4 V Water flow must be ix tck.4ed to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems NI110.ABC All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, Insulated, and installed in accordance with the criteria of Section NI110. Ducts In unconditioned attics: R-6 minimum Insulation. U° HVAC Controls N1107.ABC2 Separate readily accessible manual or automatic thermostat for each system. J Insulation N1104.ABC.1 N1102.BC.1.1 Ceilings -Min. R -19. Common walls-Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. V 13 -D.24 2007 FLORIDA BUILDING CODE - BUILDING 3.0 J_Suppler ent to the -20-07 Florida Suilding bode Residential, Chapter 11 Energy SUBAPPENDIX G -D FORMS Form 1100A -087, All climate zones [Modify the Baseline totals for Method A code compliance in the EnergyGauge USA Fla/Res computer program by a factor of 0.85 to make the code 15 percent more stringent than the 2007 code Baseline features. See Section N1113.A of Chapter 11.] [Add to "Other prescriptive requirements] Swimming Pools and Spas. N1112.ABC.2.3.4 Spas & heated pools must have covers (except solar heated). Noncommercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. [Mod 3105] forni_600A -0$ A11 climate zones I [Modify Forms 600A North 123, Central 456 and South 789, page 4, Baseline totals box to read as follows. Note that brackets should surround the entire first part of the equation so that the sum of Base Cooling Points, Base Heating Points and Base Hot Water Points is multiplied by 0.85 to get Total Base Points] BASE COOLING BASE BASE HOT TOTAL BASE POINTS + HEATING + WATER POINTS X1.85_� = POINTS (From P. 2) POINTS (From P. 2) (Enter on P. 1) FORM 11008 [Page 1 is not changed except as shown:] FORM 1100B -0807 All Climate Zones North, Central, South 123456789 Compliance with Method B of Chapter 11 of the Florida Building Code, Residential, or Subchapter 13-6 of the Florida Building Code. Building, may be demonstrated by the use of Form 1100B for single- and multiple - family residences of three stories or less in height, and additions to existing residential buildings. To comply, a building must meet or exceed all of the energy efficiency requirements prescriptivcs on Table 11 B -1 and all applicable mandatory requirements summarized in Table 11 B -2 of in any one of the prescriptive componcnt packages and comply with tho prescriptives listed in this form. An altemativc method is provided for additions of 600 square feet or by use of Form 1100C. If a building does not comply with this method, it may still comply under Method A of Chapter 11 or Subchapter 13 -6 other sections in Chapter 11 of the applicable code. [Changes to general instructions are as shown:] 2009 Supplement to the 2007 Florida Building Code Residential Chapter 11 Energy Effective March 1.2009 111 MIAMI COUNTY BUILDING CODE COMPLIANCE OFFICE (BC PRODUCT CONTROL DIVISION 'IqD 1 2063 NOTICE OF ACCEPTANCE (NOA) PGT Industries, Inc. 1070 Technology Drive Nokomis, FL 34275 SCOPE: RIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamldad v/braiidingc ode 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 (AHD. 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 ABJ 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 tluwt 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:; Series "$R -710" Aluminum Horizontal — APPROVAL DOCUMENT: Drawing No.4127 -10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "C' dated 04/15/2007, prepared by PGT Industries, Inc., dated 08/10/2007, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large Missile and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Mani-Dade County Product Control Approved ", 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 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 revises NOA No. 06-0405.06 and consists of this page 1 and evidence pages E -1 and E-2, as well as approval document mentioned above. ``C The submitted documentation was review edv _, ue �� P, NOA No 07- 0815.09 Expiration Date: December 21, 2011 Approval Date: January 03, 2008 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.4127 -10, titled "Alum. Horizontal Roller Window, Impact ", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "C" dated 04/15/2007, prepared by PGT Industries, Inc., dated 08/10/2007, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS. 203 -94 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5330, dated 07/18/2007, signed and sealed by Carlos S. Rionda, P.E. 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. F1'L -4858, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA# 06- 0405.06) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4859, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA# 06- 0405.06) E -1 Manuel P6 Aug Product Control .1S:Et'r', NOA No 07-0. 09 Expiration Date: December 21, 2011 Approval Date: January 03, 2008 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMIT° ED, C. CALCULATIONS 1. Anchor Calculations and structural analysis, complying with FBC -2004, prepared by PGT Engineering, dated 10/26/06, signed and sealed by Robert L. Clark, P.E. Complies with ASTM E1300 -98 and 02 D. QUALITY ASSURANCE 1. Mimi Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours for "DuPont Butacite PVB Interlayer" dated 01/05/2006, expiring on 12/11/2010. 2. Notice of Acceptance No. 03-0421.01 issued to Solutia Inc. for their "Saflex HP a polyvinyl butryal interlayer for lamination of glass" dated 05/22/2003, expiring on 04/14/2008. F. STATEMENTS 1. Statement letter of compliance, and no financial interest, dated 08/10/2007, signed and sealed by Robert L. Clark, P.E. 2. Laboratory compliance letter for Test Report No. FTL- 5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18/2007, signed and sealed by Carlos S. Rionda, F.E. 2. Laboratory compliance letter for Test Reports No.'s }'TL- 4858 and FTL- 4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmund() Largaespada, P.E. (Submitted under NOA# 06- 0405.06) G. OTHER 1. Notice of Acceptance No. 06- 0405.09, issued to PGT Industries, Inc. for their Series "Alum. Horizontal Roller Window, Impact ", approved on 12/21/2006 and expiring on 12/21/2011. E -2 Manuel Perez, Product Control NOA No 07- 0815.09 Expiration Date: December 21, 2011 Approval Date: January 03, 2008 ri 11 GENERAL NOTES: IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A. 5/16" LAMI CONSISTING OF (2) LITES OF 1/8° ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. B. 5/18" LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8° HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER C. 5/16° LAMI CONSISTING OF (2) UTES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. D. 7/16" LAMI CONSISTING OF (2) LITES OF 3116" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER E. 718" LAMI CONSISTING OF (1) LITE OF 3/18" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. F. 7/18" LAMI CONSISTING OF (2) UTES OF 3/18° HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER G. 13/16° LAMI 10: (1) LITE OF 118" OR 3/16" ANNEALED (MIN.) GLASS, 5/16" OR 3(8' AIR SPACE AND 5/18" LAMI CONSISTING OF (2) LITES OF 1/8° ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. H.13/18° LAMI 10: (1) LITE OF 1/8" OR 3/16° ANNEALED (MIN.) GLASS, 5/16" OR 3/8" AIR SPACE AND 5/16° LAMI CONSISTING OF (1) LITE OF 1/8° ANNEALED GLASS AND (1) UTE OF 1/8° HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. 1.13/16° LAMI 10: (1) LITE OF 1/8" OR 3116' ANNEALED (MIN.) GLASS, 5116° OR 3/8" AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER J. 13/16" LAMI 10: (1) LITE OF 1/8" OR 3/16' ANNEALED (MIN.) GLASS, 3/16° OR 1/4° AIR SPACE AND 7/16' LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXJKEEPSAFE MAXIMUM PVB INTERLAYER K. 13/16° LAMI 10: (1) LITE OF 1/8° OR 3/18" ANNEALED (MIN.) GLASS, 3/16" OR 1/4" AIR SPACE AND 716" LAMI CONSISTING OF (1) UTE OF 3116" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. L 13/16" LAMI 10: (1) LITE OF 1/8" OR 3/16' ANNEALED (MIN.) GLASS, 3/18" OR 1/4" AIR SPACE AND 7/16° LAMI CONSISTING OF (2) UTES OF 3/16° HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXJKEEPSAFE MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: OJX XO, XOX 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TAMES ASTM E 1300-02. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 5. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. Z. REFERENCES: TEST REPORTS FTL -4858, FTL-4859 AND FTL -5330. ELCO TEXTRON NOA: 04-0721.01, 03-0225.05 ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION ADM -2005 ALUMINUM DESIGN MANUAL A8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING HURRICANE ZONE (HVHZ). CODE, C4litliE T EIMII pRINRI t141NG THE HIGH VELOCITY `,,. cI,...'I'7., NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 ELEVATIONS 4 VERT. SECTIONS 6 HORIZ. SECTIONS 5 PARTS LIST 8 EXTRUSIONS 7 CORNER DETAIL 5 ANCHORAGE 8-11 PRODUCT REVISED as complying with the Florida EuaIGing Codo Accoi:psancoNoO O: Sopirs:tion DOE : %d7G /r By DI on Rs.sder FK 0 4/15/07 Rftigions C ADD FR.