The URL can be used to link to this page

BP-05-378Inspection Date: 07/05/2007 Inspector: Grande, Claudio Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: HALLORAN CONSTRUCTION CORP. Permit Type: Imported Permit Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Phone: 305 - 545 -0405 Building Department Comme 400 SQ/FT BEDROOM ADDITION NEEDS TO CLOSE SUB - PERMITS JUL ®62001 Passed Inspector Comments CREATED AS REINSPECTION FOR INSP - 35504. FINAL NOT ELIGEBLE, PENDING: 1) FINAL ELECTRICAL 2) FINAL ROOF 3) FINAL SHUTTER INSPECTION. 3) SUBMIT FINAL SURVEY, & FINAL ELEVATION CERTIFICATE TO BLDG. DEPARTMENT. 4) FINAL TERMITE TREATMENT CERTIFICATION LETTER. 12/19/06 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, July 3, 2007 Page 1 of 2 Miami Shores Village Department of Code Enforcement Building Inspection This certificate issued pursuant to the requirements of the International Building Code 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 ADDITION Bldg. Permit No 3P2005 -378 Owner MARK HUMBLES Contractor HALLORAN CONSTRUCTION CORP. Subdivision /Project <NONE> Date Issued 7/05/2007 390 103 Street NE Miami Shores Village FL 33138 Signature Lain Not Transferable POST IN A CONSPICUOUS PLACE NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NOISTAPS -I PO U TAX FOLIO NO. 11, - -SZOG .00 IS ".49r STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED nereby 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. 111111111111111111111111111111111111111 CF1,1 2005R11.11. 4392 OR 8i: 235'01 F's 3808; (l p g ) RECORDED 10/20/2005 15:03:44 HARVEY RUVINr C :LERI( OF COURT MIAMI -DADE COUNTY► FLORIDA LAST PAGE 1. Legal description of property and street/address: 3 %0 t4' \ D3 S-t('ce, k- 0114,40.4."% 5 L o'T ‘11,- 2- , e►Loc - 31 o ° M ■mot~ s 4■4:44E5 Sec... t p tint. 2. Description of improvement: 3. Owner(s) name and address: In i 1�. vwx b 1-e 5 ` 1el 1 o St. ►ree'[ hile,on/0 F-,Ixotre S 31 3t 3S interest in property: 0 Ye.Ck T2 A d.2 ✓►C e. Name and address of fee simple titleholder: 4. Contractor's name and address: Uet. 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: Amount of bond $ 6. Lender's name and address: nK o ' w,ef tC.C. 1 3- -�-- S �kci yX 1t6`75, �•otrCtc,Qa`- s tJ4 1 5i OS 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)j )7., Florida tatutes, ,3' tD 3 5iece. -k1-• 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided Name and address: in Section 713.13(1)(b), Florid Stat to . Name and address: (nt CA c'e6d Ck 3CAO ■ni_ «3 a ree - Yln �,� res �-�. 33'3? 9. Expiration date of this Notice of Commencement: (the expiration date-is 1 year from the date of recording unless a different date is specified) Signature of Owner Print Owner's Name Sworn to anc sunscrioed before me Notary Puoh: Print Notan"s Name IVni commission expire :: \1l.Vti e Ste}- `- ,, Prepared by clay of O . 20 05. STATE OF FLORIDA, COUNTY OF DADE I HEREBY CERTIFY that this Is a true Pt f the origi f t_, kr SS my hand IiARVEY RUV1N Olt Commission # DD273065 :1_ a 1.1.1 rrxpires• Dec. 7, aofd • dt*.•°,` Aaron Notary 4ov, %%%% 1400. 3504161 DA. Aoaress: OS . SLQ rr5i 9.-L, 3313 PROPENIMOKAIN bairn SFURVERYONS et KAPP MAIL TO: 9245 S.W. 44th ST. MIAMI, FL 33165 y JUN 0��62007 Lj BY : -en _ - -- . _.- PHONE (305) 221 -3416 FAX (305) 553 -9903 MAP OF BOUNDARY SURVEY FOR: SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 MIAMI -DADE COUNTY, FLORIDA E 70 , MIAMI-DADE COUNTY, FLORIDA. THIS SURVEY OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. REPORT ARE NOT COMPLETE WITHOUT THE OTHER. LEGAL DESCRIPTION: LOTS 1 AND 2 BLOCK 37 , SUBDIVISION " AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1 ". ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI DADE COUNTY, FLORIDA. •• • • : • • •: CEIRTJj'JE • • D 111? • • MARictlaIBLES • • • • • • 7.• • • PROS." ERTY ADDRESS: . i � 3901%1% u STAR': • • • . MIAMJ/Jj9RES, FLOW1M 33138 .•.. • • • DATEI3f FIELDS • • • • • 'FINAL gURVEY- jk;H 28TH. 2007 •••d••• • .. • • • • • • ...• • •••• • • • "- TIE B D USE OF THE THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNI STAND (61G17 -6 FAC). IS "SINGLE FAMILY RESIDENTIAL ". THE RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILITE AND A SOKKIA 200 FOOT STEEL TAPE AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. CEP PERMIT #: &'05 -;� Miami Shores Village APPROVED ZONING DEPT BLDG DEPT DATE SUBJECT TO COMPLIA r E WITH ALL FEDERAL DATA SOURCES: THE LEGAL DESCRIPTION WAS FURNISHED BY MARK A. CAMPBELL ARCHITECTS 373 N.E. 92ND STREET MIAMI SHORES, FLORIDA 33138. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. ATE AND COUNTY RULES AND REGULATIONS SHEET 1 OF 2 SURVEY NUMBER:04 -12 -030 SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 2. NO ENCROACHMENTS WERE NO'IhED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED . INSTRUMENTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STA FED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND/OR RIGHTS OF WAY OF RECORD. 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN -ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 i DATED • 7 -17 -95 , INDEX DATE 3- 2-94,COMMUNITY No. 120652 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE "X" . ELEVATION N/A FEET. THIS IS NOT A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPJ.1ES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SIGNED: eMlog • ••• • • • • ••• =KARL= W. CARR PROTRIMMEOZNATB &MATO sramtVRYORN & MALPPEIRM MAIL TO: PHONE (305) 221 -3416 9245 S.W. 44"' St. MIAMI, FLORIDA 33165 •• •• • •• • •• • • •• • • • •• •• 30 • • • Z ••• • •• • •• • •• •• • • • • •••• r. N. E. 103RD STREET h M SEE THE REPORT OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE %0 . MIAMI -DADS COUNTY. FLORIDA. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE .AND SEAL CAN BE FOUND AT THE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLETE VwTTHOTTT THE OTHER SURVEY NUMBER:04 -12 -030 N.E. 103RD STREET SHEET 2 OF 2 1-5o 12 11 10 9 8 7 � (.•1 �'7 6 \ 5 4 3 /50/ " 2 r /50 52.02 - 1'q // 152.14 a Ti. 13 ; • • 50 ••r4. • • .. 15 16 17 18 19 20 21 22 23 50 o on 24 52.27) vI n •••• •____• •••• • • • • •• • 0 • •••• •••• •••• A - ARC LENGTH R - RADIUS T - TANGENT C - CHORD - DELTAiCENTRAL ANGLE: MEAS - MEASURED CALC - CALCULATED PCP - PERALANENT CONTROL POINT PRM - PERMANENT REFERENCE MONUMENT PC -- POINf OF CURVE RM1l" - RIGHT OF WAY BM - BENCH MARK FND 1P - FOUND IRON PIPE CLR - CLEAR C L F - CHAIN LINK FENCE TYP - TYPICAL (FOR SEVERAL) N•A - NOT APPLICABLE P.O.B. - POINT OF BEGINNING P.O.C. -POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SWR - SANITARY SEWER W/M - WATER MAIN Il F - WOOD FENCE • • •• •• • • • LEGEND N. E. 102ND STREET & SYMBOLS BNI - BENCH MARK MY R. IRAN - POWER TRANSFORMER WV - WATER VALVE WM - WATER METER P &T - POWER & TELEPHONE LINES MH - MANHOLE LID CB - CATCH BASIN CO - CLEAN -OUT COVER CL - CENTERLINE CBS - CONCRETE BLOCK STRUCTURE CLP - CONCRETE LITE POLE CONC. - CONCRETE FPL - FLORIDA POWER & LIGHT EL - ELEVATION BASED ON 1929 NO VD FND IR - FOUND IRON ROD ENCRO - ENCROACHMENT WMF - WIRE MESH FENCE DH - DRILL HOLE N,D - NAIL & DISC CTY MON - COUNTY MONUMENT PKG SP - PARKING SPACE HID - FIRE HYDRANT 1-1C PKG - HANDICAP PARKING U E - UTILITY EASEMENT LOCATED IN: VILLAGE OF MIAMI SHORES, MIAMI -DADE COUNTY. FLORIDA . w LOCATION SKETCH LOT DETAILS SCALE: 1 INCH = 100 FEET SCALE: 1 INCH = 20 FEET N s N M E 35 35 W z wl 75' R!W - 22' .ASPHALT PAVING FND 1/2" LP. OFF WALK 0.30 CB WALL ONLINE CLR. 0.30 FND 1;2" I.P. 34 30 +10.77 ®tW ;M 76.78 -s .99=727 5' SIDEWALK: go,.14/ ,e l v 6, 24 95 24 95 STOOP 1.5 4.0 F.B. gS" /moo b- 13.90 ONE STORY CBS RES #390 9:35 r 27.10 r • 15.40 r • T=25.24 c fV 18.67 21.02 eNt 21.19 f 15. Mr 2 7.vJ oon 3' CB WALL 102.14 54.15 gI r m I PWR.O CLR. 4 35.00 FND IRON ROD CLR. 0.30 m a-� CLR. 0.28 4FND /L2" LP. 35.00 N.E. \q,rs, 4TH AVENUE 70' R/W -- 18' ASPI!ALT PAVING CLR a PWR. POLE 0.30 9' ASPHALT PAVING /15' ALLEY 0.30 POLE OrH POWER & TELEPHONE LINES f ONLASEFAMI W. CARR flieltVEYEIM, PROPROMFECONAA Win VillUMVNTOROP MAIM MAIL TO: 9245 S.W. 44th ST. MIAMI, FL 33165 CITY PHONE (305) 221 -3416 FAX MAP OF BOUNDARY SURVEY FOR: COPY REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 MIAMI -DADE COUNTY, FLORIDA SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 , -DADE COUNTY, FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL A LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. • THE MAP AND REP I ' ARE NOT COMPLETE WITHOUT THE OTHER. LEGAL DESCRIPTION: • BP©C- -318 LOTS 1 AND 2 BLOCK 37 . SUBDIVISION " AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1 ". ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK 10 AT PAGE LALIOF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. CERTIFIED TO: MARK HUMBLES PROPERTY ADDRESS: 390 N.E. 103RD STREET MIAMI SHORES, FLORIDA 33138 DATE OF FIELD SURVEY: DECEMBER 30m, 2004 . SPOT SURVEY: NOVEMBER 8'$, 2005 ACCURACY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE R+IINIMUM TECHNICAL STANDARDS (61G17 -6 FAQ). IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILTTE AND A SOKKIA 200 FOOT STEEL TAPE AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. DATA SOURCES: THE LEGAL DESCRIPTION WAS FURNISHED BY MARK A. CAMPBELL ARCHITECTS 373 N.E. 92ND STREET MIAMI SHORES, FLORIDA 33138. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. SHEET 1 OF 2 SURVEY NUMBER:04 -12 -030 SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 2. NO ENCROACHMENTS WERE NOTED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR' RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED .INSTRUMENTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RI }HIS OF WAY OF RECORD. 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 j DATED 7 -17 -95 , INDEX DATE 3- 234,COMMUNITY No. 120652 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE °° . ELEVATION N/A FEET. THIS IS NOT A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WTTH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. ' SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SIGNED: CRARLE$ W. CA,RR Elf?RY'EiT ZNGG, LZiG PROPHISSIZOICAL TRAND EFOUVRYORN & asAProzzas MAIL TO: PHONE (305) 221 -3416 9245 S.W. 44th St. FAX (305) 553 -9903 MIAMI, FLORIDA 33165 z w MI W z 30 30 trt N. E. 103RD STREET trn 1\ SEE THE REPORT OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK I O AT PAGE 70 , MIAMI -DADE COUNTY, FLORIDA. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOTTT THE OTHER N.E. 103RD STREET 1'50 12 11 10 9 8 7 (:)-7 � 6 1 5 4 3 /50/ //�/ "2 r j�j /50 52.02 1/o /52.144 © of 7 13 50 14 15 16 17 19 20 21 22 23 50 IA 1,4 118.08 18 N. E. 102ND STREET LEGEND & SYMBOLS A - ARC LENGTH R - RADIUS T - TANGENT C - CHORD - DELTACENTRAL ANGLE MEAS - MEASURED CALC - CALCULATED PCP - PERMANENT CONTROL POINT PRM - PERMANENT REFERENCE MONUMENT PC - POINT OF CURVE R/W - RIGHT OF WAY BM - BENCH MARK FND IP - FOUND IRON PIPE CLR - CLEAR C L F - CHAIN LINK FENCE TYP -- TYPICAL (FOR SEVERAL) NIA NOT APPLICABLE P.O.B. - POINT OF BEGINNING P.O.C. -POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SWR - SANITARY SEWER W/M - WATER MAIN WP - WOOD FENCE BM - BENCH MARK PWR TRAN - POWER TRANSFORMER WV - WATER VALVE WM - WATER METER P&.T - POWER &. TELEPHONE LINES MH - MANHOLE LID CB - CATCH BASIN CO - CLEAN -OUT COVER CL - CENTERLINE CBS - CONCRETE BLOCK STRUCTURE CLP - CONCRETE LITE POLE CONC. - CONCRETE FPL - FLORIDA POWER & LIGHT EL - ELEVATION BASED ON 1929 NGVD FND IR - FOUND IRON ROD ENCRO - ENCROACHMENT WMF - WIRE MESH FENCE DH - DRILL HOLE NrD - NAIL &. DISC CTY MON - COUNTY MONUMENT PKG SP - PARKING SPACE HYD - FIRE HYDRANT H C PKG - HANDICAP PARKING U E - UTILITY EASEMENT LOCATED IN: VILLAGE OF MIAMI SHORES, MIAMI -DADE COUNTY, FLORIDA . LOCATION SKETCH SCALE: 1 INCH = 100 'LET 1. N LOT DETAILS SCALE: 1 INCH = 20 FEET E 35 35 w z SHEET 2 OF 2 SURVEY NUMBER:04 -12 -030 75' R/W -. 22' ASPHALT PAVING • FND 1/2" LP. OFF WALK 0.30 CB WALL ONLINE i CLR. 0.30 \. FND 1/2" LP. - - -fir PWR.* POLE S' SIDEWALK 3430 15.5 <Ca 76.78 24 95 24 95 - 4 T-25.24 0 ,1,. _ 35.00 FND IRON ROD 1' 15 STOOP I'h rr en ONE STORY CBS RES #390 4.0 11.54+ 9 =35 rn N 27.10 18.67 21.02 C.B.S. ADDmON UNDER CONSTRUCTION ' 030 WOOD DECK 16.2 3.711 STOOP CONC. PATIO L 'V 21.19 f A/C SLAB TO BE RELOCA 3' C13 WALL 10.0 102.14 54.15 LR 0.30 ca r CLR. CLR. CLR. 0.28 FND 1/2" LP. 35.00 MR. 0.30 9' ASPHALT PAVING 15' ALLEY 0.30 POLE 0/II POWER & TELEPHONE LINES i PROCCSS# FOLIO# 11- 3206 -013 -4980 C.O.R. EL- 10.64' FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the #lstrudions on pages 1-7. O.M.B. No. 3067 -0077 Expires DECEMBER 31, 2005 SECTION A - PROPERTY OWNER INFORMATION For Insurance Comoan)/ Use: II DING OWNER'S NAME MARK HUMBLES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 390 N.E. 103RD STREET Policy Number Company NAIC Number CITY STATE MIAMI SHORES Florida 33138 PROPERTY DESCRIPTION (Lot an /Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 1 & 2, BLOCK 37, "AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1" PLAT BOOK 10 AT PAGE 70 BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if necessary.) Residential ZIP CODE LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): (# ° - t!#' -##.#r or #4#.0###°) 0 NAD 1927 0 NAD 1983 ❑ USGS Quad Map D Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER VILLAGE OF MIAMI SHORES / 120652 82. COUNTY NAME MIAMI -DADE R3. STATE FLORIDA B4. MAP AND PANEL B5. SUFFIX 86. FIRM INDEX DATE B7. FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER 7 -17-95 EFFECTIVEJREVISEDDATE 88. FLOODZONE(S) (Zone AO, use dspthoffloodng) 12025c0093 J 3 -2-94 "X" NIA B10. Indicate the some of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 0 FIS Profile X FIRM 0 Community Determined 0 Other (Describe): 811. Indcate the elevation datum used for the BFE in 139: X NGVD 1929 0 NAVD 1986 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area cr Otherwise Protected Area (OPT [0 Yes X No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 0 Construction Drawings' 0 Bulking Under Ccestructice X FittiishedConduction *A new Elevation Certificate wtl be required when construction of the building Iscanpiete. t• Bulking Diagram Number 1 (Select the bulking dagram most simile to the bulking for which this certificate s being completed -see pages 6 and 7. If no diagram accurately represents the bulling, provide a sketch orphotcgaph.) 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/A0 Complete Items C3. -a-i below according to the buldng dagam specified in Item C2. State the datum used If the datum is dferent from the datum used for the BFE in Section B, corwertthe datum to that used for the BFE Show field measurements and datum conversion Galcttiatirn. Use thespaceprovided or the Comments area of Section D or Sedbn G, as appropriate, to doarnent the datum conversion. Dattsn GN VD29 Conversion/Comments tjag Elevation reference mark teed CTY-BM Does the elevation reference mark used appear on the FIRM? 0 Yes X No a a) Top of bottom tloor (includng basement or erasure) ,0. 61 ft(m) U b) Top of next higher floor MA ft.(m) U c) Boil= of lowest horizontalstrudgel member (Vzones only) NIA. tt(m) II U d) Attached garage (top of slab) 10 . 85 t(m) E m U e) Lowest elevation ofmach nay ardor equipment servicing the building (Describe in a Comments area) WA. _ft(m) 11 U f) Lowest adjacent (finished) Bade (LAG) 10 . 2 ft.(m) 2 .g � Li g) Highest adjacent (finished) grade (HAG) 10 . 5 it(m) ul U h) No. of permanent openings (flood vents) within 1 ft. abbe adjacent Bade 0 VENTS U i) Total area of al permanent openings (flood vents) in C3.h Qsq. in. (sq. an) CHARLES W. CARR DEC. 30TH, 2004 STATE OF FLORIDA PLS NO. 1060 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 intonation. / certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME CHARLES W. CARR LICENSE NUMBER PLS NO. 1060 TITLE PRESIDENT COMPANY NAME CHARLES W. CARR LAND SURVEYOR liDDRESS CITY STATE ZIP CODE 9245 S.W. 44m STREET MIAMI FLORIDA 33165 SIGNATURE DATE TELEPHONE �- - DECEMBER 30TH, 2004 (305) 221 -3416 .r'.. IMPORTANT: In these spaces, copy the corresponding information from Section A BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or BIdg. No.) OR P.O. ROUTE AND BOX NO 390 N.E.103TH STREET For Insurance Company Use: Policy Number CITY MIAMI SHCRES STATE ZIP CODE FLORIDA 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, al, (2) insurance agent/canpany, and (3) buikting owner. Company NAIC Number 0 Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E4. If the I3eration Certificate is intended for use as supporting information for LOMA or LOMB F, Section C must be completed. El. Bu ildng Diagram Number _(Select the building dganm most sinew to the building for which the certificate is being completed –see pages 6 and 7. If no ciaf am accurately represents the Wittig, provide a sketch or photogaph.) E2. The bop of the bottom floor (including basement oven closrie) of the bulking is ft (m)— in.(cm) 0 above or ❑ below (check one) the highest adjacent gratt. (Use natural grad, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher flow or elevated floor (elevation b) of the building is — ft(m) _in.(an) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. For Zone AO only: If no flood depth ntmber available, is the top of the boftamt floor elevated in accordance with the community's floodplaen management ordinance? 0 Yes 0 No 0 Unknown. The local official net certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or owner's authorized representative who cammpletes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA - issued orimmunity- issued BFE) or Zoe AO must sign here. The statements in Sections A, B, C, and E are cared to the bestofmy knowledge. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATNE'S NAME ADDRESS CITY STATE ZIP CODE FLORIDA SIGNATURE DATE TELEPHONE COMMENTS 0 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by Taw or ordinance to adminsterthe canmunily 's ftooriplain management ordnance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below G1.0 The infatuation in Section C vies 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. (Irate the source and date of the elevation data in the Canments area below) G2. 0 A community official completed Section E for butidng lasted in Zone A (without a FEMA -slued a community- issued BFE) or Zone AO. G3. 0 The following intonation (Items G4-G9) is provided for community flood lain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED GIi. DATE CERTIFICATE OF COMPUANCE/OCCUPANCY ISSUED G7. This penult has been issued for 0 New Construction 0 Substantial improvement G8. Elevation of as-busft lowest floor (inducing basement) of the boiling s. G9. BFE or (n Zone AO) depth of flooring at the building site s: -_ft(m) Datum: Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS 0 Check her !la PROCESS# FOLIO# 11- 3206-013 -4980 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE C.O.R EL - 10.64' Important: Read the instructions on pages 1- 7. UILDING OWNER'S NAME O.M.B. No. 3067 -0077 Expires DECEMBER 31, 2005 SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: MARK HUMBLES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 390 N.E. 103RD STREET CITY STATE MIAMI SHORES Florida PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 1 & 2, BLOCK 37, "AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1" PLAT BOOK 10 AT PAGE 70 BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if necessary.) Residential Policy Number Company NAIL Number ZIP CODE 33138 LATITUDE/LONGITUDE (OPTIONAL) ( #!t° - ##' - ##.11#" or ##.##fit) HORIZONTAL DATUM: ❑ NAD 1927 ❑ NAD 1983 SOURCE: ❑ GPS (Type): ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FINN) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER VILLAGE OF MIAMI SHORES / 120652 B2. COUNTY NAME MIAMI -DADE B3. STATE FLORIDA B4. MAP AND PANEL NUMBER 12025c0093 85. SUFFIX J 86. FIRM INDEX DATE 7 -17 -95 B7. FIRM PANEL EFFECTIVE/REVISEDDATE 3-2 -94 68. FLOOD ZONE(S) "X° 89. BASE FLOOD ELEVATION(S) (Zone AO, use depth oflloodng) N/A B10. Indcate the source of the Base Flood Elevaban (BFE) data or base flood depth entered in B9. ❑ FIS Profile X ARM ❑ Canmunity Determined ❑ Other ( Descrbe): BI 1. Indicate the elevation datum used for the BFE in 89: X NGVD 1929 ❑ NAVD 1 : ❑ Other (Describe): B12. Is the budding located in a Coastal Barrier Resources System (CBRS) area a OthenMse Protected Area (OPA)? 0 Yes X No Designation Date SECTION C - BUILDING ELEVA11ON INFORMATION (SURVEY REQUIRED) C1. Bulking elevations are based on: Q Cow Drawings* 0 Bulking Under Capon* X FknishedCansiuction Aik *A new Elevation Certificate wall be required when construction of the budding is complete. IF Bulking Diagram Number 1 (Selec t the bung dagam most to the buildng for which this certificate is being canpleted - see pages 6 and 7. If no ciagram acxuatey represents the burg, provide a sketch or photograph.) C3. Elevation, -Zones Al -A30, AE, AH, A (vath BFE), VE, V1-O, V (vith BFE), AR, AR/A AR/AE, AR/A1 A30, AR/AH, AR/A0 Complete Items C3. -a-i below to the bulking c agam specified in Item C2. State the datum used If the dean is dferent from the datum used for the BFE in Section B, to that used for the BFE. Show field measu ssand datum COMIelsion s elation. Use thespece provided or the Comments area of Section D or Section G, as appropriate, to docunent the datum conversion. Datum NGVD29 Conversion/Cann-rents NONE Elevation reference mark used CTY-BM des the elevation refersnae mark used appear an the FIRM? ❑ Yes X No U a) Top of bottom floor (rxludng basement or enclosure) 12 . 61 ft(m) 1 O b) Top of next higher floor WA Jtt.(m) Cl c) Bottan of lowest ha¢ontalsiluctw-al member (\l zones only) NIA. it(m) R 0 ❑ d) Attached garage (bp of slab) 10 . 65 ft(m) E ILI CIS ❑ e) Lowest elevafion ofmachinery andlor equipment Is m servicing the building (Describe in a Comments area) WA . _ft(m) 1 W 0 t) Lowest adjacent (finished) Bade (LAG) 10 . 2 tt.(m) z N Li g) Highest agent (finished) grade (HAG) 10 _5 R(m) 1 LI h) No. of permanent openings (flood vents) within n 1 ft above adjacent grade 0 VENTS A O i) Total area of ali permanent openings (flood vents) in C3.h 0 sq. in. (sq. an) CHARLES W. CARR DEC. 30TH, 2004 STATE OF FLORIDA PLS NO. 1060 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 in Sections A, B, and C on this certificate represents my best efforts to Interpret the data available. I understand that any false statement mad be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME CHARLES W. CARR LICENSE NUMBER PLS NO. 1060 TITLE PRESIDENT DRESS CITY STATE ZIP CODE 9245 S.W. 44TH STREET MIAMI FLORIDA 33165 SIGNATURE ,:a.-4,,.-. .jam DATE m TELEPHONE DECEMBER 30 2004 (305) 221 -3416 COMPANY NAME CHARLES W. CARR LAND SURVEYOR IMPORTANT: In these spaces, copy the corresponding information from Section A BUILDING STREET ADDRESS (In cludng Apt., Unit, Suite, andla Bldg. No.) OR P.Q. ROUTE AND BOX N0. 390 N.E. 103TH STREET For Insurance Company Use: Policy Numb CITY MIAMI SHORES STATE ZIP CODE FLORIDA 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentrcampany, and (3) building owner. Company NAIC Number ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IMTHOUT BFE) For Zone AO and Zone A (without BFE), canpleth Items El through E4. If the Elevation Certificate is intended for use assiporting information fora LOMA c LOMR -F, Section C must be completed. El. Buildng Diagam Number _(Select the bulking diagram most similar to the building for which this certificate is bang completed —see pages 6 and 7. If no diagram accuratey represents the bulking, provide a sketch or photograph.) E2. The bp of the bottom flow (inducing basement or endesure) of the buiktng is _ ft(m) _Nom) 0 above or 0 below (check one) the highest adjacent grade. (Use natural Bade, if available). E3. For Buildng Diagams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the bulling is _ ft(m) iin.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of fain. E4. For Zone AO onfj': If no flood depth number is available, is the top of the boitan floor elevated in accordance with the canmunity's floodplai n management ordnance? 0 Yes 0 No 0 Unknown. The local oftidal must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The p r o p e r l y o w n e r or o w n e r ' s authorized representative wi o 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 the best of my knowledge. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE FLORIDA SIGNATURE DATE TELEPHONE COMMENTS 0 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who authorized by law or eminence to administer the cammurtily's lloodplain management ordnance can canptete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the apphcable item(s) and sign below. G1.0 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 kerb aeration information. (Indicate the source and date of the elevation data in the Continents area below.) G2.0 A community official completed Section E for bulling located in Zone A (without a FEMA - issued or community- issued BFE) or Zone A0. G3.0 The following information (Items G4-G9) is provided for community tioo41ain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED a. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 0 New Construction 0 Substantial Improvement G8. Elevation of as uitt lowest floor (inducing basement) of the bating is: G9. BFE or (n Zone AO) depth of flaming at the bulking site is: Datum: Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS 0 Check here if attecfiments w • • PROCESS# FOUO# 11- 3206 -013 -4980 • C.O.R EL- 10.64' 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 I surarxe Cornparty Use: BUILDING CANNER'S NAME MARK HUMBLES BUILDING STREET ADDRESS (Including Apt., 390 N.E. 103RD STREET CITY MIAMI SHORES PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 1 & 2, BLOCK 37, "AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1" PLAT BOOK 10 AT PAGE 70 BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if necessary.) Residential Policy Number Unit, SulTe, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number STATE Florida ZIP CODE 33138 LATITUDEJLONGITUDE (OPTIONAL) ( tt#° - tf#' - ##.tiff" or tt#.t°) HORIZONTAL DATUM: ❑ NAD 1927 ❑ NAD 1983 SOURCE: ❑ GPS (Type):__ 0 USGS Quad Map D Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER VILLAGE OF MIAMI SHORES / 120652 82. COUNTY NAME MIAMI -DADE B3. STATE FLORIDA B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX DATE B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 7 -17 -95 EFFECTIVE/REVISEDDATE 88. FLOOD ZONE(S) (Zone AO, use depth offbodng) 12025c0093 J 3-2-94 "X" N/A 1310. Indicate the source of the Base Flood Elevation (BFE) data a base flood depth entered in 69. 0 AS Profile X FIRM ❑ Carununiy Determined ❑ Other (Describe): BI 1. Indicate the elevation datum used for the BFE in B9: X NGVD 1929 0 NAVD 1988 0 Other (Describe): B12. Is the buidng located in a Coastal Barrier Resources System (CBRS) area cr Otherwise Protected Area (OPA)? ❑ Yes X No Desi ation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Bulking ebrati s are tesed on: ❑ Construction Dravwngs` 0 Buting tinder Coon' X Finished Construction W2*A new Elevation Certificate miff be required when construction of the bulking is complete. . Building Diagram Nutter 1 (Select the buldug cagram mostsinilarto the building for which this certificate is being completed -see pages 6 and7. If no dagram accurately represents the building, provide a sketch or photogaph.) C3. Elevations — Zones A1A30, AE, AH, A (with BFE), VE, V1 V30, V (WI BFE), AR, ARIA, AR/AE, AR/A1 A30, AR/AH, AR/AO Complete Items C3. -a-i below according to the bultdng dagamspeci led in item C2. State the datum used If the datun is dt%ent from the data used for the BFE in Section B, convert the datornto that usedlar the BFE. Sham %idmeasuremmentsand daiam conversion on. U se thespaceprarided or the CoTmentsarea of Section D or Section G, an appropriate, to docunent the datum conversion. Datum HQP.1.9 Conversion/Comments NONE Elevation reference mark used CTY-BM Does the elevation reference mark used appear on the FIRM? ❑ Yes X No ❑ a) Top of bottom floor (Including basement orenclosure) j2_,. ALL ft(m) ❑ b) Top of next higherflocr TWA JO) C!I c) Bolt= of lowest houonta1structural member (V zones only) tJfA . t(m) ❑ d) Attached garage (trap of slab) 10 . 85 ft(m) ❑ e) Lowest elevation of fiery and/or equipment servicing the buttding (Descnbe in a Ccrrvrrents area) ❑ f) Lowest adacent (finished) grade (LAG) . 21.(m) ❑ 9) highest adjacent (finished) grade (HAG) 10 . _53.(m) O h) No. of Immanent openings (flood vents) within 1 ft. above adjacent grade WS ❑ 1) Total area of ail permanent openings (flood vents) in C3.h f�As. in. (sq. cm) CHARLES W. CARR DEC. 30111, 2004 STATE OF FLORIDA PLS NO. 1060 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. I certify that the information in Sections A, 8, and C 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. CERTIFIER'S NAME CHARLES W. CARR LICENSE NUMBER PLS NO. 1060 TITLE PRESIDENT COMPANY NAME CHARLES W. CARR LAND SURVEYOR 111 ADDRESS 9245 S.W. 44Th STREET SIGNATURE CITY MIAMI DATE DECEMBER 30TH, 2004 STATE FLORIDA TELEPHONE (305) 221 -3416 ZIP CODE 33165 IMPORTANT: In these spaces, copy the corresponding intonation from Section A BUILDING STREET ADDRESS (Incluciing Apt., Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. 390 N.E.103TH STREET CITY STATE ZIP CODE MIAMI SHORES FLORIDA 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) For Insurance Company Use: Poky Number Company NAIC Number Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent /camparty, and (3) building owner. ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E4. If the Elevation Cerlfficateis intended for use as supporting infomation fora LOMAorLOMR -F, Section C must be completed. El. Buildng Diaggam Number _(Select the bulking diagram most similar to the binding for which this certificate is being completed –see pages 6 and 7. If no dagram accurately represents the buadng, provide a sketch or photograph) E2. The top of the bottom floor (including basement or endosure) of the bulking is _ ft(m) _in.(an) ❑ above or ❑ below (check one) the hkjhest adjacent grade. (Use natural grade, if availthle). E3. For Building Diagams 6.8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the buadng is ft(m) _in.(an) above the highest adjacent Bade. Complete items C3.h and C3i on front dram. E4. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance vat the carmunity's fioodplain management ordnance? ❑ Yes ❑ No ❑ Unknown. The kcal official must certify this information in Section G. SECTION F - PROPERTY OWNER OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or owner's autho zed representative who c ompletes SectionsA, B, C (Items C3.h and C3.i only), and E for Zorn A (without a FEMA- issued or canmwrity- issued BFE) or Zone AO must sign here. The statements In Sedions A B, C, and E are cored to the best of my knowledge. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE FLORIDA SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMA1ON (OPTIONAL) The local official who is authorized by law or ordinance to adrninisterthe community's flooc lain managenent ordnarx a can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the appicable items) and sign below. 01. ❑ The information in Section C was taken from other documentation that has been signed and errs by a licensed surveyor, engineer, r, or architect who is authorized by state or local haw to certify elevation information. (Indicate the source and date of the elevation data in the Comments area bdort) G2. ❑ A canmunity official corpleted Section E for a building located in Zone A (without a FEMA - issued or community-issued BFE) or Zone AO. 03. ❑ The following information (Items 04-09) is provided for community fioo n maragernernt purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED GB. DATE CERTIFICATE OF COMPUANCE OCCUPANCY ISSUED G7. This permit has been issued for 0 New Construction ❑ Substantial Imprrnvemannt 08. Elevation of as-built lowest floor (rcuding basement) of the bulking is: _ ft (m) Datum: G9. BFE or (in Zone AO) depth of flocking at the building site s: — _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check he €f t,tar„hments • CRANIZMIS CARR PR u - ®RNs MAPPERS MAIL TO: 9245 S.W. 44`' ST. MIAMI, FL 33165 PHONE (305) 221 -3416 FAX (305) 553 -9903 MAP OF BOUNDARY SURVEY FOR: REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 , MIAMI —DADE COUNTY, FLORIDA SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 , MIAMI -DADE COUNTY, FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHCUT THE OTHER. LEGAL DESCRIPTION: LOTS 1 AND 2 BLOCK 37 a SUBDIVISION " AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1 ". ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI—DADE COUN TY, FLORIDA. CERTIFIED TO: MARK HUMBLES PROPERTY ADDRESS: 390 N.E. 103RD STREET MIAMI SHORES, FLORIDA 33138 DATE OF FIELD SURVEY: DECEMBER 30TH, 2004 . ACCURACY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61017 -6 FAC). IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILIIE AND A SOKKIA 200 FOOT STEEL TAPE AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. DATA SOURCES: THE LEGAL DESCRIPTION WAS FURNISHED BY MARK A. CAMPBELL ARCHITECTS 373 N.E. 92ND STREET MIAMI SHORES, FLORIDA 33138. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. SHEET 1 OF 2 SURVEY NUMBER:04 -12 -030 SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 2. NO ENCROACHMENTS WERE NO'1ED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBFI) PARCEL FOR' RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED INSTRUMENTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CER I IFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIGHTS OF WAY OF RECORD. 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 j DATED 7 -17 -95 . INDEX DATE 3- 2- 94,COMMUNITY No. 120652 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE "X" . ELEVATION N/A FEET. THIS IS NOT A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORII3A LAND TITLE ASSOCIATION. SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SIGNED: • CHAREINIP We CARR IS , LLC MAIL TO: PHONE (305) 221 -3416 9245 S.W. 44th St. FAX (305) 553 -9903 MIAMI, FLORIDA 33165 30 30 �50 (50 N. E. 103RD STREET 12 11 10 9 8 7 6 5 4 3 t 750v 5-2102 / / //A 2 1, 1741 SEE THE REPORT OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK I0 AT PAGE 70 , MIAMI -DADE COUNTY. FLORIDA. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. SURVEY NUMBER 04 -12 -030 SHEET 2 OF 2 a 13 14 15 16 17 18 19 20 21 22 23 50 N. E. 102ND STREET 'LEGEND & SYMBOLS A - ARC LENGTH R - RADIUS T - TANGENT C - CHORD - DELTA(CENTRAL ANGLE) MEAS - MEASURED CALC - CALCULATED PCP - PERMANENT CONTROL POINT PRM - PERMANENT REFERENCE MONUMENT PC - POINT OF CURVE R/W - RIGHT OF WAY BM - BENCH MARK FND IP - FOUND IRON PIPE CLR - CLEAR C L F - CHAIN LINK FENCE TYP - TYPICAL (FOR SEVERAL) N/A - NOT APPLICABLE P.O.B. - POINT OF BEGINNING P.O.C.-POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SWR - SANITARY SEWER W/M - WATER MAIN WF -- WOOD FENCE BM - BENCH MARK PWR TRAN - POWER TRANSFORMER WV - WATER VALVE WM - WATER METER P &T - POWER &TELEPHONE LINES MH - MANHOLE LID CB - CATCH BASIN CO - CLEAN -OUT COVER CL - CENTERLINE CBS - CONCRETE BLOCK STRUCTURE CLP - CONCRETE LITE POLE CONC. - CONCRETE FPL - FLORIDA POWER & LIGHT EL - ELEVATION BASED ON 1929 NGVD FND IR - FOUND IRON ROD ENCRO - ENCROACHMENT WMF - WIRE MESH FENCE DH - DRILL HOLE N/D - NAIL & DISC CTY MON - COUNTY MONUMENT PKG SP - PARKING SPACE HYD - FIRE HYDRANT H C PKG - HANDICAP PARKING U E - UTILITY EASEMENT LOCATED IN: VILLAGE OF MIAMI SHORES~ MIAMI -DADE COUNTY, FLORIDA . LOCATION SKETCH LOT DETAILS w N 35 00 a 0o 24 - 35 5227 v1 SCALE: 1 INCH = 100 FEET SCALE: 1 INCH = 20 FEET E N.E. 103RD STREET ~° 75' R/W - 22' ASPHALT PAVING 5 SIDEWALK a • • 34.30 CB WALL ONLINE` n CLR. 030 FND 3'CBWALL 102.14 1/2" LP. od STOOP 4.0 1.54 M ONE STORY CBS RES #390 935 27.10 18.67 WOOD DECK 16.2 h 3.7 CONC. PATIO STOOP 3.0 El o a �A/C SLAB 10.0 PWR.o CLIL 54.15 35.90 CLR. POLE 0.30 9' ASPHALT PAVING 15' ALLEY 030' POLE O/H POWER & TELEPHONE LINES 4 =AMMO W. CARR IRIIMITINCI, WIC PROMMIONCAZI WED waravarr RN A MAPPERS MAIL TO: 9245 S.W. 44th ST. MMI, FL 33165 PHONE (305) 221 -3416 FAX (305) 553 -9903 MAP OF BOUNDARY SURVEY FOR: REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 MIAMI-DADE COUNTY, FLORIDA SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 , MIAMI-DADE COUNTY, FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. THE MAP AND REPORT ARE NOT COMPLE 1'E WITHOUT THE OTHER. LEGAL DESCRIPTION: LOTS 1 AND 2 BLOCK 37 SUBDIVISION " AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1 ". ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK 10 AT PAGE 70 OF HIE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. CERTIFIED TO: MARK HUMBLES PROPERTY ADDRESS: 390 N.E. 103RD STREET MIAMI SHORES, FLORIDA 33138 DATE OF FIELD SURVEY: DECEMBER 30TH, 2004 . ACCURACY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61G17 -6 FAC). IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILITE AND A SOKKIA 200 FOOT STEEL TAPE AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. DATA SOURCES: THE LEGAL DESCRIPTION WAS FURNISHED BY MARK A. CAMPBELL ARCHITECTS 373 N.E. 92ND STREET MIAMI SHORES, FLORIDA 33138. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. SHEET 1 OF 2 SURVEY NUMBER:04 -12 -030 SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIME'1'ER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 2. NO ENCROACHMENTS WERE NOTED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR' RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED .INSTRUMENTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIGHTS OF WAY OF RECORD. 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 j DA'1ED 7 -17 -95 , INDEX DATE 3- 2- 94,COMMUNITY No. 120652 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE "X" . ELEVATION N/A 1EET. THIS IS NOT A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SIGNED: • z C = W. Winn ISITRVETINC., Ed'® MAIL TO: PHONE (305) 221 -3416 9245 S.W. 44th St. FAX (305) 553 -9903 MIAMI, FLORIDA 33165 z 30 30 h M N. E. 103RD STREET SEE THE REPORT OF BOUNDARY SURVEY. LANDS DESCRIBED IN PLAT BOOK 10 AT PAGE 70 , MIAMI -DADE COUNTY, FLORIDA. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT. SURVEY NUMBER:04-12-030 THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. N.E. 103RD STREET SHEET 2 OF 2 1-50 12 11 10 9 8 7 (I r-; 6 5 4 22 %50' / // •3 " 2 r /50 52.02 1'0 ee — /52.144 13 50 14 15 16 17 `✓ 19 20 21 22 23 50 oo 24 52.271 18 N. E. 102ND STREET LEGEND & SYMBOLS A - ARC LENGTH R - RADIUS T - TANGENT C - CHORD DELTA(CENTRAL ANGLE) MEAS - MEASURED CALC - CALCULATED PCP -- PERMANENT CONTROL POINT PRM - PERMANENT REFERENCE MONUMENT PC - POINT OF CURVE RAJ - RIGHT OF WAY BM - BENCH MARK FND IP - FOUND IRON PIPE CLR - CLEAR. C L F - CHAIN LINK FENCE TYP -- TYPICAL (FOR SEVERAL) N/A - NOT APPLICABLE P.O.B. - POINT OF BEGINNING P.O.C. -POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SWR - SANITARY SEWER W/M - WATER MAIN WF - WOOD FENCE BM - BENCH MARK PWRTRAN - POWER TRANSFORMER WV - WATER VALVE WM - WATER METER P &T - POWER & TELEPHONE LINES MH - MANHOLE LID CB - CATCH BASIN CO - CLEAN -OUT COVER CL - CENTERLINE CBS - CONCRETE BLOCK STRUCTURE CLP - CONCRETE LITE POLE CONC. - CONCRETE FPL - FLORIDA POWER & LIGHT EL - ELEVATION BASED ON 1929 NGVD FND IR - FOUND IRON ROD ENCRO - ENCROACHMENT WMF - WIRE MESH FENCE DH - DRILL HOLE WD - NAE. &DISC CTY MON - COUNTY MONUMENT PKG SP - PARKING SPACE HYD - FIRE HYDRANT H C PKG - HANDICAP PARKING U E - UT1L FY EASEMENT LOCATED IN: VILLAGE OF MIAMI SHORES, MIAMI —DADE COUNTY, FLORIDA . LOCATION SKETCH LOT DETAILS w N t` M SCALE: 1 INCH = 100 FEET SCALE: 1 INCH = 20 FEET E 35 z 75' R/W - 22' ASPHALT PAVING )_ FND I/2" LP. OFF WALK 030 • d ® W/M 5' SIDEWALK ' T=25.24 a CB WALL ONLINE 10.77 CLR. 0.30 FND 1/2" LP. -- I PWR.O CLR. 3430 STOOP 4.0 15.5 E-F 'Q a 71. 76.78 4 • F.B 24 95 24 95 %ipo e; 0 0,, 36.13 13.90 ONE STORY CBS RES #390 935 27.10 \ r "'1. M 15.40 18.67 0 r0 of A/C SLAB WOOD DECK 16.2 M )1 CONC. PATIO STOOP 10.0 54.15 35.90 00 N CA L 3' CB WALL 102.14 .4 35.00 . FND IRON ROD Wa 2 CLR. 0.30 CLR. 0.28 FND 1/2" LP. 35.00 CLR. OPWR. POLE 030 9' ASPHALT PAVING 15' ALLEY 0.30 POLE O/H POWER & TELEPHONE LINES SHUTTER PRODUCT APPROVAL AUTHORIZATION FORM ISear uikhng (vial: We are the Dade County Notice of Acceptance holder for: • 0.050" Solid Bertha Aluminum Storm Panels Shutter (NOA # 03- 0707.02) This letter authorizes for use of our .050" Solid Bertha Aluminum Storm. Panel approved under number 03- 0707.02 at the following job: Sincerely, Gene Buse �. Secremy/Treasurer, Easter Mdial Supply, Inc. or Greg Weekes Vice President Eastern Metal Supply, Inc. 1. This form must accompany the application for building permit and shall become part of the permit documents. 2. The authorized signature must bear the raised corporate seal of the company holding the Dade County Notice of Acceptance. Florida North Carolina Texas Missouri 3600 23rd Ave South 2925 Stewart Creek Blvd 9400 Telge Road 4750 Earth City Expressway Lake Worth, FL 33461 Charlotte, NC 28216 Houston, TX 77095 Earth City, MO 63045 800 432 2204 Fax 561 588 4780 800 343 8154 Fax 704 3912267 800 996 6061 Fax 281 656 2297 888 822 6061 Fax 314 344 3349 www.easternmetal.com emsf1 ar worldnet.att.net C,t4;44 PRODUCT CONTROL NOTICE Yale Ogron Manufacturing Co., Inc. 671 Wcst 18 Street Hialeah ,F,L. 33010 OF ACCEPTANCE .NIC.11‘V-LJAL/C. L.:AVI—Luk !WILDING CODF. COMPLIANCE OFFECE 1 NU: IRO-DAM: i'LA(11.1.1k 111:11.1)ING FLAGLIilt sTRitt:T.:it.;rri: tho MlAN11. FLORIDA 33130-1363 Your application for Notice of Acceptance (NOA) on Aluminum Tube Mullion ' under Chapter 8 of the Code of Miami-Dade County governing the use of...Allem:tie Materials and Types of Construction. and completely described herein. has been reconunended for acceptance by the Nliami-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA. shall not be valid after the expiration date stated below. BCCO reserves the ritiht to secure this product or material at any time from a jobsite or ns.antifacturer's plant for quality control testintt. 1 r this product or material fails to perform in the approved manner. BCCO may revoke. modify, or suspend the use of such product or material immediateIy. BCCO re.serves the rildu to revoke this approval. if it is determined by BCCO :int :his product or material fails to met the requirements of the South Florida Building Code. (303) 375-2901 FAX 003) 375-290g cos-ram-rote tacEssist: NECI'ION (305)373-2327 FAx 005) 373.235s 'oNTitAcrolt ENI:011,CF:MEYr DIViS if r: t303)373-146 1'AX (.3051375-2.9“ 1•14.01)14::)*COST1101. DIvisiON (303) 315-2902 MX13051372-6339 The expense of such testintz will be incurred by the manufacturer. ACCEPTANCE NO.: 01-1204.02 EXPIRES: 12/23/2006 Raul itodritmez Chief Product Control Division THIS ES THE COVERSIIEET. SEE. ADDITIONAL l'AGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE S: PRODUCT REVIEW CONINIITTEE Ths application for ProLle: Ai.n.p7oval has been reviewed by the BCCO and approved by the Building Code and Product Reve‘v Corrnahee to be used in Miami-Dade Cour,ty. Florida under the conditions set forth above. APPROVED: 01/03/2002 ITY COPY 0\1 Francisco J. R.A. Dircetor i:mi.Ddc County Building Code Compliance Office V.s04500011,pc20001kterr.piatc-fallo:.ce :icceptzn:e 1 n RI-net mail rt:■••.: in:-..c0dcorilinc.en itt 4315.i( Hu Intp:1141:: li t vt. wiruild ;net:dew line.co lit 133.11d a:CI EO, 1E Ntir Ya1e Oron Manufacturing Co., Inc. NOTICE OF ACCEPTANCE: ACCEPTANCE No.: 01- 1204.02 APPROVED: January 3, 2002 EXPIRES: December 23, 2006 SPECIFIC CO,'D1TIONS 1. SCOPE. 1.1 This renews Notice of Acceptance (NOA) No. 98-0923.02, which was issued on December 10, 199S. It renews the approval of a structural mullion system. as described in Section 2 of this NOA. designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dade County, for the locations where the pressure requirements; as determined by SFi3C Chapter 23, do not exceed the Desien Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Unclipped Aluminum Tube Mullion System and its components shall be constructed in strict compliance with the following document: Drawing No M95 -06A. Sheets 1 through 1 of 1, titled ''.`Millions Details," prepared by Al Farooq Corporation, dated 11120195 and revised on 12/4/95, signed sealed by Humayoun Farooq, bearing the Miami -Dade County Product Control renewal stamp with the NOA number and expiration date by the Miami -Dade County Product Control Division. This document shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Mullions are to be used only to support Windows and Doors. with a current Notice of Acceptance. 3.2 • The maximum mullion span (length) shall be: 1 max. for 2" x 6" mullion, this distension is reduced for -mailer size mullions. 3.3 Both mullion (size and span). as %veil as anchor (type) selected design pressure rating, per load charts, must meet or exceed the pressure requirement for the opening in which it is to be installed. 4. INSTALLATION 4.1 The unclippcd mullion system and its components shall be installed in strict compliance with the approved drawings. 4.2 This mullion cannot be installed as part of an impact resistant unit. 5. LABELING 5.1 Each unit shall bear a permanent label v.ith the manufacturer's name or logo. city, state and following statement: "Miami -Dade County Product Control Appro■ed ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation.. 6.1.3 Any other documents required by the 3uilding Official or the South Florida Building Code (SFf3C) in order to properly evaluate the installation of this system. Et c ac'd Raul Rodriguez, Chi Product Control Division Y31e O °ron Mattufacturin Co., Inc. ACCEPTANCE No.: 01-1204.02 APPROVED: January 3, 2002 EXPIRES: December. 28, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 4- 1. Renewal :of this Acceptance (approval) shall be considered after a renewal application has been tiles and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name. city, state. and the following statement: "Miami -Dade County Product Control .Approved ". or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if:. a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the sa1-ne product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. • Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior vvrittcn approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be Grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County. Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents. where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8.. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. ENI) OF THIS ACCEPTANCE 3 E •CO • _:' d Raul Rodriguez, lief Product Control Division 3-0.71A LO :E1 E.O. t !.i:r r 08/28/2F35 13:25 3055133472 OSTDS 41 4 STATE OF FLO IDA DEPARTMENT 0 HEALTH ONSITE SEWAG TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT PAGE 05/06 CENTRAX # 13- SG- 261,41 DATE PAZC FEE PAID $ RECEIPT OSTDSNBR 05-2710—E CONSTRUCTION PERMIT FOR: [ ]New System [ X ]Exist .ng System [ ] Ho1difl Tank g [ 1 Znnovati s Other [ ]Repair [ JAbanc anment [ ]Temporary [ NA- j APPLICANT: Rumbles, Mark AGENT: SA0990924, Suarez Guillermo PROPERTY STREET ADDRESS: 3.0 NE 103 St Miami Gardens FL 33138 LOT: 1 BLOCK: 37 SUBDIVISION: Miami Shores Sec [Section /Township /Range /Parcel No. PROPERTY ID 4: 11-320G-013-AIM [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTER I DEPARTMENT APPROVAL OF $XSTE PERIOD. ANY CHANGE IN MATER REQUIRE THE APPLICANT TO MOD PERMIT BEING MADE NULL AND V COMPLIANCE WITH OTHER FEDERA r ACCORDANCE WITH SPECIFICATIONS AND STANDARDS C4 I DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FC:= AL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE G? FY THE PERMIT APPLICATION. SUCH MODIFICATIONS SID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT TH;.. „ STATE OR LOCAL PERMITTING REQUIRED FOR PROP'EB SYSTEM DESIGN AND SPECIFICAT ONS T [ 1050 A [ 0 N [ 0 K [ 0 ] Gallons SEPTIC T7 4K ]Gallons ]GALLONS GREASE I TERCEPTOR CAPACITY ]GALLONS DOSING T. NFC CAPACITY [ 0 ]GALLONS D [ 600 ]SQUARE FEET PRIM R [ 0 ]SQUARE FEET A TYPE SYSTEM: ( ] I CONFIGURATION: [ N ] N F LOCATION TO BENCHM BK: _0,. I ELEVATION OF PROPOSED SYS E BOTTOM OF DRP,INFIELD TO B L D FILL REQUIRED: [ 0.0 ]IN OTHER REMARKS: 1. Existing 1050 gal. sapti Cntsactors" as inspected any 2. The project entails the :• 3. There will be no £ncrew disruption to the ex sitiik RY DRAINFIELD SYSTEM SYSTEM ITANDARD [ N ] FILLED 'RENCH tior ]BED CHAPTER 64E -5 FAC ANY SPECIFIC TIME THIS PERMIT, AY RESULT IN THIS APPLICANT FROM i DEVELOPMENT. MULTI- QHAMBERE$:/IN SERIES: [Y MULTI- CHAMBERF°'IN SERIES: [X @ [ 0 J DOSES PER 24 < RS 4 PUMPS[ 0 [ N ]MOUND [ ] [ N 64' NGVD Crown`04Rd. NE 103 ST EM SITE [ 0.4 ] [ 'FEET ) [ RELY J BENCHMM:`.g /REFERENCE POINT [ 2.4 ] [ FEET ] [ BELOW ] BENCHW; .K /REFERENCE POINT HES EXCAVATION REQUIRED: [ 0.0 J INCHES tank and 600 sq. Et. dr infield, certified by approved on 08/08/45. ddition of a bedroom, bathroom and instmlation a -' a pool. a in sewage flow, change in characteristics, ear,. rcted system, or invalidating unobstructed reserve a, ,a. I.- League 3?ECIFICATIONS BY: M llen, Jo ge kP ?ROVED BY: Millen, Jorge ATE ISSUED: 8/11/ 05 iH 4416, 03/97 isbsoletes prev4otis TITLE: col TITLE: Engineer 1 itions which may not be used) .CHD EXPIRATION DA r.: Pave 1 of 2 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 11900 BISCAYNE BOULEVARD, SUITE 508, N. MIAMI, FLORIDA 33181 • (305) 891 -5049 • FAX: 8910504 May 20, 2005 Structural Plan Examiner Miami Shores Village Building Department 10050 N.E. 2 °d Ave. Miami Shores, FL 33138 RE: Response To Structural Comments For: Humbles Residence N.E. 103rd Street Miami Shores, FL Permit #05 -378 Dear Sir/Madam: The following are the Building Department comments and our responses: 1 On S -1 notes, show foundation design pressure and submit the referred soil report. 2 /3 Response: Please see structural notes on Sheet S-4 for soil statement. On plan, C -1's at terrace appear as steel columns, but are scheduled as concrete. Response: Please see new set of plans. Identify footing at all sides of pool deck/terrace. Response: Please see new set of plans. (Continued on Page 2) Structural Plan Examiner Page 2 May 20, 2005 RE: Response To Structural Comments For: Humbles Residence On beam schedule, what are the `B" bars — an 8" x 18" beam is not deep enough to require bars at mid depth. Response: Please see new beam schedule. 5 Show window and door pressures on building elevations (A -2), and submit calculations. Response: Calculations are provided in set of submitted computations. Please see architectural plans for elevations with windows and door pressures. On Section 2/S -3, new straps at existing T.B. to be fastened to new joists. Response: Please see new set of plans. 7 On S -1, show new slabs for A/C and pool equipment. Response: Please see new set of plans. 8 - On S -2, south edge of terr. roof should match existing wall of house — check drawings. Response: Please see new set of plans. 9 - Submit product approvals for new doors, windows, storm panels, etc. Response: By the Contractor. 10 Beam B -1 appears to be arched on 2/S -3. Where are the dimensions given? Response: Please see new set of plans. 4 - 2 Sincerely, Ali Arbab, P.E. AA/rn For Arbab Engineering, Inc.. C:/ AA/ ResponseToStructuralComments /HumblesRes. Building Department ID COPY 10050 N.E,2nd Avenue Miami Shores, Florida 33138 Tel: (305) 7952204 Fax: (305) 756;8972 Permit No dc- 37.6 Job Name /11i,4, 1- STRUCTURAL CRITIQUE SHEET & 2 -.5n S-I „5--)46, e allert p-i,21/; Me, re "err re rra c a Apr e-11 e d zAje-d 4) On � ga 14 cAedt-dc, w ae5i5..,735. Pal p-L-e551-A11-1-iiatireic-‘/I eot miTd e-e7 r c-can c e P(. ir-ca( /tag-- tejiia‘peu et-sAd or a4-c4 eid_le.4.4/ a /I; 5. a-2) fec, Ji ne exifA ti hi-I-kneel 1-zi new jo;51-5, 67 5-1 s)- e-' ca-2, A A- ii elde ofr7 - 2 .147 e re r".4 Reel .7-,17 eceid ?n.441-4/1 e-x 51; kcia I/ 01' hoa5e-- ar&-e-14 a 44.) e aiiprotawi b .Yr7 Appro t/cr, cvl, n tivr edin 4'7 gi he. czt-64ed en- 2 a re /fie ilespki ei/1)-- 1:e .47 $ 9 iv&il 1/ wo 6F434-._ 1° YlIA'1I -DADE COUNTY. FLORIDA METRO -DADE FLAGLER,I3UILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Yaic Ogron Manufacturing, Co., Inc. 671 \Vest 13 Strcct Hialeah ,FL 33010 BUILDING CODE COMPLIANCE OFFICE.: METRO -DADE FLAGLER BUILDING 140 \VEST FLAGLER STREET. SUITE 1603 MIAMI. FLORIDA 3:130.1563 (305)3%5-2901 FAX (305) 3";5-:90S CONTRACTOR R ACl OR LICENSI`O SECTION (305) 375.2537 I'A X (305)375-25.3 CONTRACTOR ENFORCENW - r DIVISION (305) 375.2%6 FAX (305) 3 i5._9c! 1.no1wcr CONTROL DIVISION (305) 375.2903 FAX (305) 372.6339 Your application for Notice of Acceptance (NOA) cf: Scrics "La Francais" Aluminum Outswing Frcnch Door with Sidclitcs t/- under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the richt to secure this product or material at any time from a jobsite or 7.znt!facturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or m 1er::1 fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0607.04 EXPIRES:" 07/22/2006 •% Raul Rodri`ucz Chief Product Control Division THIS IS THE COVERSHEET. SEE .ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS I3UILDING CODE PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: OR/09/2001 Francisco 3. Quintana, R.A. Director" • - Miami -Dade County I3uilding Coda Compliance Office % \sD4SDDDI1pc20D0\\tempbt&.nouce acceptance co.tr pgcdot >mtcrnc! mail address: nostmastereLbuitdin Ecodconline.com Homepate: http : / / **.ww.bui)dinecodeonline.corn Y:ilc Orin r1f2. Cn. inc. NOTECE OF .ACCF.PTANCF: ACCEPTANCE No.: nI- 0(07.0J APPROVED ENI'1RES SPECIFIC CONDITIONS AUG 0 9 2001 :,r .1,11 • 22. 20(fl;•' SCOPE 1.1 This renews the Notice of Acceptance No. 97-0815.09, which %vas issued on July 22, 199S. it approves an aluminum outswing French door as described in section 2 of this Notice o1.Aeccpj3r.ce. d signed to comply with the South Florida Building Code, (SFBC), 1994 Edition for Miami -D'a `County, for the locations were the pressure requirements, as determined by SFBC Chapter not exceed the Design Pressure Rating values indicated in the approved _...... PRODUCT DESCRIPTION The Series "La Francais" Aluminum Outswing French Door with S;Jelifes and its componer,:s shall be constructed in strict compliance with the following document: Drawing No \V97 -1S, • Sheets 1 thru 3 of 3, titled "Alum French Door w /Sidelites prepared by Al Farooq Corporation. dated OS/05/97, with revision E dated 5/31/01, signed and scaled by Humayoun Farooq. P.E.. bearing the Miami -Dade County Product Control approval stamp v i.th the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. LIMITATIONS This approval applies to sinilc unit applications of pair oldoors and single door with sidelites, as shown in approved drawings. Sinde door units shall include all components described in the active 1cal'of this approval. INSTALLATION: The aluminum outswing Frcnch door and its components shall be constructed in strict compliance with the approve drawincs. ' Hurricane protection system (shutters): the installation of this unit %yill require a hurricane protection system. LABELitNG Each unit shall bcar a permanent label with the manufacturer's name or logo. city. state and following statement: "Miami -Dade County Product Control Approved ". BUILDING PERMIT REQUIRE,`1ENTS Application for building permit shall be accompanied by two copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Duplicate copies of the approved drawings. as identified in section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South 17 'da Building Code (SFBC) in order to properly evaluate the inst nation f this systcn Man •1 Perez, P.E. Product Cont xaminer'` Pro ct ntrol Division .:il'+ ACCEPTANCE No.: APPROVED : AUG 0 9' 2001 EXPIRES NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 01- 0607.04 July 22. 2006 1. Renewal of this Acccptancc (approval) shall bc considered after a renewal application has bccn fil:d . and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall bc permanently labeled with thc manufacturer's name, city, si =ide and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acccptancc. I. Rencwals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting thc evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; if the Acccptancc holder has not complied •'ith all thc requirements of this acceptance, including; thc correct installation of thc product; ) The engineer who originally prepared, signed and scaled the required documentation initially submitted is no longer practicing the engineering profession. a. Any revision or change in the materials, usc, and/or manufacture of the product or proccss shall automatically bc cause for termination of this Acccptancc, unless prior written approval has bccn requested (through the filing of a revision application with appropriate fcc) and granted by this officc.` 5. Any of the following shall also bc grounds for removal of this Acccptancc: a) Unsatisfactory performance of this product or proccss. b) • Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other .purpose. 6. The Notice of Acccptancc number preceded by thc words Miami -Dade County, Florida, and followed by the expiration date may bc displayed in advertising literature. if any portion of the Noticc of Acccptancc is displaycd, then it shall bc done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and othcr documents, rvhcre it applies, shall be provided to thc user by thc manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal thc copies. 8. Failure to comply with any scction of this Acccptancc shall bc cause for termination and removal of Acccptancc. 9. This Noticc of Acccptancc consists of pages 1, 2 and this last page 3. END OF T1iIS ACCEPTANCE c) 3 Manuel 'er z, P.E. Product Contro Product ontrol Division r rr, 1_ 3 E)" „ • , „r, • ,k \ I - 4,4 )' t 1 - 1 - J L.! ' :u CD 7 % (17,1(7u1V,nT vILY1■-■ • I C I A.4,7 f r p!ior.•!.)01” UD 0 0 r-) 2 0 /)..2 r5') v. _1 --,- --I \I _ ___ f -'‘, I- 1 • . 2 • s 11 r EC A ,.. ,...-1, 't Lc,: 4 , ■ ' 1 s , _I L i ,\.1 , 1 , ; \L ---- 1 1 , --, 1 \ \ I le, --1 _ J__ I 1 j T ; ; , ■ 1 . — 1 _ L _i4-L_ 1 --‘1.---1 ■ .4- 1 -\. \;..3 _1-N, .. _i____ 1 .1 4 1. 1 1 1 _.t..._T.....\ I - '')'1,..... ' "-- — —1--- '-)--.- --------""" ' r — 4------, N--- —.j 3D 4 D `4' Q D 0 VTOTri • -17-r-r-C,55, ---' - , 1 1 1 -1-77'11 c!! C T., La THIMIT/AY WTH = wi .44 2 P ffru _4_11 Dr; 1 ..,,---; r T 11 HU,LION LPAt4 VI— F TRIBUTARY 41IY I D = F NIS 2 4 rG .t \ • -• - -'i, i , l ---FI \—,, 4 - i : - 1 - 41-/ - 4 - , • , ; 1 • r : 1 ,-,. fr k i-' ,c ,`. 4 ,-, -:,. , _ _ - 1 1 \ I 1-, ' '1 1 ' 1 — , ',— , , - 1 ) \ I k I i 1 1 t...; D I !,, • )-!! " r 1 ; ',_, !-, r- , , -; .._. ..)._ r•-• I" ; i 1 ■.., __ \ , 6 \ (..'1 , , \ ' , \ ■.; ; ,, , \ , , ■- 1 \ )", i '1- ■ • i •_• -- 1 i_ 1 ••••■••••C._- , ---1 s TD ID ID ID ID 1.4) ;"! 0 S D 6 RIC,,,!7r..,-1 -r • LC,.) r4.741 T IR I Cru r I - PRODUCT REN VT' L.J.) AVfr�N1 i 1 , - i , 2XTRAT' 1C4Y,s D 1 'kli: ) `../i-4-",: 4:4 12 " ..._-:-L--=4:-. / 1 , / 4c.. 1 / (.._-,\_.-2,4 7/ ' / riy i : ■■■••••■ t-t-C41-,r,r: 3- . "....--jr) \ '' • :Lgja1-.) cop f!!, kr,-1-41.."; Li (".!, 0.- 7. C 474 IT L1 1 5, it'. ; r I - - _ - • . ■ I- . , ■ , f . \`.., ,- ' .. . : 1., ; 1 ; •••1 1 ' + t7"... i L• , , - - , , . - •j.- ,_ ,. ' J . 1 _ P__ . _.; „..„ ., ,, , ...k... ,_ ,„-.' - -1- i 1 / I , - 4 i'-\, ° 1- \ J -;'; 4 —1 \, \s,, 1 j-\ I, , , ,, . - - , -- ,\ t \ _ f.'\, 1 , 1-.2..._____ ,, \._, _. L , \ ",--,_j , 1 \ 1 \5 1 , ,,,,- 4. . -, 1 , 1 ; - ---4 i o \ ! 1• I 1 \ ' I 1 ‹ e, _... \ 1 _A ' I ss ' ,,,, „ ,1 - ----P-,i, ---,, , \ ----=, 1... 1 1', _, ",...1 \,. '-\-4‘. ''' ._1 N I 1 - - „-- N ), ▪ „ : -,..-.-....:_‘..1,..„N., .1 LI I c1-\''.1 i i 1."---, •,\,,--\1,i, 71,,,..;:;- 1 — 1 .*---;'----1 r; 1 . D1\; . I s j 113 11 A1 r 7 , ,...; —. 1 ...., [5) r 1-1 - D ; --I, r-4‘; 4.44;-, I :.. ;-_.' . '4'. :,-..,,-' 4.:: 11/ \ Li '', -44'.'444- 4 ti4 I. 2 (414 i.. *.'-',.0 c.-4.. n, r rY'' 1 -7;44-7 4----14----- —7?-::::--7 1---- ,,.--.:_i — t„,_4 — ',, , i\ ! ss 1 ,\, .r '■ 1 '2 A (, 1 ''.' I 1 L. ,‘ 1 — 1- \----"\ 1 -- -?. -1---- \ 1 , 1 1 \ \_4 i \,,i. j,_ '•' I I\ 4 0 ./ 1 ‘ \ 4"1111\j„Ji .) 1 1 '-;\ : s ; 1 -'%, -4 / 4,.,, ,,.! I ...,‘,.., ..41 '\ 4- 44.,_ 4 -. 0 \ 1 \I 1 .. I '' \ 1 1 \1 0 c., ''1, -4 \t \ '.- 4 ‘.,_ < _.., _.., 1--' 1 1 \ Il I N __I \ NI 1 :".. ' c---, -- \-4 ,....) c _ 1 1 IN I ) , 1- \\L C;\ `■1 1 \ } 0 \ l■ j \ ,4 N,, I fN 1 l'N__I l'N.._,1 --” - •,,„_._ 1_, --,-.. _Ili.._. . ,,,, 2.0 DO " J J 1 t............- tIE,-„Jr/..,,,, vlor)--; - irfo-,zs. 0 0R.:14,3; L AD 014"4.5: T 7 ; r 1 V"-11- ‘„) \ v \ , 2A\A_Clri, 4, \ I 7 _ k ri'L '_\ I -\ c. ix 0 .1 ''-- ) ' _r ' X -* }4 \\„) \ _.\1-\, '5. I il\ \ ir- ,,1,_\, ,,,_,,I\ j, , 1_,,- , ' ';-= '-, \ i N•l N—n1 ,-.1 r• ...n '.J 0 0 .../ -1--.\ I \ \-1--- rJ — --- :_::_kii`:.-1 -'-', -'-'-- . '--------, ---1----,----- 1 "-- -,:-.7„,-------- 0 0 r-77772 0 0 r}‹:!1.)LK.7 C e:: ,; ri- (1 or■-!5 r!"...-:". ) EV.1S17■2, Cx.; CC!...J;!..Q2i Vfl:f u031..L.&“:0(1-DF (71_,r1;:i, (1-.)),4- k.----" - __.,- ,- .:. c c F k‘, a rx._5,5.-O_si Cz, foR ci-,07;-:; P':::,i.(:F."4,-kc)"' _.., E r-44 0 • I - F?Dei..t L 4.0 T __. —1 --i 5 < . ,. , •1 4: ' --I 1 , ; \L ---- 1 - ' \ \ \ I le, --1 T ; 1 \ .\I .4- 1 , ,-----1 -,-. --. \ .. _i____ - .1 1 .., i _.t..._T.....\ '')'1,..... ' "-- '-)--.- --------""" ----1,-, \ I _ _... --dr 1, \ ‘ 1 . -, r \ -1, , _. __ — 1 ) 1 • --i , 1,. \--•3\1 ......,„ 1 . ,3„--,--.,....._,„--.,, 1 , ''.,-44"... 1--7.. 4- ........., 44 e • 1`,.., 1. 4"‘--,/ '-'4`,, I , -1■_,__,.__., .- ---,-,. j --s•-.14-4-4-44- IR I Cru r I - PRODUCT REN VT' L.J.) AVfr�N1 i 1 , - i , 2XTRAT' 1C4Y,s D 1 'kli: ) `../i-4-",: 4:4 12 " ..._-:-L--=4:-. / 1 , / 4c.. 1 / (.._-,\_.-2,4 7/ ' / riy i : ■■■••••■ t-t-C41-,r,r: 3- . "....--jr) \ '' • :Lgja1-.) cop f!!, kr,-1-41.."; Li (".!, 0.- 7. C 474 IT L1 1 5, it'. ; r I - - _ - • . ■ I- . , ■ , f . \`.., ,- ' .. . : 1., ; 1 ; •••1 1 ' + t7"... i L• , , - - , , . - •j.- ,_ ,. ' J . 1 _ P__ . _.; „..„ ., ,, , ...k... ,_ ,„-.' - -1- i 1 / I , - 4 i'-\, ° 1- \ J -;'; 4 —1 \, \s,, 1 j-\ I, , , ,, . - - , -- ,\ t \ _ f.'\, 1 , 1-.2..._____ ,, \._, _. L , \ ",--,_j , 1 \ 1 \5 1 , ,,,,- 4. . -, 1 , 1 ; - ---4 i o \ ! 1• I 1 \ ' I 1 ‹ e, _... \ 1 _A ' I ss ' ,,,, „ ,1 - ----P-,i, ---,, , \ ----=, 1... 1 1', _, ",...1 \,. '-\-4‘. ''' ._1 N I 1 - - „-- N ), ▪ „ : -,..-.-....:_‘..1,..„N., .1 LI I c1-\''.1 i i 1."---, •,\,,--\1,i, 71,,,..;:;- 1 — 1 .*---;'----1 r; 1 . D1\; . I s j 113 11 A1 r 7 , ,...; —. 1 ...., [5) r 1-1 - D ; --I, r-4‘; 4.44;-, I :.. ;-_.' . '4'. :,-..,,-' 4.:: 11/ \ Li '', -44'.'444- 4 ti4 I. 2 (414 i.. *.'-',.0 c.-4.. n, r rY'' 1 -7;44-7 4----14----- —7?-::::--7 1---- ,,.--.:_i — t„,_4 — ',, , i\ ! ss 1 ,\, .r '■ 1 '2 A (, 1 ''.' I 1 L. ,‘ 1 — 1- \----"\ 1 -- -?. -1---- \ 1 , 1 1 \ \_4 i \,,i. j,_ '•' I I\ 4 0 ./ 1 ‘ \ 4"1111\j„Ji .) 1 1 '-;\ : s ; 1 -'%, -4 / 4,.,, ,,.! I ...,‘,.., ..41 '\ 4- 44.,_ 4 -. 0 \ 1 \I 1 .. I '' \ 1 1 \1 0 c., ''1, -4 \t \ '.- 4 ‘.,_ < _.., _.., 1--' 1 1 \ Il I N __I \ NI 1 :".. ' c---, -- \-4 ,....) c _ 1 1 IN I ) , 1- \\L C;\ `■1 1 \ } 0 \ l■ j \ ,4 N,, I fN 1 l'N__I l'N.._,1 --” - •,,„_._ 1_, --,-.. _Ili.._. . ,,,, 2.0 DO " J J 1 t............- tIE,-„Jr/..,,,, vlor)--; - irfo-,zs. 0 0R.:14,3; L AD 014"4.5: T 7 ; r 1 V"-11- ‘„) \ v \ , 2A\A_Clri, 4, \ I 7 _ k ri'L '_\ I -\ c. ix 0 .1 ''-- ) ' _r ' X -* }4 \\„) \ _.\1-\, '5. I il\ \ ir- ,,1,_\, ,,,_,,I\ j, , 1_,,- , ' ';-= '-, \ i N•l N—n1 ,-.1 r• ...n '.J 0 0 .../ -1--.\ I \ \-1--- rJ — --- :_::_kii`:.-1 -'-', -'-'-- . '--------, ---1----,----- 1 "-- -,:-.7„,-------- 0 0 r-77772 0 0 r}‹:!1.)LK.7 C e:: ,; ri- (1 or■-!5 r!"...-:". ) EV.1S17■2, Cx.; CC!...J;!..Q2i Vfl:f u031..L.&“:0(1-DF (71_,r1;:i, (1-.)),4- k.----" - __.,- ,- .:. c c F k‘, a rx._5,5.-O_si Cz, foR ci-,07;-:; P':::,i.(:F."4,-kc)"' _.., E r-44 0 • I - F?Dei..t L 4.0 T 2D (D! Sc tr, 70 1-Pr 1%1011-1 21-‘5D-ES sof-ur !I C-Z 1,1 MD. E r / r FE i 1{5.57 Dt 0 ) \ 1 i 7 t LI Ad • ' \ ;,, , ; \L ---- 1 - ' \ \ \ I le, --1 , ,-----1 -,-. --. _.t..._T.....