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WS-10-1339Inspection Number: INSP - 149210 Scheduled Inspection Date: November 10, 2010 Inspector: Bruhn, Norman Owner: HOLDINGS, LLC, JAVIN Job Address: 131 NE 97 Street Project <NONE> Contractor: ESR FLORIDA CONSTRUCTION INC Building Department Comments WINOWS & DOORS REPLACEMENT 21 OPENINGS Passe Failed Correction Needed November 09, 2010 Miami Shores, FL Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspector Comments For Inspections please call: (305)762 -4949 Permit Number: WS -7 -10 -1339 Permit Type: Windows /Shutters Inspection Type: Final Work Classification: Window /Door Replacement Phone Number Parcel Number 1132060132470 Phone: (305)812 -2716 Page 6 of 23 7 01t 0 q\ h t \ BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING ROOFING Owner's Name (Fee Simple Titleholder) Owner's Address City It AM( Tenant/Lessee Name Email p., JJ Job Address (where the work is being done) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 State Zip Master Permit No Phone # City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Value of Work For this Permit $ )G000 Submittal Fee $ Notary $ Scanning $ Double Fee $ Permit Fee $ Training /Education Fee $ Permit No. Square / Linear Footage Of Work: Type of Work: ❑Ad i DAlteration ❑New ❑ Repair /Repl Describe Work: l01rE �►�!'�„�J'r�L �s JU 2� 2 2010 V Phone # C 3 331 Flood Zone Contractor's Company Name Z / , ' p Y � /� l`' QJ5f " - --1- � Phone #�� `� � � Z-- ,_ �- � / !® Contractor's Address 17. B j( i J d L0 2 City O A c L State r Zip Qualifier Name f-� / l c w b Phone # State Certificate or Registration No. c, c C 66 Certificate of Competency No. Contact Pho b g `"a 7 / L E -mail Architect /Engineer's Name (if applicable) A� ��� �j� I �, Phone # ' ( C� ?3'3 ******* * * * * * * * * * * * * * * * * * ** ** * * * * * * * * ** Fees************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CCF $ CO /CC $ Technology Fee $ Radon $ DPBR $ Bond $ Violation date: - Structural Review. $ Total Fee Now Due $ e 5 L A . �Q See Reverse side -÷ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature G F1 1 "Owner or Agent The foregoing ins t ent was acknowledged b f o r e ,, m e d a y o ,20 6,b})QtT ) � J wh is persona Tay known to me or who has produced - who i (__ As identification and wh NOTARY PUBLIC: ./1 S ,. %,I u Io. Print: NOTARY PtmLIC S'r Tr OF ," , r ,t . My Commissio 3172233• °cr. I 2a 12 . m glintu , Sign: Print: N( Y�[JBLTC -STATE OF o• y., c1 »ion; Corat,rs;ito 02VR - C ' t2. 2.r 2 .. DODD A7LArriICIAWDAtiv Mc. ***************************************************************************** * * * * * * * *** * * * * * * * * * * * * ** * * * * * ** APPROVED BY (Revised 07 /10 /07)(Revised 06/10/2009) Plans Examiner Engineer Signature Contractor The foregoing instrument was acknowled ed before me this day ofc - 20/0 , by� Mara& O m ersonally known NOTARY PUBLIC: me or who has produced entification and who did take an oath. Zoning Clerk checked NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION �� /� PERMIT NO. TAX FOLIO N 49 �/,G! v STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. `` O Space above reserved for use of recording office 1. Legal description of property and street/address: 1 & IQ 2 D � ! >4 of improvement: - ./yrizaarzum EJrxi. 5. Surety: (Payment bond required by owner from contractor, if any) 3. Owner(s) name and address: Interest in property: Name and address of fee simp e tits 4, ctor's r address and hone number Name, address and phone number. Amount of bond $ Signature(s) of Owne o Owner( on Prepared By Print Name Title /Office STATE OF FLORIDA COUNTY OF MIAMI-DADE foregoing in n�t w acknowledged before me this 45 1 day of (.