-5330 TO NOTES 74 CHG. NOTE 8 TO CURRENT EDIT. Reveal F.K. 10/17/05 Revialcar CHANGE TOASTME 1300-02 Ro.aar F.K. F.K. tlnawn Sy: 5/13/08 X8/06 Revisions A tXmatoe8p. J.J. ADD AIR SPACE 015/. NOTE 1, TECH. REF. NOTE 76 NOTE 8. Box 323/06 1070 TECHNOLOGY ORME NOKOMIS, Fl. 34275 P.O. BOX 1529 NOKOMIB, FL 34274 PcT GENERAL 146;148. ems ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Visibly Better SalesSolat HR710 NTS 1 er 11 4127 -10 1/2° NOM. GLASS BITE 112" NOM. GLASS BITE 63,64,65 1/8' ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8° ANNEALED OR HEAT STRENGTHENED GLASS 5/18° NOM. f/ 6"LAMINATED GLASS - --I aEXTERIOR INTERIOR t (ALL SECTIONS) 3116° ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3115' ANNEALED OR HEAT STRENGTHENED GLASS 7118° LAMINATED 7/16" LAMINATED GLASS 1/2° NOM. GLASS BITE 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER - �- 1/8° ANNEALED OR HEAT STRENGTHENED GLASS 5/18° LAMINATED 5/18" OR 3/8° AIR SPACE 1/8° OR 3/18° ANNEALED (MIN.) GLASS 13/18° NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI 3/18° ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18° ANNEALED OR HEAT STRENGTHENED GLASS 7/18° LAMINATED 3/16° OR 1/4° AIR SPACE 1/8° or 3/18° ANNEALED (MIN.) GLASS 13/18° NOM. 13/16" LAMI IG GLASS WI 7/16" LAMI PRODUCT REVISED ar complying with the Florida Building Code Aecep:enre No O Expiration Data Flaval F.K 4/15107 Rartabec NO CHANGE THIS SHEET Rawl er F.K Wee 10/17108 Rerfekfflog NO CHANGE THIS SHEET perm ar F.K. Vatx 5/13106 Revislenx A ADD AIR SPACE DIM. TO LAMI 70 DETAILS warn iv: F.K. X8/08 ta.md ar J.J. 3/23/06 1070 TECFNOLOGY DRIVE NOKOMIS, FL 34275 P.O. SOX 1020 NOKOMIS, FL 34274 PGT GLAZING DETAILS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Visibly Better amw aaM HR710 Full 2 a 11 4127 -10 /7/74 7 Ro L. Clerk P.E PE 839712 Structural TABLE 1. XOX (1/4,1/2,1/4) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT 26" 38" 38 3/8" 48" 50 5/8" 54" 60" 63" 84" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 98" 106 318" A,B,G,H A,B,G,H +60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +58.8 +55.2 -58.8 +56.2 -56.2 -55.2 +52.3 -52.3 108" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60,0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +54.6 -54.6 +51.7 -51.7 111" A,B,G,H +60.0 -60.0 +80.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +59.5 -59.5 +53.6 -53.6 +50,9 -50.9 UP TO 111" C,I +60.0 -60.0 UP TO 111" D,E,F, J,K,L +75.0 -75.0 TABLE 2. XOX (1/3,113,1/3) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS WI SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT ALL HEIGHTS UP TO 83" TO 86 7/16" A,B,C, G,H,I +60.0 -60.0 TO 86 7/16" D,E,F, J,K,L +75.0 -75.0 TABLE 3. OX AND XO FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT 26" 36" 38 3/8" 48" 50 518" 54" 63" 60" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 66" A,B,G,H +75.0 ( 72" i A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 +75.0 -75.0 74" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 .1+75.0 +75.0 -75.0 -75.0{ -75.0 +75.0 -75.0 +74.2 -74.2 +70.2 -70.2 +75.0 -75.0 +69.6 +75.0 -75.0 +68.1 - 69.6 -68.1 +65.2 .65.2 +63.8 -63.8' UP TO 74" C,D,E,F, I,J,K, L +75.0 -75.0 GLASS TYPES: TEST REPORT FTL -4858 (XO)9, FTL -4859 (OX & XO) AND FTL -5330 A. 5/16" LAMI - (1 /8" A, .090,1/8" A) B. 5/16" LAMI - (1/8" A, .090,1/8" HS) C. 5/16" LAMI - (1/8" HS, .090,1/8" HS) D. 7116" LAM/- (3/16" A, .090, 3/16" A) E. 7/16" LAMI - (3/16" A, .090, 3/16" HS) F. 7/16" LAMI - (3/16" HS, .090, 3/16" HS) Rend* Oak Ranson= F.K. 4/15/07 C ADD INTEGRAL FIN OP770N$ UPDATE ASTME 1300-02DPB G. 13/16" LAMI 10-1/8" OR 3/16 "A, 5/16" OR 3/8" AIR SPACE, 5/18" LAMI - (1/8 "A, .090,1/8 "A) H. 13/16" LAM/ 1G -1/8" OR 3/16 "A, 5/16" OR 3/8" AIR SPACE, 5/16" LAMI - (1 /8 "A, .090,1 /8 "HS) 1. 13/16" IAMI 1G -1/8" OR 3/16 "A, 5/16" OR 3/8" AIR SPACE, 5/16" LAMI - (1 /8 "HS, .090,1 /8 "HS) J. 13/16" LAMI 10-1/8" OR 3/16 "A, 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16 "A, .090, 3/16 "A) K. 13/16" LAMI 10-1 /8" OR 3/16 "A, 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16 "A, .090, 3/16 "HS) L 13/16" LAMI 10-1 /8" OR 3/16"A, 3/16" OR 1/4" SPACE, 7/16" LAM/- (3/16 "HS, .090, 3/16 "HS) Raved floc Woo RMebne F.K 10/17/06 8 REVISE DP TABLES TOASTME 1300 -02 Rend sr F.K. Br Mar F.K. 2/28/08 5/13/08 omen A ADD AIR SPACE DIMENSION GLASS TYPES O THRU L. fa.,kodBr Cake J.J. 3/13/08 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.0. Sox 1525 NOKOMIS. FL 34274 Yta/b/y Better DESIGN PRESSURES 1,113 .:. ^.° .:.P.YISED at; 6:9.r ^.h.yl�i3 with the Florida Bt41,,g Code Acceptance No 07-0815.09 DOW rmc ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Sortosanda HR710 NTS SAW 3 m 11 Ow*. No. 4127 -10 27 318° MAX. DLO —► 54 5/18° MAX DLO FIXED VENT X 0 27 3/8" 27 3/8° MAX. DLO MAX. DLO { VENT FIXED Q D D 0.13 477 110° MAX. WIDTH I.F. FRAME 111° MAX WIDTH FLANGE FRAME B DETAIL B - XOX (1/4- 1/2 -1/4) 33 9/18° MAX 33 9/18° MAX DLO FIXED Cl r— DLO VENT 1 A 57 3/8° MAX DLO ALL FIXED LITES 0 X EOM 55° MAX DLO ALL VENTS B7 MAX I.F. FRAME ALL CONFIG. 611:121. 103 Q 63° MAX FLANGE FRAME ALL CONFIG. Q Ll4MAX.WTHFLNGEFRAME C ° I 73° MAX. WIDTH I.F. FRAME —►{ F DETAIL - OX OR XO I wrwuy rs must.= ADD INTEGRAL FIN FRAME MAX DIMENSIONS AND CORNER F.K. 4/15/07 C CONSTRUCTION DETAIL FROMSHT. 8. 85 7/17 MAX. WIDTH I.F. FRAME —� -a-88 7118° MAX WIDTH FLANGE FRAME DETAIL C - XOX (1/3- 1/3 -1/3) NOTE: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET AT HEAD AND SILL I.F. FRAME FLANGE FRAME VIEW D -D (FRAME CORNER CONSTRUCTION) Pr..'}ti? rc r REVISED with the Florida Ac ; nce No or- 4Allen Dele Renda7 F.74 Data 10/17706 wvsraie NO CHANGE THIS SHEET 5ew48y F.K. lamer Fit Vex 5/13/06 2/28/16 Reitakew A NO CHANGE THIS SHEET ra.rIaa9y. J.J. 3/23106 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 P T ELEVATIONS - - ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Visibly Better fbristlIludet HR710 Ikea NTS 4 or 11 Daaanekk 4127 -10 Rar //A L. Clark, P.E. PE 539712 Slruchool INTERIOR MAX VENT DLO EXTERIOR I-4— MAX. FIXED DLO MAX. WIDTH (FLANGE FRAME SECTION B-B (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) MAX. VENT DLO MAX HEIGHT FLANGE FRAME E INTERIOR MAX FIXED DLO I1 -� o m mus MAX FIXED DLO -1 MAX VENT DLO MAX. WIDTH (I.F. FRAME) EXTERIOR SECTION A -A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIIy,FRAME) EXTERIOR INTERIOR Render FJ4 .SECTION C -C a (VERTICAL SECTION, FLANGE FRAME) DahK 4/16/07 baltc 10/17106 taa 5/13/06 Farm 7128/06 Revisions, SILL (VERTICAL SECTION, I.F. FRAME) Q Ftribtortz S RolsIont A CMotadey J.J. ADD INTEGRAL FIN FRAME, ITEMS 41, 42 AND 43 AND VIEWS. NO CHANGE TEES SHEET NO CHANGE THIS SHEET ea 3/23/06 I 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34278 P.O. BOX 1029 NOKOMIS, FL 34274 PST Visibly Better HEAD (VERTICAL SECTION, I.F. FRAME)© SEC77ONS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT dwax daed; 5 11 NR710 Halt oaepw 4127 -10 Rern C PRODUCT REVISED as complying with the Florida Ec: ,1 Code Acc :Vaice No Marion Delo By /7//f 8//° v7 Robert L. Clark. P.E. PE 4139712 Structural D I DWG# ' DESCRIPTION MAIL PGIYI 1 4102 A FLANGiEFRAMEHEAD 6063 -T6 AL 612237 2 4025 13/16" LAMI IG-3116"A, 5/16" AIR SPACE, 5/16" LAMI (1/8 "A, .090 PVB, 1 /8"A) SASH STOP (STD.) (ANTI LIFT CLIP) 6063 -T5 AL 612244 3 13/16" LAMI IG3 /16 "A, 5/16" AIR SPACE, 5/16" IAMI (1/8"138,090 PVB,1/8 "HS) #8 X 3/4 PH. PAN HEAD " 7834AA 4 4053 13/16" LAMI IG-118"A, 1/4" AIRSPACE, 7/16" LAMI (3/16"A, .090 PVB, 3 /16 "HS) SASH STOP COVER (SASH STOP) 6063 -T5 AL 13/16" LAMI IGI /8 "A,1 /4" AIRSPACE, 7/16" LAMI (3 /16 "HS, .090PVB, 3 /16 "HS) 6 4136 13/16" LAMI 10-3/16"A, 3/16" AIR SPACE, 7/16" LAMI (3 /16"A, .090 PVB, 3 /16"A) FLANGE FRAME SILL 6063 -T6 AL 64136 7 4137 13/16" LAMI 1G-3/16 "A, 3/16" AIR SPACE, 7/16" LAMI (3116"1.5, .090 PVB, 3 /16 "HS) SILL ADAPTOR 6063 -T6 AL 64137 8 4131 ROLLER TRACK 6063 -T6 AL 64131 10 71298 WEEP HOLE COVER POLYPROP. 71298 12 1626 ADHESIVE OPEN CELL FOAM PAD 1073 7PAD1626 13 4002 A FLANGE FRAME JAMB 6063 -T6 AL 6177,5 14 4134 GASKET FORMAIN FRAME SILL JOINT 1635 74134W/K 15 1155 #8 X 1.000 QUAD PN. SMS 78IPQA 16 4110 G SCREEN ADAPTOR 6063 -T5 AL 64110G 17 4054 B FDED MEETINGRAIL 606311D -T6 AL 64054A 19 4066 WSTP.,.187 X .230, FIN SEAL 640; 21 4105 SASH TOP & BOTTOM RAIL 6063 -T5 AL 612240 22 1683 WSTP,.250 X .270 BACK, FIN SEAL 61683E 23 225-1 ROLLER HOUSING& GUIDE 42112HD 24 226 BRASS ROLLER WINS BRASS 7BRWHL2 29 4128 HORIZONTAL ROLLER SASH TOPGI3JIDE POLYPROP. 