\ '')'1,..... ' "-- '-)--.- --------""" --i- — rf" f: f 1, il -. --1 2D (D! Sc tr, 70 1-Pr 1%1011-1 21-‘5D-ES sof-ur !I C-Z 1,1 MD. E r / r FE i 1{5.57 Dt 0 ) ( i L 1 \\1\" tilll 'dl C „) PF /3 T .LL4'11 IM5 CO T/,IN JG F'fFICAL QLAZ(W.; P Q U( ;TS HO I7QJ ]I OR VERTIC,',L SEC '6• ttDove OR ODL,.R foR' f1Sitr.r.f."F.S S!ZCS INt j ucTIONSji VSC CiVRlS AND crL.PI1S ti FOU..O -?,5. oLTEAJA ti•L OCT.,),:;?; t.OkD •:CU RrO F J A5cC 7 -c9• roit r';.;rt;w. r.a • VSC 0.4 ^C CCwtry A.F'rrcvrr CL&1l' C PRDDL'cT NECl1HC I.LO',: Ltu.D P:COV:RD..cu fS. USf_ CO :p,ECi'O'r TO :-0JUJOt1 AS Fifi S1'CC 'Y 14 X,41-7'1 SIO:A SCACLiC• US+'iG CIA HS UN c!4_CT 2 SC1ICT vVLL2• Si[ 'T'i{ RAT1!.'C .xo [ l}- N OLS'C'1 L. D.;3 SP[C T1`0 117 STIY 1 1BOvr_ UsiNr.; f,vciti:.9 Tr)L_S ON SNCrT 3. 1.',0 A'icHDR GnoYris D;i SHCCr 2.. S[UTCT mci40:4 TPC -'7T D S'( i1 R.07 :rC :.1D1{C fl-t N T},C 1):S1:K LGJDS S ?Ec,nD3 I :1 STLP 1 .+23cv1= 03 LINT T PRODUC:I',RENEWED AcOTa t;.0. 0t - QUA .41 cxrlRnTi N �Z �" Q 1z'`'J o ., lr Uy 9".ODUCTCOvziFOLUlYi _ Huts c (c Lrx;•\.ul In' �1' <,,, 1c7. R _FCT.& GULAR t LU)IiJ' Th Wi3E t tl!LL 4 ?�S tJSING ),!ULLION PRQPFRi ES ONLY NQTES• 1. ALL LL 21 "∎C F.i5 UI TS 11SCD) T)1 TNESC f.3UUJO:0 DUST BELT THE Ar cLiz E COINIY RLO'JiRD r! 7S c 're; :io Lo.1D, s 3 � ,,,q),1114 t:irn_TrtAr, ro cto r± Tr [Sr f_ srtc' CTC.• 2. .` =iCHOR CL4BEO4L'CT 7J as C OE C[YO'D k� 1 coVta >ac (511.7:C. rEt Cc.) J. 1.`•7 CC �J,T1Q.' .:r1�j.C�Z9ir -!N_ -r S'JE4ii1+�-SJ LCi re 3 r_PxclIT D.G:rfL47iL 4RCY;F:W. L ALL ).ULJJO TO BE •ror 6' 3 -T�. PRODUCT RLNE`VED ACV. -FIANCE N>.3 E\T'RATION DDATF. �(t 1F3i2 'm, r'awl AUOULt CO+n ! cnv:570!;r vDUCICoNTFoL Divistco. Eu, ::: c03? C: 'IC,Ltf OE1fC{ BI "[1T�r{�(Y?DEr D1,!PLp,YCEOrz;tf FcctP!,t,7Ct / )JT,'O1(0 1S c .T 5OJTfi "iC3:1)1 fjLi, Ent J D C LtR Ii '-MGLJN t.i. C2 Ff j Ie557 1/ jalic 4— ip - Li0Hit,1) nc M 9 5 -- 0 6 hcct 1 u1 2 x x ,‘); Lit 14 /cjfmsP ,x I \ h1 f L f 14 ,_,„4. „40. LO „tic) - X 2 X 1/C S. 2/ 'Q.V..' _1 \ K.1 Ju x 2 x 1 / ijjJU LE 2-5[5' 1 4 t•L7...4 S /2 2 102 • • PRODUCT RENEWED ,-, , ( A -CC- E rrt-l-iCE 4 N._ s\- i i_ o 1 . 0 7- rxr; ;ATI .:--1 r I Try P;,,c) re2CT CC,,r i.01.„ 0 fiT74r.C4r-11)7•00'.(.11),42,7c€ orricE, L1 ( .c \ Pt- :ITo-4 ,:i1,00 oucK • -• , 0 .kc:c1 0,t c,,Jr ,L.,..:ALS TO 4-..r.54-7' t\ 2 X 2 ef J It ; u s , U11,____::r:121. Y4'.1,-WAirk.566> 3/ )i,C'..fi 1 I k i 1_ -_ .j ._,_ , () 2 X 2 X 7/4/ 2-5/' Lc:4c 1/4.• •-; ,)) 311.13aalagA=' a-) .(3 CO Kr'4■LIT_ G.; Co:;17, rl ISO t3LCC.;S F- — I t4-0-4 PRODUCT RENEVY ED woc)c) [3ucx51___-.!0- 5Y y_to cs-_cc;RoN 5J-71C %1D ks Cc_1_T1 .1l7- FE !..4,-es11 F (, C T.', al, .,, L .12 , CJD 3 [ A C117E YT-A, C E -.: 0, .z_1•1 Z-3,_ j.-2)v_________ --(J., 0' t..1'p•-,,.:t_2_./.4. b LC): LL\ TE Ail-.:(:•p ..LSIlL.4?-2-ii 22' 0.--;,..)C ET ti• t`( 1161. 5.0 ‘, • j7.1_____,-- - __ ‘'-,-, L --Z : • - ' - < . - 4 - • - ' ” : ''''1-''''':—, 1)A C'r;t-4.?',!,t.' •:i. C.‘:T la 1 l'17 rj'jb ----: )4 , /2 / litiii., •,,ft i -00(.1- . co; sF 1 _L.,.) -; : E Olia7.7,1j-2 -.'.-.1--F1C( Irpi .! ; i:27. 0 ", .., 1 ,1CD ,_ ;.--, •1 1 ei 4 D --, ' (.6 1 Cf. cc 1 0 n- ; ?. 2 ,--. -... -,-- 1,..-, • - c- 1 , c.„ - , • - , ! 0 1 0 . ; i i 1 , :,,-.., ,/, c., I .....4 CI: ' ..., •.:.! ti• C 1 i24 ti () A''''''t• (45 • - :2. "-' -'4:, ■ 1 — --2-4--"—, ,- ---• ti I Ii it 0 ' 2 (3_, :CC', 1 n ,,.. •-, ,-, • IA - -, . IE, 1r 0 0 ,..,... (0 . 0 --:11 ,— i 14 ..- -:, .., • 1 ' -.- • ---- — :7-127-7'------""—•,(V-a"C, k-ci•imti,ttt,4 rA.....Q":• 1 1 11 i I i li i • - -1-1 Itlillill 1 —4 4.3t0-,■n) it0. I 5-05A1 ■.,...,.."'""..' '1•!::- -'—''' '' ''. rtl---- 1.7.--- —I) —..A..---.-- t_5-)7 3 x r :-s FRAME UPPER CORNER p 0 o o If 111 LI fin 1 9 0 p p v ■ p. YE-658 YE-650 HIN 10 -24 FliKS, STAINLESS STEEL (THREAD CuTTING) --1 DOORS 91T ( 3/15', TEMPERED CLASS NCl/3NAL DINS. DESIGN LOAD - PSF 3 =R HE :Di:liE -F v1D7H EXT. I INT. sra 2/6 85.0 1 100.8 �=•i i %i/ I ?. ^ 1 /4 IT U?. ,/a E4 0 84.0 - 100.8 2/6 84.0 I 84 E 3/0 70.0 70.D ALUM SWING DOOR WITH SIDELITES COMPARATIVE ANALYSIS CHART FiAsED ON r71- -1559 CF 06 -18 -97 TEST SIZE 120" X S5 -3/4' (Cxx) DESICN LGACS = +70.0. -70.0 PSF WA. ER INr'1L77;AnC:`I TEST s 1 2.75 FSr TESTED Cu.SS = 3/16' ,LUPERED.(000R) 1/4' T-tNPERED.(SICEUT -t) SILELTES 1r.;'i 1/4- TEMPERED CLASS tCM. :.7'R HEIGHT NON. LEAF vIDTH S1 -E t.ITE v;:,714 DESIGN LOAD - PSF Ex T. INT. / /... /tb- Ti1 \ �` ° \ \ \ \ �=•i i %i/ I ?. ^ 1 /4 IT U?. 2/6 55.0 100.8 3/3 65.3 91.6 6/8 2/5 3/6 64.0 54.0 4/0 77.5 77.5 4/6 72.0 . 720 2/6 65.3 91.6 3/3 £4.0 84.0 6/8 3/0 3/6 77.5 77.5 4/0 72.0 72.0 4/6 67.2 67.2 2/6 E40 84.0 3/0 76.4 76.4 5/3 2/6 70:0 70.0 3/6 4/0 64.6 64.6 2/6 76.4 76.4 3/3 70.0 70.0 5/3 3/0 64.6 64.6 _/6 i/0 6.1.0 60.0. "At 0 Of U 0 0 C4 C C ■ -4 10 X 1' SMS FRAUF LOWER CORNER THREADED R03 'AESSU'RE %LL £ 5/:6' T 000R LEA CORNER 1. OPTIONS: DOORS CAN BE SINGLE OR DOUBLE LEAF. SIDEUTtS CAN BE ON ONE SIDE (DOUBLE LEAF DOCKS) OR ON E0T1i SIDES (SINGLE LEAP DOORS). ON DOUBLE LEAF DOORS THE INACTIVE LEAF SHALL HAVE CONCEALED FLUSH EOL78 AT TOP do EorCu. DOOR LEAFS 70 HAVE 3/15- TE1.4PBRED GLASS. SIDELITES TO HAVE 1/4' TEuPERED CLASS. Q 1 . NOTES 7)115 S7 JCTURE 15 DESIGNED AS PER THE SOUTH FLOR:DA BUILCING CODE 1994 EDITION FOR LADE COUNTY. ALSO FOR w}ND LOADS AS PER ASCE 7 USING CORRESPONDING LOADS. 2. FOOD BUCKS EY OTHERS. uIST SE ANCHORED PROPERLY TO TTtiANSr i R LOADS TO THE STRUCTURE. 3. A1.4CHORS SHALL BE AS USTED. SPACE0 AS SH0wN ON DE'AJLS. ANCHOR E).'5t0 DENT TO EASE NATER1A1. SHALL EC BEYOND WALL DRESSING OR STUCCO. SlD_LITE v13T14 DOUR VIDTH ,/ '/1 i• TENo c D LEAF V1DTH SIDELITE VIDTH DOOR VID7H AFPi.OVED AS COMPLYING 1•A I:; SOUTH FLORIDA BUILDING CODE' t je FY i ,J ?ROO T CONTROL DMSIOU BUiI r -O 7. DY ACCEPTANCE NO drowIng W97--18 1 or 3 sheet ✓�i \\JS / /... /tb- Ti1 \ �` ° \ \ \ \ �=•i i %i/ I ?. ^ 1 /4 IT U?. J / ... 1 /4' .;1t 9. NOTES 7)115 S7 JCTURE 15 DESIGNED AS PER THE SOUTH FLOR:DA BUILCING CODE 1994 EDITION FOR LADE COUNTY. ALSO FOR w}ND LOADS AS PER ASCE 7 USING CORRESPONDING LOADS. 2. FOOD BUCKS EY OTHERS. uIST SE ANCHORED PROPERLY TO TTtiANSr i R LOADS TO THE STRUCTURE. 3. A1.4CHORS SHALL BE AS USTED. SPACE0 AS SH0wN ON DE'AJLS. ANCHOR E).'5t0 DENT TO EASE NATER1A1. SHALL EC BEYOND WALL DRESSING OR STUCCO. SlD_LITE v13T14 DOUR VIDTH ,/ '/1 i• TENo c D LEAF V1DTH SIDELITE VIDTH DOOR VID7H AFPi.OVED AS COMPLYING 1•A I:; SOUTH FLORIDA BUILDING CODE' t je FY i ,J ?ROO T CONTROL DMSIOU BUiI r -O 7. DY ACCEPTANCE NO drowIng W97--18 1 or 3 sheet <.NCHOR5 - _ 1' ; Y ;;'4 2' e Y . ' .. 1/4• Y.AX. 1/4- �tx. 0 . 4.000 n • n1 1 • 10 S>''S TYPICAL ASSY. SCREVS 4.000 1.710 T •o 0 4 1/4• TE`R. GLASS CONNEC—ION TO STRATA OF ANY .ERTMETt ER MEMBER CAN BE NO CK 1- EY BU W0S 00 euCKS 2' BY W000 SUCKS (1/4 UAX. S)-Iu5) TYPICAL ANCHORS: err ,eye -lny roq vir 1/4- f)uL TRPCONS IN70 W000 STRUCTURES OR THRU BEY WOOD BUCKS INTO LiASONRY 1 -3/4• TOTAL PENETRATION 7iiRU 1EY W000 BUCKS INTO uASONRY OR DIRECTLY INTO LIASONRY 1 -1 /4 UIN. LIASONRY NEED. SEALANTS: rJE CORNERS. PANE. CORNER SEAUS. SILL INSTALLATION SCREWS FIXED UCHT GLSZINC BEAD ENDS AND PERIUEItR OF HINGES SEJ.LEO W1TN 'SCHNEE IJOREHEAO 5504" SEALANT. PER1uE;ZR OF THROW BOLT IE •40 DOOR KNOB COVER PLATE SEALED WITH 'GE SIUCONE 1000'. ce c 3/16' TEHP. CLASS 1.f50 4.000 L'J 0 Ens•= OR. NUlJAYOUN rAR000 F1.1 PE 1 16,557 • •• ' • i\- • 7TPICAL AN 5 TYPICAL ANCKAS APPROVED AS CO1.IPLYING vaTN THE SOUTH FLORIDA SUILDING ''E DA• 1 1 '' f 11 EY �/ PROD T C•. ROL DIVISION BUtl01 CODE COMPUANCE OFFICE ACCEPTANCE NO.01. ° 7. Oy QCOwsn9 no. W97 -18 (sheet 2 of 3 1TE)4 'O. ). T ,tir'PCT+ DLcC5.7'17C,i 14A72: ?.:A1./AELiARK3 1 YE -8O4 CIClC 1 E HEM Kuu,NUU 16063 -151 2- YE -602 WOOL 3-1,4 ■••EArktzsr;:IPPINc(.187x.2t )ULTRAFA8 3 YE -606 SNAP 04? fOR DOOR LEA/. k SILL .1u w UU (6063 -75) 4 Yx -621 wEDCE CASKET 7E.Au PLAS:)C 5 - CLASS 3/16' 7E4PERED - 6 YE -201 DOOR LEA' F SILL do HEAD ALUU;NUlz (6063 -75) 7 /It -622 BULB WEATHERS RIPPING {.1;8x.260) TE.Au Pt.AS:IC 5 YE -810 7hRESHOL7 ALUVINUU (6063 -TS) 9 YE- j9 .1 SIDE- 6",G:v7C ..w••,nv,t (6063 -T5) 10 ^►+ -625 GLAZING ;A%E (3/8' x t /8') vENTURE TAPE 1 1 TE -816 CCVER PLATE 4.LUu1NU1I (6063 -75) 12 i YE -607 CLJ.Z :NC STOP - SICEU E ALUUINUU (6063 -TS) 13 YE -808 SIDED - IJULUCN ALLNINUU (6063 -T5) 14 YE -811 F'nIUJE dAU3 ALUUINUU (6063 -TS) 15: YE -803 DOOR LEAF dAUa - HINGE SIDE ALUU;NUU (6063 -T5) 16 TH- 615 10:K SET BY HARLOC CR wcSTLOCK - - 17 Y14-610 FLUSH BOLT ET DELTA ;No. - ZINC DIECAST )8 ri -802 DOOR LEAF - LOCK SIDE ALUuINUU (6063 -T5) 19 TN -650 !.UNC'E ALUUINUU W.T14 SS PIN 20 `.H -618 TrREE POINT LOCK 1•4EC0-N15v - T •o 0 4 1/4• TE`R. GLASS CONNEC—ION TO STRATA OF ANY .ERTMETt ER MEMBER CAN BE NO CK 1- EY BU W0S 00 euCKS 2' BY W000 SUCKS (1/4 UAX. S)-Iu5) TYPICAL ANCHORS: err ,eye -lny roq vir 1/4- f)uL TRPCONS IN70 W000 STRUCTURES OR THRU BEY WOOD BUCKS INTO LiASONRY 1 -3/4• TOTAL PENETRATION 7iiRU 1EY W000 BUCKS INTO uASONRY OR DIRECTLY INTO LIASONRY 1 -1 /4 UIN. LIASONRY NEED. SEALANTS: rJE CORNERS. PANE. CORNER SEAUS. SILL INSTALLATION SCREWS FIXED UCHT GLSZINC BEAD ENDS AND PERIUEItR OF HINGES SEJ.LEO W1TN 'SCHNEE IJOREHEAO 5504" SEALANT. PER1uE;ZR OF THROW BOLT IE •40 DOOR KNOB COVER PLATE SEALED WITH 'GE SIUCONE 1000'. ce c 3/16' TEHP. CLASS 1.f50 4.000 L'J 0 Ens•= OR. NUlJAYOUN rAR000 F1.1 PE 1 16,557 • •• ' • i\- • 7TPICAL AN 5 TYPICAL ANCKAS APPROVED AS CO1.IPLYING vaTN THE SOUTH FLORIDA SUILDING ''E DA• 1 1 '' f 11 EY �/ PROD T C•. ROL DIVISION BUtl01 CODE COMPUANCE OFFICE ACCEPTANCE NO.01. ° 7. Oy QCOwsn9 no. W97 -18 (sheet 2 of 3 1 /Z'; TYP• GLASS VIE W000 FUCKS NOT BY YALE. MUST SUSTAIN LOADS 1UPOSEO 8Y CL&ZING SYSTEM AND TRANSFER THEM TO THE EUILO;NG STRUCTURE, 1.500 2125 1 /Z- TYP. GLASS SITE I/4• SHIN kAX. 2125 i.5D0 H1NG£ OPTIONS; BY 'YALE OG•:cs• ALUM HINGES 2-1/2" LONG 2 PER PANEL; AT 6 -3/4' FROu 70P AND 9-2/4. FRCV BOT,OU 3 PART HINGE NO. 658 - sTA'iyARO CR 2 PART HINGE NO.' 650 - OPTIONAL j,OCKS; A) JNACTIVE LEAF coNCT'4tFD_T'L'q4 A01-5- E 'DELTA IN0;;5 -7.11ES• ue.NUALtY OPERATED. LE W.; LOCATE] AT 11 -1/2' FRO4 3C;7ou AND 17 -1/2' :..c1 ToP B) ACTIVE LEAF 1) CONVENTIONAL DOOR KNOB LOCKSET AT Z6-i/2" icCU BOT Ou LOCKSET CAN EC HARLOC 1rOXJS3 OR wESTLOCK 10 4o2@ 2) KEY OPERATED ON ExTERIoR AND TNI.w3 TURN ON IP 7 RICR THROW BOLT LOCATED AT '3 -1/2* FROM EoTTou LOCK CAN BE HARLOC t7Crlm1 OR WESTLOCK K 1057 3) CUS7014 uECHANISU EY YALE OCRON NO Yr1 -618 THROW BOLTS CONNECTED TO HARLOCK LOCKSET OPERATED $1' KEY CR THUu3 TURN ANO ENGAGING FR•wE AT HEAD AND SILL A) CONCEALED RUSH 80LTS. u4NUAtuf OPERATE] LEv!'R " MONTE° ON INSIDE FACE OF LEAP STILE LJJ•i0 AT 17 -1/2' FROU TOP AN0 n -1/2' FRO.1 BC•T701.4 STD. CONFICLTRATICN O TYPICAL ANCHORS OPTION 1 AND 2 ARE REOL':RED ON ALL A..IvE LEAS FOR 70P AND BOTTOM BOLTS USE OPTION 3 OR 4 KEYED THROW BOLTS BY HARLOC CR WtST13CK 70 EE OF STEM CASING W.TH UULTI PART STEEL BOLTS FLUSH BOLTS 90CY AND LEYR TO BE OF ZkJ&( CASING WITH .206 OIA. STEEL EXTENSION ROD AND 1/2" DA. NYLON TIP. NOTE: TOP AND BOTTOU FLUSH BOLTS ►+UST BE ENGAGED DURING PERIO;,S OF HURRicANE WARNING, APPROVED AS COuPtYlNG WITH THE SOUTH FLORIDA BUILDING CODE C .c AUti l 1 EY .c-- PROD' ..T C IROL DIVISION BUIL CODE COMPLIANCE OFFICE EPTANCE NO O/- 040 7.O y w 0 0 0 0 z drCwing r W97 -1 sI eet 3 of M I AM I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA MIAMI -DADE COUNTY, FLORIDA !,,1ETR0 -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 M1AM1, FLORIDA 33130 -I.63 (305)375-2901 FAX (305) 375-290S Yale Ogron Manufacturing Co., Inc. 6741 West 18'0 Street Hialeah, FL 33010 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'.vliarni -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 Concol Division (In Miami Dade Counry) 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 thc AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BOR.A reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series 6800 Aluminum Horizontal Sliding Window ✓ APPROVAL DOCUMENT: Drawing No. W96 -25, titled ''Series 6800 Alum Horizontal Sliding Window", sheets 1 through 4 of 4, dated 8/1/96, with revision C dated 09/04/02, prepared by Al Farqoq Corporation, signed and sealed by Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Renewal stamp with thc Notice of Acceptance number and expiration date by the-Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", 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 the has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99- 0908.02 and consists of this page I as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. 1 `3 • 2 tId NOA No 02- 1107.02 Expiration Date: January 23, 2008 ✓ Approval Date: December 19, 2002 Page 1 37t1,1. iJJd EG.:E ro, CG. 1Nflf 1,430 LL ,c62 ti FRM1E HEAD 1.262 697 r .763 .C62 — .977 VENT 1oP /SOrroµ RAIL FRa11E 51L1. .687 J .733 J,�I,SB SnL_ CUSS trorr s To at COITAL Ott tiCvJIC AND FOEO DIES 6" MAX. TYP. HUO /Silt CGA'trRS 15' 0 U 1.035 Or, x n z E —1r MO • T.45i. tii --�' l .175 —i I-- SILL RISER 1.656 UEEPNG RAIL 1.875 ..S97 (RAVE J.).48 veur 4 317 1 .406 .697 FIXED 5.4TC. RAIL 1854 .719 1 337 .341 ---1 fY vENT hEICHT 4 23 I/4. O.L OPG. 26 J /8' v(,Ir w1DTTI 52 /8' 2.) 7/8' 0.1. CPC. 0 0 wUNCOW Yr.DT?H 10 o w X. TYP. HCJO /Sf,L COR •+EF.s c 0 r41IC sLRrACC APPLICD CPriCSAL 11 1/ 11 11 n 11 11 11 it 11 tI 11 .t YYPI›M ELEVATION TESTED UNITS SERLES 6800 ALUM HORIZONTAL SLIDING IVIND0w DESIGN LOAD RIMING FOR THESE '614OCl,fS TO 2E f5 PER CHART SHOWN ON SHEET 2. THESE WINDOWS ME NOT RATED FOR 0: PACT. IMO 1.41A)AI— DADE•COUNTY APPR'D IFJPAC( RESISTANT SXUTTE.kS ARE REOD. 1I-DS PRODUCT LS DESIGNED TO COMPLY VH1N r E HIGH vcioci Y K'JR61C1.9E 20NE Of THE 2001 FLCRID.A BLDLOI` S CODE. • ALSO FOR v1INO LOAOS .'S PER ASCE 7 USING CORRESPOTIDIRC LOAG•S. WOOD BUCKS 8Y OTHERS, MUST SE ANCKOREO PROPERLY TO TRA:fsFER • LOADS TO TKE STRUCTURE. ANCHORS SHALL S AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHOR EIZ8EOMENT TO BASE MATERIAL SHALL BE BEYOND WALL . DRESSING OR STUCCO. ANCHORING OR LOA.CHING COJGlTIChS NOT SNOi•01 IN THESE S ame. ..n. 0,.T ne 1ine aooznvet 29 9/16' 0.L COC. 31 7 /e' VEST won; 29 .5/16' 0.1. OPC. 96 1/2" wirroCW )4101H .t 29 9/16' O.L OPC. 31 7 /tj" vVJt. +nsoTH [Enar. CA. •:4ttATC4.N fAAOO2 STRUCTURES FLA. PC 1 It/Z7 '1 ID 0 v FR0OUCTRftiF..wED U (1mP4111w Iv( IA I%t FSJI..* 0..rk'c.; C,dr Attcp'ur.cr X� vTr„ litto ihrr .O� God 111 .1c rr,.t..n Cc "t z u (—tD t° O Q. Q N UW �,8 z o <g 4 iX 4113 O t rNN� [�UJ <4 2 1- 11 aa n I N 101 O 0 to rco H c 1 6ra.ing no. W96 -25 DESIGN LOAD C PSI OP. 01 •IZEs: • 7/16' TE3IP. CL1.59 cfslc. 1.0.40 r.P,tc1T1 - 1'Sf (ion •IZfSI 3/16' .LAX. CUSS :1/15 TEitP. CL& ,1 `'C1 C S II P E 'A' 140TH 24' 36' 46' 50' 77' EK1.(+) 1 r'rr.( -) tit.(.) 1 kvT.( -) CXT.(r) 1 INV.I -) 55.3 1 210.0 55.3 1 202.2 E-11.(+) 1 IM.( -) "IND0n" DNS. WI NH 1 HOCHC .1.s-CHORS TYPE 'a' 110.4 55.3 1 1 IC.4 71' . 3r 48' G5' 72' 55.3 92_7 55.3 60.9 5,.7 55.3 1 1:6.0 55.3 ! 136.5 1 210.0 5.5.3 1 139.0 55.3 1 210.0 55.3 1 134.0 55.3 1 115.3 55.J 1 52.7 55.3 1 210.0 72' a5' 9 6" 103' 55.3 1 91.7 55.3 1 1564 35.3 1 153.0 72' 85' 56' - 109' 6 55.3 1 7 55.3 1 8 55.3 1 c41.( +) 1 INT.( -) 115.8 15.3 1 144.0 117.7 103.3 91.3 55.3 1 S5.3 1 55.3 (XT.( +) 115.8 55.3 147.5 55.1 55,3 55.3 117.7 121.1 123.6 200.6 207.4 5.5.3 1 77.2 X55.3 1 91.1 6 33.3 1 78.4 55.3 1 78.4 55.3 77.2 35.3 78.5 7 55.3 ` 71.2 S5.3 1 71.2 53.3 1 65.2 24' 36' 4a. 60' T.' 55.3 1 122.6 55.3 84.2 55.3 85.3 55,3 1 69.5 72' 85' 96' -iG.5' 65.5 55.3 1 65.3 5 53.3 57.9 55.3 1 66.5 6 55.3 36.7 55.3 1 58.7 l8'• 7 52,2 32.2 37.2 1 52.2 30.8 50,d 55.3 51.1 55.5 55.3 55.3 1 35.3 1 55.3 55.3 62,4 57.9 53.9 60.8 61,8 55,0 55.3 131.7 128.5 121.2 122.6 92.0 62.9 7205 73.6 35.3 (6.1 24' 35' 4a. 60' 72' 26 -1/2" 37, 153 -1/8' 72' 26 -1/2' .37' 63 -1/3' 72' 35.3 68.1 35.3 I 55.5 55.7 1 50.7 55.3 • 92/1 55.3 1 69.5 2 33 6 33.6 55.3 1 91.8 emeimamiNIIMEI WHIMEIMMEMEM MEZMUIENI 53.3 56.9 S 1.2.2 17.2 © 55.3 116.2 111211.110011 Ell 55.3 85.9 115.7 55 3 62.6 IIMEIMEISIMIEEIMEEMMEENEBEIMIENEENIIIMENIMI 2 55.3 1 121.6 55.3 M.6 °3.3 55.6 53.3 I 193.1 53.3 } 177.1 55.3 1 113.7 55.3 37.6 55.3 1 115.7 55.-3 1 12'..8 55.3 1 94.3 55.3 1 es.s 55.3 1 69.0 `s.3 55.9 52.t 32.1 55.3 1 198.1 35.3 710.0 35.3 1 115.9 55.3 197.7 35.3 1 124.9 53.1 1 710.0 55.3 :44.2 26 -1/2' 31' :V -1/6. 72' 50 -5/8' 51.2 51.2 37'.7 37.7 53.3 76.0 SS J 60.5 55.3 1 55.7 55.3 1 60.5 55.3 1 101.6 53.3 79.5 55 3 8 <.6 55.3 1 59.7 . 35.3 '119.2 101.6 26 -1/2' . 37- 5J-1/8' 72' 55.3 17.4 55 3 55.3 4 6., 5.3.5 47.4 48.0 51.5 45.1 55.3 101.3 55.3 1 .586 47.4 1 47.4 55.3 1 31.8 53.3 ! 79.9 46.1 1 45.1 55.3 ' 64.; 55.3 1 s9.s 55.3 1 64. 5-5.3 53.0 55.3 103.6 55.3 81.8 55.3 31.3 55.3 ,l4.9 366 335 A = Na or ACNC1zS PER h=AD 1. SILL 77' 83' 16' 1 <2.d 46.1 55.3 1 57.3 45.2 45.2 45.7 42.0 42.0 1 42.0 A = M3. f At1CHCPS PER HEAD 9. SILL 46.3 55,3 47.1 .55 .3 53.3 1 48.7 35.3 56.1 XO OX XOX APPROVE -1 CONL`'CI RAPONS CLASS WlDT1.1 To EC COUP 071 ! 4i C Ail!) FIXED UTCS POLL Ma LIED CLk1114C aaE =D 0S3-...''l. GLASS OR 3/16' -!1,74. CUSS OR 3/16 "- 1I11P. CLASS C.A2140 COuPOI:.40 :C -H11EE LORIHC.4O 1 5555 GLAZING OPTIQNS ink•: C�. xU14u10U' FeRC00 S f pUCTLrtcl (4.'. PE ( 16557 5 riMOUCr REHEIyT.O `y Al enrry4.411a 5110 (ht Florid; 1141df i Cr.,ft Amp:ar.c t Ku )plrfllen thle • a w 0 0 -4 0 r drow,ng r.o. W96 -25 1 TYfrCAL ANC1+Or.S SCE (L_V. • i1 •1 �,i 1) 0 J O :1OD -C+1 RISER RECD. xOX 512E S OttLY a TYPIC:11 AucuoizS srr ft ry rclz totrtrY /) vfe,r H CI+T .00TAL SC1U5(S (Si=FL OR ALAN. I /8. 1:W. THIC%S) Sr_R : FY - 34 KSI f,IW. ALUQ!MU,A : 606.1 -I5 IW1. rrIUL AXCP.CRS SEE ELEV. • Jo 2 dY Y.17OD SUCK \ TYPICAL A`ICIiQkS SEC ELCV. FOR SPACtw; • YC -SCOI I riUJ.'C HL'O : 6o6....-15 - - 2 tC -s:0• t 1 1 FRUAE SILL j ao62 -r3 I- 3 I K-'<06 r 1 1ST'. calER 1 6063 -rS I - c . 1C-SLal AS RE00. IF.VvE ,.w03-vtNT I 4083 -73 1 - S Y£ -Y,43 I/S arc9. ( f?AIAE ..'A!42 -n o i 6063 -13 1 - 6 I Y. -3019 I 1/ VENT (FSxtD ),ITC. 'JI.. 1 6463 -r6 I - 7 I 1'_ -5CY:e I I/ V(41 v(hT TOP RAIL ; 6063 -r3 - 6 f `£-SfY_'A 14/ v(IIt vCNr BOrTC!1 RAIL , 6463 -r3 1 - 4 1 YE -5DI ti I I/ v(ir Y(Ht INTERL0.( 1 6063 -T6 T - IO I 1!' -S0?7 1 I/ vEvr 0AV3 RAI. 1 6062 --76 : - I I k I S ROOD. I RCCL faRuu(0 CL121 :4O Z. CAD I tLEPANtJD I- :2 IJ 10x3 /t' SMSI AS RCOD. FRAME GI v(Nf ASSY. SCR11•t I - ICAO PttI 0 SUS d/ 18 HUD 13 J m -6013 I I/ Vtln CAI/ EMC}I ' I LwAX I O(CO, P(ATLO OR PAInTEO t4 110x3/4. ;,.lSI 2/ LOCH t)TCK t.ST. SCREW - 3 CAD FtAtCD CRS 1S - (AS REOD. FIN SEA PI-C. W/ PLAsrc sr - 1 TOP k B3ETOu RA;IS 16 I - I AS R£OD. nu SDL ?k£ Al PLASTIC IN - 1 8OrTC01 PAL 17 - - - - I - Id YK -:Opt 12/ vacr ROLLER ASSY. - I tit -6002 de n1 -6003 1 WOOD BUCKS NOT BY YALE OCRON, MUST SUSTAIN 1 LOADS I1,4POSCO 2Y GLAZING SYSTEM 'vie/ TRANSFER I T-riM TO THE BUILDING STRUCTURE TYPICAL ANCHORS: SEE ELC/. /cl r fCR SPACING TYPE 'A, 3/15' TARC_C;IS INTO 29'( WOOD BUCKS OR 1'TOD STRUCTURE 1-3/8" )11!'4. F,SNETRATION INTO '600C nifty LEY WOOD RUCKS 'UTO MASONRY OP. OI..ECfLT two I.wSCa1RY 1 -1/4' )•iIN. Ei'8ED INTO 1.1ASONR1 OR CO,NC. It INTO I.4 TAL STRUCTURES (1/8" IA`N. THICKNESS) !i10 51•<< INTO APPROVED ALULIANS (NO SE'ILS S ?ACE) . !YPF 'B' I/4" TAPCON$ ! Art) 28Y t7C00 BUCKS OR w000 STRUCTURE 1-1/2" L(LY. PENt:1RATION INTO 7+'000 _ 1I- -:U 161' W000 FUCKS INTO I /ASONRt OR DIRECTLY IN:O MASONRY 1 -1/4" 121N. ("1St() INTO MASONRY OR CONC. SE, %LANTS: FRAI.IE f2lO VT.NT CORNERS SLAA /S. FIXED I,(EE1•r:G R.ML E.'tOS AND INSTALLATION' SCREUS AT SILL SEALED van( t0,14.11E COLORED SEAWIT. IVEFPHOLES: 1Y1 a •1' lOTCH AT EACH END OF VENT TR.•CX 1'+2 -1/2" NOTCH Al EACH ENO & AT 33' FRUU EACH EtI4O Er.St: Gt. ► AYOum FARM) St.ucrUR(S FLA. FC J 16557 • rRonlRGT'RE((Rt1',n „1 cInrt. tag nIth In. /Iced/ cmIe ANcplaeca N. 2 E•pint.en 113% % :!�1 it A ) v � 1 z q L CS J Z '7 W i• .Qv d ta 6 § .'4 (1 Oa a C4 RS 8 p u .. U W O o ar ve,o 10''< R;vimo„ da- r d Z i5; -' 4 0 R 0 d 1 o 0— a rr1 Y Z m,e) n d ti w 6 . X 1 n' C 0 .„ tt '-AC 0 0 a 1 O • O J drow:nq no. Ti Ls f.NL TQP/8(NT41A COPNrsss NO LAYOUT oX 0FP05 E t/ 4 5J4( TTrICat. AnciiWRS `sEr [L[v. F,33,r TOP CQRNER FAAVE 89T741.4 CORNER FIXED Air;, FAIL CORNE1 (,v: oR. "v/Y: l. w f /ncoo SIRUCPJ S PltnnUR't+C.n ;tVr.n - RJ. PC i tSSs7 os tssryl.in� diI1 rile Florida 1— Au1JinK(4d( ACC.fiallrrNn02.J� .o2 Crl iralil un It.L( r 13y AMLlru Dhts .fl rn 2 7 r • 4 C M c c i rI' rod 4,41 Ceatrill drowinr) 40. W96 -25 soh et 4elTy� 1 EMERALD MASONRY �# "I CORPORATION ® ® 390 NE 103rd Street L • MIAMI SHORES, FL 33138 (305) 754.0042 PAY TO THE ORDER OF BankofAmerica, Bask of America, NA. I 63- 27/631 4034 cs 4104, { �� $ ac� MEMO - Ii 00403 ." i;063 L00 2? ?': 0036? &3 2674 Lip tat! Tay pct./AO-3 1414 a, (A kk 5) ?lc K 141195 SIGNATURE 4i :I, 441. z4 Tara( 241. 2.4 id cHK. 403-f la 06, 00 Ba/aY'tQi DATE RECEIVED FROM E r bd (' /1 0011 ry Cep- , D � - _:__.!. . _. 4 2 ±-- r�� r No. Q FOR RENT FOR ACCOUNT PAYMENT BAL. DUE OCASH CHECK OMONEY .ORDER FROM TO BY adorns 1182 DOLLARS Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 10 /18/2005 Building Permit Permit Number: BP2005 -378 Applicant: MARK HUMBLES Owner: HUMBLES MARK JOB ADDRESS: 390 NE 103 ST Contractor HALLORAN CONSTRUCTION CORP. Contractor's Address: 804 NW 8 ST RD Local Phone: 305 - 545 -0405 Parcel # 1132060134980 Page 1 of 2 Legal Description: MIAMI SHORES SEC 1 AMD PB 10 -70 LOTS 1 & 2 BLK 37 LOT SIZE 102.020 Fees: Description Amount FEE2005 -4392 Structural Fee $50.00 FEE2005 -8191 Structural Fee $50.00 FEE2005 -8192 Structural Fee $25.00 FEE2005 -13617 Building Fee $960.00 FEE2005 -13619 CCF $19.20 FEE2005 -13625 Technology Fee $24.00 FEE2005 -13640 Scanning Fee $60.00 FEE2005 -13646 Training and Education Fee $6.40 FEE2005 -13649 Zoning Review $40.00 FEE2005 -13650 Radon $4.64 FEE2005 -13651 CO /CC $150.00 FEE2005 -13652 Builders Bond $300.00 FEE2005 -13653 Submittal Fee ($200.00) Total Feed11,489.24 Total Receipts: $0.00 ii pv 74) 24 eig 4631 OCT 19 PAID Signed: (INSPECTOR) 4C3 (c) 1°6 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit 1 assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Total Fees: $1,489.24 Permit Status: APPROVED Permit Expiration: 10/18/2006 Construction Value: $32,000.00 Work: 400 SQ/FT BEDROOM ADDITION Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 7 • : - � . ax: (305) 756.8972 BUILDING RMIT PLICATION FBC 2001 Permit No. r Perm— i No. ;03414205- a .7 Permit Type (circle) Building Electrical Plumbing Mechanical Roofing Owner ' s Name ( Fee Simple Titleholder ) x( 4414/ 540.5 Phone # 305- 4 0 "-Ai Owner's Address 39, t� °E IQ s'li2. Cityret:A 4, S , kO State 'cL. Zip 3311 Tenant/Lessee Name Phone # Job Address (where the work is being done) Stip tJ ` . 10 a 5°rvt.e. G ° City Miami Shores Village County Miami -Dade Is Building Historically Designated YES NO Contractor's Company Name //i 0FAA( ?A Phone # Contractor's Address aiy // ( ,s7- pi0_ / /MIKi /L, City / /'/14 / State LA Zip 3 3/ 3 ‘ Qualifier 1 �,fp�lt�a /I4Lt �.e 4Ai State Certificate or Registration No. ‘ 12 5-6 0 5-c Certificate of Competency No. Zip °3 ,, 3 Zs' ngineer's Name (if applicable) $1 ' CA /14Pa Phone # $ Value of Work For this Permi Type of Work: Describe Work: U ;o5 Square Footage Of Work: 90 ddition ❑Alteration ❑New ❑ Repair/Replace ❑ Demolition 900 g. A g 466 %Pori 6 ****************************Fees****************************** Submittal Fee $ Permit Fee $ �_ 0 e� CCF $ CO /CC Notary $ Training/Education Fee $ a, et) ' Technology Fee $ Scanning $ Radon $ Zoning /C' ° f d $ Code Enforcement $ Structural Plan Review. $ 6T9 "1 + CO `12 "f 25, °'° ¢ # I 2 5 r Total Fet Now Due $ (Continued on opposite side) tiT Bonding Company's Name (if applicable) Bonding Company's Address City PERMIT# eP®S- 37B CONTRACTOR: Mortgage Lender's Nt SUBMITTAL DATE: 3 Mortgage Lender's Ad City (1\ aA►�, FtAiNel f7Ios Cs, • PROJECT TYPE: eCOINA Ar D1T'flt1 fle3 3IZf / 1S Application is hereby 'ZONING 'Pt commenced prior to tr 2 o Q 'f i4 construction n in this juri Re3 WELLS, POOLS, FUR STRUCTURAL OWNER'S A14 1DA% applicable laws regulati "WARNING TO OW ELECTRICAL PAYING TWICE Ft CONSULT WITH COMMENCEMENT.' FIRE IMPACT FEES HRS /DERM Notice to Applicant: A: PLUMBING NOC ropromise in good faith t, tpet awdziecti a whose property is subje i for the first inspection MECHANICAL BLD /04 inspection will not be api.. _ . _ _..w w , .,.��,�. �.�� e �t ue c,nurgei Signature Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 CS, by eiAllottSC AS4,v a►.+a� • who is personally known to me or who has produced entification and who did take an oath. NOT Sign: Print: fy that no work or installation has standards of all laws regulating AL WORK, PLUMBING, SIGNS, will be done in compliance with all LENT MAY RESULT IN YOUR D TO OBTAIN FINANCING, )ING YOUR NOTICE OF eeding $2500, the applicant must re will be delivered to the person nent must be posted at the job site absence of such posted notice, the Signature Contractor The foregoing instrument was acknowledged before me this day of ot , 20 by CLAAt flecloecept who is personally knowx NOTARY PUBL . .4411 '4, Gila Pereda Sign: r .. y 73065 .o•�r p • •,. ... ills. Dec. 7 2007 r` $�' .:. �r, : commission # DD279065 Print: C ►\ •' upires: Dec. 7, 2007 •on NoMy Commission Expires: .0O or who has produced cation and who did take an oath. My Commission Expires: ni iVA% 1$oo-35Q•5361 ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY Chc 05/13/03 Plans Examiner Engineer Zoning ° Miami Shores Village Building Department 244 /&vietti STRUCTURAL CRITIQUE SHEET ve- Me e � .an� ©e,O ® j,(9 L /'/EQr? 41C T /J-PR,/'(j V4 L 56. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. i�..5= Job Name f'744lJ 112 /6' 5 9d AJM /v 3 5 a l -#9 /1 7L Hit; M.15 jab, k--a P7,2 eS 5' zi`'e- O Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 415-- 3 7S Job Name /7't'/1&L. STRUCTURAL CRITIQUE SHEET 61 5-1 fh Le,' t tva h Oe 5 19' re /$-a b it Hic it Perreet ,01/ itv-erert? (2-.) pn ef-i- rerraee - as 5/eel afra e a ledd k? r e ide,,, ,11 cii Of Pee/ 0e,c1-4- error-6-c el: 01 ed“tc, lied: are Ae "54 bars - an e'lcle`' beam is /--ke „op ty r ee t 14, tu 5 ez. ; mii dep-M, 1174-14„-- deer re 55 4-41-- e Pie vs 44 -2) I ad 641111' e1` ?I/6'44 , fee„ 2./5-3 new c he-a- ex IV-. 716. ICaletged /-e Plea, jet51-5, elm 5-/, sh,24.9- Ale PeD/ eft-ap, 6.) Y7 it471? ) elle el Te ,s-hetdel in4-1-44 4vali — ce44-)-q5, 5izb?ni--I- 4pr-ov,fa.4 Ary, le-42.) dee (3-, win derza:51 5,froym pan e/S'y eeetm 3-ekY /-6 b& at-heel 215-3 „ athe"-e, a re Me dew en 5- 6,75 9 ice n CRITIQUE SHEET JOB ADDRESS PPucAtIr H tic/ . z.----"5- 451-10NE # APPLICATION Ma /0/1) i. c c L. • ••:', . . SHEET OP MISCELLANEOUS PERMIT NO. — ADDRESS: MIAMI SHORES VILLAGE BUILDING /ZONING DEPARTMENT' SECTION BY DATE ZONING a-WTI:U.0AL MECI-IANIOAL PLUMBING FIRE - PUBLIC WORKS STRUCTURAL _ BUILDING OFFICIAL 1. Subject to compliance with nit Fetlock Stets Com* Nablue Ides and regulations. Mg. tssucte no 'responsibility for gummy offor results fits theseplans, 2. This copy of plus must be evallablt o building site or no inspectlee wilt be oltdotel DATE ZailING COMMENTS ( Zetic-- fi . 29 .-Yc-7 ,15- 4 ( :: L.) 6 .,/ 7. " C 7. IVO eiri,L -11,40 IP 64,6" r-,— (1,==vilitA..-0. tfive)6 c- A.- , E-16A.P•a ,:-., -P Ac-A/7/96(- Cf:- it------(79 T t ¶'s SQ-6—A— f r---014-- r-)64.4A„,..,,,, lz, 1 "-; -too PoA, CI "EA977,C2( (71 , S'el-- C AV° It. 1431- l'a INMALS 5(2c1-10,-) C (3)(AVI) (-16 itv-74-e-feice .ey-zA6A-L•• • CRITIQUE SHEET JOB ADDRESS 3"C' APPLICANT PHONE # • APPUCATION SHEET 05 f-hAN.6te-5- /03 .57-1 MISCELLANEOUS PERMIT NO . ADDRESS: MIAMI SHORES VILLAGE BUILDING 1 ZONING DEPARTMENT— SECTION BY DATE ZONING ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTURAL BUILDING OFFICIAL 1. Subject to comptianos with sit Federal, State. CountOlitage rtes grid regulations. Vittage assumes no responsibility tot accurecy oflor resutts from these plans. 2. This copy of plans must bs avalltbla on bighting site or no inspection will bs conducted. DATE COMMENTS 3 05- g ,e,o4 'Mw INITIALS /46-Xcevv7;16r- totF' ~-7 'ea oF s7e4/c7rAear? 3 6_1_A--01-776iti c-c-X7fr(Cnr-6--,1 S'ef;011 C NOP) (10 m/ct-st ncszd t'e-) e't ‚/'� cde- itec5c) P 753 xfoyo56s73 f2-4- '4 S 7(41_ a 7Q -6V Plr goo& 2, 13 V TH-e— ghae-- teek-144---re-ent. Apr 22 05 10:21a Mark Humbles 305 757 4573 P*; Miami Shores Village g Building Department' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Page 1 of 2, 4118/05 BUILDING C IQ UE SHEET . Address structural and P &Z comments. 2. Plans must be reviewed and approved by IIRS. t 1 Submit electrical, mechanical, plumbing, shutter permit applications. g' roofing and storms Provide design pressures for all openings:. . FBC v'',�3: Submit two sets of NOA's for all openings. 24116.1 67 C 6. Sheet Al - denotes window F P gs. FBC 1626.1 � . as "New Egress Window" — Window Schedule states Existing. Cw s-1 ®4 , ti i Aim wr_ ' ,, BP 05 -378 Follow the procedures for submission of corrected o lans for your p ur Miami Shores Village Building Department Permit No. Page 1 of 2 4/18/05 BUILDING CRITIQUE SHEET OP1-7VAddress structural and t4. Plans must be reviewed and approved by HR_ Submit electrical, mechanical, plumbing, oofin and storm shutter permit applications. v. Provide design pressures for all openings. FBC 2411.3.1.4 �it1`° 0 Submit two sets of NOA's for all openings. FBC 1626.1 r 1 9 Sheet A -1 denotes window F as "New Egress Window" �.- Window Schedule states Existing. Air 'Tdro 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BP 05 -378 Follow the procedures for submission of corrected plans for your re- submittal. Page 2 of 2 PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B. DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT. AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 1/12/05 305 - 795 -2204 CITY COPY October 7, 2005 Miami Shores Village Building Department 10050 N.E. 2n4 Avenue Miami Shares, F133138 Tel: 305-795-2204 Fax: 305-756-8972 Permit No: 05-378 Job Name: Addition for Humbles Res. Page 1 of 2 Building Critique Sheet 2" Review 1. Address Planning & Zoning comments. 2. Submit roofing permit application. 3. NOA's for Mullions have not been submitted for use with the triple windows. 4. Sheet A -1 denotes window F & G as "New Egress Window", window schedule on sheet A -2 states these to be "Existing". The items above have not been corrected from the previous critique of 4/18/05. Follow the procedures for submissions of corrected plans for your re- submittaL Claudio Grande CBO 305 - 795 -2204 ext.430 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING RE EIIVED PERMIT APPLICATION DEC ` j2005 FBC 2001 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Owner's Address 3co f City t "\ l `^^ State Tenant/Lessee Name Electric ctr Permit No. Master Permit No. Plumbing Mechanical Phone # Roofing -2C\.- -29(.03 3 S4-- ° - Zip 3 ,' t 3 Phone # Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip 3 3 \ �J Is Building Historically Designated YES NO O Yl - \0 3 are dr Contractor's Company Name Contractor's Address City State Zip Qualifier \3( c-A rc-L t'15 rf c phone # State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permf CCD Type of Work: ❑Addition Describe Work: ❑Alteration ❑New Square Footage Of Work: ❑ Repair/Replace ❑ Demolition * * * **** * ** ** *** * * * * ***** * ** *Fees* * ** * * ** j * * ** * ** ** Submittal Fee $ Permit Fee $ 3 ` `CCF $ CO /CC. Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ 50: ce3 Total Fee Now Due $ (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Contractor The foregoing instrument was acknowledged before me this , day of , 20 , by who is personally known to me or who has produced as identification and who did take an oath. 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: NOTARY PUBLIC: Sign: Print: APPLICATION APPROVED BY: chc 05/13/03 My Commission Expires: sl-k-14c Ti Plans Examiner Engineer Zoning Issue Date: 10/18/2005 Owner's Name: MARK HUMBLES Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Expires: 10/27/2006 Permit Type: Imported Permit Work Classification: Addition /Alteration Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Contractor(s) Phone HALLORAN CONSTRUCTION CORE 305 - 545 -0405 Primary Contractor Yes Comments: 400 SQ /FT BEDROOM ADDITION Additional Information Perm Type: Building Alpha Four: ADDITION Alpha Six SINGLE FAM Pay Amount: 1241 Alpha Two: ADDITION Alpha Five: Recreational Pay Date: 10/20/2005 Pay Comments: PD CK 4036 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Parcel #: Block: Section: Permit Status: APPROVED Permit Number: BP2005 -378 Phone: 1132060134980 Lot: PB: Total Square Feet 0 Total Valuation: $ 32,000.00 Required Inspections Roofing Trusses Plan Submittal NEW CONSTRUCTION Tie Beam Bond Beam Tie Beam Bond Beam Slab Footer Column Pads Slab Trusses Plan Submittal Fees Due Miscellaneous 2r-Y Plans Processing Fee (Other) Total: Amount $35.00 $50.00 $85.00 Building Department File Copy Applicant Signature Invoice Number imp -12-05 -23277 Total: Amt Due Amt Paid $85.00 48S, 00 JAN 03PAID 4It'7Z. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. / /0 Of C"TY OPY Humbles Residence 390 N.E. 103rd Street Miami Shores, Florida Architect : Mark Campbell Date: 05/18/2005 ALL COMPUTATIONS AND WRITTEN MATERIALS HEREIN CONSTITUTE ORIGINAL WORK OF THE ENGINEER AND MAY ONLY BE DUPLICATED WITH THE ENGINEERS WRITTEN CONSENT ARBAB ENGINEERING, INC. CONSULTING ,ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE N0. (305) 891 -5049 FAX. NO. (305) 891 -0504 EB NUMBER: 0007488 PE NO. 35460 ALIAKBAR ARBAB FL P.E. NO. 35460 Roof ARBAB ENGINEERING, INC. Consulting Engineers Wood Truss -Joist / Sheathing : Tile : Roofing : Ceiling : Mech / Elect / Miscl : Insulation : peaignioads, 1st Floor Total DL : LL : Total : 4" Concrete Slab : Floor Tile : Mech / Elect / Miscl : Partition : Total DL : LL : Total : 8" Masonry Wall 8" Reinforced Masonry Wall : Humbles Residence 7.00 psf 12.00 psf 6.00 psf 5.00 psf 3.00 psf 2.00 psf 35.00 psf 30.00 psf 65.00 psf 48.33 psf 20.00 psf 2.00 psf 20.00 psf 90.33 psf 40.00 psf 130.33 psf 60.00 psf 100.00 psf Io113 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers a of 113 Zone Gross Uplift Net Uplift Wall, Windows & Door Pressure (P.S.F) Roofing (1) Negative -50.09 -50.09 (2) Negative - 105.75 - 105.75 (3) Negative - 105.75 - 105.75 (1) Over Hang 0 0.00 (2) Over Hang - 102.04 - 102.04 (3) Over Hang - 171.61 - 171.61 Long Truss (1) Negative -47.44 -37.44 (2) Negative -87.04 -77.04 (3) Negative -87.04 -77.04 (1) Over Hang 0 10.00 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Short Truss (1) Negative -49.81 -39.81 (2) Negative - 103.89 -93.89 (3) Negative - 103.89 -93.89 (1) Over Hang 0 10.00 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Girder Truss (1) Negative -46.40 -36.40 (2) Negative -79.59 -69.59 (3) Negative -79.59 -69.59 (1) Over Hang 0 10.00 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Skew Girder Truss (1) Negative -47.34 -37.34 (2) Negative -86.27 -76.27 (3) Negative -86.27 -76.27 (1) Over Hang 0 10.00 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 168.36 - 158.36 Long Joist (1) Negative -63.45 -53.45 (2) Negative -95.99 -85.99 (3) Negative -95.99 -85.99 (1) Over Hang 0 10.00 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Short Joist (1) Negative -67.25 -57.25 (2) Negative - 122.91 - 112.91 (3) Negative - 122.91 - 112.91 (1) Over Hang 0 10.00 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Design Wind Pressure 11 (Inn Rigs- vn Humbles Residence Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Zone Gross Uplift Net Uplift Wall, Windows & Door Pressure (P.S.F) Walls (4) ( Field Negative) -54.88 (5) ( Comer Negative) -63.59 (4) & (5) ( positive) 49.21 a= . 3.00 ft Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 • • IP Arch Wind 98 : Humbles residence Wind CASE A 3 Direction 1 CASE B AVERAGE WALL PRESSURE: For overturning calculations. 1 11 1 GABLE Any Height 1 B L > \l/ 3 Plan WALL LINE PRESSURE AND HEIGHT ABOVE GROUND ACROSS WALLS 1 AND 2 LOAD = 459.21 lb/ft HEIGHT ABOVE GROUND = 6.0 ft ACROSS WALLS 3 LOAD = 563.75 LB/FT HEIGHT ABOVE GROUND = 6.0 ft MAXIMUM ROOF LOAD MAX POS = 10.00 psf MAX NEG = -43.83 psf 2 1 Elevation 4 oc Ica • ArchWind 98 : Humbles residence Structures of Any Height Main Wind Resisting System WALL PRESSURE OUTPUT (psf) WALLS 1 AND 2 HEIGHT WINDWARD LEEWARD SIDE ABS WIND +LEE(NO Internal) 1 39.9 -18.6 -35.9 41.7 2 39.9 -18.6 -35.9 41.7 3 39.9 -18.6 -35.9 41.7 4 39.9 -18.6 -35.9 41.7 5 39.9 -18.6 -35.9 41.7 6 39.9 -18.6 -35.9 41.7 7 39.9 -18.6 -35.9 41.7 8 39.9 -18.6 -35.9 41.7 9 39.9 -18.6 -35.9 41.7 10 39.9 -18.6 -35.9 41.7 11 39.9 -18.6 -35.9 41.7 WALLS 3 HEIGHT WINDWARD LEEWARD SIDE ABS WIND +LEE(NO Internal) 1 39.9 -28.1 -35.9 51.2 2 39.9 -28.1 -35.9 51.2 3 39.9 -28.1 -35.9 51.2 4 39.9 -28.1 -35.9 51.2, 5 39.9 -28.1 -35.9 51.2 6 39.9 -28.1 -35.9 51.2 410 7 39.9 -28.1 -35.9 51.2 8 39.9 -28.1 -35.9 51.2 9 39.9 -28.1 -35.9 51.2 10 39.9 -28.1 -35.9 51.2 11 39.9 -28.1 -35.9 51.2 ROOF OUTPUT PRESSURES (psf) DIST FROM WINDWARD EDGE. POS . NEG 0.0 TO 6.6 6.6 TO 13.3 13.3 TO 26.5 26.5 TO END • 10.0 -43.8 10.0 -43.8 10.0 -28.7 10.0 -28.7 2 • ArchWind 98 : Humbles residence CONSTANTS USED Dim Perp. to Ridge = 76.17 ft Dim Parallel to Ridge = 27.00 ft Roof Angle = 14.58 deg. Mean Roof Height = 13.25 ft Wall Height =10.83 ft Max Height of Openings = 8.17 ft Gust Factor Walls 1, 2 = 0.85 Gust Factor Walls 3 = 0.85 Gust Factor Roofs = 0.85 Wind Speed, V = 146.0 mph Exposure Cat. = C Importance Cat. = 2 Internal Pressure Exposure coef., Kzi = 0.85 Internal Velocity Pressure, qi = 46.38 psf Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd =1.00 MAIN PRESSURE EQUATIONS ARE AS FOLLOWS: P = qGCp-qi(GCpi) or P = gGCp +gI(GCpi) The worst case of the above are used. If any component across the walls is less than 10 psf, 10 psf is used as a minimum pressure. Constants are described as follows: qi, Internal Velocity Pressure q, Velocity Pressure Kz, Velocity Pressure Exposure Coef Cp, External Pressure Coef. Main wind force resisting systems are based on ASCE 7 -98 Section 6.5.12.2 CONSTANTS FOR WALLS 1 AND 2: TREATED AS WINDWARD SIDE Kz at Bottom of Wall = 0.85 2 Co of 1 1 3 Kz at Top of Wall = 0.85 q at Bottom of Wall = 46.38 psf q at Top of Wall = 46.38 psf Cp at Bottom of Wall = 0.8 Cp at Top of Wall = 0.8 TREATED AS LEEWARD SIDE Kz = 0.85 q = 46.38 Cp = -0.26 TREATED AS SIDE WALLS Kz = 0.85 q =46.38 Cp = -0.70 CONSTANTS FOR WALLS 3: TREATED AS WINDWARD SIDE Kz at Bottom of Wall = 0.85 Kz at Top of Wall = 0.85 q at Bottom of Wall = 46.38 psf q at Top of Wall = 46.38 psf Cp at Bottom of Wall = 0.8 Cp at Top of Wall = 0.8 TREATED AS LEEWARD SIDE Kz =0.85 q =46.38 Cp = -0.50 TREATED AS SIDE WALLS Kz= 0.85 q = 46.38 Cp = -0.70 CONSTANTS FOR ROOF: Kz = 0.85 q = 46.38 psf Cp values vary and are based on ASCE 7, fig. 6 -3 • • • Archwind 98 : Humbles Residence 3 2 3 3 2 3 2 1 2 2 1 2 3 2 3 3 2 3 a a as Gable a anger. h COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 48.70 1 MIN = -67.25 2 MAX =48.70 2 MIN = - 122.91 3 MAX = 48.70 3 MIN = - 122.91 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = - 102.04 VALUE = -171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip 7aF1i3 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 14.58 deg Eave Height = 13.25 ft Area = 3.00 sf Area of Overhang = 3.00 sf Cp VALUES AREA Cp 1 0.50, -0.90 2 0.50, -2.10 3 0.50, -2.10 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • • Archwind 98 : Humbles Residence 3 2 3 3 2 3 2 1 2 2 1 2 3 3 2 3 a a as Gable a 3 2� 2(3 /2 I I 2 2 3 2/1\ 2 3 h COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 40.81 1 MIN = -63.45 2 MAX = 40.81 2 MIN = -95.99 3 MAX = 40.81 3 MIN = -95.99 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE _ - 102.04 VALUE = - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip S o 1(3 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 14.58 deg Eave Height = 13.25 ft Area = 70.08 sf Area of Overhang = 3.00 sf Cp VALUES AREA Cp 1 0.33, -0.82 2 0.33, -1.52 3 0.33, -1.52 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coe£, GCPi = 0.55 Topographic Factor, Kzt =1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Humbles Residence 3 2 3 3 2 3 2 1 2 2 1 2 3 2 3 3 2 3 a a as Gable a COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 31.07 1 MIN = -49.81 2 MAX = 31.07 2 MIN = - 103.89 3 MAX = 31.07 3 MIN = - 103.89 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 ang VALUE = 0.00 VALUE _ - 102.04 VALUE _ - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. h Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 14.58 deg Eave Height =13.25 ft Area =12.00 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.49, -0.89 2 0.49, -2.06 3 0.49, -2.06 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Humbles Residence 3 2 3 3 2 3 • 2 1 2 2 1 2 3 2 3 3 2 3 a as Gable a h COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 26.08 1 MIN = -47.44 2 MAX = 26.08 2 MIN = -87.04 3 MAX = 26.08 3 MIN = -87.04 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = - 102.04 VALUE = - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. • Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 14.58 deg Eave Height = 13.25 ft Area = 40.33 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.38, -0.84 2 0.38, -1.70 3 0.38, -1.70 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V =146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • • Archwind 98 : Humbles Residence 2 3 3 2 3 1 2 2 1 2 3 2 3 3 23 a a as Gable a a 3 2 1 2 3 COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 25.82 1 MIN = -47.34 2 MAX = 25.82 2 MIN = -86.27 3 MAX = 25.82 3 MIN = -86.27 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = - 102.04 VALUE = - 168.36 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip 1( of- 113 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 14.58 deg Eave Height = 13.25 ft Area = 42.00 sf Area of Overhang =12.00 sf Cp VALUES AREA Cp 1 0.38, -0.84 2 0.38, -1.68 3 0.38, -1.68 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.63 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • • Archwind 98 : Humbles Residence 3 2 3 3 2 3 2 1 2 2 1 2 3 2 3 3 2 3 a as a Gable /anS COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 23.84 1 MIN = -46.40 2 MAX = 23.84 2 MIN = -79.59 3 MAX = 23.84 3 MIN = -79.59 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = - 102.04 VALUE = - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. h Hip ia of u3 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 14.58 deg Eave Height = 13.25 ft Area = 66.00 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.33, -0.82 2 0.33, -1.54 3 0.33, -1.54 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd =1.00 • Input ARBAB ENGINEERING, INC. Consulting Engineers Wind Loads Computations B = 27.00 ft L = 76.17.ft Mean Roof Height ( H ) = 13.25 ft Wall Height = 10.83 ft Wall Area (48" c.c. ) = 43.33 ft2 Roof Angle = 14.58 ° Roofing Area = 10.00 ft2 Roof Area of OverHang = 0.00 ft2 Short Joist Area = 3.00 ft2 Area of OverHang = 3.00 ft2 Long Joist Area = 70.08 ft2 Area of OverHang = 3.00 ft2 Short Truss Area = 12.00 ft2 Area of OverHang = 4.00 ft2 Long Truss Area = 40.33 ft2 Area of OverHang = 4.00 ft2 Skew Girder Truss Area = 42.00 ft2 Area of OverHang = 12.00 ft2 Girder Truss Area = 66.00 ft2 Area of OverHang = 4.00 ft2 Basic Wind Speed : 146.00 MPH Exposure : C Importance : II ASCE Combinations: No Structure type : Enclosed / Partially Enclosed Structure Rigidity : Rigid Max Opening Height = 8.17 ft See Computer Output : Windward + Leeward = 51.20 psf Humbles Residence 13 of 113 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Diaphragm Design - Direction "X" Height Tributary = 7.83 ft Width = 22.17 ft Windward + Leeward = 51.20 psf Total Horizontal Load = Total Horizontal Load per Side = 8.89 kips 4.45 kips Length of Nailing Dir. X = 18.92 ft Total Horizontal Load per foot = 234.99 Ibs /ft Nailing Design : Using 10d Nails Allowable Shear per Nail = 142.50 Ibs /Nail N° of Nails required per foot = 1.65 Nails /ft Space required between Nails = 7.28 inches Humbles Residence VII 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Diaphragm Design - Direction "Y" Height Tributary = 7.83 ft Width = 18.92 ft Windward + Leeward = 51.20 psf Total Horizontal Load = 7.59 kips Total Horizontal Load per Side = 3.79 kips Length of Nailing Dir. X = 22.17 ft Total Horizontal Load per foot = 171.13 Ibs /ft Nailing Design : Using 10d Nails Allowable Shear per Nail = 142.50 lbs/Nail N° of Nails required per foot = 1.20 Nails /ft Space required between Nails = 9.99 inches Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305 - 891 -5049 Fax : 305- 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Uplift Roof : Short Joist : Width Tributary = Spacing = Width Tributary = Spacing = Long Joist : Width Tributary = Spacing = Width Tributary = Spacing = Short Truss : Width Tributary = Spacing = Width Tributary = Spacing = Long Truss : Width Tributary = Spacing = Width Tributary = Spacing = Humbles Residence Inner Part 1.50 ft 2.00 ft Outer Part ( Over Hang ) 1.50 ft 2.00 ft Inner Part 7.25 ft 2.00 ft Outer Part ( Over Hang ) 1.50 ft 2.00 ft Inner Part 5.00 ft 2.00 ft Outer Part ( Over Hang ) 2.00 ft 2.00 ft Inner Part 11.00 ft 2.00 ft Outer Part ( Over Hang ) 2.00 ft 2.00 ft Uplift = Gravity = up a 1 13 - 368.73 Ibs 195.00 Ibs Uplift = - 306.12 Ibs Gravity = 195.00 Ibs Total Uplift = Total Gravity = - 674.85 lbs 390.00 Ibs Uplift = - 1391.86 Ibs Gravity = 942.50 lbs Uplift = Gravity = Total Uplift = Total Gravity = - 306.12 Ibs 1 95.00 lbs - 1697.98 Ibs 1137.50 Ibs Uplift = - 1038.90 lbs Gravity = 650.00 Ibs Uplift = Gravity = Total Uplift = Total Gravity = Uplift = Gravity = Uplift = Gravity = Total Uplift = Total Gravity = - 408.16 Ibs 260.00 Ibs - 1447.06 lbs 910.00 Ibs - 1914.88 Ibs 1430.00 lbs - 408.16 Ibs 260.00 lbs - 2323.04 lbs 1690.00 Ibs 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Uplift Roof : Skew GT : Width Tributary = Spacing = Width Tributary = Spacing = GT: Width Tributary = Spacing = Width Tributary = Spacing = Humbles Residence Inner Part 6.50 ft 8.00 ft Outer Part ( Over Hang ) 3.00 ft 4.00 ft Inner Part 11.00 ft 6.00 ft Outer Part ( Over Hang ) 2.00 ft 2.00 ft Uplift = - 4486.04 Ibs Gravity = 3380.00 Ibs Uplift = -1224.48 Ibs Gravity = 780.00 Ibs Total Uplift = - 5710.52 lbs Total Gravity = 4160.00 Ibs Uplift = - 5252.94 lbs Gravity = 4290.00 lbs Uplift = - 408.16 Ibs Gravity= 260.00 Ibs Total Uplift = - 5661.10 lbs Total Gravity = 4550.00 lbs 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Short Joist and Wood Beam Maximum Horizontal Forces = Maximum Uplift = Maximum Gravity = Computation for Reaction : B= Height = Reaction H = Reaction H = L= Joist Spacing = Reaction H = Reaction V = 51.20 psf - 674.85 Ibs 390.00 Ibs 38.25 ft 1.00 ft 1.96 Kips 0.98 Kips 14.25 ft 24.00 in 137.43 Ibs 674.85 Ibs ( total ) ( per side ) ( per Truss ) ( per Truss ) Type Use: Uplift Horizontal Acceptance 1 RT 24 1020.00 0.00 01- 0912.05 (2 ) JA5G - 240.00 01- 0417.11 Lateral Interaction Horizontal Farce + Uplift Farce < Horizontal Capacity Uplift Capacity Humbles Residence 1 137.43 674.85 0.95 OK! 480.00 + 1020.00 o�f13 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305- 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Long Joist and Wood Beam Maximum Horizontal Forces = Maximum Uplift = Maximum Gravity = Computation for Reaction : B= Height = Reaction H = Reaction H = L= Joist Spacing = Reaction H = Reaction V = 51.20 psf - 1697.98 Ibs 1137.50 lbs 14.25 ft 1.00 ft 0.73 Kips 0.36 Kips 38.25 ft 24.00 in 19.07 lbs 1697.98 lbs ( total ) ( per side ) ( per Truss ) ( per Truss ) Type Use: Uplift Horizontal Acceptance 01 -0912.05 2 (2 ) RT 24 1020.00 0.00 (2 ) JA5G - 240.00 01 -0417.11 Lateral interaction Horizontal Force 4 Uplift Force < 1 Horizontal Capacity Uplift Capacity Humbles Residence 19.07 1697.98 0.87 OK! 480.00 + 2040.00 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Short Truss and Concrete Beam Maximum Horizontal Forces = Maximum Uplift = Maximum Gravity = Computation for Reaction : B= Height = Reaction H = Reaction H = L= Truss Spacing = Reaction H = Reaction V = 51.20 psf - 1447.06 Ibs 910.00 Ibs 22.92 ft 6.63 ft 7.77 Kips 3.89 Kips 22.17 ft 24.00 in 350.68 Ibs 1447.06 Ibs ( total ) ( per side ) ( per Truss ) ( per Truss ) Type Use: Uplift Horizontal Acceptance 3 HLPTA 75 2125.00 1860.00 03- 0508.04 TA 24 1270.00 255.00 01- 0912.05 Lateral interaction Horizontal Force + Uplift Force < ,I Horizontal Capacity Uplift Capacity 350.68 2115.00 Humbles Residence 1447.06 3395.00 ao o-F (l3 0.59 OKi 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Long Truss and Concrete Beam Maximum Horizontal Forces = Maximum Uplift = Maximum Gravity = Computation for Reaction : B= Height = Reaction H = Reaction H = L= Truss Spacing = Reaction H = Reaction V = 51.20 psf - 2323.04 Ibs 1690.00 Ibs 22.17 ft 25.60 ft 29.05 Kips 14.53 Kips 22.92 ft 24.00 in 1267.82 Ibs 2323.04 Ibs ( total ) ( per side ) ( per Truss ) ( per Truss ) Type Use: Uplift Horizontal Acceptance 4 HLPTA 75 2125.00 1860.00 03- 0508.04 (3 ) TA 24 1270.00 255.00 01- 0912.05 Lateral interaction Horizontal Force Uplift Force Horizontal Capacity + Uplift Capacity 1267.82 2625.00 Humbles Residence 2323.04 5935.00 0.87 OK! 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Skew Girder Truss and Concrete Beam Maximum Uplift = Maximum Gravity = - 5710.52 Ibs 4160.00 Ibs Type Use: Uplift Acceptance - 5 2 Ply Truss Skew 6500.00 (2 ) 3/4" HIT HY 150 01- 1119.03 Max. Uplift = Uplift per Leg = Uplift per Bolt 6500.00 Ibs 3250.00 Ibs 3250.00 Ibs Use Hilti HIT HY 150 cp = 3/4" Allowable Shear = Allowable Tension = 7397.00 Ibs 6491.00 lbs OKII Min. Embedment (in) = 6.63 Min. Edge Distance (in) = 4.00 Min. c.c. Distance (in) = 6.00 Wood Member Check Material Properties : Checking For Shear : f„= (3v) /(2bd)x(d /d) TOP OF CONC. BEAM TWO PLY TRUSS SKEW (MAX. UPLIFT = 6,250#) Southern Pine N° 2 v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Allowable Shear = 175 psi 0.97 169.75 psi v= b= d= d' = 6500.00 Ibs 3.00 in 36.00 in 24.00 in Condition for a 2 "x 4" member N° 2 Adjustment Factor Adjusted f, = 135.42 psi < 169.75 psi ( Allowable Shear) Oki! Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305 - 891 -5049 Fax : 305-891-0504 1 Checking For Shear : f„= (3v) /(2bd)x(d /d') (-3 o2 UU3 Southern Pine N° 2 v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Allowable Shear = 175 psi 0.97 169.75 psi v = 5800.00 Ibs b = 3.00 in d = 36.00 in d' = 20.00 in Condition for a 2 "x 4" member N° 2 Adjustment Factor Adjusted • ARBAB ENGINEERING, INC. Consulting Engineers Connection Between GT and Concrete Beam Maximum Uplift Maximum Gravity = - 5661.10 Ibs 4550.00 Ibs Type Use: Uplift Gravity Acceptance ' 6 2 Ply GT Single Bolted 5800.00 (2) 5/8" HIM Kwik Bolt Max. Uplift = Uplift per Leg = Uplift per Bolt = 5800.00 Ibs 2900.00 Ibs 2900.00 Ibs Use Hilti Kwik Bolt II yo= 5/8" Allowable Shear = 3826.00 Ibs OK!! Allowable Tension = 2925.00 Ibs Min. Embedment (in) = 4.00 Min. Edge Distance (in) = 4.00 Min. c.c. Distance (in) = 6.00 Wood Member Check CMaterial Properties : 1 f„ = 145.00 psi < 169.75 psi (Allowable Shear) Oki! Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Long Joist and Existing Beam Maximum Uplift = Maximum Gravity = - 1391.86 Ibs 942.50 Ibs Type Use: Uplift Gravity 0.00 Acceptance 01- 0912.05 7 RT24 1020.00 Humbles Residence out o-F ft3 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305- 891 -0504 1 1 Checking For Bearing againts the Bolt : v = Shear b = total net width d = bolt diameter Allowable Compression = Wet Service factor = Allowable Compression = 621.50 psi 0.97 602.86 psi v = 1500.00 Ibs b= 3.50 in d = 0.75 in Condition for a member 4 "x12" N° 2 Adjustment Factor Adjusted ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Wood Beam and End Column Maximum Uplift = Maximum Gravity = 5631.00 Ibs 3456.00 lbs Type Use: Uplift Gravity 6000.00 Acceptance - 8 Wood Beam End Plate 6000.00 (4) 3/4" Thru Bolts 0.00 0.00 - Max. Uplift = Uplift per Bolt = 6000.00 Ibs 1500.00 lbs Use Thru Bolts co = 3/4 in Area = Allowable Shear = Allowable Tension = 0.44 in2 6361.73 Ibs OK!! 14313.88 lbs Wood Member Check Southern Pine N° 2 Checking For Shear : f„= (3v) /(2bd)x(d /d) v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Allowable Shear = 175 psi 0.97 169.75 psi 6x12" WOOD BEAM a5 c 113 11'x11 xrx3 /8" 'U" PLATE W/ 4— 5/8 "d H.S. THRU BOLTS v= b= d= d' = 1500.00 Ibs 3.50 in 11.50 in 4.50 in Condition for a member N° 2 Adjustment Factor Adjusted 1 f„ = 142.86 psi < 169.75 psi ( Allowable Shear) Oki! 1 fc = 571.43 psi < 602.86 psi ( Allowable Compression) Okll Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Wood Beam and Mid - Column Maximum Uplift = Maximum Gravity = 11262.00 Ibs 6972.00 Ibs Type Use: Uplift Gravity 12000.00 Acceptance - 9 Wood Beam Cont. Plate 12000.00 (8) 3/4" Thru Bolts 0.00 0.00 - Max. Uplift = Uplift per Bolt = 12000.00 Ibs 1500.00 Ibs Use Thru Bolts co = 3/4 in Area = Allowable Shear = Allowable Tension = 0.44 in2 6361.73 Ibs OKl! 14313.88 Ibs Wood Member Check Southern Pine N° 2 Checking For Shear : fV= (3v) /(2bd)x(d /d) v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Allowable Shear = 175 psi 0.97 169.75 psi 6 "x12" WOOD BE 14 26 of 113 11 "x18"x6 x3/8" "U* PLATE W/4 -3/4 60 H.S. THRU DOLTS v = 1500.00 Ibs b = 3.50 in d= 11.50 in d' = 4.50 in Condition for a member N° 2 Adjustment Factor Adjusted f„ = 142.86 psi < 169.75 psi ( Allowable Shear) Okl! Checking For Bearing againts the Bolt : v = Shear b = total net width d = bolt diameter Allowable Compression = Wet Service factor = Allowable Compression = 621.50 psi 0.97 602.86 psi v = 1500.00 Ibs b = 3.50 in d = 0.75 in Condition for a member 4 "x12" N° 2 Adjustment Factor Adjusted fc = 571.43 psi < 602.86 psi ( Allowable Compression) Oki! Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 f„ = 130.95 psi < 169.75 psi ( Allowable Shear) Okil I ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Wood Beam and Corner Column Maximum Uplift = Maximum Gravity = 3780.00 lbs 2340.00 Ibs Type Use: Uplift Gravity Acceptance 10 Wood Beam Comer Plate 5500.00 5500.00 - (4) 3/4" Thru Bolts 0.00 0.00 - Max. Uplift = Uplift per Bolt = 5500.00 lbs 1375.00 Ibs Use Thru Bolts So = 314 In Area = Allowable Shear = Allowable Tension = 0.44 in2 6361.73 Ibs OKII 14313.88 Ibs Wood Member Check Southern Pine N° 2 Checking For Shear : f„ =(3 v) /(2bd)x(d /d') v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Allowable Shear = 175 psi 0.97 169.75 psi 6"x12" WOOD BEAM 02i of 113 11 °x11"x6"x3/8 "U" PLATE W/4- 3/4 °9) H.S. THRU BOLTS v= b= d= d' = 1375.00 Ibs 3.50 in 11.50 in 4.50 in Condition for a member N° 2 Adjustment Factor Adjusted Checking For Bearing againts the Bolt : v = Shear b = total net width d = bolt diameter Allowable Compression = Wet Service factor = Allowable Compression = 621.50 psi 0.97 602.86 psi v = 1375.00 Ibs b = 3.50 in d= 0.75 in Condition for a member 4 "x12" N° 2 Adjustment Factor Adjusted fc = 523.81 psi < 602.86 psi ( Allowable Compression) Okll Humbles Residence 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone :305- 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers OF of ►13 Humbles Residence 11900 Bicayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 -891 -0504 Fastener Schedule No Type Seat / Header Joist / Truss Uplift N.O.A. 1 RT 24 ( 18 ) 16d 1020.00 01- 0912.05 (2)JA5G (6)16d (6)10dx11/2" - 01- 0417.11 2 (2) RT 24 ( 18 ) 16d 1020.00 01- 0912.05 (2)JA5G (6)16d (6)10dx11/2" - 01- 0417.11 3 HLPTA 75 (2) 10d x 1 1/2" (20) 10d x 1 1/2" 2125.00 03- 0508.04 TA 24 (11) 10d x 1 1/2" 1270.00 01- 0912.05 4 HLPTA 75 (2) 10d x 1 1/2" (20) 10d x 1 1/2" 2125.00 03- 0508.04 (3 )TA 24 ( 11 ) 10d x 1 1/2" 1270.00 01- 0912.05 5 2 Ply Truss Skew SEE DETAIL 6500.00 - (2)3 /4 " HIT HY 150 01- 1119.03 6 2 Ply GT Single Bolted SEE DETAIL 5800.00 - (2) 5/8" Hilti Kwik Bolt — 01- 1001.03 7 (2) RT24 (4) 1/4 "x1.5" Tapcon (9) 16d 1020.00 01- 0912.05 8 Wood beam End Plate SEE DETAIL 6000.00 (4) 3/4" Thru Bolts 9 Wood beam Cont Plate SEE DETAIL 12000.00 - (8 ) 3/4" Thru Bolts - 10 Wood beam Comer Plate SEE DETAIL 5500.00 (4) 3/4" Thru Bolts _ Humbles Residence 11900 Bicayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Windows & Door Pressure rd1 MMEMOMM aMMOMM womammemm ®IeII■ ®e■ EMENNMEN ui...ii■ i!IIIUUM CL: aq o-F ►t3 North Elevation Item Type / size Floor Area Zone Pressure Suction D Window 1 9.00 4 54.73 -59.37 E Window 1 4.00 4 54.73 -59.37 Humbles Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 -891 -0504 MINIM MINIM 4.73 54.73 -59.37 -59.37 -...- i MUM MOM O O O PROPOSED NORTH ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 Sheet No. Project: Drawn By Date: File: OF: — Humbles Residence North Elevation ARBAB ENGINEERING, INC. Consulting Engineers Windows & Door Pressure South Elevation Item Type / size _ Area Zone , Suction 2 Door 1 20.00 4 ONE ONIMEN MEM 1110 ®ms. Fes' South Elevation Item Type / size Floor Area Zone Pressure Suction 2 Door 1 20.00 4 51.67 -57.05 Humbles Residence 3\ of 113 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 -891 -0504 lk A 51.67 -57.05 PROPOSED SOUTH ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 Sheet No. — OF: — Project: Humbles Residence South Elevation Drawn By. — Date: — File: — ARBAB ENGINEERING, INC. Consulting Engineers Windows & Door Pressure 33 0nt3 BE IFIVIII1911 1141111111111 MI IVA 11111111111161 Ell Pu6 66.i 616M Nil MN ji West Elevation Item Type / size Floor Area Zone Pressure Suction F Egress Window 1 12.00 4 54.12 -58.90 G Egress Window 1 16.00 4 52.89 -57.98 Humbles Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305-891-0504 CAN ENO 54.12 -58.90 - -- --- --- 0 H Lin ____ _.•_ __1P2,211 52.89 -57.98 PROPOSED WEST ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 Sheet No. — OF: Project: Humbles Residence West Elevation Drawn By. — Date: — File: — • • Archwind 98 : Humbles residence 5 4 If Roof Angle is < =10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 54.73 4 MIN = -59.37 5 MAX = 54.73 5 MIN = -73.28 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. 35 -113 WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 14.58 deg Mean Roof Height = 13.25 ft Area = 9.00 sf Cp VALUES AREA Cp 4 1.00, -1.10 5 1.00, -1.40 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • Archwind 98 : Humbles residence 36 of' 113 5 5 4 a a If Roof Angle is < =10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 54.73 4 MIN = -59.37 5 MAX = 54.73 5 MIN = -73.28 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. 5 h WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle =14.58 deg Mean Roof Height = 13.25 ft Area = 4.00 sf Cp VALUES AREA Cp 4 1.00, -1.10 5 1.00, -1.40 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V =146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • Archwind 98 : Humbles residence 5 4 h a a If Roof Angle is < =10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 51.67 4 MIN = -57.05 5 MAX =51.67 5 MIN = -68.64 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 14.58 deg Mean Roof Height = 13.25 ft Area = 20.00 sf Cp VALUES AREA Cp 4 0.93, -1.05 5 0.93, -1.30 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • • Archwind 98 : Humbles residence a a If Roof Angle is < =10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 54.12 4 MIN = -58.90 5 MAX = 54.12 5 MIN = -72.35 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. 38 113 WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 14.58 deg Mean Roof Height = 13.25 ft Area = 12.00 sf Cp VALUES AREA Cp 4 0.99, -1.09 5 0.99, -1.38 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • Archwind 98 : Humbles residence a a 4 a If Roof Angle is < =10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 52.89 4 MIN = -57.98 5 MAX = 52.89 5 MIN = -70.50 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. A oP ►13 WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 14.58 deg Mean Roof Height = 13.25 ft Area = 16.00 sf Cp VALUES AREA Cp 4 0.96, -1.07 5 0.96, -1.34 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 L1 = Loads : 12.75 ft From Roof : ARBAB ENGINEERING, INC. Consulting Engineers Wood Beam Design A L1 Width Tributary = DL = LL = Uplift = Total Uniform Load : Beam Properties : 8.00 ft 280.00 lbs/ft 240.00 Ibs /ft - 696.32 lbs/ft Total DL = 280.00 Ibs /ft Total LL = 240.00 Ibs /ft Uplift = - 696.32 lbs/ft b= 5.50 in h= 11.50 in E = 1.60E +03 ksi Fb = 1400.00 psi FY = 169.75 psi Area = 63.25 in2 = 697.07 in4 Sxx = 121.23 in3 See Computer Output Reaction 1 = 2596.00 Ibs Reaction 2 = 2596.00 Ibs Mmax = 14126.00 ft-Ibs Vmax = 4437.00 Ibs Amax = 0.392 in Deflection Check : Maximum Deflection = L/360 = 0.425 In OK!! Stress Check : Allowable Bending Stress = 1400.00 psi Allowable Shear Stress = 169.75 psi Allowable Moment = 14143.40 Ibs -ft Oki! Allowable Shear = 10736.69 Ibs Oki! Humbles Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 • Title . Job # : Description.... Dsgnr: Date: 44 OF 113 2:10PM, 17 MAY 05 FastFrame 2 -D Frame Analysis V5.o.9- Page 1 Nodes... Load Magnitudes Load Extents Node Label Node Coordinates XX Y¥ X Restraint Y Restraint Z Restraint Node Temp deg F 1 2 0.000 12.750 0.000 0.000 Fixed Fixed # 1 # 2 # 3 # Fixed Fixed # 5 0 0 Member... 0.000 13.000 Global Y Member Label Property Label Endpoint Nodes I Node J Node Member Length X I End Releases Y Z X J End Releases Y Z WoodBeam Beam 1 2 13.000 WoodBeam 0.696 0.696 k/ft 0.000 13.000 Materials... Global Y 1.000 Member Label Youngs ksi Density kcf Load Combinations... Thermal in /100d Yield ksi Default SP Steel 1.00 1,600.00 29,000.00 0.000 0.020 0.490 Gravity Load Factors 0.000000 0.000000 0.000650 1.00 0.00 36.00 Section Sections... Description Prop Label Group Tag Material Area Depth Width Tf Tw Ixx lyy Beam SP 63.250 in2 11.500 in 5.500 in 0.000 in n nnn in 697.07 in4 n nn Ind Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish Start Finish ft ft Direction # 1 # 2 # 3 # 4 # 5 WoodBeam -0.280 -0.280 k/ft 0.000 13.000 Global Y 1.000 WoodBeam -0.240 -0.240 k/ft 0.000 13.000 Global Y 1.000 WoodBeam 0.696 0.696 k/ft 0.000 13.000 Global Y 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y # 1 # 2 # 3 # 4 # 5 DL 1.000 -1.000 1.000 DL +LL 1.000 -1.000 1.000 1.000 DL +WIND 1.000 -1.000 1.000 1.000 LL 1.000 1.000 Wind 1.000 1.000 Node Displacements & Reactions Node Label Load Combination Node Displacements X Y in in Z Radians Node Reactions X Y k k Z k -ft 1 DL 0 0 - 0.00322 0 1.84100 0 1 DL +LL 0 0 - 0.00590 0 3.37100 0 1 DL +WIND 0 0 0.00454 0 - 2.59600 0 1 LL 0 0 - 0.00268 0 1.53000 0 1 Wind 0 0 0.00776 0 - 4.43700 0 2 DL +WIND 0 0 - 0.00454 0 - 2.59600 0 2 LL 0 0 0.00268 0 1.53000 0 2 Wind 0 0 - 0.00776 0 - 4.43700 0 2 DL 0 0 0.00322 0 1.84100 0 2 DL +LL 0 0 0.00590 0 3.37100 0 (c) 1988 -2001 ENERCALC H:\Doug\Humbles Residence\Calc \Wood beam.FFW V 5.0.9 • Title Job # : Description.... Dsgnr. 40. te Date: 2:10PM, 17 MAY 05 F FastFrame 2 -D Frame Analysis V V5.0.9- Page 2 Member End F Forces... Member L Load Combination N Axial S Node " I " End Forces N Moment A Axial S Node " J " End Forces WoodBeam D DL 0 0 1.84100 0 0 0 0 1.84100 0 Member Overall Envelope Summary Member S Section A Axial S Shear M Moment D Deflection Maximum eam Beam 4.437 14.126 —> Deflection values listed are the maximum of a sampling of 31 points across the member 0.392 (c) 1988-2001 ENERCALC H:\DougM-lumbles Residence \Calc \Wood beam.FFW V 5.0.9 • L1 = L2= Loads : 14.58 ft 1.50 ft From Roof : Total Load : Beam Properties : • See Computer Output ARBAB ENGINEERING, INC. Consulting Engineers Long Joist Design E.1 Width Tributary = DL = LL = Uplift = Total DL = Total LL = Uplift = Reaction 1 = 1384.87 Ibs Reaction 2 = 1702.49 Ibs 2.00 ft 70.00 Ibs /ft 60.00 Ibs /ft - 171.98 lbs/ft 70.00 Ibs /ft 60.00 Ibs /ft - 171.98 Ibs /ft b= 3.50 in h= 11.50 in E = 1.60E +03 ksi Fb = 1400.00 psi Fv = 169.75 psi Area = 40.25 in2 1,0, = 443.59 in4 S,« = 77.15 ina Mmax = 4984.00 ft-lbs Vmax = 1414.00 lbs Amax = 0.283 in Deflection Check : Maximum Deflection = L/360 = 0.486 in OK!! Stress Check : Allowable Bending Stress = 1400.00 psi Allowable Shear Stress = 169.75 psi Allowable Moment = 9000.35 Ibs -ft Ok!! Allowable Shear = 6832.44 lbs Oki! Humbles Residence 4-3d1.c3 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305- 891 -5049 Fax : 305 -891 -0504 • Title . Job # : Dsgnr. Date: Description.... 