44128N 32 4006 D SASH MEETING RAIL 6063HS -T6 AL 64006 33 1235 WSTP.,.170 X .270 BACK, FIN SEAL 67SI6G 35 1096 SWEEP LATCH DIE -CAST 71096 36 1016 #8 X .625 PH. FL. SMS 7858 37 4126 SASH SIDE RAIL 6063 -T5 AL 64126 38 1683 WSTP,.250 X.270 BACK, FIN SEAL 61683G 39 7070 BULB WEATHERSTRIP .187 X .275 67070K `0 LIFT RAIL COVER CAP 74078"C" L OR R 41 4139 I.F. FRAME HEAD 6063 -T6 AL 64139 L 42 4140 I.F. FRAME SILL 6063 -T6 AL 64140 A 43 4141 I.F. FRAME JAMB 6063 -T6 AL 64141 A 50 GLAZING SILICONE, DOW 899, 995OREQUJVALENT 51 1224 VINYL GLAZINGBEAD BULB (THICK) 6TP247W,K 6TP248K 52 1225 VINYL GIAZINGBEAD BULB (THIN) 53 4039 B GLAZING BEAD - 5/16" 6063 -T5 AL 64039B 54 4044 B GLAZING BEAD -5/16" W /GRILLKIT 6063 -T5 AL 644703 55 4222 A CiAZINGBEAD -7/16" 6063 -T5 AL 64222 56 985 C GLAZINGBEAD -7/16" W /GRILLKIT 6063 -T5 AL 6985 59 4067 GLAZING BEAD - 13/16" 6063 -T5 AL 64067 60 GLASS, 5/16" IAMI (1/8" A, .090 PVB, 1/8" A) 61 " 5/16" LAMI (1/8" A, .090 PVB, 1 /8" HS) 62 " 5/16" LAMI (1 /8" HS, .090 PVB, 1/8" HS) 63 " 7/16" LAMI (3/16" A, .090 PVB, 3/16" A) 64 " 7/16" IAMI (3/16" A, .090 PVB, 3/16" HS) 65 " 7/16" LAMI (3/16" HS, .090 PVB, 3/16" HS) F.K. 4/15/07 C ADO ITEMS 41, 42 $ 43 ae,r1 F.K Data 10/17/06 Radatare Rend RK Data 5/13/06 NO CHANGE THIS SHEET Dawn Br F.K listratara A 2J28/O6 Mated Hy J.J. ADO SPACE DIMENSIONS ITEMS 66 THRU 77. 323/06 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. SOX 1520 NOKOMIS, FL 34274 11.04 DWG# REV' DESCRIPTION 1 MATL 1 PGT# 66 CRASS, 13/16" IAMI IG-1 /8 "A, 3 /8"AIR SPACE, 5/16" LAMI (1 /8 "A, .090 PVB, 1/8"A) 67 " 13/16" LAMI IG1 /8 "A, 3/8" AIR SPACE, 5/16" LAMI (1/8 "A, .090 PVB, I/8"HS) 68 " 13/16" IAMI IG-1 /8 "A, 3/8" AIR SPACE, 5/16" LAMI (1 /8 "HS, .090 PVB,1 /8 "HS) 69 13/16" LAMI IG-3116"A, 5/16" AIR SPACE, 5/16" LAMI (1/8 "A, .090 PVB, 1 /8"A) 70 13/16" LAMI IG3 /16"A, 5/16" AIR SPACE, 5/16" LAMI (1 /8 "A, .090 PVB, 1/8"1-15) 71 13/16" LAMI IG3 /16 "A, 5/16" AIR SPACE, 5/16" IAMI (1/8"138,090 PVB,1/8 "HS) 72 " 13/16" LAMI 10-1/8 "A,1 /4" AIR SPACE, 7/16" LAMI (3/16 "A, .090 PVB, 3 /16"A) 73 13/16" LAMI IG-118"A, 1/4" AIRSPACE, 7/16" LAMI (3/16"A, .090 PVB, 3 /16 "HS) 74 " 13/16" LAMI IGI /8 "A,1 /4" AIRSPACE, 7/16" LAMI (3 /16 "HS, .090PVB, 3 /16 "HS) 75 " 13/16" LAMI 10-3/16"A, 3/16" AIR SPACE, 7/16" LAMI (3 /16"A, .090 PVB, 3 /16"A) 76 13/16" LAMI IG3 /16 "A, 3/16" AIR SPACE, 7/16" LAMI (3/16"A, .090 PVB, 3 /16 "HS) 77 " 13/16" LAMI 1G-3/16 "A, 3/16" AIR SPACE, 7/16" LAMI (3116"1.5, .090 PVB, 3 /16 "HS) 90 1014 SCREEN FRAME (HOR & VER) 3105 -HI4 AL 91 1630 SCREEN CORNER KEYW/RINGS POLYPROP. 92 1631 SCREEN CORNER KEY W /OUT RINGS POLYPROP. 93 1073 SCREEN SPRING ST,ST, 94 1624 SCREEN SPLINE -.135 DIA. FOAM EM PVC 95 1635 SCREEN SPLINE -.135 DIA. HARD EM PVC 96 SCREEN CLOTH OA#4139, 6063-76 I.F. FRAME HEAD 1 2.784 .062 1.988 — -j CI43 I.F. FRAME JAMB #4141,6083 -T6 •GT PARTS LIST 2710 4y F. FRAME SILL Ac #4140,6083 -TB 3.152 Visibly Beater ras ALUM. HORIZONTAL ROLLER WINDOW, IMPACT s., _.... sort .-._ HR710 atais NTS s x+11 Drawalta 4127-10 PRODUCT REVISED as complying with tho Florida Building Coda Acceptance No 0 Expiration Data By 110. . • 1241 Row ex F.1G Rm. Ely: FX 2.710 1 O FLANGE FRAME HEAD #4102A,6063 -T6 ---Ih -.062 .490 ➢ 11 Tk- 1.451 --1 O SASH STOP #4025,6083 -T5 1.183 Z1 SASH TOP & BOTTOM RAIL #4133, 6063 -T5 .050 1.096 H O GLAZING BEAD, 5/16" #40448,6083 -T5 (USED W/ GRILL KIT) mew 4/15/07 Ren 1.122 .062 3.152 O FLANGE FRAME SILL #4136, 6083 -T6 .061 .46 O HORIZ. ROLLER TRACK #4131, 6063-T6 2 1487 1.081 1"-- 32 SASH MTG. RAIL #4008D,6083HS -T6 1.096 678 I -1 55 GLAZING BEAD 7/16" #4222A, 6063-T5 2 1.187 Rix) 0 FRAME SILL ADAPTER �� JJ #4137, 6063-T6 1.363 �- 1.513 I .738 1.443 -► O SASH STOP COVER #4053, 6063-T5 Imo- 1.403 -r 17 FIXED MEETING RAIL #4054B,8083HD -T6 1.291+1 37 SASH SIDE RAIL #4126, 8063-T5 .050 '878 1.115 1 --I 56 GLAZING BEAD, 7/16° #985C,8083 -T5 (USED WI GRILL KIT) 13 FLANGE FRAME JAMB 114002A,6063 -T6 kTill .678 1.096 I 0 GLAZING BEAD, 5/16" #4039B, 6063 -T5 •683 050 t 59 GLAZING BEAD, 13/16" #4067, 6063-T5 1.097 NO CHANGE 71118 SHEET Reseda, F.K. Danner F.K. DaSw 10/17/06 Dee: 5/13/06 Dem 2/28/08 "ewwx NO CHANGE THIS SHEET Reaetans A NO CHANGE THIS SHEET drakMay. J.J. 3%13/06 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O BOX 1529 NOKOMIS, FL 34274 PST EXTRUSIONS tar V/sib[y Better ALUM. HORIZONTAL ROLLER WINDOW, IMPACT amsenaex awn ate. Rw 7 - 11 HR7r0 Half 4127-10 PRODUCT REVISED as complying with one Florida Building Cods Acceptance No O Expiration Date .JI I • By r/b/ Robert L. Clark, P.E. PE 634712 Structural ANCHOR QUANTITIES, XOX (1/41/2.1/4) WINDOWS TABLE 4 NOTES: GLASS TYPES A,B,C,G,H,I GLASS TYPES D,E,F,J,K,L 1. ANCHOR TYPES: 1 -1/4° ELCO TAPCONS 2 - 1/4° ELCO SS4 CRETE -FLEX 3 - #12 STEEL SCREWS (35) ANCHOR TYPE x 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES WINDOW SIZE W v H HEAD & SILL to g HEAD & SILL 2 HEAD & SILL ¢, 2 HEAD & SILL 2 HEAD & SILL r0 2 HEAD & SILL ,¢., co 2. GLASS TYPES: 2 A. 5116" LAMI - (118° A,.090,1/8" A) a B. 5 /16" LAMI - (1/8° A,.0110,1/8° HS) 63.125x38.375 1 +02 +1+02 +1 2 1+02 +1 +C2 +1 2 1+C2+1+C2+1 2 1 +C2 +1 +02 +1 2 1 +C2 +1 +C2 +1 2 1 +02 +1 +02 +1 2 C. 5/16 " LAMI -(1/8"HS,.090,118" HS) D. 7/16° LAMI - (3116° A,.090, 3118" A) 48.000 1 +02 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2+1 +C2 +1 3 1 +C2 +1 +02 +1 3 1 +C2 +1 +02+1 3 1 +02 +1 +02 +1 3 E. 7/18' LAMI - (3/18" A,.090, 3/16° HS) 60.826 1 +02 +1 +02 +1 3 1 +02+1 +0"2+1 3 1 +C2 +1 +02 +1 3 1 +C2+1 +C2 +1 3 1+C2+1+C2+1 3 1+02+1 +02 +1 3 F.7 /16" LAMI - (3118° HS,.090,3/16" HS) G.13/16° LAMI IG OR 3/16" 54.000 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +02+1 3 1 +C2 +1 +02+1 3 1+C2 +1 +C2 +1 -118° A, 5/18° OR 3/8" SPACE, 5/16" LAMI - (1/8" A,.09D,118' A) 3 H. 13/16' LAMI 10 - 1/8" OR 3115° A, 5/18° OR 3/8" SPACE, 5/18° LAMI - (118" A,.090, 1/8° HS) x.000 1 +C2 +1 +C2 +1 3 1 +02+1 +(2+1 3 1 +C2 +1 +CZ +1 3 1 +C2 +1 +02 +1 3 1 +C2 +1 +02 +1 3 1 +C2 +1 +G2 +1 3 I. 13/18° LAMI 10 -1/8° OR 3/16" A. 5116' OR 3/8° SPACE, 5/16' LAMI - (1/8" HS,.090,1/8' HS) J. 13/18° LAN IG OR 83.000 1 +02 +1 +02+1 3 1 +C2 +1 +C2 +1 3 1+02 +1 +02+1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +02 +1 3 1 +03 +1 +03+1 -1/8' 3/16° A, 3/16" OR 1/4' SPACE, 7/18" LAMI - (3/18° A,.090, 3/18° A) 3 K 13/1 8" LAMI IG - 1/8° OR 3/18° A, 3/16° OR 1/4" SPACE, 7/16° LAMI - (3/16° A,.090, 3/16° HS) 80.000x 38.375 1+C2+1+02+1 2 1+02+1 +02 +1 2 1 +02 +1 +02+1 2 1 +C2 +1 +02+1 2 1 +C2 +1 +C2 +1 2 1+02+2+C2+1 2 L 13/16° LAMI 10 - 1/8° OR 3118° A 3118° OR 1/4" SPACE, 7/16° LAMI - (311 B° HS,.090, 3116" HS) 48.000 1 +C2 +1 +02 +1 3 1 +C2+1 +C2 +1 3 1 +02+1 +C2 +1 3 1+02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1+02 +2+(2+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 50825 1 +C2 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02+1 3 1 +02 +1 +02+1 3 1 +02 +1 +02 +1 3 1 +02 +2 +02 +1 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 54.000 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +C2 +1 +C2+1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +C2 +2 +C2 +1 3 HEAD & SILL: 10 1/2° MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 8.000 1+02 +1 +02 +1 3 1 +02 +1 +02+1 3 1 +02 +1 +02 +1 3 1 +C2 +1 +02 +1 3 1 +02 +1 +02+1 3 1 +03+2 +03+1 3 25 3/4" MAX FROM CORNERS. JAMBS: 63.000 1 +02 +1 +02 +1 3 1 +02+1 +02 +1 3 1 +C2 +1 +02 +1 3 1 +02+1 +02+1 3 1 +02 +1 +02 +1 3 1 +03+2 +03+1 9° MAX. FROM CORNERS AND 221/2° MAX 0.C. 3 TABLE KEY: 0 74.0x 38.375 1 +02 +2 +02 +1 2 1 +C2+1 +02 +1 2 1 +02+2 +C2 +1 2 1+02+2+02+1 2 1 +C2 +2 +02 +1 2 1 +C2 +2 +02 +1 2 X 0 X 48.000 1 +02 +2+02 +1 3 1 +C2 +1 +02+1 3 1 +C2 +2+C2 +1 3 1 +02 +2 +02 +1 3 1 +02+2+02 +1 3 1 +02+2+02+1 3 I1 +C3 +4+03 +1 3 F.—ANCHOR QUANTITY PER JAMB 50.625 1 +0+2+02 +1 3 1 +02+1 +C2 +1 3 1 +02+2+02 +1 3 1 +C2 +2 +C2+1 3 1 +02+2 +02 +1 3 1 +02 +2 +02 +1 3 HEAD AND SILL ANCHOR QUANTITY. °A rw, 1 +C2 +2+02+1 3 1 +02 +1 +02+1 3 1+02+2 +02 +1 3 1 +C2 +2 +02 +1 3 1 +02+2 +02 +1 3 1 +p +2 +03+1 3 A CLUSTER OF (3) ANCHORS CENTERED 1+02 +2 +02 +1 3 1 +02+1+02+1 3 1+02 +2 +02+1 3 1 +C2 +2+02 +1 3 1 +02 +2 +02+1 3 1 +03+2 +p +1 3 AT EACH MEETING RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT 1 +02 +2 +02 +1 3 1 +02 +1 +02 +1 3 1 +C3+2+C3+1 3 1 +C3+2 +C3+1 3 1 +02+2+02 +1 3 1 +03+2 +03+1 3 PLUS (4) ANCHORS AT FIXED SECTION. 1 +C2 +2 +02 +1 2 1 +02+2 +C2 +1 2 1 +02 +2 +02 +1 2 1 +02 +2 +02 +1 2 1 +C2 +2+02 +1 2 1+02 +3+02 +1 2 (12) ANCHORS TOTAL AT HEAD AND SILL 1 +02 +2 +02 +1 3 1 +02 +2 +02 +1 3 1 +02 +2 +02+1 3 1 +C2 +2 +02+1 3 1 +C2 +2+{2 +1 3 1 +q +3+03+1 3 (3° MIN. 0.0. ANCHOR SPACING) 1 +02 +2 +02 +1 3 1 +02 +2 +02 +1 3 1 +02 +2+02 +1 3 1 +02 +2+02 +1 3 1 +02 +2 +02 +1 3 1 +03+3 +03+1 3 1 +C2 +2+02+1 3 1+02 +2 +02 +1 3 1 +02 +2 +02 +1 3 1 +02 +2+02 +1 3 1 +02 +2+02 +1 3 1+04 +3+04+1 3 j I 26 314" max. —...1 �3" MIN. i 111 1 1 +02 +2 +02+1 3 1+(2+2 +C2 +1 3 1 +03 +2+03+1 3 1 +C3+2 +C3+1 3 1 +02 +2 +02 +1 3 1 +04+3+04 +1 3 ..I._ PRODUCT REVISED ea cv upoa;, with the Florida E +4ki7.Cdc Acxgtaac°No 0 .1.. .003 FxP it °a Dmo 2 flit r/ .:,,.: • . , ..+^.1 1 +t2 +2 +C2 +1 3 1 +C2 +2 +02 +1 3 1 +q +2 +03+1 3 1 +03+2 +03+1 3 1 +02+2 +{2 +1 3 1 +04 +3+04 +1 3 9' REF. y X 1 l 1 111 O 1- X 1 +02 +2+02 +1 2 1 +C2 +2 +02+1 2 1 +02+3 +C2 +1 2 1+02 +3+02 +1 2 1 +02 +3+02 +1 2 1 +02 +4 +02 +1 2 f —� 1 +02 +3+02 +1 3 1 +02 +2 +02+1 3 1 +p +3 +p +1 3 1 +03+3+03+1 3 1 +C2 +3+02 +1 3 1 +03+4 +03+1 3 MTG. RAIL, TYP.— `J./ W/ QTY. OF (3) ANCHORS 1 +02+3 +C2+1 3 1+(2 +2tC2 +1 3 1 +03+3 +03+1 3 1 +03+3 +03+1 3 1 +03+3+03+1 3 1+03 +4+03+1 3 EXAMPLE CLUSTER 1 +03+3+03 +1 3 1 +02 +2 +02+1 3 1 +03+3 +03+1 3 1 +03 +3+03+1 3 1 +q +3+03 +1 3 1 +04 +4 +04+1 3 (SHOWN IN TABLE KEY ABOVE) MAX 1 +03+3+03+1 3 1+02 +2+02 +1 3 1 +04 +3+04 +1 3 1 +04 +3 +04+1 4 1 +03 +3 +03+1 3 1 +04 +4+04+1 1 +qt3 +03+1 3 1 +C2t2 +02+1 3 1 +04+3+04 +1 3 1 +04+3+04+1 4 1 +Cq +3+04 +1 3 1+05+4 +Cb+1 3 25`3/4" 1 +02+3+02+1 2 1 +02 +2 +02 +1 2 1 +02 +3+02 +1 2 1 +02 +3+02 +1 3 1 +02+3+02+1 2 1 +02+4 +02 +1 2 r —= 1 112°TYP. 1-. --3° MIN. 1 +02 +3+02+1 3 1+02 +2 +02+1 3 1 +03+3 +03+1 3 1 +03+3+03+1 3 1 +02+3+02 +1 3 1+03+4 +03+1 3 1 1 1 1 1 1 1 i 0 1 1 r A RobotL Clark, PE PE H38712 Structural 1 +C2+3+02 +1 3 1 +02+2+02 +1 3 1 +03+3+03+1 3 1 +q +3+03+1 3 1+03+3+C3+1 3 1 +03 +4+03+1 9' REF. X 3 X / 1 +03+3 +03+1 3 1 +02 +2 +02+1 3 1+03+3 +03+1 3 1 +03+3 +03+1 3 1 +03+3+03+1 3 1 +04 +4 +04 +1 3 �' no 1 +03+3+03+1 3 1 +(2+2+02 +1 3 1 +04 +3+04 +1 3 1 +C4 +3 +04 +1 4 1 +C3+3+03+1 3 1 +04 +4 +04 +1 3 MTG. RAIL,TYP. 1 +03+3+03+1 3 1 +02+2 +02 +1 3 1 +04 +3 +04 +1 3 1 +04 +3+04 +1 4 1 +04 +3 +04 +1 3 1+0.5 +4 +05+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS Firs M16/07 C UPDATE TABLE 4, SELECT VALUES DUE TO ANCHOR CAP. ADJ ,tnOrECNIS,FL34278 NOKOMI3, R 34278 P.O. PoBOX,B� NOKOMIS, M.34274 ft:I: ° mmener ANCHORAGE SPACING,XOX(1 /4- 9/2 -1/4) F.K. F.K. °e°" 10197/06 B REVISE ANCHORAGE FORMAT, HEAD 8 F.K. aes 0/13/06 Roseate A SILL CLUSTERS ADD SPACE GLASS TYPES 'rrc LUM. HORIZONTAL ROLLER WINDOW, IMPACT tA°"n ay F.K a°te ?/28/06 arem°ay J.J. anm: 323/86 1 Visibly Better " 116710 " NTS ffi1i1t 8 of 11 a»wx° 4127 -10 "'„ C ANCHOR QUANTITIES, XOX (113 - 113 -113) WINDOWS TABLE 6 NOTES: 1. ANCHOR TYPES: 1-1/4" ELCO TAPCONS ' 2 - 1/4° ELCO SS4 CRETE -FLEX 3 - 1(12 STEEL SCREWS (G5) ANCHOR TYPE) GLASS TYPES A,B,G,H GLASS TYPES C,D,E,F,I,J,K, L 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, ;ANC 1, CONC & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES WINDOW SIZE W Y H HEAD & SILL 2 HEAD & SILL 5, co co HEAD & SILL 4 0 I HEAD & SILL ca g HEAD & SILL ¢4 N x HEAD & SILL , co 2. GLASS TYPES: ,0°1 A. 5/16" LAMI - (1/8" A,.090,1/8° A) B. 5/18" LAMI - (1/8° A,.090, 1/8" HS) 48.003x 38.375 48.000 50.825 54.000 60.000 63.000 1 +C2 +1 +C2 +1 2 1 +02+1 +02 +1 2 1 +C2 +1 +C2 +1 2 1 +02 +1 +02+1 2 1 +02 +1 +02 +1 2 1 +C2 +1 +C2 +1 2 C.5/16 ° LAMI -(118" HS,.090, 1/13" HS) ° "A,.090,3 "H) 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +C2 +1 3 1+02 +1+02 +1 3 1 +02 +1 +(2 +1 3 1 +02 +1 +C2 +1 3 E.7 /18 LAMI - (3/16 /16 E. 7118° LAMI - (3116" A,.090, 3/16" HS) 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02+1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +02 +1 3 1 +C2+1 +C2 +1 3 F.7 /16 ° LAMI - (3/18 °HS,.090,3 /18 "HS) 1 +C2 +1 +C2 +1 3 1 +C2 +1 +02 +1 3 1 +C2 +1+02 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2+1 3 1 +02 +1+02 +1 3 G. 13116" LAMI IG -1 /8° OR 3118° A, 5/16° OR 3/8" SPACE, 5/16" LAMI - (1/8" A,.o9o, 1/8°A) 1 +C2 +1 +02 +1 3 1 +C2 +1 +C2 +t 3 1 +02 +1 +C2 +1 3 1+02 +1+C2 +1 3 1 +02+1 +02 +1 3 1 +C2 +1 +C2 +1 3 H. 13/16" LAMI IG - 1/8° OR 3/16" A, 5/16° OR 3/8" SPACE, 5/16" LAMI - (1/8" A,.090, 1 /8" HS) I. 1 +C2 +1 +C2 +1 3 1 +02 +1 +02+1 3 1 +C2+1 +C2 +1 3 1 +C2 +1+02 +1 3 1 +C2 +1 +02 +1 3 1 +03+1 +03+1 13/16° LAMI IG - 1/8° OR 3/16" A, 5/16" OR 3/8" SPACE, 5/16° LAMI - (1/8" HS,.090, 1/8° HS) 3 J. 13/16" LAMI IG - 1/8" OR 3/16° A, 3/18° OR 1/4° SPACE, 7/16" LAMI - (3116" A,.090, 3/16°A) 53.125 x 38.375 48.000 50,825 64.000 60.000 63.000 1 +02 +1 +02+1 2 1 +02 +1 +C2+1 2 1 +C2 +1 +C2 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 K. 13/16° LAMI IG -118` OR 3116` A, 3/16° OR 1/4" SPACE, 7/16° LAMI - (3/16° A,.090, 3/18" HS) 1 +C2 +1+C2+1 3 1 +02 +1 +02 +1 3 1 +02+1 +C2 +1 3 1 +02+1 +02 +1 3 1 +C2 +1+02 +1 3 1 +02 +1 +02 +1 3 L. 13116° LAMI IG -1/8° OR 3/18" A, 3/16" OR 114° SPACE, 7/18° LAMI - (3/16" HS,.090, 3/18° HS) 1 +02 +1 +02 +1 3 1 +C2 +1 +C2+1 3 1 +C2+1 +C2+1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +C2+1 +02 +1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 1 +02 +1 +02 +1 3 1 +02+1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +02 +1 3 1+C2 +1 +C2 +1 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 1 +02 +1 +02 +1 3 1 +02+1 +02 +1 3 1 +02 +1 +C2 +1 3 1 +02+1 +02 +1 3 1 +C2+1 +C2 +1 3 1 +03+1 +03 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2+1 3 1 +02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +02 +1 3 1 +03+1 +03+1 3 HERO & SILL: 10 1/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE 60.000x 38.375 48.000 50.625 54.000 80.000 63.000 1 +02+1 +C2 +1 2 1 +02+1 +02 +1 2 1 +C2 +1 +C2 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 253/4" MAX. FROM CORNERS JAMBS: 9° MAX. FROM CORNERS AND 22112° MAX. O.C. 1 +02 +1 +02 +1 3 1 +02 +1 +02+1 3 1 +02 +1 +02+1 3 1+02 +1+02 +1 3 1 +02+1 +02 +1 3 1 +02 +1 +02 +1 3 TABLE KEY: 1 +02 +1 +02 +1 3 1 +02 +1+02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02+1+02+1 3 X O X 1 +C2 +1 +C2 +1 3 1 +02+1+02 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +02 +1 3 1 +02 +1+02 +1 3 1 +C3 +1 +03+1 3 11 +C3 +1 +C3+1 1 3 Imo-- ANCHOR QUANTITY PER JAMB PRODUCT AEM5E0 as complying with tim Florida Building Codo 0615.0? 1 +02 +1 +02 +1 3 1+02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +C3+1 +C3+1 3 HEAD AND SILL ANCHOR QUANTfT1ES 1 +C2 +1 +C2 +1 3 1 +02+1 +02 +1 3 1 +02 +1 +02 +1 3 1 +03+1 +03+1 3 1 +02 +1 +02 +1 3 1 +03 +1 +03+1 3 1 +C2 +1 +C2 +1 2 1 +02 +1 +02 +1 2 1+02+1 +02 +1 2 1 +C2 +1 +C2 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 A CLUSTER OF (3) ANCHORS CENTERED ON EACH MEETING RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT PLUS (1) ANCHORS AT FIXED SECTION. (9) ANCHORS TOTAL AT HEAD AND SILL. (3" MIN. O.C. ANCHOR SPACING) 1 +02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +02 +1 3 1+02 +1+02 +1 3 1 +02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1+02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02+1 +02 +1 3 1 +C2 +1 +02+1 3 1 +02 +1 +02 +1 3 1 +C3+1+C3+1 3 1+02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +03+1+03 +1 3 1 +C2 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +03+1 +03+1 3 1 +02 +1 +C2 +1 3 1 +03 +1 +03+1 3 1+02 +1+02 +1 3 1 +02 +1 +02 +1 3 1 +03+1 +03+1 3 1 +03+1 +03 +1 3 1 +02+1+02 +1 3 1 +03+1 +03+1 3 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 1+02 +1+02+1 2 1 +02+1 +02 +1 2 1 +02 +1 +02 +1 2 1- • 1 25 3/4" MAX I —.-11-...-3° MIN. 1 +C2 +1 +02+1 3 1 +02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1+03+1 +03+1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02+1 +02 +1 3 1 +02 +1+02 +1 3 1 +02 +1 +02 +1 3 1 +03+1+03+1 3 —4 141 t 111 4- 1 +C2+1 +C2 +1 3 1 +02+1 +C2 +1 3 1 +02 +1 +02+1 3 1 +02+1 +C2 +1 3 1 +02 +1 +02 +1 3 1+03+1 +03+1 9" REF. 3 X o x 1 +02 +1 +02 +1 3 1+02 +1 +02 +1 3 1 +03+1 +03+1 3 1 +03+1 +03 +1 3 1 +02 +1 +02 +1 3 1 +03+1 +03+1 3 -`- 1+C2+1+C2+1 3 1+02+1 +02 +1 3 1 +03+1 +03+1 3 1 +03+1 +03+1 3 1 +02+1 +(2 +1 3 1 +C3+1 +C3+1 3 OF (3) ANCHORS 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 3 1 +02+1 +C2 +1 2 1 +C2 +1 +02 +1 MTG. RAIL, TYP.