2:24PM, 17 MAY 05 FastFrame 2 -D Frame Analysis V 5.0.9 - Page 1 Member Distributed Loads.... Nodes... Node Label Node Coordinates X Y ft ft X Restraint Y Restraint Z Restraint Node Tem deg Fp 1 2 3 0.000 14.580 16.080 0.000 0.000 0.000 Fixed Fixed Fixed Fixed Spring = 0 0 0 Member... Member Label Property Label Endpoint Nodes i Node J Node Member Length tt I End Releases X Y Z J End Releases X Y Z member 1 member 2 Joist Joist 1 2 2 3 14.580 1.500 member 2 - 0.070 -0.070 k/ft Materials... Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi Default SP Steel 1.00 1,600.00 29,000.00 0.000 0.020 0.490 0.000000 0.000000 0.000650 1.00 0.00 36.00 Section Sections... Prop Label Group Tag Material Area Depth Tf hoc Width Tw Iyy Joist SP 40.250 in2 11.500 in 0.000 in 443.69 in4 3.500 in n nnn in n nn Ind Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish Start Finish ft Direction #1 #2 #3 #4 #5 member 1 -0.070 -0.070 kfft 0.000 14.580 Global Y 1.000 member 1 -0.060 -0:060 k/ft 0.000 14.580 Global Y 1.000 member 1 0.192 0.192 k/ft 0.000 14.580 Global Y 1.000 member 2 - 0.070 -0.070 k/ft 0.000 1.500 Global Y 1.000 member 2 -0.060 -0.060 kfft 0.000 1.500 Global Y 1.000 member 2 0.192 0.192 k/ft 0.000 1.500 Global Y 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y # 1 # 2 # 3 # 4 # 5 DL 1.000 -1.000 1.000 DL +LL 1.000 -1.000 1.000 1.000 DL +Wind 1.000 -1.000 1.000 1.000 LL 1.000 1.000 Wind 1.000 1.000 (c) 1988 -2001 ENERCALC DOUG\HUMBLES RESIDENCE\CALCU.ONG JOIST.FI V 5.0.9 • Title . Job # : Description.... Dsgnr: y5Of:-I13 Date: 2:24PM, 17 MAY 05 FastFrame 2 -D Frame Analysis V5.o.9- Page 2 Node Displacements & Reactions Node Label Load Combination X in Node Displacements in Z Radians X k Node Reactions Y k Z k -ft 1 1 DL 0 0 - 0.00194 0 0.54522 0 1 DL +LL 0 0 - 0.00348 0 0.97799 0 1 DL +Wind 0 0 0.00298 0 - 0.83964 0 1 LL 0 0 - 0.00154 0 0.43277 0 2 Wind 0 0 0.00492 0 - 1.38487 0 LL 0 0 0.00151 0 0.53203 0 2 2 Wind 0 0 - 0.00482 0 - 1.70249 0 DL 0 0 0.00190 0 0.67027 0 2 DL +LL 0 0 0.00340 0 1.20230 0 2 DL +Wind 0 0 - 0.00292 0 - 1.03222 0 3 DL 0 0.03402 0.00189 0 0 0 3 DL +LL 0 0.06102 0.00339 0 0 0 3 DL +Wind 0 - 0.05239 - 0.00291 0 0 0 3 LL 0 0.02700 0.00150 0 0 0 3 Wind 0 - 0.08640 - 0.00479 0 0 0 Member End Forces... Member Load Combination Node " I " End Forces Node " J " End Forces Label Axial Shear Moment Axial Shear Moment k k ft -k k k ft-k member 1 DL 0 0.54522 0 0 0.55689 - 0.08504 member 1 DL +LL 0 0.97799 0 0 0.99892 -0.15254 member 1 DL +Wind 0 - 0.83964 0 0 - 0.85761 0.13096 member 1 LL 0 0.43277 0 0 0.44203 - 0.06750 member 1 Wind 0 - 1.38487 0 0 - 1.41449 0.21600 member 2 DL 0 0.11339 0.08504 0 0 0 member 2 DL +LL 0 0.20339 0.15254 0 0 0 member 2 DL +Wind 0 - 0.17461 - 0.13096 0 0 0 member 2 LL 0 0.09000 0.06750 0 0 0 member 2 Wind 0 -0.28800 - 0.21600 0 0 0 Member Overall Envelope Summary Member Section Axial Shear Moment Deflection Maximum Label k k ft-k in Stress Ratio member 1 Joist 1.414 4.984 0.283 member 2 Joist • 0.288 0216 n MR -> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988 -2001 ENERCALC )OUG\HUMBLES RESIDENCE \CALC\LONG JOIST.FI V 5.0.9 ARBAB ENGINEERING, INC. Consulting Engineers Beam Design RB -1 L1 = 9.83 ft Loads : From Roof : From Girder Truss : Total Load : See Computer Output b= 8.00 in h = 17.00 in Reaction 1 = Reaction 2 = Deflection Check : Wtrib = 13.08 ft DL = 457.92 Ibs /ft LL = 392.50 Ibs /ft DL = LL = Total DL = Total LL = 5.66 Kips 4.55 Kips 457.92 Ibs /ft 392.50 Ibs /ft b h Use 2 # 7 Top & Bottom w / Stirrups # 3 @ 8" c.c. 11.30 kips 8.70 kips q = 70.87 Ibsen P = 10210.00 Ibs L= 118.00 in 44.04 in 73.96 in a= b= Due to Distributed Load: Due to Point Load: 0 = 0.024 in A = 0.042 in Total A = 0.066 in Maximum Deflection = L/360 = 0.328 in Humbles Residence D/T = 0.57 D/T = 0.58 Clear Cover = 1.50 in fc = 3000.00 psi E = 3.12E +06 psi I = 2482.58 in4 I« = 2358.45 in4 OKii t}6 or l[3 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305-891-0504 [ Output ] <RB -1> ifftoFt(3 Page 1 of 2 AllipROJECT: RB -1 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 3 0,0 0.0 3.0 60. 145. 40. 273.5 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 9.8 8.0 17.0 0.0 0.0 0.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 457.9 0.0 9.8 1.0 2 LL 392.5 0.0 9.8 1.0 * * *CONC. LOADS * ** BM TYPE P LOC kips ft. 2 DL 5.7 3.7 2 LL 4.6 3.7 ** *EFFECTIVE COVER (in /mm.) * ** BM LEFT MID RIGHT 2 1.50 1.50 1.50 ** *MOMENTS AND SHEARS (kip -ft, kips) * ** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 33.9 0.0 9.98 7.39 ** *REACTIONS (kips) * ** COL R D/T 1 11.3 0.57 2 8.7 0.58 ** *DEFLECTIONS (in.) * ** BM DEFL. 2 1.29 ** *WIND DATA (kip- ft) * ** BM ML MR ** *MOMENT COMBINATIONS @ 1 /10TH POINTS (kip- ft) * ** POINT: BEAM NO. 2: GR • GR -U: WIND: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 0.0 10.6 20.2 28.9 33.9 30.7 26.4 21.3 15.1 8.0 0.0 0.0 6.1 11.6 16.5 19.4 17.6 15.2 12.3 8.8 4.7 0.0 0.0 16.2 30.9 44.2 51.9 46.9 40.4 32.5 23.1 12.3 0.0 0.0 8.5 16.2 23.1 27.1 24.6 21.3 17.2 12.3 6.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ( Output ] <RB -1> 4-$113 Page 2 of 2 DEAD: • TOTU: 0.0 6.1 11.6 16.5 19.4 0.0 6.1 11.6 16.5 19.4 17.6 15.2 17.6 15.2 12.3 8.8 12.3 8.8 4.7 0.0 4.7 0.0 0.0 16.2 30.9 44.2 51.9 46.9 40.4 32.5 23.1 12.3 15.8 13.7 0.0 5.5 10.4 14.8 17.4 * ** DESIGN MOMENTS BEAM NO. GR WKG GR WKG COMB ULT COMB ULT M -LEFT 2: 0.00 0.00 0.00 0.00 (kip -ft) * * * M -MID M -RITE 33.93 8.75 51.88 7.88 * ** SHEAR ANALYSIS * ** 0.00 0.00 0.00 0.00 BM END VU VUS VC VMULT S -MAX kips psi psi in. 2 L 15.2 144.7 109.5 100.0 7.8 2 R 11.3 107.0 109.5 100.0 7.8 * ** REINFORCING STEEL (sq. in., in.) * ** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.81 0.00 0.00 0.00 0.00 0.00 15.5 15.5 15.5 ** *REINFORCING * ** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. 2 2# 5 2R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: 0# 0 1 2# 5 1# 5 1 2 ( 8# 3@ 7" 11.0 7.9 VERT.RIGHT STIRRUPS LEGS NO.SIZE SPAC. 2[ 9 # 3 @ 7" 0.0 4.2 0.0 (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the * ** REINFORCING STEEL * ** table. End of CONBM • ARBAB ENGINEERING; INC. Consulting Engineers Beam Design RB -2 11 L1 = 9.17 ft Loads : From Roof : Total Load : See Computer Output b= 8.00 in h= 12.00 in Reaction 1 = Reaction 2 = Deflection Check : q= P= L= a= b= Due to Distributed Load: Wtrib = 6.58 ft DL = 230.42 lbs/ft LL = 197.50 Ibs /ft Total DL = 230.42 Ibs /ft Total LL = 197.50 Ibs /ft b Use 2 # 5 Top & Bottom w / Stirrups # 3 @ 4" c.c. 11.30 kips 8.70 kips 35.66 Ibsen 0.00 Ibs 110.00 in 0.00 in 0.00 in 0 = 0.030 in Due to Point Load: A = 0.000 in Total 0 = 0.030 in D/T = 0.57 D/T = 0.58 Clear Cover = 1.50 in fc = 3000.00 psi E = 3.12E +06 psi I = 771.75 in4 Ia = 733.16 in" Maximum Deflection = L/360 = 0.306 in OK!! Humbles Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 [ Output ] <RB -2> of 113 Page 1 of 2 PROJECT: RB -2 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 3 0.0 0.0 3.0 60. 145. 40. 273.5 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 9.2 8.0 12.0 0.0 0.0 0.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 230.4 0.0 9.2 1.0 2 LL 197.5 0.0 9.2 1.0 ** *CONC. LOADS * ** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ** *EFFECTIVE COVER (in /mm.) * ** OM LEFT MID RIGHT 2 1.50 1.50 1.50 ** *MOMENTS AND SHEARS (kip -ft, kips) * ** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 5.5 0.0 1.95 1.95 ** *REACTIONS (kips) * ** COL R D/T 1 2.4 0.62 2 2.4 0.62 ** *DEFLECTIONS (in.) * ** BM DEFL. 2 0.58 ** *WIND DATA (kip- ft) * ** BM ML MR ** *MOMENT COMBINATIONS @ 1 /10TH POINTS (kip- ft) * ** POINT: BEAM NO. 2: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 GR 0.0 2.0 3.5 4.6 5.3 5.5 5.3 4.6 3.5 0.0 1.2 2.2 2.9 3.3 3.4 3.3 2.9 2.2 GR -U: 0.0 3.0 5.3 7.0 8.0 8.3 8.0 7.0 5.3 0.0 1.7 3.1 4.0 4.6 4.8 4.6 4.0 3.1 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 1.2 0.0 3.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0 [ Output ] <RB -2> 50113 Page 2 of 2 DEAD: • TOTU: 0.0 1.2 0.0 1.2 0.0 3.0 0.0 1.1 * ** DESIGN MOMENTS (kip -ft) * ** M -LEFT BEAM NO. 2: GR WKG 0.00 GR WKG 0.00 COMB ULT 0.00 COMB ULT 0.00 2.2 2.2 5.3 2.0 M -MID M -RITE * ** SHEAR ANALYSIS * ** BM END 2 L 2 R 5.51 2.20 8.34 1.98 0.00 0.00 0.00 0.00 VU VUS VC VMULT S -MAX kips psi psi in. 2.9 41.2 109.5 0.0 0.0 2.9 41.2 109.5 0.0 0.0 2.9 3.3 2.9 3.3 7.0 8.0 2.6 3.0 3.4 3.4 8.3 3.1 3.3 3.3 8.0 3.0 * ** REINFORCING STEEL (sq. in., in.) * ** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.24 0.00 0.00 0.00 0.00 0.00 10.5 10.5 10.5 ** *REINFORCING * ** LEFT END 4110EAM TOP BARS NO. NO. LONG SHORT ROWS 2 2# 5 0# 0 1 2R* 0# 0 1 * TOP BARS AT RIGHT END BOTTOM BARS NO. LONG SHORT ROWS 2# 5 0# 0 1 VERT. LEFT STIRRUPS LEGS NO.SIZE SPAC. 0[ 0 # 0 @ 0" 2.9 2.2 2.9 2.2 7.0 5.3 2.6 2.0 VERT.RIGHT STIRRUPS LEGS NO.SIZE SPAC. 0[ 0 # 0 @ 0" 1.2 0.0 1.2 0.0 3.0 0.0 1.1 0.0 NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the * ** REINFORCING STEEL * ** table. End of CONBM • BEAM SCHEDULE MARK SIZE INCHES ELEV. TOP REINFORCING #3 STIRRUPS E. END REMARKS A B D C E NO. SPACING INCH RB -1 8" x 17" 2 -7 2 -67 0 8" C.C. RB -2 8" x 12" 2 -5 2 -5 @ 4 C.C. TB 8" x 12" VARIES 2 -5 2 -5 4 © 12" & 48" C.C. NOTE: PROVIDE #3 STIRRUPS 4 .0 12" AT TIE BEAMS AND CORNERS AND 48" C.C. FOR REMAINING LENGTH OF TIE BEAM. PROVIDE 2 #5 AT MIDDEPTH (ONE EACH FACE) FOR 30" TO 42" DEEP BEAMS. 4 #5 (2 EACH FACE) AT 1/3 FROM THE TOP AND BOTTOM FOR BEAMS BETWEEN 42" TO 54 ". ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 3,3181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 Sheet No. — OF: — Project: Humbles Residence Beam Schedule Drawn By — Date: — File: — Loads: Height = Depth = Width = Clear Cover = N/A 11.75 4.00 4.00 ARBAB ENGINEERING, INC. Consulting Engineers Column Design Column 1 ( Worst Case ) ft in in in From Roof : Area Tributary = DL = LL = See Computer Output b= h= Thickeness = 111.30 ft` 3.90 kips 3.34 kips Total Load = 11.30 kips 4.00 in 4.00 in 1/4 in Allowable Compression Stress = Acting Compression Stress = Humbles Residence 21.26 ksi 3.15 ksi Ok! 53ofil3 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305- 891 -5049 Fax : 305 - 891 -0504 Research Engineers Job No Sheet No 1 Rev Engineer Ali Arbab Job Title Column N° 1 DAelit M. Campbell Checked Approved File Date Date Date Dt/Tm Input Member Number(s) Member Info Item Value Unit Member Nos. 1 Item Value Unit Length 11.75 ft Country US(Imp) ad Section TS Dimension TS4x4x0.2 E 29000 kip/in2 Poisson 0.2 Start Fx DOF Released Start Fy DOF Released Start Fz DOF Released Start Mx DOF Released Start My DOF Released Start Mz DOF Released End Fx DOF Released End Fy DOF Released End Fz DOF Released End Mx DOF Released End My DOF Released End Mz DOF Released Start Fx Force 0 kip Start Fy Force 0 kip lfg Start Fz Force 0 kip Start Mx Force 0 kip -in Start My Force 0 kip-in DM Start Mz Force 0 kip-In End Fx Force 11.3 kip End Fy Force 0 kip End Fz Force 0 kip End Mx Force 0 kip -in RV End My Force 0 kip -in End Mz Force 0 kip -In Critical Fx Force 0 kip Critical Fy Force 0 kip Critical Fz Force 0 kip Critical Mx Force 0 kip -in Critical My Force 0 kip-In Critical Mz Force 0 ki In Critical Distance from Start 0 ft Max. Deflec. 0 ft Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 1 of Ardi Research Engineers Job No Sheet No 2 Rev Engineer All Arbab Date Job Title Column N° 1 ilkM. Campbell Checked Date Approved Date File Dt/Tm Input, cont... Design Parameters Item Value Unit Type Check Code Fu 40 kipM2 Fyield 36 kipM2 - Ly 1 ft el Lz 1 ft Stiff 1 ft ltd Ky 1 Kz 1 NSF 1 Cb 1 SSY Sidesway Present SSZ Sidesway Present CMy 0.85 CMz 0.85 MAIN Check slenderness Allow. Ratio 1 UNT 1 ft UNB 1 ft Lx 1 ft Kx 1 DFF 1 ASRC 200 ASRT 200 55 isc < 13 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 2 of 8 Research Engineers Job No Sheet No 3 Rev Engineer All Arbab Date Job Title Column N° 1 lit M. Campbell Checked Approved File Date Date Dt/Tm Output 5� of 113 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 3 of 8 General Info Member # 0 Design Method Code Check Design Code ASD - 9th Edition Sectio i fo Name TS4x4x0.25 Ax (In2) 3.59 Sz (In3) 4.11 ly (in4) 8.22 Ry (in) 1.51 Iz (in4) 8.22 Rz (In) 1.51 Sy (in3) 4.11 !lesion Parameters Input Output Cb 1.000 Fu (ksi) 40.000 Fyld (kW) 36.000 Cmy 0.850 NSF 1.000 Cmz 0.850 DFF 1.000 KLJRy 7.930 UNT (in) 12.000 KLJRz 7.930 UNB (In) 12.000 Fey (ksi) 2374.466 ASRC 200.000 Fez (ksl) 2374.466 ASRT 200.000 Critical Loads Critical Load Case 0 Distance from Start (in) 141.000 Fx (kips) 11.300 Fy (kips) 0.000 Fz (kips) 0.000 Mx (kip -in) 0.000 My (kip -inj 0.000 Mz (kip -In) 0.000 Critical Stresses Allowable (kW) Actual (ks) Axial Compressive 21.257 3.148 Axial Tensile 21.600 0.000 Major Comp. Bending 23.760 0.000 Minor Comp. Bending 23.760 0.000 Major Tensile Bending 23.760 0.000 Minor Tensile Bending 23.760 0.000 Major Shear 14.400 0.000 Minor Shear 14.400 0.000 Critical Eauation Equation Equation H1 -3 Actual Ratio 0.148 Status PASS 5� of 113 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 3 of 8 Research Engineers Job No Sheet No 4 Rev Engineer Ali Arbab Job Title Column N° 1 fit M. Campbell Checked Approved File Date Date Date Dt/Tm Calculation • Steel Design : Humbles Residence - Column 1 Design Calculations based on AISC-ASD Ninth Edition Section Properties Section Name TS4x4x0.25 A.= 3.590 Ay= 3.590 I.= 8.220 Iy= 8.220 by= 4.000 tf= 0.250 d.,= 4.000 t,= 0.250 Critical Forces Considered in the Design Critical Load Case for the Design =0 Critical Section from Start = 141.000 FR Fy F. M. My MZ = 11.300 = 0.000 = 0.000 = 0.000 = 0.000 = 0.000 Computation of Slenderness Ratio Slenderness ratio about major axis Kz *Lz /./(Iz /Ax) = 1.000 * 12.000 /•/( 8.220 / 3.590) Slenderness ratio about minor axis Ky *Ly /•/(Iy /Ax) = 1.000 * 12.000 /,/( 8.220 / 3.590) Critial kUr ratio for the design Computation of CbAs per 5-47 Since the Bending Moment at any point is larger than at the ends Cb = 1.0 Computation of Allowable Bending Stress = 7.930 = 7.930 = 7.930 5'1 of 113 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 4 of 8 AWAY Research Engineers Job No Sheet No 5 Rev Engineer All Arbab Date Job Title Column N° 1 M. Campbell Checked Date Approved Date File Dt/Tm Calculation, cont... Computation of effective Depth as per Chapter B5.1 Computation of Lc As per Equation F3 -2 Lc = (1950 + 1200 (M1/ M2)) b/F, =( 1950 +1200(0.000/0.000))3.250 /36.000 = 176.042 Determine section type Compact, Non - compact or Slender As per Table B5.1 b / t = 13.000 < 190 / v/Fy Compact Section d <= 6.0 * b and Unl <= Lc Compact section Equation F3 -1 Allowable Stress = 0.66 * F, = 0.66 * 36.000 = 23.760 Major Axis Compressive Stress Fez = 23.760 Computation of effective Width as per Chapter B5.1 Computation of Lc As per Equation F3 -2 Lc = (1950 + 1200 (M,/ M2)) b/F, =( 1950 +1200(0.000/0.000))3.250 /36.000 = 176.042 Determine section type Compact, Non- compact or Slender As per Table B5.1 b /t= 13.000 <190 /✓Fy Compact Section d <= 6.0 * b and Unl <= Lo compact section Equation F3 -1 Allowable Stress = 0.66 * F, = 0.66 * 36.000 Minor Axis Compressive Stress Fcy Effective Depth 4.000 Effective Width 4.000 Updated Section Property Data IZ= 8.220 I,= 8.220 Sz = 4.110 Sy =4.110 Major Axis Tensile Stress Ftz Minor Axis Compressive Stress Fty = 23.760 = 23.760 = 23.760 = 23.760 Computation ofAllowable Shear Stress h= D „- 2.0 *TW = 4.000 - 2.0 * 0.250 = 3.500 h / t .<= 380 Shear Stress computed as per Equation F4 -1 Allowable Stress = 0.40 * F, = 0.40 * 36.000 = 14.400 Allowable Shear Stress F,, 58 pF 113 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 5 of Imook Research Engineers Job No Sheet No 6 Rev Engineer All Arbab Date Job Title Column N° 1 t M. Campbell Checked Date Approved Date File Dt/Tm Calculation, cont... • • = 14.400 Computation ofAllowable Axial Stress Cc= N/ 2 * n 2 E / Fy = ,/ 2 * 3.142 229000.000 / 36.000 = 126.099 Kl/r is less than CcAllowable Compressive Stress is computed as per Eq E2 -1 Fe = 21.257 Allowable Tensile Stress is computed as per D1.1 Ft= 0.6 * Fy = 0.6 * 36.000 = 21.600 Allowable Axial Compr. Stress Fa = 21.257 Allowable Axial Tensile Stress F, = 21.600 Computation ofActual Stresses Computation of Actual Bending Stress fa= Mz/ Sz = 0.000 /4.110 = 0.000 fu= Mz /Sz =0.000 / 4.110 = 0.000 fey = My/ Sy = 0.000 / 4.110 = 0.000 f,„ = My/ Sy =0.000 /4.110 = 0.000 Computation of Actual Shear Stress Moment of Compressive Area about Y -Y Axis Q = 2.641 f,= Fy *Q /(ly *b) = 0.000 * 2.641 / ( 8.220 * 0.500) = 0.000 Moment of Compressive Area about Z -Z Axis Q = 2.641 f„z= Fz *Q /(Iz *b) = 0.000 * 2.641 / ( 8.220 * 0.500) = 0.000 Critical Shear Stress ff = 0.000 Computation of Actual Axial Stress Compressive Axial Compr. Stress fe= F,t/ AX = 11.300 / 3.590 Compressive Axial Compr. Stress 18= 0.0 Computation ofActual to Allowable Stress Ratio Computation of F'eAs per Chapter H Fez= 12 n2E / 23 (Klz/ r2>2 F'e.= 12 * 3.1422* 29000.000 / 23 * 7.9302 F'ey= 12 JE2E/23 (K1y /ry >2 F'ey= 12 * 3.1422* 29000.000 / 23 * 7.9302 Computation of Deflection Ratio = 3.148 = 2374.466 = 2374.466 X113 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 6 of 8 Research Engineers Job No Sheet No 7 Rev Engineer Aft Arbab Job Title Column N° 1 ft M. Campbell Checked Approved File Date Date Date Dtfm Calculation, cont... • 6 ti3 Deflection Ratio =Beam Length / Max. Beam Defl. = 141.000 / 0.000 = 0.000 Equation H1 -1 + + C,1fl„ F. (1- Fb. (1 - f,/ F.,) F by 3.148 / 21.257 + 0.850 * 0.000 / ( ( 1 - 3.148 / 2374.466) * 23.760) + 0.850 * 0.000 / ((1- 3.148 / 2374.466) * 23.760 ) The Ratio = 0.148 Equation H1 -2 V 0.6 * Fp+ fbd F,,z+ f,,/ F,, 3.148 / 0.6 * 36.000 + 0.000 / 23.760 + 0.000 / 23.760 Equation H1 -3 f / Fa +f,. /Fbz +f,,s/Fby 3.148 / 21.257 + 0.000 / 23.760 + 0.000 / 23.760 Computation of Shear Stress Ratio Shear Stress Ratio = f „/ F„ = 0.000 / 14.400 Critical Ratio 0.148 Equation H1 -3 Design OK = 0.146 = 0.148 = 0.000 All calculations are based on Kips and Inches * * ** End of report * * ** Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 7ofE Research Engineers Job No Sheet No 8 Rev Engineer All Arbab Date Job Title Column N° 1 Cglni M. Campbell Checked Date Approved Date File Dt/Tm cot or 113 Print Time /Date: 05/17/2005 15:51 STAAD.etc Release 3.0 Page 8 of 8 Loads : Height = Depth = Width = Clear Cover = ARBAB ENGINEERING, INC. Consulting Engineers Column Design Column 2 11.75 ft 20.00 in 8.00 in 1.50 in From Roof : Area Tributary = 151.87 ft` DL = 5.32 kips LL = 4.56 kips See Computer Output b= h= Clear Cover = Humbles Residence Total Load = 15.41 kips 8.00 in 20.00 in 1.50 in Use 4 # 6 w!Tles # 3 @ 8" c.c. 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305-891-0504 Alirar Research Engineers Job No Sheet No 1 Rev Engineer Date Job Title Column N° 2 �lient M. Campbell Checked Date Approved Date File Dt/Tm Input Geometry Data Loading Data Material Properties delnforcement Details Item Value Unit Death 8 in Width 20 in Item Value Unit Ult. Axial Load 15.41 kip F Main UIt. Mz 0 Fy Seconda 60 Ult. My 0 J Ult. Shear 0 NlJ UIt. Torsion 0 Min Mom. Ma . Y 1 3 Mom. Mag. Z 1 Arrangement Item Value Unit Fc 3 ksi F Main 60 ksi Fy Seconda 60 ksi Item Value Unit Clear Cover 0.16667 ft al Country's Bars US(Imp) Min. Main Bar Size 6 Max. Main Bar Size 6 Min. Sec. Bar Size 3 M. Max. Sec. Bar Size 3 Arrangement Flex. Reinf. on 2 sides ef 113 Print Time /Date: 05/17/2005 16:09 STAAD.etc Release 3.0 Page 1 of 5 Research, n eers Job No Sheet No 2 Rev Engineer Date Job Title Column N° 2 Checked Date Approved Date M. Campbell File Dt/Tm Output • • I 1 1 Geometric Data Depth (in) 8.000 Width (in) 20.000 Loa Data Axial Load (kip 15.410 Moment -Z (kip -in 0.000 Moment Y(kip -in) 0.000 DesiorLDetalls Phi 0.700 Steel Area Rend. (Ira) 1.600 Reinforcement Details Bar Config. 4 #6 Reinforcement % 1.100 Steel Area Provided (in2) 1.760 110 bar Config #3 © 8.0 in c/c Column Capacity Z- Direction Y- Direction PO (kip) 509.112 509.112 Pn Max (kip) 407.290 407.290 P -Ten (kip) - 105.600 - 105.600 P-bal (kip) 111.211 178.631 M -bal (kip -1n) 490.878 1794.979 e-ba (k» 4.414 10.049 MO (k - -In) 296.941 862.630 P -My Interaction Diagram 600 400 200 a I � I 11111■*. IIIMII�.��.A_.— 1 1 .._..__.. �....._.. -200 0 200 400 600 800 1000 1300 1600 1901 P -Mz Interaction Diagram 600 400 200 0 --- ............... _._. _ ! _ _. ; _...___�_.... _......_i....._ ..__._.._......__:....._.... +. I -200 0 200 400 600 r 800 1000 1 1300 1 1600 Print Time /Date: 05/17/2005 16:09 STAAD.etc Release 3.0 Page 2 of 5 M Research Engineers Job No Sheet No 3 Rev Engineer Date Job Title Column N° 2 Ilk M. Campbell Checked Date Approved Date File Dt/Tm Calculation • • Rectangular Concrete Column Design : Humbles Design Load Design Load 15.410 / 0.700 Design Moment Mx 0.000 / 0.700 Design Moment Mz 0.000 / 0.700 Set Trial Steel % and Bar ConfR. Bar size Number of Bars Steel Area 22.014 Kip 0.000 Kip-in 0.000 Kip -in =6 =4 = 1.100 45 op lea Computation of Steel Area for Axial load only Computation of Steel Area as per ACI 318R-95 10.3.5.1 Steel Aread Reqd =((15 .410/0.700/0.800) - (0.85 *3.000* 160.000 ) ) / ( 60.000 - ( 0.85 * 3.000 ) = -6.623 Percentage of Steel Area Reqd = -6.623 / 160.000 = -0.041 Percentage of Steel Area Reqd < Min Steel. Provide Min Steel = 1.600 As per 10.9.1 %of Steel Area Reqd. > Min Steel and < Max. Steel Design Ok Computation of Minimum clear distance between bars As per ACI 10.2.7 1.5 * Bar dia 1.5 * 1 =1.125 1.5 * Bar dia < 1.5" Computation of distance between bars in Breadth ( Breadth - 2.0 * Cover - Bardia * ( Number of Bars / 2 (20. 000 -2.0 *2.000 - 0.750 *(4/2))/((4/2) -1 Distance between bars 14.500 is greater than Minimum Design of Ties As per ACI 7.10.5 Tie Bar Number 3 Tie bar spacing As per ACI 7.10.5.1 TieBardia *48 = 48 * 0.375 Main Bar dia * 16 =16 * 0.750 < least dimension of the column Designed Tie bar spacing = 8.000 =1.5" )) /((NumberofBars /2)- 1 ) = 14.500 Clear Distance 1.500 = 18.000 = 12.000 = 8.000 All calculations are based on Pound and Inches Print Time /Date: 05/17/2005 16:09 STAAD.etc Release 3.0 Page 3 of 5 Research Engineers Job No Sheet No 4 Rev Engineer Job Title Column N° 2 Ghent M. Campbell Checked Approved File Date Date Date Dt(Tm Calculation, cont... * * ** End of report * * ** • (off a ll3 Print Time /Date: 05/17/2005 16:09 STAAD.etc Release 3.0 Page 4oft ISM Research Engineers Job No Sheet No 5 Rev Engineer Job Title Column N° 2 M. Campbell Checked Date Date Approved Date File Dt/Tm A 4#6 B #3@ 8:00dc • • (Qii• (13 Print Time /Date: 05/17/2005 16:09 STAAD.etc Release 3.0 Page 5 of 5 .... COLUMN SCHEDULE MARK SIZE REINFORCING REMARKS 0 8" x 12" 4 # 5 #3 TIES @ 8" C.C. 0 4" x 4" x 1/4" THICK STEEL COLUMN 0 8" x 19" 4 # 6 #3 TIES @ 8" C.C. NOTES: 1. ALL PIPE AND TUBE COLUMNS SHALL BE CONCRETE FILLED. 2. PROVIDE 1/4",- RELIEF HOLES IN ALL PIPE AND TUBE COLUMNS WITHIN 6" OF THE TOP AND BOTTOM AND ALSO AT MID — HEIGHT. 3. ALL STEEL COLUMNS BELOW GRADE SHALL BE ENCASED IN CONCRETE 3" MINIMUM CLEAR COVER. 1 1/2" CLEAR COVER TYPICAL ALL COLUMNS 4 BARS 1 SET OF TIES TIE COLUMN DETAIL ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 Sheet No. — OF- Project: Humbles Residence Column Schedule Drawn By. — Date: — File: — �� N AL — ARBAB ENGINEERING, INC, f CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 sheet No. OF: Ja Project: Humbles Residence Column 2 to Existing Drawn By. — Date: — File: — ��,— _/ PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 6" MIN. EMBEDMENT 48 Diameter EA. SIDE & DRILL & EPDXY ADD (4) # 5 TOP & BOT. IN EXIST. BEAM EX /ST. COLUMN EX /ST. COL UMN EXIST. FOOTING MN /WALL #5 WN/3 INTO GROUT FILLED Q 24" C.C. HORIZ. „REINF. HOOK DRILLED 6 EXIST. & SET WITH EPDXY OR TO MASONRY UNIT WITH CONCRETE /WALL L�� Width (EXISTING) 48 Diameter ADD (2) # 5 BOTTOM EA. SIDE & DRILL & EPDXY 6" MIN. EMBEDMENT Wall Geometry : Reinforcing : Loads : ARBAB ENGINEERING, INC. Consulting Engineers Wall Design Wall Height = Unbraced Wall Height = Wall Thickness = See Computer Output : Humbles Residence 10.83 ft 8.17 ft 8.00 in Bar N° = 5 Bar Spacing = 48 in Bar Location = center Width Tributary = DL = LL = . Eccentricity = Windload = 13.08 ft 457.92 Ibs /ft 392.50 Ibs /ft 0.00 in 51.20 psf WAIUDItsmo,EsmaterSMpat Use # 5 @ 48" c.c. 410 01=13 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33818 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 [ Output ] <Wall Design> .1t of u3 Page 1 of 2 Job Title: Wall Design •NPUT DATA GENERAL DATA BUILDING CODE = ACI 530 -92 /ASCE 5 -92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19.33 SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO WALL DATA TOTAL HEIGHT = 10.83 ft UNSUPPORTED HEIGHT = 8.17 ft WALL THICK. = 8 in EQUIV WALL THICK. = 4.60 in LOAD DATA UNIFORM DEAD LOAD = 0.00 plf AXIAL DL @ T.O.W = 457.92 plf UNIFORM LIVE LOAD = 0.00 plf AXIAL LL @ T.O.W = 392.50 plf UNIFORM LOAD ECC. = 0.00 in WIND LOAD = 51.20 psf SEISMIC FACTOR = 0.00 WALL WEIGHT = 55.00 psf REINFORCEMENT DATA ^ REBAR SIZE " #" _ 5 REBAR LOCATION = CENTER REBAR SPACING = 48 in DEPTH TO REINF = 3.75 AREA PER FOOT = 0.077 in ^2 REBAR PERCENTAGE = 0.17 % ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 347 psi BENDING STRESS: Masonry : 499 psi Steel 24000 psi <VERTICAL LOADS> ««««< ACTING MOMENTS » » »»> DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD COLUMN LOCAT (lbs) (lbs) (1b -in) (1b -in) (1b -in) (1b -in) AT TOP 457 392 0 0 AT MIDHEIGHT 828 392 0 0 5126 0 «««««< LOAD FACTORS » » »»»> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD 1 AT TOP 1.00 0.00 0.00 0.00 2 AT TOP 1.00 1.00 0.00 0.00 3 AT MIDHEIGHT 1.00 0.00 0.00 0.00 4 AT MIDHEIGHT 1.00 1.00 0.00 0.00 Pp o UU3 [ Output ] <Wall Design> Page 2 of 2 5 AT MIDHEIGHT 1.00 1.00 1.00 0.00 « «««« ACTUAL STRESSES > > » » »» COMBINED « BENDING » « BENDING » LOAD MOMENTS AXIAL MASONRY STEEL « COMBINED STRESSES » CASE (1b -in) (psi) (psi) % MAX (psi) % MAX ACTUAL ALLOW STATUS 1 0 15 0 0.000 0 0.000 0.030 1.000 GOOD 2 0 22 0 0.000 0 0.000 0.044 1.000 GOOD 3 0 15 0 0.000 0 0.000 0.030 1.000 GOOD 4 0 22 0 0.000 0 0.000 0.044 1.000 GOOD 5 5126 22 290 0.582 19274 0.803 0.627 1.330 GOOD End of MASWALL • • ARBAB ENGINEERING, INC. Consulting Engineers Masonry Jamb Wall Geometry : Wall Height = Unbraced Wall Height = Wall Thickness = Tributary Wall Width = Reinforcing : Loads : See Computer Output : Humbles Residence 10.83 ft 8.17 ft 8.00 in 7.00 ft Bar N° = 5 N° of Bars = 1 Unist Bar Location = center Windload = 51.20 psf Use 1 1 # 5 as Masonry Jamb rlb d- It 3 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33818 Phone : 305 -891 -5049 Fax : 305 - 891 -0504 [ Output ] < Masonry Jamb Design> Page 1 i of 2 Job Title: Maso •NPUT DATA GENERAL DATA BUILDING CODE = ACI 530 -92 /ASCE 5 -92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi Fsc: REINFORCING = 0 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19.33 PILASTER UNIT WEIGHT = 100 psf SPECIAL INSPECTION ? = YES WALL DATA TOTAL HEIGHT = 10.83 ft TRIB. WALL WIDTH = 7.00 ft UNSUPPORTED HEIGHT = 8.17 ft PILASTER WEIGHT = 82.74 plf PILASTER DEPTH = 8.00 in PILASTER WIDTH = 16.00 in PILASTER GROSS AREA = 119.14 in ^2 LOAD DATA Ill/ REINFORCEMENT DATA GIRDER DEAD LOAD = 0.00 lb WIND LOAD = 51.20 plf GIRDER LIVE LOAD = 0.00 lb SEISMIC FACTOR = 0.00 GIRDER LOAD ECC. = 0.00 in WALL WEIGHT = 75.00 psf REBAR SIZE " #" = 5 AREA OF STEEL = 0.614 in ^2 # BARS E/F = 1 REBAR % = 0.785 % DEPTH TO REINF = 5.00 in ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 365 psi BENDING STRESS: Masonry : 499 psi Steel 24000 psi <VERTICAL LOADS> ««««< ACTING MOMENTS »» » »> DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD COLUMN LOCAT (lbs) (lbs) (lb -ft) (lb -ft) (lb -ft) (lb -ft) AT TOP 0 0 0 0 AT MIDHEIGHT 603 0 0 0 2990 0 ««« ««< LOAD FACTORS » » » » »> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD 1 AT TOP 0.00 0.00 0.00 0.00 2 AT MIDHEIGHT 0.00 0.00 1.00 0.00 '°5 oP 113 [ Output ) <Masonry Jamb Design> Page 2 of 2 «« ««« ACTUAL STRESSES » »» »» COMBINED « BENDING » « BENDING » IIILOAD MOMENTS AXIAL MASONRY STEEL « COMBINED STRESSES » CASE (1b -ft) (psi) (psi) % MAX (psi) % MAX ACTUAL MAX STATUS 1 0 0 0 0.00 0 0.00 0.000 : 1.00 GOOD 2 2990 0 625 1.25 26196 1.09 1.253 : 1.33 GOOD End of PILASTER • ARBAB ENGINEERING, INC. Consulting Engineers Footing Design Wall Thickness = 8.00 in Wall Type = Masonry Soil Bearing Capacity = 2000 psf Loads : From Roof : Width Tributary = DL = LL = From Floor : Width Tributary = DL = LL = From Wall : Total : Footing Dimensions : See Computer Ouput : Use Humbles Residence Height = DL = 13.08 ft 457.92 Ibs /ft 392.50 Ibs /ft 2.00 ft 140.67 Ibs /ft 80.00 Ibs /ft 8.75 ft 525.00 Ibs /ft DL = 1123.58 Ibs /ft LL = 472.50 Ibs /ft Width = Height = 24.00 in 12.00 in (3 ) # 5 Continuous # 4 @ 24" c.c. S.W. 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305- 891 -5049 Fax : 305- 891 -0504 ( Output ] < Footing F -1> �f e1 U3 Page 1 of 1 PROJECT: Footing F -1 IDALL FOOTING DATA: TYPE TW BF QA PLL PDL PV TV CTR in. ft. psf ( kips /feet ) in. 1 8.00 2.00 2000. 0.47 1.16 0.00 0.00 1 DESIGN DATA: FC FY DMIN DMAX MINS MAXS CLRB CLRT ksi ksi ( inches ) ( inches ) 3.00 60. 12.0 12.0 #5 #5 3.00 3.00 FOOTING SIZE: WIDTH THICK 2'- 0" X 12" WALL FOOTING PARAMETERS: BL BR XBAR CL CR QS QDL ( inches ) in. in. in. psf psf 8 8 0.00 2.00 2.00 818 581 TRANSVERSE REINFORCING: #5 @14.0" X 1'- 6" bottom layer LONGITUDINAL REINFORCING: 2 #5 bottom, 2nd layer, continuous As Areq'd d 0.27 0.26 8.69 •einf. QUANTITIES PER LINEAR FOOT OF WALL FOOTING: Concr. (lbs) (cu.ft.) 3.47 2.00 End of WALLFOOT • Loads : ARBAB ENGINEERING, INC. Consulting Engineers Footing Design Wall Thickness = 8.00 in Wall Type = Masonry Soil Bearing Capacity = 2000 psf From Roof : Area Tributary = DL = LL = Uplift = From Floor : Area Tributary = DL= LL = Footing Dimensions : See Computer Ouput : • Use : Checking Uplift : Counter Load : Total : DL = LL = Uplift = Width = Length = Height = 111.30 ft2 3.90 Kips 3.34 Kips -7.75 Kips 104.00 ft 7.31 kips 4.16 kips 11.21 Kips 7.50 Kips -7.75 Kips 48.00 in 48.00 in 24.00 in ( 5 ) # 5 E.W. Bottom 150% Uplift = 11.62 Kips From Roof : Area Tributary = Load = From Column : Length = Load = From Floor Slab : Area Tributary = Load = From Soil Above Footing : Area Tributary = Depth = Load = From Footing Self weight : Area = Depth = Load = 111.30 ft2 2.23 Kips 11.75 ft 0.14 Kips 40.00 ft2 2.81 Kips 40.00 ft2 1.00 ft 4.00 Kips 40.00 ft2 2.00 ft 11.60 Kips Total Counter Load = 20.78 Kips Oki! Humbles Residence d1(3 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305 - 891 -0504 oP(l3 [ Output ] < Footing F -2> Page 1 of 1 �OB TITLE: Footing F -2 * * * ** GEOMETRIC DATA * * * ** BMIN 4.00 feet TMIN 24.00 inches L/B INCR 1.00 BMAX 4.00 feet BCOL 4.00 inches LMIN 4.00 feet DCOL 4.00 inches LMAX 4.00 feet H 2.00 feet * * * ** LOAD DATA * * * ** PD 13.29 kips MD 0.00 ft -kips WD 0.0 psf PL 7.50 kips ML 0.00 ft -kips WL 0.0 psf PW -9.69 kips MW 0.00 ft -kips * * * ** MATERIAL PROPERTIES AND REINFORCING DATA * * ** QMAX 2000.0 psf BARMIN 5 DP 3.00 inches GAM 100.0 pcf BARMAX 5 FC 3.0 ksi SPAMIN 6.00 inches FY 60.0 ksi SPAMAX 24.00 inches CASE SERVICE SERVICE SOIL PRESSURE STRESS SERVICE MOMENTS SERVICE SHEARS LOADS MOMENT MIN MAX LENGTH LONG. TRANS. LONG. TRANS. kips ft -kips psf psf feet ft -kips ft -kips kips kips 1 17.90 0.00 1118 1118 4.00 6 6 0 0 2 25.40 0.00 1587 1587 4.00 9 9 0 0 III3 6.16 0.00 384 384 4.00 1 1 0 0 4 20.69 0.00 1293 1293 4.00 7 7 0 0 5 11.78 0.00 736 736 4.00 3 3 0 0 6 26.32 0.00 1644 1644 4.00 9 9 0 0 * * * ** REQUIRED REINFORCING CASE LONGITUDINAL TRANSVERSE sq (in /mm) sq (in /mm) TOP BOT TOP BOT 1 0.00 2.07 0.00 2.07 2 0.00 2.07 0.00 2.07 3 0.00 2.07 0.00 2.07 4 0.00 2.07 0.00 2.07 5 0.00 2.07 0.00 2.07 6 0.00 2.07 0.00 2.07 DEVELOPMENT LENGTH DICTATES BAR QUANTITY * * * * * ** SIZE * * * * * * * ** WIDTH LENGTH THICKNESS ft ft in 4.00 4.00 24.00 • * * * * * * * * * * * * * * * * * * * * * * * ** REBAR * * * * * * * * * * * * * * * * * * * * * * * * * * ** LONG WAY SHORT WAY AS /COL TOP BOT TOP BOT sq (in /mm) 0 # 08 0.00 8 # 5@ 6.00 0 # 08 0.00 8 # 58 6.00 0.00 End of rectfoot FOUNDATION MARK SIZE REINFORCING REMARKS F -1 24" x 12" 3 # 5 CONTINUOUS # 4 © 24" C.C. SW. F-2 48" x 48" x 24" 8 # 5 E.W. BOTTOM 1 F -3 48" x 48" x 12" 8# 5 E.W. BOTTOM F -4 36" x 36" x 12" 5# 5 E.W. BOTTOM _, ��_, _� - ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE sob NORTH MIAMI, FLORIDA 33181 P o� �t ° Humbles Residence Footing Schedule Drawn By. — Date: - File: — PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 Sheet No. St OF• r'13 - Project: Humbles Residence Wood Beam Corner Connection - Date: - File: - Arr L N ARBAB ENGINEERING INC, f CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 -r_/ PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 6"x1 2" WOOD BEAM ill Al: i l um: r i40 I-I "x11 "x6 "x3/8" "U" I 11 PLATE W/4-3/4"0 H.S. THRU BOLTS 1� 11 "x1 1 "x6 "x3/8" "U" PLATE W/2-3/4"0 H.S. THRU BOLTS 6 "x12" WOOD BEAM. 11" Mill 1 - wadi rArej I WA MEIIIIVI: 10 7"x1 1"x6"x3/8" "U" PLATE W/2-3/4"0 H.S. THRU BOLTS • • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 Sheet No. OF• 1t3 Project: Humbles Residence Wood Beam End Connection Date: File: 6"x1 2" WOOD BEAM )) ) 1 1"x1 1"x6"x3/8" "U" PLATE W/4 -3/4 "0 H.S. THRU BOLTS 1" 4 • • ARBAB ENGINEERING, INC. Sheet No Humble Res Bence �� CONSULTING ENGINEERS Wood Beam Continuous Connection 11900 BISCAYNE BLVD., SUITE 508 - NORTH MIAMI, FLORIDA 33181 Date: — PHONE NO. (305) 891 -5049 FAX NO. (305) 891 -0504 File: — 6 "x12" WOOD BEAM 7,, 0 11 "x 18 "x6 "x3/8" "U" PLATE W/4-3/4"O H.S. THRU BOLTS 1» 4 • • M I A M ID S`t oF- tl3 MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Hilti, Inc. 5400 S. 122nd E. Ave. Tulsa ,OK 74146 BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 Your application for Notice of Acceptance (NOA) of: Hilti Kwik Con II Concrete Screw Anchor under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0727.01 EXPIRES: 08/03/2006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 08/23/2001 Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office 11 e045000I\pc20001ksmplates\notice acceptance mover page.dot Internet mail address: postmaster ®buildingcodeonline.com Homepage: http . / /www.buildingcodeonIine.com S5 Hilti, Inc. ACCEPTANCE NO: 01- 0727.01. APPROVED: ALS 2 3 2001 EXPIRES: 08 /03/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 99- 1028.09, which was issued on 03/10/2000. It approves concrete screws as described in Section 2 of this Notice of Acceptance. They are designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County for the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the allowable load indicted in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The concrete screws Hilti Kwik Con II shall be fabricated and used in strict compliance with the following documents: Drawing No. 543- 001 -C, titled "Hilti Kwik Con II Screws ", prepared by Hilti, Inc. dated 10/06/99 sheet 1 of 1. It bears the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for 2250 psi Compressive Strength Concrete and Concrete Masonry unit per ASTM C90 4. INSTALLATION 4.1 The Concrete Screws shall be installed in strict compliance with the installation instructions published in the Hilti's Product Technical Guide. 5. LABELING 5.1 Each box of screws shall have a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the models selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font, PE, Sr. Product Control Examiner Product Control Division -2- gro 113 • Britt, Inc. ACCEPTANCE NO: 01- 0727.01 APPROVED: 2 3 2001 EXPIRES: 08/03/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test-supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- • d- (13 Hilti, Inc. ACCEPTANCE NO: 01- 0727.01 AUG APPROVED: 13 2001 EXPIRES: 08/03/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS (For File ONLY. Not part of NOA) A DRAWINGS: 1. Drawings prepared by Hilti, Inc. titled " Hilti Kwik Con II Screws "; Drawing No. 543- 001 -C, dated 10/06/99, sheet 1 of 1 signed and sealed by T. E. Lunn, PE. B TEST: 1. Test report on Strength of Anchors in Concrete and Masonry Elements prepared by Atech Associates, Inc. project Number 70- 0295 - 00065, dated 04/27/95, signed and sealed by P. G. Read, PE. 2. Test report on Corrosion Resistance of Fasteners prepared by Material Testing Services, Job No. 257322 -PS, dated June 27 — July 10, 1995, signed by D. M. Moyer. C CALCULATIONS: N/A D MATERIAL CERTIFICATIONS: 1. Camcar Textron drawings No XCT -92500 through XCT -92515 of Camcrete Special Torx, dated 09/22/92, drawn by Dave B. E STATEMENTS: 1. No change letter issued by Hilti, Inc. on 07/23/2001, signed by A. T. Liechti. El • Candido Font, PE, Sr. Product Control Examiner Product Control Division • • • DESIGN LOADS t Anchor Size Embedment Depth 3/16' 1' 3/16' 1 -1/4' 3/16' 1 -3/4' 1/4' 1' 1/4' 1 -1/4' 1/4' 1 -3/4' HILTI. Kwik Con II Carbon Steel Screws Concrete 2250 psi Shear Tension 25611 1144 2544 2464 3594 1494 4934 3924 All Specimens were torx hex washer head Stainless Steel Screws Embedment Concrete 2250 psi C90 Concrete Block Depth Shear Tension Shear Tension Anchor Size 3/16' 3/16' 3/16' 1/4' 1/4' C90 Concrete Block Shear Tension 21211 14011 3014 ---- 2791 1434 4304 1' 1 -1/4' 1 -3/4' 1' 1 -3/4' * 2534 X 1124 2814 1 2434 3584 1564 4774 3824 All 3/16' specimens are phillips flat head All 1/4' specimens are torx hex washer head. GENERAL NOTES t 302 4E 3344 3294 4E 156 1624 1344 1) Design toads are based on uitimate loads divided by 4. 2) In order to achieve the design load, a minimum edge distance of 1 -1/2' for 3/16' 0 screw, and 2-1/2' for 1/4' 0 screw shalt be observed. 3) Spacing of anchor shall be 2' in concrete and 3' in concrete blocks in order to achieve the design loads. 4) Anchor installation shall be made in accordance with Hiiti's published In- stallation instructions in the Product Technical Guide. DESCRIPTION t HILTI Kwk Con II screws are made of plain carbon steel galvanized to 8 um (nln.) or stainless steel as shown below, for use with the listed design values Kwik Con II - Phillips Flat Head LJ Kwik Con II - Torx Hex Washer Head rra tJ Kwik Con II - Torx Flat Head IFl zm1c -a4 (i9 ACCEFT.NtEnta • l- . WOW= d 0 BUILDING Ai 87 ENGINEERING a. P.O. Box 13121 g NORM PAM BEACH. -7122 OM (881) 826 -8453 "1 FA& (681) 828 -4885 swan: t n® t FLORA BZ0.f 28116 HILTI, INC. PO BOX 21148 TULSA, OK 74121 HILTI KWIK CON II SCREWS REVISION DATE: DATE: 10 -06 -99 DRAWING 543 -001 —C SCALE: 1" = 1" SHEET NO. 1 OF 1 FOR OFFICE U APPAOYQI A$ coaa1.ram wmi THE SE sato • . 112 CODE DATE ' . 0200D rre PRODUCT DPAStOM =DOW .CODE ACCEPTANCE Bo tt 02 5?-602$, bg OA P-.7; tie ye' c ti t va stirs the tale t ' tt r aztte S c arat es of ly descr ied herein, :has °' recommended fir araeptance by the I iani.t -Dade npitA C,..f ice (I3CCO)::arndc the conditions specified herein BUILDING C 1410 MIT 1603 1363 Cormiacron ICEN 11NG SKCIION (005)3`75.2527 FAX 430) 03.2.5SS CONTRACT OR iti4roecatElErr (305) 575=2966 IrAX Ott) 37 90* IW.OJ) CI' CO1M01, DIVISION itttit 001).3714i39 .d a en s to shed helm, BCC( site or r's tx1 for qua l ty: omit Epproved manner, b3 away :revolt$,. moth !, or .st1 c o r ma real it itt ly. BCCO reserves the right to revoke this appr ai, if it is that this product nr material fails to teat the requirements of .thc . outh Florida prur;t. or ' use; of such pt deftr t b. Building Code. Theexpenseof such'testit% will be incurred;by ter manufacturer.. ts: Code:; forth :ab, e 11101/ VC*: .00;s0cfp104# kind10$011ditilitt. tquit .buitdi geo labia tom he CC ? and appr& County, Florida under t the Build n, condition. set Rtrcctor Miami-Dade County $u tom odc Compliance:: LA. OE • ECOPt. „ ThitTenewsnnd.'rcy., !die: Notiec ot Aceeptame N 00-4913401, which was issued on I P.107/.1140.4t:epproves -wootitattneetors;..at - • fibed iii Section' 1 of thisNoticeor At-dente:loci designed:to comply with :theSotttlt flonda 8u14ing Cb C)4 994 Edition for Miatiti-Datio.Cottaty POrtheibentirtOS WhOto the actual loads es.deterintnott... 0.111Pief.1.4:. debotexceet:thetleSign load indicated in theenona dte. -0Atiettprs:stialtl*ftibricotroltniktmed'in.striot,apmpljangev#It the. rolioNving:idloottrocinst ...„ . • • • • ,.,. • Drawing:NO.4W Bentaltectt 1.4117 :"ET AND SERIEriprepared •Littited EttelPredttotS COrnitany,:„dritedIl)10611)07wititnin:teiisions. The drawings sitall bear the Mituni:.:DadoConety Prodectcentrtti Appnevat stamp withAlie:Notiwof Acceptart.w antaber, and approval date by the Miami-Dade Product Control ivIson 1itcic.cumcnts.hnU itettinafter berefortedloattiteepproved drawings. w [13 PTANCE.NO: 01-0 Ap 0 31.1 ADO* bloloads are ibr oath Sotftbem Yeflow Pine „ Albwable 404 a per A COnsitreetion t91 • 4. I LAtTION • spcifle *W0r4;05-ii.14;01.#0000.•100,0* 1 7i1 ant 014414-tibov;*...WittiOtoti: DesignSpoOffitiatiboo,Tor 4.1 The wood coilnectors `shall be installed in strict COMpihinte with the approved drawings. 5. LABELING 5.1 Each wood connector atoll following•gangue-tut 44 6. BVILDING PERMIT &I Application for BOilding'Pertitit shall tortecompanied by copies of the following: .1,1 This T4otice mice Acceptance upiicate copies ofthc approved drawings as identified -in -Section 2 of this Notice of Acceptance, ticarlyntarked to Silo* the hangers and angles ittletted for the proposed installation: 6.1 do.._quineot required by the Radius orntim or the SPBC, in order to properly evaluate the installation ofthese products, *. . . ArA. pcimancnt 1.14i w411,010...u!.zuntragtwoeszamof or logoi•eity,.Statenedlito :-CrourttyProduct, Contra Approve. Product Corttrol Division tinor Candid() Font, P t 004tenelPtoituel :CO thy: AccErrANcE APPROVED: at of ( EXPIRES: 10940M NOTICE 0 ACCEPTANCESTANDARD CONDITIONS 1„ Renewal ofths AseopioneoOpprovel)411i4 bt,4011S10411*efterlt:retieWrit.ttnigietitiOli. batibeentlied,nott, thettistetil 'submittcd documentatioii, titiliditIttaili. supporting daca, cngiiiecring documents, are Oett:4)(0).... ,y and all approved poducts sliaU bc perrnancnLly labcled :',oititlho.'Hunticnottireetijoinno,.e.ity,„,s. totrOvviittstittententi . ‘,••••:. tintyPioniittet CotittOIMintovie, or as so-unit:it/My Anted tolio'ottifle , tonditiiiniestbieetitniterii. 3. Renewals of Acceptance ',^Mait not be cansidcred 4P., Thete*oft, bop**. change in Pleridoiluilding-COrloinffuOt.i.Ot Ote:-"eviditiOiOtti"Or this product and thc . . ro,..nOt" itii.00MttintiO0*Ith.flib.",.0.0dOetimigt* 'ThP7Prgclook .'JAP.,:,101glir'010,:44IMAPV04.0Otedenrie.100S. thp.;00:04010jyapproVek b) IftiO Aueeptittitelioldet has ner.eampileit wfth all thc requirements ottnit:tieeeptaii*,.litettiditirtbeLeotitet" installation wbo4ortgbudiy.:propurectsignoden4 sealed 410 :required ,documentation it-nuttily submitted is longer pntetiniii thc engincering :i.priofetstneL • 4, Any rotisiOri.Or oho:go* the roatert41 use, and/or manufacture of din product erprooess shall ruirogm,thttgAllYbP 0 ollos.; tbr-terininatien.orditiAoceptanee„. unless- prier written approval haw :boon requestett;(..throug4,theltrit , of levieloatipplientierimiliktipptelifinit fee) ad .:rented by this office. SA Any or tbe following shall okoAqgrolinds for removal or 14..A0-ono:meg: a) 'Lli4atiOntoryperrooneneo of tbio,produecor pittecui by. Misuse ofthis Acccptanco as an cndorsenicnt of any product, for soiOs,.00Ytrtitirfg..: or any 0 lor':PurPosei • . :00tober prootiloO b.y the we -Miami-Dude C nty Pierian, ittitt,tollowetbyAlio InOltetattire. IfritY Portibruor 6 14t)tic.3 .6f At"1114"."'is' " 3 APP:i0444:Agoopi‘oac as welt as npiroved dtov4ogkoolt oOlerifocuoiontsi whcrc ft appkes. shal be psmri lhotifierVitiOnntruitbotuirerserlitiltibibutett aiidbal.I bonvailablesibrinstieetinnenbejaiiiitentetti e„ enobieettieeditot teteidgitteptes, :roti:bozi000toply witfronysectintrofithitAneepinneelholfibbenuseletternibiedottondlemovit GftLucc , TliftNtWee,orAeeefit *...:Ao-.0001.41-0 finites 1,, :ZOO 'no liege .3, • Product, Code. 1-- RT RAFTER Tx tt#it's 1.4 .6A - rant ens ion) FaatOtem 46d ,Alfoarable Lend Down ittoili 1Astrit 132% RTIO 640 1 455 at42. 42" 8 IRT44 44" 10 7 41E16 4:6" 990 '010 14 R120 . 20"' 905 RT22 18 R124 4020 . 4020. 26" 1020 at99.. • It 18 4920 4929 TRT22 4 tt 18 1-020 : 4029 4020 • 66" • . 4029. RT40 40" 10 1020 1020 1020 RT44 : 44" 18 4020 48" 1:8 1020 iCq0 1020 TAITAR TRUSS 0O,DHEIR SERIES i4. 6ALIGE • GENERAL fir)TE., P-ut code. DtmensIon Length Fastener 100*1.5" AllowabtoLead L2 TA 245 TAW/814a 048 16" 6 A 7 870 046 TA20111120R 1040 215 11 • . , 1270 255 945 Notes 1) L1 ar4i10404.04.00:1*.741101. to bentittgustit 2) LZareleadeapOjleirkorperidiaitarto ttnatingmali 0) fOrthatanninbotintOnt Ortista4". 4) --Aticiivabbar:00.t.for 0pm 1,71. and 12 are not tab* combined 5) 141rinnint nail POna1$501.5" 1) 1%0mb:or or faatertera Sittatt egtialk divided betsCnort rgter and s 2) Penetration is assUnt Ad tng':be 1 1/2." tnto wood APR D lti'Zifults_ nit a attgiL.K0894 Mug tUE ins . slang t ACETA10E to, lams& -smta PiralniCrS COMMA* 703 Roat04.6mic..igliimen0*. tea oissica omit 064-1-433 .i41+0 RT. MO TA SERIES 10/06/00 tiftAt. CataiNET.A. , trq,,sek, Inise : . , 1 1 - A et MI�DAIIE q3 (42 'MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery ,MN 56069 Your application for Notice of Acceptance (NOA) of: Face Mount Joist Hangers And Framing Angles under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 3752527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0417.11 EXPIRES: 07/09/2006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIIiiC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/28/2001 Francisco J. Quintana, RA. Director Miami -Dade County Building Code Compliance Office \\ s0450001 \pc2000 \ \templateslnodce acceptance cover page.dot Internet mail address: postmaster @buildingcodeonline.com • Homepage: http : / /www.buddingcodeonline.com ai+ oP ff3 United Steel Products Company. ACCEPTANCE NO: 01- 0417.11 APPROVED: JUN 2 8 2001 EXPIRES: 07/09/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 98- 0421.06, which was issued on 07/09/98. It approves wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. JUSIJA/MP, sheet 1 of 1, titled "Face Mount Joist Hangers and Framing Angles", prepared by United Steel Products Company, dated 04/06/01 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIM TATIONS 3.1 Allowable loads are for Douglas Fir or better with a specific gravity of 0.50 and moisture content of 19% or less. 3.2 Allowable loads are based on testing per ASTM D1761 and calculations per National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. 4. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". . 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. 2 • Candido Font, PE, Sr. Product Control Examiner Product Control Division • • United Steel Products Company. q5 ctPl13 ACCEPTANCE NO.: 01- 0417.11 APPROVED: JUN ZI2001 EXPIRES: 07/09/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test - supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Fon PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE 3 q(4) oP lO 41110 United Steel Products Company. ACCEPTANCE NO: 01- 0417.11 APPROVED: JUN 2 8 2001 A 1. EXPIRES: 07/09/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS (For File ONLY. Not part of NOA) DRAWINGS Drawings prepared by United Steel Products Company, titled "Face Mount Joist Hangers and Framing Angles ", Drawing No. JUS /JA/MP, sheet 1 of 1, dated 04/06/01 with no revisions, signed and sealed by T. A. Kolden, PE. B TEST Test reports on wood connectors per ASTM D1761 Muschinske, PE. Report No. Wood Connector 1. 3013 -71 -5327 JUS Series 2. 3013 -71 -5327 JA Series 3. 3013 -71 -5327 MP Series by Maxim Technologies Inc., signed and sealed by S. L. Direction Upward & Down Upward & Down Upward & Down Date 03/06/98 03/06/98 03/06/98 C CALCULATIONS 1 JUS Series Calculations prepared by T. A. Kolden, signed and sealed by T. A. Kolden PE on 04/10/2001. D STATEMENTS 1. No Financial Interest & Code Compliance letter issued by Thomas A. Kolden, PE., signed by T.A. Kolden, PE. and notarized on 03/19/98 by M. E. Steinhouse. 2. Merger Documents issued by the State of Minnesota on 02/14/200 and signed by the Secretary of State, M. Kiffineyer. Candido Font, PE, Sr. Product Control Examiner Product Control Division El b a CONNECTERS ■•I N F 6S .. x r .. x v4 x a M x N r .. x M .. x n 1 N N 0, w Q N N w .4 M M 4 N a 1- • CO N M 9 Z 11 W a 6 F' d l7 DC 0 iz ARE OSce 3n 8 d L. 6` .x0 1,..x HP! fi 112111 gill lEIRIIEIRMI umummai 1 1 1 1 1 1 1 1 1 1 1 1 1 r O 40 N r r 4040 01 '1' r t0 a 1 1 1 1 1 1 1 1 1 1 1 1 10M M **009 *00)S M .1 .1 H H. H H N N N .1 N .4.4.4.4 N N H.4 .1..i N N N M M A I M M A I M M I L I M M O I M aaaa...�a��s N0tgMMnTOopgNawmg MS M M M M M M M M r r r ra r 2422224 . m 7 4 4 .7 a roll MMMI�tlM 111 Mi 11 b a CONNECTERS ■•I N F 6S .. x r .. x v4 x a M x N r .. x M .. x n 1 N N 0, w Q N N w .4 M M 4 N a 1- • CO N M 9 Z 11 W a 6 F' d l7 DC 0 iz ARE OSce 3n 8 d L. 6` .x0 1,..x HP! fi MIAMI:DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) qg of U3 MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, Su1TE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product. Control Division (In Miami. Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors HLPTA75. APPROVAL DOCUMENT: Drawing No.MD0503, titled "HLPTA75" sheet 1 & 1, with no revisions, dated 05/05/03, prepared by United Steel Products Company signed and sealed by R. W. Lutz, PE, bearing the Miami - Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval 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 be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by C : ;+:. Font PE. NOA No: 03- 0508.04 Expiration Date: November 20, 2008 Approval Date: November 20, 2003 Page 1 qq 1l3 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by United Steel Products Company, titled "HLPTA75 ", Drawing No. MD0503, sheets No. 1 & 1, dated 05/05/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Test reports on wood connectors per ASTM D1761 by Stork Twin City Testing Corporation, signed and sealed by J. D. Lee PE. Report No. Wood Connector Direction Date 1. TCT # 033047 HLPTA75 Parll, Perp & Up 04/29/03 C , CALCULATIONS Report of Design Capacities prepared for United Steel Products Co. Product Model No. of Pages Date Signature 1. HLPTA 1 through 3 05/01/03 R. W. Lutz, PE D QUALITY ASSURANCE 1. 11iami Dade Product Control Division. E STATEMENTS 1. No interest letter issued by United Steel Products Co, on 04/02/03, signed & sealed by R. W. Lutz, PE and notarized by K. L. Kozlowski 2. Code compliance letter issued by United Steel Products Co on 04/02/ signed and sealed by R. W. Lut PE. E -1 Can do F. Font PE. Sr. Product Control Examiner NOA No 03- 0508.04 Expiration Date: November 20, 2008 Approval Date: November 20, 2003 ._- ill �1 1!Z , # Fl GROUT FILLED (C -90) ° ° ° 0 ° °° , 0 W% CONCRETE TYPE S BLOCK MORTAR 0 ° ° 0 °° 0 ° ° e° k% 111111111111.4 filickil 4A0. -31tf -,A # a a 401111,0 i. %%■ HLPTA75 461. WALL REINFORCING REQUIRES UPLIFT (1) #7 BAR @ CENTER OR+ (2) # 5 BARS @ SIDES. (SEE SECTION 2121.2.3 DF THE FLORIDA BUILDING CODE) L 2 HLPTA75 L 1 ,--.. ' TIE BEAM REQUIRED PER SECTION 21212.3 1., 18 GAUGE GALVANIZED (TYP) DF FLORIDA BLDG. CODE PRODUCT CODE DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W1 W2 H1 H2 TRUSS SEAT • L1 L2 UPLIFT HLPTA75 7 3/8 1 9/16 5 1/8 9 9/16 (20) 10d X 1 -1/2 (2) 10d X 1 -1/2 1860 1715 2125 1-a; •fe.::t m trxe;:yieg with the GE \ERAL. \ETES «._�:` t: °. 1) STEEL SHALL CONFORM TD ASTM A653 .� ='�� Cmond STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING DF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITIDN. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER). LL TEST PERFORMED IN ACCORDANCE WITH ASTM D1761. 5) MINIMUM 2000 PSI GROUT, 6) PENETRATION IS ASSUMED TO BE 1 1/2' INTO WOOD. BETWE &RAFTER & STUD. 1 : -' /� UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE <507) 364 -7333 NAME] HLPTA75 DATE 5/5/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET 1 OF 1 DWG. #7 MD0503 MDADE MIA M l'DADE la t ck 113 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Hilti, Inc. 5400 S. 122nd E. Ave. Tulsa ,OK 74146 BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET. SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONT'RACT'OR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 Your application for Notice of Acceptance (NOA) of: HIT HY -150 Adhesive Anchoring Systems under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. I f this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 1119.03 EXPIRES: 01/07/2007 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 01/10/2002 \\ s045000I \pc2000 \\templateslnotice acceptance cover page.dot Internet mail address: postmaster @buildingcodeonline.con) Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office Homepage: http : / /www.buildingcodeonline.com • Hilti, Inc. ACCEPTANCE NO: 01- 1119.03 APPROVED: JAN 1 0 2002 EXPIRES: 01/07/2007 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 98- 0731.02 that was issued on 01/07/1999. It approves an adhesive anchoring system as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the allowable load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Hilti Hit HY 150 injection adhesive anchor shall be fabricated and used in strict compliance with the following documents: Drawing No 543- 002 -B, titled "Hilti Hit HY 150 Injection Adhesive Anchor", prepared by Hilti, Inc., dated 11/12/98 sheet 1 of 1, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for of 3000 psi. compressive strength concrete and grouted concrete masonry units per ASTM C -90. 4. INSTALLATION 4.1 The adhesive anchoring system shall be .installed in strict compliance with the product technical guide published by Hilti, Inc. 5. LABELING 5.1 Each box and container of adhesive anchoring system shall have a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. 2 • Candido Font, PE, Sr. Product Control Examiner Product Control Division 103 olr 1(3 • Hild, Inc. ACCEPTANCE NO: 01/1119.03 APPROVED: JAN 10 2002 • • EXPIRES: 01/07/2007 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test - supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and /or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE 3 • • HILTI HIT HY 150 Injection Adhesive Anchor Description: It is a chemical anchor system consisting of a hybrid adhesive and a threaded rod. The adhesive is identified as HIT HY 150, injection dispensed from o compressible side by side refill pack through a static— mixing nozzle. The threaded anchor rod used in this approval are HILTI Super conforming with ASTM A193, Grade B7. ALLOWABLE LOAD ANCHOR EMBEDMENT 3000 PSI CONCRETE GROUTED CMU SIZE DEPTH SHEAR TENSION SHEAR TENSION 3/8" 1/2" 5/8" 3/4" 1" 3 -1/2" 4 -1/4'" 5" 6 -5/8" 8-1/4" 1778 2924 5029 7397 8390 1481 2669 4675 6491 10168 1764 2780 2422 1392 2642 3793 1) In order to achieve the allowable load, a minimum edge distance of 1.5 E and a minimum spacing of 1.0 E shall be observed. "E" equal to embedment. 2) Allowable loads are equal to ultimate Toad divided by 4. 3) Concrete block grout shall have a compressive strength of 2000 psi. 4) Anchors used are threaded rods complying with ASTM A193 Grade B7. PERCENT LOAD 120.0% 100.0% 80.o% 60.0% 40.0% 20.0% 0.0% HY — 150 PERCENT LOAD VS. TEMPERATURE* 0 50 100 150 DEGREES P 200 250 * The percent load is based upon Toad at the control temperature of 70' F. 1) Anchor installation shall be made in accordance with Hilti's published installation instructions in the Product Technical Guide. • 2) Adhesive performance is affected by the temperature of the environment. See curve in order to adjust allowable Toads. PRODUCT RE!E AccErramme. vantcraN .:,�4NcohPi,L4 cstR+ n y ENGINEERING Pa. 8": 13181 760 OB ID411V4T 1, NO= 801 NOM PALM H&iCH. r1. 39406 .1 0PC 61 6ES -H!65 rM tai 303-.4 ao noVma Rom 24119 HILTI, INC. PO BOX 21148 TULSA, OK 74121 HILTI HIT HY 150 INJECTION ADHESIVE ANCHOR REVISION DATE: DATE 11 -12 -98 DRAWING 543 -002 -8 SCALE: 1" = 1" SHEET NO. 1 OF 1 FOR OFFICE USE VOWED; "`7, COMPiY;ND MIN THE SCUD( TIMOR SUitD 5 CODE ��q E '30UUCt CONTROL ODOUR TUMID CODE COMPLIANCE OFFICE $CE'TmNCE NO V- 0131.09. cy M I A M 1•DA[)E BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: to a 03 MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAMER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375-2908 This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors EHUH & UH Series. ip APPROVAL DOCUMENT: Drawing No.MD0603A, titled ` EHUH SERIES & UH SERIES" sheet 1 & 2, with no revisions, dated 06/09/03, prepared by United Steel Products Company signed and sealed by R. W. Lutz, PE, bearing the Miami Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval 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 be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #00- 0822.01 and consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by Candi;Font PE. • /2/3 NOA No: 03- 0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 Page 1 United Steel Products Company. A 1. ,NOTICE OF ACCEPTANCE: EVIDENCE PAGE DRAWINGS Drawings prepared by United Steel Products Company, titled "EHUH SERIES & UH SERIES ", Drawing No. MD0603A, sheets No. 1 & 2, dated 06/09/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Test reports on wood Caudel, PE. Report N�. 1. PT # 96 -0904 2 PT # 96 -0905 3 PT #96 -0907 2. PT # 96 -0901 3. PT # 96 -0902 4. PT # 96 -0903 5. PT # 96 -0908A 5. PT # 96 -1009A 6 PT # 96 -1015 connectors per ASTM D1761 by Kleinfelder, signed and sealed by C. R. Wood Connector UH 26 UH 28 UH 210 ST 201 ST 201 ST2 -202 EHUH 26 EHUH 28 EHUH 210 Direction Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up C CALCULATIONS . Report of Design Capacities prepared for Hughes Manufacturing., Inc, Product Model No. of Pages Date 1. EHUH Series 1 through 24 02/28/96 2 UH Series 1 through 27 12/15/96 3 ST Series 1 through 15 12/15/96 Date 09/30/96 09/30/96 10/02/96 09/30/96 11/05/96 11/06/96 11/06/96 01/29/97 03/04/97 Signature T. F. Devening, PE T. F. Devening, PE. T. F. Devening, PE D STATEMENTS 1. No Change letter issued by United Steel Products Company. on 04/26/00 and signed by R. C. Brunson. 2. No interest letter issued by Thomas F. Devening Consulting Engineer, on 01/28/97, signed and sealed by T. F. Devening, PE. 3. Certificate of Merger between Hughes Manufacturing Inc. and United Steel Products Co. by The Secretary of the State of Minnesota, on 02/14/2000 E -1 C dido F. Font PL Sr. Product Control Examiner NOA No 03- 0611.05 Expiration Date: August 21,2008 Approval Date: October 2, 2003 i13 • • • EXTRA HEAVY CONNECTOR 14 GAUGE UPLIFT PRODUCT CODE JOIST SIZE DIMENSIONS FASTENER DESIGN LOADS W H A HEADER JOIST DOWN UPLIFT EHUH262 2X6 1 5/8 5 1/4 3 1/2 20 -16d 10 -10d X 1 1/2 2385 1200 EHUH26Ne 2X6 1 5/8 5 1/4 3 1/2 20 -HN20A 10 -HN20A 3160 1730 EHUH282 2X8 1 5/8 7 1/4 3 1/2 28 -16d 14 -10d X 1 1/2 3470 1845 EHUH28N2 2X8 1 5/8 7 1/4 3 1/2 28 -HN20A 14 -HN20A 4110 2515 EHUH2102 2X10 1 5/8 9 1/4 3 1/2 32 -16d 16-10d X 1 1/2 3965 2110 EHUH210N2 2X10 1 5/8 9 1/4 3 1/2 32 -HN20A 16 -HN20A 4700 2875 EHUH26 -2 (2) 2X6 3 1/8 5 3/8 3 1/2 22 -16d 11 -10d X 1 1/2 2875 1690 EHUH26 -2N <2) 2X6 3 1/8 5 3/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 EHUH28 -2 (2) 2X8 3 1/8 7 3/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH28 -2N <2) 2X8 3 1/8 7 3/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH28 -3 (2) 2X8 5 1/8 6 13/16 3 1/2 40 -16d 16 -10d 5190 2645 EHUH28 -3N <2) 2X8 5 1/8 6 13/16 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH210 -2 (2) 2X10 3 1/8 9 3/8 3 1/2 40 -16d 16 -10d 5190 1645 EHUH210 -2N <2) 2X10 3 1/8 9 3/8 3 1/2 40 -HN20A 16 -HN20A -5335 2850 EHUH46 4X6 3 9/16 5 1/8 3 1/2 22 -16d 11 -10d 2875 1690 EHUH46N 4X6 3 9/16 5 1/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 EHUH48 4X8 3 9/16 7 1/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH48N 4X8 3 9/16 7 1/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH410 4X10 3 9/16 9 1/8 3 1/2 40 -16d 16 -10d 5190 2715 EHUH410N 4X10 3 9/16 9 1/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 NOTE 1.) PENETRATION OF FASTENER IN HEADER IS 2° FOR 16d NAIL & 1 3/4' FOR HN20A NOTE 2.) PENETRATION OF FASTENER IN JOIST IS 1 1/2' GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 331 U. O. N. 2> FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 337.. FOR WIND LOAD CONDITIONS. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. 000 000 0 kw:NO vL C074044* en Fxvi® Dee NOMA Muni Dodo Division EHUH26 -2 SHOWN NTS UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN, 56069 PHONE (507) 364 -7333 NAME= EHUH SERIES DATE' 6/9/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET, 1 OF 2 DRAWING NO. MD0603A MDADE • • UH28 SHOWN UPLIFT JDIST HANGER U -TYPE 18 GAUGE PRODUCT CODE JOIST SIZE DIMENSIONS FASTENERS DESIGN LOAD A B H W V HEADER JOIST 16d UPLIFT T 100d P 20d UPLIFT UH210' 2X10 3 1 9 1/4 1 5/8 3 3/4 16 5 2320 900 2800 1440 UH24' 2X4 3 1 3 1/4 1 5/8 3 3/4 4 2 580 - - -- 700 - - -- UH26' 2X6 3 1 5 1/4 1 5/8 3 3/4 8 3 1160 720 1400 785 UH28t 2X8 3 1 7 1/4 1 5/8 3 3/4 12 4 1740 735 2100 1110 UH36 3X6 3 1 4 3/4 2 5/8 4 3/4 8 3 1160 - - -- 1400 700 UH46 4X6 3 1 5 1/4 3 5/8 5 3/4 10 3 1450 - - -- 1750 700 NOTES: 1. NAILS ON JOIST SHALL BE LONG ENOUGH TO BE DRIVEN THROUGH BOTH PLATES & CLINCHED. 2. PENETRATION OF FASTENERS IN HEADER & JOIST SHALL BE 2' FOR 16d NAILS & 2 3/8° FOR 20d NAILS. GE \ERAL 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 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 337. FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. 4pm:red as rwmp yang MIST! tie ier6E4a Eesk i�1. Date O Z 10 3 NoA# 60 Miami Dade.�-� eta Division ✓ : UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME; UH SERIES DATE= 6/9/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET' 2 OF 2 DRAWING NO. MD0603A MDADE MIAMFDADE (O 1 o R3 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Hilti, Inc. 5400 S. 122nd E. Ave. Tulsa ,OK 74146 BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 373 -2902 FAX (305) 372 -6339 Your application for Notice of Acceptance (NOA) of: Hilti Kwik Bolt -II Concrete Expansion Anchors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 1001.03 EXPIRES: 11/04/2006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 12/13/2001 \\s0450001 \pc2000 \\templates \notice acceptance cover page.dot Internet mail address: postmaster @buildingcodeonline.com Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office Homepage: http : / /www.buildingcodeonline.com • Hilti, Inc. • lin of its ACCEPTANCE NO: 01- 1001.03 APPROVED: DEC 1 3 21301 EXPIRES: 11/04/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 98- 0901.13 which was issued on 01/20/99. It approves concrete anchors as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the allowable load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Hilti Kwik Bolt II shall be fabricated and used in strict compliance with the following documents: Drawing No. 543- 003 -A, titled "Hilti Kwik Bolt II Mechanical Expansion Anchor for concrete and Masonry Elements ", prepared by Hilti, Inc. dated 11/12/98 with no revisions, sheet 1 of 1, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for 3000 psi compressive strength Concrete and Grout Filled Concrete blocks per ASTM C90. 4. INSTALLATION 4.1 The concrete anchor shall be installed in strict compliance with the installation instructions published by Hilti, Inc. 5. LABELING 5.1 Each concrete anchors shall have a mark identifying the manufacturer and each box of anchors shall have a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font, PE, Sr. Product Control Examiner Product Control Division -2- . Hilti, Inc. tu of 113 ACCEPTANCE NO: 01- 1003.01 APPROVED: DEC 1 3 2001 EXPIRES: 11/04/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test- supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- Hilti, Inc. ita of 1V3 ACCEPTANCE NO: 01- 1001.03 APPROVED: DEC 1 3 2001 EXPIRES: 11/04/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS (For File ONLY. Not part of NOA) A DRAWINGS: 1. Drawings prepared by Hilti, Inc, titled "Hilti Kwik Bolt II Mechanical Expansion Anchor for Concrete and Masonry Elements ", Drawing No: 543- 003 -A, dated 11/12/98, sheet 1 of 1, with 110 revisions, signed and sealed by T. E. Lunn, PE. B TEST: 1. Test Report on Corrosion testing of fasteners prepared by Center for Applied Engineering, Inc., Job Number 257322 -PS, dated 07/10/95 and signed by D. M. Moyer. 