— 2 1 +C2 +1 +C2 +1 1 +C2 +1 +C2 +1 3 1 +C2 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +02 +1+02 +1 3 1 +02 +1 +02 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +02 +1 3 1 +C2 +1 +02 +1 3 1 +03+1 +03+1 3 1 +03+1 +03+1 EXAMPLE CLUSTER W/ QTY. 3 Acceptance No O 3 (SHOWN IN TABLE KEY ABOVE) Bs.hationDmo 131' 0(1 , A/� P,odnct 1 +02 +1 +02 +1 3 1 +02+1 +02 +1 3 1 +03+1 +03+1 3 1 +03+1 +03+1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +03+1 3 1 +02 +1 +02 +1 3 1 +02 +1 +02 +1 3 1 +03+1 +03 +1 3 1 +03+1 +03+1 4 1 +03 +1 +03+1 3 1 +03 +1 +03+1 3 - 25 314" MAX. 1 +03 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +03+1 +03+1 3 1 +03+1 +03 +1 4 1 +03+1 +03+1 3 1 +C4 +1 +04 +1 4 1 142 °TYP °MIN 1 +C2 +1 +C2 +1 2 1 +02+1 +C2 +1 2 1 +02 +1 +02 +1 2 1 +C2 +1 +C2 +1 3 1 +02 +1 +02 +1 2 1 +02 +1 +02 +1 �� 3 2 1 /o d7 Robert L Clark P.E. PE 639712 Strmturel 1 +C2 +1 +C2 +1 3 1 +C2+1 +C2 +1 3 1+02+1 +C2+1 3 1 +C2 +1 +C2+1 3 1 +C2+1 +02 +1 3 1+03+1 +03+1 3 9" REF. 1441 X I 1111 O 1 X 1 +02 +1 +02 +1 3 1 +02 +1 +02+1 3 1 +02 +1 +02 +1 3 1 +02 +1+02 +1 3 1 +02 +1 +02 +1 3 1 +03 +1 +03+1 3 —�' 1 +02 +1 +02 +1 3 1 +C2 +1 +02 +1 3 1 +03+1 +03+1 3 1 +03 +1 +C3 +1 3 1 +02 +1 +C2 +1 3 1 +C4 +1 +03 +1 3 OF (4) ANCHORS 1 +C2 +1 +02 +1 3 1+C2+1+C2+1 3 1 +03+1 +03+1 3 1 +03 +1 +03 +1 4 1+03+1 +03 +1 3 1 +04 +1 +04+1 4 MTG. RAIL, TYP.- 1 +03+1 +03+1 3 1+02 +1 +02 +1 3 1 +03+1 +03+1 3 1 +03 +1 +C3 +1 4 1 +03 +1 +03+1 3 1 +C4 +1 +C4 +1 4 EXAMPLE CLUSTER W/ QTY. R°soelty: F.K wm: 4/15107 Robba= C UPDATE TABLE 5,, SELECT VALUES DUE TO ANCHOR CAP. ADJ. 070 TECHNOLOGY DRIVE NOXOM IS, FL 34276 P.C. BOX 1623 NOKOMIS, FL 34274 P T o ANGHORAGESPAC ING,XOX(1/3- 1/3 -1/3) %jai" F.K Wee 10/17/06 R°vistam B REVISE ANCHORAGE FORMAT, HEAD & SILL CLUSTERS Tom' ALUM. HORIZONTAL ROLLER WINDOW, IMPACT en.2 Rsrd* F.K. °°" 5/13/06 "° A ADD SPACE DIMENSIONS GLASS TYPES G THRU L - Visibly Better 0.. 6y. F.K oela 228106 midway: J.J. t 323/06 I °A 010710 �°° NTS 9 > 11 p1'�aaP 4127 -10 Rer. C ANCHOR QUANTITIES, XO & OX WINDOWS TABLE 6 NOTES: 1., ANCHORTYPES: (1 -1/4' 2. GLASS A. B. C. D. E. F. G. H. I. J. K. L 3. WINDOW DIMENSIONS. HEAD TABLE EXAMPLE --� ELCO TAPCONS 2 - - -' TYPES: 5/16" LAMI - (1/8" A,.090, 1/8° 6/16" LAMI - (1/8" A,.090, 118" 5/18" LAMI - (1/8" HS,.090,1/8" 7116" LAMI - (3115" A,.090, 3/16" 7/16" LAMI - (3116" A,.090, 3/16° 7/16" LAMI - (3/18" HS,.090, 13/16° LAMI IG - 1/8" OR 3/18" 13/16° LAMI IG - 1/8° OR 3/16° 13/16" LAMI IO -1 /8' OR 3/16" 13/16' LAMI IG -1/8' OR 3/16° 13/16" LAMI IG - 1/8° OR 3/16" 13/16° LAMI IG -1/8" OR 3/18" ANCHOR QUANTITIES FOR WINDOW & SILL: 101/2" MAX. ON 18 314' MAX. FROM JAMBS: 9° MAX. FROM KEY: 0 X 1/4" ELCO 8S4 CRETE -FLEX 3 - #12 A) HS) HS) A) HS) 3/16° HS) A, 5/15" OR 3 /8' SPACE, 6116" LAMI A, 5/16" OR 3/8° SPACE, 5/16" LAMI A, 5/16° OR 3/8" SPACE, 5/16" LAM! A, 3/16" OR 1/4' SPACE, 7116" LAMI A, 3/18° OR 1/4° SPACE, 7/18" LAMI A, 3/16" OR 1/4" SPACE, 7/16" LAMI ARE PER ADJACENT TABLE AND BASED SIZES NOT SHOWN, GO TO NEXT LARGER EACH SIDE OF MEETING RAIL CENTERLINE. CORNERS. CORNERS AND 221/2" MAX. O.C. - ANCHOR QUANTITY PER JAMB AND SILL ANCHOR QUANTITIES STEEL SCREWS (35) - (1/8" A,.090, 1/8" A) - (1/8" A,.090, 1/8° HS) - (1/8° HS,.090,1/8° HS) - (3/16" A,.090, 3/16" A) - (3/18" A,.090, 3/16' HS) - (3118" HS,.090, 3118" HS) ON THE FOLLOWING WINDOW IN TABLE. ANCHOR TYPE, & SUBSTRATE GLASS TYPES A,B,G,H GLASS TYPES C,D,E,F,I,J,K, L 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC ZONES ZONES ZONES ZONES ZONES ZONES WINDOW SIZE W V H G 6 as m -�i °6 m 2 13C 2 00 X "6 m -3 y X 06 2 4 QQa W F _ no m , CI ul FT = 46 m 2 Qi 37.000 x 38.375 48.000 50.525 54.000 60.000 63.000 1 +32 +1 2 1 +32 +1 2 1 +C2 +1 2 1 +C2+1 2 1 +C2 +1 2 1 +32 +1 2 1 +32 +1 3 1 +C2 +1 3 1 +32 +1 3 1 +32 +1 3 1 +C2 +1 3 1 +32 +1 3 1 +C2+1 3 1 +C2 +1 3 1 +32 +1 3 1 +32 +1 3 1 +32 +1 3 1 +C2 +1 3 1 +C2 +1 3 1 +C2 +1 3 1 +32 +1 3 1 +C2 +1 3 1 +3241 3 1 +32 +1 3 1 +32 +1 3 1 +C2 +1 3 1 +33 +1 3 1 +C2 +1 3 1 +C2 +1 3 1 +33+1 3 1 +32+1 3 1 +C2 +1 3 1 +33+1 3 1 +C2 +1 3 1 +C2 +1 3 1 +33+1 3 48.000 x 38.375 48.000 50.625 54.000 60.000 83.000 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1+32+1 3 1+32+1 3 1+32+1 3 1+32+1 3 1 +CZ +1 3 1 +C2 +1 3 1 +32 +1 3 1 +32 +1 3 1 +C3+1 3 1 +32 +1 3 1 +32 +1 3 1 +33 +1 3 1 +32 +1 3 1 +32 +1 3 1 +33 +1 3 1 +32 +1 3 1 +32 +1 3 1 +C3 +1 3 1 +33+1 3 1 +32 +1 3 1 +33 +1 3 1 +33+1 3 1 +32 +1 3 1 +33+1 3 1 +33+1 3 1 +32 +1 3 1 +33+1 3 1 +33+1 3 1 +32 +1 3 1 +03+1 3 53.125 x 38.375 48.000 50.625 54.000 60.000 63.000 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 1 +32 +1 2 2 +5.3 +2 1 3 1 +32 +1 3 1 +32 +1 3 1 +33 +1 3 1 +32 +1 3 1 +32 +1 3 1+33+1 3 HEAD f 1 +32 +1 3 1 +C2 +1 3 1 +33 +1 3 1 +C2 +1 3 1 +32 +1 3 1 +C3 +1 3 1 +33+1 3 1 +32 +1 3 1 +C3+1 3 1 +p +1 3 1 +C2 +1 3 1 +33+1 3 A CLUSTER OF (3) ANCHORS CENTERED ON THE MEETING RAIL PLUS (2) ANCHORS AT OPERABLE VENT AND FIXED SECTION. (7) ANCHORS TOTAL AT HEAD AND SILL (3" MIN. O.C. ANCHOR SPACING) w�18314 °MAX. _-11-.--3' MIN. 1 +33 +1 4 1 +C2 +1 3 1 +33+1 3 1 +33 +1 4 1 +C2 +1 3 1 +p +1 3 1 +33 +1 4 1 +C3 +1 3 1 +34 +1 3 1 +33+1 4 1 +C3+1 3 1 +34 +1 3 60.000 x 38.375 48.000 50.625 54.000 80.000 63.000 1 +32 +1 3 1 +32 +1 2 2 +32 +2 2 1 +32 +1 3 1 +32 +1 2 2 +52 +2 2 1 +32 +1 3 1 +32 +1 3 2 +33 +2 3 1 +32 +1 3 1 +52 +1 3 2 +p+2 3 1 +33+1 3 1 +32 +1 3 2 +53+2 3 1 +33+1 3 1 +32 +1 3 2 +33+2 3 1+33+1 4 1 +32 +1 3 2 +33+2 3 1 +33 +1 4 1 +32 +1 3 2 +33+2 3 PRODUCTPL\RSED as cnmpi13 with Gm Florida B+dldtng Code AcwptenceNo. 08 5.t191 j 11 1 +33+1 4 1 +33+1 3 2 +C4 +2 4 1 +33+1 4 1 +p +1 3 2 +C4 +2 4 9° REF. RAIL 0 1 +33+1 4 1 +33+1 3 2 +04 +2 4 1 +33+1 4 1 +33+1 3 2 +34 +2 4 MTG. CLUSTER W/ QTY. OF (3) ANCHORS 68.000 x 38.375 48.000 50.825 54.000 60.000 63.000 2 +32 +2 3 1 +32 +1 2 2 +32 +2 3 2 +32 +2 3 1 +32+1 2 2 +32 +2 3 2 +C2 +2 4 1 +32 +1 3 2 +33 +2 3 2 +C2 +2 4 1 +32 +1 3 2 +p +2 3 2 +p +2 4 1 +32 +1 3 2 +p +2 3 2 +33+2 4 1 +32 +1 3 2 +33+2 3 2 +p +2 4 1 +C2 +1 3 2 +33+2 4 2 +p +2 4 1 +32 +1 3 2 +33+2 4 EXAMPLE (SHOWN I IN I +►�18 RAIL TABLE KEY ABOVE) 3/4" MAX 'aD , .D d t , ;:: -Fade Pmduct •�'�`1,% I 2 +33+2 4 1 +33+1 3 2 +34 +2 4 2 +33+2 4 1 +p +1 3 2 +04 +2 4 1 +33+1 4 1 +33+1 3 2 +34 +2 4 2 +C3+2 4 1 +33 +1 3 2 +34 +2 4 ---76:60-01x 38.375 48.000 2 +C2 +2 3 2 +32+2 2 2 +C2+2 3 2+C2 +2 3 2 +32 +2 2 2 +32 +2 3 -� 1 Imo-- MIN O QTY. OF (4) ANCHORS 2 +33+2 4 2 +32 +2 3 2 +p +2 4 2 +33+2 4 2 +C2 +2 3 2 +C3+2 4 . 9" REF.I C /7� / // // D� Robert L Clerk, P. PE 639712 Structural 50.6251 54..000 60.000 2 +33+2 4 2+32 +2 3 2 +C3 +2 - 4 2 +C3+2 4 2 +C2 +2 3 2 +33+2 4 CLUSTER CLUSTER W/ 2 +33+2 4 2 +33+2 3 2 +34 +2 4 2 +33+2 4 2 +33+2 3 2 +34 +2 4 2 +33 +2 2 +33 +2 4 4 1+33+1 1 +p +1 3 2 +C4 +2 3 12 +34 +2 4 4 2+33+2 2+34+2 5 5 2 +33 +2 2+33+2 3 4 2 +34 +2 2 +C4 +2 4 5 x63.000 Fes Fx .,., ` 4/15/07 -..... C CHO. TABLE0T08,& BEtECTVAIUESOUE70ANCHORCAP .AW }�e��YD 8.34278 P.C. BOX 1829 NOKOMIS, 8.34274 IT ANCHORAGE SPACING, OXANDXO WINDOWS�O Revs F.IC }0/}7/05 a°.mr� B REVISE ANCHORAGE FORMAT, HEAD & SILL CLUSTERS *� ALUM. HORIZONTAL ROLLER WINDOW, , C T IMPA "J( F FIC °" " 5/ }3/08 Rativiorto A ADD SPACE DIMENSIONS TO GLASS TYPES G THRU L Dawn ay Fl oms 2/28//06 ro ar: J.J. em: 323/08 I Visibly Better sic HR710 NTS ' 01°"^0. �' 10 m 11 4127 -10 C MIN. 3.4 KSI CONCRETE Ix WOOD BUCK, NOTE 3 1 3/4' MIN. E.D. TYP. WOOD BUCK 2x NOTE 3 NOTE 1® CONCRETE WOOD ANCHOR, ANCHOR, NOTE 1 DE 1 AIL A NOTE 2 1/4' MAX SHIM 114° MAX —► SHIM 1 3/8" MIN. DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS WOOD ANCHOR, NOTE 2 1 3/8° MIN. 1/4" MAX. SHIM —►I CONCRETE ANCHOR, NOTE 1 NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4° ELCO ® TAPCONS EMBEDED 1 3/8" MIN. OR 1/4" SS4 CRETE -FLEX EMBEDED 1 3/4° MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE 181 3/4 °. FLATHEAD ANCHORS MUST BE 412 TRIMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI -DADE COUNTY, USE 412 STEEL SCREWS (G5) OR 1/4' SS4 CRETE -FLEX WITH © 412 TRIMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS 1/4" T THAN 1 1/2". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. MAX J WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD SHIM BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083 -T5 AND A MINIMUM OF 1/8° THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A 812 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER 1 1/4° MIN. DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE, CURRENT ©EDITION. (1.5 KSI CMU) OR PER NOTE 1 (3.4 KSI CONCRETE) 2x WOOD BUCK, NOTE 3 1x WOOD BUCK, NOTE 3 DETAIL E -DE I AIL F' TYPICAL FLANGE FRAME JAMB SECTIONS 6 CONCRETE ANCHOR, NOTE 1 J 1 3/4' EAD EXTERIOR INTERIOR MIN. E.D (H & SILL DETAILS A, B, C, D, & HI TYP. 4 INTERIOR (JAMB DETAILS E, F & I) EXTERIOR 1— MIN. 3.4 KSI CONCRETE Reeder F.K Raeder FR Reeder. F.K. Design er F.K Dabs: 4/18/07 oot 10/17/08 8/13/08 Dew 7128/08 1/4° MAX ---77-- SHIM .•NOTE1© 1 3/4° MIN. E.D. TYP. DETAIL.C_ I 2x WOOD BUCK, DETAIL D NOTE 3 WOOD ANCHOR, NOTE 2 1/4° MAX SHIM J7 SEE NAILING DETAIL H (HEAD NAILING .131 DIA. MIN. x 21/2' NAIL AT CORNERS AND 5' O.C. TYPICAL DETAILS G, H & I. SEE 1 3/8' MIN. © NAIUNG TYPICAL FLANGE FRAME SILL SECTIONS REVISE NOTES 1 & 2 REGARDING TRIMFIT HD. & EMBEDMENT. ADD IF. FRAME. CHG. NOTES TO FBC, CURRENT EDITION' Ragtime R..rdme B R.etia A Chased By J.J. REVISE EDGE DIST. , EMBEDMENT & SHT. REFERENCES ADD NOTE 8. 3123/06 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34278 P.O. BOX 1529 NOHOW, FL 34274 — SEE NAILING DETAIL G (SILL)© DETAIL I (JAMB)A © TYPICAL INTEGRAL FIN FRAME SECTIONS IFJGT Visibly Better ANCHORAGE DETAILS Ten ALUM. HORIZONTAL ROLLER WINDOW, IMPACT smrRbdot — mean 11 a 11 HR710 Half 4127 -10 c as c. '- - '.: CID Florida Cs :1.3 Ac__jix:x Igo E,..iraticn Dam Robert L Clark, P.E. PE539712 Structural kid /1 dif2cAJI- 04,0 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. RC -5 -08 -790 earl- Issue Date: Not Issued 0 0 Add Expires: of issued Folio Number:1132050180390 Owner's Name: FRAN ALLEGRA Job Address: 1160 98 Street NE Owner's Phone: Total Square Feet: 545 Miami Shores, FL 33138- Total Job Valuation: $ 80,000.00 Contractor(s) Phone Primary Contractor Planning and Zoning Criteria and Comments Approved: Yes Comments: Date Approved: 5/9/2008 : Yes RE EV MAY fl 1 2008 Mame so T/e► etelf Ve 10050 NE 2nd Ave Miami Shores, Fl 33138 Phone 305-795-2204; Fax 305-756-8972 www.miamishoresviliage.com RESIDENTIAL ADDITION CHECKLIST ** *PRIME CONTRACTOR AND ALL SUBCONTRACTOR PERMITS MUST BE SUBMITTED PRIOR TO PERMIT APPROVAL * ** REQUIRED SUBMITTED 7 tz. v COMPLETED BUILDING PERMIT APPLICATION (Please note Plum, Elec, Mech, Pool, Driveways, Septic, Paint, are all separate applications) CURRENT SEALED SURVEY (TWO COPIES) 3 ENERGY CALCULATIONS- Supplied by Architect/Engineer sealed and/or signed by designer. CERTIFICATE OF ELEVATION SIGNED AND SEALED 2 PLOT PLANS- If prepared by architect must be sealed. (Show all intended setbacks from property lines and other existing structures.) STRUCTURAL PLANS AND STRUCTURAL CALCULATIONS -(2 complete sets- sealed by Architect/Structural Engineer) ELECTRICAL PLANS (2 Complete Sets- sealed by Architect/Structural Engineer) PLUMBING PLANS (2 Complete Sets- sealed by Architect/Structural Engineer) MECHANICAL PLANS (2 complete sets- sealed by Architect/Structural Engineer) If drawn by A/C Company, must obtain stamped approval from Arch/Eng. TWO SETS OF PRODUCT APPROVAL FOR ALL WINDOWS, EXTERIOR DOORS WITH COMPARISON CHART. PERMIT AND DOCUMETATION FOR ROOFING PERMIT AND DOCUMENTATION FOR SHUTTERS (If not impact resistant) HRS APPROVAL IF SEPTIC TANK OR WELL WORK IS REQUIRED (7755 NW 48 STREET) APPROVAL FROM DERM (33 SW 2 AVENUE) IMPACT FEE PAID IN MIAMI DADE NOTICE OF COMMENCEMENT PROOF OF OWNERSHIP (Deed or Current Tax Bill) NOTARIZED SIGNATURES ON ALL APPLICATION NOTES: 1. APPLICATION FEE OF $250.00 DUE AT THE TIME OF PERMIT SUBMITTAL. 2. CONTRACTORS -Write license #'s on all applications. Copies of all applicable licenses are required (State Certification and or registration or Miami Dade Competency , Occupation / Municipal License and original insurance certificates for Workman's Comp and General Liability). PERMIT WILL NOT BE APPROVED UNTIL ALL SUBCONTRACTORS APPLICATIONS ARE SUBMITTED FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. O.M.B. No. 3067 -0077 Expires December 31, 2005 SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number CITY STATE ' ZIP CODE PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if 'necessary.) LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: ( ir° - ##' - ##.##" or ##. °) L NAD 1927 L1 NAD 1983 SOURCE: Li GPS (Type): Li USGS Quad Map L1 Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 83. STATE B4. MAP AND PANEL NUMBER 85. SUFFIX B6. FIRM INDEX DATE B7. FIRM PANEL EFFECTIVE/REVISED DATE 88. FLOOD ZONE(S) 89. BASE FLOOD ELEVATION(S) (Zone AO, use depth of flooding) B10. indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. Li FIS Profile 1 1 FIRM Li Community Determined 1 1 Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: L NGVD 1929 1 1 NAVD 1988 1 1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1_1 Yes L No Designation Date: SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: L1Construction Drawings* LiBuilding Under Construction* 1 1Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO Complete Items C3.a -i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE.-Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion /Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Yes 1_1 No ❑ a) Top of bottom floor (including basement or enclosure) . fL(m) s ❑ b) Top of next higher floor ft-(m) tD ❑ c) Bottom of lowest horizontal structural member (V zones only) ft.(m) o 0 ❑ d) Attached garage (top of slab) . ft.(rn) E ❑ e) Lowest elevation of machinery and /or equipment w servicing the building (Describe in a Comments area.) ft.(m) E ❑ f) Lowest adjacent (finished) grade (LAG) . ft.(m) z .E2, ❑ g) Highest adjacent (finished) grade (HAG) ft.(m) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ❑ 1) Total area of all permanent openings (flood vents) in C3.h sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certlfication'is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE = -MA Form 81 -31, January 2003 See reverse side for continuation. Replaces all previous editions 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. For Insurance Company Use: Policy Number CITY STATE ZIP CODE "Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Dopy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS I I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) or Zone AO and Zone A (without BFE), complete Items El. through E5. If the Elevation Certificate is intended for use as supporting formation for a LOMA or LOMR -F, Section C must be completed. 1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building; provide a sketch or photograph.) 2. The top of the bottom floor (including basement or enclosure) of the building is 1 1 I ft. (m) ( 1 I in. (cm) 1 1 above or L_I below (check one) the highest adjacent grade. (Use natural grade, if available.) 3. For Building Diagrams 6 -8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is 1 1 j ft. (m) 1 1 fin. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. 4. The top of the platform of machinery and/or equipment servicing the building is 1_1_1 ft. (m) 1 1J in. (cm) 1 above or 1 j below (check one) the highest adjacent grade. (Use natural grade, if available.) 5. For 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? 1 1 Yes 1 I No 1 1 Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION the property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), 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, C, and E are correct to he best of my knowledge. 'ROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS CITY STATE ZIP CODE DATE TELEPHONE SECTION G - COMMUNITY INFORMATION (OPTIONAL) I_I Check here if attachments ie local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete sctions A,.B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. 1. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) 2. 1-1 A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. 3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. 34. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED 7. This permit has been issued for 1�1 New Construction f_1 Substantial Improvement 8. Elevation of as -built lowest floor (including basement) of the building is: 9. BFE or (in Zone AO) depth of flooding at the building site is: . ft. (m) Datum: . ft. (m) Datum: .00AL OFFICIAL'S NAME TITLE ;OMMUNITY NAME TELEPHONE SIGNATURE DATE ;OMMENTS =MA Form 81 -31, January 2003 I I Check here if attachments Replaces all previous editions IMPACT FEE APPLICATION FORM For Office Use Only *Feepayer. *Feepayer Address: *Phone: (_ _ ) *City: *State: *Zip: A COPY OF THE BUILDING PERMIT APPLICATION ***CREDIT OR DEBIT CARDS ARE NOT ACCEPTED*** "'FOR PAYMENT OF IMPACT FEES"*" IS REQUIRED FOR IMPACT FEE PROCESSING *Site Address: *Permit Process Number. *Folio: - Square Ft Units: Proposed Use: Existing Use: Legal Description: Lot: Block: Metes and Bounds of applicable): Subdivision: PB: Pg: The feepayer does hereby certify that the information shown on this form is true and correct to the best of his knowledge and belief. *Signature of Feepayer: *Date: / OFFICE LOCATIONS: DOWNTOWN 111 NW 1 Street 12th FL (305) 375 -2758 Hours: 8am — 12pm, i pm — 4pm WEST DADE 11805 SW 26 Street (786) 315 -2670 Hours: 7:30am — 4:30pm FOR OFFICE USE ONLY Units Fee. Per Unit Total *REQUIRED FIELDS Land Use ode Land Use Description Road Impact Fee Fire Impact Fee School Impact Fee Police Impact Fee Park Impact Fee Total Road Impact Fee Total Fire Impact Fee Total School Impact Fee Total Police Impact Fee Total Park Impact Fee (Rev. 2006106123) Charlie Crist Governor Robert Lara () 8450 SW 201 St MIAMI, FL 33189 Ana M. Viamonte Ros, M.D., M.P.H. State Surgeon General RE: Contingency Letter Application Document No: AP849097 Centrax Permit Number: 13-SG- 906551 OSTDS Number: 1160 NE 98 St MIAMI, FL 33138 Lot: 22 Block: 1- 80 Subdivision: Miami Shores Sec. 8 Meirch 06, 2008 Dear Applicant: This will acknowledge receipt of an application dated 03/05/2008 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. 