2. Test Report on Static Tension and Shear prepared by Southwest Inspection & Testing, Test report NO. QA8001B, dated 06/19/98, signed and sealed by R. L. Hess, PE. C CALCULATIONS: N/A D MATERIAL CERTIFICATIONS: N/A E STATEMENTS: 1. Letter of No financial Interest, prepared by Hilti, Inc., issued on 08/13/97, signed by T. Lippert and notarized on 08/15/97. 2. Letter of No change issued by Hilti, Inc., on 11/15/2001 and signed by T. Haanen. Candido Font, PE, Sr. Product Control Examiner Product Control Division E1 • • DESCRIPTION : HILTI Kwik Bolt 11 is o stud type expansion anchor with a single piece wedge which exponds in concrete and CMU when torque is applied. They are supplied with a nut and washer. r MATERIAL CHARACTERISTICS; Carbon steel studs conform to ASTM A510 with chemical composition of AISI 1038. Wedges arer manufactured from AISI 1010 carbon steel. Nuts are carbon steel conforming to ASTM A563 Grade A and meet dimensional requirements of ANSI 818.2.2. Washers are made from carbon steel conforming to SAE 1005 -1033 and meeting dimensional requirements of ANSI 18.22.1 Type A plain. DESIGN VALUES : Dia. Min. Embed. (in.) (in.) 1/4 2 3/8 2 -1/2 1/2 3 -1/2 5/8 4 3/4 4 -3/4 1 6 GENERAL NOTES : 3000 psi CMU Grouted Tension Shear Tension Shear • 587 544 - - 1154 1311 753 1288 2041 1962 1117 2268 2925 3826 1629 2850 3687 5782 - - 5460 10379 - - 1) Design values in pounds are equal to ultimate Toad divided by 4. 2) Edge distance shall be 1.5 times the minimum embedment and center to center distance shall be 2.0 times the minimum embedment. 3) Anchor installation shall be mode in accordance with Hilti's published instal- lation instructions in the Product Technical Guide. PROD BCi LiiIuaI D%ISW1 BURDIID CDOE COMPUTAICE OFFICE ACCEPTARCE 110 .0k-1031 U 3 ENGINEERING • P.O. amt 13181 4e0 UP mann 1. at= 801 MI= PAW MAI M. 83408 . Net 881 fie' rm estr oi IMAM F" PIARIDI 883.e 81111e 411:4 HILTI, INC. PO BOX 21148 TULSA, OK 74121 HILTI KWIK BOLT 11 MECHANICAL EXPANSION ANCHOR FOR CONCRETE AND MASONRY ELEMENTS REVISION DATE: DATE: 11 -12 -98 DRAWING 543 -003 —A SCALE: 1" = 1" SHEET NO. 1 OF 1 FOR OFFICE USE APPROVED AS COMPLYING WITH THE SOUR! FLORIDA BUILDING CODE SA T?N 1 31. °RODUCT CONTROL DIV.S ON KIDDING CODE COMPLIANCE OFFICE *cC PTANCE Her -oqo 1. (3 BUILDING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RiEdM ED PERMIT APPLICATION 421 1 0' 2005 FBC 2001 � h Permit No. L [aster Permit No. e P Ds Permit Type (circle): Building Electrical ( Plumbing , Mechanical Roofing 3•• -7St% — -+cL Owner's Name (Fee Simple Titleholder) tr‘PteLV.,- ' v, Phone # SoS ..\-s\ Th„eltt3 Owner's Address ZG'1Q t.,1 ' G...- t,ii21. RaC'.Q k" City ("NNW. Irteo&1C,SS State "t_, Zip 3-111a Tenant/Lessee Name Phone # 3©5 '7 S t -1'1 La Job Address (where the work is being done) 3`10 N t ■3 S'r2ee.kr- City Miami Shores Village County Miami -Dade Zip -3 sae Is Building Historically Designated YES NO �-- Contractor's Company Name R Y Wig PL 1! M, 6) ) Phone # 11 Z 3gi• 44 'QS. Contractor's Address ' 24 Q S Lt! 4 ca- City PLAN r (TS O Al State Pt- Zip 33 V13-• Qualifier 70re-fit- M-0174-Al State Certificate or Registration No. Certificate of Competency No C C )4 24S-93 Architect/Engineer's Name (if applicable) � '� 1 Phone # 3P6 " Z,3, $ Value of Work For this Permit 2. n( ©* Square Footage Of Work: Type of Work: Addition ❑Alteration [New ❑ Repair/Replace .❑ Demolition Describe Work: KI ew pit /i p/ ,, ecksl�. �ii * * * * * * * * * * * * * * * * * * * * * * * **** Fees * ** *,t *,�*** * * * * * * * * * * * * *** ** ** Submittal Fee $ Permit Fee $ O �� CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to " the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this 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 reirispection fee will be charged. Signature Owner or Agent _. The foregoing instrument was acknowledged before me�t this s, 7 day of M ,,, 200S, by ((\a )A who is known to me or who has produced As identification and who did take an oath. NOTARY/ B .IC: i Sign : Prin My Commission Expires: * * * * * * * * *r * * *ae* ** * f ~' S. Commission # Dbtffitt <= Expires: Dec. 7. 2007 • 0• f. Aaron Notary APPLICATION APPROVED BY: Chc 05/13/03 Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 OS by 24,90\ V ►* • who is personally know to me or who has produced as identification and who did take an oath. NOTARY PUBLIC• Sign: Print: My Commis Tres: Expires: ires: Dec. 7, 2007 '•,;�' Ci mod:•' Aaron Notary '+nw►+►• 140043504 ****************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Plans Examiner Engineer • Zoning Miami Shores Village 10050 NE 2nd Avenue Plumbing Permit Phone: 305- 795 -2204 Permit Number: PL2005 -187 Printed: 10 /18/2005 Page 1 of 1 Applicant: MARK HUMBLES Owner: HUMBLES MARK JOB ADDRESS: 390 NE 103 ST Contractor RYDAN PLUMBING INC. Local Phone: Parcel # 1132060134980 Contractor's Address: 4632 NW 8 TERR Legal Description: MIAMI SHORES SEC 1 AMD PB 10-70 LOTS 1 & 2 BLK 37 LOT SIZE 102.020 Fees: Description Amount FEE2005 -13711 Building Fee $180.00 FEE2005 -13712 CCF $1.20 FEE2005 -13713 Training and Education Fee $0.40 FEE2005 -13714 Technology Fee $4.50 FEE2005 -13715 Scanning Fee $6.00 Total Fees: $192.10 Total Fees: $192.10 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 12/7/2005 Construction Value: $2,000.00 Work: NEW PLUMBING FOR PROPOSED ADDITION Signed: (INSPECTOR) \60, In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795.2204 Fax: (305)756 -8972 Inspection Date: 12114/2005 Inspector: Perez, Jan Pierre Owner: MUMBLES, MARK Job Address: 390 103 Street NE P4hami Shores V'ill�i+p�e FL 33138- Project: ' NONE> KOOL ZONE AIR CONDITIONING CONTRACTOR De • artment Comments Contractor: Buildin Block: Permit Type: Imported Permit Inspection Type: Machannical Work Classification: Mechanical Phone Number Parcel Number 1132060134980 Lot: Phone: 305 - 553.9494 Inspector Comments Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional inspections can be scheduled until re-inspection fee is paid, Wednesday, December 14, 2005 Z0 /T0 39Vd 1d31 9Q1S Vi'Ir11N3A ' Page 2 of 2 6t'68991750E LT :60 900ZfL6IZT 67689917902 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 T 5.2204' Fax: (305) 756.8972 BUILDING PERMIT APPLICATIO FBC 2001 Permit No. One 0'S "" \ L Master Permit No. CM) ® `fin 15"' Permit Type (circle): Building Elec cal Plumbing Owner's Name (Fee Simple Titleholder) ,�t'��`-.S Owner's Address 3 S 0 �% i. i 3 ''--�' 1 Cit$ ∎AAA\ %� \OE5 State 'lFt.e. Zip TenantiLessee Name Phone Job Address (where the work is being done) '3� ® (1° E k 0 City Miami Shores Village County P4iami -Dade Is Building Historically Designated YES NO °e.. va sc 17� . Zip • Contractor's Company Name L s'Ve.. Pt, L Cc p Phone # 3c5 °-S53 — q 4 ct 4f Contractor's Address 1 L - S) 25 S'cft, '° . City 't"`N Qualifier 0SC t\� State State Certificate or Registration No. g �� et .0 1 loci l.&S Certificate of Competency No • = $ " —13 Architect/Engineer's Name (if applicable) �Lt . C- A"AN>L € ,k Phone # $ Value of Work For this Permit Z3 Type of Work: dition Describe Work: DAlteration DNew Square Footage Of Work: D Repair/Replace 0 Demolition * * * * * * ** Submittal Fee $ Permit Notary $ Training/Education Fee $ **:Lse *** * * Fee$ * * * * * * * * * * ** * * *� CCF $ Technology Fee $ CO /CC. Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 A14F1DAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Owner or Agent 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. Signature Contractor The foregoing instrument was acknowledged before me this , day of , 20 by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Chc 05/13/03 NOTARY PUBLIC: Sign: Print My Commission Expires: * * * * * * * * * * * * * * * * * * * * * * * * ** ************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *K2--6) Lt 3Dir. Plans Examiner Engineer Zoning Residential Cooling and Heating Load Calculations Based om ASHRAE 1997 Handbook oP Fundamentals Chapter 27 REYES GAVILAN Consutiing Engineers,Inc. 16252 N.W. 79 Ave Miami Lakes, JOB Name: HUMBLES Fl 33016. Tei:(305) 8e8-5205 Address: 3' o N.E. 103RD ST. MIAMI SHORES, FLORIDA Date: 11/22/05 Unit/ Area served: AIR -1 Calculated by. A.M. Checked by R.G. HEM N. Glass 37 x x = 3922 NE. Glass 66 x x0;;:,:,: = 0 .................. ................. E. Glass x 37 x 4144 SE. Glass 82 x x0 = 0 ................. S. Glass x 37 x 3256 S. Glass 82 x x0,,,,,,: = 0 ................. .................. W. Glass 91 x x = 819 ................. .................. ................. NW. Gass 66 x x = 0 Hor. Glass x x = 0 T. Glass area = 315 Subtotal = 12141 SOLAR SHADE T. AREA BTU/HR . M AT U N. Wall 14 x 03 NE. Wall 0 x E. Wall 24 x 0.3 x': SE. Wall 0 x x S. Wall 17 x 0.3 x SW. Wall 0 x x W. Wall 24 x 03 NW. Wall 0 x x Knee wall x x T. Wall Area= 1775 Subtotal T. AREA 1'1);M AT U T. AREA BTU/HR ITEM BTU/Unit .................. ................. Partition 13 x 0.09 x = 397.8 People 230 ................. .................. ................. Roof 48 x 0.05 x = 4680.0 Kitchen 1200 .................. ................. .................. Floor 13 x 0.05 x < ! = 1267.5 InfiL/Vent. = 1.1xQxDT Ceiling x x = 0.0 Miscellaneous Subtotal = 6345 TOTAL SENS. GTH --TOT. SENS. x 13 = 33968 Btu/Hr = 44158 Btu/Hr TONS HEAT LOSS USE 11'EM T. AREA LET U BTU/HR Cfm Walls 1775 x 27 x 0.3 = 14377.5 Sq.FL/T .................. ................. Roof x 27 x 0.05 = 2632.5 CFM/sq.ft Floor jib:::::: x 27 x 0.05 = 2632.5 ................. .................. ................. Glass 315 x 27 x 1.1 = 9355.5 Ventilation = 1.1xDTxr= 1.1 x 27 x 132.6 = 3938.2 Partition 340 x 27 x 0.09 = 826.2 TOTAL 33762.4 Bt&hr KW 9.9 Kw Q= ARCHxVOLJ60= 0.48 x 16575 / 60 = 132.6 .................. ................. Area A/C= Volume A/C= 1 x 8.5 = 16575 CO. ft. 3.7 BTU/HR = 2746.8 = 0.0 = 2721.6 - 0.0 = 2050.2 = 0.0 = 2455.2 - 0.0 • 0.0 = 9974 BTU/HR = 920 = 1200 = 2187.9 487.5 0.8 • FORM 600A-2001 FLORIDA ENERGY EFF FOR BUILDING CON Florida Department of Cora Residential Whole Building Performance Method A Project Name: Address: City, State: Owner. Climate Zone: HUMBLES RESIDENCE FENCEnev1 390 N.E. 103 RD STREET MIAMI SHORES, Fl 00000 -0000 South Builder. Pernating Office: MIAMI Permit Number. Jurisdiction Number. 232600 1. New construct or existing 2. Sing tnrm"ly or multi-family 3. Number of units, if m ulti$farnily 4. Number of Bedrooms 5. Is this a worst ease? 6. Conditioned floor area (lj 7. Glass area & type a Clear glass, default U4actrr b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab-On -made Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int instil, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Can. Ret: Unc. AH: Interior b. N/A Addition Single family 3 No 1950 ftz Single Pane Double Pane 315.0f 0.0tt — 0.0 Sz 0.0 8' — 0.0 8z 0.08= It1.0, 20I.0(p) ft — R=3.2,1775.01P — R -19.0, 1950.0 flP — Sup. 11.6.0, 25.011 — 12. a:t''le : systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water a. N/A b. N/A c. Conservation credits (BR-Heat recovery, Solar DHP heat Pia I5. HVAC credits (CF- Ceiling fare, CV -Cross ventitatien, 11F-W louse faa, PT-Programmable Thermostat, MZ-C-Mulliame cooling, 1 I1<Mait ne beating) Glass!Aoor Area: 0.16 Total as -built points: 20962 Total base points: 24255 PASS that the plans and specifications covered on are in compliance with the Florida ED BY;/eLv' dee. g+ *-- 4s I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be irk for compliance with Section 553. Florida Statutes. BUILDING OFFI DATE: rage® Fi RCPB v3.30) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Budding Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, FI, 00000 -0000 PERMIT #. BASE AS- BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type/SC Overhang Omt Len Hgt Area X SPM X SOF = Points .18 1950.0 32.50 .5 Since, Ciaar Single, Clear Single, Clear Single„ Char As - Built Total: N 4.0 E 4.0 S 4.0 W 4.0 6.0 6.0 6.0 6.0 106.0 112.0 88.0 9.0 315.0 36.46 78.71 66.93 70:53 0.79 0.65 0.60 0.67 3037.2 5704.8 3518.2 422.1 12682.3 WALL TYPES Area X BSPM = Points Type R Value Area X SPM = Points Adjacent Exterior 0.0 0.00 0.0 1775.0 2.70 4792.5 Base Total: 1775.0 4792.5 Concrete, Int beet, Eximicr As -Bolit Total: 32 1775.0 1775.0 2.63 4668.3 4868.3 DOOR TYPES Area X BSPM = Points. Type Area X SPM = Points Adjacent Exterior Base Total: 22.0 260 22.0 6.40 572 140.8 198.0 Adjacent Wood Exterior Insulated As -Built Total: 222.0 22.0 44.0 3.80 6.40 83.6 140.8 224.4 CEILING TYPES Area X BSPM = Points Type R Value. Area X SPM X SCM = Points Under Attic 19500 Base Total: 1950.0 2.80 5460.0 5460.0 Under Attie As-Built Total: 19.0 1950.0 3.72 X 1.00 1950.0 7254.0 7254.0 FLOOR TYPES Area X BSPM = Points Type R Value Area X SPM = Points Slab Raised Base Total: 201.0(is) -20.0 - 4020.0 0.0 0.00 0.0 -4020.D Slab -On -Grade Edge Insulator' As -Built Total: 0.0 201.0(p -20.00 201.0 - 4020.0 - 4020.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 1950.0 18.79 36640.5 1950.0 18.79 36640.5 EnergyGauge9 DCA Form 600A -2001 EnergyGaugeOlFlaRES2001 Ft.RCI B v3.30 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 390 N.E. 103 RD STREET, IAMI SHORES, FI, 00000 -0000 PERMIT #: BASE AS- BUILT Summer Base Points: 54478.5 Summer As -Built Points: 57449.4 Total Summer X System = Cooling Points Multiplier Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHD) 54478.5 0.4266 23240.5 57449.4 1.000 (1.004 x 1.165 x 0.90) 0.284 1.000 17185.5 57449.4 1. a' 1.053 0.284 1.000 17185.5 EnergyGauge'"m DCA Rim -2001 En yGaugetiFlaRES2001 FLRCPB v3.30 • FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: EnergyGauge8) DCA Form 600A-2001 EnengyGauge0/F1aRES2001 FIROPB V3.30 BASE 1 AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points , Floor Area Overhang TypelSC Ornt Len Hgt Area X WPM X WOF = Poin .18 1950.0 2.38 828.4 Single, Clear Single, Clear Single, Clear Single, Clear As-Bullt Total: N 4.0 6.0 106.0 6.03 097 E 4.0 6.0 1121) 4.77 187 S 4.0 6.0 88.0 4.49 1.22 W 4.0 6.0 9.0 5.49 1.02 315.0 623.1 570.6 481.1 50.2 1725.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 1775.0 0.60 1065.0 1775.0 1065.0 Concrete, Int inset Exterior As-Bulit Total: 32 1775.0 1775.0 1.17 2076.8 2076.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior Base Total: 22.0 1.30 28.6 2a0 1.80 39.6 44.0 68.2 Airjammt Wood Exterior Insulated As-Bultt Tolal: 22.0 22.0 44.0 1.90 1.80 41.8 39.6 81.4 CEIUNG TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Altic Base Total: 1950.0 0.10 195.0 1950.0 195.0 Under Attic As-Bullt Total: 19.0 1950.0 0.14 1950.0 X1.00 273.0 273.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab Raised Base Total: 201-064 -21 -422.1 0.0 0.00 0.0 -422.1 Slab-On-Gmde Edge insulatibn As-Built Total: 0.0 201.0(p 201.0 -2.10 -422.1 -422.1 INFILTRATION Area X BWPM = Points Area X WPM = Points 1950.0 -0.06 -117.0 1950.0 -0.06 -117.0 EnergyGauge8) DCA Form 600A-2001 EnengyGauge0/F1aRES2001 FIROPB V3.30 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, Fi, 00000 -0000 PERMIT #: BASE AS -BUILT Winter Base Points: 1617.5 Winter As -Built Points: 3617.0 Total Winter X System = Heating i Points Multiplier Pmts Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM xAHU). 1617.5 0.6274 1014.8 36117.0 1.000 (1.009 x 11.137 x 0.911) 1.000 1.000 3776.1 3617.0 1.00 1.044 1.000 1.000 3776.1 ErtergyGaugerm DCA Farm 600A -2001 EneggyGaugeSIFIaRES2001 FLRCPB v3.30 FORM 600A -2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details 1 ADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, Ft, 00000-0000 PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier Bedrooms = Total Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 3 2369.00 0.0 As-81110700k 3 1.00 2369.00 1.00 7107.0 0.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Hot Water Points Points Points = Total Points Cooling + Heating + Hot Water = Total Points Points Points Points 23241 1015 0 24255 17185 3776 0 20962 EnegyGauge'' DCA Farm 600A -2001 PASS S'2001 FLRCPB v3.30 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, El, 00000 -0080 PERMIT #. 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors 606.1ABC.1.1 Exterior & Adjacent Walls 606.1ABC.1.21 Flows Ceilings Recessed Lighting F'uxtures 606 1.ABC.1.2.2 606.1ABC.7:23 606.1ABC.1.2.4 Maximum:.3 cf m/sg.ft areae .5 chn/sgit. dour area. Caulk, gasket. ' or seat : win &€erg, earrounding foundation & wall sole or sill pie; joints between erdertor well panels at comers; penetrations; between wall panels & topthollom Odes; between walls and floe. EXCEPTION: FMK! walls where a conlimarus infilhatker barter is instalksi adends from, and is sealed to, the foundation to the top plate. Penetraffonsiopenings >1/8' sued unless backed by truces or joint members. EXCEPTION: Frarrrefloes where continuous infiltration barrier is installed that is seated to the perimeter, penetnations and seams. teen +Otis & gags of chug plane of top floor, around shafts, chases, seats, chirrmeys, cabinets sealed to conikumus air barrier; gaps in gyp board & top plate; attic access. EXCEPTK3N: Frame cams where a continuous infamlion barrier is Installed that is seated' at the perimeter, and seams. Type IC rated with no penethations, sealed; or Type IC or nary -tC rued, installed insidea seed box with 1/T cleansme & 3° bun insulation; or Type IC rated lath < 20 clan 1 uui oandlioned space, tested. Multi -story Houses 606.1.ABC.12.5 Air tanner on perimeter of floor cavity between floors. Additioned InNtralima rsgls . 606.1.10.BC.1.3 Exhaust cans vented to outdates, ; combusticat spy inmates comply NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE COMPONENTS SECTION EASURES (must be met or exceeded by ail residences.) REQUIREMENTS CHECK Water Hers 612.1 Swimming Pawls & Spas 612.1 Comply with efficiency feqUitterlaTtS to Table 6-12. Switch or dearly marked Pik beaker (electric) orcutofF cam) must' be provided. External urbuilt-in heat hap requ'ured. Spas & heated pools most here cosecs (except seer heated). Non-commercial pods must have apump timer. Gas spa & pool heater must have aminimum thermal efficiency of 78%. Shower heads 612.1 Air Distribution Systems 610.1 Water flow must be restricted to no more than 25 cations per rruinute at 60 PSIG. All duns, fittings, mechanical equipment and plenum climbers shall be medhanically sealed, insulated, and installed in accordance wilh the caste of Section 610. Ducts in uncondillared mss: R-6 min. HVAC Controls 607.1 604.1, 602.1 Separate readily a cessible manual or autorelb thearriostat for each system. CeEngs -Mttn. R-19. Common walls-Frame R-11 or CBS R-3 both sides. Common calling & ffccxns R -11. EnergyGaugeT'" DCA Ram 600A-2001 EriergyGaugettiFlaRES2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the more efficient the home. , 390 RE. 103 RD STREET, MIAMI SHORES, Ft, 00000-0000 1. New construction or existing 2. Single family err multi-family 3. Number of units, if mothi-family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned float area (IF) 7. Glass area & type a. Clear- single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Irmtlother SHGC - double pane 8. Flour types a. Slab-On-Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int ateliat b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Con. Ret Una. AH: Interior b. N/A &Minna Single family 1 3 No 19501P Singli- Pane Double Pane 315.0 ftz 0.0 Itz 0.0 ft' 0.0 ft2 0.0 ft 0.0 112 — RA1.0, 201.0(p) It R=3.2, 17750 IP 12. Coo systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. N/A b. N/A c. Conservation credits (1111-Heat recovery, Saba DHP-Dedicated heat pump) R-19.0, 1950.0 112 15. RVAC credits (CF-Ceiling Ern, CV-Cross ventilation, 11F-Whole house fan, PT-Prognanniable Thermostat, Sup. R6.0, 25.011 147.-C-/Aultizone cooling, Mfl-Midtizone heating) 1 certify that this home has complied with the Honda Energy Ei ciency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on insinlled Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 60.0 kBtu/hr SEER 12.00 — Cap: 34.1 kBtuthr COP: 1.00 *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. Ifyourscare is 80 or greater (or 86 for a US EPA/DOE EnergyStell designation), your home may qualify for energy efficiency mortgage (EE&f) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at wwwfrec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. FORM 600A-2001 FLORIDA ENE FOR BUILD Florida Depa' ! of Community Affairs Residential Whole Building Performance Method A Project Name: HUMBLES RESIDENCE FENCErevl Builder Address: 380 N.E. 103 RD STREET Permitting Office: MIAMI City, State: MIAMI SHORES, Fl 00000 -0000 Permit Number Owner Jurisdiction Number. 232800 Climate Zone: South 1. New construction or existing Adder 2. Single family or nurlli-fannly Single family 12. Ca, a C,. 'tral Unit Cap_ 60.0 kBtnThr — 3. Number of units, if u ulii- family 1 _ NOV 2 035 — SEER 12.00 — 4. Number of Bedrrxims 3 _ +. b. NI 5. Is this a wit rase? No _ 6. Conditioned floor area (fib 1950 IP c. Nt .. — 7. Glass area & type Single Pane Double Pane — '` — a. Clear glass, default U- factor 315.0 ft2 0.0 ft2 - b. Default tint 0.0 W. 0.0 ft= — 13• heating --,. :^ +_, Cap: 34.1 kBtu/ia — a. Electric Strip c. 1 ahPled U or SHGC 0.0 ft2 0.0 $2 COP: 1.00 8. Floor types — — b. N/A a. Slab-On-Grade Edge Insulation ft ).0, 201.0(p) ft — — b. N/A — c. N/A c. N/A _ 9. Wall types — 14. Hot water systems a. Concrete, Int Instil, Exterior R=3.2, 1775.0 fie — a. N/A — b. N/A _ _ c. N/A — b. N/A d. N/A _ _ e. N/A c. Conservation credits — 10. Ceiling types — (IIR-Ffeat recovery, Solar a Under Attic R= 19.0,1950.0 i1 _ DIRT-Dedicated heat pump) b. N/A — 15. HVAC credits — c. N/A 11. Ducts _ (CF- Ceiiing fan, CVO ventilation, HF -Whole house fen, PT- Programmable Thermostat, MZ-C- Multianne coaling,. a. Sup: Con Bet Unc. Al Interior Sup_ 1=s.0, 25.0 ft — b. N/A MZ H-Multthme hestisg) Glass/Floor Area: 0.16 Total as -built points: 20962 Total base points: 24255 PASS plans and specifications covered in compliance with the Florida . 77b G./ o DATE: �� — �tri I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculatioonn indicates compliance with the .Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFIC DATE: Et gyGaugt (Verstotr: FLRCPB v3.30) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, FI, 00000-0000 PERMIT BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area .18 1950.0 32.50 11407.5 Type/SC Single, Clear Single, Clear Sing, Clear Single, Clear Overhang On t Len Hgt Area X SPM X SOF = Points As -Bui8 Total: N 4.0 E 4.0 S 4.0 W 4.0 6.0 6.0 6.0 6.0 106.0 112.0 88.0 9.0 315.0 36.46 0.79 78.71 0.65 66.93 0.60 70.53 0.67 3037.2 5704.8 3518.2 422.1 12682.3 WALL TYPES Area X BSPM = Points Adjacent Eaderior 0.0 1775.0 Base Total: 1775.0 0.00 0.0 2.70 47925 4792.5 Type ln@ tusui, Bderbr As -Built Tel: R Value Area X SPM = Pants 32 1775.0 2.63 4668.3 1775.0 4688.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent Exterior 22.0 2.60 22.0 6.40 Base Total: 44.0 572 140.8 198.0 Adfacent Wood Exterior Insulated As- Suit# "Total: 22.0 22.0 44.0 3 6.40 83.6 140.8 224.4 CEILING TYPES Area X BSPM = Points Type R Value Area X SPM X SCM = Points Under Attic 1950.0 Base Total: 1950.0 2.80 5460.0 5460.0 Under Attic As Sullt Total: 19.0 1950.0 3.72 X 1.00 1950.0 7254.0 7254.0 FLOOR TYPES Area X BSPM = Punts Type R Value Area X SPM = Points Stab Raised Base Total: 201.0(P) 0.0 - 20.0 - 4020.0 0.00 0.0 - 4020.0 Stab -On -Grade Edge Insulation As -Built Total: 0.0 201.0(p -20.00 201.0 - 4020.0 - 4020.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 1950.0 18.79 36640.5 1950.0 18.79 36640.5 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, FI, 00000 -0000 PERMIT #. BASE AS -BUILT Summer Base Points: 54478.5 Summer As -Built Points: 57449.4 Total Summer X System = Coaling ' Points Multiplier Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHD) 54478.5 0.4266 23240.5 57449.4 1.000 (11004 x 1.165x 0.90) 0.284 1.000 17185.5 57449.4 1.00 1.053 0.284 1.000 17185.5 EnergyGaugeT' DCA Form 600A-2001 EnergyGaugeWFIaRES2001 FLRCPB v3.30 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, FI, 00000 -0000 PERMIT #: BASE GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area 1 AS -BUILT Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Points .18 1950.0 2.36 828.4 Single, Clear Single, Clear Single, Clear Singits: Clear As -Built Total: t+t ' 4.0 6.0 106.0 6.03 0.97 E 4.0 6.0 1120 4.77 1.07 S 4.0 6.0 88.0 4.49 1.22 W 4.0 6.0 9.0 5.49 1.02 315.0 623.1 570.6 481.1 502 1725.0 WALL TYPES Area X BWPM = Points Type Adjacent Extern 0.0 0.00 0.0 1775.0 0.60 1065.0 Base Total: 1775.0 1065.0 Coombe, Ent tnstd, abate As.Sulit Total: R Value Area X WPM = Points 32 1775.0 1775.0 1.17 2076.8 2076.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior 22.0 1.30 22.0 1.80 Base Total: 44.0 28.6 39.6 68.2 Adjacent wood Exterior Insulated As -Built Total: 22.0 22.0 44.0 1.90 1.80 41.8 39.6 81.4 CEILING TYPESArea X BWPM = Points Type R Value Area X WPM X WCM = Points UnderAttic 1950.0 01.10 Base Total: 1950.0 195.0 195.0 Under Attic As -Built Total: 19.0 1950.0 0.14 X 1.00 1950.0 273.0 273.0 FLOOR TYPES Area X BWPM = Points Type R Value Area X WPM = Points Slab Raised Base Total: 201.0(0) 21 -4221 0.0 0.00 0.0 -422.1 Slab -On -Grade Edge lnsulati u As - Built Total: 0.0 201.0(p 201.0 -210 -422.1 -4221 INFILTRATION Area X BWPM = Points Area X WPM = Points 1950.0 -0.06 - 117.0 1950.0 -0.06 -117.0 EnergyGaugeer DGA Forth 600/-2001 S2001 FLRCPB.13.30 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, Fl, 00000 -0000 PERMIT #: BASE AS- BUILT Winter Base Points: 1617.5 Winter As-Bulit Points: 3617.0 Total Winter X System = Healing Points Multiplier Points Total X Cap X Duct X System X Component Ratio Multiplier Multiplier (DM x DSM x AHU) Credit = Heating Multiplier Points 1617.5 0.6274 1014.8 3617.0 1.000 (1.009x 1.137 x 0.91) 1.000 1.000 3776.1 3617.0 1.00 1.044 1.000 1.000 3776.1 EnergyGaugen' DCA Form 600A-2001 S 2001 FLRCPB v3.30 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, Fl, 00000 -0000 PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Bedrooms Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 3 2369.00 0.0 As-Bunt Tda{: 3 1.00 2369.00 1.00 7107.0 0.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Hot Water = Total Points Points Points Points Coding + Heating + Hot Water = Total Points Points Points Points 23241 1015 0 24255 17185 3776 0 20962 PASS EnergyGaugeT" DCA Form 600A-2001 En FIaRES'2001 FLRCPB v3.30 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 390 N.E. 103 RD STREET, MIAMI SHORES, Fi, 00000 -0000 PERMIT #. 6A-21 INFILTRATION REDiiCTiON COMPLIANCE CHECKLIST COMPONENTS Ederiar Wink & Doom Exterior & Adlac wd Watt SECTION 606.1.ABC.1.1 900.1.ABC.1.21 REQUIREMENTS FOR EACH PRACTICE Maedmeum:.3 cfordsgjt. window area; .5 cfmisq.ft. dorm area. Caulk, gasket, i or seat ` ., rs & f use , sunoundkig watt foundation & sole or sal plate; joints between exterior wall panels at corners; utiftyy parietrations; between wall panels & topfbotbam plates; between walls and flair. EXt EPTIOIlk Frame where a continuous Infarablin barrier is instal that extends frown, and is sealed to, the foundation to the top plate. Floors 6061 .ABC.12_2 Ceilings 608.1.ABC.12.3 Recessed Lighting Futures 606.1.ABC.1.24 P >1i1' sealed unless backed by truss or joint members. EXCEPTION: Frame ffoues + tera a conlisurous irdlltration banter ktstalled tut is sealed to the perimeter, penetrations and seams. Sebseen walls & ceilings; penetrations of ceiling, plane cif top floor; around shafts, chases, soffits, chimneys, cabinets sealed to ar$etinuocs air barrier; gaps in gyp board & top plata attic access. EXCEPTION: Frame celIngs Wham a cantinuous kiffiration barrier is installed that is seated at the perimeter, at and seams. Type IC rated witty no perseindions, sealed; or Type IC or non-IC rated, installed ea sealed bee with 1)2' clearance & from irsutaior Type IC rated w8h < 20 chin from conditioned space, tested. Mutti -story Houses 606.1.ABC.12.6 Air barrier on perimeter of floor cavrly between floors. Additional trifilbalicn reds 606.1.ARC.1.3 Exhaust fans vented to ouktocsrs, dampers; car space his comply wdh NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (ice be met or exceeded by alt residence. COMPONENTS SECTION REQUIREMENTS CHECK,. Water Heaters 812.1 Swimming Pods & Spas 6121 Comply with effiaderccy requirements In Table 6-12 Switch or clearly marked dituit breaker (electric) or cutoff (gas) nmoat be provided. Eternal or bud -in heat trap required. Spas & heated pods must have covets (except solar heated). Nan- ccinme vial pawls must have a pump tinier. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shaer heads 612.1 Air Distribution Systems 610.1 Water fIlln must be restricted to no more than 2.5gallrres per minute at 80 PSIG. AH ducts, fittings, mechanical equipment and damns chambers shai'be mechanically • sealed, insulated., and installed in axamlance nab the raftexte of SecUrm 610. Ducts in uncondtioned attics: R-6 Min. insulation. HVAC Controls 607.1 Separate readily accessible manual cr autcnatto thermostat for each system. Insulatwn 604.1, 6021 Ceram-Km. R-19. Connor watt -Frame R-11 or CBS R-3 Ids sides. Common ccg & Roars R-1/.. EnergyGaug&M DCA Farm 600A-2001 EnergyGaugetayFIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (API,) DISPLAY C ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the more efficient the home. , 390 N.E. 103 RD STREET, MIAMI SHORES, FI, 00000 -0000 1. New construction or existing 2. Single family or multi-fly 3. Number of units, ifmuhi41 mnly 4. Number of Bedrooms 5. Is this a worst asp? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tintlother SHGC - singlepane d. Timt/other SHGC - double pane 8. Floor types a. Slab -an -Grade Edge Insulatim, b. NIA c. NIA 9. Wall types a. Concrete, Int Anmal, Exterior b. NIA c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Con. Ret Unc. AIL Interior b. N/A Addition Single family 1 3 No 1950 ft2 Single Pane Double Pane 3/5.0112 0.0 fin — 0.01i2 0.0IP 0.0 III 0.0 112 — R=).0, 201.0(p) 0 — R= 3.2,1775.0 112 — 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems. a. Electric Ship b. N/A c. N/A 14. Hot water systems a. N/A b. NIA - c. Conservation credits (HR- Ii'eat recovery, Solar D1IP- Dedicated heat pimp) R=19.0, 1950.0 02 — 15. H'VAC credits (CF- Ceirmg fan, CV -Cross Minion, ni`an, BF-NS/hole house fan, PT-Programmable Thermostat, Sup. R=6.0, 25.0 0 — MZ-C- hdultizone cooling, ] - H- Multizane heating) 1 certify that this home has complied with the Florida Energy E.i i ciency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be compl based on installed Code compliant features. tee: Builder Signature: Date :: Address of New Horne: City /FL Zip: Cap: 60.0 kftu/br SEER: 12.00 Cap: 34.1 kBtu/hr COP: 1.00 *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. if your score is 80 or greater (or 86 for a US EPA/DOE ErtergyStar, designation), your home may qualify for energy efficiency mortgage (REM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at wVw.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Commurdty Affairs at 850/487 -1824. Miami Shores Village Building D ep artment 10050N.E.2nd Avenue, Miami Shores, Florida 33138 Tel A r -1-‘ �) 756.8972 BUILDING APPLICATION FBC 2001 Permit No.t 1C- t 4-b Mast r Permit No. fizRef5 — ) Permit Type (circle): Building Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) - v A\ vE Phone L " `S1 Owner's Address, ®A 5 -�� City (AA 1A s ozc S State a-® Zip �313t' Tenant/Lessee Name Phone # - k Slit Job Address (where the work is being done)0t 0 NJ ' €` `p`3 S'<, tAt o.® S F S - City Miami Shores Village County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name K 00\ Zo C ft\te. Co . P Phone # 343 S-S3 -.9W9/ Contractor's Address 7.6c70 f& ,5a7 City dot-z",-.400(//' State fr Zip Od/5 5 Qualifier CAQ (A 06 State Certificate egistration N . RNA (40 l : ? LI Certificate of Competency No. 490e/4:900 ®c® 7.3/ , 7 ( € Cie c_, AC—. Architect/Engineer's Name (if applicable) PIM,t� Coo ...A r , Phone # $ Value of Work For this Permit .01500 ^ Square Footage Of Work: 400 Type of Work: dition ❑Alteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: * * * * * * * * * * * * * * * * * * * * * * * ** *Fee * * * * * ** * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $ k-)___, 4s, CCF $ Z - 40 CO /CC Notary $ Training/Education Fee $ 0 . ap Technology Fee $ 3. ro Scanning $ 3 • C . Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ ` J I • 80 (Continued on opposite 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 Owner or Agent ` Contractor The for going instrument was acknowledged before me this 2'1— The foregoing instrument was acknowledged before me this Z C. day of •te % 20 S by e �� b ®�5 day ot'-� pe^a l , 2005 , by O Z° • q,,�yi who is ep r gsonally known to me or who has produced who is personally known to me or who has produced as ide a ificati 61 ' 1 d who did take an oath. As identification and who did take an oath. NOTARY • •IC /� OTARY PUBLIC: ilda Pere Sign: 1r - so%-- . eLy 5 Sign: -. k ,eft P- =°� • .= � ; l Expires: Dec. 7, 2007 !� c"-0•14 ip ��i� n.�,7� Print: %_;' - o� : Aaron Notary Print: ,, 4 f.48 , 1% . y % vuud Peru, 'i./ Fi ``- 1$00 -350 5161 •`• :`i+? Coaunission # DD273065 My Commission Expires: t... •FO`e Eigi es: Dec, 7, ZOOi * * *** * ***,r*** *aY, * ** ** * * * * *** * * *sk*** *** *, rye* **fie* *sY*** ****u***ie**** aY***rk3e**aY*ae :F*** *** *aY &***** *44to * *, ,tanti dote i "'�'► 1.301. 350.5161 My Commission Expires: ************************* * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * ** * * ** * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: ( Plans Examiner Engineer Zoning chc 05/13/03 .Miami Shores Village 10050 NE 2nd Avenue Phone: 305 -795 -2204 Permit Number: MC2005 -146 Printed: 10 /18/2005 Mechanical Permit Page 1 of 1 Applicant: MARK Owner: HUMBLES JOB ADDRESS: 390 NE 103 Contractor Local Phone: Parcel # 1132060134980 HUMBLES MARK ST Contractor's Address: Legal Description: MIAMI SHORES SEC 1 AMD PB 10 -70 LOTS 1 & 2 BLK 37 LOT SIZE 102.020 Fees: Description Amount FEE2005 -13680 Building Fee $122.50 FEE2005 -13681 CCF $2.40 FEE2005 -13682 Training and Education Fee $0.80 FEE2005 -13683 Technology Fee $3.10 FEE2005 -13684 Scanning Fee $3.00 Total Fees: $131.80 Total Fees: $131.80 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 4/16/2006 Construction Value: $3,500.00 Work: AIR CONDITIONING FOR ADDITION Signed: (INSPECTOR) y cAc, tOjacioc- In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone. 05)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/18/2006 Inspector: Perez, JanPierre Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: KOOL ZONE AIR CONDITIONING CONTRACTOR Permit Type: Imported Permit Inspection Type: Rough Duct Work Classification: Mechanical Phone Number Parcel Number 1132060134980 Lot: Phone: 305 -553 -9494 Building Department Comments ROUGH CONDUCT AND AC Passed Inspector Comments <1''''' 41,,,,, ---, r ), Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, January 17, 2006 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N. . 2nd Avenue Miami Shores, FL Phone 4 05)795 -2204 Fax: (305)756 -8972 Inspection Date: 04/11/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: HALLORAN CONSTRUCTION CORP. Permit Type: Imported Permit Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Phone: 305 -545 -0405 Building Department Comments Monday, April 10, 2006 Page 1 of 2 Passed ector Comments 0 InspT ,' �y,,ge r , .t,v- a , �/ 0 `,, - iii. / ‘t.#44,0 7 / Failed Pr Al Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, April 10, 2006 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Ph • e: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/01/2006 Inspector: Deshamis, George Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: HALLORAN CONSTRUCTION CORP. Permit Type: Imported Permit Inspection Type: WINDOWS Work Classification: Addition /Alteration Block: Phone Number Parcel Number 1132060134980 Lot: Phone: 305 -545 -0405 Building Department Comments FINAL WINDOWS Passed Inspector Comments w, ... 01 U drillrilli \4 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, January 31, 2006 Page 2 of 2 Project: Model: Block No: Lot No: Contact Site Office Name: Phone: Fax: To: MARK HUMBLES Deliver To: 390 NE 103 ST. MIAMI,FL Deliver To Address3 Tentative Delivery Date: Material Summary Includes the following Truss List Job Page: 1 of 1 Date: 11/4/2005 Project 5D101 Account No: Designer. Salesperson Quote mtm 15f. 05-313 The truss drawing referenced below, have been prepared under my direct supervision based on parameters by Arch. or Eng. of record using MiTek 2020 software Pages or sheets covered by this seal: 0001 thru 0012 Total: 12 drawings With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61G15 -31 section 003 of The Florida Board of Professional Regulations. Building code being use is ASCE 7 -98 per FBC 2001. Wind speed 146 mph.Exp. -C Category II: Importance factor =1.00 Truss Truss Truss Truss • 0001 CJ12 0002 HG1 0003 J1 0005 J5 0006 J7 0007 J9 0009 S2 0010 V10 0011 V14 •• ••• • • • • • •• • • • •• •• • •• ••• 00 • • • •• • • ••• ••• 000 ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • 00 •• ••• • • • • • CITY COPY t . • • • • . • REMBE9TO CONTRERAS, P.E. • • • • •. • Con $1itin En ineer Civil /Structura' • • • • • ; • V 87 Avenue, #C -101 ... • ... • A lami, FL 33172 Phone: (305) 667-6797 (Florida P.E. 21522) v NOV 0 42005 ••• • • • .•• • • • •• •• • • • •• •• • • • • • • • • • ••• • • It • ••• • • 000 • • • • • • • • • • • • •• •• •. . . . 0 • • • • • • • • • • • • • • • • • • 4100 000 0041 041. •• ••• •• • • • •• • • • • • • • • •• ••• • • • • • •• . :•: • .34 N.W. 87 Avenue, #C -101 • • • • • • • • Miami, FL 33172 • • • • • • •Phone: (305) 667 -6797 (F orlda P.E. 21522) Novo 4 2005 To: P Production List Job Number. Page: 1 Project: Block No: D Contact: S Site: O Office: D Deliver To: A Account No: Name: 3 Tentative Delivery Date: Profile: Q Qty: T Truss Id: S Span: T Truss Type: S Slope: L LOH R ROH B Built By: 2 C CJ12 1 12 -8 -0 M MONO SCISSOR 2 2.83 2 2 -9 -15 0 0 -0 -0 31 BF -Ea 61 Total 2 H HG1 2 22 -2 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 2 2 -0 -0 47 BF -Ea 95 Total �� :' 7 4 J Jl 1 1 -0 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 0 0 -0 -0 4 BF -Ea 16 Total 4 J J3 3 3 -0 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 0 0 -0 -0 8 BF -Ea 32 Total 4 J J5 5 5 -0 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 0 0 -0 -0 11 BF -Ea 43 Total 4 J J7 7 7 -0 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 0 0 -0 -0 13 BF -Ea 53 Total 3 J J9 9 9 -0 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 0 0 -0 -0 20 BF -Ea 60 Total 1 S Si 2 22 -2 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 2 2 -0 -0 50 BF -Ea 50 Total �'/��i� 5 5 S S2 2 22 -2 -0 R ROOF TRUSS 4 4.00 2 2 -0 -0 2 2 -0 -0 50 BF -Ea 250 Total r 3 1 V V10 1 10 -8 -0 R ROOF TRUSS 4 4.00 0 0 -0 -0 0 0 -0 -0 15 BF -Ea 15 Total 1 V V14 1 14 -8 -0 R ROOF TRUSS 4 4.00 0 0 -0 -0 0 0 -0 -0 21 BF -Ea 21 Total . . 1 V V18 1 18 -8 -0 R ROOF TRUSS 4 4.00 0 0 -0 -0 0 0 -0 -0 27 BF -Ea 27 Total •• ••• • • • • • •• • • • • • •• • • • • ••• • • • • • • • • • • •• ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• ••• • • • • • REMBERTO CONTRERAS, P.E. „00‘777.017 / *00 • • • • 6:6 C ansultina Engineer Civil /Structure! :•: • .34 N.W. 87 Avenue, #C -101 • • • • • • • • Miami, FL 33172 • • • • • • •Phone: (305) 667 -6797 (F orlda P.E. 21522) Novo 4 2005 Job '50101 ' Truss CJ12 Truss Type MONO SCISSOR Qty 2 Ply 1 MARK HUMBLES 0001 Job Reference (optima) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6 200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 0411:49:15 2005 Page 1 -2-9-15 5-0-12 8 -8-10 12-8 -0 I I I 2 -9-15 5 -0 -12 3-7 -14 3 -11-6 Scale = 1:29.4 2.83 12 2 x 4 MI120 I I 5x8 MI120:----- 5 6 • 3x4 MI120.-:-..- 0 N 3 so so 112 U 2- 3x4 MII20-_--- r 8 5x8 MII20= d 1 �" T 9 5x12 MI120-- 10 2x4 MI120 I I 1.06 12 so 3x6 MII20= 1 4111-7 5-0-12 8-8-10 12 -8-0 0 -1 I -7 5 -0 -12 3 -7 -14 3 -11-6 I Plate Offsets (X,Y): [4:0-4-0,0-3-0], [7:0-4-0,0-3-4], [8:0- 2- 8,0 -3-0] LOADING (psf) SPACING. 2-0-0 CSI DEL in floc) Vdefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 1.00 Vert(LL) 0.19 8-9 >761 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.77. Vert(TL) - 0.28 8-9 >562 180 BCLL 0.0 Rep Stress incr NO WB 0.65 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 621b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-14 oc puffins. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 7= 1449 /0-2 -0, 2=998/0 -8-0,1 10/0 -1-8 Max Horz 2=229 (load case 2),10=212(load case 2) Max UpIift7= 922(load case 2), 2 — 522(load case 2),10 — 12(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -11= 205/216, 2 -11 =201/216, 2-3=-3089/1454, 3.4= 2422/1132, 45= 122/63, 5-6=20/0 BOT CHORD 2- 0=-1775/2980, 8-0=-178112971, 7-8=-1393/2322 WEBS 3-9=-4/102, 4-8=-14/372, 3-8=-629/391, 4-7= 2409/1443,1 -10 - 172/213, 5-7=462/428 NOTES 1) Wind: ASCE 7-98; 146mph (3 -second gust); h =10ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C interlor(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verity capacity of bearing surface. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7,10. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 922 Ib uplift at joint 7, 522 Ib uplift at joint 2 and 12 lb uplift at joint 10. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 8) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 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) 1) Regular. Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (plt) Vert: 1 -11 =90 Trapezoidal Loads (pit) Vert: 2=-2(F=9, B= 9)- to-7 =63(F =22,1 22).'11 F•=45• B= 41? -to- -2 F= B=-98) 2) C-C WMnd: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) • • • Vert 1 -11 =69 • • • • • Horz: 1 -11 =79 • • ••• • • • • • • • Trapezoidal Loads (p10 Vert 2=-1(F=5, B=5)-to-7=-32(F=-11, 8 =11),11=-4(F=37, B=37)- to-5=223(F =77, B =77), 5=317(F =77, B =77)-to- 8=323(F =80, B=80) Horz:11=4(F=42, B=42)-to-2=-3(F=38, B=38), 2= 3(F =38, B=38)-to-3=-102(F=-11, B =11), 3=102(F =11, B=11)-to-5= 254(F= -87, B=-87), 5=- 348(F= -87, B=87)- to- 6= -35541 -491,B •-91) • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• ••• • • Job '50101 ' Truss HG1 Truss Type ROOF TRUSS Qty 1 Fly 2 MARK HUMBLES 0002 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 04 11:49:15 2005 Page 1 • 1 -2 -0 -0 4 -11 -11 9 0 0 13-2-0 17 -2 -5 22 -2-0 1 24-2-0 I 1 I I I I . 2-0-0 4 -11 -11 4-0-5 4-2 -0 4 -0 -5 4 -11 -11 2 -0 -0 Scale = 1:49.4 4x9 M020= 4x9 MI120= 4.00 12 4 5 u• ch 3x4 M1120:-."; LII• 3 Fad 3x4 MII20::::- 6 Lo 2x4 M112011 2 ;-1 1 mm LIE ma C 11 10 7 2x4 M112011 m ' 8 Iot, .,- 6 12 6x10 M1120= 9 6 ammo 6x10 M020= �, 8 8 MII20= 2x4 MI12011 2x4 MI12011 3x8 MI , — 1.50 12 1 4-11-11 1 9-3-0 12 -11 -0 17 -2 -5 1 22 -2-0 1 1 1 411 -11 4-3-5 3-8-0 43 -5 4 -11 -11 Plate Offsets (X,Y): [10.0.5-0,0.3-41, [11:0- 5-0,0 -3-4] LOADING (pst) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.85 BC 0.99 WB 0.40 (Matrix) DEFL In poc) Udell Lid Vert(LL) 0.58 10-11 >464 240 Vert(TL) -0.70 10-11 >372 180 Horz(TL) 0.31 7 n/a n/a PLATES GRIP MI120 249/190 Weight: 1981b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-7 -9 oc purllns. BOT CHORD 2 X 4 SYP SS `Except` BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. 10-11 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 2=299307 -4, 7= 2993/0 -7-4 Max Uplift2 — 2128(load case 2), 7 =2128(Iaad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2- 3=- 10501/6214, 3-4- 10656/ 6688, 4-5=-10426/6598, 5-6=- 10657 /6686, 6-7=-10501/6214, 7- 8=0/54 BOT CHORD 2 -12- 5657 / 9833,11 -12= 567319848,10 -11 =62541 10426, 9.10=5673/9848, 7 -8=-5657/9833 WEBS 3- 12=- 58/174, 3.11=- 451/884, 4.11- 1487/2634, 5-10= 1487 /2634, 6- 10=- 451/884, 6.9=- 581174 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 x3°) Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. — ._Bottom chords connected as follows: 2 X 4 -1 row at 0.7-0 oc. `.. — . Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. —. 2) All Toads are considered egiiaally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live Toads have been considered for this design. 4) Wind: ASCE 7-98; 146mph (3- second gust); h =10ft; TCDL =5.0pst, BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) Bearing at joints) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2128 Ib uplift at joint 2 and 2128 Ib uplift at joint 7. 8) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 9) Girder carries hip end with 9-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1238 Ib down and 842 Ib up at 12 -11 -0, and 1238 Ib down and 842 Ib up at 9-3-0 on bottom chord•'the ge�tiin/selection of such connection device(s) Is the responsibility of others. • • • • • • •• LOAD CASE(S) • • • 1) Regular. Lumber Increase =1.33, Plate Increase16a.33 • • • Uniform Loads (plf) • • ••• • ,�r Vert:1 -4-90, 4.5- 234(F- 144), 5- 8=-90, 2 -11 - 20,10.71= -52tF =3z), X10310 Concentrated Loads (Ib) Vert 11- 1238(F)1(- 1238(F) 2) C-C Wind: Lumber Increase =1.33, Plate Increase 1.33 • • • • • • ... • • • Uniform Loads (pit) • • • • • • • • Vert: 1- 2=163, 2 -4=67, 4- 5=219N10,4), -7=67 J 2153, 2 -11 10,10.11: 26(F • 16), 7- 10=-10 • Horz:1 -2 =173, 2- 4=-77, 5 -7 =77, 7-801 111 • Concentrated Loads (lb) • • • • • • • • • • • • • • • • Vert: 11=842(F) 10=842(F) 3) 1 st unbalanced Regular Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pin) Vert: 1- 4=-90, 4-5=-234(F=-144), 54411, 2,11=-20.1 0-41 152(!1.32), i- 10=-20 • • • ••• • • • • Continued on Page 2 • • • • • • • • • • ••• • •• •• • • ••• • • Job 5D101 Truss HG1 Truss Type ROOF TRUSS Qj 1 Ply 2 MARK HUMBLES Job Reference (optional) 0002 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8200 s Apr 28 2005 MiTek Industries, In Fri Nov 04 11:4915 2005 Page 2 LOAD CASE(S) Concentrated Loads (lb) Vert 11=1238(F) 10 — 1238(F) 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1- 4=-30, 4-5=-234(F=144), 5. 8•-90, 2 -11 =20,10- 11=- 52(F -32), 7 -10 —20 Concentrated Loads (lb) Vert 11=-1238(F) 10 - 1238(F) •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • •• •• ••• • • • • • ••• • • • • • • • • • ••• • • • •, • • • • • ••• • • • • • • • • • • • • • •• •• • • ••• • • Job '50101 Truss J1 Truss Type ROOF TRUSS Qty 4 Ply 1 MARK HUMBLES Job Reference (optional) 0003 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6 200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 04 11:49:15 2005 Page 1 3 1 1 -0 -0 1-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.90 BC 0.00 WB 0.00 (Matrix) DEFL In (loc) Vdefi Ltd Vert(LL) 0.00 2-3 >999 240 Vert(TL) 0.00 2 -3 >999 180 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MII20 249/190 Weight: 8 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 =804/0 -7-4, 3=- 331 /Mechanical, 3=- 331/Mechanical Max Harz2=155(load case 2) Max Uplift2 — 1140 (load case 2), 3=-331 goad case 1), 3 — 331(load case 1) Max Grav2 =604(load case 1), 3=706(load case 2) FORCES (lb) - Maximum Compression/Maxtmum Tension TOP CHORD 1 -2 =0/67, 2- 3-124/223 BRACING TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =10ft; TCDL =5.0psf BCDL =5.0psf, Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1140 Ib uplift at joint 2 and 331 Ib uplift at joint 3. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumberincrease=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-3=-90 2) C-C 1Mnd: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (Of) Vert: 1-2=163, 2 -3=75 Horz: 1-2=-173, 2-3=-85 •• ••• • • • • • • •• • • • • •• • • • • ••e • • •• ••• •♦ • • • •• • • ••• ••• • • • • • •• •• • ••• ••• • • • • • • • •• • • • • • • • • • • • • • • • •• •• ••• • • • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • ••• ••• •• •• • •• •• ••• • Job 50101 ' Truss J3 Truss Type ROOF TRUSS Qty 4 Ply 1 MARK HUMBLES Job Reference (optional) 0004 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6 200 s Apr 28 2005 MITek Industries, Inc. Fri Nov 0411:49:15 2005 Page 1 -2 -0 -0 3-0-0 1 2-0-0 3 -0-0 3 «: 1:8.7 IP u: 4.00 12 c� 2 i 011111 ao - 2x4 M1120 11 4 - - 1 �' 1.50 12 P3x4 MII20= 3-0 -0 1 3-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in floc) Vdefl lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.00 2 **** 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rJa BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 15 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3.0-0 oc pudins. I, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/ size) 3= 24/Mechanical, 2= 451/0 -7-4, 4= 26/Mechanical Max Horz2= 196(load case 2) Max UpIif2 — 635(Ioad case 2) Max Grav3=67 (load case 2), 2= 451(load case 1), 4= 26(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2 -3 -78124 BOT CHORD 2-4=-3/3 NOTES 1) Wind: ASCE 7- 98;146mph (3- second gust); h=10ft TCDL= 5.0psh, BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 2. 5) This truss design conforms with Florida Building Cale 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1-3=-90, 2-4=20 2) C-C Wind: Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -2 =163, 2 -3=75, 2-4=10 Horz:1 -2 —173, 2 -3=-85 •• ••• • • • • • •• • • • •• • • • •• ••• •• • • • •• • • •• • • • ••• ••• ••• ••• • • • • • • • • • • • •• • • • • • • • • • ••• ••is • • • • •• •• • • • • ••• • • • • ••• • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •* ••• • • • 0 •• • • Job '50101 Truss J5 Truss Type ROOF TRUSS Qty 4 Ply 1 MARK HUMBLES 0005 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 s Apr28 2005 MiTek Industries, Inc. Fri Nov 04 11:49:15 2005 Page 1 -2 -0-0 5-0-0 � 2 -0-0 5-0-0 3 S- =: 1 " =1' 1 4.00 12 2 1/ - � o Si 4 2 x 4 MI120 I I 1 _ 1.50 12 . 3x4 MI120= 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (Ioc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.00 2 "•"' 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Welght 21 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3= 155/Mechanical, 2= 520/0 -7-4, 4= 48/Mechanical Max Horz 2= 252(load case 2) Max Uplift3=-97(load case 2), 2=- 812(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2- 3= -91/39 BOT CHORD 2- 4=-5/5 NOTES 1) Wnd: ASCE 7 -98; 148mph (3 -second gust); h =10ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Intedor(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint 3 and 812 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1 -3=90, 2 -4=-20 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1 -2 =163, 2 -3=75, 2-4=10 Horz: 1-2=-173, 2 -3=-85 • •,•• • • • • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • • • ••• ••• ••• ••• • • • • • • • •• •• • • • • • • •• • • • • • ••• ••• •• ••• •• i• • • ••• • • • • ••• • • • • • ••• • • • • • • • : ••• •- • •- ••• `• •• • Job 5D101 Truss J7 Truss Type ROOF TRUSS Qty 4 Ply 1 MARK HUMBLES Job Reference (optional) 0008 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.200 s Apr 28 2005 MITek Industries, Inc. Fri Nov 0411:49:18 2005 Page 1 -2 -0-0 7 -0 -0 I . 2 -0-0 7 -0 -0 Scale = 1:15.7 3 4.00 F1Y 2 P l` Q 4 d 4 It 2x4 M1120 11 STI ,T 1.50 NY • 3x4 M1120-r; 7 -0-0 7 -0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (ioc) i/detl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.00 2 • 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) -0.10 2-4 >777 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 28 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 8.0.0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 cc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS pb /size) 3= 261/Mechanical, 2= 814/0 -7-4, 4= 66/Mechanical Max Horz 2= 305(load case 2) Max Uplift3=- 206(Ioad case 2), 2 =831 goad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2- 3= -113/68 BOT CHORD 2 -4=7/7 NOTES 1) Wind: ASCE 7- 98;146'mph (3- second gust); h =10ft; TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girders) for truss to truss connections. 3) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 3 and 631 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1- 3=-90, 2 -4=-20 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=163, 2 -3=73, 2 -4=-10 Horz: 1-2=-173, 2 -3=83 •0• •s• • • • • • •• • • . •• • • • • • • •• • ••• •• • • • ••• • • • • • • • ••• ••• ••• ••• • • • • . • • • • • • . • • • • • • • • •• • • • • • •• ••• • •• • • • ••• • • • • ••• • • • s • • • • i • • • • • ••• e • ••• • •• •• • • ••• • • Job '5D101 Truss J9 Truss Type ROOF TRUSS QtY 3 Ply 1 MARK HUMBLES Job Reference (optional) 0007 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 1 -2 -0-0 2x4 MI120 II 2 -0-0 4-11 -2 4 -11 -2 8.200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 04 11:49:18 2005 Page 1 9 -0-0 4.00 12 2x4 MII20= 4-0-14 Scale = 1:20.3 2x4 MI12011 5 4 3x4 MII20= 1.50 RI 9 -0-0 6 3x6 MII20= 9-0-0 cb N O LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber increase 1.33 Rep Stress Incr YES Code FBC2001IANSI95 CSI TC 0.89 BC 0.43 WB 0.22 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.00 2 >999 240 Vert(TL) -0.27 2-6 >379 180 Horz(TL) 0.01 6 Na n/a PLATES GRIP M1120 249/190 Weight: 42 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 ROT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 6=442/Mechanical, 2= 704/0 -7-4 Max Horz 2 =350(load case 2) Max Uplift8= 243(Ioad case 2), 2=- 658(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2 -3=889 /397, 3-4=- 67/39, 4- 5=3/0, 4-8=- 170/155 BOT CHORD 2-6=-517/755 WEBS 3-8- 747/513 BRACING TOP CHORD Sheathed or 8-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =1011; TCDL =5.0psf, BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint 8 and 858 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-4=90, 4.5 =30, 2 -8=-20 2) C-C WInd: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1- 2=183, 2- 4=72, 4 -5=10, 2- 6=--10 Horz: 1 -2 =173, 2-4=82 •• ••• • • • • • o •• • • • • • • s • s • •• ••• •• • • •• • • • • • • • ••• ••• ••• ••0 • • •• • • • • • •• • • • • • • • • • • • • • ••• • •• • •• •• •• • • ••• • • • • ••• • • • • • • • • • • • ••• • • 0 • • . • • •• .•• • • • ••• •• •• • Job '5D101 Truss 81 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLES 0008 Job Reference (optlonal) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 0411:49:16 2005 Page 1 -2-0-0 5 -7 -3 11-0-0 11TI1 -0 16-6-13 22 -2-0 I 24 -2 -0 I I I I 2 -0 -0 5-7 -3 5-4-13 0 -1-0 5-5-13 5-7 -3 2 -0-0 Scale = 1:49.4 019-0 4.00 F1Y 4x9 M1120= 4 5x8 MI120% in 5x8 M1120z. I ,5 In 2x4 MI120 I I 2 It 2x4 MI120 I I rn i 1 _.......00011111111111111111111 9 �- 7 Id) ‘-• _: o o 10 5x12 MII20= 8 Ammon 2 x 4 M1120 I I 2 x 4 MI120 I I 2 • M1120= 3x6 MII 0— 1.50 Fli 5-7 -3 11 -1-0 16 -6-13 22 -2-0 I I I 5 -7 -3 5-5-13 5-5-13 5-7 -3 Plate Offsets (X,Y): [2:0- 2- 8,0- 1- 81,[3:04 -0,0 -3-01, [5:0.4 -0,0. 3-01,[6:0- 2- 8,0 -1-8] LOADING (psf)) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) 0.29 8-9 >879 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) - 0.51 8-9 >511 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.23 8 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 102 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2 -11 -10 oc puriins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /stze) 2 =1397/0 -7-4, 6=1397/0 -7-4 Max Uplift2= 1000(load case 2), 6=-1000(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-21/54, 2- 3=- 3892/1574, 3-4=- 2914/1279, 4-5= 2914 /1279, 5-6=- 3892/1574, 6- 7=0/54 BOT CHORD 2 -10 — 128213604, 9-10=-1285/3615, 8- 0=-1286/3815, 6-8=- 1282/3605 WEBS 3- 10=0/126, 3-9=-1016/385, 4-1-387/1239, 5.9=1016/385, 5-8=0/126 NOTES 1) Unbalanced loads have been considered for this design. roof lire ASCE 7 -98; 148mph 2) Wind: (3- second gust); h =10@; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1000 Ib uplift at joint 2 and 1000 Ib uplift at joint 6. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p10 Vert 1- 4=-90, 4-7.-90, 2 -9-20, 6-9=20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1 -2 =163, 2- 4=67, 4- 6=67, 6.7 =163, 2- 9=10, 6 -9=10 Horz: 1-2=-173, 2- 4=-77, 4-6=77, 6-7 =173 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads •• • ••• •. Vert: 1- 4=-90, 4-7=-30, 2-9=-20, 6.9 =20 • • • • • • • • • • • • • • ... 4) 2nd unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 • • • Uniform Loads (Of) • • • • • • • • • • • • Vert: 1. 4=-30, 4 -7 =90, 2- 9=-20, 6-9=-20 • • 4,•• • • • • • • • • • • • • . ••• ••• • • • • ••• ••• • • • • • • • • • •• •' • • • . • • • • • • • ••• ••• •• ••• •• •• • • ••• • • • • ••• • • • • • • • • • • • • • ••r • • • • • • • • • • • • • • • ••• • •• •• • • ••• • • Job '5D101 Truss S2 Truss Type ROOF TRUSS Qty 5 Ply 1 MARK HUMBLES 0009 Job Reference (optiona0 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6 200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 04 11:49:16 2005 Page 1 -2-0 -0 5 -3 11 -1-0 16 -6-13 22 -2 -0 1 24 -2-0 1 1 I -7 I 1 1 • 2 -0-0 5-7 -3 5-5-13 5-5 -13 5 -7 -3 2-0-0 Scale: 1/4 " =1' 4.00 Fli 4x9 M1120= 4 5x8 M1120-.:-- ill 5x8 MII20' 3 5 Ate• .t1 l_ 2x4 MI120 II 2 6 2x4 MI120 II Lc Id. 1 3 9 5x12 MI120= 8 g r . — 7 Id, =' weal : d MII20= 2x4 M11120 I I 2x4 M1120 I I `lsompi 3x6 MII •' • 1.50 IY. 5-7 -3 11 -1 -0 16 -6-13 22 -2 -0 1 1 1 5-7 -3 5-5 -13 5 -5-13 5 -7 -3 Plate Offsets (X,Y): 12:0-2-8,0-1-81, [3:0-4-0,0-3-01, [5:0- 40,0 -3-01, [6:0-2-8,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) 0.29 8-9 >880 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) - 0.51 8-9 >512 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.23 6 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 102 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2 -11 -10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2 -14 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1397/0 -7-4, 6=1397/0-7-4 Max UpOR2=- 1000(oad case 2), 6= 1000(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/54, 2- 3= 3891/1574, 3-4=2914/1279, 4-6=-2914 /1279, 5-6=-3891/1574, 6- 7=0/54 BOT CHORD 2 -10= 1282 / 3604, 9-10=- 1285/3814, 8-9=- 1285/3814, 6-8=- 1282/3604 WEBS 3-10=0/126, 3-9= 10181385, 4-9=-387/1239, 5- 9=- 1016/385, 5- 8-0/126 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3-second gust); h =10It; TCDL= 5.Opsf, BCDL =5.0psf Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1000 Ib uplift at joint 2 and 1000 Ib uplift at joint 6. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1-4=-90, 4-7=-90, 2 -9=20, 6-9-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p1f) Vert 1 -2 =163, 2 -4=67, 4 -6=67, 6-7 =163, 2 -9-10, 6-9=10 Horz: 1-2=-173, 2 -4=77, 4-6=77, 6.7 =173 3) 1st unbalanced Regular Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (ph') • • ••• • • • • • Vert 1- 4=-90, 4-7 =30, 2-9=-20, 6 -9=20 • (Da 4) 2nd unbalanced Regular. Lumber • Increase=1.33, Plate Increase=1.33 • • • • • Uniform Loads (pit) • • • Vert 1- 4=-30, 4-7=-90, 2 -9=20, 6 -9=20 • • ••• • • • • • • • • • ••• ••• • • • • • ••• ••• • • • • • •• • • • • • • • • •• ••• • •• •• •• • • • ••• • • • • ••• • • • • • • • • • • • • • • • ••• • • • • •• • • • • • Job '50101 Truss V10 Truss Type ROOF TRUSS • Qty 1 Ply MARK HUMBLES 1 Job Reference (optional) 0010 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6 200 s Apr 28 2005 MITek Industries, Inc. Fri Nov 0411:49:17 2005 Page 1 • 4-0-0 8-8-0 10 -8-0 1 1 4-0-0 2-8 -0 4-0-0 Scale = 1:17.5 3x4 MI120= 4.00 12 4x9 MI120= 3 i 1 c — 2x4 M1120 2x4 M112011 2x4 M1120� 10 -8-0 10 -8-0 Plate Offsets (X,Y): [2:0- 2 -0,0-2 -13] LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.26 Vert(LL) n/a - n/a 999 MI120 2491190 TCDL 15.0 Lumber Increase 1.33 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) - Might: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 80-0 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 1= 379/10.8 -0, 4= 285/10.8-0, 5= 312/10.8 -0 Max Upliftl=- 233(load case 2), 4=- 194(load case 2), 5 — 131(load case 2) Max Grav1= 391(load case 3), 4= 285(load case 1), 5=355(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2- 663/440, 2- 3=- 581/445, 3-4=-613/422 BOT CHORD 1 -5=- 362/581, 4.5=- 382/581 WEBS 3-5= 223/153 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =10fl; TCDL= 5.0ps(; BCDL =5.0psf; Category II; Exp C; enclosed; C-C Intedor(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 1, 194 Ib uplift at joint 4 and 131 Ib uplift at joint 5. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pfl) Vert 1- 2=-90, 2-3=-90, 3-4=-90, 1 -4=-20 2) C-C Wnd: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads tiff Vert: 1 -2 =70,2- 3=78,3. 4=70,1 -4=-10 Horz:1- 2-- -80, 3-4=80 o•• • • • • • • • • • • Drag:2 -3=0 • • 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 • • • • • Uniform Loads (pit) • Vert 1-2=-90, 2-3=-90, 3-4=-30, 1-4=20 • • so* • • • • • • • 4) 2nd unbalanced Regular: Lumber increase=1.33, Plate Increase=1.33 Unfform Loads (plf) Vert: 1- 2=-30, 2- 3=-90, 3.4= -90,1 -4=20 • • 0101• 0101. 0101• • • • • • :e. • • • • • • • • •• • • • • • • • • • • • • • 0101. 0101• •• 00 ••• • • • 0100 • • • • 0010 • • • • • • • • • • • • • ••• • • • • •• •• • • 0 04•.10 • • Job $D101 Truss V14 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLES 0011 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6 200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 04 11:49:17 2005 Page 1 7-4-0 14-8 -0 I I I ° 7-4-0 7-4-0 Scale = 1:23.6 4x9 M1120= 4.00 12 2 _ _ 1111 — II 3x4 MII20% 3x4 MII20— 3x4 M1120=-..-- 2x4 M112011 14-8 -0 14-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) n/a - n/a 999 MII20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matri() Weight 45 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 8-0.0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=280/14-8-0, 3= 280/14 -8-0, 5=855/14-8-0 Max UplIft1 =157(load case 2), 3=157(load case 2), 5=- 437(load case 2) Max Grav 1 =300(load case 3), 3=300(load case 4), 5=855(load case 1) FORCES (lb) - Mardmum Compression/Maximum Tension TOP CHORD 1 -2=- 124/75, 2-3=-124/75 BOT CHORD 1- 5=0/44, 4.5 =0/44, 3.4 =0/44 WEBS 2 -5=- 635/446 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3 -second gust); h =10fl) TCDL= 5.0psf; BCDL =5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 1,157 Ib uplift at joint 3 and 437 Ib uplift at joint 5. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1 -2 =90, 2-3= 90,1 -3=20 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1 -2=68, 2- 3=88,1 -3=-10 Horz: 1 -2 =78, 2-3=78 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (plf) • • ••• • • • • • • • Vert 1- 2=-90, 2 -3= 30,1 -3=-20 • 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase =1.33 • • • • • Uniform Loads (plf) • • • Vert 1-2=-30, 2-3=-90, 1-3=-20 • • ••• • • • • • • • • • ••• ••• • • • • • • • • •• • • • •• • • • • • • • • • ••• ••• ••• •• ••• •• • • ••• • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• • • • •••_• • ••• Job '50101 Truss V18 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLES 0012 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8 200 s Apr 28 2005 MiTek Industries, Inc. Fri Nov 0411:49:17 2005 Page 1 9-4-0 18-8 -0 1 9-4-0 9-4-0 Scale = 1:30.0 9x12 MII18H= Lc c3 4.00 12 _. 2 �3 I ■ it 3x6 MI120:---- 3x6 MII20� 2x4 MI120 I I 3x4 M020= 18-8 -0 18-8 -0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/def Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) n/a - n/a 999 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) n/a - n/a 999 MII18H 195/188 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 58 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (1b/size) 1= 387 /18.8 -0, 3=387/18.8 -0, 5=1121/18-8.0 Max Uplift1 =202(load case 2), 3 —202(load case 2), 5=- 581(load case 2) Max Grav1 =393(load case 3), 3 =393(load case 4), 5= 1121(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-163/97, 2-3=- 183/97 BOT CHORD 1- 5=0/58, 4-5= 0/58, 3. 4=0/58 WEBS 2 -5--- 833/574 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =10ft; TCDL =5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 1, 202 Ib uplift at joint 3 and 581 lb uplift at joint 5. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular Lumber increase =1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-2=90, 2-3=-90, 1-3=-20 2) C-C Wind: Lumberincrease=1.33, Platelncrease =1.33 Uniform Loads (plf) Vert 1 -2 =87, 2-3=87, 1-3=-10 Horz: 1 -2 =77, 2 -3=77 3) 1 st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 • • ••• • • Uniform Loads (plt) • • • • • • • Vert 1-2=-90, 2-3=-30, 1-3=-20 • • • 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 • • • Uniform Loads (plt) • • • ••• • • • • • • • • •• Vert: 1-2=-30, 2- 3=- 90,1 -3=20 • • • • • • • • • ••• ••• • • • • ••• ••• • • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• ••• • • • • •• •• • • ••• • • • • • • • ••• • • • r • • • • ••• • • • • • • • ••• •• • • • • • • • • • ••• • • HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES@ it is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPl does not intend these recommendations to be interpreted as superiortotheprojectArchitect's or Engineer's design specification for handling, installing and bracing woodtrussesfor a particular roof orfloor. These recommendations are based upon the collective experience of leading technical TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe wood truss industry, but must, due tothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. A 1 8' -10' 8,-10' Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. E'L •••.... • .. • •••••• • •• • • • • iTivse®s •stored vertically should be • • • • •.: •. biome¢ to prevent toppling or tipping. WARNING:. Do not break banding until instals- •, tion begins or lift bundled trusses by the bands. • WARNING: Do not use damaged trusses. . i ER: a9 not store bundles upright unless iropel ly braced • • •• DANGER: Walking on trusses Which are lying • flat is extremely dangerous and should be strictly pichliited • •• •• • • • • • ••• Fraint 1• • • • • • • • • Tag Une I Approximately 1/2 truss length 1 i Approximately 1/s truss length Truss spans less than 30'. Spreader Bar 11111111- \ \ \\\\ % % %ice Toe In Toe In Approximately 1/2 to 1/2 truss len , h Spreader Bar Less than or equal to 60' Tag Une Tag Une Ufting devices should be connected to the truss top chord wfth a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing Is installed. Toe In Toe In Less than or equal to 60' - Tag Une Tag Une Strongback/ SpreaderBar At or above mid - height. Tag' Line AIL 10 EMPANNI �_ Approximately Y3 to' truss length Strongback/ SpreaderBar Greater than 60' 10' 10' L Ap rp oximateiv i to 3/, truss length Greater than 60' CMJTIONt Qrqui)d :rac ng: required for all Installations. • • ••• • • • • • ••• pry: e2 12 4 or greater -t '',�� ; it t.ih4 h Gu d xtt�y'�i �iy P�'� j� ; n€» N t !# :'gy`m AIV ' i,�,'pp�iGt4 wl Et�p# 4 Wr P•t t N #Nt i� a i t' i 31'y� 1yynt■� I U !t' Xj ,7jttlin .tip p ry �i � �jtj�#'lIN tt N VIkfl 1 i �.; tiyNait i0{� �Cr11 tt�i gr. j i S(i Mt �'N►"�(�r4 I { n t i r h II5 N 'g: �nhi�r�; .7 �a • i$ +yYi'ht[ eSl 4� 6I vPw:S t Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce- Pine -Fir 10' or Greater Top chords that are laterally braced can buckle togetherand cause collapse Uthere lane diago- nal bracing Diagonal bracing should be nailed to the underside,a1 Fo top chord when purlins are attached to gip topside of the top chord. `SP /DF ;SPF {Hp Up to 28' Over 28' - 42' Over 42' - 60' Over 60' 2.5 3.0 3.0 7' 6' 5' 17 9 5 12 6 3 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine - Fir.,. Continuous Top Chord Lateral Brace Required All lateral braces lapped at least 2 trusses. 6' • • • • • • • s••• • • • • • • • • Fratie • • ,rL • �v- ••• • • • • • • I s • • . •• •• •d• • • s •• • Top chords that are laterally braced can buckle togetherandcausecollapse inhere Ism diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. ISSORS TRL SS 12 --- I . 4 or greater SP Up to 32' Over 32' - 48' Over 48' -60' Over 60' M'NI PITT 4/12 4/12 4/12 S(STCp .C�IORb LAYER. BIRI�CE SPACI 15' 15' 15' `SP /DF'=4 20 10 6 SPF /HF 15 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir r. 7 4 SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. •c Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. Cross bracing repeated at each end of the building and at 20' intervals. •• .; �— Permanetnt . r . • • `�� continuous; • • • • • • it lateral bracing °� as specified by the trus' Dftgit3bering • • • • • • •• •• • • • • ME BER P • •. •• • • • • • •' • ••• • • ••• • • • • ••• • 0 • • 0 • • • • • • • • ••• • • • • • • • • • • •• •• 1 • • ■• •• • • • ••• • • • Frame 4 r "� rrY ll,f, Lf� t, ill It iiii " � " "((N��}}�1 { I *r rE� �� CJpP'itYtiur I �. H.E.. {iN'i'�am,ry tir>I t,"i' ' ► I {M l {tr u ,1?EPT�i Y h qtr Std �.,,,d Jt'w ti a a a I:, Iy ti iA i T i�RAL BRACfE S4Ciq (L�$} I K i i ca i i yl , ;iii N{ Ma 7'�P f11i1'� �ia�. S C NDt, D C 8PFtliFx; Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" _ 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir 8 e end. diagonal brace for cantile`irered trusses must be;,, placed on verticat webs lip line with the's ipport. End diagonals are '= stability and must be dup' both ends of the truss system. Top chords that are laterally braced *animate togetherand cause canapes if there is no diago- nal bracing. Diagonal bracing should to nailed to the underside of the top chord when purling are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required 30" or �c greater ater 'Top chords thater° laterally bracedcanbuckle together and cause collapse inhere fa no dingo. nal bracing. Diagonal bracing should benailed to the underside of the top chord when purling are attached to the topside of the top chord End diagonals are stability and must be dupjfo° both ends of the truss system. • • - • • • • • • II • . • • •• s• • • ••• • to • Continuous Top Chord Lateral Brace Required n 31/2u Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 12 3 or greater Up to 24' Over 24' - 42' Over 42' -54' Over 54' 3/12 3/12 3/12 8' 7' 6' SP /DF 17 10 6 See a registered professiona engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir SPF /HF 12 6 4 All lateral braces lapped at (east 2 trusses. Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand ca uee collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purans are attached to the topside of the top chord. 10TR PLUMB +1 /M1" Maximum Misplacement Lesser of D /50 or 2" 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4° 7' 96" 2" 8' 108" 2" 9' Plumb Line • ••• •• •• • • • • • • • • I • • •• • • • e • • • • •• • • • • • • • • • • • .. ••• •• •.. . . ••• ••• OUT -OF -PLUMB INSTALLATION TOZ.ERAN&S. • • • 1 a • • • • • • • • • . •• • • • • .• WARNING: Do not cut trusses.0 • • • • • • • • ..• • • • • • . i •• • • L(In) Length L(in) BOW t Lesser of L/200 or 2" L(in). :11200 L(ft). 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' L(in) J • .......................... :................... ..... } Lesser of L/200 or 2" L(in); L1200 L(ft) 200" 1" 16.7' 250" 1 -1/4" 20.8' 300" 1 -1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. e a.•ss11�••-M:•ICJT+ i•11.. /LJIY t i , YbL RIII,H METRO -DADE= FLAGLER BUILDING PRODUCT CONTROL NOTICE, OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. U. Box SO) %tontgrnncry IM x6069 !WILDING CODE Ct MP1.t :t' CE °EEECE st rRo -imoi. EL.:tt;l.t:f2 11t°lt.DLM; 140 VI 11 rR C1 I r. 5:'111 7641,t MIAMI, FLORIDA ai! ;4 -i Ss: 0031 3775 -24011 1' :\.X 005) 375-200S CANTR CrOfl LtCE?SJtG SECTION 00) 3'3-23:7 F IN. 00,5)31'5.2.,,$4 t t)% t "1&%.(i Qtt E'f ORCE:ME% r tiit`i!iiCJX (4)5117i -2464i VAX (8613'? e*lt.!i PROM :CI Coyl`t#AL R #ViStt" {3r /$)j'.5, : FAX (M1)3774314 Your application for .Notice of Acceptance (NOA) or Wood under Chapter 8 of the Cade of Miami -Dade County governing the use of Alternate Materials and Types of Construction. and completely described herein. his been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below, BCCO reserves the right to secure this product or material at any time from a jvbsite Ise manufacturer's plant for quality control testing: If this product or material fails: to perform: in the approved: manner.. BCC° may revoke, . modify. or suspend the use of such product or material 'immediately: BCC° reserves the right to revoke this approval, if u is determined by BCCO that : this: product or material fails to Meet the requir rnents of the South Florida Building Cade. Ttic e;xpt:n.seof such testing will be incurred ' }the martufactirrer: ACCEPTANCE NO.: 094227.01 EXPIRES' 12/02/2004 Raul Rodriguez Chief Product Control Division THIS YS' HE COV'ERSHEET, SEE ADDITIONAla&a, 'FOR SVEC_ IFfC.ANSI C>E:NERAt. CONDITIONS BUILt Ac C dF i:Rt)It['t' `[tFt't� 41`C0n14t11T E This' application for Product Approval has been reviewed by the B3CC° and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under thu conditions set forth above, APPROVED: 03/151200f `o*Saen t •pe70 iO: ttsfro. tdt . t -ie 7c pt2"c.:erv2F p je ciot Internet malt address: tastmaxterlituildingendennttne .t;ttm fy7 fito.„,:„,rnisk Francisco Quintana, R.A. t)ireuttx ;'ttiarni -Dada County Hui [ding Code Compliant. Office ••• ••s • • • • •• s • • • • •+►• • • • • e • • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • •• • • • • • ••• • ••• ••• • • • • • • • • • • • • •• • ••• • • • • • • • •• •• • • 1lomerra:_*.e: htip:! ttaK.Istoddineccideonline.er)rn • • • • • • ••• • • • • • • • • • • ' • ••• • • • • •• e• • • • • • • ••• • • • • • ••• •• •• • United Steel Products Compauv, ACC :l;I''1 ANCE NO: 110 - 1227.01 :APPROVED: MAR 1 5 2001 EXPIRES: 12/0212006 NOTICE OF ACCEPTANCE: SPECIEIC CONDITIONS 1. SCOPF. 1.1 -this renews the Notice of Acceptance No. 98-12 t 6.07. c.l, icii was issued on 04:0111999. It approves wood connectors: as described in Section 2 of this Notice of Acceptance Designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23. do not erctec:.1 the dcs,t n load Indicated in the approved drawings. 2. PRODUCE DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. 11.111-PA-PC & HSU -TP. sheet l and 2 of 2. titled "Wood Connectors ", prepared by United Steel Products Company. dated 12112100 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. The documments shall hereinafter be referred to as the approved drawings, 3. LIMITATIONS 3.1 Allowable loads are for Southetrt Pine or better with a specific gravity. of0.55 and moisture content of 19°. or less. 3.2 Allowable loads are based on testing per ASTM D!761 and calculations per National Design. Specifications for Wood Construction 1991 Edition & 1993 Errata. 4. INSTALLATION 4.1 The wood ciantrcetors shall be installed in strict compliance with the approved drawings. 5. LABELING 5.1 Each wood connector:ahall.bear a permanentiab:l with the rnanufac:tmvr's nine or logo. city, state and tile. following statement: "Miami -Dade County Product Contrail Approved ". 6: BUILDING PERMIT 6.1 Application for Building Permit shall the accompanied by eopies of the following: 6.1.1 This Notice of Acceptance 6.12 Duplicate copies of this approved drawings as identified in Section 2 of this Vcdree of Acceptance. clearly marked to shca s the hangers and angles selected for the proposed installation. 6.13 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. • ••• • • • • (-7- - - • • • • •• • Candid° font. PE, Sr Product Control Examiner • •• ••• •• Product Control Division ••• ••• •` • ... f/1:4/ • • • • • • • • • •• •• • • • • •• • ••• •• • • • •••.••• •••• • • • • • • • • • • ••• • • • • • • • • • • • • • • • s• • •• • • •• • ••• • • ••• • • �1n�itetl Stct Pr.94us.b c'ngnpany. ACCEPTANCE NO.: 00- 1227.01 APPROVED: MAR 1 5 c fl?' EXPIRES: 12/02(2006 NOTICE OF ACCf;:.PTANC7E S"i'A`I)ARI) CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered atter a renewal application has been tiled and the original submitted documentation. including test supporting data. engineering docurnents, are no older than eight (8) y ears 2. Any and all approved products shall be permanently labeled c,; tth the ntarnitacturer y riwne. city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated m the' pecitie: conditions of this Acceptance. 3. Renewals of Aeeeptane a will not be considered it: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in cornpiianec. with the: code changes; b) The product is no longer the s3ntn product (identical) as the one originally approved c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation oldie ie product: d) The engineer who originally prepared, signed and-.sealed the required documentation initially Submitteif is no longer practicing the engineering pret'cSsion. 4, Any revision- or change iri °the materials, use, an&or nianuficture of the product or process shall atitoniatica1I) be cause for termination of this Acceptance, unless prior written approval has been requested (.through the fling ofa revision application with appropriate ree) and granted by the of-Flee. 5. Any oldie following shall also be grounds for removal .of this Acceptance: a) Unsatisfactory performance oldies product or process,. b) Misuse of this Acceptance as an endorsement of any product, lbr sales. adtiertisinc; or any other purpose. 6. The. Notice of Acarcptane:e.numbcr preceded by the words Miami -Dade County. Florida, and followed by the expiration date may be displayed in advertising literature. if any portion ot'the Notice of Acceptance is displayed, then it shall be done in its entirety: .. A copy of this Acceptance as well as approved dnwmgs and Other. documents. Where it applies: shall be provided to the user by the manufacturer or its distributors and shall n%.titable for inspection at the job sic at all time. The engineer need not reseal the copies. 8. Failure to comply with any sections of this Acceptance shalt be cause for termination and removal of Acceptance 9. This Notice; of Acceptance consists of pages I. 2 and this last pate 3. 'tr •• ••• • 'andklo I'�tt:, 1'l:. Sr. irrodu:t t ��rrr < <I Lxarmner • • • i- �'t,let.'artscol•17i.i�::trtt • • • •• •'• • • • • • • END ()F 11111S *t''C FP: A 4 F'.' : : •.• • • • • • • • •. • • • • • • • ••• ••• • • • • • •• • •••. • • ••• .•• • • • • •• • • • ••• • • • ••. • • • • • • • • • • • • • 0 •e• • • • • • ••• • •• •• • • • • • ■ • • •• • ••• • • & JACK CONNECTORS (HEAVY) POST ANCHORS is GA. GALVANIZED STEEL t(e) 5'3a' DIA. t coop 0ncrtA 1+ +Stan tssi s• INstps LoaOlio ds O Ofoft OW) A _ II ' Per no PA 4*4a Past aNAPAP 411 a•.1,'R'• a-:Ii' Mp/Jaor tltrger 1,Ma Rlont or LOS i. 1E -18d Mom PA 4140 Mtt MChsr 40i• i -31r 11 -51S' 44.4 441. wAar" 224 gykt or let! �Fn•l� LI �1�1�L1�>� ss��:TTaSTjTj� rr IA iota P•st A.aher arc 4.4,1• 5.5,r pr: ! � ttalnr M 101 ►041 AlMS1nsP ANA T•1,1' HAW 111111 WIIi7 540/ TFirime Mate $ Mrw.w. taetr•te strewoth•tea D500 pal D. Past awctwr conntetlon to Calrarftt 4 one lir dsa. McNor 1.It enkedded s *rum', of 4•' a woogoo M I it Per hor Solt location For PA 4140 awd PA 040 Peat Anchor 4. lt..➢wnt MOP distance for Anchor Salt location for PA 4X4 sod PA D1(0 Post Mthor Is 3' It PA 1*40, 41K. SAD nave too !•a.•tb hales 1n th . k•tle.. 6. LW penetration shall Nos rbdnun of 1 -if.' f0r opt nods turd e for 160 setc•+ptaw Yen•n n t Fasteners ken Callboys. loft* Loads OW Mender miser, Salts N Trust .Neck Truss taproot IMO WW1 1331 N alas Mp/Jaor tltrger 1,Ma Rlont or LOS 1-1 /s' 1E -18d Mom 7 -lad 1 -lad 1 1190 44.4 441. wAar" 224 gykt or let! 7-1/4• N.161 Maws 7•16d 9 -lid 3541 ' 0145 trial' 7 oovot 0461 ASTN Ass on tae Iniader shall hove a nurson penetration of o• POST CAPS IS GA GALVANIZED STEEL 2"444t Cane k crOton oo 4 t1ao is n,t t ds 0 + � PC 4N Post Cep 404 a-s s• a•a,r —.. 0._... . ..,..._..R .- . PC au Post GP axt 3 -5111' 5-011' Pc au Pc sa Past cep 4u est cos se s•3 r 1 -sir r4 2, -1...111 -tae i.edi' P -s,r 540/ Motor 1. Asa penetration Ono tae a •neuron• sf 1 -3/4• for IOd ma end Z' far 14d nobs GENEa4(, NDTEs. 1) sTECL SHALL CONFORM TO ASTN 4653. STRUCIUR*L GRADE 33a UJlN. AND A M MON GALVANIZED COATING OF 0 -40 0) FASTENERS ARE COMMON TITRE RAILS UNLESS OTNGRVISE NOTED al ALLOVAlLE IWLIFT LDA4S NAVE SEEN INCREASED SA A SNORT TERN DURATION (ACTOR OF 3SO ran VIOO LLAD CON4UUDL MO FURTHER 'J FURTHER(NCCREA$C ALLOVGI 4). E6pp E INCREASED �1rt _ DURATION R ALLOVALE DA A O ON THE NATOL DESIGN SPECFIONS FOR V0120 CONSTRUCTION 1411 EDITION L 1999 ERRATA. FOR SWOON YELLOW PINC the IN OR 0ERTE41 L TEST PERF1 S IN ACCORDANCE VITN ASTN 01741 fOR pFFICE usC . -•w r I.M1► 114 unto uIL ;+10TH T100IDS 0URW � IE � 1.1II- 5 A :tt "'INN1t1 t61:A.nI ord1S3 N1n11lE. to0E COUfU .EE MC AEtiNANCE E4.0b- l22'! • e,41 UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MOtIGOIER? NM 56069 WOOD CONNECTORS DATE- --Want- CRAVING NUNICR• SHEr! NUM4ER' 188 Hip /Jack Connectors — HJH series Hip /Jack hangers are used to simultaneously hang a combination of hips and jacks off girder trusses. The HJH must be ordered in either left (L) or right. (R) configurations. The HJH is a heavy -duty design that accommodates concentrated load conditions. Materials: 7 gauge Finish: USP primer Options: HJH28L/R is available in Hot -dip galvanized. To order, add HDG, to stock number, as in HJH28L -HDG. Codes: SBCCI 2031C, FL577, FL859, Dade County, FL 04- 0427.04 , timmissongsw Installation: • Use all specified fasteners. See General Notes, pagel4. See ANSI/TPI section for truss chord applications page 200., _ s HJH26L Typical HJH26L installation Descriptiort Steel Gaup 2x6 right /left 7 -114 ]y�tyt t�SI�:SY9�i 1 1) Uplift loads have been increased 33 -1/3% or 60% for wind or seismic loads; no further increase shag be permitted. 2) Uplift maximum load on hip Is 1035lbs. and 1180lbs. on jack. 3) HJH loading published for total load of hip f jack connection. 4) Minimum nall penetration shall be 1 -618° for 16d nalis. New products or updated product information are designated In red. , Hip/Jack Connectors -- HHC HJC; HJHC, & HTHJ series; HHC & HJHC – Allows for hip / hip support and hip /jack/ hip installations. HJC & HTHJ – Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right -hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC –12 gauge HTHJ –18 gauge Finish: G90 galvanizing Options: HJC26 & HTHJ26 -18 is available in Triple Zinc. To order, add TZ to stock number, as in HJC26 -TZ. Codes: SBCCI, BOCA – NER 564, NER 532, FL571, FL817, FL819, Dade County, FL 01- 0327.04 — HJC26 & HJC28 installation: page 14. • Use all specified fasteners. See General Notes, pag •• • ••• • • • • . .5 00000000 • • • • • • • o • • • • + • • •. 57 18 • 5" Typical HJC/HTHJ installation • • • • • • • . • • • • • • • •. •• o • • •• •• ••• .• • •.• • • ••• •s• • • • • • •• HTHJ continued on next page 1 4 1 4 4 4 4 4 4 4 1 4 1 17::PSON SU ! 1L, HSUR/L, tom. T SR 1L1 Hangers 23A6. Stronglie HEADER HEADER JOIST SUL /R & HSUL /R INSTALLA TION 1%a" 06" X14 " 3%g" i%" gi" for THASL218 -2) HEADER B =2746" MIN. (4)10d NAILS INTO TOP OF HEADER THASL /R INSTALLATION SQUARE 2 CUT JOIST PLAN VIEW OF SKEWED HANGERS MODEL NO. GAUGE FASTENERS ALLOWABLE LOADS HEADER JOIST UPLIFT (133) FLOOR (100) . SULJR26' 16 6 -16d 6 —lOdX1 1/2 665 865 HSUL/R26 -214 14 12 -16d 4- 164X2, 1/2 585 1315 THASL/R218' 18 18 -1Od' 4 -10dX1 1/2 — 1250 THASL/R218 -2' 18 .18 -10d' 4 -10dXt 1/2 — 810 1. A minimum' bL (;4)Z04•1goits rnvst be Qailed into the top of the header 2. Joist moy be•sd+e ;cft'pf. bowel but 3. Allowable Ioead is troserO4.ci raiiriiimu. of 2 thick header 4. Allowable load is based on a minimum of 2" thick joist 5. Joists shall be made of lumber with o SG -0.55 or better .•• ••• se. • . • • • • • • • •• • • • .• •• • • • • • • • •• • • . ..• . .. • • • • • •.• • • • • • • • • • '.: • •• •. • ••• • • ••• • • $1MPSON STRONG —TIE. INC, 1720 COUCH DR. MCKINNEY, TX 75069 TEL (800)999-5099 Dwg Date: 6/02 #� DC2301 Scale: NTS Dwg by. DSB Chk by JMG Sheet A. or 5. BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING 140 WEST FLAMER STREET, Sal% 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE (NOA) Simpson Strong Tie Co., Inc. 1720 Couch Drive. McKinney, Texas 75069 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 mam acturer 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 orris 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: Wood Connectors LDS, HUS, HHUS, HGUS, HGUQ, SULIR, HSUL/R, THASILIR & THA. APPROVAL DOCUMENT: Drawing No. DC2301, sheets 1 through 5 of 5, titled "Truss Hangers, LUS & HUS Hangers, HHUS, HGUS & HGUQ Hangers, SUR/L, HSUR/L & THASRIL Hangers & THA Hangers" dated June, 2002 with no revisions, prepared by Simpson Strong -Tie Co., Inc. signed and sealed by J. M. Gilstrap, PE, bearing the Miami -Dade County Product Control Renewal 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 be available for inspection at the job site at the roues>: site $uil Official. This NOA revises NOA# e I s wed ts gpjr 85cument mentioned above. The submitted documentation was 00-0512.06 eviewed by Candido E page rB •: •, • • . • • • • • •• • ••• • • • • • •• • NOA No: 02- 0719.02 ••• • • • • • • +is lion Date: June 20, 2008 •' • • , ,kppreval Date: April 17, 2003 '•• •• • • •• •• Pagel • • ••• • • • • • • • • • • • • • •• • •• ••• • • • • ••• • • • • • • • • ••• , • • • • • • • • ••• ••• •• •• • SIMPSON Strong =Tie C.I NECTOPS Truss Hangers (Page 2 of 5) HUS (Page 2 of 5) HHUS HGUS (Page 3 of 5) (Page 3 of 5) HGUQ (Pogo 3 of 5) SUL /R (Page 4 of 5) HSUL /R (Page 4 of 5) THASL/R (Page 4 of 5) THA (Page 5 of 5) GENERAL NOTES 1. IN ACCORDANCE WITH SECTION 1707.3 OF THE FLORIDA BUILDING CODE, THE ALLOWABLE LOADS SHOWN IN THE TABLES ON THE PAGES TO FOLLOW ARE BASED UPON THE LOWEST VALUE OF THE FOLLOWING: A) PER SECTION 1707.3.1.1 OF THE CODE, THE LOWEST ULTIMATE LOAD OF THREE HANGER TESTS DIVIDED BY A FACTOR OF SAFETY OF THREE WHEN TESTED IN ACCORDANCE WITH ASTM —D176. B) PER SECTION 1707.3.1.3 OF THE CODE, THE LOWEST LOAD OF THREE TESTS RECORED WHERE THE JOIST MOVEMENT WITH RESPECT TO THE HEADER EQUALS Ye" DETERMINED FROM TESTING IN ACCORDANCE WITH ASTM— D1761. C) PER SECTION 1707.3.1.4 OF THE CODE, THE CALCULATED CAPACITY FOR THE FASTENERS USED TO SECURE THE HANGER TO THE SUPPORTING MEMBER OF THE CONNECTION DETERMINED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997 EDITION USING WOOD WITH A MINIMUM SPECIFIC GRAVITY OF 0.55. 2. THE STEEL SHALL CONFORM TO THE REQUIREMENTS SHOWN ON IN THIS TABLE AND SHALL HAVE A HAVE A MINIMUM GALVANIZED COATING OF G60. 3. FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. . ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED 33% FOR WIND LOADING WITH NO OTHER DURATION INCREASES ALLOWED. 5. ALLOWABLE DOWNLOADS HAVE NOT B •• INCREASED BY ANleiq,U�Rp1 Olil LACY . .•• • •r•„ •• MODEL NO. MATERIAL ASTM SPEC. Fy Fu LUS 18 go A653FS 28 38 HUS 14 go A653XS 28 38 HHUS 14 go A853CS 28 38 HGUS 12 go A653SS Gr40 . 40 55 HGUQ 12 go Gr40 40 55 SUL /R 16 go ,A653SS A853FS 28 38 HSUL /R 14 go A653CS 28 38 THASL /R 16 go A653SS Gr4o r 42 56 71-IA 18,18,14 go A653FS 28 38 •r°Ri r' >!a>EY{i` • .. • • • s eoan?>:S�lar v.•� the th9�r6l� . . - Ceps • •!:: ifiettpto:co No_ ad- J, apireezaw'kale/ lr • • • ••• • • .•• • • • :• •• •• • • • • • • •• • ••• •• • • • • SIMPSON STRONG —T1E_ INC, 1720 COUCH DR. MCKINNEY, TX 75069 TEL: (800)999 -5099 Dwg #: DC2301 Date: 6/02 Scale: NTS Dwg by. DSB Chk by JMG Sheet 1 OF 5. TABLE 5 HUS Hanger Allowable Loads Model No. Dimensions Fasteners Doug Fir Larch/Southern Pine Allowable loads W H B Carrying Member Carried Member Floor (100) Snow (115) Roof (125) Wind (133) Wind (160) Uplift (133) Uplift (160) HUS1.81/10 1 13/16 8 7/8 3 30-16d 10-16d 4310 4465 4565 4650 4930 2980 3000 HUS26 1 5/8 5 3/8 3 14-16d 6-16d 2710 3115 3335 3335 3335 1550 1550 HUS26 -2 31/8 5 3/16 2 4-16d 4-16d 1060 1215 1325 1405 1695 1170 1235 HUS28 1 5/8 7 3 22 -16d 8 -16d 3635 3760 3840 3905 4130 2000 2000 HUS28 -2 31/8 7 3/16 2 6-16d 6-16d 1585 1825 1985 2110 2540 1550 1550 HUS210 15/8 9 3 30-16d 10-16d 3840 3995 4100 4180 4460 2980 3000 HUS210 -2 3 1/8 9 3/16 2 :. 8-16d 8-16d 2115 2435 2645.. 2815 3385 2335 2810 HUS212 -2 31/8 , 10 3/4 2 , 10-16d 10-16d 2645 3040. 3305 3520 4235 _ ` 2920 ::3000 HUS46 3 9/16 5 2 ' 4-16d , 4-16d 1060 >: 1215 : ° 1325 1405 1695 1170 : 1235 HUS48 3 9/16 . 615/16 2 6-164 6-16d 1585 :' 1825 1985 2110• 2540 1550 1550 HUS410 3 9/16:. 815/18 2 ". 8-16d : 8-16d .: ''2115: 2435::: :.2645. 2815 3385 2335:`. '. 2810 .. HUS412 3 9/16. 101/2': 2 ;':10 -16d 10 -16d. '; 2645. 3040 . 3305 3520 . 4235 . 2920. 3515 Typical HUS Hanger am; Typical MUS Hanger TABLE 6 MUS Hanger Allowable Loads Model No. Dimensions Fasteners Doug Fir LarchlSouthem Pine Allowable Toads W H B Carrying Member Carried Member Floor 1160) ..4(11;,5)• Snow Roof 025). Wind _ (133) Wind (160) Uplift (133) Uplift (160) MUS26 19/16 53/16 2 6-10d 6-10d 425 :152G: :1055: :14'T3 1825 1090 1090 MUS28 19/16 613/16 2 8 -10d 8 -10d jj65 ...EMU: : 2205: •: 23+1, 2645 1555 1555 Page 12 of 15 • • •••• • • • •. • • • . • ••• ••• • • .. •••• • • • • • : • • • • :• Sampson Strong -Tie • • • •• ••• : • • • ••• • • • • • ••l • • • • ••••• • • • • • • • ••• • •• • • •• •• • • ••• • • TABLE 4 HGUQ Allowable Loads Model No Ga Dimensions Quantity Fasteners 114 SDS Allowable Loads W H B Carrying Member Carried Member Douglas Fir- Larch/Southern Pine Uplift (133) Uplift (160) Floor (100) Snow (115) Const (125) Wind (133) DOUBLE 2x SIZES HGUQ26 -2 12 3 7/16 5 4 12 (4) 1/4x3 1635 1635 3695 4250 4620 4930 HGUQ28 -2 12 3 7/16 7 4 20 (6) 1/4x3 2465 2565 6160 7085 7330 7330 HGUQ210 -2 12 3 7/16 9 4 28 (8)114x3 _ 3285 3440 7415 7415 7415 7415 _ TRIPLE 2x SIZES HGUQ26 -3 12 51/8 51/8 4 12 (4) 114x4 1/2 1635 1635 3695 4250 4620 4930 HGUQ28 -3 12 51/8 71/8 4 20 (6) 114x4 1/2 2465 2565 6160 7085 7700 8215 HGUQ210 -3 12 51/8 91/8 4 28 (8) 1/4x4 1/2 3285 3440 8625 9745 9745 9745 _ QUADRUPLE 2x SIZES HGUQ26 -4 12 611/16 5 5/16 4 12 (4)114x6 1645 1970 3695 4250 4620 4930 HGUQ28 -4 12 611/16 7 5/16 4 20 (6) 1/4x6 2465 2955 6160 7085 7700 8215 HGUQ210 -4 12 611/16 9 5/16 4 28 (8) 1/4x6 3285 3940 8625 9920 10260 10260 4x SIZES HGUQ46 12 3 5/8 4 7/8 4 12 (4) 1/4x3 1635 1635 3695 4250 4620 4930 HGUQ48 12 " 3 5/8 6 7/8 4 20 (6) 1/4x3 2465 2565 6160 7085 7330 7330 HGUQ410 12 3 5/8 8 7/8 4 28 (8) 1/4x3 3285 3440 7415 7415 7415 7415 1. Uplift Loads have been incresed 33% and 60% for earthquake or wind Loading with no further increase. Reduce by 33% and 60 %fo' normal loading as in cantrleve 2. Select length of SDS screws according to the width of the carrying member. Use a minimum 3' screw for 2 -2x & 4x, 41/? for 3-2x and 6' for 4-2x carrying members. Page 11 of 15 ••; :: 7Zwal •p• U•• g Hanger • • • ;•. .• •• . . • • • • •• • • ••• • • • •.• • • • .• ••• • • • • • • • ••• • • • • • • • • • • • • • • • • • • • •• • •.• • ••• • • ••• • • • • • • • • • • • • • • • • •• • • • 1 • • • * •• ••• • • ••• • • Simpson Strong -Tie MAXIMUM OVERHANGS OVERHANG WITHOUT RETURN a • It LEDGER BOLTED TO THE TIE BEAM 1BY BLORe NAI bE GMITTEO NOR. D.N. 24') OVENNANG WITH RETURN HQ= GRADE OF LUMBER 18 PSF SOFFIT 2 PSF SOFFIT WIND LOAD. 2X4 . 2X0 2 STRESS INCREASE • 33 S. 2X4 2X6 tleatELONALQUANIM LOADING No.2ND 19 SP 2-8-3 3 -18-11 2-8.3 _ 1-2-9 _IL, FLORIDA MAL MO No.2 19 SP 2-9-15 4-8-11 15 2 -10.0 4 -4-11 BOTTOM 0 Na. 20 19 SP 3-8-2 4-4-7 SPACING: 24" 0.C. 3-0.0 4 -8-12 • ` No.IIC 19 SP 3-8-2 4-5-8 •• 3-0-0 4 -8 -11 Nat 19 SP 3-1-11 4-7 -15 • 3-0.0 4.9 -13 *MO 19 SP 3-3-0 4-9-18 3-1,41 440.15 _ Noss 19 SP 34-4 5-0.0 3.0.0 4.9-is SS 19 SP 3-3-0 5-14 $ -1- a 4.10-is ■ OSS 19 SP 3-3 -0 5-Z-6 1114-10 4.11-15 •: HQ= 1. DESIGN CHECKED FOR 140 MPH WIND LOAD. 2 STRESS INCREASE • 33 S. tleatELONALQUANIM LOADING ..1._ _IL, FLORIDA MAL MO T.O. 2 x 4 No. 2 19 SP TOP 30 15 • 000E 2001 S.C. 2 x 4 Ns. 2 18 SP BOTTOM 0 10 • Webs 2 x 4 No.3 *SP SPACING: 24" 0.C. • •• ••• • • • • •• • • • REMBERTO CONTRERA Consulting Engineer Civil,/ it( 30 N.W. 87 Avenue Miami, FL P (Florida P • • •• • • • • • • • . 1• • STRUCTURES USA, INC. •, (3 8083 740 -877 ••• • • • • • "INI DImIN a SUPPLY ALL IRNIO 011 STEIL OOIN MOTOI1i" • ••• • • • • • • • • . . ••• • • • ••• • • • • • • •• • • NOV 3 0 2004 • • &PR MO) FOR STRUCTURES USA, INC. Flo Now Mxdnu 044•110p4 iNa•3044j,* Shed: Mxdmum Owdwg •• • • : • : • • • ••• • • • • • • ••. • • • • • • .•• •• • • • • . • ; .... • ••• • • • • • 7'- 0" CORNER SET TOP CORD CONNECTION: Comer Jacks - USP - RT3 T-0" JACKS - USP - RT3 5' -0" JACKS - USP - RT3 3'-0" JACKS - USP - RT3 1' -0" JACKS - USP - RT3 2x6 STD. HEEL HT. MAX NOTE THIS DESIGN HAS BEEN CHECKED FOR 146 MPH WIND LOAD. WALL HT. 10 FT MAX. PROVIDE FOR UPLIFT AT SEARING WALL CONNEC11ONS 925 lb. STRESS INCREASE = 33 %. Min. P = 1.4 Max. P = 6.5 12 } JAcKS PARTIAL ROOF LAYOUT 2 T-0° Max. BOTTOM CORD CONNECTION: Comer Jacks - T-0" JACKS - USP CLPBF 5' -0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS COMMON JACKS MINIMUM GRADE OF LUMBER: LOADING (PSF) L FLOP.DA °ODE 2001 • . • 400 • • • • T.C. 2 x 4 No. 2 19 SP B.C. 2 x 4 No. 2 19 SP Webs 2x 4 No. 3 19 SP TOP BOTTOM SPACING: 24" O.C. 30 0 -Q 15 10 • • NAIL DESIGN LOADS. (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 0 SPECIES (S.Y.P.): 8d COMMON NAILS = 78Ib. (Shear) 10d COMMON NAILS = 94 lb. (Shear) USP HANGERS DESIGN LOADS. (ACCORDING TO MIAMI-DADE BUILDING CODE COMPLIANCE OFFICE / PRODUCT CONTROL DIVISION): RT3 HURRICANE CLIP = 365 lb. (Uplift 133%) wi(8) 8d x 1 -1/2° NOA No. 02-0128.05 CLPBF BUTTERFLY HANGER = 815 lb. (Downward) w/ (15) 6d NOA No. 01- 1015.02 HJH26 =1,890 lb. (UM 133% & Downward) tel (27) led NOA No. 00. 1227.01 MAXIMUN ALLOWABLE LOADS: T.G. (Node 2) UPLIFT (133%) ROOF (125%) B.C. (Node 3) UPLIFT (133 %) ROOF (125%) JACK SIZE Comer Jack r 3'-0' t'-0 365 b 36516 36516 36518 365 lb 385 lb 3651b 38516 365 lb 365 lb -0° i_0" 1r ) ?9 I ' 9518 2•49911, (, ?8 s 1 Ib I1F .� F t. STRUCTURES USA, INC... • • • • • • (305) 740 -557 1T ••: ', • •• "VIE WORN Sr SUPPLY ALL KM OP 3112®. CONNECTORS" 41J f_ • • • • FiE a O CC) NTRA3 PIER" P e• Consulting Engineer CiviUStructurai 30 N.W. 87 Avenue, IC 101 ' ••• • .. ...Miami, FL 33172 • • • • : plane: (305 667 -8787 • • Florida P.E. 21522) He Name: Hanger Cale Jack Nails- Stan Bulbin (Aug 01-04).xls Sheet Jack Nails ••• • • • • • • • ••• • • • • • • ••• • • ••' •s • • • • ••• • • • ••• • • • • • • • • • •• •• STANDARD ROOF VALLEY DETAIL PARTIAL ROOF LAYOUT Supporting Truss 2x3 (typ) Strap O 48' /' 1111i o.c. sae note (c) below 3x— =e= See note (a 4x4 wAUZY AREA 12 pitch 4 to 7 5x6 spl. (tip) 3>c6- (typ) Supporting trusses at 2' -0" o.c. max . NOTES: (a) Provide 'continuous bracing on verticals aver 6' -3". Connect bracing to verticals w/2-8d nags and bracing must be tied to o fisted point at each end, (b) Max. spacing for vertical studs= 8' -0" On trusses with spans over 24' -0" the vertical should be spaced at 6'-0" o.c. max. (c) Conn. for wind uplift w/ min. 1 1/411. 18 ga. twist .strap at 4' -0" intervals w/4, 10d nails each side of strap. Max 100 mph wind, speed, 15' -0" mar wail height. Vary trusses at 2'-0" o.c. max. 1. DESIGN CHECKED FOR 148 LIM YAnD MOD. 2. STRESS INCREASE • 3311. 6" wedge naffed to truss w/2 -8d toe nails or bevel cut bottom chord of valley truss. (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES (8.YPa: ea COMMONS MILS • 78 b. (33..) 108 COMMON NAILS • 94 b. (Show) ••• • • •• ••• • 1 bees tesdatbaloo►valey trams ?wide weft f r stamps to comet to busses below. STRUCTURES USA, INC MOO) 74(.57T REM MI DINON a SUPPLY ALL KM OR wren CONN1CTORS" Consult Mb Nana Sid Roatvrlw DOA (Now 29414).x34 Sheet Std Roof Shaw REMBERTO CONTRERAS, PE: Consulting Eno' . ;.�o :Civil/ Structura' 30NW.°' 4 ', I W • • • • • • •. • • • . ••• • ••. ••• • ii .•••••• ,• • •.:••• •,•.• • ., . • • • • :.: • : INC. ami, FL 33172 •: • : • •• • : (305) 667 -6797 NOV 9 0 2004 rid a P.E. Flo 21522) ••• • ( A GRAC€OF UMBEL low (P SF) .•,,•.�•, T.C. 2 x 4 No. 2 19 SP TOP 30 18 CODE 2001 • B.C. 2 x 4 No. 2 193P BOTTOM 0 10 •• Webs 2 x 4 No.3 19 SP SPACN40:24'O.C. ••• • • •• ••• • 1 bees tesdatbaloo►valey trams ?wide weft f r stamps to comet to busses below. STRUCTURES USA, INC MOO) 74(.57T REM MI DINON a SUPPLY ALL KM OR wren CONN1CTORS" Consult Mb Nana Sid Roatvrlw DOA (Now 29414).x34 Sheet Std Roof Shaw REMBERTO CONTRERAS, PE: Consulting Eno' . ;.�o :Civil/ Structura' 30NW.°' 4 ', I W • • • • • • •. • • • . ••• • ••. ••• • ii .•••••• ,• • •.:••• •,•.• • ., . • • • • :.: • : INC. ami, FL 33172 •: • : • •• • : (305) 667 -6797 NOV 9 0 2004 rid a P.E. Flo 21522) ••• • ( ar Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phon - x 305)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/23/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: DALEY ROOFING INC Permit Type: Imported Permit Inspection Type: Tin Cap Work Classification: <NONE> Phone Number Parcel Number 1132060134980 Lot: Phone: (305)754 -9892 Building Department Comments Thursday, January 19, 2006 Page 1 of 2 �l Infractio Passed Comments TIN CAP SPACEING True Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Thursday, January 19, 2006 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone. (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/25/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: DALEY ROOFING INC Permit Type: Imported Permit Inspection Type: Hot Mop Work Classification: <NONE> Phone Number Parcel Number 1132060134980 Lot: Phone: (305)754 -9892 Building Department Comments Tuesday, January 24, 2006 Page 1 of 2 Passed Inspector Comments S Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, January 24, 2006 Page 1 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit No. Master Permit No. igie0c —371 Permit Type (circle): Building Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) kit . M 4-lL„ livinNtr3 Phone # . 3e, . Owner's Address 361 0 ij6 /03 City M)6,141 Shoes State -1-f Zip 3343,8- Tenant/Lessee Name Phone # Job Address (where the work is being done) 3610 fie M3 9' City Miami Shores Village County Miami -Dade Zip 3 3/ 3 8 Is Building Historically Designated YES NO Z/ Contractor's Company Name 12 /-&0Th 6 ...7;:x.) 01.,6 / t State Vi Contractor's Address City /14 / tt'ui Shry -eJ Qualifier "Da4 lei el/ State Certificate or Registration No. Phone # 366° 7 9'92 o6---9/9V Certificate of Competency No. C4 /'fit; Architect/Engineer's Name (if applicable) frigie-/C. Phone # .3o 7S /g $ Value of Work For this Permit Type of Work: Describe Work: ddition 1-t LE f'A J.ta ❑Alteration w Ftir)-7 ieco F/®4 i t'+t Square Footage Of Work: MOO 0 Repair/Replace ❑ Demolition A/01j '90D1 770 SG 45,6 Submittal Fee $ Notary $ Scanning $ Code Enforcement $ �o Permit Fee $ CCF $ CO /CC Training/Education Fee $ --267,122 Technology Fee $ Radon $ ------ Zoning Bond $ -< Structural Plan Review. $ — ,i' Total Fee Now Due $ (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if a pplicable) 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. Owner or Agent The foregoing instrument was acknowledged before me this day of 9 , 20 05, by %t,-V. tam, �de who is personally known to - or who has produced As i entification and who did take an oath. My Commission Expires: Contractor The foregoing instrument was acknowledged before me this___ day of , 20 , by who is personally known to me or who has produced as identification and who did take an oath. , NOTARY ARY PUBLIC: ,0Y m sGI lda Pereda Sign: )D273065 Expires: Dec. 7, 2007 " ., -• Print: • 1 n350-5711. My Commission Expires: *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * -* , * * * * * * * * * ** * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * *, * * * *- * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY % Plans Examiner Engineer Zoning Cho 05/13/03 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 R x� JUN n 8 2006 BY: (C(7_ Permit Type (circle): Building Electrical Plumbing ccc Permit No. (23 C3 2-00 'S — Q31 �►�i s Master Permit No. k, t�`�J -� Mechanical Roofidg Owner's Name (Fee Simple Titleholder) CZ-\< � �o�eS Phone # Owner's Address -VAC? N • kCrl City p.A- 51.04.4 State '' �L Zip :;. 1.313� Tenant/Lessee Name � Phone # S 15 4 rsc�c -�Z Job Address (where the work is being done) -1 c\ ¥ •E_ \01 .s.cak-e -c- , s +?.t-s. City Miami Shores Village County . Miami -Dade Zip 3"5 \-3SS' • FOLIO /-PARCEL # Is Building Historically Designated YES NO • 7 �.`�� Contractor's Company Name d V-itAU c Q.A" C — S 1 • Phone # 3 el, 5 S t-t°5'' U+-tc 6 C o n t r a c t o r ' s A d d r e s s S o ( „ ( \ ) _T* S'C•Q € R''t P.c. • rr City ( \t�A.1M' State L..- • Zip 33 ‘3'C * Qualifier Name Phone # 3 oS 5 4 S 040 5 State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) i l f1/4 .!G C-4. 1 Phone # 30S --154 • 2.a Value of Work For this Permit $ Type of Work: Describe Work: Square / Linear Footage Of Work: ['Addition Alteration ❑New coJe zed •'T-e ,ac.�,. ❑ Repair/Replace ❑ Demolition * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $ , '� 0 a CCF $ CO /CC Technology Fee $ Notary $ Training/Education Fee $ Scanning $ CD Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ a'g Structural Review. $ Total Fee Now Due $ °°6 D See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Owner or Agent Signature Contractor The fore ing instrument was acknowledged before me this 5 The foregoing instrument was acknowledged before me this day of 2 t% , by itat , day of , 20 _, by , who is personally known to me or who has produced who is personally known to me or who has produced as identification and who did take an oath. As identification and who did take an oath. NOTAR _ PUB )L,IC: moaAlro1ONNOBVV' ANW► .•VIZ* LOOZ 'LO '33a sandx3 : ..t 59O£LZaa# uoismunuoaa ;g: sign: rr C 3J3d ePHO Print: `�p. V� My Commission Expires: \ -21. -7 _ j o *** * ** ** ** * * * * * * * * * * * * * * * * * ** * * * ** * * * * * * * * ** NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY. (Revised 02/08/06) fans Examiner Engineer Zoning Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Bill To MARK HUMBLES 390 NE 103 ST MIAMI SHORES, FL 33138 -2433 Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Invoice Number: imp -6 -06 -25170 Invoice Date: June 12, 2006 Permit Number: BP2005 -674 ................... Date 06/12/2006 06/12/2006 Fee Name Revision Scanning Fee Fee Type Calculated Calculated Fee Amount $35.00 $9.00 Total Fees Due: $44.00 1JUN 2 3 PAID Friday, June 23, 2006 HIGH-VELOCITY HURRICANE Z°I.r:FTY7.1\77:47,Et) JUN 0 6 2006 Y :-:-Roikis=aulitling Code Edition 2004 l',11illivatocity Hurricane zone Urilforn Perri* ApplictItiOn FORM .Spetiott AfGerterallnfOttliatiorq Mester Pennit.No, Ftocees No.. e I Coiritractok,eName, ,lObAdtleess 3°10 gc.- I3 S -r LOw Slope AsphOltic Shlngtes ROOF 0 101.061144104.NOtette41711.0 0 orms1.040vo.:,B.s. S 140 Olaf :„.O.OctStiinoleS1SlialOs New Roof 9 R00011110:: 0:.RetiOueling. 0 Repair 0 Maintenance ROCCSY:STElifl INFORMATION LoW Slope R��*.es (SF) Steen Sipped sfleOf Aro (SF) TO* (PR: io 06 1000 $tIflB(Ro.�f Mali) Sketch Roof Plan Illustrate all levele, and ;options, roof- dratns, scuppers, scuppers and ouSiitow draina. Include dimension; Of sections oloOSY: liten641 0111i0001000 Otelevated: ressilnizOnes and Ioeatlon.of 4111 — --0Ncfrios r,.s. root- n eaS 4 HIGH-VELOCITY HURRICANE ZONES 'Florida building Code Edition 2004 KO' Velcrity Hurricane Zone Unifor,PgrroitlypitcatiOn*.Forrn: Pt Section D (Steep Sloped Roof Svs m) Roof System Manufacturer: MITS Product Approval Approval Number: 0 - 0 too 3, o2 Minimum Design Wind Pressures, lf Applicable (From RAS 127 or Calculations): Pi: 47, Le Pz:,,14,204.k., P3: 1.0Q, Lo • Maximum Design Pressure Product Approval Specific System: 11 t, 9 Method of tile attachment: PQ14 (Q1\TY1 Roof Slope: 21:6 :12 Steep Sloped Roof em Description Deck Typo: 64 PLYwcob .ype Underlayment: insulation. •Fire Barrier: Rklge Ventilation? 1■11 16) pr Fastener Type & Spacing: Adhesive Type: ype Cap Sheet: Mean Roof Height: 1 g -3 Pows-nde,-n.) Hfa.o Roof Covering: A uros itv 's eAdq-ei Type & Size Drip clge: 3x3 Pf-te Liaa 44 HIGH-VELOCITY HURRICANE ZONES Florida Building- Code Edition 2004 HIgh VeloettyflordeanaZonatIniferm PermitApolication Form. Section E (Tile Calculationsl For Moment based tile systems:, choose either Method 1 or 2. Compared the values for M1-with the values' from Mr. If then. values are greater than or equal to the Mr values, for eachurea of the-rootthen the tile attachment method is acceptable. Method 1 "Moinent Based Tile Calculatii'ans Per RAS 127" (Pljakx X Of 2)4 . = Mi it --- Mrii537. Product Approval (FAUN to X A. = A144 = PVI :7_,5 Product Approval (Pa:M.1p x a = 024.Js )- M 05. 9 .m,.3 I 0, 2$ Product Approval Method 2 °Simplified Tile Calculation Per Table Reim" Required Mumma of Resistance (M) From Table Below 3d.?-. Product Approval mr Mr Required Filament Resistance* Mean Roof Height —10.- Roof Slope 15' 20' 25' 30 40' 212 344 36.5 3872 39.7 42.2 312 32.2 34:4 35:0 374 39.8 4:12 '30:4 32.2 338 361 37.3 6:12 284 30.1 31.8 32.8 34:9 8:12 26.4 28.0 29.4 30.6 32.4 7:12 244 25.9 27:1 28.2 30.0 *t1if net be used in conjunction with a list of moment based Me systems tudorsed bp the Browsrd County Board of Antes and ApPeals. For tlpilft based tile systems use Method 3. Compared thevalueslor F' with the values for F,.If theF values are greater than or equatto the Fr values, for each area of' the roof, then thelikattachoteut method is:acceptable. Method 3 "Uplift Based Tile Caleuhitions Per RAS 127" (PI : x w: ) W: x cos = x x w: x cos ft (P3.: x x vv: =g ) W: x cos 0: = Product Approval F' Product Approval F. Product Approval F. . . 16;On.Tforination Description Symbol 'Where to find ticaigrcitesstac • P.I -or P2.oc.P3 RA6127 Table icor'kvtenglucerlug analyais prepaiedby TB based onASOE 7 Wee Ronflicight 14 „la site ItOa 41011,e :.,Joh.Sitc Aeior mimic MIlltipl ler X. Product Approval • •• Rastofink MomduetoGrnyit 4 Product Approval ... . -Mt . • Product Approval .Regehed Mooted Raiietauce, •: . Calculated Idle inium Attachment Rmistenm F Product Approval ill•Rtsi ' •rtitaLLittainct Wed . . Ave:n*17:18114M W . Product Approval Tile Dimensions 1.4. lend) vr–Width Product ApProyal All Mletlletkne tnuta be submitted to thiBuilding Offfeliget•fhetime-Of pfeagtePOlicatipe. FLORIDA BUILDING CODE — RESIDENTIAL 44.23 Miami Shores Village 10050 NE 2nd Avenue Building Permit Phone: 305 - 795 -2204 Permit Number: BP2005 -674 Printed: 10 /18/2005 Page 1 of 1 Applicant: MARK HUMBLES Owner: HUMBLES MARK JOB ADDRESS: 390 NE 103 ST Contractor DALEY ROOFING INC Local Phone: (305)754 -9892 Parcel # 1132060134980 Contractor's Address: 78 NE 106 ST Legal Description: MIAMI SHORES SEC 1 AMD PB 10 -70 LOTS 1 & 2 BLK 37 LOT SIZE 102.020 Fees: Description Amount FEE2005 -6888 Building Fee $275.00 FEE2005 -6889 CCF $6.00 FEE2005 -6890 Training and Education Fee $2.00 FEE2005 -6891 Technology Fee $6.88 FEE2005 -6892 Scanning Fee $3.00 FEE2005 -6893 Submittal Fee ($50.00) Total Fees: $242.88 Total Fees: $242.88 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 11/2/2005 Construction Value: $10,000.00 Work: TILE AND FLAT ROOF ON NEW ADDITION WITH COLOR TILE THRU c 'c Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Page 1 of 2 Section A (General Information) Master Pomilt No Process No. I. f3,,os -3 7s CoRtrae[orb Nana: Job Address: Roof Category 0 Low Slope 0 Mechanically Fastened T1e „= Set Tile Aephattle Shingles 0 Metal Panetmhfnples 0 Wood Shhpi akes Prescripkie 1-RAS15o 0 Met: Roof Type 0 Rep* Are there Gaol/eat Stadks located an lire roof'? JJYes Nyes„ drattyp o? 0 Nam 0 U X. Roof Systemonl Low slope roof area MIL 7t, 3 Map Sloped ate lll., 3 f Talol go l e!V( Section Q '_,, Plan Roof Maw Mustatta al I o &and sedans. rod threes. saleoess. ovadlowscuppras and oradlow darks. tndad® dionersions sedlorrs and karats. deaa'1y lot dowordwas of atevaded esessore zones and locales of (a Carrrer Size (a x alc I-1 j 1 1 P., fire! i••1U11 °1.•inim•■!■1■!•'w j !! !. ■•••••••••'•••• ••'•••••>t•"1 •••••••l ®il® MEMMI' IMEMENEE ■EMIIIKEIMIEMI C 111111. 1•.••' �, 111111•��•1111111111'111y1111111i :11'11M IEFAMEME11111■111111� 11•� ••l� 1 j '•••••■.• 1111•.11...• ■••••M111sM11 1111,1111111 ■•M•••••••••■`■•••• ••; ••••••i 1 1E1`•1••MIE.•` ■ BERM MUM 11E11mosIIiN .1It. ■•1111.111•. ■•.111111..11.11.111,` ' 1••••••••••••■••■••■ ■•EIME!1•R:►°ir,ME11.1.11.11111111.■ ■111111i■••••11'11•11'••! I 1111. ■11.1••• 111111■ ■•.■ 11111! 1111 12II I. 11•.111.■'. 11••!11'11■e!!MINi11(>tMO1111111111 ?' 1•••11■ ■1111 ••••••••••••••111 \MMEM t'11 011111111■11IIIII •111111.1111 •;•11111111111111 11 •••••••••••••••f...■ ..• 11••••••• ••••••••••MB.■1•i1I••i•1.11•11 •.11.11•••11. ■•••!••■El•ME WE'RE EIRE 11EIII I1111I111111111■111NI ■11f1111111111••11■ I IE1 11111111••••. KIM .'. 11.•• •MEMII•11>•111'11 Win EMS OM11 1111111, llMI■IIIIII111••••• ■■.11■..1111•••III ••••11111111111111111 M,•111 smossorsos11'11111N ■111111111111=111111111 Eson11111.111111 i.1.•:Sli1■' ■R11' MIME MBI1■ 111E •Ii11111.1i11S1111•111111111•.11.1. .11 ■11■1111•••• 111•.N;11••1i..d ‘1411111•11111111111104•1141101111••••••••••11111111111: •••••■11111 i.liSlib s>i ii ■ ■■■1..••'411. `ik.•1■ ■•n•.•..1 ■111 •••• 1■ ■111111111111 ' ' ■. i 11■••••[ ∎VIE►'•1111 1111111111■ ■•111 r iu•11• 1�1■ 11.1..;•11 ME 1.IIMMEN■■ HMI MIN°■ '►!111111■••11t`1..E■.•111i. /i111I11111M•1111 111111111 1111! 11■■ 1•k11211.11■1■111121111•11111•1111111M WHIM 1 NIMI•MII.•1f'1'• ■•••••••1111111.11.1111• ■1 ■1111111111111•• MVP MNENNMERN E1111■111••■ ' 111.11:..1111111111sacErrtgamma ..•1.11■.,. ■ ■ m•SEI••••••••••••••••••••! ME ■1■1El• MIN 111E IBM I1.sauss■1111 ■1.•1111.111'1...1 BEE 1•••• ••••••11111111' C1•. 111 ■, NMI s ama .11111nsmn••M1.•11QLI �-gg!�!S•• 1111••111111■ ■i•1.11•.1111.i 1 1111111 •MM•Y..1N•.IU••1 .111 ■■111■ ■■ 1111.1111'1111111►` EMEM■ESE11•11••••1111'.111111 .. Minna ••••M.,j i.. u. m■...• 11. 1111••1111•.•111.11i•111.11111111.EEl E11•11.•111•NIII IMINIE•a•■ M• 1111 ••11••11u111■.1■ME•11.M••11.111.11.. 1 1 ■1111.11.1111.11 1•11•11j..11111.•4•\■ =11..11.1111.11.111 111.11•••••••••••1;11111;' 11■.•••••• .11••■••∎••••2•11∎11 111111■11.•••••• •••111111.11111111. 111111.■ 1 1 '..1111. 1111 111 ■• ■•1.1111• ■••)211111111►.. ■.. ......111.. ■ ■.M.i.i.1.a..u...11L 1 .11.11•• •11 n1111•.11.1.11.. 111••••••• ••. • ■ M •••11111. ••11• ■•••••• • •••>X; � .•..[.11.•••••••••.•11••.•..1••••••••••••• .11•. ••••••••••••••••11 ; 1 U...u.. ■11.7■ 111111.11.•11•• ■■ 111■ ■•.91.[..Crg•11 INN . BIM 111.111•■ IMAM 1 i .....•t.•.•••••.•••••••1..11EI ZMIMME..•■.. ■1..•••••1111.11.11 ••E11E•M•••11••.•111 .11..•11.• ■b111.1t11••••.111.••11E EMENUN EIR., € •'•1111 ' { ,•....111 1• 1,;••11•• 1 !111111!•11111 11•11•11.11Ii•.1!1!1 http://www.miamidade.gov/bldgfroofing permiting/pernait app section a.HTML 5/5/2005 SEC ON 1524 HIGH VELOCITY HURRICANE ZONES REQUIRED OWNERS NOTIFICATION FOR ROOFING C NSID iet*putins" _ Its ; .. - _'M -- oral' tin mope" soothe punk swift - did= Freak RoodiSog ask. Arartett wenn the ananiet supanntas mod tanittais ate' for - warn" aG ingessiNgbigns a Wenn Ste moor and ibe eattnean. The mast% it Ss sigma kw bacon Sot fie itionbas been explained.. { Vas* Mokatoo Unotl tee Su the pupate el" that Sie rearm spina nnebs the whet °Ir° sad loon "lee fog ale not Pe 01 to BeSsles Cede (The reordedt ffi annum Ream Oxman undb ate *tee vi"sibme "t1G dethenaisetetweet netithesing Ly i5 waken norms swab= SID IGNAZia: GM nue deals aufin viewed flan beim ltbg owner say WM' to "in atelidedood. sworstage, *mask mem nod option iii . this \&11._S. intenti Watt= Tin sonentssofeisano mac &sok ate any net °alma I mod now nose wain to main moron Odom gni may ne° the s ompostattap tad of In non =Nog tram FonaoretteMas tat be leant ma do Ovengew slaSffins ades,* It it Malta Sot atilatoner Seto off se Sat ibe Noel is nit tuddrornain _ utawlebodoSit 3a buseuelt Ste"diagOodklbuoling. battier ores duntand (the bleb. REM. Moe° annotterstSe eetti" AO sot be toot Z. 1 ea S . neft/Agent's Signature Date Cams Sim Page 1 of 2 High Velacly Hunicame Zone Ungom. Roofing Penne Apps Form INAf1I -DARE COUNTY BIALURVO DEPARTMENT ELECTROMC 1 Section C (Low Sloped Roof System) Fill in the specific roof assembly components. i!r a component is not required, insert not applicable (N/A) In the text box Roof System Manufacturer: NOANa- b :�pbs ®l. I!Z 'SY T,pe Mind Ups Pressures, Fmm RAS 128 or Sealed Calculations: _ (PI) .4 _�_. (mi) mss' 1 7, 3 fle. m3 Corneas: Mad'intrn Design Fiessoo F tle Specific NOASystare I -� Deck type: 0$ X *These decks require a fastener an approved test laboratory Other Deck Type: D eCk$eppodSpacing_ test by • : 1.2 Fie or Vapor Beerier: w Aactiodease Sheet& No.. of Py(s): AnchodBase Sheet Fastener/Benda Mated* I' LS _011.( - j t iS, I �� Insuladon Base Layer Sine & ?Women: 6r Bane Layer rtdrg Ir od lion Tor Layer size & Vidrress: heulahon Top Layer Fauierre,IBerrring Mateeiel Mod Nailer: t' Base Sheet(s) & No. of Pty(s): 1 1 Base Shod Faster kirs. ro041 __JO cap Py Slreel(s & No of Ply): 1 Top Ply: 1_111 Oi06 -19 -7 /-7o Top Ply Faelsnialfoncing 1 1 Slagle PySheety 1{2 sire No. of Single Ply V2 stream Pyiien waneFasea I- DftpPGS Edge Metal Size & Damage easkdort Driph3S hiaterial Type: WOGS Nook SISPICIern Metal gauge er Pelmet Coping Mehl Size & Gauge or weight Coping Meieriad Type: Parapet Hook Mew gauge or weight FASDE ER SPACHKITOR ATf OROSO' 1.. Fier Eiji >�,_d t eic e laps & Maras ft t ° e 2 Palmate= Fell. oft laps & 3: Corm I!" of Q IBS & MEM OF FARMERS PER INSIAATION BOARD Fief*I A= Fastener Type : http://www.miamidadesovibldgfroofing_permiting/section c 4%202.htm 4/28/2005 Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form AM DADE COU$9 Y Btu DEPARTMENT ELECTRONIC APPUCATON Illustrate Components Noted and Details as Applicable: Woodbiocking, Gutter, Edge Terminations /Stripping/Flashing, Continuous Cleat, Cant Strip, Base Flashing,Counterflashing, Coping, Etc. Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing Or: Submit Manufacturers Details that Comply with RAS -111 and Chapter 16. Page 3a cut Neldlittiti http://www.miamidade.gov/bIdgfroofing_peimitingisection c 4 2.html 4/28/2005 Page 1 of 1 Section D (Steep Sloped Roof System) High Velocity Hurricane Zone Uniform Rooting Permit Application Form MIAMI-Dam COUNTY BIMIIING DEPARTMENT ELECTROMC APPLICATION _77 _ Section D (Steep Sloped Roof System) Sloped System Description Roof Slope: Li,' _3 ./12' Roof Mean Height Ridge Ventbruir 11'4 'Minx! of Attachment Alkenate Tile Attachment Method: Deck Tgpe: 511r jmod Alternate Deck T)pe: Li Undedaymerd type: inutarron*Tre Benin Bond:: xi/ e.g opeinaluastiAesubshate: Pasterene 1-71,hPS Cap Sheet TypeiAdhesive ltnar: &-FiCg.,_ Roof Coverinip / C71,1,_.1.11! Z22j2j_,L11 Roof Cowrie Allactertent What u2c2LyFoit Cdp Edge Size & Gauge#: Drip irate Materin him MetaJ Drip Eden Fastener Tyne: Roof System Manulacturra: 1._ /6) 1-7V-S it '5 ' Le_ _77 _ Notice of Acceptance Numb= Ileninurn Design %Sind Pressures, If Appicable (hem RAS 127 et Calculation* P1: Minim= Design Wand Pressures, (Fran the PCA Specific *yaw4 J 1 i Sloped System Description Roof Slope: Li,' _3 ./12' Roof Mean Height Ridge Ventbruir 11'4 'Minx! of Attachment Alkenate Tile Attachment Method: Deck Tgpe: 511r jmod Alternate Deck T)pe: Li Undedaymerd type: inutarron*Tre Benin Bond:: xi/ e.g opeinaluastiAesubshate: Pasterene 1-71,hPS Cap Sheet TypeiAdhesive ltnar: &-FiCg.,_ Roof Coverinip / C71,1,_.1.11! Z22j2j_,L11 Roof Cowrie Allactertent What u2c2LyFoit Cdp Edge Size & Gauge#: Drip irate Materin him MetaJ Drip Eden Fastener Tyne: 1 Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Pennit Application Form. Section E (Tile Calculations) For Moment based tile systems, choose either Method 1 or 2. Compared the values for Mrwith the values from M If the Mf values are greater than or equal to the Mr values, for each area of the roof, then the tile.attachment method is acceptable. Method 1 "Moment Based Tile Calculations Per RAS 127" (P1: n' x x =11,--/;;)—Nig: 5 11 = mr, NOA Mr 114,1 (p2: ou x ;Lt ) )— Mg: = NOA (P3: 1106) x ° = 0 k )— Mg: =1 NOA Mf /1 Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (Mr) From Table Below 0 a NOA m, I Mr Required Moment Resistance* Mean Roof Height 15' 20' 25' 30' 40' — Roof Slope I 2:12 34.4 36.5 38.2 39.7 42.2 3:12 32.2 34.4 36.0 37.4 39.8 4:12 30A 32.2 33.8 35.1 37.3 5:12 28A 30.1 31.6 32.8 84.9 6:12 26A 28.0 29A 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. For Uplift based tile systems use Method 3. Compared the values for F' with the values for Fir. If the F' values are greater than or equal to the Fr values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" NOA NOA F' NOA F (Pf x 1: = x w: = ) — W: cos 0: = (Pa x I: x w: = ) — W: x cos 0: = Fr2: (P3: x I: x w: = ) — W: x cos 0: = Fr3: • Where to Obtain Information Description Symbol Where to find Design Pressur6 P1 or P2 orP3 RAS 127 Table 1 or by an engin' eering analysis prepared by PE based on ASCE 7 . Mean Roof Height H Job Site Roof Slope 0 Job Site Aerodynamic Multiplier % NOA Restoring Moment due to Gravity Ms NOA Attachment Resistance Mr NOA Required Moment Resistance Mr Calculated Mh= Attachment Resistance F. NOA Required Uplift Resistance F, Calculated Avemge TRe Weight W NOA Tile Dimensions 1= length w= width NOA All calculations nmst be submitted to the Building Official m the time ofpermit application. r MOLDING CODE C t.1ANTtB(INCE 1 mummer aerritounvotom NOTICE OF ACCEPTANCE (NOA) GAF Material Corporation LW Alps Ras 'Wayne, NJ 07470 MJAMI -DADE COUNTY PLORIDA IMIOIRODAMPLAGLERMIBLINMI 1�VaraFLACS , 1tt3 MUM MUMMA 33130.1513 (305) 375 -2901 FAX CAS) 3754408 Sam ThhaNOAis being issued under dm ampliaable mks and relydaions waning the use oF The do" salanitsed l ashe m reviewed bythe CCOa d accgool by thellunding Cede Poaduct Review Committee tobeueed in and areas where allowed by the Authority Having Juristliction (AHI). This NOA she not be valid after the exphation data stated below. The kilami-Dale Miami-Dale County Pry Ctutad Dim an Mimi Dade County) adtor the AM in areas dim than Muni Dade Camay) met they rit to have this product or material tested for quality If Ms pudizt orb fails to perform m the accepted mama, the numufacturer will incur the ewe of sachlestiag and the Alin may immediately revoke, matey, or suspend the use of such product or maul within their' *iteration. BORA reserves the Tight to iia: aeavance, ifitis determined by Camay Product Contra Maiden that this product or material falls to net tha its of the applicable butlfmg code. This product is and has been desitmed to comply with tire High Velocity Zcare of the Florida Belding Code. DIOMPTION: GAP Roberehlt, Matadi Plitumen Road Sperm her Wood Drams. LABELING: Bach met mall bear a pernewut label with the name or logo, city, state and follanin statement lisand-Dade Canty 'Nadal Control Anrover„ unless ottenwhat noted Wein. RENEWAL of this NOA shall be consitleted after a renewal andication has been filed and there has been no claw in the applicable building coda negoively affecting the performance of this TERMINATION of this NOA will occur afar the expkatiOn date � if these has been a revue or change In the reatedads, ue, auditor manufacture of the redact or pram Manse offs NOA as an entorsement ofany induct, for sales, advertising or any otba reapeas shall automatically terminate this NOA. Failure to c ly with suy action of this NOA shall be cause for teminatioi and ountral of NOA. ADS 'NT The NOA madam receded by the , Florida, and followed by the expiration date may be diresyed in athadising literature. If any peon of the NOA is displayed, then it shall bedone ha I CI'ION:AcopyofthisentireNOAshallbe proviskul to the userbydes manufacturer or its and ski be available for inspection at thejob site at the of the ,, This NOA renews NOA 442004O8.14 and =nista of pages 1 through 3L The subeitsed acmimtation was reviewed by Prank babaga, RRC. 1111M Noc EspirdhaDatec Applaud DateglidnIS Pagelef32 Manhame Type: APPMSBS Hmt 'Weld Deck Type 1: Non-in' mimed Della: Desuiptiew a/s or gremer plywood or amid plank decks *sham Type B (1): Base sheet mechanically fastened. All General and System lataaltadi ens shall any. Base sheet OAP LAS 480 UFlthoatm Base Sheer, STRATAVBNTO EIi hamster Perkaated RUBEROID Modified Dam Meet, RI/BERM MCV Smooth, RUBBROID®20, RUBEROlb SBS Seat WeW' SmonthorRIMBROID SBS Seat-Weld 25 base to deck as dasmilted Wow; Fasten/14 Optionm GAPOIIAS® Ply 4®, OAPOLAS Flex P7y$' 6, GAFGAS #75 Base Sheet cc any datum Base sheets attached bodeck wah awned amanbr zing shamknais and tin caps at a fastest spsekg of 9" o.c. at the lap staggered and in two rows 1? o►c, in the fwd. (Mariam Dolga hymn -41 ipst See G e d) GAM AS® Ply 4®, OAFGLAS F1e Flynt 6„ GAPtZ AS #`75 Base Shea cc any of above Base sheets attached to deck with Dril Tee (OAMIEj #12or#14 Sams sad r Plates, LI" o.c in3rows. One row Bin the T" side bp. Tim caber rows are equally spaced aoatcly 12" oc. in the field of than shy Vesta pet See G OAF'OLAS Flex PlyThi 6, OA /LAS #75 Base Sheet or any of above Base dusts attached mdeck with annular ring duadc hauls and tin caps at astst spacing of9" o c. at the 4" lap stmmed sod in two roars 9" o.c. in the fed. afkarbium Data bane -515p ; See &send Zititimbairl) OA O AS #7S Base Shed m any of above Base sheds attached to deck with Drili-Tee (GAPITIB) #12 or #14 Screws and 3" Plates, 12" o.c. in 4 nuns. One row is in the 2" side lap. Than orbs rows are equally spread appxrxatitnately 9" o.c. in the &Id tithe sheet. De is Pastore -apt See Gemmel limitation V) Any of above Base dacets attached to deck approved samular dug sb ank naha aalod 3" invested Ddll Tec (GOTft'B) insulatica plates at a feaster spacing of 9" o.c. at they 4" bp abutted in two rows 9" in the field. aftotheant Des**h -60psj See Genera Limikdion 07) OAFG AS #7S Baser or any of above Base sheets mtached m deck with Drill The (GAMMA) #12 or Screws and 3" Plates, 8" o.c. in 4 maws. One :ow Is in the 2" side lap. The ether rows are equally spaced ancosimately 9" o.c. in the field old* sheet. lJesii -Spat See Glt terel litedeotiesiff) Ply Sheet: (Opdonal except over RUBBROID Modified Base Sleeet, RUBBROID MOP Su*x*h RUBEROIDO RUBEROID SUS lie* Weld1 Smooth or RUBEROID SBS Mat-Weld) One or more plies OOOLAS PLY 4®, GA MAS®PLY60Plyar OAFShexPly6sh et adated inafull now of approved asphalt applied within the BYT range and at arate of20 40 of Rubsofid Torch Smooth tnch to s application instructions. MOAN& lain nem PageitS4311 Mark anc One ply of Torch Soh, Tad' Grunik, Bab" Torch Phis Mime or Rubeiaid® Took FR torch applied according to s application instroctions. Or One ormexeplies of R MS Beat-Welded PLUS. RUB1iRO1D8 SBS7 Wdtim P1115 FR, RUBFROID® SIBS ikat Weider 170 FR, RUBBROID® MIS Het -W , RUBBROID® 585 Ileit-Weblos Swath„ RUBEROII7® t11h d "SBS and RUBl3RO1D® 58S Heat-Weld-1m 25 applied acconling tomanufeco ter's Seribelialp (Optional) Install one ofthe fallowing: L Gravel or slag applied at 400 lbJaq and 300 lb./14. fly in a Hood coat of *praised asplialtat 60 lbJs% 2. GAP Premier' Meted AluminurnRoof Coating, at 1.5 gal. Isq or GAF Weatbetant. Emulsion at 3 gal.kg (Tomb. Smooth ) 3. [GAF Wesibecote. MIIViatrix 715 MB Coating), Applied at 1 to 1.5 4. Top Coat® Stem Seal SB(Ma rix602 SB C Applied at 1 to 1.5 1- Maximum Design Pressure: See Eastening Abp WOOD DECK. SYSTEM LIMITATIONS: 1 A slip with Ply 4 and Pk* Ply' 6 when used as a nethanically teased bate or anchor dud. 2. Warms W Dees Deck or Type gypsum bond is acceltablo to be &redly over tie wood deck. GENERAL LIMITATIONS: 1. Ike ' is not pea of this nor to a oaten Atpplavedi Roofing Weak Llirectiay fur fire intim of this product. 7. lnsulatios may be installed n n di i p l e kris r u s t tla rshallbc satehed in eimpliance with Praha Cana l Annual pithases. AR other layers sbalibe Mined in ahll mopping of spewed amt applied widths the BliT range and at a man of2l►40ThsJse.,or' Waded min' �. All � arses �pattenaaftbe fin mechanical When applied in mewed panel she &Albe4'a4' . 4. An aadlor raceway board imago(' panel is revised on all anemias over dosed cell ham insidefens when the base sheet is Ray mopped_ If no aeoarsery boaad is used the base Beet shall be wed Ong spat mapping with approved asphalt. 12" . 24° o c.; or scrip mopped i" emboss in tboee mres. one at cads ° sod ono 4mtbe cater a meet allowhe a area of of the strips is net acceptable. A 6" break shall be laced may Inneach ldanstoalawcross ' edam shall beat a minimum rate of 12 H s.taq i+ attached &all be limited ton amitmem deka pressure of 45 5 foe' isl asedona i IIcae(12) value of 275 HA, astound in compance whit Testing Applimarn Standard TAS 105. ii'tbe fades= valme, sag are below 275 insulation stm oosbe 6. Racing firm" stanchodbase sheet or sznimne diminnam is based en mithmonfasteneronhamte value in matunction wathenstaimatuaniv value listed wain *specific system. amid. the lintinermilistance betels tfiantbat as desamined by the aod fanner and sealed byaa Architect. or loaf Combat maybe stdmilied. Said nevised fastener spacing sban utilise the unIlithamd nesistance value table Emma Testing TAS105and in coropliance willtRoofing AnlimIt Standard BAS 117. 7. and comer areas shall cowply with One mintaeed uplift presume requhamnts of these arras. Rise= antshies shall be used for bash inadnion and base shit as calculated in with Roofing Application Standard BAS 117. Man this is igsecietally mama Liodtalion IP will ameba S. All soadmient and date afpeshnete: Nam. mesa pgof ,aedlor sbalasthma withRoafing Application StamdaadRAS111and mpficable windiest" 9. The madman dodged Femme &Wagon Toad shall be soled& to all endgame zones (ie. fidd. and conies* I4 1 nor extrapabfion shall be pramiftedlin _ enhanced fasaming at enhancedpromue mates (Le. paihneters. mended amen ets endeaaaeis). this Ihnitation is rehired Within MsAiA,Generid lanitatims VI*Mutt be 10. All products listed harem stall lave a quality assurance mat in with ibe Plarida Codes d Rule 9B- T2of the Hod& AdMiaistostbsc Code. END or THIS ACCEPTANCE Mane Enshatims Hate MOM Amaral tatilt/23103 07, e3 'ems WED 14 :5! FAX ICES June 20, 2002 Mr. Michael I. Gada GAF Materials Corporation 1361 Alps Road Wayne, NJ 07470-3689 Our Reference: 81306 Deal MI . Gada: This is in response to our conversation on Tune 20., 2002. As- discussed, the following rim )ficte ' `¢stem! meth: CLu s A cr,teria per ANSI/11,790 based on existing fire test data- Deck. C- 15!32 Incline- 1/2 1 ( > - _ One or name layers perate, glass wcyernurate, wood hborfiso cyanura e Base Sheet- One Weld 1W Sheer ( M :) tostAtmaresteins One or snone f. ,. GI orG2 —"neat Wek1170 FR Weld !rally uuions. arise on the above, please contact the writer _ Very truly yaws, 13ouglas C Miller ln mooring Group Leader Fire Protection Division Weld FIR or A in•tsr non to MA= sat+ am cow to quwaltr Iv BUILDING CODE COIPLIANOIOFFICE Man P11ti1DuCt COMM DIVISION NOTICE OP ACCEPTANCE (NOAH Polyglass USA Inc. 150 Lyon Drive Fernley, NV 89408 MIAMI DADE COMFY, FLORIDA Mf11 O-DADE PLAGUE BUILDING 140 WEST FLAGLRR SMUT, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305)375-2901 PAX (305) 375 -29 This NOA is bad issued under the applicable rule; and regulations gorentnng the use ofcoh The documentation has been reviewed by Miami - ade Conway Peaket Control Division and accepted by the Bond ofRules and Appeals (DORA) to be used in Miami Dade County and other arm where allowed by Having the Authodly Jurisdiction (AW) This NOA shall not be valid air the expiration date stated below. he Miami -Dade County Prat Come Division (In Miami Dash; Coady) =Wm the AW Cm areas other than Masai Dade County) re a rve the right to lave this product of material' tested f� If ibis product or material reads to pan= in the accepted manner, the manufacturer will incur the expense of snob testing and the AH7 may immediately , of suspend the use ofs ucb parahict or within their jurisdiction. DORRA reserves the right to revoke this acceptance, if it is determiteed by ode Con Product Coutrol Division that the product or retbrial fans to meet the reprinements of die applicable Imikling code. This prudwtis approved as described herein, and bas been dadoed to comply with the . _� Velocity libation= Zone of the Ply g Code. DESCRIPTION: P P, TO' and MU Undeda LABELINTi Each unit �1l bear a lid with the manufactures name or city, state and following "Miami -Dade County Pro dust A , unless r herein. RENEWAL of this NOA dull be after a renewal 'on inns been filed and there ens been no diange m the applicable co ly the performance of thispror t. TERMINATION ofBmsMUvvill occur after the date t*1ftlerehas been a or in the matedals„ UM, augur of du oarprocess. of this NOA as an ofaany pmduot, for miles, or any otherpupo� shall `dally this NOA. Failure to fly with any sew adds NOA shell be cause foxy and ofNOA. ADi ' The NOA by the words Dade County, Florida, and by the date may be displayed in advertising Iiierature. Ifany portion often NOA is displayed, then it s'full be done in its atnrety. IN t Ts A copy ofti is entire NOA be to the user by the eturer or its distributors and shall be for at 8u job site at the ofthe ` g Mad.' This of 1 4. The documented= was reviewed by PraatkZuioaga, RRC MOWN. 63401111$ Ansa& Daft i112 Paw 144 Roovric CoM oiw APPROVAL Roofing Stt _____ Underlaymenl 58.5 , AP? Self-Adhering Modified Bitumen EVIDENCE SuBMIT11 D: Exterior Research & Design, LLC Exterior Resaamb & Design, LLC PRI Asphalt Teclmologies PRI Asphalt Technolollifs PRODUCTS DESCRIrrzoN: I #11756.04.014 #11756.08.01-1 PRI01111 PRI02011 ?mist Rhawase Polystick P underlayment PolystickIR11RX underlayment PalystickTU uuxierlayment PolystickMU underlayment Moll: 75' x 3' 40 mils thick Roll: 65'8" x 3'3 -$/8 80 mils thick Roll: 32'10" x 3'3 -' /8" 100 rolls thick Roll: 65'8" x 3'3=18 80 mils thick Test 1180210.a ASTM D 1970 TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 TAS 103 and ASTM D 1970 Test lame/Rcnort Des TAS 103 04/27/01 ASTM D 1970 08(14/01 ASTM D 4977 04/08/02 A31M D 4977 01/31102 Product Etlitalgilk A polyethylene top fie, self-adhering, SBS polymer modified luaus sheet material for use as an underlayment 1n sloped roof assemblies. Designed as an ice & rain shield A fine granular/sand top surface self- adhering, APP polymer modified, Oa:glass reinforced, bituminous sheet material for use as an undedaynxnt in sloped roof assemblies. Designed as an ice & min shield and as a fiat loaf tile underlayment A heavy grappled surface self adhering, APP polynkr mod, fiberglass reinforced, bitrtmhrcus shit dial for use as an underlayment in sloped roof dies. Designed as a a roof tile underlayment. A non - wicking fabric surfaced, self= adhering, APP polymer modified, fiberglass reinforced, bituminous sheet material fbr use an an underlayment in sloped roof assemblies. Designal as a metal roofing and roof tile underlayment. NOAN.>6 N piralisa haft SWAN Aypnre lLrec 11A671112 Page2t4 INS"TALLAMON: Deck Type 1: Base S Fastening: Membrane: Surfacing: 1. All nails in the deck shall be carefully checked for protruding heads. Re-fasten any loose decking and sweep the declt Roughly to r►vc any dust and debris prior to application. 2. Place the undedayawnt over metal drip edge in accordance with RAS 111. 3. Place the fast course of memimme parallel to the cave, rolling the membrane to obtain maxh' mem Intact. Remove the release film as the membrane is applied. . All side laps shall be a snm►nmm of 3-$/2" and end laps shall be a minimum of 6." Roll the memIxane into place after removing the release strip. Vertical strapping of the roof with Polystick is acceptable. Membrane shall be back aimed in accordance with applicable building code. 4. When applying the meninane in the valley, start at the low point and work to the high point rolling the membrane from the center outward in both directions°. 5. For ridge applications, center the umbra= and roll front t a center outward in both directions. 6. Roll or bloom the entire mac surface so as to have 100% contact with the surface, giving sped attention to lap areas. 7. Flash vent pipes, stacks, chime and pcneti Liens in compliance with Roof Assembly current Product Confrol Notice of Acceptance. 8. Ml ors or drains shall be initially taped with a 6" piece of umde rlayment. The flashing tape shall be passed in place and formed around the protrusion to ensure atigiht fit. A second layer of Polystick shall be applied over the underlayment. Wood, non - insulated, new construction One or more plies of ASTM D 226 Type 11 or ASTM D 2626. Nails and tin caps 12" grid, 6" o.c. at laps. (for base sheet only) Polystick membranes sclfadhered. None LIMITATTIONS: 1. Fire classification is not part of this acceptance. 2. Polystick P and 1R/IRX may be used in asphaltic shingles, wood shakes and shingles, non - structural meal roofer and quarry slate roof assemblies. Polystick P shall not be used as roofthe undedlaytent 3. Deck required shat be in compliance with applicable biding code. 4. Polystick membranes shall be applied to a moth, clean and dry Mace. The deck shall be free of iffegularities. S. Polysticknicwbanes shall not be applied over an existing roof 6. Polystick P shall not be left exposed as a temporary roof for long than 30 days after application. Polystick 1RIERX, MU or TU shall not be left exposed as a temporary roof for longer think 90 days after applicetion. . NOArie __1 ee Om% Approvailkin 11uam Pagie3 .f4 3.4 IA 11A RADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRoDUCr CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Clay Forever 681U NW 72 Avenue Suite 301 Miami, FL 33166 NIIMAI-DhB.E.VOVATY , VLOR1DA METRO-DADE FLAGLER ELUDING 140 WEST FLAGLER STREET, WET J603 MRMI, Fir...oRtoit 33( 0.15-63 1,305)375-290: FAX (305) 315-2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials, The do,...utognvaion subanated 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 dare 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 Cp).0,IAVi ?.SSISIVat parpozses. 1 tbir; product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the Al-1,1 may immediately revoke, modify, or suspend tbe 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 he requirements of the applicable building code. This prod= is ayispwitd tastribeti herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Volcan by Altusa, Spanish "S" Clay roof Tile LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and followinz staterna. '`Miavai-p-ttde County uct Control Approved', unless otherwise noted herein. RF-NEWAL of this NOA shall be considered after a renewal application bas 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. lvlisuse of this NOA as an endorsement of any uroduct, Lot sales, wriNtertising or ?al), other pirrpoes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and rernoval of NOA. ADVERTISEMENT; The NOA number preceded by the words Miami-Dade County, Flotitia, alml 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 au mite Neik 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 # 01-0828.01 and consists of pages i through 6. The submitted documentation was reviewed by Frank Zuloaga, RRC . NOA No.: 04-0426.04 Expiration Date: 08/26109 Approval Datc: 08/26/04 Page 1 of 6 ROOFING ASSEMBLY APPROVAL Category: Sub Category: Material: Roofing Roofing Tiles Clay SCOPE This new roofing system using Volcan by Altusr Spanish ".i" Clay Roof Tile as manufactured by Clay forever as described in Section 2 of this Notice of Acceptance. For locations where the pressure 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 Manufacture¢ l yt Applicant Volcan by Altusa Spanish "S" Clay Roof Tile DESCRIPTION Dimensions Test (nominall Specificatim Length: 19.8" Width: 10 ASTM C 1167 varying thickness Trim Pieces Length: varies Width: varies varying thickness Product pes_cdttio High profile, one - piece, 'S' shaped single roll clay tile with a nominal 2'1/2 inch headlap. For direct deck nail -on, mortar set, or adhesive set applications. Accessory trim, clay roof pieces for use at PA 112 hips, rakes, ridges and valley terminations. Manufactured for each tile profile. 2.1 SUBMITTED EVIDENCE: Test Aggnev Test Identifier ,■ .: 0a..4..1•....t.., I,.... PRI Asphalt Technologies. Inc. PRI Asphalt Technologies, Inc. l2Anff T'i tr ,A gso<:iarion PDI- 002.02 -01 PDI -01 -02-01 P9-01)42 NTRI4fA High Test Namr)Report Oahe 67niT1. C.• a Ur U'$IL;le%y' TAS Y41 '1S31Q tlY2. TAS 101 10/08/02 Miami Dade NO4 1999 3. LIMITATIONS 7iTr. 3msafan: rows a sot iraxt vC this acceptance, 3.2 For mortar or adhesive set tile applications, a static field uplift test maybe performed in accoLdauee with RAs 1Q6. 3.3 Applicant rct`^in tho se ewes or a iaim -Dade County c ertilried Laboratory LO perform quarterly test in accordance with PA 112, appendix 'A'. Such testing shall be submiltr.t1 the Building Code Compliance Office for review. 3.4 Minimum untier'iayment *V, 'et in tOrap',sattt •3444.1, ttvr, agglita >t,. F,tia ire App[icatiotts Standards listed section 4.1 herein. 3.5 40/)0 hot mopped underiayment applications may be installed perpendicular to the roof alopc unless stated otherwise by the underiaynieiu material manufacturers published literature. 3.6 This acceptance is for wood deck. applications. Minimum deck requirements shall be in compliance with applicable building code. NOa. No.: 04. 0426.04 Expiration Date: 08/36/09 Approval Date: 08/26/04 Page 2 of 6 4. LNSTALLATION 4.1 Volcan by Altusa Spanish "S" Clay Roof Tito and its components shall be installed in strict compliance with Roofing Application Standard RAS 120. 4.2 Data For Attachment Calculations Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile � Weight -W OW) Volcan by Altusa 7.1 Table 2: Aerod amio Multi. Piers - ft Tile ). ( ) (ft k (ft ) Profile Batten Application Direct Deck Q,g In tcatiCm,.. Vol n by Altusa J 0.235 0.255 W fdtft -w (ft) 0,833 2 ": 12" OT itss Batten 4,78 Direct Deck 5.12 ( 4.71 Table 3: Restoring Moments due to Gravity - M. (ft -I 3 ": 12" 4 ": 12" 1 5": 12" 6 ": 12" 7 ": 12" or greater Batten Direct Batten Direct Batten Direct Deck I Deck Deck 5.05 I 4.62 4.96 4.51 4.84 Batten Direct Batten Direct Deck Deck 4.38 4.67. 4.25 4,55 NOA No.: 04- 0426.04 Expiration Date: 00/26/09 f+ppromai Drain p%)26t04 Page 3 of 6 Table 4: Attachment Resistance Expressed as for Nall-On Systems a Moment - MI (ft-lbf) Direct Deck (Min. 19/32" plywood) Battens Tile Profile Fastener Type Direct Deck (Min 15/32" plywood) Volcan by Alma 2-10d Ring Shank Nails 28,6 412 19.4 1-10d Smooth or Screw Shank Nail 5.1 6.8 2.8 2-10d Smooth or Screw Shank Nails 6.9 9.2 7.3 1 At Screw 28.7 28.7 N)A 2 .#8 Screws 58.2 58.2 26.8 1-10d Smooth or Screw Shank Nail Field Cif 23.1 23.1 19.0 1-10d Smooth or Screw Shank Nail Eave Cli. ' 29.3 29.3 24.0 2-10d moan or Screw Shank Nails Field Cli• 27.8 27.8 38.5 2-10d Smooth or Screw Shank Nails Eave Cif, 38.1 38.1 41.8 Tz■b‘e N. issttachrivent Possistance Expressed as a tiiiarrarrit Pilt., (tt-Ibt) for Two Patty Adhesive Set S stems Tile Profile Tile Application Minimum Attachment Resistance Volcan by Alton Adhesive 29. 2 Sea manufactures component approval for Installation eqt4onwnts. ■•■••■•■••,17,■• 3 Flexible Products Company T)ieBond Average weig t per patty 10.7 grams. Polyfoam Product, Inv. Average weight per patty 8 cgaMS. Table 5A: Attachment Resistance Expressed as a Moment - Rftr (ft-lbf) for Single Patty Adhesive Set Systems Tile Applkatori —1 Minimum Attaetinvent Resistance Volcan by Altusa Polyfoam PotyPromi Pofyfoam Po 36.75— iyProm Ler add acement of 83grams of PelyPro'rm. a placement of 24grams of PolyProlm. Profile Table 58: Attachment Resistance Expressed as a Moment - MI (ft-Ibf) for Mortar Set $ stems Tile Profile Tile A • • iication Attachment Resistance Ly_s_: LIcan. by Altusa — Mortar Set 24.50 NOA No.; 04-0426.01 Expiration Date: 08/26/0) Approval Date: 08/26/0 Page 4 of 5 S. L1 LING 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 ". 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, NOA No.: 04-0426.04 Expiration Date: 08/26/09 Approval Date: 08/26/04 Page 5 of 6 _ V OILCAN ST STATUE CLAY BARREL ROOF TThE PROFILE DRAWINGS END OF THIS ACCEPTANCE NOA No,: 04- 0426.14 Expiration Date: 08/26/09 Approval Date: 08/26/04 Page 6 of 6 FBI e19 :19 FAX 994 578 1942 ?RQNC'T CONTRDJ. NOTICE OF ACCEPTANCK Poly/Gam Products, key 2400 Spring-St Road Spring ,TX 77333 -l132 Your application For Notice of Acceptance (OA) of Two Component Polyurethane Foam Adhesive under Chapter d of the Cock of Milli-DadeF _ , tbe use of Ate geld Types of Construction, and y deseribed herein, has been reentuntended roe acceptance by the Moan -Dude County Building Coda „i, fiance O (BCCO) under tie condidons specified bemire. This NOA a K So ' it or at any a or mn 4 S f this product or to in the , ,.or use of - r f! a Y, r s ! BC i if it t is determined by BCCO drat � ,iii or Maleziall fiats ;e meet do retpareasents of de South Building Code. ° 100 Id992 MIAMI-CADE , FLORIDA METILO -> FLAMER BUILDING BMW= CODE cositstaiect OFFICE WignIO -OADE FLAMER MUM 1�ea wE5r FLAMER sranar. SUITE IN13 MIAMI. fLnR1IA 3J13n -15m (3I1S)375 -2 0I FAX (30$) 375,3455 IOn =WM sacrum 37S-1527 FAX M6137s -33M COprnt,tcroa crIsroaccr ravr DIVISION (305) 37S -2966 FAN (305137S40*11 moot= CON rnot. DIVISION (3t'$I 373.02 FAX Omm) 3/2-039 The expense of such - , will be lured by the ACCEPTANCEO pt- es:wiz EXr tes: 05/10/2_9 0. ERS Raul Rodriguez Chief Product Control Division ;Gtl1Y�it'�jQ(�tS m L QOP Li Pi.Z MCI° 1 VWW COMMt r E This application for Product Approval has been wile:vast by by the Building Code and Product Itovicw Committee to be used iii tklianrilDede County. Florida under the conditiOns forth • • • A PP1tOVED:.. 4G114/2ttq_i_ fsMSle ®i nee taw,. page doe Francisco I, Quintana, R.A. Director Miami -Dade County Building Coda Compliance Offioe ;0?: -. A : FRI 09:19 PAX 054 578 1042 kairgamErtsbakaro R.00FtNG ASSEMBLY APPROVAL gekestm Roofing RoorTik A Adheti bre Maittight Polyurethane POLYPOAK PRODUCfs.INC. - . ACCEPTANCE No.: 01- 05402 Amami * t. SCOPE This approves Polypro® A1-1160 as manutactured by Palyfaaw 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 case. does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Stands d RAS 127, for use with approved flat, lour; and high profile roof tiles system using • Polyprog AN 160. Where the attachment calculat ons are done as a moment based system for single patty placement, and as an uplift based system for double patty systems 2. PRODUCT DESCIUPTION Maucdactur od by Amami Poiyprot® AH160 Qtm,nas N/A Feampro RTF 1000 N/A ProPackt® 30 & 100 N/A Test A@isi$S�L°»st PA 101 Product pmcdption Two component polyurethane Dispensing Equipment Dispensing Equipment' 2.1 Companents or products manufactureii by others: Any Miami -Dade County Product Control Accepted RootTile Apscmbly having a currant NOA which list uplift resistance values with the use or Polypro MI t60 roof tilt adhesive. 2.2 Typical Physical Properties: DAS ASIM D 1622 A3'1M D 1631 Density Comte Tensile Stump Water Absorption Moisture Vapor Transmission Dimensional Stability AS174D1 ASTM D 3137 ASTM E 9 ASTNI D 2126 1.6 Rtsift.' -1$-i Pantikt to rise -13 PSI illorpestrit star to r see 2$ PSI ,Parallel 2 to rise 0 1111 3.1 Perin / doh ±0.07iii Volume Change @ -400 F.- 2 weeks +109fiyokune Humility. y. weeks Frank 2udoor. ItRC Product Control Examiner C1207r'ta3 FaX 09 :19 FaX 964 676 1042 !DU MAN PRODUCTS. INC. . t • i'a vfoam prod ucts, In& ACCEPTANCE No.: 01-0.521.0 Note: The physical properties listed above are prese4ed as typical average values as determined by accepted ASTM test methods. and are stabled too unmet meet actwrifte vasitttiat%, 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. ttctc:r to the Prepared Roof Talc Assembly for fire rating. 3.2 Palypr ! Al-! 160 shall solely be used with fiat, Iuw, it high tile profited. 3.3 Minimum undetlayments shall be in compliance with the Roofing Application Standard RAS 120. 3.4 Roof Tile manufactures acquiring acceptance far the use arPaiypn,t AiU6Q roof tile adhesive with their tile assemblies Shall test in accordance with PA 101. 3.S IZovfTilc manufactures acquiring acceptance for two paddy placement with the use of Polyproe AI-1160 roof the adhesive with their the assemblies shall test in accordance with PA 101 and with section 10.4 as modified herein, F' MS 4. INSTALLATION 4. t Poiypro® Ali 160 may be used with any roof tile assembly having a current NOA Befit lists uplift resistance values with the uie of Potypro AH 160. 4.2 Polypro® AH 160 shall be applied in compliance with the Component Application maim mitt Ow torTespoluSinu Piatement Desegis metedhcrtin. The Toot u3e assembly's adhesive attachment with the Lite orPolyproilb A11160 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 itoofng Application Standards RAS 127, The adhesive attacluneni data is noted in the roof tile assembly NOA • 4.3 Polypro . AI-1160 roof the adhesive. and its components shall he installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Poiypro } 3 AH160 Operating instruction acid Maintenance Booklet. 4.4 Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Ptodocts, Inc_ Polyfoam Products Inc. shall su. tply a list of approved applicators to the ,authority having jurisdiction. 4.5 Calibration oldie Foampro® dispensing equipment is required before applivation or any adhesive. The mix ratio between the "A" component and the "B" component shall be maintained between 1.0-1.15 (A) : 1.0 (8). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per the as determined at calibration. No other settings shall be approved. 4.6 Polypro At-11G0 shall be applied with lroampro R1171000 or ProPack'>> 30 & 100 dispensing equipment only. 4.7 Polypro® A14160 shall not be cxposcd permanently to sun1 1a Frank Zukraga, ttRC Product Control Examiner 02/07,11 FRI 09:20 FAX 454 878 1042 goltjoanl Prqskets. inc= POMPOM PRODUCTS. • i ACCEPTANCE No.: 1-501 4,8 Tiles must be adhered in freshly applied adhcsive. Tile must be set within 2 to 3 • minute after Pelypro® AH160 has been dispensed. 4.9 Polypra® AH160 placement and minimum patty weight shall be in accordana with the 'Placement Details' herein, Each generic tile profile requires the specific placement noted hurt. Table 1: Adkceiue Placement For-Ends iltPret'ile 't t tetat t Detail Generic Tile Pro Paddy �Pei�si 'ii wo Tandy Weight (Cs) per paddy Min. ams 3 N/A on cep std N/A N'A Sin& Mu . Ft Low, T i e Profii High Profile (2 Place Burrell) Plat Low High Profiles 8 5. LABELING. All Potypro AH160 containers shall corn' omplywith the Standard Conditions listed herein, 6. BUILDING PERMIT REQUIREMENTS 6.i As required by the Building Official or applicable Building Code in order to properly evaluate the installation ethic system. la 005 croak Zuloaga, RAC Product Control Examiner 42/07/02 FRI 08:20 FAX 984 578 1042 Polyfoam Praducts,.lt�r. POLYFOA* PRODUCTS.IN'C. +" 4.• • ACCEPTANCE No.: Q1.051. { A©[ PLACEMENT DETAIL 1. SSNt, .£ PATtY lI oon•.. • rank ZuIoalra, RRC Product Control Examiner 02/07/03 FRI 09:20 FIR 884 W 8 1042 POLYFOAN PRODUCTS. INC. 4; 1 . ACCEPTANCE No. : .OS2I.OZ ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY Fronk Zulu, RHC Product Control C.'nninor 02/07%0,3 FRI 09:21 FAX 884 678 1042 olyfoant Product., Inc, POLYFOAI1 PRODUCTS, INC. e. ACCEPTANCE No. J 1- O$2i.d)2 I. Renewal OF this Acccptanco (approval) shad bo corisidcnst afcr a rc:nuwed application has buret Med and the original submitted documents, including tc st-supparting data caisinwring documents, an: no older than eight (8) years. 2. My and ail approve products small be pc rnmmcntiy la -lc d with the manufacturer's name, city, state, and the following statement "Miami-D County Product Control Approval ", or as specifically ically star d in the specific conditions of this Accc ptancu. 3, Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Cool: affeewtg the evaluati ©n of this produ ©t and tote product is not in compliance with the codes changes. b. The produce is no longer the sank product (identical) as thc one originally approve. c. if the Acceptance holder has not complied with all the requirements of this :mccptanm e, including thc correct ingratiation of the, product, d. The engineer who originally prepared; signed and sealed the rtaluired documentation initially submitted, is no longer practicing the engineering profession, 4. Any revision Of change in the matolials, use. andiar manufbcture of the product or proms shall automatically be cause for torminatitm of this Accptanco unless prior written approval has been c+vested (through the fling of a rcvssioa %l t aim with appsrpt:atc C.w4, um!, granted by this office. 5. Any of the following shall also be grounds for =ova,i of this Accept, c a. Unsatisfactory performance of this product or proms. b. Misuse: of this Acceptance as an cndorst n1 mt of any product. for sales, advertising or any t�ttitcs p apasua. 6. The Notice of Acct.-plan= number preceeLi by the words Miami -Dade County, Florida, And followed by the expiration daze may be displape in advertising Klemm. If any portico of the Notice at Acceptant: is displayed, then it stall be done in its cooing}. A copy or this A.ecalptance as tl ;es approved drawing. cwt other decumuttsoxhcve W appltics, shut% be provided to the user by the manufacturor or its distributors and shall be available for inspection at the: job site at all time. The hinter nm� not reseal the copies. Failure to comply with any section orthis Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I through 8. END OF TI;iIS ACCEPTANCE Frank Zulohga, RRC Product Control Examiner 000 02/.69!03 FRI 00:20 FAX 954 678 1042 PQLFF[iAffi„ PR CTS, INC. .1 ACCEPTANCE No. 01-0541,02. ADHESIVE PLACEMENT DETAIL, 3 DOVII4LE PITTY f100t Frank Zulnaga, ItitC 'redact Carrtral E. 'imintr ZoOS- 390 AIL 103 ST ) 1944-0 4L/ MCMEVIE BUILDING CODE COMPLIANCE OFFICE (BCCO) Ili/ AUG 2 2 200 PRODUCT CONTROL DIVISION l�L5 NOTICE OF ACCEPTANCE (NOA) B Y: Polyglass USA Inc. 150 Lyon Drive Fernley, NV 89408 MIAMI-DADE COUNTY, FLORIDA MEIRO -DADE FLAGLER BUILDING 'WESI FLAGLER STREEI, 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 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 High Velocity Hurricane Zone of the Florida Building Code DESCRIPTION: Polystick P, IR/IRX, IU, TU Plus and MU Underlayments 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 ofNOA. 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. Ihis NOA revises NOA # 03- 0818.03 and consists of pages 1 through 6. The submitted documentation was reviewed by Jorge L. Acebo. CYA-- REVISION NOA No 04- 0810.03 Expiration Date: 09/13/06 Approval Date: 11/24/05 Page 1 of ROOFING COMPONENT APPROVAL Cateuorv: Sub- Cateaorv: Material: Roofing Underlayment SBS , APP Self-Adhering Modified Bitumen PRODUCTS DESCRIPTION: Product Polystick P underlayment Test Dimensions Specification Roll: ASTM D 1970 75' x 3' 40 mils thick Polystick IR/IRX Roll: TAS 103 and underlayment 65'8" x 3'3-3/2" ASTM D 1970 80 mils thick Polystick TU underlayment Roll: TAS 103 and 32'10"x3'3-3/8" ASTM D 1970 100 mils thick Polystick TU Plus Roll: TAS 103 and underlayment 65'8" x 313/8" ASTM D 1970 80 mils thick Polystick MU underlayment Roll: TAS 103 and 65'8" x 3'33/6" ASTM D 1970 80 mils thick Product Description A polyethylene top surface, self- adhering, SBS polymer modified bituminous sheet material for use as an underlayment in sloped roof assemblies. Designed as an ice & rain shield A fine granulat /sand top surface self - adheting, APP polymer modified, fiberglass reinforced, bituminous sheet material for use as an underlayment in sloped roof assemblies. Designed as an ice & rain shield and as a flat roof tile underlayment. A heavy granuled surface self adhering, APP polymer modified, fiberglass or polyester reinforced, bituminous sheet material for use as an underlayment in sloped roof assemblies Designed as a a tooftile underiayment. A non- wicking fabric surfaced, self- adhering, APP polymer modified, fiberglass reinforced with a bight strength polyester fabric, bituminous sheet material for use an an underlayment in sloped roof assemblies. Designed as a metal roofing and roof tile underlayment A non - wicking fabric surfaced, self - adhering, APP polymer modified, fiberglass reinforced, bituminous sheet material for use an an underlayment in sloped roof assemblies. Designed as a metal roofing and roof tile underlayment. NOA No 04-0810.03 Expiration Date: 09/13/16 Approval Date: 11/24/05 Page 2 of6 EVIDENCE SUBMITTED: TED: Test Agencv Test Identifier Test Name/Reuort to Exterior Research & Design, LLC #11756.04.01 -1 TAS 103 04/27/01 #11756.08.01 -1 ASTM D 1970 08/14/01 #02202.08.05 TAS 103 08/29/05 PRI Asphalt Technologies PRI01111 ASTM D 4977 04/08/02 PUSA-005-02 -01 ASTM D 4977 01/3I/02 PUSA - 018-02 -01 ASTM D 2523 07/14/03 NOA No 04- 0810.03 Expiration Date: 09/13/06 Approval Date: 11/24/05 Page 3 of 6 INSTALLATION: Deck Type 1: Wood, non - insulated, new construction Base Sheet One or more plies of ASIM D 226 Type II or ASTM D 2626 or Polyprotector UDL or Polyprotector UDL AS. Fastening: Nails and tin caps 12" grid, 6" c.c. at laps.. (for base sheet only) Membrane: Polystick membranes self- adhered. Surfacing: None 1. All nails in the deck shall be carefully checked for protruding heads_ Re- fasten any loose decking panels, and sweep the deck thoroughly to remove any dust and debris prior to application. 2. Place the underlayment over metal drip edge in accordance with RAS 111. 3. Place the first course of membrane parallel to the eave, roiling the membrane to obtain maximum contact. Remove the release film as the membrane is applied . All side laps shall be a minirnum of 3-W' and end laps shall be a minimum of 6." Roll the membrane into place after removing the release strip. Vertical strapping of the roof with Polystick is acceptable. Membrane shall be back nailed in accordance with applicable building code. 4. When applying the membrane in the valley, start at the low point and work to the high point, rolling the membrane from the center outward in both directions. 5. For ridge applications, center the membrane and roll from the center outward in both directions. 6. Roll or broom the entire membrane surface so as to have 100% contact with the surface, giving special attention to lap areas. Polystick Toand TU Plus shall not Iieleft exposed as a temporary roof longer than 180 days afterapplicatior Pa yglass reserves the right to revise or alter product exposure tones. 7. Hash vent pipes, stacks, chimneys and penetrations in compliance with Roof Assembly current Product Control Notice of Acceptance. & All protrusions or drains shall be initially taped with a 6" piece of underlayment. The flashing tape shall be pressed in place and formed around the protrusion to ensure a tight fit. A second layer of Polystick shall be applied over the underlayment. NOA No 040.03 Expiration Date: 09/13106 Approval Date: 11P24/05 Page 4of6 LIMIT AT TIONS: 1. Fire classification is not part of'this acceptance. 2. Polystick P and IR/IRX may be used in asphaltic shingles, wood shakes and shingles, non - structural metal loafing, and query slate roof assemblies. Polystick P shall not be used as roof tile underlayment. 3. Deck requirements shall be in compliance with applicable building code. 4.. Polystick membranes shall be applied to a smooth, clean and dry surface. The deck shall be free of irregularities. 5. Polystick membranes shall not be applied over an existing roof membrane.. (r. Polystick P shall not be left exposed as a temporary roof for longer than 30 days after application. Polystick IR/IRX, or MU shall not be left exposed as a temporary roof for longer than 90 days after application ?ii and TU Plus shall not be left exposed ass temporary roof fo r longer than 180 days aftei application) Polyglass reserves the right to revise or alter product exposure times. 7. Altproducts listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9B-72 of the Florida Administrative Code & In roof tile application, data for the attachment resistance of roof tiles shall be as set forth in the roof file manufacturer's Notice. Polystick TU, TU Plus and MU may be used in both adhesive set and mechanically fastened roof tile applications. Polystick IR/IRX is limited to mechanically fastened roof tile applications The maximum roof slope for use as rooftile underlayment for (direct-to-deck) tile assemblies shall be as described below: Tile Profile Polystick IR/IRX Polystick MU Polystick TU, TU Pins Flat Tile 5:12 No limitation No limitation Profiled Tile Prohibited 5:12 No limitation The above slope limitations can be exceeded only by using battens and counter battens in accordance with the Approved Tile System Notice of Acceptance and applicable Florida Building Code requirements NOA No 04- 0810.03 Expiration Date: 09/13/06 Approval Date: 11/24/05 Page 5 of 6 LIMITATTIONS: (CONIINUED) 9. Care should be taken during the loading procedure to keep foot traffic to a minimum and to avoid dropping of tile directly on the underlayment. Refer to Polyglass Tile loading detail for loading procedure. 0 �O 10.. Refer to prepared roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. Polystick P, IR/IRX, TU, TU Plus & MU may be used with any approved roof covering Notice of Acceptance listing Polystick P, IR/IRX, TU, TU Plus & MU as a component part of an assembly in the Notice of Acceptance. If Polystick P, IR/IRX, TU, TU Plus & MU is not listed, a request may be made to the Authority Having Jurisdiction (AH3) or the Miami -Dade County Product Control Department fox approval provided that appropriate documentation is provided to detail compatibility ofthe products, wind uplift resistance, and fire testing results. LABELING: 1. All membranes shall bear the imprint or identifiable marking ofthe manufacturer's name or logo, the Miami -Dade County logo of the following statement: "Miami -Dade County Product Control Approved ". BUILDING PERMIT REQUIREMENTS: 1.. Application for building permit shall be accompanied by copies of the following: 1.1 This Notice of Acceptance.. 1.2 . Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this materials. END OF THIS ACCEPTANCE NOA No 04- 0810.03 Expiration Date: 09/13106 Approval Date: 11/24/05 Page 6 of 6 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 10 /18/2005 Electrical Permit Permit Number: EL2005 -191 Applicant: MARK HUMBLES Owner: HUMBLES MARK JOB ADDRESS: 390 NE 103 ST Contractor CARLY ELECTRICAL SERVICE Contractor's Address: 680 FLAGAMI BLVD. Local Phone: (305)261 -8077 Parcel # 1132060134980 Page 1 of 1 Legal Description: MIAMI SHORES SEC 1 AMD PB 10 -70 LOTS 1 & 2 BLK 37 LOT SIZE 102.020 Fees: Description Amount FEE2005 -13706 Building Fee $225.00 FEE2005 -13707 CCF $3.00 FEE2005 -13708 Training and Education Fee $1.00 FEE2005 -13709 Technology Fee $5.62 FEE2005 -13710 Scanning Fee $3.00 Total Fees: $237.62 Total Fees: $237.62 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 12/7/2005 Construction Value: $4,500.00 Work: ELECTRICAL INSTALATIONS FOR ADDITION Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305 5 -2204 Fax:: (305)756 -8972 Inspection Date: 04/12/2006 Inspector: Devaney, Michael Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: CARLY ELECTRICAL SERVICE Permit Type: Imported Permit Inspection, Type: Final Work Classification: Addition Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Phone: 305 - 970 -6345 Building Department Comments Tuesday, April 11, 2006 Page 1 of 2 Inspector Comments /I/ \eel S /) C pia-64,i xtoe- eetiefr5' `Y'S). - p.oeh c e d.ia,v e,r- -. 0' it/ p e-et ' rim A (.°7, 44/e i � ` �,� `�� Pee 84F,4- ,i_42- Passed Failed Correction Needed Re- Inspection £'/ f( se,f -z4(/ / P .‘----- j/�i Fee a t�°Ad�e,4 --S d (1/� ‘K. 11 ,,z_ p ly ePir t? p ,c)7-to 0 -o'11s / �� f T r ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. l . /-/�ii e'er - Tuesday, April 11, 2006 Page 1 of 2 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 EL2005 -191 Imported Permit Project: <NONE> Owner: MARK HUMBLES Phone: (305)754 -0042 Job Address: 390 103 Street NE Parcel: 1132060134980 Miami Shores Village, FL 33138- Block: Lot: Scheduled Insp # 12/21/2005 INSP -3721 Inspection Tvpe W W Inspection Status Inspector Date Completed APPROVED Michael Devaney 12/21/2005 PROTECT OPEN CONODUCTORS, PUT PANEL COVER ON, NEED GFI PROTECTED RECEPTACLE FOR CONSTRUCTION 01/23/2006 INSP -7221 Rough APPROVED Michael Devaney 1/23/2006 NEEDS A PERMIT FOR TEL & CAT/ CHECK JACCUZZI LINE AT FINAL 04/12/2006 INSP -14609 Final Pending Inspection Michael Devaney Not Complete Tuesday, April 11, 2006 Page 1 of 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING —PIERIVIITAIPPLICATI FBC 2001 Permit No. ' j v) Master Peri it-No Q -40*-61 TS" Permit Type (circle): Building mbing Myhha iical g Aofing Owner's Name (Fee Simple Titleholder) C yi \ S Phone # O 1S 5( 3 Owner's Address S C `' City \ hA.A1 S, OSbe -N State Zip Tenant/Lessee Name Phone # ®5 -15 °` Job Address (where the work is being done) © )4.1 S. Ica C2 T City Miami Shores Village County Miami -Dade Zip 3313& Is Building Historically Designated YES NO Contractor's Company Name CAkts4 1Cc Contractor's Address 62 0 ',Q.. i, v City N t. ' State F L Zip 3 k q Qualifier 5l z Phone # State Certificate or Registration No. CIO 12, l Certificate of Competency No. 9, Ct e 00 3( ngineer's Name (if applicable) 4(14k- CAViiet3 "CIA, Phone # '° 05 -754 Z 31 $ Value of Work For this Permit 45®a Square Footage Of Work: Type of Work: SAcklition DAlteration ONew Describe Work: ciCriak J ‘\0t/1/4, ❑ Repair/Replace ❑ Demolition o * * * ** *,E** * * * * * * * * * * *,�,�* Fees* * * ** * * * * * * * ** * * * * * * ** * * * ** Submittal Fee $ Permit Fee $ CCF $ CO /CC ti Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) .' Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 prop .erty is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Owner or Agent 44. The foregoing instrument was acknowledged before me this 8 day of ' t)✓1G► , 200S , by 4 • AlsotAkokeS who is persona Iv known•to me or who has produced identification and who did take an oath. NOTAR/ P diVir Sign: Print: Contractor The foregoing instrument was acknowledged before me this 2• day of rsL• , 20 chi , by C,A,Q.%S Am u& who is personally known to me or who has produced as identificafln and who did take an oath. NOTARY PUBLI My Commission Expires,; Giildd Pew * * * * * * * * *it * *nt ** =" P tedl1t #,1 * * * * * * * * * * * ** *stile aty. -;, '< s=pires: Dec. 7, 2007 .. = Aaron Notary -.vie, ••,, op ft-0s' 1,500.350 5161 * * * * * * * * * * * * * * * * * * %4W * * * * ** * * ** * * * * * ** *wax * * ** APPLICATION APPROVED BY: Chc 05/13/03 * ** * * Sign: Print: My Commis! es: Commission # DD273065 ,.?s °•. • • rY * * * * * * ***** ** o p• Aaron Notary 1^•80-3545161- Gilda Pereda * * * * * * * * * * * ** ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** // sX41- lQaec Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 08/23/2006 Inspector: Levrack, James Owner: HUMBLES, MARK AUG 2 4 RECD Job Address: 390 103 Street NE Project: Contractor: Miami Shores Village, FL 33138- <NONE> RYDAN PLUMBING INC. Block: Permit Type: Imported Permit Inspection Type: Final Work Classification: Plumbing Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Building Department Comments r (:),7.0 Passed Inspect° nts Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, August 22, 2006 0 //A Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 08/23/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK J624RECD Job Address: 390 103 Street NE Miami Shores Village, FL Project: <NONE> Contractor: Block: Permit Type: Imported Permit Inspection Type: Final Shutters Work Classification: <NONE> Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: 1171/11‘1111H LOVIJUILIIIIIWIli v." n....v...,v Approval was for shutter panels, accordion panels have been installed, provide NOA for the accordion shutters for a revision of permit. attachment of accordions are OK. 8/23/06 CG. c r / / 4 ( emi ssed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Wednesday, August 23, 2006 Page 1 of 2 PEST CONTROL, INC. NOTICE OF TERMITE PROTECTIVE TREATMENT As REQUIRED BY FLORIDA BUILDING CODE (FBC) 104.2.6 DATE OF TREATMENT: ( BUILDER NAME: TREATMENT ADDRESS: % TIME OF TREATMENT: IN OUT APPLICATOR: C.: 9D 71 8". /®3 Z JOB #: LOT: SPRAY & TAMP SPRAY ONLY SPRAY # CHEMICAL: I %W'a 1 MONOLITHIC BLOCK: UNIT: 'AS % S/F L/F RESIDENTIAL COMMERCIAL STEMWALL PERIMETER TREATMENT CHEMICAL: % ADDITION GALLONS SF L/F GALLONS DATE OF TREATMENT: TIME OF TREATMENT: L/F APPLICATOR: 300 S. STATE ROAD 7 PLANTATION, FLORIDA 33317 954 -584 -8588 1- 800 - 749 -8588 FAX: 954 -584 -6117 01/15/2002 05:27 3056364011 ALL STATE ENGINEERIG PAGE 02 All State EPOineering and Testin, r Consultants, Inc. TESTING LAI IORA cOR :SS • ENGTNEERIS • INSFECTION SY.1: .VICES - Cl 51S.T.ITS -1 IV TNO - ENVIRONMENTAL SERVICES 23110 Yes: 78" Street Hialeah Florida 33( 16 Tel; (3(5) 888 - .!11 Fax: (305) 81011-7443 „Field Densio Tese of Com2g ted Soils ASTM Met iod: D-2922-81 aseM•11111110111111.WWWINIIMI.... ' Client: .• • • Address: Frolect:. : Mark litnik ks 390 NE liig Street, Miami Shores, FL SFR- Exn•nsion _ Address;. . '. • Phone No: " • 390 NE 1(34 Street, Miami Shores, Fl. 30S-7:54-084: -- • Attendoiti .* , Lib ID 0' -• - !, 05-13542 • . ; ::, . • .:. ;• :* : . :. .: .• Location '':' .. • ' • Addition of 'louse slab on grade, NI; area 05-13543 Addition of 'louse, slab on grade, Center area 05-13544 Addition of noise, slab on grade, SN / area — ----------- ---............ maidiet .7 7.1 ---, • 1 Silica sand •• Beek Flit • '".:. Subiraele Mash srril Klusn .11•11. bano MM. •■■•■101111101.•■•■■plp oporuls■MIIIIIk ammesesalo.1111•11MI leaden Nlintber 05-1354'; 1 ipliPek.":".hanCher ":. 7 :;. .Fkld Density LB/Ca 1DrisPeniity).1',..!'.. 102.3 ottani' Contents , 6.9 In the Fiiild(%)- • 9133 .Contprictinn Reqw7r,einitnr0 44# 7of 98% Maiiinnini'Dens ••••• . 100% Maxisiurn Den sity 104.1 Trecioir-.180 AASIITO ltfothodC,/ • •.• • 05-1202 '.Bose'roCk.' TestioflyL; Ernesto Vanegas 05-1:3543 12" 103.3 5? -1 3544 3 12 102.6 74 7.3 99.2 98.6 98% 98% :-Opiiriugralleisture. (NIL &jawed B Checked AO ',Typed B ■■•■111.■ 9.2 ww SP 104.1 05-'.202 _104.1 05-1202 R ,tspectfully sub iit:ed 4ir-Ca 'ayne Webb P. .#567O1 A LL STATE Et ,?rrNEER1NG & 1 ESTING CON tT:...TANTS, INC. sLhoutd any subsoil conditions in dte !roped)/ (area) tested be found die :ter-itFort thaw enet Iterzl on the tt'7-.sa —Ted °cations reported on our Density Tait, All State Engineering it test tif onsultants, Inc. is not to be held CC 3omtible. As a mutual protection to chat the public and ourseTres, all reports are suk tuned as the confides. d property of clients, and authorization for public:Wen of stmernens. conclusions or exracts icor sur reports is reserved. 01/15/2002 05:27 3056364011 ALL STATE ENGINEERIG PAGE 01 All State Ln ►i'neering and Testing Consultants; Inc. TESTING 1.ABi)RA? RG i - ENGINEERS - INSPECTION SEW 'ICES - CHE': AISTS - Dl LLD* - ENvIROAt rwi'AL SERVICES 2380 Y1 est 78'" Street Hialeah Florida 33015 Tel: (305) 888.1 r3 J'ax: (305) 888.7443 fJOCTOO CO115 PACTIOZ TEST . Fer Nwnber 05 -1048 Date ' 1:' , ' . zacei ttber 12, 2005 Ot •'.Clieftt' . •• : Mark Movables : A d d r e s s ' ' ' ' • • • ` • 3 301E ".03td Street, Miami Shores , F1. Prided. •” . SR- ,Fataension eiddretis 340 rE :.03t° Street, Miami Shores, Fl. . Sample Location . " Stool; at the job slue ' Soil Description • r • .gle S itica sand : Sampled by : Musb a, ilfiChtui Ili oiled to• {' • TEST RESULTS 05 -1202 Sa ' le liimbe • 01 �•Laborato� Nr�inber:; ,y':::� �., mF _ • • The following compaction test was conducted in accordance u ith the standard t sth.3ds for Moisture Density relations of, soil using a 101b. Hammer and 18" crop A -ASHTO designation T -1 f 0-C. 1 %'Moisture • • . D y Mars •• ' . 6.3 99.2 9.2 1(14.1 11.3 1(11.7 Gradation• Tess/Pats iiri „ ►;. { 100% dpdmam M, q Lure {% :•!‘• .r . 9.2 :100•'H?*Dry•Deisii • °::; 104.1 4t%Dry'.Dens • • .:. , 102.0 ''9S% Dry Dens •'• • ;.'; ` ;: 98.9 Gradation• Tess/Pats iiri „ ►;. { 100% Sampled By' ;: MK "27444.8. EV ,;'Checked By' -. WW y': ' 1ped•By,'• . SP Should any subsoil conditions hi the Test. All State Engineering g & testing C As a mutual protection to client, the pub statements, conchs:ions or extracts from 08 ' 06 • 04 02 00 sierra a • Z% NW WS SSW =.H 9 1<� IISSES SINN NEW rant 1t =IMO � i ante .111W &UM VMS U'N*iMB srifille JO a ■.11.111 Miami i*y WIMP Illr; 111111111 -s 111.1 • 2:2.1171.11rt1M1tt11 1r Santa ttaras1=laa atta■ ■na[iu/1 SRN w ti w ii tL711 tl IM lattliSmz111.'1 YZ1111U U *ZUtiGft ma Stoma aln lwma- Wita #17eamil 1iaMum ZItwi911i.11.t3 J 111lfl /Kim 1.c Mali won- fWS USM Iixs,ssur.zz m KIM X 111111111 Irma meow* IZ.t7;:1n1i3imilk* IA tai.le KIP NS M11a111 MAIM mil •EMI Mum tai rites llw • =MS li ■wrrila Ewan 11X1411JNa , ra Olt • Mlrtwi Emu aw a EMttn[wt[arM-t Saltatow11iilli.eis mow ISM Ma Niko..:4 r<n es■k.•111.s1WPi7 ■.s- .1174aaa .i.■s.c:t 1 .Z AIIIII t<fra111a. S •1111, l I WIMP ■.ii1r1NM wer7s -4•SOOiSuraa ntaliean Ir ■i3Niisi wax U*mow • a. anus w ■si iw WO surA tn SWIM NUNS at talatt<t1t1 rl ■u>f1.Z3.iM WI 1L1 KS•SI 1e1MIUai11Mww11 MUSS MRS it Sal SS Mil NI MI IIHR Res; e.ctfully submit wd b L 9 10 11 Way 'le Webb P.E. b 56101 $2., 14' f ALL STATE ENCil 4EERING & TES FING CONSU TANTS, INC. woo My (area) tested be found diffm'en from those encoun4e d o9 the tested locations reported on our Density Inusitt<nts, Inc. is not to be held sesame ible. to iId ourselves, all reports ere submits d as the con &tential l 'psry of clients, and auto anon for publication our :eports is reserved Job 6F74 , ' Truss CJ7 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0001 Job Reference (opilonall BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 2516:5920 2006 Page 1 2111 -3 -2-9-15 I 3-7 -5 7-0-2 0-1-4 2 -9 -15 3-7 -5 3 -4-13 Scale =1:17.4 2 x 4 M1120 I I 2.12 NT 5 B 3x4 MII20= 9 4 II 11 10 _ Cs1 3x4 M1120:--:: (I d 3x4 M1120:----- 8 7 2 x 4 MI120 I I r' 3x4 M1120= 3x4 MI120= 34 M1120= 0 -8-1 -2 -9-4 -3+ 3-7 -5 7-0-2 1 10 -5 1 1 1 2 -9-4 0-5 -3 2-11-3 3-4-13 0-2 -14 Plate Offsets (X.Y): [2:0-8- 1,0 -1-8] LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deli lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.02 8 >999 240 M1120 2 *1911 TCDL 15.0 Lumber Ina ease 1.33 BC 0.12 Vert(TL) -0.02 8 >999 180 • • BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.07 9 n/a Ma • • • • • • • BCDL 10.0 Code FBC2001/ANSI95 (Matrix) • • • We1 it 40 Ib • • • • • • LUMBER BRACING • • • • • •••••• TOP CHORD 2 X 4 SYP DSS TOP CHORD Sheathed or 6-0-0 oc purlIns. • • • • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 194111 9t1btf'Scing. WEBS 2X4 SYP No.3 • • • • • OTHERS 2 X 4 SYP No.3 • ••••• SLIDER Left 2X4 SYP No.32 -0.0 •••• • • • • • • • •••••• •• •• • • REACTIONS (Ib/srze) 7 =36 /Meoiuunital, 9/01 •8, 2=847 /0 7 -12 • •• • • • • • • • • • Max Horz2 =171(Ioad case 2) • Max Uplft7=- 403(load case 2), 2 - 590(oad case 2) • • • •••• • • • • • • FORCES (Ib) - Maximum Compression/Maximum Tension • • • • • • • • • • • • TOP CHORD 1- 10=0/24, 2- 10=0/24, 2 -3=- 405 / 105, 3-11=- 371 /79, 4- 11=- 368/81, 4-5=- 78/27, 5- 8=-4/0 • • • •••• • BOT CHORD 2-8=-182/339, 7.8=- 1821339 • • • e• • WEBS 5- 7227/372, 1- 9=0/0, 4- 8=0/80, 4.7=- 351/188 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =10fg TCDL=9.0paf BCDL=8.0psf, Category 1I; Exp C; enclosed; C-C Exterior(2) -2 -10.5 to 0 -1 -11, Interior(1) 0.1 -11 to 2 -9-3, Exterior(2) 2 -9.3 to 7-0-2; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 7 and 590 Ib uplift at joint 2. 6) 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) 1) Regular Lumberincrease=1.33, Platelncrease =1.33 Uniform Loads (pit) Vert 1-10=-90 Trapezoidal Loads (plf) Vert 10.0(F=45,13=45)-to-5=-152(F.-31, B= -31), 5.42(F=-31, 8 =31)- to-5=- 98(F= -34, B=-34), 2=- 2(F=9, B.9)-to-7=-35(F=-8, 8=-8) 2) C-C WInd: Lumber lncrease=1.33, Plateincrease=1.33 Uniform Loads (pit) Vert: 1- 10=150 Horz:1 -10 -168 Trapezoidal Loads (pity Vert: 1C.-90(F=-77, B =77)-to-11 =18(F -24, 8=- 24),11 =102(F= -24, 8=- 24)-to-5=256(F =53, B=53), 5=88(F=53, 8=53 )-to- 8=99(F =58, B=58), 2=- 1(F =5, B=5)-to-7=-21(F=-5, B=-5) Harz: 10.90(F.86, 8=16 )-to-2=76(F =79, 8=79), 2=76(F =79, 8 =79 )-to-3=- 16(F =34, 9=34), 3=- 18(F=34. B=34 )-to-11= -3C(F =27,13=27),11 =114(F =27, 8=27)- to-5=- 286(F= -59, B= -59), 5=- 119(F= -59, 8=- 59 )-to-8=- 130(F= -65, 8=-85) Job 6F74 t Truss CJ7A Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0002 Job Reference (=tonal) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Oct 18 2005 MTek Industries, Inc. Fri Aug 2516:59:20 2006 Page 1 I 3-7 -5 7 -0-2 3-7 -5 3-4-13 Scale: 1"=1' 2x4 MI12011 4 5 2.12 12 3x4 M1120= 3 2 1 r WI 3x4 MII20= 3x4 M1120 7 8 2x4 MII2011 3x4 MI120= 5x8 MI120= -3-141 3-7 -5 7 -0-2 10 I I 0 -3-14 3-3-7 3-4-13 Plate Offsets (X,Y): [1:0.8-1,0.1 -81, [6:0- 3.8,0.3.01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.07 1 -7 >999 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) 0.06 1 -7 >999 180 •••• BCLL 0.0 Rep Stress In NO WB 0.54 Horz(TL) -0.02 6 n/a n/a • • BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) • Vlbioht: 31 Ib • • • • • • • 9 • LUMBER BRACING • • • • • • • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Stteathed or 6.0-0 oc purilns. •••• BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-1516c tracing. • • • WEBS 2 X 4 SYP No.3 SLIDER Left 2X4SYPNo.3200 •••• • • • • • • •••• • • • REACTIONS (Ib /sIze) 1 =218/0-7 -12, 8- 435/Mechanical • • Max Horz 1 =185(load case 2) • • • • • • Max Upiift1 =- 648(load case 2), 8=994(load case 2) • • • FORCES (Ib) - Maximum Compresalon!Maximum Tension • • • •••• • TOP CHORD 1- 2=- 689 /1800, 2 -3=- 644/1602, 3-4=- 78/25, 4- 5=-4/0 • • •••• • • BOT CHORD 1- 7=- 1713/639, 6.7=- 1713/839 • • • WEBS 4-6=- 213 /375, 3.6=- 661/1774, 3.7=- 431/53 • • • • • • • • • • • • •• • NOTES 1) Vdnd: ASCE 7 -98; 148mph (3-second gust); h=1Oft TCDL=9.Opsf; BCDL =6.0paf, Category II; Exp C; enclosed; C-C Exterior(2); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 Ib uplift at joint 1 and 994 Ib uplift at Joint B. 4) 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) 1) Regular: Lumber Increase=1.33, Plate Inc ease=1.33 Trapezoidal Loads (plf) Vert 1 — 7(F=41, B=41)-to-4=-152(F=-31, B-31),4-92(F-31, B=- 31 )-to-5=- 98(F= -34, B= -34),1=-2(F=9,13=9)-to-6=-35(F=-8, B=-8) 2) C-C Wnd: Lumber Increase=1.33, Plate Increase=1.33 Trapezoidal Loads (p10 Vert: 1=-1(F=-76, B=- 78 )-to- 4=262(F =56, B=56), 4=95(F =58, B=56)-to-5=106(F =62, B=82), 1=131(F=8, B =5)-to- 8=111(F= -5, B=-5) Hors: 1=-0(F=84, B=84)-to-2=-97(F=36, B =36), 2=- 97(F =38, B=38)- to-4=- 293( F= -62, B=-62), 4=- 125(F= -62, B=- 62)-to-5=- 137(F=-89, 8=-89) Job 6F74 BEST TRUSS Truss HHt Truss Type ROOF TRUSS Qty 2 PIY 1 MARK HUMBLE 0003 Job Reference (optional) CO., MIAMI, FL BEST TRUSS CO. 8.200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 2518:5920 2006 Page 1 -2-0-0 I 3-8-3 I 7-0-0 11-7-0 16-2 -0 I I 2 -0-0 3-8-3 3 -3-13 4-7-0 4-7 -0 Scale = 1:33.3 4x9 MI120= 3.00 Fli 2x4 M1120 II 4•9 M1120= 5 6 13 7 2x4 MII20= E.. _ 4 12 3 •� 2x4 /11120 ! I 2 �,, .rr"' ter. • •. 1 rata•• mom • •� �� 3x6 MI120 `� 5x8 M1120= 10 9 8 3x4 M1120= 3x4 MI120= 5x12 MI120= 3•6 MI120 I I 1 I" 7 -0-0 I 11-7-0 16-2 -0 I 0 -3-4 6-8-12 4-7 -0 4-7 -0 Plate Offsets (X,Yj: (2:0-3-3,0-3-41J5:0-5-4,0-2-01,10:0-3-4,0-1-8),19:0-3-8,0-3-01 LOADING (pef) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Inaease 1.33 Rep Stress Ina YES Code FBC2001 /ANSIO5 CSI TC 0.98 BC 0.87 Mhbcy 1.00 DEFL in (Ioc) Udell Lid Vert(LL) 0.36 2 -10 >528 240 Vert( L) 0.32 2 -10 >597 180 Ho2(TL) -0.06 8 Na Na PLATES GRIP MII20 246990• • • •••• •••••• • • • Viteig�t 83Ib • • • • •• • LUMBER BRACING •••••• ••••i• TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 432 oc purllns, except er[tl • • • BOT CHORD 2 X 4 SYP No 2 BOT CHORD Rigid ceiling directly applied or 3 &?,e .0 g. •••••• WEBS 2 X 4 SYP No.3 • • • • OTHERS 2 X 4 SYP No.3 ••••• ••••••• SLIDER Lett 2 X 4 SYP No.3 1-6-10 ••••• • •••i••• •••••• • • • • •••••• •• •• • • REACTIONS (Ib /size) 8=854/0 8-0, 2=1087/0 -5.8 • • • Max Horz 2=220(load case 2) Max Uplift8= -1481 Goad case 2), 2 - 1804(ioad case 2) • • • • • • • • • ••••• • • • • • FORCES - Maximum Com • • •••• • • (Ib) presalonlAAaxhnum Tension • • •••• • • TOP CHORD 1- 2=0/27, 2-12=-1978/2840, 3-12=-1923/2849, 3-4= -1914/ 2856, 4-5=-1809/2970, 5-6=-1450/2411, 6-13=-1450/2411, 7-13=-1450/2411, • • • • • • • 7 -3794/1 188 • • • BOT CHORD 2- 10=2814/1808, 9-10=- 2970/1748, 8-9=- 187/101 WEBS 4- 10=- 113/0, 5-10=-634/130, 5- 9=-324/608, 8.8=- 402/296, 7-9=- 2431/1474 NOTES 1) Wind: ASCE 7-98; 146mph (3-second gust); h =10ft; TCDL=9.0psf, BCDL 8.Opst Category 11; Exp C; enclosed; C-C Exterior(2) -2-0 -7 to 011 -9, Interior(1) 0-11 -9 to 13-0-4, Exterior(2) 13-0-4 to 16 -0-4; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1461 Ib uplift at joint 8 and 1804 Ib uplift at joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert 1 -5=90, 5- 7=-90, 2 -8=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=155, 2 -12 =110, 5.12=80, 5.13=88, 7- 13=88, 2 -8=114 Horz: 1 -2= -173, 2- 12=- 128, 5-12=-78 Drag: 5-6=-0 Job 8F74 , Truss HH2 Truss Type ROOF TRUSS Oty 2 PIy 1 MARK HUMBLE 0004 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 s Oct 18 2005 MTek Industries, Inc Fri Aug 2518:59:20 2006 Page 1 -2-0 -0 I 5-0-8 9-0-0 16-2-0 � I I I 2 -0-0 5-0-8 3 -11-8 7 -2 -0 Scale = 1:33.3 4x9 MI120= 103 MI120 I I 3.00 FIT 5 13 6 3x4 MII20 4 2x4 MII20 I I 2 12 �1 NM m • I i 3x6 MII20: 5x8 MI120= 10 9 8 7 3 x 4 M1120= 2 x 4 MI120 I I 3x4 M1120= 3x4 M1120= 6x10 MI120= 0T3T4 5-0-8 9-0-0 16-2-0 I I 0-3-4 4-9-4 3 -11-8 7 -2-0 Plate Offsets (X,Y): 12:0 - 3-3,0.3 -4L 15:0. 5.12,0 -2-01, (7:Ed0e,0.3.41 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.38 7 -9 >528 240 MII20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) 0.32 7 -9 >592 180 •••• BCLL 0.0 Rep Stress Ina YES WB 0.89 Horz(TL) -0.07 7 n/a n/a • •••• • BCDL 10.0 Code FBC2001/ANSI95 (Matrix) : •Vdejght 83 Ib • • •• • •• • • LUMBER BRACING • • NG •••• TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4.8-0 oc puriins, aldattilaterticals. • • • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or �1•1ep ltracng. WEBS 2 X 4 SYP No.3 `Except` WEBS 1 Row at mkt 5.7 6.72X4 SYP No.2 •••• • • • • OTHERS 2 X 4 SYP No.3 •••••• • • • SLIDER Left 2 X 4 SYP No.3 2-4-0 • • •••••• •• •• • • REACTIONS (lb/size) 7=854/0-8-0, 2.1087/0-5-8 • • • Max Horz 2 =257(load case 2) • • • • • • • Max Uplift7=- 1458(load case 2), 2x- 1790(load case 2) • •••• • • • • • FORCES (Ib) - Maximum Compression/Maximum Tension • • • • •••• • • TOP CHORD 1- 2=0/27, 2- 12=- 2013/3058, 3.12=- 199013068, 3-4=- 1903/3075, 4-5x- 1520/2431, 5.13= 1861317, 6.13=- 188/317, 6. 7x•320/299 • • • • • • BOT CHORD 2 -10= 3053/1846, 9 -10x- 3053/1848, 8-9=- 2463/1474, 7-8=- 2483/1474 • • • WEBS 4-10=-380/55, 4-9=- 410 /684, 5.9=- 913/247, 5-7= 1385/2273 NOTES 1) Wbtd: ASCE 7 -98; 148mph (3-second gust); h=10ft; TCDL=9.0psf, BCDLx6.0psf•, Category II: Exp C; enclosed; C-C Exterior(2) -2-0.7 to 0.11 -9, Interior(1) 0-11 -9 to 13-0.4, Exterior(2) 13 -0-4 to 16.0 -4; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1458 Ib uplift at joint 7 and 1790 Ib uplift at joint 2. LOAD CASE(S) 1) Regular: Lumber Increase=1.33. Plate Increasex1.33 Uniform Loads (pif) Vert 1- 5=90, 5- 6x-90, 2 -7=-20 2) C-C Wind: Lumber Inaease=1.33, Plate Increase=1.33 Uniform Loads (p1!) Vert 1 -2= 155,2- 12=110,5 -12 =80,5- 13x68,8- 13,2 -7 =114 Herz: 1-2.-173, 2 -12 -128, 5.12=78 Drag: 5-6= -0 Job 6F74 Truss HH3 Truss Type ROOF TRUSS Oty 2 Ply 1 MARK HUMBLE 0005 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8 200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 2518:59212008 Page 1 I -2-0 -0 1 5 -8 -3 11-0 -0 16-2-0 1 2 -0-0 5-8-3 5-3-13 5-2-0 Scale = 1:33.3 3.00 12 4x9 MI120= 3x4 MII20 I 5 12 6 5x8 MII20s D 2x4 M1120 I I 2 11 1 Y S m = jrj 3x6 MII20 5x8 MII20= 9 8 7 3x4 M020= 3x4 MI120= 3x6 MI120= 6x10 MII20= Or314 8 -2-4 16-2 -0 1 1 0-3-4 7 -11-0 7 -11 -12 Plate Offsets (X,Y): 12:0 -3- 3.03- 4),14:0.4 -0,0 -3-0], (7:Edge,0.3.41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.45 7 -9 >419 240 MI120 %4%) TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) 0.40 7 -9 >469 180 • • BCLL 0.0 Rep Stress Inca YES WB 0.88 Horz(TL) -0.06 7 n/a n/a • • •••• • BCDL 10.0 Code FBC2001 /ANSI95 (Matrbc) • •RAfe�ht 81 lb. • • • •• • • • • • LUMBER BRACING •••• TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-7 -2 oc purUns, except and verticals. b n9• BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling d6 • 9 9 dtr Y applied 3•• • • WEBS 2 X 4 SYP No.3 *Except* • • • 6.7 2 X 4 SYP No.2 • • OTHERS 2X4SYPNo.3 •••• • • • SLIDER Left 2 X 4 SYP No.3 2-7-9 • • • • •• •• • • • • REACTIONS (Ib/size) 7=854/0.8 -0, 2=1087/0-5-8 • • • • Max Horz2=295(Ioad case 2) • • •••• • Max UpIIft7=- 1455(load case 2), 2=- 1778(toad case 2) • • • •••• • • FORCES (Ib) - Maximum Compression/Maximum Tension • . • • • •••• • • / 2835, 3.4=- 1882/2862, 4-5=-1539/2674, 5. 1280/222, 6.12=- 80/222, 6-7=-208/218 • • • TOP CHORD 1- 2=0/27, 2 -11 =2011/2834, 3-11=-1989/2835, x • • • BOT CHORD 2- 9x2901/ 1851, 8-9=- 1594/1039, 7-8=- 1594/1039 WEBS 4-9=- 492 /314, 5. 9x1517/584, 5- 7x1113/1592 NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =10(0 TCDL=9.0pst BCDL =6.0pst, Category II; Exp C; enclosed; C-C Exterior(2) -2-0 -7 to 0.11 -9, Interior(1) 0-11 -9 to 13-0-4, Exterior(2)13 -0.4 to 16-0-4; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1455 Ib uplift at joint 7 and 1778 Ib uplift at joint 2. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p10 Vert: 1-5=-90, 5 -6=-90, 2-7x20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pH) Vert 1-2=155, 2 -11 =110, 5- 11=60, 5-12=68, 6- 12=88, 2 -7 =114 Horz:1- 2=-173, 2-11=-128, 5.11x78 Drag: 5 -8x0 Job 6F74 Truss HH4 Truss Type ROOF TRUSS Qty 2 Ply 1 MARK HUMBLE 0006 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Oct 18 2005 MITek Industries, Inc. Fri Aug 2516:59:212006 Page 1 -2-0 -0 5-9-3 13 -0 -0 18-2-0 1 1 1 1 1 2-0-0 5-9-3 7 -2 -13 3-2 -0 Scale = 1:33.3 4x9 M1120= 3.00 12 2x4 M020 I I 5 8 5x8 MII20% MH ar 3 2x4 MI120 I I 2 11 1 Z • Ilea 3x6 M1120.= 5x8 MII20= 8 8 7 3x4 /11120— 3x4 MI120= 3x6 MI120= 6x10 MI120= Or314 8-2-4 16-2 -0 1 1 0-3-4 7 -11-0 7 -11 -12 Plate Offsets (X,Y): [2:0 -3-3,0 -3-4], [4:0-4-0,0-3-0], [7:Edge,0.3.4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) 0.49 7 -9 >387 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) 0.44 7 -9 >435 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Hoz(TL) -0.05 7 n/a n/a se.* • BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) • V){eight 831b • • • • -• • LUMBER BRACING • •• • • • • • • • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-1 -15 oc purling, verticals. • • • • �� BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or bracing. • • WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-9 • 6.7 2 X 4 SYP Not • • OTHERS 2X4 SYP No.3 •••••• •••• • SLIDER Left 2 X 4 SYP No.3 2-8.2 •••• • • • • • • • •• •• • • REACTIONS (Ib/size) 7=854/0-8.0, 2=1087/0 -5-8 • • Max Horz2 =334(Ioad case 2) • • • • Max Uplift7=- 1452(ioad case 2), 2=- 1766(load case 2) • • •••• • • • • • • •••• • FORCES (Ib) - Maximum Compression/Maximum Tension • • TOP CHORD 1- 2=0/27, 2 -11=- 2091 / 2851, 3-11= 2011 / 2853, 3-4=- 1964/2882, 4- 5=1514/2822, 5-6=-22/154, 6-7 =15/80 • • • off.. • • BOT CHORD 2- 9=2983/1937, 8.9=- 980/686, 7-8=-980/686 • • • WEBS 4-9=- 651 /432, 540-19911/873, 5-7=-1009/1255 • • • NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =10ft TCDL=9.0paf, BCDL 6.0psf; Category II; Exp C; enclosed; C-C Exterior(2) -2-0-7 to 0-11 -9, Interior(1) 0-11 -9 to 13-0-0, Exterior(2) 13-0-0 to 18-0-4; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical corarection (by others) of truss to bearing plate capable of withstanding 1452 Ib uplift at joint 7 and 1768 Ib uplift at joint 2. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p11) Vert 1 -5=90, 5-8=-90, 2 -7=-20 2) C-C Wind: Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1 -2 =155, 2 -11 =110, 5-11, 586, 2 -7 =114 Horz:1 -2=- 173, 2 -11 -128, 5. 11=-78 Drag: 5 6- 0 Job 8F74 , Truss HH5 Truss Type ROOF TRUSS Oty 2 Ply 1 MARK HUMBLE 0007 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Oct 18 2005 MITek Industries, Inc. Fn Aug 2516:59212006 Page 1 -2 -0-0 7 15-0 -0 , 18-2-0 -8-13 1 � 1 1 2-0-0 7-8 -13 7 -3-3 1 -2-0 Scale = 1:33.3 3x4 MII20 I 1 3.00 12 5x8 MII20= 8 7 3x4 MI120 2x4 M1120 II 5 =, 4 IS i� 2x4 MI120 11 2 12 ref 1 .wor Ix li j 3x4 M1120-- j 5x8 MII20= 3x4 MII20 = 10 9 8 3x4 M1120 3x4 M1120= 3x6 M1120= 5x8 M1120= Oi314 7-8-3 18-2-0 1 1 0-3-4 7-4-15 8 -5-13 Plate Offsets (X,Y): [2:0 -3-3,0 -3.4], [8:Edge,0.3.4] LOADING (pat) SPACING 2-0-0 CM DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.84 8-10 >294 240 MI120 24Sif8li • TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) 0.58 8-10 >329 180 • • • •• • • • • • • * • BCLL 0.0 Rep Stress Ina YES W13 0.76 Horz(TL) -0.04 8 n/a n/a • • • BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) • • • NBnt: 88Ib• • • • LUMBER BRACING •••• TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4.2 -11 oc puffins,p{seyiyverticale. • • • •••••• BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3.1 -13 oc bracing. • • • WEBS 2 X 4 SYP No.3 *Except* WEBS 2 Rows at 1/3 pts 8-10 •••• • 7- 82X4SYPNo.2 •••••• • •••••• OTHERS 2 X 4 SYP No.3 SUDER Left 2X4 SYP No.33.8.11 • • •• •• • • • • • • REACTIONS (Ib /size) 8.854/0.8 -0, 2=1087/0 -5-8 • • • •••• Max Horz2=372(load case 2) • • • • Max Uplift8= 1415(load case 2), 2= 1750(load tie 2) • • •••• • ••••• axi • • • Tension • • • • • • • • • • FORCES (Ib) - Maximum Compresalon/Mmum • TOP CHORD 1- 2=0/27, 2- 12= -1907/ 2758, 3-12=-1888/2764, 3-4=-1795/2793, 4.8=-1873/2899, 5-6=-1795/2922, 8-7 =33/176, 7-8=- 54/288 • • • BOT CHORD 2 -10= 2894/1741, 9- 10=- 438/305, 8-9=-438/305 WEBS 4-10 =619/ 402, 6- 10=2799/1835, 8- 88=- 1092/1040 NOTES 1) Wind: ASCE 7-98: 148mph (3- second gust); h =loft; TCDL=9.0psf; BCDL=6.0psf; Category I1; Exp C; enclosed; C-C Exterior(2) -2-0-7 to 0-11-9, Interior(1) 0-11 -9 to 15-0-0, Exterior(2) 15-0-0 to 18-0-4; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water pending. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1415 Ib uplift at joint 8 and 1750 lb uplift at joint 2. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase -1.33 Uniform Loads (pig Vert: 1-6=-90, 87= -90, 2-8=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pt?) Vert: 1-2=155, 2 -12 =110, 6- 12=60, 6-7=86, 2 -8=114 Herz: 1-2=-173, 2-12=-128, 6-12= -78 Drag: 6-7=0 Job 6F74 ' Truss HHG1 Truss Type ROOF TRUSS Qty 2 Ply 1 MARK HUMBLE 0008 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 25 18:59:21 2006 Page 1 -2 -0-0 5-0-0 8 -9-4 12 -4-12 1 16-2 -0 ( I 1 2 -0-0 5-0-0 3-9-4 3-7-8 3-9-4 Scale = 1:33.3 6x10 MII16= 3.0017-1/ 2x4 MI120 I I 4x9 MI120= 3x6 MI120 I I 4 5 6 14 7 3 B _ g 2x4 MI120 I I 2 i I ccYY 1 "� • • .a J . � PP !� M1 3x10 MII20 15 12 11 10 9 18 8 5x12 M1120= 2x4 M1120 I I 3x8 MI120= 3x4 MII20= 5x8 MI120= 3x4 MI120= 2x4 MI120 11 OT3T4 5-0-0 8 -9-4 12-4-12 16-2 -0 1 I I I 0-3-4 4-8-12 3-9-4 3-7-8 , 3-9-4 Plate Offsets (X,Y): [2:0- 1- 3,Edge7, [4:0.8.0,0 -2-81, [6:0- 2 -0,0 -2 -01, [8:Edge,03-81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001!ANSI95 CSI TC 0.90 BC 0.84 WB 0.73 (Matrix) DEFL in (loc) Udell Ud Vert(LL) 0.49 11 -12 >389 240 Vert(TL) 0.41 11 -12 >460 180 Horz(TL) -0.13 8 Ws n/a PLATES GRIP MI120 19j� MI116 • 248) �/i28 • • • • • • • • • •rJVetght 81 Ib • • LUMBER BRACING • • • • • • TOP CHORD 2 X 4 SYP DSS TOP CHORD Sheathed or 3-2-15 oc purlkts, e • • • en vertcais. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or �1<M0e#btacing. • • • WEBS 2 X 4 SYP No.3 •Except` • • • • 4-11 2 X 4 SYP No2, 6-11 2 X 4 SYP No.2, 6-8 2 X 4 SYP No.2 • •••• • OTHERS 2 X 4 SYP No.3 •••• • • • SUDER Left 2 X 4 SYP No.3 2-4-10 • • • • •• •• • • • • REACTIONS (Ib/size) 8=1414/0 -8-0, 2=1553/0 -5.8 • • • • Max Horz 2=2480oad case 2) • • •••• • Max UpIif8 -2055(load case 2), 2=2576(load case 2) • • • • • • •••• • FORCES (Ib) - Maximum Compression/Maximum Tension • • • • • •••• • • TOP CHORD 1- 2=0/27, 2- 3=- 3588/5298, 3.4= -3492( 5305, 4-5=-3999/6083, 5.8=- 3998/6084, 8.14=- 190/257, 7 -14=- 190/257, 7- 8=- 281/345 • • • BOT CHORD 2- 15=- 5137/3338,12 -15=- 5137/3338, 11-12=-5213/3375, 10-11=-416312772, 9-10=- 4163 / 2772, 9. 16=4163/2772 8.18=- 4163/2772 • • • WEBS 4-12=- 753/377, 4-11=-934/668, 5-11=- 584/697, 8-11=- 2070/1322, 6-8=-267/69, 6-8=-2783/4210 NOTES 1) Wind: ASCE 7-08; 146mph (3-second gust); h=10ft; TCDL=9.013st BCDL=8.0psf; Category 11; Exp C; enclosed; C-C Comer(3) -2-0 -7 to 0-11-9, Exterior(2) 0-11 -9 to 13-0-4, Comer(3)13 -0-4 to 16-0-4; cantilever left exposed ; porch left exposed: Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2055 Ib uplift at joint 8 and 2576 Ib uplift at joint 2. 6) Girder caries hip end with 0-0-0 right side setback. 5-0-0 left side setback, and 5-0-0 end setback. 6) Hanger(s) or other connection device(s) shaft be provided sufficient to support conurfbated load(s) 321 Ib down and 350 Ib up at 5-0-0 on button chord. The design/selection of such connection device(s) Is the responsibility of others. 7) 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) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pll) Vert 1- 4=-90, 4-7=-143(F=-53), 2- 12= -20, 8- 12=- 32(F= -12) Concentrated Loads (Ib) Vert 12=- 321(F) 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vet: 1 -2 =185, 2- 4=110, 4-14=183(F =77), 7- 14=168(F =77), 2- 15=80,12 -15= 114,12- 18=107(F= -7), 8.18=53(F= -7) Harz: 1-2=-203, 2-4= -128 Drag: 4-5=-0(F=-0) Concentrated Loads (lb) Vet: 12= 350(F) Job 6F74 , Truss J1 Truss Type ROOF TRUSS Qty 2 Ply 1 MARK HUMBLE Job Reference (optional) 0009 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Oct 18 2005 MITek Industries, Inc Fri Aug 25 16:59:22 2006 Page 3 1 -2 -0-0 1 1 -0-0 2-0-0 1-0-0 I Scale 2 � 3.00 FIT Al 2x4 MII20 I I , 1 Ai 3x4 MI120= 4 1-0-0 I I 1 -0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in Ow) Udell Lid - PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.00 2 n/r 120 M020 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) -0.01 2 n/r 90 •••• BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) 0.00 n/a n/a • • •••••• BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) • Weight 9 Ib • • • • • • • • LUMBER BRACING • • • • • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-0-0 oc •••• purling. •••••• • • • • • • • 8.-•0:• imNg. • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceding directly applied or 0 • • OTHERS 2 X 4 SYP No.3 •••• • • •••• • • •••• • • • REACTION (lb/size) 4=10/Mechanical, 3=282/Mechanical • • • • • • • • • • • • • Max Horz4=1822(Ioad case 2), 3=- 1688(load case 2) • • Max Upiift4=- 60(Iaad case 2), 3=- 535(load case 2) • • • • • • • •••••• • • FORCES (Ib) - Maximum Comprassion/Maxlmum Tension • • • • • •••••• TOP CHORD 1- 2=0/27, 2-3=-17681982 • • ••• • • BOTCHORD 2-4=- 933/1822 • • •••• i Job 8F74 Truss J1A BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. Truss Type ROOF TRUSS Oly 1 PIY 1 MARK HUMBLE Job Reference (optional) 0010 8.200 s Oct 18 2205 MITek Industries, Inc. Fri Aug 2518:59:22 2008 Page 1 1 -8-0 3x4 M1120= 1-8-0 Scale = 1:4.8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.09 BC 0.07 wB 0.00 (Matrix) DEFL In (Ioc) 1/defl Ud Vert(LL) 0.00 1 - 240 Vert(TL) -0.00 1 >999 180 Horz(TL) -0.00 2 Na n/a PLATES GRIP - MI120 249/190 ••••• • Wilight: 51b ••••• LUMBER BRACING • • • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-8-0 oc puriins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 18-e-8 Qcbf ac1ng. REACTIONS (Ib /size) 1=87/0-8-0, 3=18/Mechanical, 2=71/Mechanical Max Horz 1=81(load case 2) Max Upliftl - 213(ioad case 2), 3=- 97(load case 2), 2 =140(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=45/18 BOT CHORD 1- 3=0/0 •••• • • •••• • • •• •• • •• • • • •••• • • • • • • • • • • • • • •••• • • NOTES • • •••• 1) Wind: ASCE 7-98; 148mph (3- second gust); h =1Olt; TCDL= 9.0psf; BCDL=8.Opsf; Category II; Exp C; enclosed; C-C Ex[erior(2); porch left exposed: LumW %rg L =133 plate grip j1(01=1.33. 