1.-There is no increase in sewage flow, change in characteristics or compromise the integrity or function of the system installation. 2. -This project entails a renovation of the master bedroom ,new entry and new patio. 3. -This permit is APPROVED for the scope of work describe above. Joseph Piverger Engineer IL If you have any questions on this matter, please call our office at (305) 513 -3459. Enclosures cc: v.1 Dade NW 1725 167th St OPA LOCKA, FL 33056 305 513 -3459 Fax 305 513 -3472 Charlie Crist d Govemoi , Ana M. Viamonte Roi, M.D., M.P.H. State burgeon General March 06, 2008 Robert Lara 0 8450 SW 201 St MIAMI, FL 33189 RE: Contingency Letter Application Document No: AP849097 Centrax Permit Number: 13 -SG- 906551 OSTDS Number: 1160 NE 98 St MIAMI, FL 33138 . Lot: 22 Block: 180 Subdivision: Miami Shores Sec. 8 81. RECEIVED MAY 0 1 Z000 Dear Applicant: This will acknowledge receipt of an application dated 03/05/2008 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. 1.-There is no increase in sewage flow, change in characteristics or compromise the integrity or function of the system installation. 2. This project entails a renovation of the master bedroom ,new entry and new patio. 3. This permit is APPROVED for the scope of work describe above. Joseph Piverger Engineer II. If you have any questions on this matter, please call our office at (305) 513 -3459. Enclosures cc: v.1 Dade NW 1725 167th St OPA LOCKA, FL 33056 305 513 -3459 Fax 305 513 -3472 RC. oeiqo NcE: ALL SHEETS MU BE REVIEWED MIAMI -DADE COUNTY BUILDING DEPARTMENT Herbert S. Saffir Permitting and Inspecn Center 11805 SW 26th Street (Coral Way), •Miami, Florida 33175 -2474 • t APPLICATION FOR MUNICIPAL PERMIT APPLICANTS REQUIRE PLAN REVIEW FROM MIAMI -DADE FIRE ,DEPA►' ENT OF � RESCUE IRONIVI TALRESOUR — MANAO PROVIDE MUNICIPAL PROCESS NUMBER HERE k 90147i. MAY ��i n �8 �'000�0000 AND /OR LL y 0z z oz F> <0 0a 1- z oW wW re a PERMIT TYPE z aE -'a o° a o� w re re w Job Address Folio Lot Subdivision Metes and bounds `I Coo IA: 1 ' 20 o [ ] New Construction on Vacant Land [ ] Alteration Interior [ ] Alteration Exterior [ ] Relocation of Structure [ ] Enclosure [ ] Repair [ ] Repair Due to Fire MBLD * Category ] MELE [ ] MLPG [ ] MMEC [ ]FIRE 0 '© Block PBpg [ ] Demolish [ ] Shell Only %([Addition Attached 1 ]_Addition Detached [ ] Re -Roof [ ] Foundation Only te 00 nd o° Contractor No. Last four *(4) digits of Qualifier No. Contractor Name Qualifier Name Address City State Zip Current use of property R1610(j(O Description of Work t 14(7N Sq. Ft. --Units Floors Value of Work 1,6114k GA114 MortioN 8NN i'Amo Name Address City State Phone [ ] Chg. Contractor [ ] Re -Issue [ ] Re -stamp [ ] Revision [ ] Not Applicable for Fire Zip OWNER'S NAME Owner Address City Phone State �� Zip 305 915 7574- Last four (4) digits of Owner's Social Security No. Name R000',Yx �'(`�7 ! A1A 9'-5o sw 2o1 sr City yymkrni State Fie Zip ;31 ij Phone /&' .154-14/44713 Address I am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible at the rate of $190 for the first hour and $65 per each addition hour in addition to the review fees. Minimum charge one -hour. 15t Request: 2nd Request: .5 Date: Date: Date: I am requesting Optional Plan Review (OPR) to be scheduled as soon as possible at the rate of $75 for each discipline. Additional review fees may apply. 1st Request: 2 "d Request: 3`d Request: Date: Date: Date: Y:Worms1080102•Muoicipal Permit Applicatioadoc BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION PERMIT TYPE BUILDING 01 GENERAL BUILDING - COMMERCIAL MBLD 02 SUB- GENERAL BUILDING - RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 55 SWIMMING POOL MBLD 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK -IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN MBLD 0112 INDOOR EVENT /EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS /STATE MLPG MECHANICAL 09 ABOVE/BELOW GROUND TANKS / PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE Y: 1Forms1080102- Municipal Permit Application.doc DAVID A. DACQUIS T O, AI P PLANNING & ZONING DIRECTO 1 , G - i Sh / lei 1 10050 N.E SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 DEVELOMENT ORDER File Number: PZ -2 -08- 200870 Property Address: 1160 NE 98th Street Applicant: Address: Fran Allegra (Owner) 1160 NE 98th Street Miami Shores FL Agent: Robert Lara Address: 8450 SW 201 Street Miami FL 33189 APR 3 0 2000 ik.pa-iqu Whereas, thdi Fran Allegra (Owner) has filed an application for site plan review before the banning Board on the above property. The applicant sought approval as follows: Speial Approvals, Sec. 600: Sec. 523. Site plan approval, Additions, one story additions to Front and rear of residence. Whereas, a `public hearing was held on April 24, 2008 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, find: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2 The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board rquires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Applicant shall secure DERM and HRS approval for the septic system prior to the issuace of a village building permit. 2) The pkoposed driveway and sidewalk is not approved as part of this plan and will requiti a separate building permit and zoning approval. 3) Applicant to utilize only roofing material that is approved by the building official. Page 1 of 2 DO PZ- 2- 08- 201870 Allegra 4) Applcant to obtain all required building permits before beginning work. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This honing permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order. by the board chair, or if the work authorized by it is suspended or abanoned for a period of at least one (1) year. Additionallya the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for developmen t and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 24th day of April, 2008 by the Planning oard as follows: Mr. Abramitis Yes Mr. Ulmer Yes Mr. Reese Yes Mr. Sastre Absent Chairman Fernandez Yes Date 3t. DO PZ- 2- 08- 20fl870 Allegra Ric M. Fem. ez Chairman, Planning Board Page 2 of 2 Charlie Crist Govemor Robert Lara 0 8450 SW.201 St MIAMI, FL 33189 RE: Contingency Letter Application Document No: AP849097 Centrax Permit Number: 13 -SG- 906551 OSTDS Number: 1160 NE 98 St MIAMI, FL 33138 Lot: 22 Block: 180 Subdivision: Miami Shores Sec. 8 Ana M. Viamonte Ros, M.D., M.P.H. State Surgeon General March 06, 2008 Dear Applicant: This will acknowledge receipt of an application dated 03/05/2008 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. 1.-There is no increase in sewage flow, change in characteristics or compromise the integrity or function of the system installation. 2. -This project entails a renovation of the master bedroom ,new entry and new patio. 3. -This permit is APPROVED for the scope of work describe above. Joseph Piverger Engineer II. If you have any questions on this matter, please call our office at (305) 513 -3459. Enclosures cc: v.1 Dade NW 1725 167th St OPA LOCKA, FL 33056 305 513 -3459 Fax 305 513 -3472 AGENT AUTHORIZATION TO ALL PERSONS, be it known, that I, Frances Allegra, Owner of property addressed as 1160 NE 98th Street, Miami Shores, FL 33138, do hereby grant a limited and specific authorization as agent to Robert J. Lora. the Architect for my project. My agent shall have full powers and authority to do and undertake all acts on my behalf that I could do personally including and limited to all acts of Processing and Permitting construction documents with any governmental agencies having authority; the right to execute, accept, undertake, and perform all contracts and applications in my name related to the Permitting of construction documents. The authority herein shall include such incidental acts as are reasonably required to carry out and perform the specific authorities granted herein. My agent hereby accepts this appointment subject to its terms and agrees to act and perform in said fiduciary capacity consistent with my best interests, and I affirm and ratify all acts undertaken. Fran Allegra, Homeowner STATE OF L tad COUNTY O�^F On 's 3I }p day or has produced of 6Z°.Y'l , 2008, before me, ,personally known to me as identification, subscribed to the within instrument and ackztowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her /their signatures) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS R...h' 1 i :1' R . �:1 Homeowner. L twst_.. k _ Print State of My Commission Expires: at Large (Seal) • GINALEE OSORIO 1.4 MY COMMIS '.'''