2) Refer to girder(s) for truss to truss connections. • • • 3) Refer to glrder(s) for truss to truss connections. • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 Ib uplift at joint 1, 97 Ib uplift at joint 3 and 140 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (p11) Vert: 1 -2 - 90,1 -3 -20 2) C-C Wend: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1 -2 =182, 1 -3=122 Horz: 1-2=-180 • • • • • • • • • • • • • • • Job 6F74 , Truss J1B Truss Type ROOF TRUSS Oty 1 Ply 1 MARK HUMBLE Job Reference (optional) 0011 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 2516:59:22 2008 Page 3 1 -2-0 -0 1-0-0 2-0-0 1-0-0 Scale = ; 0 2 3.001-1-I 2x4 MII20 I I 3x4 MI120= 4 1 -0-0 1 -0-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl Lid - PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.00 2 n/r 120 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) -0.01 2 Nr 90 •••• • • BCLL 0.0 BCDL 10.0 Rep Stress Ina YES Code FBC2001 /ANSI95 WB 0.00 (Matrix) Horz(TL) 0.00 Na Na • • • • • • •••• 10 Ib •• • • • • • • • LUMBER BRACING •• • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-0.0 oc puffins. •••••• • • • • • • • • • •••••• • Riga ceiling directly appli9• BOT CHORD 2 X 4 SYP No.2 BOT CHORD d c� applied or • • • • • • • • • OTHERS 2 X 4 SYP No.3 • • •••• • • • •••••• ••••• •••• REACTIONS (Ib /size) 4=10/Mechanical, 3=282FMechanical •••••• Max Horz4=1822p case oad ca 2), 3=- 1688(load case 2) • • • • • • • • • • • • • • • • • • • • • • Max Uplift4=- 600(Ioad case 2), 3=- 535(load case 2) • • • •••••• • • FORCES (Ib) - Maximum Compression/Maximum Tension • • • • • • • •••••• TOP CHORD 1- 2=0/27, 2- 3=- 1766/8622 • • • • • BOT CHORD 2-4=- 933/1822 • • • •••• •••••• • • NOTES ••• • •••• 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =1011 TCDL=9.0psf, BCDL =6.0psf, Category II; Exp C; enclosed; C-C Extedor(2); cantilever left exposed ; porch • • • left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at Joint 4 and 535 Ib uplift at Joint 3. 5) Non Standard bearing condition. Review required. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-3=-90, 2 -4=-20 2) C-C Wlnd: Lumber Increase =1.33, Plate Increase=1.33 Uniform Lode (plt) Vert 1 - 2=155, 2- 3=162, 2 -4=122 Horz: 1 -2= -173, 2- 3=-180 Job 6F74 , ' Truss J3 Truss Type ROOF TRUSS ply 2 Ply 1 MARK HUMBLE 0012 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 2518:59:23 2008 Page 1 -2-0 -0 1 3-0-0 - 2 -0-0 3-0-0 Sole = 12 11.8. i3.00 2 2x4 MI120 I I 3x6 M1120 I I 3x10 M1120 I I 4 3-0-0 3x4 MI120= 0-3-4 0 -3-4 2-8-12 Plate Offsets (X,Y): [2:0.0 - 3,0-0.151, [2:0-0-14 0-11-121 [2:0.2- 8,Edgel LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Inez YES Code FBC2001 /ANSI95 CSI TC 0.91 BC 0.19 WB 0.00 (Matrix) DEFL in goo) Udell Lid Vert(LL) 0.00 2 ""' 240 Vert(LL) 0.02 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MI120 249/190 •••• • • • �Iblciht: 20 Ib •••• • • • LUMBER BRACING • • • • • • • • • • TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 3-0-0 oc purins. •••• BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 12-:: gacIng. • • • OTHERS 2 X 4 SYP No.3 WEDGE •••• • • • • Left 2X6 SYP No.2 • • •••• • • • • • • • REACTIONS (Ib/size) 3=37/Mechanical, 2=438/0.58, 4=27/Mechanical • • • • • • • Max Haz2 =221Q • 0�1 Case 2) • • • • • Max Uplift3=- 98(load case 2), 2=- 858(Ioad case 2), 4=- 165(Ioad • case 2) • • •••• FORCES (Ib) - Maximum Compresslon/Maximum Tension • • • •••• • • • TOP CHORD 1 -2 =0/27, 2-3=-6814 • • • BOT CHORD 2-4=0/0 • • • • • • • • • • • • •• • NOTES 1) Wind: ASCE 7-98; 148mph (3- second gust); h =10ft; TCDL=9.0psf; BCDL=8.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 3, 858 lb uplift at joint 2 and 185 Ib uplift at joint 4. LOAD CASE(S) 1) Regular: Lumber Increase =1,33, Plate Increase=1.33 Uniform Loads (pft) Vert 1- 3=-90, 2 -4=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1- 2=155, 2- 3=182, 2 -4=122 Harz: 1-2=-173, 2 -3=-180 Job 8E74 . Truss J3A Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0013 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 3-8-0 8.200 s Oct 18 2005 MiTek Industries, Inc. Fri Aug 2518:59:23 2 2008 Page 1 1:8.7 1 3-8-0 3.00 NI 3-8-0 3 3x4 M!IL 0= 3-8-0 LOADING (pat) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Inaeasee 1.33 Rep Stress incr YES Code FBC2001 /ANSI95 CSI TC 0.40 BC 0.28 WB 0.00 (Matrix) DEFL in (loc) Vert(LL) 0.00 1 Vert(LL) 0.04 1-3 Horz(rL) -0.00 2 1/defl ""' >999 n/a Ud 240 180 n/a _ PLATES GRIP M1120 249/190 •••• • • • • • • • • • • 11 Ib • • tacit • • •• • . LUMBER BRACING • • • • • • • • • • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3.8-0 oc purlins. .••••• •••• BOT CHORD 2 X 4 SYP No .2 BOT CHORD Rigid ceiling directly applied or t c�prijdng. • •••••• • • • •0000 • s••••• •••••• REACTIONS (Ib/size) 1= 180 /08-0, 2=147/Mechanical, 3=33/Mechanical • •••• .• • • • Max Holz 1 =188(load case 2) • • • • • • • • Max Upliftl= 439(Ioad case 2), 2= 288(l0� case 2), 3= 199p • •0000• oad case 2) • • • • • • • • • •• •• FORCES (Ib) - Maximum Compreesion/Maxlmum Tension • • • • • • • • • TOP CHORD 1- 2= -94/32 • • • •••• ••0000 BOT CHORD 1 -3=0/0 • • • • • • • 0000 0000.0 NOTES • • •,. • • 1) Wind: ASCE 7 -98; 148mph (3- second gust); h =10ft TCDL=9.0psf; BCDL=8.0psf; Category 11; Exp C; enclosed; C-C Exterior(2); porch left exposed; Lumbert&L=13 plate gip t04. =' i33. 2) Refer to girders) for truss to truss connections. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 Ib uplift at joint 1,288Ib uplift at joint 2 and 199 Ib uplift at joint 3. LOAD CASES) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1- 2=-90, 1 -3=-20 2) C-C V4nd: Lumber lncrease=1.33, Plate Increase=1.33 Uniform Loads (p11) Vert 1 -2 =182, 1 -3=122 Harz: 1-2.-180 Job 8F74 , * Truss J3B Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0014 Job Reference (optional) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.200 s Oct 182005 MITek Industries, Inc. Fri Aug 2518:59:23 2008 Page 1 -2 -0 -0 3 -0-0 1 2 -0-0 3-0-0 Scale = 3.00 rti •8. 1 2 1 2 x 4 MI120 I I 3x10 M112011 3x4 MI120= 40° 4 3x6 MI12011 0-6-4 3-0-0 0-6-4 2 -5-12 Plate Offsets (X,Y): (2:0.0 -3,0- 0.151, [2:0.0- 14,0- 11 -12), (2:0-2-8 Edge) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FBC2001 /ANSI95 CSI TC 0.92 BC 0.19 WB 0.00 (Matrix) DEFL In (Ioc) tldefl L/d Vert(LL) 0.00 2 "•' 240 Vert(TL) 0.02 2-4 >999 180 Haz(TL) -0.00 3 Na Na PLATES �� MI120 •2 190 • • •• • • • • • •••• • • • • • • • • Weight 20Ib • • • • • LUMBER •••••• • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3.0-0 oc puffins. ••••• • • •••••• B0T CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 10- ciplir•cIng. • • • • • • • • • • •• • OTHERS 2 X 4 SYP No.3 • • WEDGE •••• • • • Left 2 X 8 SYP No.2 ••••• ••••s• • •••••• •••••• • • 000000 • REACTIONS (Ib/ size) 3=37/Mechanical, 4=27/Mechanical, 2=438/0-5-8 • • • ••• • • • • • • • Max Horz2=221(foad case 2) • • • • • • Max Uplift3= 98poad case 2), 4= 185(load case 2), 2= 856(Icad case 2) • • •••• • • • • • • • • FORCES (Ib) - Maximum Tension • • • • • • • • • • • TOP CHORD 1-2=0/27,2-3=-68/4 • • • BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =10ft; TCDL=9.0pst; BCDL=6.0psf Category II; Exp C; enclosed; C-C Exterior(2); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 3,165 Ib uplift at joint 4 and 856 Ib uplift at joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-3=-90,2-4=-20 2) C-C VNnd: Lumber Increase=1.33. Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=155,2- 3=182, 2 -4=122 Horz: 1-2=-173,2-3=-180 Job 6F74 Truss J5 Truss Type ROOF TRUSS Qty 8 Ply 1 MARK HUMBLE Job Reference (optional) 0015 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8200 s Oct 18 2005 Mltek Industries, Inc. Fri Aug 2516:59:23 2008 Page 1 -2 -0-0 5-0-0 � 2 -0-0 5-0-0 Scale = 1:11.8 4 ' 3.00 RI 3 ■ 0 2 2x4 MII20 11 . 3x4 Mll,q= 54 MII20 = 5 3x4 MII20= 0-8-4 5-0-0 I 0-6-4 4-5-12 Plate Offsets (X,Y): (2:0.5. 3,0.1 -81 LOADING (pat) SPACING 2-0-0 CSI DEFL in floc) Itdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) 0.00 2 "'- 240 MII20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) 0.18 2 -5 >380 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 25Ib .... LUMBER BRACING • • • •••• • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-0 oc purling. .• BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1 0 oc racing SYP • .. SLIDER Left 2 X 4 SYP No.3 2 -4-10 - • • • •••• • • • • • • REACTIONS (Ib /size) 4= 183 /Mechankci, 5=47/Mechanical, 2=512/0-5-8 •••• • • • Max Horz2 =311(load case 2) • • Max UpUft4=- 334(load case 2), 5=- 287(load case 2), 2=- 1085(load case 2) • • •• •• • FORCES (Ib) - Maximum Compression/Maximum Tension • • • TOP CHORD 1 -2 =0/27, 2- 3=99/0, 3-4= -89/29 • • • • BOT CHORD 2 -5=0/0 • • •••• • • • • •••• • • NOTES • • • 1) Wnd: ASCE 7-98; 148mph (3- second gust); h =10f ; TCDL =9.Opsf, BCDL 8.0psf, Category II; Exp C; enclosed; C-C Exterior(2); cantllever (eft exposed ; p(tch • • • • • • • • • left exposed; Lumber DOL =1.33 plate grip DOL =1.33. • • • 2) Refer to girder(s) for truss to truss connections. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 Ib uplift at joint 4,287 Ib uplift at jet 5 and 1085 Ib uplift at joint 2. LOAD CASE(8) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1- 4=-90, 2-5=-20 2) C-C Wnd: Lumber lncrease=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1- 2=155, 2- 4=182, 2 -5=122 Horz: 1 -2= -173, 2- 4=-180 Job 8F74 , Truss J5A Truss Type JACK Qty 8 Ply 1 MARK HUMBLE Job Reference (optional) 0018 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 s Oct 18 2005 MiTek Industries, In Fri Aug 2518:59:23 2008 Page 1 3-2 -7 5-8-0 3 3-2 -7 ° 2 -5-9 9.5 3.00 12 2x4 M1120= 2 1 Illiii 4 3x4 M1120= 3x4 M1120= 5-8-0 5-8-0 Plate Offsets (X,Y): 4:0.2- 14,0-1 -81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) Udeti Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) 0.00 1 """ 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.77 Vert(TL) 0.23 1-4 >287 180 BCLL 0.0 Rep Stress Inca YES WB 0.29 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 21113. • • • • • LUMBER BRACING • • • • •••• • TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 5-8-0 oc purllns. • • • • • • • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4.5.10 oc bractng. • • • • •••• WEBS 2 X 4 SYP No.3 • •••• • • • • • REACTIONS (Ib/size) 1= 288/0.8.0, 3=103/Mechanical, 4=188/0.1 -8 • •••• • • • Max Horz 1 =254(load case 2) • • Max UpfffM=- 698(Ioad case 2), 3 - 193(load case 2), 4=- 579(load case 2) • • • • • • FORCES (Ib) - Maximum Compression/Maximum Tension • • • TOP CHORD 1 -2=- 514/754, 2- 3= -59/19 • • • • • • BOT CHORD 1- 4=- 9141473 • • •••• WEBS 2- 4=-4921951 • • • • •••• • • NOTES • • • 1) Wnd: ASCE 7-98; 148mph (3- second gust); h =10fG TCDL=9.0psf; BCDL=8.0psf; Category 11; Exp C; enclosed: C-C Extarior(2); porch left exposed; Luna • • • • • • • • • DOL =1.33 plate grip DOL =1.33. • • • 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joints) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 898 lb uplift at joint 1. 193 Ib uplift at joint 3 and 579 Ib uplift at joint 4. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pft) Vert: 1-3=- 90,1 -4=-20 2) C-C Wnd: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1- 3=159,1 -4=121 Horz:1- 3=-177 Job 6F74 ' Truss M1 Truss Type ROOF TRUSS Qty 4 Ply 1 MARX HUMBLE 0017 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.200 s Oct 182005 MiTek Industrles, Inc. Fri Aug 2518:5923 2006 Page 1 -2-0-0 5-6-7 I 10-8 -8 16-2 -0 1 1 1 1 2 -0 -0 5-6-7 5-2-0 5-5-8 Scale = 1:32.6 3.00 TIT 3x6 M1120 I I 7 4x9 MII20. 3x4 M1120 % 13 6 2x4 MII20z.-- 0 4 2x4 MII20 I I 2 12 goo Y 1 El • • J 1 3x8 MII20 5x8 MII20= 10 9 8 3x4 M1120— 3x4 MI120= 3x6 MI120= 6x10 M1120= Or314 8-1 -7 16-2 -0 1 0-3-4 7 -10 -3 8-0 -9 Plate Offsets (X,Y): 12:0. 3.3,0 -341, (8 :Edge,0.3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell lid PLATES GRIP TCLL 30.0 Plates lncrease 1.33 TC 0.79 Vert(LL) 0.49 8-10 >385 240 MI120 249/190 TCDL 15.0 Lumber increase 1.33 BC 0.81 Vert(TL) 0.44 8-10 >431 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) -0.06 8 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 83 Ib •••• LUMBER BRACING • • •••• •wccept TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-4 oc purlins, endwertlrals. • BOT CHORD 2 X 4 SYP No2 BOT CHORD RIg)d ceiling directly applied or Set oc lifting. • • • • WEBS 2 X 4 SYP No.3 *Excepr • • • • 7-8 2 X 4 SYP No.2 • •••• OTHERS 2 X 4 SYP No.3 • • • SLIDER Left 2 X 4 SYP No.3 2-8-10 • • •••• • • • REACTION • • (Ib/size) 8=85410 8 0.21087/0 6 8 • • Max Horz2-- 446(load case 2) • • • • • Max Uplift8=- 1590(load case 2), 2=1780(load case 2) • • • FORCES (Ib) - Maximum Compression!Maximum • Tension : • • •••• • TOP CHORD 1- 2=0/27, 2-12=-2038/2790, 3-12=-1959/2791, 3.4=- 1959/2817, 4-5= -1547/ 2618, 5.8=- 1442/2632, 6. 18=-121/74, 7 -13=- 58/95, 7-8=- 2031274 • • BOT CHORD 2- 10=- 3008/1877, 9.10=- 1799/1105, 8.9=- 1799/1105 • • •••• • • • • • WEBS 410=- 487 /285, 6.10=- 1437/518, 6-8=- 1193/1858 • • • •••• • ■ • • • NOTES • • • 1) Mnd: ASCE 7-98; 146mph (3- second gust); h =10ft; TCDL=9.Opsh BCDL 6.0psf; Category 11; Exp C; enclosed; C-C Exterior(2) -2-0-7 to 0 -11 -9, Interior(1) 0-11 -9 to 11 -9-5, Exterior(2)11 -9.5 to 16-0.4; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1590 Ib uplift at joint 8 and 1780 Ib uplift at joint 2. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1- 7=-90, 2 -8=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1 -2=155, 2- 12=110, 12- 18=60, 7. 18=110, 2 -8=114 Horz:1 -2= -173, 2- 12=- 128,12- 13= -78, 7- 18=-128 Job 6F74 . Truss V16 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0018 Job Reference (optional) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.200 s Oct 18 2005 MRek Industries, Inc. Fri Aug 2516:59:23 2006 Page 1 3-6-0 12-8 -0 I 16 -0-0 I 3-6-0 9-0 -0 3-6-0 Scale = 1:26.2 3.00 Fli 3x4 MI120= 3x4 M1120= 2 3 4 c 1 • 11 5 3x4 MII20% 3x4 MII20=--. 8x10 MI120= 16-0 -0 16-0 -0 Plate Offsets (X,Y): [6:0 -5. 0,0.2 -81 LOADING (paf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) n/a - n/a 999 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.37 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inca YES WB 0.12 Horz(TL) 0.02 5 n/a n/a • • • • BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 451 • • LUMBER BRACING • • • • •... • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 60 0 oc pudkta. • • • • • • • • • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied orilippips lfacing. • • • • WEBS 2 X 4 SYP No.3 • • • • •••• • • • • • • REACTIONS (Ib /size) 1= 387 /18-0 -0, 5=387/18-0-0, 6=728/16.0 -0 •••• • • • Max Uplift1 =299(Ioad case 2), 5 - 299(ioad case 2), 6=- 358(load case 2) • • • • FORCES (lb) - Maximum Compression/Maximum Tension • • • • • • TOP CHORD 1- 2=913/709, 2 -3=- 855/708, 3- 4=- 855/708, 4-5=- 913/709 • • BOT CHORD 1- 8=633/855, 5-6=-633/855 • • • • WEBS 3-6=-544/414 • • •••• • • NOTES • 1) Unbalanced roof live loads have been considered for this design. • • • • •••• • • 2) Wind: ASCE 7-98; 146mph (3- second gust); h =1010 TCDL= 9.Opst BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2) 1-2-3 to 3-6-0, Interior(1) 3-6-0 to 12-6-0, Extenor(2)12 -8-0 to 14.9 -13; cantilever Ieft exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. • • • • • • 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 1,299Ib uplift at joint 5 and 358 lb uplift at joint B. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate increase=1.33 Uniform Loads (elf) Vert: 1-2=-90, 2- 4=-90, 4 -5=-90, 1 -5=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pi@ Vert: 1-2=110, 2-4=68, 4-5=110, 1-5=-12 Harz: 1-2=-128, 45=128 3) 1 st unbalanced Regular Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-2=-90, 2-4=-90, 4-5=-30, 1-5=-20 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p10 Vert 1 -2=30, 2- 4=-90, 4- 5=-90, 1 -5=-20 Job 6F74 , ` Truss V20 Truss Type ROOF TRUSS Oty 1 Ply 1 MARK HUMBLE 0019 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 s Oct 18 2005 MITek Industries, Inc. Fri Aug 2516:59:24 2008 Page 1 7-8-0 12-6 -0 20-0-0 1 1 7-6-0 5-0-0 7-6-0 Scale = 1:32.8 3.00 Fii 3x4 MII20= 2 x 4 MI120 I I 3x4 MII20= 2 3 4 III ■ 111 8 • 9 1 O P i o 3x6 MII20 = 7 6 3x6 MII20= 3x4 MI120= 2x4 MI120 I I 20 -0-0 I 20 -0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud PLATES GRIP TCLL 30.0 Plates increase 1.33 TC 0.87 Vert(LL) n/a - n/a 999 MII20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) n/a - n/8 999 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 59 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 494 cc purling. •••• BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied o•„ 6-2-8 % bracing. • • • • • • OTHERS 2 X 4 SYP No.3 • • • •• • • •• ■ ■ • • • • •••• • REACTIONS (lb/size) 1=845/20.0.0, 5=845/20.0.0, 8=849/20.0-0 • • • Max Uplift1=- 472(load case 2), 5m- 472(1oed case 2), 8=- 211(load case 2) •••• • • • • • • FORCES (Ib) - Maximum Compression/Maximum Tension 1••• • TOP CHORD 1-8= -- 1372/978, 2-8=-1302/992. 2-3=-1283/1013, 3.4=- 1263 /1013, 4-9=-1302/992, 5-9=- 1372/978 • • BOT CHORD 1- 7= -855/ 1283, 8-7 =- 855/1283, 5.8=- 855/1283 • • • • WEBS 3.8 =378/258 • • • • • • NOTES • 1) Unbalanced roof Ave loads have been considered for this design. • • • • •••• • • 2) Wnd: ASCE 7 -98; 146mph (3- second gust); h=10ft; TCDL=9.0psf; BCDL =8.0pat; Category II; Exp C; enclosed; C-C Exterior(2) 1 -2-3 to 42-3, Interior41) 4-2 -3 • • to 15 -9-13, Ederior(2)15.9.13 to 18 -9.13; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 3) Provide adequate d to prevent water • • • adeq coinage prey ponding. • • • •••• •••• • • • • 4) Gable requires continuous bottom chord bearing. • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1, 472 lb uplift at joint 5 and 211 lb uplift at joint • • • 8. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plq Vert 1- 2=-90, 2- 4=-90, 4-5 -90,1 -5=-20 2) C-C Wnd: Lumber increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1- 8=108, 2 -8=59, 2- 4=67, 4-9=59, 5. 9=106, 1 -5=12 Horz:1 -8= -124, 2-8=-77, 49=77, 5.9=124 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=-90, 2- 4=-90, 4-5= -30,1 -5=-20 4) 2nd unbalanced Regular Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (p11) Vert 1 -2-30, 2- 4=-90, 4-5 =90,1 -5=20 Job 6F74 . Truss V24 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0020 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8200 s Oct 18 2005 MITek Industries, Inc Fri Aug 2818:59:24 2006 Page 1 11-6 -0 8-01 24-0-0 1 112 1 11-6 -0 1-0 -0 11-6 -0 Scale = 1:39.3 2x4 MI120 I I 3x4 M1120= 3x4 M1120= 3.00 FIT 3 4 5 IMF"'� 2x4 MI120 I I 2•4 MI120 I I 2 11 8 12 % u Ii�1! i! i? i? i! i! i? i! iZ i! i! i? i! i? i! i ? AIL 2i2i!i2i ?i ?i!i ?i!i!i!i!i, i2iZi! i! ti! i! i! i !i ?i ?i ?i!i!i!i ?i!i ?i!i ?i ?i!i!i! 3x4 MII20 10 9 8 3x4 MI120� 2x4 MI120 I I 5x8 MI120= 2x4 M1120 II 24-0-0 24-0-0 Plate Offsets (X,Y): [9:0.4 -0,0 -3.01 LOADING (pst) SPACING 2-0-0 CSI DEFL In (loc) 1/detl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) n/a - n/a 999 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.20 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES VVB 0.13 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 75 Ib• • • • • LUMBER • !RACING s ••• •••• • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 8-0.0 oc puffins. • • • • • • • BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing • . • • • • OTHERS 2 X 4 SYP No.3 • • • • • • • • •••• • • • • REACTIONS (Ib/size) 1= 214 /24 -0-0, 7 =214/24 -0.0, 9=632/24-0-0, 10.880/24 -0.0, 8=880/24 -0-0 • • • • • • • Max UpIift1=- 179(load case 2), 7.-179(load case 2), 9=- 194(load case 2),10- 380(load case 2), 8=- 380(load case 2) • • • • Max Grav1 =214(load case 1), 7 =214(Ioad case 1), 9=632(load case 1), 10=684(load case 3), 8=884(Ioad case 4) • • •• •• • FORCES (Ib) - Maximum Compression/Maximum Tension • TOP CHORD 1- 11=- 109/33, 2 -11=- 38/45, 2- 3=-130/ 170, 3-4.-64/202, 4.5=- 64/202.5.6=- 130/170, 8-12=-38/45, 7- 12=- 109/33 • • BOT CHORD 1- 10= 0/64, 9. 10=0/64, 8- 9=0/84, 7.8 --0/84 • • • • WEBS 4- 9= 519/281, 2- 10=- 548/415, 6-8=-548/415 • • • •••• • • • •••• • • NOTES • • • •• • •••• • • 1) Unbalanced roof five loads have been considered for this design. • • • 2) Wind: ASCE 7-98; 148mph (3-second gust); h =10ft TCDL=9.0pst BCDL=8.0psf, Category 11; Exp C; enclosed; C-C Exterior(2) 1-2-3 to 4.2 -3, Interior(1) 4-2 -3 • • • to 19 -9-13, Exterior(2) 19-9-13 to 22 -9 -13; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water raiding. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 Ib uplift at Joint 1,179 Ib uplift at joint 7,194 Ib uplift at joint 9, 380 Ib uplift at joint 10 and 380 Ib uplift at joint 8. LOAD CASE(S) 1) Regular Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1- 3=-90, 3. 5=-90, 5. 7=-90, 1 -7=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert 1- 11= 106, 3- 11 =59, 3 -5=67, 5.12=59, 7 -12= 108,1 -7=-12 Horz: 1 -11=- 124, 3.11= -77, 5- 12=77, 7- 12=124 3) 1st unbalanced Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p11) Vert: 1 -3-90, 3 -5-90, 5-7=- 30,1 -7=-20 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p10 Vert 1-3=-30, 3-5=-90, 5-7=-90, 1 -7=-20 Job 6F74 r Truss V28 Trues Type ROOF TRUSS Oty 1 Ply 1 MARK HUMBLE 0021 Job Reference (optional) BEST TRUSS CO., MIAMI, FL., BEST TRUSS CO. 6.200 s Oct 18 2008 MiTek Industries, Inc. Fri Aug 2516 :59242006 Page 1 14-0 -0 28-0-0 14-0-0 14-0 -0 Scale = 1:45.3 3.00 III 4x9 MI120= 4 2x4 M1120 I I 3x4 M1120 ;:r- 3x4 M11207-:: 2 x 4 MII20 I I 12 x513 2 3 5 11 y '14 ' 7 • ��,ALALALALALAL AL AL Ak Al, AL AL AL ALA.ALALALALA. A, AL A AL AL ALLALA��LA��.ALALA AL AL AL AL A. Air AL AL A AL AL • 3x8 MII20 = 10 9 S 3x6 MI120: 5x8 MI120= 2x4 M1120 11 5x8 M1120= 28 -0-0 28-0 -0 Plate Offsets (X,Y): 18:0.49,0 -3-01, [10:04 -0,0 -3-01 LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioc) Wdeft Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) n/a - n/a 999 MII20 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.38 Vert(TL) n/a - We 999 BCLL 0.0 Rep Stress Ina YES AG 0.15 Horz(TL) 0.00 7 n/a n/a •••• BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 90 kg • ' • .••• • LUMBER BRACING • • • • • • • • ♦ • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puriina. • • • • • • • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or•19-94 .4.br ng. • • • • OTHERS 2 X 4 SYP No.3 • •••• • • • • • • REACTIONS (Ib /size) 1 =303/28 -0-0, 9=559/28 -0-0, 10=827/28-0-0, 8=827/28 -0-0, 7 =303/28 -0-0 • • • • • • • Max Uplift1=- 230(load case 2), 9=- 371(load case 2), 10=- 4720oad case 2), 8=- 472(oad case 2), 7=- 230(load case 2) • • Max Grav1 =303(load case 1), 9=559(load case 1), 10=842(load case 3), 8=842(Ioad case 4), 7=303(load case 1) • • •• •• • FORCES (Ib) - Maximum Compression/Mandmum Tension • • • • • • • TOP CHORD 1-11=-8421, 2- 11=- 17/72, 2- 3=- 90/164, 3.12=- 88/165, 4-12=- 17/187, 4-13=-17/187, 5-13 5-6=-90/164, 185, 5- 90/164, 6-14=- 17/39, 7- 14= -844{1 • • • BOT CHORD 1- 10=0/67, 9- 10=0/57, 8- 9=0/87, 7- 8=0/67 • • •••• WEBS 4-9=- 477/465, 2- 10=- 657/505, 6.8=- 657/505 • • NOTES • • • • 1) Unbalanced roof live loads have been considered for this design. • • • • • • 2) Wind: ASCE 7- 98 ;148mph (3 -send gust); h=10ft; TCDL=9.0psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 11-0.0, Exterior(2) 11-0-0 to 17 -0.0, Interior(1) 17-0-0 to 23.9 -13, Exterior(2) 23-9-13 to 26-9-13; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandkng 230 Ib uplift at joint 1, 371 Ib uplift at joint 9, 472 Ib uplift at joint 10, 472 Ib uplift at joint 8 and 230 Ib uplift at joint 7. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (elf) Vert 1- 4=-90, 4-7=- 90,1 -7 -20 2) C-C Wind: Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (pm Vert: 1-11=106, 11- 12=59, 412=106, 413=108,13- 14=59, 7- 14=108,1 -7=-12 Horz:1 -11=- 124,11 -1277, 4- 12=-124, 4-13=124, 13-14=77, 7- 14=124 3) 1st unbalanced Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-4=-90, 4-7=-30, 1-7=-20 4) 2nd unbalanced Regular Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-4=-30, 4.7 -90, 1 -7=-20 Job 6F74 TNSe V32 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 002"1 Job Reference (optional) BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 8.200 a Oct 18 2005 MiTek Industries, Inc. Fri Aug 2518:59:24 2008 Page 1 I 15-4-8 -7-1 32-0-0 116 15-4 -8 1 -3-0 15-4 -8 1 SCale = 1:53.2 2x4 MI120 I I 3.00 12 3x4 MI120= 3x4 MI120= 2x4 MI120 I I 2x4 MI120 II 5 6 7 2x4 MI120 I I 2x4 MI120 I I 3x4 MI120= . I 3x4 MII20- 17 4: 8 9 10 rr r Illtitimmi1.8 11 ii � ii 3x6 MI120 = 16 15 14 13 12 3x8 MII20- 2x4 MI120 I I 5x8 MI120= 2x4 MI120 I I 5x8 MI120= 2x4 M1120 I I 32 -0-0 32 -0-0 Plate Offsets (X,Y): 113.04-0,0-3-01, [15:04- 0,0.3-01 LOADING (psf) SPACING 2-0-0 CSI DER_ in (Ioc) Udell Ud PLATES GRIP TCLL 30.0 TCDL 15.0 Plates Increase 1.33 Lumber Increase 1.33 TC 0.57 BC 0.42 Vert(LL) n/a - nta 999 Vert( L) n/a - n/a 999 M1120 249/190 BCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(TL) 0.00 11 n/a n/a BCOL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 109 Ib LUMBER BRACING • • • • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 8.0.0 oc purllns. • • •••• • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or �c OTHERS 2 X 4 SYP No.3 + 4g' • • • • • • • • • • • • • REACTIONS (Ib/size) 1= 314 /32- 0-0,140492132-0. 0,15=300/32 -0- 0,18=769/32 -0.0, 11 =314/32 -0.00, 13=300/32 -0-0, 12=769/32 -0-0 • • • • • • Max Uplif1=- 238(load case 2), 14=- 147(load case 2), 15=-108(Ioad case 2), 16=- 438(10ad case 2), 11=-238(load case 2),13=- 106(Ioad earns_ 12=438(k 839 2J • • • • Max Grav 1 =314goad case 1), 14=492poad case 1), 15=319(Ioad case 3),16=769(load cane 1), 11 =314(load case 1),13=319(bal case 4), 12 load case T) • • • • FORCES (Ib) - Maximum Compression/Maximum Tension ••••• TOP CHORD 1 -17 =105/20, 2- 17=- 35/54, 2 -3=98/ 148, 3-4=-77/163, 4-5=-75/220, 5-6=-36/240, 6-7=-36/240, 7-8=- 75/220.8-9=77/ 183, 9.10=- 98/148, i(18a- 35/37,11 -11 +- 105/20 BOT CHORD 1 -16=0 (72,15- 1641/72,14-15=0/72,13.14=0 /72,12- 13=0/72, 11- 12=0/72 • WEBS 6.14=- 388/186, 4.15= 288/172, 2 -16=- 582 / 450, 8-13=-288/172, 10-12=- • 582/450 • • • • • • • • •••• NOTES • • 1) Unbalanced roof live loads have been considered for this design. • • • • •••• • 2) Wind: ASCE 7-98; 146mph (3- second gust); h =10ft; TCDL=9.0pst; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2) 1-2-3 to 4-4-10, Intericr(1r • • • • • • • • • • 4-4-10 to 27 -7-8, Exterior(2) 27 -7-6 to 30-9-13; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. • • • • 3) Provide adequate drainage to prevent water ponding. • 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 Ib uplift at joint 1,147 Ib uplift at joint 14. 106 Ib uplift at joint 15, 438 lb uplft at joint 18, 238 lb uplift at joint 11,106 lb uplift at joint 13 and 438 lb uplift at joint 12. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-90, 5 -7 =90, 7- 11 =90, 1- 11=-20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-17=106, 5.17 =59,5. 7=67,7- 18=59,11- 18=106,1- 11=-12 Horz: 1-17=-124, 5-17= -77, 7- 18=77,11- 18=124 3) 1 st unbalanced Regular•. Lumber Increase =1.33, Plate increase=1.33 Uniform Loads (ptf) Vert 1- 5=-90, 5-7=-90, 7-11=-30, 1-11=-20 4) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1- 5=-30, 5-7=-90, 7- 11= -90, 1- 11=-20 Job 6F74 BEST TRUSS CO., Truss V38 Truss Type ROOF TRUSS Qty 1 Ply 1 MARK HUMBLE 0023 Job Reference (optional) MIAMI, FL. BEST TRUSS CO. 8.200 s Oct 18 2005 MiTek Industries, Inc Fri Aug 2518:59:24 2008 Page 1 I 15-4 -8 1 20-7 -8 36-0-0 I 15-4 -8 5-3-0 15-4 -8 Scale = 1:60.2 100 12 2x4 M112011 3x4 MI120= 3x4 M1120= 3x4 MII20=--- 2x4 M112011 5 6 7 2x4 MI12011 4 .. �� 8 3x4 MI120= - 2x4 MI12011 3 9 2x4 MI12011 17'�� ••JTh 10 18 am... ..._ 11 ._._. :._.:._lM_._.:._._.:.:._.=�._._ 0KI _..1P:.= .:._._._.=lI_._._._._. MA LI _._. Mil _._._._.: III _._ :•_.: 3x4 M1120--:-.- 16 15 14 18 12 3x4 MII20= 2x4 MI120 11 5x8 MI120= 2x4 MI12011 5x8 MI120= 2x4 MI12011 36-0 -0 36-0-0 Plate Offsets (X,Y): [13.04 - 0,0.3 -01, [15:0-4-0 ,0 -3-0] LOADING (psf) TCLL 30.0 SPACING 2-0-0 CSI DEFL In (lox) Udell Ud PLATES GRIP TCDL 15.0 Plates increase 1.33 Lumber Increase 1.33 TC 0.48 BC 0.20 Vert(LL) n/a - n/a 999 Vert( L) n/a - n/a 999 MI120 249/190 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2001 /ANSI95 WB 0.13 (Matrix) Horz( L) 0.01 11 n/a n/a Weight 1201b° • • • • • LUMBER BRACING • • • • b • • • ►• • • TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0.0 oc plains. • • • • • • • • • • BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1000 oc OTHERS 2 X 4 SYP No.3 ••••�•••••• • • • • • • •••• • • • • REACTIONS (ib/slze) 1 =253/38-0-0,14=582 /36-0.0, 15=639136 -0-0, 16=666/38-0-0, 13=839/38 -0.0, 12=666/36.0.0, 11=253/38-0-0 • • •••• • • Max Uplift! =197(load case 2),14=221 (� case 2),15 =288(I�d case 2),16=- 410(krad t X • ° 2), case 2), 13 =288(load case 12=410(load case 2),11= -1 7(lx�! are 2) • • ° • • Max Grav1 =2 • • 53(load case 1), 14=582(108d case 1), 15=851 Qoad case 3),18 =868(toad case 1), 13=851 (load case 4), 12=666(load case 1), TA case 11 FORCES (Ib) - Maximum Compression/Mmdmum Tension • • • • l • TOP CHORD 1 -17 =277/83, 2- 17=- 1825, 2- 3= 300 /208, 34=- 234/229, 4- 5=296/327, 5-6=- 227/331, 6-7 =227/331, 7-8=- 296/327, 8-9= 234 /229, 9-10= 1/2213! ib -1 8=- 1 82 /95, l'1-18=-277/83 • • BOT CHORD 1-18=-14/227, 15-16=-14/227, 14-15=-14/227, 13- 14=- 14/227,12 -13=- 14/227,11- 12=14/227 WEBS 6-14=- 460/289, 4-15=-535/346, 2- 16=- 528 /448, 8.13=-535/346,1012=528 /448 I • • • •••• • NOTES • ••• •••• • • 1) Unbalanced roof live loads have been considered for this design. •• • •••• • • • • 2) Wind: ASCE 7- 88 ;146mph (3- second gust); h =10fi; TCDL=9.0psf•, BCDL=B.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) 1 -2 -3 to 4-9-7, Interior(1) 4-9-7 • • • to 31 -2 -9, Exterior(2) 31 -2 -9 to 34-9.13; cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 1, 221 Ib uplift st joird 14, 288 Ib uplift at joint 15, 410 lb uplift at joint 16, 2681b uplift at joint 13, 410 lb uplift at joint 12 and 1971b uplift at joint 11. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1- 5=-90, 5 -7 =90, 7- 11 =90, 1 -11 =20 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p11) Veit 1 -17= 108, 5.17 =59, 5.7=87, 7- 18=59,11- 18=106, 1 -11 =12 Horz: 1 -17 =124, 5.17 =77, 7- 18=77, 11- 180124 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1 -5=90, 5 -7 =90, 7- 11= -30, 1 -11 =20 4) 2nd unbalanced Regular Lumber Inaease=1.33, Plate Increase=1.33 Uniform Loads (p11) Vert: 1-5=-30, 5 -7 =90, 7 -11 =90.1 -11 =20 This safety alert symbol is .used to attract your et entlonl PERSONAL SAFETY IS INVOLVED% When. Sou — b! l :, 'EEC4 iAE F � 'HEEt i 1 MESSAGE ACAUTiON.,�,IK CAUTION Identifies safe operating practices * indIcaIes:unsafe conditions that Could result In pion.& injury or damage to 'structures HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® it is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiortothe project Architect's or Engineer's designapec'dication for handling, Installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical 1 WARNING: ,A► WARNING describes a condition wherefailureto fallow Unstructtonsa could result in severs personal iry''or damage`.to structures.;; TRUSS PLATE INSTITUTE 883 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel inthe wood truss industry, but must, due tothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE 8'.10' 8'-10' Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. • • • • • •• • ••• • • • •••• • •• •• • •• • •• • rf ••••• • • ••• • • • •• • • • • • • • •• • • •••• •••:•0 •• • • • • Trusses stored vertically should be braced to prevent toppling or tipping. • r trusses 'which are hying .: gr�ueantlshouidlstrlcl { Top chords that are laterally braced can buckle togetherand causecollapse itths» bno diode. nalbracng. Diagonal bracing should be nailed tote underside of the top chord when purling are attached to the topside of the top chord. SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) (# trusses] SP/OF SPF /HF Up to 32' • 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 S' _ 6 4 Over 60' See a registered professional engineer OF - Douglas Fir -Larc' HF - Hem -Fir All lateral braces lapped at least 2 trusses. at'- avuwawu rnw SPF - Spruce- Pine -Fir 10' or Greater I PITCHED TRUSS I SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE SPACING (DBS) (# trusses] SP /DF SPF /HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace —^�- Required 10' or Greater Attachment Required — All lateral braces lapped at least 2 trusses. 12 6 r-- •••••• • • •••• •• INV rumor r \� Aar oro"„-alr • • • //sec r YAWN" 42 • • • • ••••• • • • •1 • • • • TopehordeMatere laterally braced can buckle togethersnd cause collapse Itthere isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS 1 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING (LBO TOP CHORD DIAGONAL BRACE SPACING (0B8) [# trusses] SP /DF SPF/HF Up to 32' 30" S' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' _ See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 4 V• -4I0M°1 , , -opIP --4 f Mr. w40 1*1 .7 i • . .' 4 el `4, 14 ;.41111X. ,4 °,4e.:. all'• • = Alllateral , , impa,4 t braces lapped. w4,�{1 at least two' . It 2x4/2x6 PARALLEL CHORD TRUSS Top *horde that are Laterally braced can buckle together and cause collapse inhere is no dingo nal bracing. Diagonal bracing should be nailed to the underside of the tap chord when purUns are attached to the topside of the top chord Continuous Top Chord Lateral Brace Required 10' or Greater; Attachment Required — 30" or greater The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. End diagonals are esteMtal for stability and must be duplicated on both ends of the truss system. 4x2 PARALLEL CHORD TRUSS:TOP CHORD 1 Top chords that are laterally braced can buckle togetherand cauaeccitapseifther•len°diago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when patine are attached to the topside of the top chord. 1; 3° ?0e5) •••• • , • 3ontinuous • , • •Tpp Chord •••„ Leeral Br8•tdt'••• „wk., Required • ••-i t, •..� • I 1 O' rttr4ater • e ; �� • • • • • • •• •• • • • • • •••• • • • • , •• ;ttachmepl•e;• Required• End diagonals are eseentlal for stability and must be duplicated on both ends of the truss system. Frame 5 ••• • •••••• • • 4' ,I. 31 /2” Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAOLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305)375-2900 NOTICE OF ACCEPTANCE (NOA) Simpson Strong Tie Co., Inc. 1720 Couch Drive. McKinney, Texas 75069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hureieaue Zone of the Florida Building Code. • • • ....' DESCRIPTION: Wood Connectors LUS, HUS, HHUS, HGUS, HGUQ, SUL/R, HSULIR, THASMIdR & 'TUN t.• , APPROVAL DOCUMENT: Drawing No. DC2301, sheets 1 through 5 of 5, titled "Truss ::N8rs, LU4 HUS • • Hangers, HHUS, HGUS & HGUQ Hangers, SUR/L, HSUR/L & THASR/L Hangers & TH 4 /Lingers" slated June, . 2002 with no revisions, prepared by Simpson Strong -Tie Co., Inc. signed and sealed by J. >11• tap, PE, being the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) aotatber 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,,ptty, state add. • •' following statement "Miami -Dade County Product Control Approved ", unless otherwise nottdlihrolin. • • • • • RENEWAL of this NOA shall be considered after a renewal application has been filed and there has beed Ito • 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# 00- 0512.06 and consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. NOA No: 02 -0719.02 Expiration Date: June 20, 2008 Approval Date: April 17, 2003 Page 1 • M I A M FDADE MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. 0. Box 80) Montgomery ,MN 56069 BUILDING CODE COMPLIANCE OFFICE MtrrRO- DADI's FLAGLER BUILDING 140 W1:ST FLAGLER STREET. SULTE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375.2908 CONTLACrOR LICENSING SECTION 005) 375.2527 FAX (305) 375 -2558 COAfTaAcTOK E.NH'OItCE5IE?T OIVIION (305) 375 -2966 FAX (305) 375.2908 PRODUCT COMOL DIVISION (305) 375 -2902 FAX (305) 372-6339 Your application for Notice of Acceptance (NOA) of: Face Mount Joist Hangers under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid atter the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: P1- 0327.04, EXPIRES: 06/04/2006 Raul Rodriquez Chief Product Control Diai* ion •••• • • •••• •••• THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC'440 GENER1IU1 CONDITIONS • "' • • • • BUILDING CODE & PRODUCT REVIEW COMMITTEE • • • •• •• • • • • • • • • • This application for Product Approval has been reviewed by the BCCO and a I*I E4d by thy' Duilding� Code and Product Review Committee to be used in Miami -Dade County, Florida under the e* 4stions sgt forth above. APPROVED: 05131/2001 • • • •• • ••• • • • • • • Francisco J. Quintana. R.A. Director Miami-Dade County Building Code Compliance 011ie Ao24500011pc2000Wamptucs1naice acccponce cover pltadot Internet mail address: postmaster ®buildingcadconline.com r� liomepage: http : /lwww.buildingcodconline.com • • • • • 040 • • • 410.0 00 00 • • • •• 410 • • • • • • • • • • • • • • ••• • • • • • • • • • • 0 • • ••• • • • • 5•0 • • • • •• •: OCNE6A$. NRTFS : 1) •STEEL L N TD ASTN ^633. STRUCTURAL GRADE 33, U.O.N. ' • • • D A * 1 GALVANIZED DOTING OF G-60 ci sTENEIIS rate COMMON WIRE NAII.s LESS OTHERVISE NOTED ' 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED 3 A SHOT TERM ' DURATION FACTOR OF 3311 FOR WIND LOAD CONDITION. NO FURTHER INCREASE ALLOWED.- . • • • 4J•ALLQ1i(A E 3911N LOADS ARE NOT INCREASED BY SHIRT TERN • • • • • 34 ql t. __�T11AAC E�J OADRS ARE RASED ON THE NATIONAL DESIGN SPECIFICATIONS •FOR•V000 CONSTRUCTION 1991 EDITION L 1993 ERRATA. FOR • • • • 00UIHERN 110E VITH ASTN•D�3 O BETTER) & TEST PERFORM PRODUCT CODE STEEL GAUGE DIMENSIONS 01.) DIMENSIONS Cin.) FASTENER SCHEDULE ALLOWABLE LOADS Gbs.) ALLOWABLE •LC D5.481e.1 1/PLIFT: H V A H JOIST D A HEADER JOIST DOWN 10 . HJC26 • 12 • 3 7/8 • 3 3/8 3 1/4 1 3/4 416) 16d 412) 10d • 2243 19 • 13.44-' HJC2B • 12 ' 3 7/8' 6 3/4 • 3 1/4' 1 3/4 420) 16d 414) Uld . 2805 • 2013 • 1 Published Road is For total of hip at 45 degrees and Jack at 90 degrees eonbin•r• 2 Strewn header thickness shall be 2 inches for 16d nails. • • 3 Allowable DOWN load listed Is at 1001: Duration of Load. - TYPICAL HJC INSTALLATION •• PRODUCT CODE STEEL GAUGE DIMENSIONS 01.) FASTENER SCHEDULE ALLOWABLE LOADS Gbs.) W H D A HEADER JOIST DOWN UPLIFT JUS24. 10 . 1 9116 3 1/8. 1 3/4 1 • 44) IOd• 42) IOd • 643 • N/A • .61526 19 • 1 9/16 4 13/16 1 3/4 1 . 44) 10d' 44) led 840 ' 860 . JU529 ' 18 , 1 9/16. 6 11/16' 1 3/4 1 • 46) 10d' 44) IDd . 1063 ' 860 • -615210 • 18 / 1 9/16' 7 13/16 1 3/4 1 • 48) 10d• 44) 10d . 1290 ' 860 ' 1 Specified Joist nQAS shall be Imitative* at 30 to 43 degrees horisontaily such that they • penetrate threugh the end of the Jezt and Into the header. 2 IOninun header thickness shall be 1 3/4 Inches for 10d nags. • 3 AUow*We DOWN load listed is at 100X Duration of Load • 4 Uplift toads Usted as N/A had uplift capacity less than the required 700 pounds. TYPICAL JUS INSTALLATION UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE= _..401442611_ DRAWING NUMBER, lQ 4 3 /JL SHEET NUMBER' R � t THOMAS A. KOLDEN, P.E. CIVIL NUMBER FL850899 L'• - '.) . • 01 i 1. DESIGN CHECKED FOR 14413.PRININD LOAD. GRADE OF 10 PSF SOFFIT 2 PSF SOFFIT LUMBER 2X4 . 20 2X4 i._ No210 19 SP 2-8-3 3 -19-11 2-11-3 4- • • , No.2 19 Sr 2-9-15 4 -9-11 2 -1040 '••'4:-'•4-1i .•• • • .,rI 12 • . , ND= ft9 SP 3-9.2 4-4-7 3-'Q WAND 19 SP 3-0-2 4-5-0 3-0-0 •..4.8 -11 • • • ••3i9-13• _, Nat 19 SP 3 -1-11 1. -7 -15 3-0-0 Na10 19 SP 3-3.0 4- 9-19 3-t4 • • 4: i0.15• NESS 39 SP 3+4 5-00 )4.0 -t-9-is — 5S 19 SP 340 5-1-5 8-1.6. "• .4•0.15•• 0651 19 SP 314 5-24 84-' . 4- t t- I5 1'. i 1. DESIGN CHECKED FOR 14413.PRININD LOAD. 2. STRESS INCREASE .033 %. tallialanEaMalla UMW-- (P3F) ..1_,_ i._ FLORIDAOULDON3 _ 16 T.C. 2 x 4 No.2 108P TOP 30 CODE2001 B.C. 2 x 4 No.2 166P BOTTOM 0 10 UWh• 2 x 4 Ns.3 10 PP SPICING: 24'O.C. • • • • • • • •• • •• • • • • • • • • • • • • • • •• .• STRUCTURES USA, INC. (305) 740 -0077 -In DIUIS 1 * SUPPLY ALL IMO OP $TERL CORRICIORS' Fix Nam. Ndnam► o•1enos ll1or 2D04).44 Shed: Maims O 'h REMBERTO CONTRERA §;,P• Consulting Engineer Civil/ *Oita:...., 30 N.W. 87 Avenue ...Air Miami, FL . Phone: (305) 661,6 (Florida P.E. 21452°7): r.} NO4. 330 2004 APPROVED FOR STRUCTURES USA, INC. 7' - 0" CORNER SET TOP CORD CONNECTION: Comer Jacks - USP - RT3 71-0" JACKS - USP - RT3 5'-0" JACKS - USP - RT3 3'-0" JACKS - USP - RT3 1' -0" JACKS - USP - RT3 2 x 6 STD. HEEL HT. MAX. NOTE: THIS DESIGN HAS BEEN CHECKED FOR 146 MPH WIND LOAD. WALL HT. 10 FT MAIL PROVIDE FOR UF1 NT AT BEARING WALL CONNECTIONS 925 lb. STRESS INCREASE. 33 %. 12 Min. P = 1.4 F--- Max. P = 6.5 } PARTIAL ROOF LAYOUT 7-0' Mac BOTTOM CORD CONNECTION: Comer Jacks - Simpson - SU26L/R T-0" JACKS - USP - CLPBF 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'- T JACKS - (2) 8d NAILS COMMON JACKS 3 /ANNUM GRADE OF LUMBER; LOADING (PSF) L D FLORIDA BUILDING T.C. 2 x 4 No. 2 19 SP TOP 30 15 CODE 2001 B.C. 2 x 4 No. 2 19 SP BOTTOM 0 10 Webs 2 x 4 No. 3 19 SP SPACING: 24" O.C. )PAIL DESIGN LOADS. (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 9 SPECIES (S.Y.P.): 841 COMMON NAILS m 78 lb. (Sheer) • • • • 10d COMMON NAILS 94 lb. atshear) • . • e S • • • • r• • • •• • • USP HANGERS DESIGN LOADS. • • • • (ACCORDING TO MIAMI-DADE BOILtfAttODE COMPCIMt@ OFFICE r PRbflISdr• CONTROL DIVISION): • • • RT3 HURRICANE CUP = 365 M. (Up* 133 %) w!(8) Bd x 1 -112' NOA No. 0241401.55• • CLPBF BUTTERFLY HANGER = 81E b!(18ownwerd)1 �1Q'1 Q4ttjOA No. 0 *1015.02 • SU26R'L = 665 M. (Uplift 133,48 ' 4 ( wnwm025%T tifI'(6)16d to tivie4 6 (6)10d x t fir toJolst NOA No. 02 -0719.02 • • •••••• • • MAXNAUN ALLOWAB(E&O.K18: • I uPUFT (133%) 365 lb 3851b 365 its • ®95 lb 365 lb ROOF (125 %) 3• 65 m •3651b 369h$ • •3t6' 365 V a.c. (Node 31 Com•r•ack : STANDARD ROOF VALLEY bETAIL PARTIAL ROOF LAYOUT Strop • 48' 2x3 (typ) o.c. see note (c) below 3 VALLEY ARCA 12 Q 4 to 7 See note 4x4 5x6 aPl. (hp) • 34 eel. NO Supporting trusses at 2' -0" o.c. max . NOTES: • (a) Provide 'continuous bracing on verticals over 6' -3". Connect bracing to verticals w/2 -8d nobs and bracing must be tied to o fd point at each end, (b) Max. spotting for vertical, studs- On trusses with spans over 24' -O• the vertical d be spaced- at6'- O "o.c.max. (c) Conn. for wind uplift w/ min. 1 1/4". 16 ga. twist .strop at 4' -O' Intervals w /4. 10d naps each -side of strap. Max 100 mph wind. speed. 15. -0" max wail height Mat 1. DESIGN CHECKED FOR 145 MPH WIND LOAM 2. STRESS INCREASE ■ 3311. 6" wedge nailed to truss w /2 -8d toe nails or bevel cut bottom chord of valley truss. (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES (S.YP .): Ed CCIACN NALS "t5 e. (e..) 106 COMMON NAILS • 94 b. (Std Meletateatageutiela 1.06020.- (PM FLOC WILDING T.C. 2 x 4 No. 2 to SP TOP 30 _Q_ 15 CODE 2001 S.C. 2 x 4 No. 2 1$SP BOTTOM 0 10 win 2x4 No.3 15 SP MOW 24'O.C. • NottAlowl Vet Ins •. teems epealop ios amps to caned toti ma below. • • • • • • • • • • • • STRUCTURES USA, INC. (IMO) 740 -asTT -Ns DIEM a SUPPLY ALL 11115 OP STUL aO11NReTosr Pk Ntatt: Std Rod vaIy Oaal (Nar 20.04)•xlt Shot Std Rog Valley REMBERTO CONTRERAS, P.E. Consulting ErnoinaL+ Civii /Structura' 30 N.W. °► - v; ).! 4r:.; Pttorptirle;; i P .�4 REMB Consult c Vignitradkuia, INC. .W. 8 Mwwk e� -1n1 Miami, FL 33172 Phone: (305) 667 -6797 NOV 3 02004 (Florida P.E. 21522) STANbARb LATERAL WEB BRACING TRUSSES 0 24" O.C. TYP. END OF BRACING MEM. SHALT. BE. CONNECTED TO A FIXED RIGID POINT OR X— BRACED AS NOTED ON THIS DETAIL. 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NABS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 13 OR BETTER. NOTE: PROVIDE X— BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP 7O 2309 lbs. AND AT 10' -0" FOR FORCE GREATER THAN 2309 be. LATERAL BRACING DETAIL ALT. LATERAL BRACING DETAIL TRUSSES • a4" o.C. VP. Z111111111 Sr i t;. ., 1121=17 S■■■ 111111i;, 1 +L NOTE: BRA�fOF � BE •9071 THE LENGTH THIS DETAIL IS TO BE USED AS AN Q FOR CONTMNOUS LATERAL (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 0 SPECES (S.Y.P.): 10d COMMON NAILS - ea It 9399P1 led COMMON NAILS • 101 b. (EMI) ffitlikaaLSEMESEIMMEEt LOAOfNG 01410 _L._ _a_ FLORIDA UI&DING T.C. REFER TO SEPARATE TOP ONE 2001 S.C. ENGINEERING MO. BOTTOM 1Mhbs SPACING: 24 O.C. • • • • • • • • • • "• STRUCTURES USA, INC. ?flyway aszesistossole (SOS) 74077 71 OSSIIN • SUPPLY OIL IORID ear STOOL eamisaramr FIN Nome: Sid LAWN Web SIMYIg (Nov 2944).114 s Sheet: SId anl Web erasing REMBE'..f. Consum s0 u N . W . NffitgAS, P.E. OttINNwssosA, xje, #C-101 Miami, FL 33172 Phone: (305) 6874797 (Florida P.E. 21522) 14 To: MARK HUMBLE Production List Job Number: Page: 1 Date: 08 -25 -2006 - 4:58:57 PM Project ID: 6F74 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 390 NE. 103 ST. MIAMI,FL. Account No: Designer: mtm Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: a 1 CJ7 40 lbs. each 7 -0 -2 2X4/2X4 ROOF TRUSS 2.12 0.00 2 -9 -15 0 -0 -0 2t BF -Ea 21 1'ota ` 1 CJ7A 30 Ibs. each 7 -0 -2 2X4/2X4 ROOF TRUSS 2.12 0.00 0 -0 -0 0''0 -0 16 la ,"fi6 Totltl . <' 2 11111 83 lbs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 41 BF -Ea 83 Total 2 MU 82 lbs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 41 BF -Ea 83 Total �-fS_ �I "- 2 1113 81 lbs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 39 BF -Ea 79 Total 2 MU 82 lbs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 41 BF -Ea 81 Total 2 13H5 86 lbs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 41 BF -Ea 83 Totalp :• • • • • s••• • • . • • • • • • • 2 H13G1 80 Ibs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 42 BFAa • $4 Total •. :•• • • •••• • • � ° 2 J1 9 Ibs. each 1 -0 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 • 5 131 Ia•••hl Total •••• •••• • • 6000 • •••• • • 64 1 J1A 5 Ibs. each 1 -8 -0 2X4 /2X4 ROOF TRUSS 3.00 0.00 0 -0 -0 0 -0 -0 • 3 BF•Ba • •3 Total • •••••• • • • • ••• 9000 • • • • • 1 J1B 9 Ibs. each 1 -0 -0 2X4 /2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 5 BF -a 4 Total • • • • • • • • • • • • • •••• • : 2 J3 19 Ibs. each 3 -0 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 10 BF -Ea 20 Total 1 J3A 11 lbs. each 3 -8 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 0 -0 -0 0 -0 -0 5 BF -Ea 5 Total 1 J3B 20 Ibs. each 3 -0 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 10 BF -Ea 10 Total 6 J5 25 lbs. each 5 -0 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 13 BF -Ea 76 Total 6 J5A 21 lbs. each 5 -8 -0 2X4/2X4 JACK 3.00 0.00 0 -0 -0 0 -0 -0 10 BF -Ea 60 Total • 4 M1 83 Ibs. each 16 -2 -0 2X4/2X4 ROOF TRUSS 3.00 0.00 2 -0 -0 0 -0 -0 40 BF -Ea 160 Total 1 V16 44 Ibs. each 16 -0 -0 2X4 /2X4 ROOF TRUSS 3.00 0.00 0 -0 -0 0 -0 -0 21 BF -Ea 21 Total 1 V20 ss lbs. each 20- 2xa/£xens "° ni PUW #ing • sneer N ER o viUSifud AP.E. lra� o-o- 27 BF -Ea z7 Tout 1 V24 75 lbs. each • 24 -0 -0 RoNi 2X4/2X4 Phone: 05 ! -, 67 „' §70 -0 0 -0 -� 35 BF -Ea 35 Total onaa 1'.C. a To: MARK HUMBLE Production List Job Number. Page: 2 Date: 08 -25 -2006 - 4:58:57 PM Project ID: 6F74 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Name: 390 NE. 103 ST. Designer: mtm Phone: MIAMI,FL' Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 42 BF -Ea 42 Total 1 V28 28 -0 -0 ROOF TRUSS 3.00 0 -0 -0 0 -0 -0 89 lbs. each 2X4 /2X4 0.00 52 BF -Ea 52 Total 1 V32 32 -0 -0 ROOF TRUSS 3.00 0 -0 -0 0 -0 -0 iilinillair- 109 lbs. each 2X4/2X4 0.00 56 BF -Ea 56 Total 1 V36 36 -0 -0 ROOF TRUSS 3.00 0 -0 -0 0 -0 -0 ��Iig.Ii♦I`� 119 Ibs. each 2X4/2X4 0.00 •••• • • • • ' • • • • •• • •• • • • • •••• •••• • • • •••••• •••• • • • • • •••• •••• • • • • •••• •••••• •••••• •• •• • • 4 • • • •••• •004 • • • • • •••• 0••4 • • • • •••• • • • • • • REMBERTO CONTRERAS, P.E. Consulting Engineer Civil/Structural y, 30 N Miami AFL 33172 #C-101 Phone: (3051667-6797 .0.0%^ Project: Model: Block No: Lot No: Contact Site Office Name: Phone: Fax: To: MARK HUMBLE gC MiUMF SEP 11 2006 L Deliver To: B Y: 14, 390 NE. 103 ST. MIAMI,FL. Deliver To Address3 Tentative Delivery Date: Material Summary Includes the following C61?2_1b6 Truss List Job Page: Date: Project Account No: Designer: Salesperson 1 of 1 8/25/2006 6F74 mtm The truss drawing referenced below, have been prepared under my direct supervision based on paramete r f recd sing MiTek 2020 software Pages or sheets covered by this seal: 0001 thru 0023 Total: 23 drawings With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the section 003 of The Florida Board of Professional Regulations. Building code being use is ASCE 7 -98 per Category II: Importance factor =1.00. Truss 0001 CJ7 0005 HH3 0009 J1 0013 J3A 0017 M1 0021 Truss 0002 CJ7A 0006 HH4 0010 JIA 0014 J3B 0018 V16 0022 V32 REVIEWED & APPROVED FOR COMPLIANCE WITH THE DE;SpN CONCEPT ONLY. SEE NOTES IN DRAWINGS tI REVISE & RESUBMIT. Checking is only for conformance with the design concept of the project and compliance with the infonnatin given in the Structural Drawings Contractor is responsible for dimensions to be confirmed and correlated at the job site, for means and methods of construction: for information that pertains solely to fabrication processes, and coordination of all trades. Any conflict, found in the Contract Documents during the preparation of these Shop Drawings must be brought to the attention of the NE of Record. Any deviation from the Contract Documents (or proposed substitution) must be clearly noted and highlighted in these Shop Drawings in order to receive specific consideration. Any such item not clearly noted is to be considered rejected. By; Date: Arbab Engineering, Inc. at v6 Truss 0003 HH1 0007 HH5 0011 JIB 0015 J5 0019 V20 0023 V36 d [din • •••• • • •••• • • 61G15-31 h.Exp. -C • • • •• • -•• • • • •••• • • • • • •• •• • • oQo4• • 0008 • 001Z ••016. Truss • HH2 •••• • J3p•••• J5A •••• 0020 V24 • • • • • • • • • • • • • • 0 • • • • • REMBERTO CONTRERAS, P.E. Consulting Engineer Civil/Structural 30 N.W. iami venue, 331 #C-101 72 Phone: (305) 667 -6797 (F!orida P.E. 21522) AUG 2 8 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 12/19/2006 Inspector: Grande, Claudio $E20 Permit Type: Imported Permit Inspection Type: Final Roof Owner: HUMBLES, MARK Work Classification: Roof - New Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: DALEY ROOFING INC Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Phone: (305)754 -9892 Building Department Comments Tuesday, December 19, 2006 Page 1 of 2 )1/16° Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, December 19, 2006 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 12/19/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: DALEY ROOFING INC 20 Ai 1 Block: Permit Type: Imported Permit Inspection Type: Up Lift Report Work Classification: Roof - New Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Phone: (305)754 -9892 Building Department Comments See attached Uplift Report. 12/19/06 CG. s4 Inspector Comments Passed 0 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, December 19, 2006 Page 1 of 2 GEOTEdHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBESTOS P ... �►. ` rte\ DYNATECH ENGINEERING CORP. Miami, November 16, 2006 Mrs. Pat Daley DALEY ROOFING, INC. 738 NW 107th Street Miami, FL 33168 Re: Addition Only @ 390 NE 103rd Street Miami Shores, FL Dear Mrs. Daley: TESTING LABORATORIES DRILLING SERVICES INSPECTION SERVICES ROOFING In accordance with your authorization, DYNATECH ENGINEERING CORP. performed an uplift test in compliance with Testing Application Standards TAS -106 and the Florida Building Code High Velocity Hurricane Zone on November 16, 2006 at the above referenced project. Dynatech Engineering Corp. is a Certified Dade County Testing Agency. The purpose of our inspection was to determine the uplift capacity of the existing roof tiles for the one -story residence at the above referenced project. This is not a roof tile inspection, this is a tile uplift test only. The subject roof consisted of a Spanish "S" roof tiles polyfoam set. On November 16, 2006 our field engineer visited the site and conducted (39) uplift test on the roof tiles at the locations indicated on the attached sketch. All tests were performed according to the Florida Building Code High Velocity Hurricane Zone and protocol TAS -106 using a Humboldt scale model H -4620. The following is a summary of results: Field Test Results are: Test No. 01 -21F 22 -32P 33 — 39 C Test Location See Attached Diagram See Attached Diagram See Attached Diagram Field Uplift Pull Test > Than 40LBS > Than 40 LBS > Than 40LBS Test Result Passed Passed Passed 750 West 84 Street, Hialeah, FL 33014 -3618 o Phone (305) 828 -7499 . Fax (305) 828 -9598 Page No. 2 390 NE 103rd Street, Miami Shores, FL. Test results were found in compliance with the Florida Building Code and TAS -106. The test results are limited to the tested areas. If other roof areas exhibit different conditions, it should be brought to our attention for remedial work. This uplift test is not a roof top inspection. A fmal roof inspection must be conducted by the building official for approval. The test results presented here, reflect the condition of the roof system at the time of the test. These results are time and sample dependent since roof conditions are continuously changing due to exposure to the elements. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam Naamani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 WN /sk *O it et SJ�o�cP.. T4r float .fir rota;..!/ Dynatech Engineering Corp. Client DALEY ROOFING Scale: N.T.S. Project: 390 NE 103 Street Miami Shore, FL Date: 11 -16-6 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 12/19/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK DEC 0 Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: HALLORAN CONSTRUCTION CORP. Permit Type: Imported Permit Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: Phone: 305 -545 -0405 Building Department Comments FINAL NOT ELIGEBLE, PENDING: 1) FILWk6EkriezAL a 3) FINAL SHUTTER INSPECTION. 3) SUBMIT FINAL SURVEY, & FINAL ELEVATION CERTIFICATE TO BLDG. DEPARTMENT. 4) FINAL TERMITE TREATMENT CERTIFICATION LETTER. 12/19/06 CG. fie /!% Passed g! Inspector Comments . > `' K A Failed � Ireii %�,. Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, December 19, 2006 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Date: 11/08/2006 Inspector: Grande, Claudio Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: DALEY ROOFING INC NOV 0 9 2006 Z??..cit:nts Permit Type: Imported Permit Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number (305)754-0042 Parcel Number 1132060134980 Lot: Phone: (305)754-9892 Building Department Comments Tuesday, November 7, 2006 Page 1 of 2 Passed ( ( I Inspector Comments 4 1 f 7 . a Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until Tuesday, November 7, 2006 Page 1 of 2 • All State Engineering and Testing .Consultants, Inc. TESTING LABORATORIES - ENGINEERIS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street Hialeah Florida 33016 Tel: (305) 888 - 3373 Fax: (305) 888 -7443 PROCTOR COMPACTION TEST Date. ' : December 12, 2005 Order Number `; -. 05 -1048 Client Mark Humbles 11.3 101.7 Address 390 NE 103rd Street, Miami Shores, Fl. Project ;: SFR- Extension Address 390 NE 103rd Street, Miami Shores, Fl. r Sample Location > "; Stock pile at the job site Soil Description Silica sand Sampled by ': Musharraf Khan Reported to [ ' TEST RESULTS aborato" Number. 05 -1202 am le llrumbe 01 The following compaction test was conducted in accordance with the standard methods for Moisture/ Density relations of soil using a 101b. Hammer and 18" drop A -ASHTO designation T- 180 -C. Moisture Dry Dettstty 6.3 99.2 9.2 104.1 11.3 101.7 Gradation Test /Passing Steve .. . 100% Oplimum Moisture (%) , ' 9.2 r 100% °Max pry. Density 104.1 x`498 %o Dry Dens' a 102.0 95 oz, % Dry Density 98.9 Gradation Test /Passing Steve .. . 100% Sampled By MK Tested .By .. is° EV freaked By WW ypedBy . 'N' SP 108 106 104 102 100 111111111MIUMP IES•M'eleg, NS= NUN SW! WILLUZStit:ItieJ2 11111111111 INN 111111 EEC / II UUMWSlialli 111111EREI lE IMMO1 11EE1l1EEICX.11EElIZE SUna& anima EEEE 1117111111111111'11ESrI 1Mil t1IElf1 EMU 110111t111:1R11I11111EEEIEEIE Ei: 1111111E11111 MUM UR *JEi1R1.1'EI1MHO EZSSIIIKEl1/IE>E *E =al tll{ 1•1111111111111110111 NIMU AIM EEE "1I3i1101111EEl0111E10111,7rl it EI1iE 1R1E1 E E 11 E: Ilt E 11 E MIMI EM Al 11111111111 WE RAM alum alms 1iE1•i IIMMICIMM111l11141115/ 1_EEElzr:a 111111E EEEElE11E11111E 1 nallaW111LE 11111g1 111.1E YE E!111<E1111l11°i11.111111111116MUM 111U III MUM UNEI EEE11111111EEE MUM SWIM RUM Una INALUIF Ei1 111E )rE>Ot1E i 121111 IMINIUtlk:';7 UM main maga sal s sa RAMS ususa SIMIURNE uMKEi> 1111111•11marp virus el anisESaaIE:EIlEEJlt1EEi,1 111111n1 =MI N11111111111111111 X 111111 RO11.11 e1 11111111 1111111111111111111111111611 RIM 11EEn)REEE1MUM E111EE1E11EEC UMW OXEN BlisE1•ssV . '4i6>OAEEa all SW E111111i1111tEE1 E W AS ■ E►.1 E E E 11 i E ii MUM EEEN1111111E''U MUM is EsEUMW EE11E MIS Willi jEE111a11iJ0ii EEEC masulumganwaimmeanumaniNoveura E>I E1111111>A`Lir' 111 E;1111111EE 014.1E 1.:i ICE E':1E11114111MEM11E1111111#f1110ti7 MEIN MU. /EI11EWMIIIIMEE1111S11 ► ! MitEEiramiut nanawasus II OM dill ■�L1iEE1EI11E1111111lil MUM 111 W MA *ABM I11E11111 E 1111111111E 1111.1111111 1101111111M11111112 aniuguang MAOMMINIM EMU EMU RIM MU M Ms MN KU Respectfully submitted ll Wayne Webb P.E.# 56701 , 12- tt(a5' ALL STATE ENGINEERING & TESTING CONSULTANTS, INC. 10 11 Should any subsoil conditions in the property (area) tested be found different from those encountered on the tested locations reported on our Density Test, All State Engineering & testing Consultants, Inc. is not to be held responsible. As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from our reports is reserved. All State Engineering and Testing Consultants, Inc. TESTING LABORATORIES - ENGINEER'S - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street Hialeah Florida 33016 Tel: (305) 888 - 3373 Fax: (305) 888 -7443 Field Density Test of Compacted Soils ASTM Method: D- 2922 -81 client Mark Humbles Order # :' 05 -1048 Address 390 NE 103rd Street, Miami Shores, Fl. ` ,Date " 12/12/05 Project SFR- Extension Gauge ii SP Address 390 NE 103rd Street, Miami Shores, Fl. PhoneNo:. ;: 305- 754 -0042 Attention oh ID # ©cation 05 -13542 Addition of house, slab on grade, NE area 05 -13543 Addition of house, slab on grade, Center area 05 -13544 Addition of house, slab on grade, SW area 7.4 7.3 Descri i don o Materuxt ` ' r { Silica sand — -- - -- - -- - -- `Back Fill ;' 05 -13544 _ — Sub ride ' . ` Test Number `' s� '.,. , s :Base , rot k Sa . pled B ` Musharra Khan SP ; Tested ;B , Ernesto Vane: as L.aboratori IdentificatiorlVumber 'F 05 -13542 05 -13543 05 -13544 MK Test Number `' s� '.,. , s 1 2 3 „fi, SP Depth in'1nches ' t; _ 12" 12" 12" Field Density LB /Cu Ft ; `(Dr .Density) 102.3 103.3 102.6 Moisiure Contents gar 6.9 7.4 7.3 M Maximum Density In the Field( %� _:' 98.3 99.2 98.6 Compaction Requirement by Specs ;/o of lllaiitt um Density Ta 98% 98% 98% 100% Maximu»i`Density (Lab), U'j 104.1 104.1 104.1 Proctor T-`784AASHTOMethod Gbh 05 -1202 05 -1202 05 -1202 Optimain oisture °(%) Reported'By MK CheckedBy WW ,Typed B „fi, SP Respectfully submitted b P Wayne Webb P.E.# 56701 ' 12 -11ti oS ALL STATE ENGINEERING & TESTING CONSULTANTS, INC. Should any subsoil conditions in the property (area) tested be found different from those encountered on the tested locations reported on our Density Test, All State Engineering & testing Consultants, Inc. is not to be held responsible. As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from our reports is reserved. 01t4% Miami Shores Village qacp,, (1-41"\: Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: 5) 756.8972 BUILDING PERMIT APPLICATIO FBC 2004 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Owner's Address City Avm. Tenant/Lessee Name 900Z I T d3S Electrical Naicalgvann SEP 1 1 2006 sly B YAM. ''' Permit No. Master Permit No. P ) 00 s-' 3-7 8 Plumbing Mechanical Roofing V ' tc1✓' k ,S Phone # 30S— S4-00(4-2. 0 YW.,. iO `3 S4- • State Zip 33i 3 Phone # Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # Is Building Historically Designated NO Contractor's Company NO" \ 1 L%fc n C 4i- ` � Lt C.t1© YlZ. vt'7, 3 s+ County Miami -Dade Contractor's Address • YES k' -4 nc3 c7c3 Zip 33,3E Phone e Zip < 3 G,. City State Name v 4d 0 ( i-twa tO r q Vi State Certificate or Registration No. C., 5 coo 5S Phone # Certificate "of Competency No. Architect/Engineer's Name (if applicable) ✓ K�,� Value of Work For this Permit $ Type of Work: ❑Addition Describe Work: Phone # 30 S- 7q—c.3 c S Square /Linear Footage Of Work: ❑ teration ❑New ❑ Repair/Replace ❑ Demolition * * * *** *** * * * * ** *, * * * *** * * ***** * * * *** Fees ** * *«, * * * ** * * *, * * * *, ** * * * **** * * * * * * * *** * ** ** Submittal Fee $ Permit Fee $ S Gj �.® CCF $ Notary $ Training/Education Fee $ CO /CC Technology Fee $ Zoning $ Scanning $ Radon $ DPBR $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ See Reverse side -÷ Bonding Company's Name (if applicable) • Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: T 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 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 "' The foregoing instrument was acknowledged before me this day of Se 0e% 20 0L•, by tt\ \ f,.. eW ,,,",(o , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As ide�t!-}ication wh�+(o did e an oath. as identification and who did take an oath. ,r•,,Y ,••.1 Vona I ere ° Comm's §tan #0027306 5 NOTARY PUBLIC: NOTARY PUB Sign: o,fExpires; DEC. 07, 2007 r , u:,` WWW.AAAON NOTARY, com Print: C9:u 16.A1 Pe de 5 My Commission Expires: ********************************** 7 * ** **************************************** * * ** * * *,* ** ** **** * * * * * * ** * * * *** Sign: Print My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) Plans Examiner ' I Engineer Zoning PEST CONTROL, INC. CONFIRMATION OF COMPLETION OF SUBTERRANEAN TERMITE TREATMENT Purchaser's Name and Address: Brian Humble 390 NE 103 Street Miaani Shores, Florida 33138 TREATMENT SITE: 390 NE 103 Street Miami Shores, Florida Project: Residence Addition Chemical: Cypermethrin Product: Demon Max Square Footage : 490 Linear Footage: 60 Number of structures treated: 1 Date of Completion: 06 -05 -07 Accurate Pest Control, Inc. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. Guarantee None 1 Year 5 Years ❑ Renewal Yes ❑ LICEN •� 'at . 1752 ACC 7 PEST CONTROL, INC. BY H3' ades, President No ✓ 300 S. STATE ROAD 7 • PLANTATION, FLORIDA 33317 • 954 -584 -8588 • 1 -800- 749 -8588 • FAX: 954 -584 -6117 PEST CONTROL, INC. CONFIRMATION OF COMPLETION OF SUBTERRANEAN TERMITE TREATMENT Purchaser's Name and Address: Brian Humble 390 NE 103 Street Miami Shores, Florida 33138 TREATMENT Sl'l E: 390 NE 103 Street Miami Shores, Florida Project: Residence Addition Chemical: Cypermethrin Product: Demon Max Square Footage : 490 Linear Footage: 60 Number of structures treated: 1 Date of Completion: 06 -05 -07 Accurate Pest Control, Inc. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. Guarantee None 1 Year 5 Years ❑ Renewal Yes ❑ ❑ No • LICEN S • • . 1752 ACC ' PEST CONTROL, INC. BY: H: lades, President Rev 6-05 300 S. STATE ROAD 7 • PLANTATION, FLORIDA 33317 • 954 -584 -8588 • 1 -800- 749 -8588 • FAX: 954- 584 -6117 V PEST CONTROL, INC. CONFIRMATION OF COMPLETION OF SUBTERRANEAN TERMITE TREATMENT Purchaser's Name and Address: Brian Humble 390 NE 103 Street Miami Shores, Florida 33138 TREATMENT Srl E: 390 NE 103 Street Miami Shores, Florida Project: Residence Addition Chemical: Cypermethrin Product: Demon Max Square Footage : 490 Linear Footage: 60 Number of structures treated: 1 Date of Completion: 06 -05 -07 Accurate Pest Control, Inc. hereby confirms that this building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. Guarantee None 1 Year 5 Years LICENS A CC BY: �• Rev' ❑ Renewal ,Yes ❑ 1752 PEST CONTROL, INC. ades, President 6-05 No ✓ 300 S. STATE ROAD 7 • PLANTATION, FLORIDA 33317 • 954 - 584 -8588 • 1 -800- 749 -8588 • FAX: 954 - 584 -6117 Mr. C's Septic & Drain Inc. 19932 N. 2nd Avenue Miami FL 33169 Tel:305/651 -7859, Fx:305/651 -5610 HRS Approved C.C. #93 -1119 Bill To: Mark Humbles 390 NE 103rd Street Miami Shores, FL. 33138 Description To install approx. 400 sq. ft. of drainfield. Invoice Invoice #: DF12604 Date: 1/26/2004 Ship Via: Page: 1 Ship To: Mark Humbles 390 NE 103rd Street Miami Shores, FL. 33138 Amount Tx $4,700.00 X Your Order #: Shipping Date: Terms: C.O.D. Freight Sales Tax: Total Amount: Amount Applied: Balance Due: $0.00 $0.00 $4,700.00 $2,350.00 $2,350.00 J` 1 1 Npn.�r Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756 -8972 ection Date: 08/23/2006 ector: Levrack, James ter: HUMBLES, MARK Address: 390 103 Street NE Miami Shores Village, FL 33138- act: <NONE> Block: tractor: RYDAN PLUMBING INC. Permit Type: Imported Permit Inspection Type: Final Work Classification: Plumbing Phone Number (305)754 -0042 Parcel Number 1132060134980 Lot: ding Department Comments 'assed ailed J 27' :orrection Ieeded te- Inspection Fee ($75) Additional Inspections can be scheduled until - inspection fee is paid . sday, August 22, 2006 Page 1 of 2 EXIBIT 2 LOG OF APPROVED INSPECTIONS TO COMPLY WITH SFBC 301.2 PERMIT # 13p Or 7 i5 ADDRESS: 90 /we / 0 3 al" d)r- ' Id gi A- A e/ , CONTRACTOR PE OF INSPECTION : FOUNDATION ,IfzurTrazimr. enziva ra Pch4- IIIIIIIINIIIIIIIIIIITgtYA1711111111111111111111111111111111111111 PROVED B. AII Ingl/WIr DATE a - y -0 E OF INSPECTION : REINFORCING COMMENTS: Id, pe.444-7 w f II+ cow 0m 44 dash .„9 7 •4-*67- (.4J A4e....., tei;21;itt•Ifi#B14141111/4", DATE: . Z - 0 TYPE OF INSPECTION : ROOF TRUSS, BRACING AND SHEATHING COMMENTS: 41/111/IN/2/11/111/11111/111/Miiiiiiingliiiii■ 0 I.j- rj afilw4:57W ip:,1/1/ ',Or DATE 1 - ef i 4111111111111111111111111 ii■-- E OF INSPECTION : FRAMING LEISMENNENWE COMMENTS: Ad I I 111 I I I I II I I I I P Pil 111111111111 Are.12 rad ri Mal I I 111 I I I I I I 1 0 I I I I I I I I I I 1 I I I I I I I I I I I III P1 - - zierii",/2:11/91_Wr,' DATE: 6 1 0. 0.6 1111111111 - TYPE OF INSPECTION : WINDO AND DOORS fazziaawairATZeriAW1 1111111111111111111111111111111111111111111111111111111111111 IIIIIIIWANIIWAIAAIAFAIIIIAIZAPIIIIIIIIIIIIIIIIINIIIIIIIIMIIIIIIII PRO D BY: Affir4,77,P-orol, DATE .- q .0 lit:71ECIIIZI ioler i:iufl *Ii I 1 Pliill el 0 i1i.71# !WU Milli Dizi I allitbilli VI MEM COMMENTS: - PROVED BY DATE PE OF INSPECTION : OTHER SPECI zip we- 0-, A 0-1...0 UMMININ rgii , , 1-"rirriliVilli A aro 1:4".- . P 11.111111111114I z AO' . , ........ ...... - i i i DATE: Z - I c---‘ ki rii ;I .,:tolvi Oil r a I Ween 2 rfOreitil Itfr " i'-' ' • : • ' 4- Uir.a.tiLe * ma il°1' SLfitel., 1 0 6.7,•=YA Mi MUit, ouvo,,,,,) IIIIIIIIIMENIN t.1,12:00171 mailwArAvirmarar DATE Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795-2204 Fax: (305)756-8972 Moing Inspection Date: 07/05/2007 Inspector: Grande, Claudio Owner: HUMBLES, MARK Job Address: 390 103 Street NE Miami Shores Village, FL Project: <NONE> Contractor: Block: Permit Type: Imported Permit Inspection Type: Final Shutters Work Classification: <NONE> Phone Number (305)754-0042 Parcel Number 1132060134980 Lot: Building De artment Comments SHUTTERS JUL 0 6 2001 1/ Inspector Comments CREATED AS REINSPECTION FOR INSP-25330. Approval was for shutter panels, accordion panels have been installed, provide NOA for the accordion shutters for a revision of permit. attachment of accordions are OK. 8/23/06 CG. Passed Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until Tuesday, July 3, 2007 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING '°EI I iT- A PPLICATEONfi- FBC 2001 Permit Type (circle): Owner's Name (Fee Simple Titleholder) P< \\e5> Phone ®' ) kSO Owner's Address WI ® fl E 1 \S -"Fa, Cit no.d. S 1Ao -s State �2 �e�C. Zip 33X1 ens — ESQ – 15/4 Building Permit No. -3 -IiO Master Permit No. % o iC Electrical Plumbing Mechanical Roofing Tenant/Lessee Name Phone # Job Address (where the work is being done) °3 % 0 t • £ t 03 S` (2�C`I" 6`f \,-q �, �U o2 S City Miami Shores Vill. e County Miami -Dade Zip '1'.3 i3& Is Building Historically Designated YES NO Contractor's Company Name 0W Contractor's Address City State Phone # Zip Qualifier State Certificate or Registration No. Architect/Engineer's Name (if applicable) Certificate of Competency No: sst < Q 1 Phone # $ Value of Work For this Permik Type of Work: Describe Work: ddition ['Alteration ['New Square Footage Of Work: L4 0 0 fr 0 Repair/Replace • 0 Demolition �: * *,�* * * ** * * ** * * * * *, Fees * * * * ** * * * * * * *,� * * *,� * ** * * * ** * Submittal Fee $ Permit Fee $ /40 Notary $ Training/Education Fee $ Scanning $ Radon $ Zoning Code Enforcement $ Structural Plan Review. $ CCF CO /CC Technology Fee $ ya er Total Fee Now Due $ (Continued on opposite side) Bond $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City 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 Signs Owner or Agent The foregoing instrument was acknowledged before me this (. The foregoing instrument was acknowledged before me this day of _ , 200 , by tii\ . A--\U,40`e% , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. Signature Contractor NOTARY P IC• Sign: � Print: Calk SI �?.l.,1 My Commission Expired,,,, Gil tat CGt rmotr Y *a* 15 Expires: Dec. 7, 2007 '.' • • •• •` Aaron Notary � OF Fes,os 1 NOTARY PUBLIC: Sign: Print: APPLICATION APPROVED BY: as identification and who did take an oath. My Commission Expires: aF : CommiSSi4Il # DD273065 •q- Expires: Dec. 7, 2007 „�•` 1- 804.350 -5161 Plans Examiner Chc 05/13/03 /0 -1/X-5--- Engineer Zoning Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 10 /18/2005 Applicant: MARK Owner: HUMBLES JOB ADDRESS: 390 Contractor Local Phone: Parcel # 1132060134980 NE 103 Building Permit Permit Number: BP2005 -1508 HUMBLES MARK ST Contractor's Address: Page 1 of 1 Legal Description: MIAMI SHORES SEC 1 AMD PB 10 -70 LOTS 1 & 2 BLK 37 LOT SIZE 102.020 Fees: FEE2005 -13701 FEE2005 -13702 FEE2005 -13703 FEE2005 -13704 FEE2005 -13705 Description Building Fee CCF Scanning Fee Training and Education Fee Technology Fee Total Fees: Amount $160.00 $1.20 $21.00 $0.40 $4.00 $186.60 Total Fees: $186.60 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 4/15/2006 Construction Value: $1,200.00 Work: SHUTTERS Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: MIAMFOAM BUILDING CODE COMPLIANCE OFFICE (BCCOO PRODUCT' CONTROL DTVisioN &II -DADE COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING 4-0 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 331304563- '- - (305) 375 -2901 FAX (305) 375.2908 --NOTICE- ICE OF ACCEPTA CE OA . stun Metal Sum E 1 F t2ss ' Riviera BearhFl9xida 33 {3 . This NOA is being issued under the applicable rules and regalati governing the use of construction materials. _ _ t, �, i, Product£ontrol Division- - accepted '�tlocu#attoi� su37rni�[ed b�eri ��e��.. ��:��Dade : ____pt = by the Board of Rtes and Appea }_to be u se u 32 a s oun ari°r o h arers whe `a low d by -. - __ the Authority_ Having.3ur sdrztton. ors hfl1�' seal€ not he°'valtd fitter tie e ;p a3e � e e • - v 6 . i ' 6` eee ` "" e•at.f "ems Divisions Miami > Dade. County) and/or the _AIJ; {in, areas other than Miami Dade County) reserve: the right to have this product or material tested-for quality asst ance ptzposeS. s pro •u or ma enatiasls to perform m fie - accepted- mannear, ifie m u£asturar n11 �iac�� zlie` e:c s sea such testintand ti3,e`=Ag ' -nay anmediate - -,• .e, -+� 41-6 xhe�_judac�taon...— �f3,l�zei -hie e sf . ac -L-c ect- ifaiO ` �� - .."gym._= ��.1�{�r�.' ' . P. -_ •as•. se -4.. � . c - .s.e Material fails to meet the requirements of the applicable building c de. comp! re rrut sricane , _ ==This. rotlact aplarov as• sca ii ed - ,r. __. fw,M04r16 cM= 6z 1rial.1111e,.fr- ar ici}�i�ii�i�..�aiii�.�s .r !! m ' /�� y -r. fir•. -jade o r 'ma1i j aim— - L .e.g M . teys .�ItE `Y Mfg - .• Ml1il11 .... /11.1!! Y -e1 4 w.)t b► the Miami -Dade County Product Control Ihviston.- e-an4- s site r LABELING: Each—PEI—el shall -bear a pemanent !age u- it•Fi t`iie manufacturer's name or logo; city sttieand folloui state t:_ "Miami -Dade County Product Control Appro ve.d unless otherwise noted herein- I E'i3tAL of this NQkshaT1 be rocs c eied ,after a ±ei2 ►vat ap-p1 canon has been filed and them has been' -- -- change sn iUe `app! cable �n iiiding code egatr eiy affecting-the p omance of ilns product: - _ TER TON of 404_ c after %et-Vinton dat ; or if there ha.s been a revision or change in h� nz" actor uct -rs s xtr —' r��metf y - -prodtiet for sales, a vertising or mother otl pis ses-sltaliamo - cally termmatc slut- iOA.F-ail re to comp - thany-,se+c_tionof this NOA.shall be eause fob tcl �,unat�on and removal of NO.& • sal +vs•p g ■r -.•r. !f - .& ii%•ft ! '•e3.5 G• aL §s — ``�'u o the ' Ci3'S-:• ,,� ,.j `ciii.4iF R:i _ . _ „tJ Y." " 7 q_ Aatkiro .: 3.�31s47 �ai3ki a= e3�1C18 r utors�. a _ _:: : This ROA revises & renews +40A # 01.0516 0b7Icansist"s"ofthi page 1` -& approval dociunti t ;ientioned :- Tliesubmitt-ed doc entat n was r�hylielwy - akar P.E._ _ 0 401/0 NOA No 03- 0707.02 Expiration Date: 08/07/2008 Approval Date: 08/21/2003 Page 1 Oasis Shutters, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNIITTED A. DRAWINGS 1. Drawing No. 05 -412, titled "HT -100 Aluminum Accordion Shutter", sheets 1 through 7 of 7, prepared by Thornton- Tomasetti Group, dated 10/17/2002, last revision #2 dated 12/20/2004, signed and sealed by V J. Knezevich, P.E. on 07/08/2005. B. TESTS 1. See Association's generic approval under 02-0799. C. CALCULATIONS 1. See Association's generic approval under 02 -0799. D. QUALITY ASSURANCE 1. By Miami Dade County Building Code Compliance E. MATERIAL C. +'R'TINICATIONS 1. See Association's generic approval under 02 -0799. F. STATEMENTS 1. Release letter issued by Hi -Tech Shutter Group, Inc., dated July 08, 2005, certifying this product to meet the criteria of product tested and approved, and allowing Oasis Shutters, Inc. to use the test results approved under Miami Dade County Approval No. 02 -0799, signed by Frank S. Cornelius. 2. Acknowledgment letter by Oasis Shutters, Inc., dated July 18, 2005, signed by Pedro Rodriguez. 3. Statement letter of conformance by Thornton- Tomasetti Group, dated July 08, 2005, certifying that the drawing (No. 05 -412) prepared for Oasis Shutters, Inc., signed and sealed by Mr. V J Knezevich, P.E.., is engineering wise identical to Hi -Tech Shutter Group, Inc. generic drawing (No. 02 -458). E -1 1-.4 Heimy A. Mahar, P. E. /2*. Product Control Examiner NOA No 05- 0720.03 Expiration Date: 08/25/2010 Approval Date: 08/25/2005 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE 01? ACCEPTANCE (NOA) Oasis Shutters, Inc. 6500 W. 20th Avenue (Bay #10) Hialeah, Florida 33016 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 High Velocity Hurricane Zone ofthe Florida Building Code. DESCRIPTION: HT -100 / Aluminum Accordion Shatter APPROVAL DOCUMENT: Drawing No. 05 -412, titled "HT -100 Aluminum Accordion Shutter", sheets 1 through 7 of 7, prepared by Thornton- Tomasetti Group, dated October 17, 2002, last revision #2 dated December 20, 2004, signed and sealed by V. J. Knezevich, P.E., bearing the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance number & approval cinti by the Miami -Dade County Product Control Division MISSI7.F, IMPACT RATING: Large and Small .Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's male or logo, city, state and the 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, the expiration date may be displayed in advertising literature. If any portion ofthe NOA is displayed, then followed t 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 consists of this page 1, evidence submitted page(s) as well as approval document mentioned above. The submitted documentation was reviewed by Helm =µ AZ : • "> P.E. CO -DADE COUNTY, FLORIDA TRO-DADE FLAMER BUILDING GLER STREET, SUITE 1603 MIAM1, FLORIDA 33130 -1563 5) 375.2901 FAX (305) 375 -2908 www.buildinacodeonline.com 05-37e, NOA No 05- 0720.03 Expiration Date: 08/25/2010 Approval Date: 08/25/2005 Page 1 ACSION MIO LOADS St41t BE DE7ERMmC71 AS PLR SCC711N 16`9 Of Air AB04' MLN7UWCp COD[ i.rRA 849c I111D SKID OF 146 m.p.h.. A!.0 H ACCQPDANCE S7D166 PA EL AOCOtiICr 110 -luPACT AND FAT cur -R[5tS1ANct ms-1rtN 'vow a) N Acconomcv iN:lf''SEC11ON 1 G06.1.I or THE ABOVE AMMO CODE AS PCR AWERI AN 7151. 1A8 REPORT 1J022.01-66 AND 1 022101 -DT AS PER PA -201. PA- ?O?_gA- 2C__,__ _ _- - -- Z ALL AuuNL ri nut:- mrrrC -'PA7 LS- .Sft4CL -HxVF- 5052t,'HST:+ arr-DR'JOi4=x34 -Ait0? A mPUCABLE - 10 lot TER ME STRENGOt - _ 1/41 x 7,01- CAL -01 AtActi 1/4'• uco Vals t -tn xix A t r OR- 1/-t=, ELCO „m1. -#'M .LSWE'RAI "444N FACTUR>:D or POWERS InIE Pia MO MO 7i7CTR01tr fir. -- -- iu N1 -ti ECS� 77iRF 4ST IEN INS EMI MS INS 111 IMES SS MS Olin MR IBM NEM Mle 1/4.1 , 7/1• CA4K-IN ANCHOA% 1f4'F tiro moh 1.nab-_ aN:Imr _:0 1/4:! ELCQQ me* 1,XMCIMATE P146' As / 4NtrA TIRED er POIY£RS EASIENIN4 t . r AO ELCO TEYfl1QV. Rant:Mat .: .sran aYar: r,• r+e�a`a.y ',Yi %�S ' -... i�r =;+Yi -.Akan `�i� ..l ✓le%ir. `�'-Y_ .iJl�r�:v... -.. t.. wegesWommoLNA V stairt t- st tt1. otwz E£ Arowttf9 TD =won= SOW -12R -WOOD #RA1rE 84tt - _ - – - - a • yr(wsev.p ! rte. l I1{ U i`�. 1 rr'rs` IM'�.. Ztlf WPM' �,', -mac sirr- Sr7E• is n _ - n + ��* �Q� !.. ...: . +,.+A. _-. , i- a re a'r , i _ ra..r. • t<+ -. a ai.3f�si1FL � a�:psc-rtaa. 0.050' SOLID BERTHA ALUMINUM STORM PANEL ntr- nrtnal • It EASTERN METAL SUPPLY, iNC 4260 WES7RO4DS MSC • •i .R.125 `__x-; x.000' Max. 2.17fl'— x.125' .125'. 2.470'- - R.250' It 125- - - .125 — - R.200.- * • K R.125. „GA, .475. R.200' _ --- _ _ _.33+x'" • 94 3 ?3='_ ..:- R 1T' 1B t( b e 135 ltox� r:.. .. _��._-_ -- [ _. ^!..�., _ :sop .x.a �- -.150` { f "F" TRACK V4 !r/AX. B. 0! --- y ;s ' :&e4 ."111; s J/1!' I1I1- lRRRRRR II�l�VkrY F.B.C.(hw.H .) /MG4MI —DACE COUNTY COMPONENTS J-Lricze DETAIL 1: stun w/ YANG Nut .1875' JUL'O 3 2003 / IILIECOINC. TILT TESTING 4 ENGINEERING COMPANY st, ma. Ali. WOW worn n nue : 6105ae71-1530 ro : hosIar1 -1ss1 E9- 0006719 WA TER A 77LLIT Jr. P. E. 03- -141 AR4$7NG N. OLD 01-me Al © Co_nf._ Not v.rrr'..rrmmw. POURED -- - W - CON+CRETE flT)�RrF7'= _ CONCRETE TO CLASS- - ',155511 45151M5111111115111 _r.Srs ! \. w■.,l Irk/ 5 d� -: t ;- a- "' " "i %iCEr eini 1111151-4.Y.) ixr5 i511115151VA _ - . _ ;.. R "..Ws`le i. '40ri11il'7X0— rimamemee yr _, a r ON p� Tiie,J "f li A If�i�.i i4 K ew�wl� i Mi�i.i�n,.�.Mr.!! i•` /M'l i(�l /K-l.iY�w �•W ..:. r.;...- .wt 'y' - - - -- - '• �.rr�wii i iirarrrrs�lsi .. _ ��r • r•i�r � . � �� 4 71� ® !r'T'A71l m YK•lsJil/fa� ! `�' _ + 6 -r.r4r itr1rTIFIEff L`lsFB£.'eJ, —AM sin . - SCHEDULE SEC770N ® STUD WALL MOUNTING INSTALLATION SECTION 1 . SC4LE ' 3/8r _. r DETAIL OUNTING /NSTALLATION - ALSO FOR W SECTION 2 (TOP) - .ac .V.HZUMIAMt-DADE COUNTY 0.050' SOLID BERTHA ALUMINUM STORM PANEL 7KLIT TESTING d £NG1N£[RlNG COMPANT 1595 Mg SL, SUL S1. /M1444 t R 331t4 Phone : scat71 -1830. r.or : (34171 -16?1 ED- 0006718 WELTER A 71LLIT .k. P. £ FLORIDA Lk 44167 ® Ems® 1111==1111I Cal MEIN 1111E=11111 REIM 11•1111111:111M1111 -- 1=1 - - 0 3 - 1 4 7 DRAWING No 0 Cont. CONCRETE ANCHORS (SEE SCHEDULE) CALK -IN OR ELCO mole/f ie - PP.N£LMAT7 -OR Cf - TAP -CRRP (SEE SCHEDULE) POURED CONCRETE f t £ O L RED —\ `` 1 •-f 1 \ \ \ \ \ \\ 1 \I4 -Coat TO cuss SEE. SCHEDULE -FOR. ui&- SEPARAT - s£E .SCfIfOtILE':F WO. per — 8'q.... '�' -- - _r' —'J!'i ._ __ +.re•- ,®r-.; ,��.:"c '�- - �I��: �'.�` rgr -•:L iro ir. �-"i'�i ill[_ —_" i 4 11M..�- ►.� IIII IIII /�'._'.�Ml��'/ V'�' IIIYIfi�i/Ii ar�J1VIINI s- i w MEM . va CEILING `FLOOR- UNTING _ L1 - NNG y T'IN INST TTO INSTALLATION-- SECTION fi = - INSTALLATION SECTION . - -_-:-SECTION- 8 SCALE' : 3/5 kir oTE FtR COMBINATION OF SECTIONS• NALL/FWOOR /CEEUNG MOUNTING SECTIONS CAN BE COUBWED IN ANY WAY TO SUIT ANY INSTALL471ON. FB.C.(,LVH.Z.) /ML4MI -DARE COUNTY 0.050" SOLID BERTHA ALUMINUM STORM PANEL AS SHOWN SCALE IILIE C O INC. \ 7I DAT TCsnHG * ENGINEERING COMPANY ism sr 217. MIME goo= ti .vise r pas, 71 -IA70 . re : 4705J117I -1537 s.wur,. e If If A 9 *Inner XX P. 1 sa0s71011 1 am 1 sex $r. 1 ocaaa aoa I da 03 -141 OR4WINB No - CALK -.IN OR ELCO mole /tcmote PANELHAT£ - -__- off-aro mate/mint PAWL-444m pws___ ..._ __ _- - _ _. _- __ 04ii._(A(_- tarn t owNCLUAl - ----- CONCRETE ANCHORS = S -1 - AL - -u x - /7 /e. -2B TRUSS MEAD BOLT d r t s 70 SIDEWALK BaL1 OR 0 (SEE SCH£D1LE.FOR_SPAC$NC } w/7/4-11-20 TRUSSHEAO BOLT + + O o (SEE SCHEWLE FOR SPACING c N 1 -_-(SEE SCHEDULE) — POURED- - CONCREIE - -- 7/8 %x3/32 R£OUiRED - - MMNG- NUTS o -12` TLC:- £0. I I .CO POURED_ _GONCRE7£_ �?Eti1RED- E 75TING CLASS SEE- -SCHaart T SC G7eT� .!-Its WO - AvArAFAr.r ! ..# ! UtierAlr4 aj6 • M" "..1111 r rISI ` w7 SIDE WALK BOLTS ARE 3/4' "x3 /.327HICK HEAD MACHINE SCREW W /LENC7H AS PER NOTES A.2 & B.2 (SHEET 1) TRUSS HERD BOLTS ARE 1/2 " "rxv8`THICK WO MACHINE SCREW W tENCTR AS PER NOTES A.2 & 111.2 (SHEET r) JUL 0 3- 2003 I1LIEco10:. RUT 7ESTIMG a ENGINEERING COMPANY mud MK J. M. Ste 717, IMP" CARS, P1 3J766 Moe.: (.307 —ISM . fur : (.4$)477 -14tt EB- 00006719 WALTER A. 7IWT .h P. E flORJL14 Lie. 44167 EASTERN METAL SUPPLY, INC 4268 YIES7 a4DS OR ME MEM RUN ft 33407 • 03 -141' DRAWING No _ ,_ ._ (sLE SCHEiiuIE) wcx EXISTING BRICK VEENER k 2' TO CONCRETE • 1/40 - 20x1' S.S. M.S. W JfB f4rr3 /3�' = WING Nift.0 12' aC:-_ . - : -IDLES AT 1i-' -O.G rED-- Sf-ETION 148 -- AT Imo- W 7/8"11x3/2.?.- NUr -: .. o ty�RY 511)4x �i�m�r� •LAY. +Yi 6'lY i`a's' i i a.Ij TE T'tS'1W B r� ivAl sjf4Li -INSTAL -T SECTION 13 SCALE : 3/8 a 1' NOTE FOR COMBINATION OF SECTIONS WALL MOUNTING SECTIONS CAN BE COMBINED IN ANY WAY TO SUIT ANY INSTALLADOM 0.050 SOLID BERTHA ALUMINUM STORM PANEL /1itEo1.\ TILIIT TESTING it LNGINEmR/NG COMPANY xK 3Em. St, SU 177. NUPITA CAROM 11: 33166 r P1r 671 -1370 . rot a (X3%071 -1331 EB- 0006719 WALTER A. 77111T Jr. P. E FLORIDA L4. ( 44167 JUL 0 3 2003 2 SHUT 6 Of 15 TAM OA 0mw1Mixa: EDGE Of = ROWED) CONCRETE --t _ .> ! �SLA9 IF I 1 t — t f REQUIRED 1i 1 . _ _ - = _ �. t�NC»'rE_ -- - — �r � '"- £ D. E'4t'tL _.... -.. — PJThRIO LY REMDYAf £ P�41NfI: Ct w,- CONCREi£AN 110! n to 5 _ z -- .vrn.r¢u (SEE Ste) ; s 71W 3/B P . NOL s AT o 3/J 2 FASO SECT#CNfi 6 = -- SECTION -16B AT REAR -W 7 /a`Ox�j�2' arc Aar - - - O EVERY ID WAU[ wry 1 . DETAIL 2,j tRtil ; — - E ISEY _.. T.. - .. gas complying t e- osit s - -_— %14 t yr i aiDad £bn F.B.C. 'MtAidl =flAD - -COI Y .1875 E D. 011ESTSCHEDOLE ON 10811OFIS) .050' 1 /4' HOLE • CAC. 12ETAIL`2 — 1 tsLgu 7g OF 11 jr t .�.��..... .. ��. -_.. ter..- .••war w•ar. -a NOTE FOR COMBINATION OF SECTIONS : FLOOR/CEILING MOUNTING SECTIONS CAN BE rnuuturn AA ANY WAY VI VAT ANY INCTAI I A711W It It fl Q .gnt1, IILIEC0INC. 1LUT TESTING d1 ENGINEERING COMPANY 6583 1111 6110,. 11.. 714 MOW t.4 CMA04 11 33166 how s 005)M-1530 . Ior : 0051671 -1331 YG_ nruu7 *e EASTERN METAL SUPPLY, INC 4268 WES7RO4DS DRIVE RMERA BEACK R .33407 611: or 1 =a ra s 1 as 1 oxY 1 asa noa 1 as 03 -141 DRAWING tie CONCRETE ANCHORS .. 0 12' OG.._ ..: r.. 2"1-4141/8" Cool tum . ANCLE MAX11.411 DES/CN- _ SCAM' 1/4" = = 1 _�,�+� OR" -LESS -0R LESS -r 3- 1/'2" ., 3 1/27 1 -15 16 to i,•:,ar 0.050" SOLID BERTHA - ALUMINUM STORM PANEL ILUT 7ESTINQ d ENGINEERING COMPANY KIK X* R& m UMW 64,C n a3)U plotr(J r$*o. rot r(. )n -: E8- 0006710 *ALTER A. MI" l.1r. P. E PLOD 1Ia 44167 JUL 0 3 2003 03 -141 DRAPY'S No N.ari Alratermgrboks:www-- ce 14=mirvismantwism4:7•344,mr4itorteiinficArer..X.4144/0FA" einiagtottiblEftAN omi .-.11 • liEcCiN1-747tOis-- • _ LLA --ef--btoo-ORP • • fAhaiarEs • Fvetm,41t, ea4 _ - TO. CDAPCRETt _10.44451,WL,-31ZATAIVATe TO w5Owfr TD et)4047r. TO 44450148r TO rtiwriir Tr 4445Dt4ffr ClArlirM "' mAsuNEr--/a- cavorir _10----DN-R?-7•11-tott-cATTE u4sotorr -70-CONCHtTE TO iuSONRY--1"---;Avr-- or inn( COMBIVIDON • VA-- 4' 14/4 8' WA -8" N/A 3 1/2' N/A ---WA VT A- --N-7A- - • -72* - -12'-- - --12" _ . _ _ _12" _ IVA 7: - - N/A fillI1-7=7"1-77GE &STANCE" - 10- = -.JO= yr:- 4(1W) WA- 1 fsf/A — I 4 (80TTO - 12" 1 WA 11211F1111111/72/111111=1111/1111E1111- BEZIA 7 frtrA07r041, - - 111211.3111111221=111221111=E2M-'-7-9-0"-- 1111rTME====agerill.imi.u..0.4c-amayM,,... JMIAM11,==„4111/11/MIAS1 6=11 11111MM MUM- gkr,nomm 72' 12 N/A N/A 12' 10 1/2" 1 N/A N/A 1 12' 70' 12' 8 1/2' 1 12' •''---"VrtrOPY" 10 (110T1014 WA I WA N/A - N/.4 N/A WA - 72' L. 11" N/A --- • * _ IMENNErhow 1,3_,(Bortao ,- 1 • • MIPMPM.I.momp MEN„Iwo: - imomerit •■■■■•••=namelli nibisimmars _ N/A 12 (D07701.) 1718071071.# :$ iierno40 OV•-!---: - WA - - --='_ 5".-7---. ___.-V- - 5P_ -11. --., e_---. --1-_5_. -:- - 5"-----_-- _ _.-lie-7*------'17--- —#44------- :--- le-,=-, --:'----F---;---;--,---5"-.:-.--,---.---_------7--51T,-;.-L---.--1-":_-5-r-_--=-._;_.=-i---4106-1'r--__-. WA _ WA _ 5 1/2.7 4 1/2"-- sk iwaruk mcifoR-,seAares ARE--FR -IR .3 1/2" EDGE D1STANCE FOR £ D.- LESS NM-3- 1/2- --REDUCE-ANCHOR -372ACMIOI?ructinTINF'SeACW SHOW ON- SCIEDULE--Ert THE- FOLIDM0 FACIbM --.-_-_INOIE.__Win. L D., FOR .C.4LK-4NANCHOR8 .LTi 4/27 ' - ',' FOR--na• 0P8OMON-E-POMEM:REOUCED- SPACM- DSTAIRE:0 vsmaxAcm_smaIlior Pf._-_:L.:1- ..:.,- --7-tzgr-Titot__-4,wwwirspAawititoserviot-pot AticHoFt--npfAr MOIOR$Iirria--------- --- WOULAR TAPCOlt 410 5.5. TAPC04 Crwr-Fur =4. zmiAc /AILING. CF TAP-GRIP. PANEL&L47E OR PARELIATE Pt= ao. . . CALX-1N 2.5' ' REGULAR TN:cox 470-S.S. 'UMW CRETE-FL X SS4, 2,1,44C AMMO PANELMATE OR PNCLUATL" PLU. - cc- rAp-GRIp 3' -- .75 -- 1.00 2 1/2' • .71 .50 .80 2' .50 - - - - _ - ANCHOR TYPE UM. ANCHOR SDACW.0- WOULAR TAPCOlt 410 5.5. TAPC04 Crwr-Fur =4. zmiAc /AILING. CF TAP-GRIP. PANEL&L47E OR PARELIATE Pt= ao. . . CALX-1N 2.5' 5HEET 10 of 15 s- SS 1 1 efli� S rgt +7` #ittat!irrr�6dai SPA CM- G SCHEDULE FOR INSTAL ATION' INTO CONCRETE ARD CONCRETE BLOCK STRUCTUR; ' AF37GAF•3[L1D= lR.<24Pa NS .. _ :. t1RXi1$11f ANCHMS-s Ache i13It -tip( S : ZA444C $44.01 _ .C4LK —.01 . CF TAP -f+P PANCA44TES_-_.: #rr- col1LRCT -- ICt'14 -1S- TfriosoNar - -TT -fig" ` N/A N /A_ 3" _. N/A WA _ : ,J 1/2. 1.2 N.. 12'. -- N/A z.- N/A 17'- :: PANfi4447f PLUS- 410 S S- -74,110011-- 12"_ 16 T __ 12"- - 12- 6• 12' 51/2 9 -1 2 N/A 72.':- N/A ' 9 1/2 70` 12" 6 1/2'- - 9 1/" 9 1/2' N/A .. A _ /2L- r1 r..71 _ 1- 1 144.0111.111 ?A1401 - 2 (BOTTOM) _. p _ _. 3 (BOTTOIM) 12' N/A ib'/A 11' 6" 12' - 72 10' 12' _ 6 1/2' 9 1/2' X/A 7f• .r 6' _ 12': N/A 10' __ 12__ _ 6 1/2' 9 1/2'` 12` _ :WA 1/A =- N/A - - N/A- 9_ I/.2' 6 1/2'_:.. _ 12'.... 0' ___.. 70' -r, �, . 7.1%y` -Ny 1 4-- . g,.. _7—_ .4 +- -5, A N/A 6 V.-2"--- _N /AT_ -. —..a. ---N/A 6"' - N/A 4 1A" 8 r A/A - 8- (807Ji -941 _ _ - _ - - _ _ 7 (TOP /BOTTOM) N/A N/A N/A N/A . N(/IS 12" - _a2' T , ...L.NA,_ - : __:.N /A _ - -N /A 9 1/2-' RJA -_ • 6' _ ._ _ 6' N/A 11 -- N /A- N/A- - 8 CMP /BOTTD,M1 9`TTOP BOTTOM 31'— }� W -6" 6,� r - 24- _ -73 4 /A :_ _ N/A'- - N/A . - -* iA 1V%A N/A NJA N/A N/A - N/A N/A 6 1{%A... 6� *.M4a'MU LANC10 SPACIN 'ARE VALID -IDR 3 1/2 EDGE DIVANX RV -E. D. ass I7MN 3 1/2; Rtouc;` —AJ WOR WAGING -8T' 3IGK7PL 0 SPACING-SHOWN ON SCHrouLE ET Tiff FOLLOM1MC FACTORS: ( N 0 1 6 4 6 4 . 7 ties DPFRA7zoorm .RED Sf'AZ G -OBTAINS -USING iAcice stout. NOT 6r£ -----LESSIMW-MENIMUM SPACPIGINDIC4 rat-oat -Ah ioR ArANCHORS- 1EGM ACTUAL E R FACTOR - RE•C1RAR ZGPCA4- 410 S.S. TAPCC», CRETE -%C( 551, 2AAMC N4f)NG, PARELAC4TE DR PANaM 1E PLUS. cxur -1N CP TAP -GRIP .75 =_ too - -- . .50-- 7 N/A b' _ — N/A 5' - - -.. 6' 6' 6' 6' WA N /A N/A = N/A _ AJ/A __ N/A 8 (TOP/BOTTOM) AN RS ENO maw I6i1. ANCHOR SPArANG REGULAR TAPCDR 410 SS. TAPCOV� CRETE-f7FX 534, ZWAC MN&Hr4` Cr T4P- GRIP,. PANEL/AM OR PA► aM ' -- PINE 1 ... _. 'J,0'. -_ _ --- — - - -- -. .. N X. .5' :-i • �--; IlLIEC o INC. TILlJT TESTING & ENGINEERING COMPANY JUL 0 3 2003 LSaf Nr. 3s14 Ssft,, S$& 217 MOW CARMA to 33766 Mow (3)71-153O. rat : (X$)071 -1s31 EB- 0005719 Oft M" *ALTER. A 77LUT Jr. P. E 17 PROI UCT REVISED vatoropbing 1-titivate Forida $Biding _� -- Acceptance/4o 0S- 000 -O 7., Son Dale 6 : IVY . o $ - 8 f Miami F.B.C4LV.MZ.) /MLwI –DADS Cowry' 0.050" SOLID BERTHA ALUMINUM STORM PANEL AS SHOWN war EASTERN METAL SUPPLY, INC 4260 WES7RO4OS DRIVE RA 11£94 BEACH, 11 33407 67D o,■me p7R a• :4 7%!/57 s • 7/2/03 RATE 03 -1.41 DRAWING No .•• a .•• .L - SCREWS-4x ti _ .27/32!_ Min. _ PE! Z iTION -- 70 EXISTING WOOD - tifiiE% _ _- - __ - --- 1'x2 7-it /8" P.441.) -___ f L.14--3TRE S k* f 27/32- IAn.- PENETRATION-- TO EXISTING WOOD HEADER _ 7�c 1 /4',x3' LONG LAG SCREWS = /4'�x3` LQM. _TAG SCREW • 0 Id 1z. r O C. Av. L.27/32-� - n S' 0. W/ 1 27/32 ` Af n HEADER. P14'£N£TRAdF71OT] N D 1Sfl N PENETRATION' 70 .EXISTING WOOD L.0:4611i1A1 - Pof -SPANS_ UP -- -7'O 6 9' AND- - . O 6 0.C. FOR SPANS -UP 70 9' -0' Max. OR Q&1/4-2Q - -_ ELCO male/female _ANELMA1E O -52` SPAN UP TO 9=0: • ■ TERNATI VE 5 . 4 ` _�. F F _ X1175. % ra raw. — 7,vim + .s F•.�V ' 1111111111111-,ansa !LIE Nei • 111141111 1111111111_ W0C10 57110 0.24.' O G_ REQLW? 1/4V-20 S.S. 60LTS 7 /6rAx _.: WING NUT +oc x2' O.C:__ • E II � . F�e�n:lYLri '1141 .11 Iffik ®e;11ri FA FA 5 1 -x4 'x1/8" (A6n j 6O53 -TS .Alum. TUBE (Cant.) — (.731/4"04. LAG -- O EACH STUD (ARDW10TH OF S700, 2' Mal. NOMINAL) AND W/ 2' Min. PENETRATION INTO EX/STlNG STUD. _ F 'Aerate L1F�PLA72:" _. a _...•�!!P AND 0 6' O.C. FOR SPANS UP 117 9' -0' MCLIG, OR 1/4'0?0 acO female PANWM?t :0 12'04- -_}Y/ - FOR -_� -:- SPANS LIP 1 9'-0 e.. _ _- ALTERNATIVE 4 ALTERNATIVE 8 1�. r-.zo SS, ' 7/811x,3/32'_: WANG ,N11>" -_ o___:-ac 0 NOTE FOR COMBl1TAnoN of SECTION5; WALL, MOU1N77NG SECTIONS CAN BE COMBINED 7N ANY WAY: TO SUIT ANY INSTALLATI -- INSTALLATION- DETAILS ---ON EXISTING Cant 1/4'0x3' LAG SCREWS o 6' O.C. W/ 1 27/32' Aeu1. PENETR471ON 0 MIDWIDIH OF PLATE NOTES; 1. INSTALLATIONS ARE ONLY VAUD FOR DESIGN WIND LOADS UP TO +65.0, —72.0 psf AND PANEL'S LENGTHS UP TO 9=0; EXCEPT AS NOTED. 2. NEW 2' x 6" P. T. TO BE SOUTHERN PINE No. 2, SURFACED DRY WITH 19 X I.L M. C. W/ SPECIFIC DENSITY OF 0.55. 3. FOR NEW WOOD FRAME CONSTR1.1C710M W000 MEMBERS TO BE SOUTHERN PINE No 2, W/ SPEC /FIC DENSITY OF 0.55 OR EQUAL ur.'L tangy$ ;_ - FB C (H. KI.LZ } /MIAMI—DAOE COUNTY 0.050 SOLID BERTHA ALUMINUM STORM PANEL ALTERNATIVE 3 JUL O 3' 2003 IILIECO IN c. 1 TILLIT TESTING Or ENGINEERING COMPANY A945 NK JetA Sl . 217. EIRant4 C411:014 JI 3.77U P1pi. 1 (X0871 -7x30. !a 1 0e5)871 -1937 £8- 0006719 WiU T17rA. MDT Jr. A r EASTERN METAL SUPPLY, INC 4268 WES7RQ405 DRIVE RWIER4 MACK A. 33407 �saa.rna� ▪ 01-ASC 7r 1w� 7/A AT2/03 . E 05 -141 DRAWING No ■ • ■ "x4 "Jr 1/B M. (8063-75) - Afiim. TUBE )V 500. (2)5/16"0x4" scaws 7D EACH JOIST. 114x4/4" ± _1 SEistSCHFIRILF FOR = LOGUE SCREW AT MIDWIDTH or EXISTING WOOD MEMBER (2' Min. NOMINAL )flD7H) 1 "x4"x1/8" - _ _ _ f14x4/4!_ S. S.k.S. _ Alum. TUBE W./ - - _ _ _- _ . 5. it * -1z* •-- CO till,: N L4 scREws TO "IF - - - EACILDWIDj°1sTni or _ - I LOCATE SCREW _ _ _________.-1:-ste- Om SEPARDM I 1.1131:1? (2* 'Am. 773 DASs NOMINAL 141DTH) O PENETRATIOlt - 1 Wi' 2" *fin. • • - - • - • _ - - - • , • - - _ - . _ ' - - - - _ - •- - _ + - • --. -- _ _ - - - -- - - -- ' ^ , ■ • - - - • _ - - - - , _ - Conf._ • .• • - •••• -■■■ 1 ALTERNATIVE - —11-1/4"0-20x3/4" - - I 8°L7/875•01/32/ 4- - 1 0 1 -- WOOD-BECK n 1b REQUIRED J. 7._ 7/8"iox3/32" WINV-1111L__ (HQ Mail _1 I WI NG HUT 0 12" 0.0 I EVERr12" Q.C.S71" MNG NUT -_=- - - A/JOY/EN Conf. .730* ALTERNATIVE 10 07fi3/32*- T-• ti-EvERr 511/0 CIMMIIR1•111111111111011.1Mill111 =MNIFAMIONEMOINd..-. „. 43011111111111Ert • _ - 0 6,--= _ _ - - 17---t&-jAc ALTERNATIVE-9 WALL/FLOOR/CEILIMO MOUNTING SECTIONS CAN BE _ COMellitO Not war TO SLIIT ANY INSTAUATIOM 7:77=---'1,44mTRA71 _ 00 It II VI ,(fP) //Pig; f_,M` ALTERNATIVE 11 ALTERNATIVE 12 * * VALID FOR Max. +63.5, T-61.5 psf. - - - ALTERNATIVE 14 , - • • • _ - • • • • • _ - • _ ■ ^ • NOTES; - T. INSTALLATTONS ARE ONLY VALID FOR DESIGN WIND LOADS UP TO +65.O. -72.0 psf AND PANEL'S LENGTHS UP TO 9'.-0", EXCEPT AS NOTED. 2. NEW 2 x 5' P. T. TO BE SOUTHERN PINE No. 2, SURFACED DRY 14T77-1 19 X M. M. C. W/ SPEC/FTC DENSITY OF 0.55. 3. FOR NEW WOOD FRAME CONSTRUCTION WOOD MEMBERS TO BE SOUTHERN PINE No. Z W/ SPECIFIC DENSITY OF 0.55 OR EQUAL. It • • • • FB.C.(H.V.H.Z.)/MIAMI—DADE COUNTY . . JUL 0 3 2003 / IL EC 0 INC. nun. TESTING & ENGINEERING COMPANY 55P5 Ka 2r4 WRCa14 CAM:04 fl 331515 Paoli* P1331331••0330 • 029171-1311 ED-0006719 WALTER A. TEM Jr. P. E flORIDA L I 44167 0.050' SOLID BERTHA ALUMINUM STORM PANEL EASTERN METAL SUPPLY, INC 4265 WESTROADS DRIVE' RIVIERA BEAM ft 33407 AS SHOWN SCALE 7/2/03 047E Arx D3SCIWINION an In-4511 NeW 7/2/ta Mt No 03-141 DRAWING Na 3 SHELT 13 Of 15 BRICK VE£N£R 1/4:f7.6" fib'(} -_rao _ PANLi"It 4Tf -T - ANCHOPS- - #srg_tdirL {lSND_ _. STRUC7'URCL ADEQUACY_ Or 80571NC WOOD _ BEAM 10.6E CERTIFIED - OR ARCHITECT PRIOR TALLOON_'- Se� -t EP i - $ 1/414$3 =10146 LAS LRtr s T S 4 - 27/3 2` In - XISIING___WDOD _ HEADER; EXISTING - - STEEL ANGLE iLitJfL`_AS - - APPLICABLE SEE SCHEDULE FOR Mfrs. SEPARAIIOW SEE SCHEDULE FOR Min.. SEPARATION- 2"x4' WOOD 51°x L.w:s2, • 2x'= -- poop pEQK 1/4'/x1 1/2' LAG SCREWS °"Evj-- _ALTERNATIVE 16 DOSTING 2x4• STUDS- - 0 16' O.G flax. REQ'D • = 1/4'08' EICO mole PANELA447E TVAS CEILING & FLOOR_ =- AmwoRs 0 6' 0.C. 70 E.257WG PL.79V000 lOUNT1NcG- INSTALLATIONS --- SCAB' -: 1/41!-= EXISTING Min. 1/1.' PLYWOOD, REQ'D OW) W/ FAS7EN!NG TO STUDS AS PER SECTION 2909 OF 77 E SOUTH FL BULLD1NG C00E. EXISTING BRICK SILL ALTERNATIVE -18A 1/4'11- 200/4` BQUS W/ 7/6'4/32' WING NUT 0 12 o.a_. PRODUCT REVISED - -- ALTERNATIVE 17 _ - comp . Florida— Dublin Code 4g- VALID- FOR Max.--+-63.5, 63.5 psf. - - ALL = /MIMING INSTALLATIONS` SECTIONS 18 YAUO FOR Max. - f -S15; 63.5 psf. - -- NOT E VR "C'OA/8IM4iitiilf " -8F S£C77CNS: - W4LL;/FLOOR /CEILI140 MOUNTING SECTIONS CAN BE Jd. JA(4 3LFIT ANA'- IN,STALLA71ON • ,_.Byi'E Miami Da Thm INSTALLATION 'DETAILS ON- EXISTING- WOOD .. BUILDINGS s - • —NOTES:e_.. 1. INSTALLATIONS ARE ONLY VAUD FOR DESIGN WIND LOADS UP TO 465.0, -65.0 psf AND PANEL'S LENGTHS UP TO 9.-01 EXCEPT AS NOTED. 2. NEW 2' x 6' P. T. TO BE SOUTHERN PINE No. 2, SURFACED DRY WITH 19 X M. M. C. W/ SPECIFIC DENSITY OF 0.55. .3. FOR NEW WOOD FRAME CONSTRUCTION: WOOD MEMBERS TO BE SOUTHERN PINE No. 2, W/ SPECIFIC DENSITY OF 0.55 OR EQUAL. PBL (HV.hZ.) /ML4 1_DADE.00UN 0.050' SOLID BERTHA ALUMINUM STORM PANEL "- AS SHOWN SCALE JUL 0 3 2003 /11UiNC.\ TILL/T TESTING .t ENGINEERING COMPANY ASPS ?LW Ism St, Sta. 2/7 WOW awnaM ft anaa Phan* : (.300)871-15./D . tar : L +>an. -ms1 E8- 0006719 WALTER A. 77LUT Jr. P. E FLORIDA Lie. if 44167 EASTERN METAL SUPPLY, INC 4266 WLS7RC4DS DRIVE RM61M BEAM IL 33407 acx ,o. a a« ct0 01-0311 MIS 7/rr WS Po a 7/2/03 0472 03 -141 DRAWING tie SNCET 14 OF 15 1/40x1 1/2' S.S. LAG SCREW 0 4' 0.C. 4 X8' (M.n) EXISTING - WOOD BEAM R£OUIRED. - STRUCTURAL ADEOU4CY OF EXISTING WOOD BEAM 70 BE CERnfEO BY REGISTERED ENGINEER OR ARCHITECT PRIOR TO SHUTTER INSTALLATION. (+) + ALTERNATIVELY, TRACK -0 MAY BE ATTACHED TO HOLLOW CEILING AS PER DETAILS SHOWN ON ALTERNATIVE 9A, SHEET 13 OF 15. -- - 1/4'0 x 7 1/2 "S.S. LAG SCREW 0 4' 0.C. 4 •x8' (fin.) EXISTING JV000 BEAM -REWIRED. STRUCTURAL AD£OU4CY OF EXISTING WOOD - BFI TO BE- CERTIFY D _- BY REGISTERED ENGINEER OR_A (TECT PRIOR _ - TO SHUTTER INSTALLATION 7/8'Ix3/.32" WING NUT 0 EVERY STUD 0 12` 0.C. 7/8'0x3/32• WING NUT 0 EVERY STUD 0 12. 0.C. Cont. Luz* LEG LOGA Cont. LEG LOCATION i ap LitciC^ R,EOrtB?m - INTERIORLT REMOVABLE PANELQW/ 5 IAEWALK BOLTS DETAIL 2) «R; 1 /.j _7, 70 1 TAU 5/8.0 NOLES AT iJ- 0 6' 0.0 # FASTENED AT REAR W 7/8'03/32' WING NUT O EVERY SIDEWi4LK BOLT. ALTERNATIVE 198 CEILING 4 FLOOR MOUNTING INSTALLATIONS SECTIONS 19 " SG4L:Es 1/4' ::• _ 14OOD DECK i thioRLY REMOVABLE PANEL®W/ SIDEWALK BOILTSEE DETAIL 2) - /4.01-1,12. TAG -4 77IRU ss/8•0 -- SCREWS 0.6 0.G — - -- HOLES AT 0 -6' 11C & FASTENED AT REAR W 7/8'0x3/321 WING NUT 0 EVERY SYDEWAUC BYJ. • ALTERNATIVE 20A CEILING & FLOOR MOUNTING INSTALLATIONS sfcT�tvs _ 4/4• = 1 • FLOOR/CEILING MOUNTING SECTIONS CAN BE COMBINED IN ANY MY: TO .SUIT ANY INSTALLATION. _ P _ flUCTitiVISEU as coropiytng with the Florida Balding Cods _ INSTALLATION DETAILS _ ON EXISTING:: WOOD BUILDINGS ,ate •:a�u / ` . -• ' $My amt oi)a % roducl Con Control K ./ NOTES: .1875' 9/4' HOLE O 6. O.C. I3ETA!L 2 - INSTALLATION OF 1/-4'x 1 " SIDEWALK BOLTS O RE OVABLE PANEL SCALE: 1 • - r 1 F.B.0 (H.V.H.Z1 /MIAMI —DAD.E COUNTY 1. INSTALLATIONS ARE ONLY VAUD FOR DESIGN WIND LOADS UP TO +65.0, -55.0 psf AND PANEL'S LENGTHS UP TO 2. NEW 2 x 6• P. T. TO BE SOUTHERN PINE No. 2, SURFACED DRY Wfiii 19 X AL M. C. W/ SPECIFIC DENSITY OF 0.55. 3. FOR NEW WOOD FRAME CONSTRUC770AC WOOD MEMBER TO BE SOUTHERN PINE No. 2, W/ SPECIFIC DENSITY .OF 0.55 OR EQUAL - I 0.050° SOLID BERTHA ALUMINUM STORM PANEL 1 IILIECO,Nc.� TILtIT 1ES77NG ar ENGINEERING COMPANY nut tor. ssa s+s. s»: WOW 041004 n X66 paw,.: f 1*93 , ro a 005)871-1.631 re—O X779 1 Wd/ mv•• 'la J rr 4 O r AS SHOWN SCALE 7/2/03 DATE 03-147 DRAWING No A 5 i N I 8 v 8 Print Information: t 1 h I! HEADER -CLG. °MOUNTED Sid • 2. 6 1 1 .048' .e :I 4 1 193" 0 EADER WALL MOUNTED SCALE: HALF SIZE • 3.993" .. 5 • 4 478" j. 1L ,ADAPTER SLAT SCALE: HALF SIZE 45° 5 4. 3 TYP. SLATS SCAL ' HALF SIZE 4V .04.8" 3.840" MAX. .483" •N NIZEAL IM[iTES: 8p gN z y� 1• • .THESPRAPPROVAL II NN E DOCUMENTS 'H SSUAESE OP SHUTTER OFYACCEPTANCE iNO 4) BY • MIAMI -DADE COUNTY PRODUCT CONTROL DIVISION FOR THE FLORIDA BUILDING CODE. 2001 WIT AND 20005 REVISIONS. .. 0 N .326" (T, P. 2)• .620" BUILD -OUT WALL. HEADER SCALE: HALF SIZE • 2775" • 2.586" .2481 .060' 60" 60 60" rn #960" IR 2. TO VERIFy THAT THE_ INCREASEEINTALLOWABLETSTRESS WAS USED IN THE FFASTENE % ANALYSIS. p� . 3. DrETTER IN UUMENTSIIIN AEN AND NANCEIWITH SIGGOVERpNING C�O�DEH WHEN VR BUI OI Q C DE gaol WITH LOAD CALCULATIONS EVIS NS A DIRECTI0NALI FACTOR •OF Kd =0.85 SHALL SEUSED. gg�� AND • • FOR SITES SPECIFIC DOCUMENTS PpINNMOF THISESHUTTER SYSTEMCLUDE INFORMATION 5. OF THE FLORIDA RI ADMIINYISTRAgTIVEEcovegSHALL COMPLY WITH CHAPTER 61G15 -23 • 6. HEREIN p ARND THE CCONRTRTADCTOR ARE VERIFIES DEVIATE HE EXISTINNG_STRUCTU E DOOES NOT DEVIATE EITHER FORM OR MATERIAL FROM THE STRUCTURAL -SUBSTRATES 7p TNy MODIFICATIONS O S OR OR ADDITIONS TO THESE APPROVAL OOCUMENTS WILL VOID B. WHEN ILDIN THE PFIIC CONDITIONS ELECTEONE OP THE FOLLOWINPG OPTIONS�CUMENTS, THE N A) REQUIRE THAT LSITE SPECIFIC DOCUMENTS BE PREPARED SIGNED DATED AN SSEdLJUSTTIFFY THE LICENSED EIONNEAID R REGI NTERSEHALLCIHE SU8�117TI. HD DETAIL GRAn UCT t EINEERR FOR RgV IIEW ASS A CONDDITICN TO THE BUILDING OFFICIAL SECURED THAT THE ONE-TIME COUNTY PRODUCT CONTROL DIVISION . AND WHEN THE SITE C DITION DEVIATIONS OCCUR WIT( THE HIGH VELOCITY HURRICANE ZONE AREAS, ONLY OPTION "B" SHALL BE ACCEPTED BY THE BUILDING OFFICIAL. 9. EACH SHUTTER ASSEMBLY SHALL BE PERMANENTLY LABELED AS FOLLOWS:. N .CtS Y MAMMDADE OU APPROVED TRI 18" E V7 it LDKNG ANSMMSHALL B. E LKDOO RV1C. PROTRON . 11. STORM SHUTTER EEX7gTTRRUSIOj�NS SHOWN SHALL BE�5063 -T6 ALUMINUM ALLOY. U.Q.N. t2.'OR ALL S ZE BE 3EEL 50 AEMIIN44M.1 M TENSILE ALUMINUM O STAINLESS .L., U.D.N. ' to 13. TOP AND BOTTOM DETAILS MAY BE INTERCHANGED AS FIELD CONDITIONS REQUIRE. 14. IMMOVABLE [ANCHORS SUCH REMOVABLE OR CALNON-STACKING - CR LOCATIONS. USE 15. THIS SHUTTER SYSTEM I5 PATENTED WITH THE U.S. PATENT AND TRADEMARK OFFICE. PATEN o. 5,755,270. 250 949" 800 N ✓ m 1.391" 1. 9 " CENTER MATE 1 • SCALE: HALF se • 0 4 In " 945" b 0 c r 1.21- .2 E #2 t2 smig t3 9 S1Lk1iIiALL MOUNTED SCALE: HALF SIZE 0 4 en s; • 2.984" 2.795" • .N .060 . 1.039" 0. /4.190' 67% . .t 60" 0, 84` ADJ. SILL -TOP HALF ALF SIZE 060" 45 "-• . 095 .442" 9..2" .1 L 1.659 ". 2.101" CENTER MATE Z SCALE: HALF SIZE STAINLESS STEEL . ASSEMBLY. .320 "0 HOLE O 2" MIN. -5" MAX. DANGLE 11 SCALE: HALF SIZE 2.373" 4 1.100" NYLON WHEE RIVETED IN PLACE .251" 1�'y'?g, AT OTHER INSIDE ATTOP. ROLLER ASSEMBLY SCALEeHALF SIZ 0 N 1.533" (TYP.)'_ 0, N� N 4• V .1.533" .055" .641" .055" -- :.500" r. / 050" 025 ITYP_J 1.250 r--.136" (74.250" 3.283" ADJ. SILL-00T. ALTERNATIVE SCALE! HALF SIZE p S11.4.401.• SCAL E: HALF SIZE 3 245" 3.049" .248 060 .630" 16).0. AV" IN.Ji 60" .06 -+ 0 60" m .080" ,250" .949" 1.391' • 1:891" 0 0 =t a u.) N °CENTER MATE 1 (WIL0a4QgG t7 SCALE: HALF SIZE 0 $ 1.250" 90 " .EN SLAT SCALE: HALF SIZE .050' FLAT END SLAT SCALE: HALF SIZE 3.465" 3,267" 0 4 r O N .'1 0 N N r )f .060 1 1,039" 625" 60" +1-- 060•, 45" m O N .095" 42 .942" .659" 2.101" °CENTER MATE SCALE: HALF SIZE (NVLOCXING ROD) MAX. BOTTOM CARRIER QBUM-Ili/GS SCALE: FULL SIZE LOCKING ARM - SCALE: HALF SIZE 4 0 1 1" i 1.350" N ;4500" (OPTIONAL) OL.00iONG CLIP '15 SCALE: HALF SIZE i t 1 R m (555.• t2.76' WALKOVER SILL FLOO4 MOUNTED SCALE: HALF, SIZE LOCKING ARM ALIGNMENT - INSIDE HANDLE ()SCALE' HALF SIZE BUSHING SHIM SCALE: HALF SIZE (AMON) • - (....ris\z (NYLON) cu 0 O 0 hl 2 E 0 0 N 0 0 0 L3 4" 0 8 4A z •O IQ 00 acjI90 ulzclinco lQma _ ;w„ Nazi 0. o Om ID V J Knezevich PraressbneiEngineer FL License N• 1D9S3 V EMI CHI nom 2005 >n 0 co 0 Q 10/17/20021 sah AS NOTED Imre by • MCZ 1. .vIK (ctre2sev by drawinD mo. . 05 -412 3 rsheet 1 of 7 l • • • -0 • E • BOTTOM TRACK SINGLE ARM LOCKING . MECHANISM AT CENTER. OR. SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON' a INSIDE OR OUTSIDE OF SHUTTER • NYLON ' HANDLE • 2 -1/4 • • SINGLE ARM LOCKING- MECHANISM AT CENTER OR SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON 2- / INSIDE OR OUTSIDE OF SHUTTER • .28811111 BUSHING 0 1 I�� 1a .. . • %1 7/16" 0.D. 0.63" LONG NYLON • J BUSHING' • Iii 1111 0 ##10, 2'.' SMS. MANUFACTURED FROM •410HT OR 18-8 STAINLESS W/ XYLAN 5200 FLUOROCARBON . • STEEL W/ XYLAN 5200 FLUOROCARBON COATING & .460 "0 x .050 THICK 300. SERIES STAINLESS STEEL WASHER TOP'S( (TYP. TOP' BOTTOM ) ' (ODES NOT REPLACE SINGLEASStLOCIQ • • • OPTIONAL CLOSER HANDLE CAN BE 18" ABOVE OR BELOW CENTER (SEE. GENERAL NOTE 10) TYPICAL ELEVATION FASTENER0 RR 24" D.C. FDR ANY ACCEPTABLEE ANCHOR). LOCKING 'IN SCALE: 1 -1/ a 1' -0" SINGLE ARM LOCK N.T.S. • ifimimmuff 3/8" D.D. x 0.90' LONG NYLON MOM BUSHING ® . (DOES NOT RENACE SINSISASM I.0119 OPTIONAJ. CLOSER HANDLE, N.T.S. MIN. SHUTTER SEPARATION • FROM GLASS. SEE SCHEDULE SHEET 5). DISTANCE TO BE • MEASURED FROM BACK OF FASTENER 24" O.C. SHUTTER BLADE OR FROM LSEE ANCHOR SCHEDULE HANDLE WHEN MOUNTED FOR ANY ACCEPTABLE . • INSIDE. ANCHOR). • (TYP.) • IG1 ! ii..ti R>tt�t[Iiq oSLtwrl '4W(t) O j j (Fi SINGLE ARM LOCKING MECHANISM AT CENTER.. OR SIDE OF SHUTTER. LOCK MAY BE. INSTALLED • ON INSIDE OR -OUTSIDE SHUTTER la V •10 x 3" SMS. MANUFACTURED FROM #410HT STAINLESS.STEEL. W/ XYLAN 5200 FLUOROCARBON COATING- & .460 "0 x .050" THICK 300 SERIES STAINLESS STEEL WASHER (TYP. TOP & BOTTOM) SCREW BUSHING & ROLLER/ •• BUSTING ASSEMBLY S6AL HA F SIZE - MIN. SHUTTER SEPARATION' • • • FROM GLASS. (SEE SCHEDULE . FASTENER 24" O.C. SHEET 5 E . DISTANCE TO BE (SEEANCHDR SCHEDULE . MEASURED FROM BACK OF 2" MI FOR ANY ACCEPTABLE SHUTTER BLADE OR FROM ANCHOR). EXISTING GLASS TYPICAL PLAN VIEW SCALE. 3" = 1' -0" /4" MiN. S, E FASTENER SCHEDULJ -1/2 "MAX. 1r� —ice [O�[ - 0!I[O)• =1=121111=1=101=1 OPTIONAL DRILL 5/8 "O HOLE FROM BOTTOM OF EXTRUSION(4 BEFORE ASSEMBLY FOR TRUSS HEAD BOLT (TYP) ALAN VIEW 1" x 1" x 1/8" ALUM. ANGLE W/ 3/16 "0 POP RIVETS @ 6" O.0 --•— JOINT BETWEEN REMOVABLE AND FIXED SILL (TYP;) • 61/2" ll:[[s}} SSEMSLY PTIONAL ACCESS. HOLE XISTf NG STRUCTURE • SEE SECTION •B ON SHEET 3 FOR COMPLETE INFORMATION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING SECTION S REMOVABLE FLOOR TRACK DETAIL SCALE : 3 "= 1'- 0" HANDLE WHEN MOUNTED fNSIDE. FASTENER 24" O.C. (SEE ANCHOR SCHEDULE 2" MN, FOR ANY ). ACCEPTABLE {' r (TYP.) • E FASTENER SCHEDU 1 J i `l MC 1i 4i ■ SINGLE ARM LOCKING MECHANISM AT CENTER OR SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON INSIDE OR OUTSIDE OF SHUTTER SCALE: 3" = 1' -0" 3/4 MIN. 1 -1/2" MAX.. i♦a I1•I•� inoligniniNNIMIMMIONNEMINIMPI PLAN VIEW 1" x 1" x 1/8" 3/16 "4 POP • (TYP.) 6 -1/2" 100' OPTIONAL PLAN VIEW' SCALE: 3" = 1' -0" SSEFLY OPTIONAL LOCATION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. • SPACING EXISTING STRUCTURE JOINT BETWEEN REMOVABLE AND FIXED SILL EE SECTION L ON SHEET 4 FOR COMPLETE INFORMATION C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING SECTION T OPTIONAL REMOVABLE FL.008 TRACK DETAIL. SCALE : 3 "a 1'- 0" . Apra vied a• wt apiyi with the Florida S Code Date 0 NOM Wand OIL / z Q • 0 U z 1 0 o. V.J Knezevich Processions /Engineer FL License No.." 070483 0 2005 at �i 2 # 050708024581 1�N7?TiDlld MCR C Sine docked by • vlx d:awi4B T . 05 -412 sheet 2 of 71 SECTION - TOP TRACK •'; 11 r%arfrr = T10NS) • i, 1/2 SPAN I1111 • • . ALT. LOCKING AT LO SIDE AT. T.ION MECHANISM 1M OF . .p I LOCKING MECHANI BOTTOM TRACK SINGLE ARM LOCKING . MECHANISM AT CENTER. OR. SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON' a INSIDE OR OUTSIDE OF SHUTTER • NYLON ' HANDLE • 2 -1/4 • • SINGLE ARM LOCKING- MECHANISM AT CENTER OR SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON 2- / INSIDE OR OUTSIDE OF SHUTTER • .28811111 BUSHING 0 1 I�� 1a .. . • %1 7/16" 0.D. 0.63" LONG NYLON • J BUSHING' • Iii 1111 0 ##10, 2'.' SMS. MANUFACTURED FROM •410HT OR 18-8 STAINLESS W/ XYLAN 5200 FLUOROCARBON . • STEEL W/ XYLAN 5200 FLUOROCARBON COATING & .460 "0 x .050 THICK 300. SERIES STAINLESS STEEL WASHER TOP'S( (TYP. TOP' BOTTOM ) ' (ODES NOT REPLACE SINGLEASStLOCIQ • • • OPTIONAL CLOSER HANDLE CAN BE 18" ABOVE OR BELOW CENTER (SEE. GENERAL NOTE 10) TYPICAL ELEVATION FASTENER0 RR 24" D.C. FDR ANY ACCEPTABLEE ANCHOR). LOCKING 'IN SCALE: 1 -1/ a 1' -0" SINGLE ARM LOCK N.T.S. • ifimimmuff 3/8" D.D. x 0.90' LONG NYLON MOM BUSHING ® . (DOES NOT RENACE SINSISASM I.0119 OPTIONAJ. CLOSER HANDLE, N.T.S. MIN. SHUTTER SEPARATION • FROM GLASS. SEE SCHEDULE SHEET 5). DISTANCE TO BE • MEASURED FROM BACK OF FASTENER 24" O.C. SHUTTER BLADE OR FROM LSEE ANCHOR SCHEDULE HANDLE WHEN MOUNTED FOR ANY ACCEPTABLE . • INSIDE. ANCHOR). • (TYP.) • IG1 ! ii..ti R>tt�t[Iiq oSLtwrl '4W(t) O j j (Fi SINGLE ARM LOCKING MECHANISM AT CENTER.. OR SIDE OF SHUTTER. LOCK MAY BE. INSTALLED • ON INSIDE OR -OUTSIDE SHUTTER la V •10 x 3" SMS. MANUFACTURED FROM #410HT STAINLESS.STEEL. W/ XYLAN 5200 FLUOROCARBON COATING- & .460 "0 x .050" THICK 300 SERIES STAINLESS STEEL WASHER (TYP. TOP & BOTTOM) SCREW BUSHING & ROLLER/ •• BUSTING ASSEMBLY S6AL HA F SIZE - MIN. SHUTTER SEPARATION' • • • FROM GLASS. (SEE SCHEDULE . FASTENER 24" O.C. SHEET 5 E . DISTANCE TO BE (SEEANCHDR SCHEDULE . MEASURED FROM BACK OF 2" MI FOR ANY ACCEPTABLE SHUTTER BLADE OR FROM ANCHOR). EXISTING GLASS TYPICAL PLAN VIEW SCALE. 3" = 1' -0" /4" MiN. S, E FASTENER SCHEDULJ -1/2 "MAX. 1r� —ice [O�[ - 0!I[O)• =1=121111=1=101=1 OPTIONAL DRILL 5/8 "O HOLE FROM BOTTOM OF EXTRUSION(4 BEFORE ASSEMBLY FOR TRUSS HEAD BOLT (TYP) ALAN VIEW 1" x 1" x 1/8" ALUM. ANGLE W/ 3/16 "0 POP RIVETS @ 6" O.0 --•— JOINT BETWEEN REMOVABLE AND FIXED SILL (TYP;) • 61/2" ll:[[s}} SSEMSLY PTIONAL ACCESS. HOLE XISTf NG STRUCTURE • SEE SECTION •B ON SHEET 3 FOR COMPLETE INFORMATION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING SECTION S REMOVABLE FLOOR TRACK DETAIL SCALE : 3 "= 1'- 0" HANDLE WHEN MOUNTED fNSIDE. FASTENER 24" O.C. (SEE ANCHOR SCHEDULE 2" MN, FOR ANY ). ACCEPTABLE {' r (TYP.) • E FASTENER SCHEDU 1 J i `l MC 1i 4i ■ SINGLE ARM LOCKING MECHANISM AT CENTER OR SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON INSIDE OR OUTSIDE OF SHUTTER SCALE: 3" = 1' -0" 3/4 MIN. 1 -1/2" MAX.. i♦a I1•I•� inoligniniNNIMIMMIONNEMINIMPI PLAN VIEW 1" x 1" x 1/8" 3/16 "4 POP • (TYP.) 6 -1/2" 100' OPTIONAL PLAN VIEW' SCALE: 3" = 1' -0" SSEFLY OPTIONAL LOCATION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. • SPACING EXISTING STRUCTURE JOINT BETWEEN REMOVABLE AND FIXED SILL EE SECTION L ON SHEET 4 FOR COMPLETE INFORMATION C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING SECTION T OPTIONAL REMOVABLE FL.008 TRACK DETAIL. SCALE : 3 "a 1'- 0" . Apra vied a• wt apiyi with the Florida S Code Date 0 NOM Wand OIL / z Q • 0 U z 1 0 o. V.J Knezevich Processions /Engineer FL License No.." 070483 0 2005 at �i 2 # 050708024581 1�N7?TiDlld MCR C Sine docked by • vlx d:awi4B T . 05 -412 sheet 2 of 71 c` 0 • • EXISTING- CONCRETE, MASONRY . OR WOOD STRUCTURE. SEE :ANCHOR. SCHEDULE, TYP. REEF CONNECTION TYPE SCHEDULE FOR MAX. SPACING ROLLER ASSEMBLY d' TYP. EVERY OTHER P . 1/4 "' MAX.. SEELLTAOLE 2 • 8R$aSOR 41' • -J. • GG 'SEE TABLE 2 Qom•' .O . 9 . 3/16 "0 POP RIVET <C54 (R6 O C. (T SCREW. . ' EXISTING CONCRETE, MASONRY ' EXISTING CONCRETE, MASONR • OR WOOD STRUCTURE. SEE . OR WOOD STRUCTURE. SEE • ANCHOR SCHEDULE, TYP. ANCHOR SCHEDULE, TYP. R 5/8" MAX.. C4 CONNECTION TYPE REFERENCE ANCHOR' SCHEDULE FOR MAX. SPACING . --1/4" MAX. ztu r IT, wilco a. Qv: /16 "95 POP RIVET (6 6" O.C. (TYP.) . -4/4" MAX. XPJ ASSEMBLY w�? 1 "x1 "x1/8" ILL ° ALUM. ANGLE W/ 3/16 "0 POP RIVETS @ 6" O.0 Cm 'CONNECTION TYPE. - REFERENCE ANCHOR SCHEDULE FOR MAX. . SPACING • 5/8" MAX. WAU.MOUNT SECflON SCALE! " a 1•-0" EXISTING CONCRETE, MASONRY OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE, TYP. • Oct CONNECTION TYPE • REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING BUT DO NOT EXCEED 6" SPACING 11 CONT. 11 CONT 1/ " CONT. - FOR LARGER SPANS (SEE TWO 2" ULE 1 AL. PANGLES ) Y C1 CONNECTION TYPE REFERENCE L OR MAX. SPACING . /4-20 _. .. .._ �._ UT g ROT c2 CO ENCCTIOyR ANCHOR SCHEDULE FOR MAX. SPACING BUT DD NOT EXCEED 8 -1/2" SPACIN MACHINE BOLT W/ 7pM) O.C. (TYP., TOP EDGE DIST- C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAxX. ,SPACING OE DIST. EDGE DIST. OPTIONAL FASTENER LOCATION IN LIEU OF ANGLE SUPPORT STAGGER ANCHOR 1/4" CENTER TYPE ANCHOR SCHEDULE. FOR MAX. SPACING • 0 CEILIIV/INSIDE MOUNT SECTION SCALEa a 1' "0" —1/4" MAX. Z z..•.., •- C. . i'34 F -la .., Z a� to ,acw X Z. w EXISTING CONCRETE, MASONRY OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE, TYP. 2" x 2" x .050" ALUM. TUBE TYP, TOP & BOTTOM -- --1/4" T; f MAX. OaP & BOTTOM �!►� sc 7r C1 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX.. SPACING . EXISTING CONCRETE :MASONRY . DR WOOD STRUCTURE. SEE ANCHOR SCHEDULE, TYP. • EXISTING WOOD TRUSS OR RAFTER CT CONNECTION TYPE @ 24" MAX. O.C. REFERENCE ANCHOR. . EXISTING WOOD OR SCHEDULE FOR MAX. STUCCO FINISH SPACING MATERIAL TYP. TOP & BOTTOM . • CONT. - FOR LARGER SPANS E TWO 2" x 5" AL. ANGLES (SEE SCHEDULE 1 TYPE C) /8" MAX. BUILD -O MOUNT ECnoN SCA Ee 3" a 1 % -0" 7 „ 3" X1/2" _. 1/2" 11 CONT. TWO 1/4 -20 MACHINE• BOLTS ! �j W/ NUT OR 014 TEK SCREW @ 12" O.C. (TYP:, TOP & BOTTOM) SEE TABLE 2 qSS DDOR 9-3/16" MAC. ALT. ANGLE LEG DIRECTION. .REVERSED ANGLE LEG MAY BOTH ANGLESATYPE) OR FROM REFCER NICE AONCHOR ' SCHEDULE FDR MAX. SPACING BUT DO NOT. EXCEED 6" SPA NG up CONT. EMBED 4011 5/8" MAX. 11 CONT. 1/4 -20 MACHINE BOLT W/ NUT @I.5 12" O.C. (TYP., TOP & BOTTOM) ROLLER ASSEMBLY TYP: EVERY OTHER 5/8" 1/4" MAX:--1. • 1/2 ' MAXI Ct CONNECT ION TYPE - REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING BUT DO NOT EXCEED 8 -1/2" SPACING 5/8" MAX.• BUILD-OUT MOUNT SECTION, D SCALE! 3" o r_o 4" x 1/8" 6063 -T6 ALUM. CONTINUOUS PLATE W/ THREE 1/4 "1 WOOD LAG . _ - SCREWS.WITH 2- 3/4 "-. wi MINIMUM THREADED a- - PENETR. "T" IN WOOD mss-- EACH RAFTER OF TRUSS, =z• 24" O.C. MAX. WHERE F__14"" PLATE EXTENDS . a BEYOND LAST TRUSS; EXTEND PLATE TO NEXT TRUSS 1/4" MAX. 1/4" MAX.= # SMS O.C: 14 MAX. I(a1 N 24" BETWEEN TRUSSES. z av� cn tc 15 <51 ` SEE TABLE 2 r sn XEL/ Q tu0 w 1/4" 1/2." CONT. NOTE: - p MAYTBEUSEDNAT DETAIL OBU LLD"OUT MOUNT SECTION 1/2" C1 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING EMBED. z 4' 0m C3,- Q . ..s ¢w Eu w V! ' 1/4" MAX. ,A=la 1st MVO a 5 /8" MAX. EXISTING CONCRETE, MASONRY BUILD -OUT MOUNT SECTION ECALEr 3" to 1' -0" OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE,-TYP. C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING WOOD SOFFIT/ FLOOR MOUNT SECTION SCALE: 3" a r -0" A41ffeyet .e 11" th rei P azida = := r: r, Code a • :, 2.Od Maras C.fmtrt92 U 0 V J Knezevich P esionel En9h ecr P. arena Nn.: D .. .10983 JU 2005 c 0 0 0 co sA O 0 0 0 0 1 10/17/2002 Graft by . MCR VJK Orn+4>B U5 -4 nq. t2 ( sheet 3 of 7 A 10 - a 0 •a a 3 •0 U EXISTING STRUCTURE 5/8" MAX. • 2 "x3 "x1/4" 6463-T6 'ALUM: ANGLE rDETAILSt & g. • THREE- 1/.4 "0 THRU BOLTS. ALUM. BEAM SEE BEAM- ' SCHEDULE BELOW FOR . BEAM.DESCRIPTION & MAX. HORIZONTAL SPANS) • 1/4: -24..{{ �S.S. MACHINE SCREW 'BOLT OR ACCESS ALE AS U . SHOWN IN DETAIL TWO 3/8 "0 POWERS CALK -IN 9 3 -3/4" O.C. W/ 1 -1/4 MIN. EMBED. IN 3 KSI CONC. WITH 4 -1/2" MIN. EDGE ELC0CRETE FOUR EMBEDMENT S1-3/4" 2" EDGE DIST. IN EACH ANGLE DRILL 7/16-0 HOLE DRILL 5/16 "0 HOLE 1.13" ' 3.75" ALT. LEG DIRECTION •SEE TABLE 2 • • • ALUM. BEAM & SHUTTER SCHEDULE DESCRIPTION SHUEEAM SPTTAN R B SPAN 2" x 5" 5. -0., 9'_5•. Tw = .125'`. 8' -0" 8.-r... • Tf = .125" 10' -0" T -6" • • . 2" x 8" S` -0" 14' -0" Tw = .072 ". 8' -0" • 11' -6" . Tf =..224" 10' -0" 10' -4" 2„ x g.. 5' -O" • 15' -5" Tw = .072" • 8' -0" 12' -5" Tf = :224 10' -0" 11, -2" 1/4" MAX, +4� touor t W dz Ecr Lunccc La 0 1.12" SCALE .I 3 "= DRILL 5/16 "0 ' HOLE. . 1,00" 3.00" PLYWOOD AND. STUCCO FINISH .5/8" MAX.,,,-.• 3.00'" 3.00" 1.00" 0 {MAX, DESIGN LOAD it72 PSF) TOP SUPPORT BEAM DETAIS SCALE: 3" =r -0" • 150" 3.0" 2.50" 3.00" 11.00" • 3.00" . 2.50" 1/4 -20 S.S. MACHINE SCREW & NUT 841 12" O.C. PROVIDE 1 "0 ACCESS HOLE @ BACK SIDE FOR FASTENING TWO 1/4 "0 S.S. LAG SCREW IN�CENTERAOF STUDS /4" PE 1" x 3" x 1/8" DR - 1" x 4" x 1/8" 6063 -76 ALUM. TUBE (MAX. DESIGN LOAD* 72 PSF) WALL MONT SECTION - USING ALUM. TUBE, SCALE: 3" = 1 -0" NOTE: 1. USE BEAM SCHEAULE FOR • DETAILS AND J . 2. SHUTTER SPAN TO BE LIMITED TO THOSE SHOWN IN TABLE, SHEET S. 3. BEAM SPAN SHALL BE CONSIDERED AS THE DISTANCE FROM CLOF SUPPORT TO G OF SUPPORT. g • TWO 3/8 "0 POWERS -3 CALK -IN fp 3 -3/4" O.C. W/ 1 -1/4 MIN. EMBED. IN 3 KSI CONC. WITH 4 -1/2" MIN. ✓ EDGE DIST. OR FOUR 'o 1/4 "0 ELCO CRETE -FLE 3" O.C. W/ 1 -3/4" • EMSEDM. T I N & E2 A-H 2 / m t) i / ANGLE oifJ a X In trfX aF 4 OCCIA inFn 3/16 "0 POP-RIVET OR *12 TEK SCREW ANGLE DETAIL USING CRETE -FLEX ANCHOR SCALE : 3 "= 1'- 0" BEAM (SEE BEAM • SCHEDULE ABOVE FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1/4 -2{�0 S.S. MACHINE SCREW & Tw i" MIN ACCESS2HOLE IN BOTTOM OF ES BEAM OR USE THR BOLT AS 22 SHOWN IN DETAIL 50,t33TI ALUM. ANGLE THREE -1/4 "0 THRU BOLTS ALT. LEG DIRECTION PLYWOOD AND STUCCO FINISH 5/8" MAX. (MAX. DESIGN LOAD m 72 PS9 BOTTOM SUP?ORT BEAM DETAIL SCALE: 3" = 1' -0" 10 z 4. EXISTING CONCRETE, ASONRY OR WORD STRUCTURE. SEE ANCHOR SCHEDULE; TYP, • E. 0 5/8" MAX. C4 CONNECTION TYPE REFERENCE ANCHOR• SCHEDULE FOR MAX.. SPACING • 1/4" MAX. r zua SEE TABLE QR g OSOgOR 3/16"0 POP RIVET OR 4#12 TEK SCREW (a1 6" O.C. (TYP.) V J• Knezevich Pm essbnal Engineer. FL Lkense Nos PE 0010083 SSENTBLY C4 CONNECTION TYPE REFERENCE ANCHO SCHEDULE FOR MAX. SPACING -1/4 MAX. OPTIONAL LOCATION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING FOR WOOD PLATE USE 1/4 "0. S.S. LAG SCREW W/ 1 -3/4" PENETRATION. INTO WOOD PLATE @ 12" O.C. TWO 1/4 "0 S.S. LAG SCREW 24" 0.C. MAX: W/ 1 -3/4" PENETRATION IN CENTER OF STUDS 2" x 6" P.F. WOOD PLATE (MAX. DESIGN LOAD± 72 P$F) WALL MOUNT SECTION - USING x 6" P.T. WQODJLATE SCALE: 3" = r -o" . /16 °&.POP RIVE {d) 6"-0.C. (TY.PJ. 1/4" - MAX. OGE DIS'1 CEILING/INSIDE MOUNT SECTIO SCALE: 3" sa 1' -0" totapiyhag Willi iii NOA# 6 • tIriti i a Mind Mixt Coat* 10/17/2002 N07ED j•ulgeb K1 by 05 -412 sheet 4 of 7 1 in ��! DETAI i;- �:._Y &,� -I. oifJ a X In trfX aF 4 OCCIA inFn 3/16 "0 POP-RIVET OR *12 TEK SCREW ANGLE DETAIL USING CRETE -FLEX ANCHOR SCALE : 3 "= 1'- 0" BEAM (SEE BEAM • SCHEDULE ABOVE FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1/4 -2{�0 S.S. MACHINE SCREW & Tw i" MIN ACCESS2HOLE IN BOTTOM OF ES BEAM OR USE THR BOLT AS 22 SHOWN IN DETAIL 50,t33TI ALUM. ANGLE THREE -1/4 "0 THRU BOLTS ALT. LEG DIRECTION PLYWOOD AND STUCCO FINISH 5/8" MAX. (MAX. DESIGN LOAD m 72 PS9 BOTTOM SUP?ORT BEAM DETAIL SCALE: 3" = 1' -0" 10 z 4. EXISTING CONCRETE, ASONRY OR WORD STRUCTURE. SEE ANCHOR SCHEDULE; TYP, • E. 0 5/8" MAX. C4 CONNECTION TYPE REFERENCE ANCHOR• SCHEDULE FOR MAX.. SPACING • 1/4" MAX. r zua SEE TABLE QR g OSOgOR 3/16"0 POP RIVET OR 4#12 TEK SCREW (a1 6" O.C. (TYP.) V J• Knezevich Pm essbnal Engineer. FL Lkense Nos PE 0010083 SSENTBLY C4 CONNECTION TYPE REFERENCE ANCHO SCHEDULE FOR MAX. SPACING -1/4 MAX. OPTIONAL LOCATION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING FOR WOOD PLATE USE 1/4 "0. S.S. LAG SCREW W/ 1 -3/4" PENETRATION. INTO WOOD PLATE @ 12" O.C. TWO 1/4 "0 S.S. LAG SCREW 24" 0.C. MAX: W/ 1 -3/4" PENETRATION IN CENTER OF STUDS 2" x 6" P.F. WOOD PLATE (MAX. DESIGN LOAD± 72 P$F) WALL MOUNT SECTION - USING x 6" P.T. WQODJLATE SCALE: 3" = r -o" . /16 °&.POP RIVE {d) 6"-0.C. (TY.PJ. 1/4" - MAX. OGE DIS'1 CEILING/INSIDE MOUNT SECTIO SCALE: 3" sa 1' -0" totapiyhag Willi iii NOA# 6 • tIriti i a Mind Mixt Coat* 10/17/2002 N07ED j•ulgeb K1 by 05 -412 sheet 4 of 7 1 10/17/20021 MIN 0 FASTENER 24" O.C. (USE ANY ANCHOR IN ANCHOR SCHEDULE) 5n1�1.►� E 0 . 0 4110 x 1/2" GALVANIZED SMS .OR 3/16 "0 ALUM. POP RIVET• p 18 O.C. 1" X'1 "x.055' -1 "x2 "x.055"' 2 "x3 "x.05 &''2 "x4 "x.0t5''. OR2 "x5 "x.1215 " AL. ANGLE ®ALIT „OSUBE'DETAIL " MIN- 0 FASTENER A-NY ANCHOR IN ANCHOR SCHEDULE) 00 N 9 0 0 CS fic0 a Q •s c 4110 x 1/2" GALVANIZED SMS OR 3/16 "0 ALUM. POP RIVET @ 18" O.C.. 1" x 1" x'.055" i 1" x 2" x .055 2" R 2" x 5" x .125", AL. NGLES" ,ALT, CLOSURE DETAIL SCALE, 3" o i' -0" 1" x 2" x 1/8" ALUM. ANGLE • 3 #10 TEK SCREWS POP RIVETS (TYPM .2" x.2" x 1/8" ALUM. TUBE . 6063 -T6 ALLOY MAXIMUM ALLOWABLE SPAN SCHEDULE NEG. • •.DESIGN - LOAD .. .(F'SF) . YYPL A • ALL MOUNTING CONDITIONS E CEP flc (FT - IN) TYPE B ' DETAIL F( OR DETAIL 0 W/ SINGLE ANGLE REQUIRED M3,4'3(3./841 . (FT - IN) TYPE C DETAIL C DOUBLE ANGLE REQUIRED 3 -3/4" MAX. B.O. (FT - WI)• TYPE D DETAIL 0 MAX. 9'- 3/16" M B.O.' • • (FT'- IN) 30.0 •13 -1 '12 -•4 13 -1• 12-7' ' 38.0• 13 - 1 • 11 - 0 , 13 - 1 : 11 - 2 40.0 - 12 -11. 10 -8 • .12 -5 • 10- 11• . 48.0 12 -4. • 9 -9. . 10 -4. 10 -0 52.0 12 -1 9 -4 ••9 -7 9 -7 56.0. 11 -11 9 -0 • 9 -0 9 -3 61.5 11 -.7 .'8 -7' 8 -7 • 8 -1,0 63.3 11 -6 8 -6 6 -6' 8 -8 66.8 •• 10 -.11 • 8 -3 8 -3 8 -5' 67.5 •10 -9 8 -.3 8 -3 8 -'5 71.2 10 -3 • 8-0 • 8 -0 8 -2' 75.0 ' •9 -8 7 -8 7 -'8 . 8 - -0• 81.4 8-11 -7 -0• 7 -0 • 7 -4 86.8 8 -5 6 -7 6 -7 6 -10 •91.4 8 -0 6 -3. 6 -3 6 -6 100.0 ,' 7 -3 • 5 -9 5 -9 6 -0 110.0 6- 7 5- 2 ' 5- 2 5- 5 • 120.0 • 6 ' - 1 4 - 9 4 - 9 5 -0 130.0 5 -7 - 4• -5 . 4 -5 • 4 -7 140.0 5 -2'' 4 -1 4 -1 4 -3 150.0 4 -10 3 -10 3 -10 •4 -0. 160,0 ' 4- 6 3. - 7 3- 7 3- 9• 170.0 4 -3' 3 -4 •3 -4 3 -6 NOTES: #10 TEK SCREW OR 3/16 "0 • .1. REFERENCE APPROPRIATE COLUMN IN TABLE 1 BASED 0P4 ALUM. POP RIVET p 24" O.C. - MOUNTING CONDITION IN FIELD. (TYP.) . - . . TWO 1/4 "0 FASTENERS • 2. FOR DESIGN LOADS BETWEEN TABULATED V.ALUES, USE EACHD ANGLE FOR ANA ACCEPTABLE NEXT HIGHER LOAD'OR LINEAR INTERPOLATION MAY 8 ANCHOR) USED TO DETERMINE ALLOWABLE SPANS. 3. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. SHUTTER SPAN. 2 NOTE: EITHER CONDITION MAY BE. TYPICAL FOR EITHER SIDE CORNER C .OSURE DETAIL SCALE' 3 ". 1' -O" P 2" x 2" x .125" ALUM. ANGLE CONT. 1/4 -20 TRUSS HEAD. BOL.TS.& NUTS W/ LOCK WASHERS {tb 24" EXISTING. STRUCTURE HALF 0 USE MALE DR FEMALE AS REQUIRED .: ,ALT. ORNER CLOSURE DETAIL SCALE, 3" - 1' -0" • • • • • • 4. EW1'ER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. SHUTTER SEPARATION FROM GLASS. MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET 5) 0.062" THICK RECESSED SILL 3105 -H32 OR 6063 -T6(�ALUM. CONCRETE) BELOW 1 -1/4" 1/4'° MAX. • MINIMUM SHUTTER SEPARATION FROM GLASS (IN) POSITIVE DESIGN LOAD {W} • {PSFj ACTUAL SPAN (F.T. - -IN) MINIMUM SEPARATION FROM GLASS • FOR INSTALLATIONS LESS THAN. OR EQUAL T0.30' ABOVE-GRADE .1 , (INCHES) ._ EPARATION FROM GLASS FOR INSTALLATIONS GREATER THAN . 30' ABOVE 'GRADE • • .' (INCHES) 30.0 • 5 - 0 2 -7/8 • . 1 -1/2 . 7 - 0 - . ' 2 -7/8 • 1 -5/8 8 - 0 2 -7/8 ' 1 -5/8 11 - 0 3 ' 2 -1/8: 13 - 1 3-3/4* 2 -3/4 40.0 5 - 0 . • 2 -7/8 • 1 -1/2 . 7 -.0 • 2 -7/8 •1 -5/8 8 - 0.. 2 -7/8 • . 1 -5/8 11 -0 3 • .2 -1/4 12 - 11 3 -3/4 • • 3 - 50.0 . . 5 -' 0 . 2 -7/8 '' . ' '1 -1/2 7 - 0 . -2 -7/8 1 -5/8 • 8 - 0 2 -7/8 ' 1 -3/4 - '11 -0 ' 3 ' 2 -1/2' :12 -2 3 -3/4. . 3 • . 60.0: 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -5/8 8 - 0 ' 2 -7/8 • 1 -3/4 11 - 0 3 . 1 -3/4' - .11 - 8 3 -3/4 . . ' 3 70.0. 5 - 0 2 -7/8 1 -1/2. 7 - 0 2 -7/8 1 -5/8 8 - 0 2 -7/8 - 1 -7/8 9.- 6 3 2 -1/4 10 - 4 3 2 -5/8 80.0 . 5 - 0 . 2 -7/8' 1 -1/2 7 '- 0 2 -7/8 1 -3/4 8 - 0 2 -7/8 • 1 -7/8 11 - 0 3 -1/8 • 3 -1/8 • '12 -1 4 ' 4 90.0 5 - 0 2 -7/8 •. 1 -1/2 7 - 0 2 -7/8 1 -3/4 8 - 0 2 -7/8 2 11 0 3 -3/8 3 -3/8 . 11 ;.- 6 3 -7/8. 4 5 - 0 2 -7/8 1 -1/2 • 7 - 0' 2 -7/8 1-3/4.. .100.0 . 5 - 0 2 -7/8 2 . 9 -0. 3 2 -3/4 10 -3 3 3 EXISTING STRUCTURE MIN. 3,000 PSI CONCRETE CONCRETE FASTENER p 8" 0.C. -*ANY SCHEDULED FASTENER' IS ACCEPTABLE ALTERNATE FLOOR MOUNT DETAII, SCALE: 3" te . w . .S • f p2 Mid MI6 rrOduct.Control V j..Kn.ezevich Pmiassbna7 Engineer R Winn NA: ?..:,:10983 2005 0 C1 0 o0 0 0 0 Z tAS P4OT 0 r47. `'IX idn'n MCR� 05-412 [.sheet 5 of 7 j • - ANCHOR TYPE LOAD cwt P,S.F. MAX. (SEE NOTE 1) 45.0 :�dtf;i' it lllil{lH{UI{tti > S7 .o . 1/4 "4 ITW TAPCDN w/ 73.0 • 1 -V4" MIN EMBEDMENT 1t {N0N.3,100 P.Sd. GONCifE,E, 170 • �i' • • �1J� :� 4 •. 5 1/4 "0 POWERS CALK -IN 7; * W/ 7 /e" EMBEDMENT & 1/4 -20 STAINLESS 10 ELCO MALE/ STEEL MACHINE SCREW U N. ua0 PSa 17 4a 1/4 "+s POWERS. 73 • ZAMAC NAIL -IN W/ 1- 1/8 ".. 10! MIN..EMBEOMENT . MN. 3 000.PSd. CONGloTE) 17C cepe';ala.;,nvre.;".;;u. 45 `I2l:;;Rn;tr,.e;1` 57, FEMALEt"PANELMATE" W/ 73, 1 -1/4 MIN. EMBEDMENT 8 1/4-20 MACHINE • . 105 SCREW WITH NUT ChQI1. s soa P.E.I. commis 170, i� -' � iiititiu�tuiimiir�> 45. 71�Fau �pii +udiisimt • 57.1 1//�4" ACOOE TEXTRON 73.t • WI 1-3/4" EA ED • 185.' CMIN. s am P.S,I, CONCRETE) 170.1 45.Q 1/4 "eti W/ CRETE FLEX 57.0 W 1 -3/4" MIN. • 73.0 EMBEDMENT 105,0 (M8 .3,350 PS.L.CQNCft6TIO 170.0 ANCHOR SCHEDULE . FASTENER MAXIMUM SPAGING.(INQ• ES) REQUIRED FOR VARIOUS DESIGN WADS AND SPANS . MIN. 2" EDGE DISTANCE '' • SPANS UP To (SEE NOTE 1) CONNECTION TYPE (SEE NOTE 3) C1 C2IC3 C4 C5 SPANS UP TO (SEE NOTE 1) CONNECTION TYPE (SEE NOTE 3) C1 C2 C3 C4 C5 12 ' 12 i©NO =UUMUM©OODU®5 3 0U©� ® 12 10 ©E ©© ® ®MQ® OMUMM c ®©UUMOU �n®BOOMMU �©®mOURBOuuMMU B 12 MO 14.6 12 12 ®©©M® MUMMUM®®MUMMMEMOMMEQU© 11 12 • 12 ®�© 10 10 MOODUM ©UUMP®M®EI®m ® ®Q UM /fir U © ® ©�i ��U�I iii% i+� / /UII�/Of,! � 1< r p �� 0 / /. %D/ /fit / /,� /O//:n>!nn%U%' ©�i'! ©� ©�Q��, / /.L'!� 1�/%©% 12 12 12 12 �D®��Q��iiii ®m�MO® ®U� ®U®0� U®O� ®®©R MO®UC� E M�® 12 10 OM®© 12 1Z mm,m m�mm11 ®®M 10 NlliUTIM® 12 12 71 ® ®ID ®M' ®10 ©p 6 5 UO �O© MOU 12.4 ®13 M®® 12 8 0 1110 ' DDDfl�0fl M�0U � © ©Q�� ©�ii�® 12 4 ID ®�� ®��Q ®�® ® ®QUMQ�� ®M® ®MUM�MU 12 10 an om 7 �I ©® u 12 4 ®oommo®po unou mennommenumpunumnumonounomenmunpumnsun �® i 12 ©©m l2 10 10 , 9 - ��mn©mm . SPANS UP TO (SEE NOTE 1) CONNECTION TYPE (SEE NOTE 3) . C1IC2 C3 C4 C5 SPANS UP TO {SEE NOTE 1) CONNECTION TYP • (SEE NOTE 3) ' C1 C2 C3 y C4 CS 10 SPANS UP TO (SEE NOTE 1 CONNECTION TYPE (SEE NOTE.3) .. C1 C2IC3 •C4 C5 MIN. 3' EDGE DISTANCE SPANS UP TO • •B• -0,. (SEE NOTE 1) .CONNECTION TYPE (SEE NOTE 3) C1 C2 C3 C4 CS 10 SPANS UP TO . • 9' -0" • '(SEE NOTE) • CONNECTION TYPE (SEE NOTE 3) Cl C2' C3 C4 CS SPANS UP TO 13' -1" (SEE NOTE 1) CONNECTION TYP (SEE NOTE 3) C1 'C2 C3 C4 C5 �ro ©iEro �iQOM® ANCHOR SCHEDULE FASTENER MAXIMUM SPACING (INCHES) REQUIRES? FOR VARIOUS DEMON LOADS AND SPANS MIN. 3/4' EDGE DISTANCE SPANS U ANCHOR TYPE LOAD (w) P.S.P. MAX. (SEE NOTE 1) 6=mm 111111 ts> 1/4 "0 WOOD LAG W/ 1 -3/4" MIN. THREAD PENETRATION SHEAR PARALLEL OR PERP, TO WOOD GRAIN 45.0 5'7.0 73:0 105.0 170.0 SPANS UP TO 5' -8., GSEE NOTE 1) CONNECTION .TYPE (SEE NOTE 3) C1IC2 C3 C4 C5 12 12 '12 9 7 MIME 12;12 8,3 7 5 P TO (SEE NOTE 1) CONNECTION TYPE (SEE NOTE 3) ClIC2 C31C4 C5 12 12 12 6 5 SPANS UP TO SPANS UP TO 9'_33 73.-1 - (SEE NOTE 1) (SEE NOTE 1) CONNECTION TYPE (SEE NOTE 3): . C1IC2 C3:C4 CS 12 .12 12 5 4 CONNECTION TYPE (SEE NOTE 3) CiIC2 C3 C4 C5 12 9 9 5 4 5.4 EIMMMUSIMMMOMIIIM ENO EIGEMMIO MUM ©EMMBIB ®MIN Mai EIMI �13©© 12 9 '9 5,4 12 5 12 12.5 EE PAGE 7 FOR ANCHOR NO%S A� ss esuPlyt <v caII3s Florid* Cad + Date r3 200.. NOAH ti «c)1.1- p 14iI '.. a Product Control DE4•Es f a VJ. Knezevich Professional fngineer FL L1cenaa Noa PE .. 0983 I^ 2005 ililit �: 10/17/2002] IM NOTED Jt" MCR l `ev^ VIX [checker byvod 05 tlrarrLg ro . —41{2 Lsheet .6 of 7 J ANCHOR SCHEDULE • . . FASTENER MA7DMUM SPACING UNDIES) NQUIREO FOR VARIOUS DESIGN LOADS AND SPANS 1 . • ' ANCHOR TYPE . • . LOAD {W) P.S.F. MAX. (SEE NOTE 1) • . • . . , MIN. 21 EDGE DISTANCE • * . . MIN. 3° EDGE DISTANCE . • . SPANS UP TO - • 5' -8" • .. . (SEE NOTE 1) • SPANS •UP TD '. 810,. (SEE NOTE 1) . SPANS UP-TO �._0.. •(SEE mil) SPANS UP TO 13' -1 "• (SEE NOTE 1) • • C5 SPANS • CONNECTION.TYPE Cl 5._8,. (SEE (SEE C2 UP NOTE NOTE C3 TO . 1) 3) •• C4 C5 SPANS CONNECTION Cl 8' (SEE (SEE C2 UP -0" NOTE NOTE C3 TO • • 1) TYPE 3) C4 • - . • • C5 • •SPANS CONNECTION C1 9' (SEE (SE1? C2 UP -0" NOTE) NOTE C3 TO TYPE 3) C4 : • C5 SPANS • CONNECTION C1 UP TO 11_1" (SEE NOTE 1)• TYPE (SEE NOTE 3) C2 C3 Y4 . C5 CONNECTION • C1 (SEE C2 TYPE NOTE 3) C3 C4 CS CONNECTION Cl (SEE C2 TYPE MOTE 3) C3 C4 C5 CONNECTION • Cl (SEE C2 TYPE NOTE 3) C3 e4 CS CONNECTION (SEE ci c2 NOTE C3.C4 TYP- 3) . 8 1111{11t11ttS11111111111V161 45.0 IMO 4UU93 Un %i 5 nom` M12 12 12El 5 10n10.03 9 �®� n3 57.0 0 18 8 7 7 �a',13�� 'nO ,PIe 11. 11 ®- 4 B En=�©u 3 3. iW►F I.0 4 3 .011/40111 II / I ��i[ii v / 3 %� // i El 11,4^ MIN. EMBEDMENT 73.0 ® ®j5/ rWI % /,,i�w1 erf,Id�II�I��`I SOU 105.0 '%d 3 riar'aI f ®'irga� %I'Ai51 6 .3 pir 5 �Ii/ r�e ` � 5 I �� 12 ►%IIGiIAMAM� 12 170.0 45.0 ©0115i/J�i11T 1 12 I 12. a 5 11. 910E 11 11 i ®©' 4 10. %I/1VJECIZIGINEETA 10 I 10 4 3 •7 3 3 � 3 m 12 12 12 Q 5 BM 12 8 /JEI./: nO • • ' 'R 1 m . 1Jr� "W PpWERS CALK -IN W/ 7 /ES" EMBEDMENT • STEEL. MA STAINLESS SCREW • 57.0 12 12 6 :4 9 9 9 4 i 8 9mof Nn��I/ 5 // !�%�%I /d�%-12 ® 12 12 9 5 11. ® 11 6 n 10 •8 9 7 24 e 73.0 10 10 10 7 4 � 12 12 7 4 9 noon s I 4 n I/.0 MUM 7 War 135.0 � � %�/��iil'IIA r �� 5'r� �� /a �� %IU• �U� // %/- 44.4 : � : 170.0 45,0 B 0 12 U "rdrAUF 12 a TA��;.ASS0.�01� ©8 8. MESS EI 5. n 5 7 I /%I �id iilE 5 0reWA.<iL ��D 10 r A 10 4 9 7 W n U 9 An anu0aNan% 3. iiOU An,a eNVAI ./argl 3 6 4 4 nQ 6 rd7 ga%I lar' x, 3 Or 3 'AMR J ei • • 57.0 U9 903 0604,1 6 •4 3 PI O= . V4" POWERS. NAIL-iN W/ 1-1/8" •. MIN. EMBEDMENT �� 73.0 7 7 r7 f 12 r 0//1'.�T 9 I M 5 12 3 r in '� 12 11010001M �emie��E r r5 I r . 4'0I4!/�,40002 8 4 ' r mord s A a 5 12 B 8 '5 165.0 is 4' 12 /IC�iiscommutanionensa r 12 3 12 3 r" in 10 S n 4 ® 12 �s �r /igEll4 -12 /AQG�'u211 12 7 • 4 I 12 iliac 12 ESE O 170 0 45.0 mina 4 4 SUM %I E OF 1/4 "0 ELCD MALE/ FEMALE "PANELMATE" W/ 1 -1/4 MIN. EMBEDMENT $ 1/4 -20 MACHIN£ SCREW WITHNUT 57.0 12 12 12 .7 ©10 10 10 S 3 M© 4 O fl 3 , 12 m 12.8 5 10 10 10 5 Is .7 O 5 73.0 105'.0 11 11. ® • ann.e 3 3 ' 6 . `oi 3 /Iff.7lm 12 6 4 ani� ;00 6 EN 4• 3 3 �,�� i 3 �/��L//I� /�'//i� r 8 4 6 " r 3 2eir W�'� a 0:10.9;0110 4 9 ` AYAfir 8 MU 5 3 © �n,� 170.0 45.0 Q%�.I.EIGU 12 /�///,��y 12. 12 10 ,r�/.�� .5 11 �/��'� CS Enna 3 21315 /'��i�I��I�� /t1<i%�Y21I1 10 10 10 6 3 7 3 3 3 %dQ n0 12 / /.%J mop 3 iII�'�© 12 12 12 9 / /�I�/ 0 12 12 12 3 8 57.0 ®� 12 noun 9. 5. 6 7 5 n 3 j 12 12 10 5 11 11 11 7 4 10 8 9 b 3 73.0 10 10 10 . 7 Q a� %L .��, "�e� /� 5 il�. 3 ��"'�J Jre'� ` 12 8 5 4 5 7 12 M ®�n�n��fii /I 12 8 3 12.Houner QOMB 4 Eur 1 % . na /� 7 MOUE 7..r KEW 7 and H FL NGE TAPC4N/ - ko TAPCON 145.0 7 I/.' 5 4 4 ©�QI/.�I �// �� 1� •' - . WJ 1 -1/4 EMBED 170.0 45.0 5 ►3 '-� ��r rI�i0Z 0.12 12 12 �r� 10 5 Dan 5 VAril0 9 9 5 .ELL!! 0 / %�®rUI�:, 10 10 10 NB 8 6 r 3 WOg6' 7 3 3 E / / . 5 '� %/EI 12 12 12 12 12 10 I1. 0 5 ©t/J/ 12 m 12 11 /, 12 11. 9 7 57.0 - 114 "�F iCi�JF( �jFLEX EMBEDME T `• 73.0 105.0 10 10 10 6 4 3 n,nll'og®'/iag% 12 12 �M 4 B 5 . ©pp 7 ©n II�Z I� A 7 r� 3' gWY1l/,in 3 %i® %OUVA.i YA % 8 ! r ./UT #F!�r 3 7 ai' 170.0 5 %rI ©% /iiI/% Iii %/Qr;/IQr lfiil� t /. ITGU%fr`n% I UN ANCHOR NOTES: 1. =ABE STESPS O SECILONUSBSED L LOADS TORRM SHOWN AN SPECIFIC ADS MUST BE LIMITED 1 Q THOSE SHOINNIN TABLE 1, PAGE 1 2. ANCHOR TYPE AND EDGE D(STANCE. SELECT EXISTING LOAD GREATER MATERIAL, OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL 70 SHUTTER SPAN. 3. EXISTING NSTRUCTURE NO CHEDULE FOR PROPER ANCHOR TYPE BASEDDON TYPENOF SECTION DETAILS FOR IDENTIFICA'IONIOF CONNECTION CONNECTION TYPE.. SEE MOUNTING 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. VELD FRT FTERS ErNTADETDFRNARY. I R YTHAASNE FRAMING,. WOOD FRAMING WO AM G MEMBERS. NOT PLYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. . 7. WHERE LAG SCREWS PAST N TO NARROW FACE OF STUD FRAMING FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2" x 4" (MIN.) WOOD STUD. 3/4'1 EDGE DISTANCE I5 ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE SOUTHERN PINE" G =0.5S OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. • 8, MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS tN HBASE EAD ANCHOR {SIDEWALK AND B MAY OLT., U.O HAV.N. E EITHER A PAN HEAD, TRUSS HEAD, OR WAFER 9. DESIGNATES.NCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 10. * DESIGNATES ANCHORS WHICH ARE REMOVABLE 8Y REMOVING MACHINE SCREW, NUT OR WASHERED WINGNUT, 11. FOR BUILD -OUT MOUNT SECTION ANCHOR SPACING SHALL NOT EXCEED • 8. -1/2" O.C. 12. FOR BUILD -OUT MOUNT SECTION ® ANCHOR SPACING SHALL NOT EXCEED .6" D.C. Append and wap> ths Meal Date .0 J' J gz iP 8 U V J Knezevich Professbnal Engineer Fl License NJ 10983 diel 2005 ENSURE MIN F inn 50708024584 -1 10/17/2002 SA$ NOTEp tars-v..4VIK 1 (drawn tat , Ibbbaeti I • vIK.1 05-412 { sheet 7 of 7 '