.l # D0738506 EXPIRES Ower.:'tvr 01 2011:; (407} 3398.0183 FlorideNotorysas . c .Om , • . DEVELOPMENT ORDER File Number: PZ -2 -08- 200870 Property Address: 1160 NE 98th Street Applicant: Fran Allegra (Owner) Address: 1160 NE 98th Street Miami Shores FL Agent: Robert Lara Address: 8450 SW 201 Street Miami FL 33189 Whereas, the applicant Fran Allegra (Owner) has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special Approvals, Sec. 600: Sec. 523. Site plan approval, Additions, one story additions to front and rear of residence. Whereas, a public hearing was held on April 24, 2008 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Applicant shall secure DERM and HRS approval for the septic system prior to the issuance of a village building permit. 2) The proposed driveway and sidewalk is not approved as part of this plan and will require a separate building permit and zoning approval. 3) Applicant to utilize only roofing material that is approved by the building official. Page 1 of 2 DO PZ -2 -08- 200870 Allegra 4) Applicant to obtain all required building permits before beginning work. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 24th day of April, 2008 by the Planning Board as follows: Mr. Abramitis Yes Mr. Ulmer Yes Mr. Reese Yes Mr. Sastre Absent Chairman Fernandez Yes Date Richard M. Fernandez Chairman, Planning Board Page 2 of 2 DO PZ -2 -08- 200870 Allegra PERMIT #: Mia i Shores Viipage Blilding Department RECEIPT (S//:; 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 DATE: FC7 contractor ❑Owner ❑ Architect Picked up 2 sets of plans and (other) 6/ inj ' $ C ��y ��, /�r1 �(_+ Address: / /MO ,/ 9K Fs From the building department on this date in order to have corn ctions done to plans And/or get County stamps. I understand that the plans need to a brought back to Miami Shores Village Building Dep ent to continueeermitting pr ss. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: 10 PERMIT CLERK INITIAL: Miami Shores Village Building Department 14050 N E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ,J Permit No. Job Name Date BUILDING CRITIQUE S ET g---frxi AA, ,.'ea) S /,;i-f;, A- r / A- p As si; ' / s 0 G e r Avise .s'G 7' evoz-k cz cr /4-40,t) c'ejAi_g Reviewer: Claudio Grande C.B.O 305 -795 -2204 Ext 1430 • Miami Shores Village Building Department 1-0050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date BUILDING CRITIQUE SHEET WAAO Pt\1 A-Lz -45 7g- 7''O &Lod& aril) -41d. „111P-1461:1,/,;‘,10: „ :42rZa /Zee/ye-Riff- e Audi i/°0 hie-a) AJC/ 4r2A, ,e.e7 - / C-A1 /A.) //:(1 d/Ce".5 iet3 / 416607 tez-e 6,1) xxe.e 14) &oett,, cta-9, Thz-4-7-- rtif, A- ) kid/ he taw-e, Reviewer: Claudio Grande C.13.0 305-795-2204 Ext 1430 Miami Shores Village Building Department Mia 10050 N.E.2nd Avenue i Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 41 - ? Job Name Key Date i / STRUCTURAL CRITIQUE SHEET (,..! a f Ie r 'o iJ /s AP 5". — p_u\[L a CP 03 f%ows 2 a5 mid bar$., ,br.Lb /et a W C4,24fi4er 459)19 all t' ylk. Cennacf oh Ito 4 "X / " ch al/ C4, end d ,. 1 � �k� C� 1'eie�� c Jinc� ire is no red yep' ttcq/ Sur Q b S a c !s-r embed. Q W(OUS. Provide z o3'5 Th R S vh s710' Ufa /if. A'41 ed ca►4. 4. Job Address: Contractor: Acaou BUILDING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138 -2382 TELEPHONE: (305) 795 -2204 FAX: (305) 756-8972 Review Comments for Mechanical Processor Permit No: 4,07 Reviewer: Phone No: Date: 5\ Only the items preceded by an (x) must be corrected. ( ) I Need HVAC de Sign schedule Miami Dade County Chapter 8.. ( ) 2 No combustibleln plenums. FBC -M 602.2.1. ( ) 3 Auxiliary and se4bndary drain systems required. FBC -M 307.2.3. ( ) 4 Air handler shat be mechanically attached to air system. FBC -M 603.7. ( ) 5 Equipment on roof over 16' require permanent access. FBC -M 603.5 ( ) 6 Need balanced rturn air. FBC -M 601.4. ( ) 7 Provide return a[r in bedroom and 1" undercut door. FBC -M 601.4. ( ) 8 Bathroom shall 1ve window (3 square feet) or be mechanically ventilated. FBC -M 402.3.1. ( ) 9 Condensate draih need to be 3/4 "in diameter larger. FBC -M 307.2.2. ( ) 10 Air handling unit in attics must meet all the requirements of (show Notice to Homeowner) FBC -M 306.3. ( ) 11 Dryer vent shall dot be longer than 25'. FBC-M 504.6. if not provide manufacturer's spec of dryer. ( ) 12 Outside air inta a shall not be located closer than 10' from any hazardous or noxious contaminant. FBC -M 401.5. ( ) 13 Outside air required. FBC-M 403.2 ( ) 14 Smoke detector'-equired in system greater than 2000 C.F.M. FBC-M 606. ( ) 15 Fire damper reqired. FBC -M 607.1.2. ( ) 16 Mechanical equi `anent shall be designed and installed to resist wind pressures. FBC -M 301.13. ( ) 17 Appliance must e protected from damage. FBC -M 303.4. ( } 20 Guards shall be trovided to equipment located within 10' of edge of roof. FBC -M 304.10 ( ) 21 Miami Dade Fire {approval for kitchen hoods and fire system required. Miami Dade Fire ( ) 22 Heat Load calcultions required Miami Dade County Chapter 8 & FBC -M 312.1 { 23 Energy calculations Miami Dade County Chapter 8 & FBC -M 312.1 ( ) 24 Other (Yt1 eev !Vat 111‘SL '61-111(2-- tr ® r >+ `r Poi \f A-D060 N: 111* CoNica,N)5 '795c[M' ROP)6/1/1' 108 not-1.101) Comment Sheet Mechanical Page 09/09/2008 09:47 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES a001 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 2550 RECIPIENT ADDRESS 9545774656 DESTINATION ID ST. TIME 09/09 09:40 TIME USE 07'33 PAGES SENT 4 RESULT OK Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756 -8972 PERMIT #; W -1° Q 1, RECEIPT DATE: ❑ Contractor o 8Pdac2-T Lf�pc Address: laps and (other) -1 114, S ,c i al i h¢r11 • coitvast aJf arpit • From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building De ent tr cont. ue perming process. Acknowledged by: PERMIT CLEARK INITIAL: RESUBMITTED DATE: ®U ISI o PERMIT CLEARK INITIAL: V------- Miami Shores Village Building department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. del ^? ?D Job Name /Cop. b Date •5/ o/to z STRUCTURAL CRITIQUE SHEET a x k Floor J ©/s/ 144o.4- wAe.re 5774" / lo/...s", C9 03 fj, ,s °z 5 07ed bar ,s., hub jese are`r .4011,v1 Orr ,fee. D�5- 4 eekili4cr g5./119 al/ ah yle Cohn acts oh fd } /41X /4" cats Gib e€, end of the Ct peiri/, evn en/ .since (here is f1.0 a5f urea% y'ee /I4I Support.. Ppoit-i'oie heft spat ir►9 / 9ram and 4-1/2." min. ein h e c . Provide. 203's 11,1 S71e1-y-i watts. ca nA 16 t. • Miami Shores Village Building Department E �y Wgind `AVeiltle Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date BUILDING CRITIQUE SHEET 9g- A `eel' 77.049 , Co loir Z iet,i) Aid/ k t Reviewer: Claudio Grande C.B.O 305 - 795 -2204 Ext 1430 A `t? iL1L BUILDING DEPARTMENT . 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33138 -2382 TELEPHONE: (305) 795 -2204 FAX: (305) 756-8972 Review Comments for Mechanical Processor Job Address: Permit No: , �. 1 t" J Reviewer: Contractor: Phone No: Date: Only the items preceded by an (x) must be corrected. ( ) I Need HVAC design schedule Miami Dade County Chapter 8. ( ) 2 No combustible in plenums. FBC -M 602.2.1. ( ) 3 Auxiliary and secondary drain systems required. FBC -M 307.2.3. ( ) 4 Air handler shall be mechanically attached to air system. FBC -M 603.7. ( ) 5 Equipment on roof over 16' require permanent access. FBC -M 603.5 ( ) 6 Need balanced return air. FBC -M 601.4. ( ) 7 Provide return air in bedroom and I" undercut door. FBC -M 601.4. ( ) 8 Bathroom shall have window (3 square feet) or be mechanically ventilated. FBC -M 402.3.1. ( ) 9 Condensate drain need to be 3/4 "in diameter larger. FBC -M 307.2.2. ( ) 10 Air handling units in attics must meet all the requirements of .(show Notice to Homeowner) FBC -M 306.3. ( ) 11 Dryer vent shall not be longer than 25'. FBC -M 504.6. if not provide manufacturer's spec of dryer. ( ) 12 Outside air intake shall not be located closer than 10' from any hazardous or noxious contaminant. FBC -M 401.5. ( ) 13 Outside air required. FBC -M 403.2 ( ) 14 Smoke detector required in system greater than 2000 C.F.M. FBC -M 606. ( ) 15 Fire damper required. FBC -M 607.1.2. ( ) 16 Mechanical equipment shall be designed and installed to resist wind pressures. FBC -M 301.13. ( ) 17 Appliance must be protected from damage. FBC -M 303.4. ( ) 20 Guards shall be provided to equipment located within 10' of edge of roof. FBC -M 304.10 ( ) 21 Miami Dade Fire approval for kitchen hoods and fire system required. Miami Dade Fire ( ) 22 Heat Load calculations required Miami Dade County Chapter 8 & FBC -M 312.1 23 Energy calculations Miami Dade County Chapter 8 & FBC -M 312.1 Comment Sheet Mechanical Page of _ 07/04R1.0