�i U r By v1t -I1c"...$ ❑ Individually, or ❑ as for ❑ Personally known, or ❑ produced the following type of 1 ntiflcatl 13y ,� c�»1•-► • 129.0142 PAGE, 9/10 Signature of Notary P ub Print N (SEAL) Officer/Director/Partner /Man Prepared Print Nam S Title /Office VERIFICATION PURSUANT TO SECTION 92.525. FLORIDA STATUTES Under penalties of perjury, l declare that I have read the foregoing and that the facts stated in it are true, to the best of my knowledge and belief. if igna cl o Owner(s) or Owner(s)'s Authorized Officer /Director /Partner/M By 1 111111 1 1111111111111111111111111111 11 1111111 eF 17210 1L ORO5? X33 OR Bk 27397 Ps 3651; (113s) RECORDED OS124/2010 13 :22 :25 HARVEY RUVINI CLERK OF COURT ttIAfI -DADE COUNTY' FLORIDA LAST PAGE Irn ee c R J K K, , of Circa: and County Courts D.C. (b5)1? -7/1 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon w om notices or other documents may be served as provided by Section 713.13(1Xa)7., Florida Statutes, Name, address and phone number. 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name, add d phon bar: / rr-- / S tr NL 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) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. - Ot NOTa IrYU$ln •STATE OPYLO au. a . ,tirr; a sit �.' , f I I, oat 1 STATE llUAW NTI R te % a ' i$ o3tte I HEREBY CERTIFY y A D 20 l® HAR Y - , r By ♦ , 41,7 DESIGN WIND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 48.5 - 50.4 -82.2 � E Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) = KNEZEVICH ASSOCIATES Client ESR FLORIDA CONSTRUCTION, INC. CONSULTING ENGINEERS Project Name: Tel: 954.821.6933 Fax: 954.452.7960 Address: 131 NE 97th Street Miami Shores, FL 33138 C:1KA CIients\Ed o Ri o-ESRiSite Specific Wind LoadsASCE7- 05Lessthari80ttComponentWaf KA 43.5 x 51.5 windww1.3da]A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = Rise112" of Run = Rf Slope (deg) = Smallest Side of Bldg. = internal Pressure, GCpi = Topographic Factor, Kzt= Directionality Factor, Kd = DESIGN WIND LOADS 43.58 x 51.5 SH Window - ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 14.04 1.00 0.85 1.0 -1.1 -1.4 q= 0.00256 *K *K„ *K *J *V p = q(GC - GC, BUILDINGS LESS THAN OR EQUAL TO 80 FEET m.p.h. (3 sec peak gust) Enter B, C, or D Non-essential facllifies=l.0; Assembly /essential facilities:4.15 sq.ft. (10 sq ft or less provides max loads) fL Inch 8e.=10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase in allowable stress 1. Wind loads are determined In accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 fL Contractor shall verify mean roof height In field and notify Engineer if higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 48.5 psf Positive -50.4 psf Negative - interior 42.2 psf Negative-End 4. This document shall be used for determination of wind loads only. Component Installations shall be In accordance with component design drawings. Component installations at any elevation below roof are acceptable. 5. End zones for this Installation are those areas within 4.5 feet of the exterior corners of this building. 6. This document shall be valid only when there appears an original signature, date and embossed V. J. Knezevich, P.E. .E. FL License #10983 FL COA 27989 DESIGN WIND LOADS (PSF) 146.0 MPH Exposure C MEAN ROOF HEIGHT (FI) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (6) 16 46.5 -50.4 -62.2 C:\KA Cfents\Ed RlcmlR(¢o Specific Wind Loadss(ASCE7 etWall_KA 37 x 50.625 windowAs)A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = Riae112" of Run = Rf Slope (deg) = Smallest Side of Bldg. = Internal Pressure, GCp1= Topographic Factor, Kzt = Directionality Factor, Kd = Positive GCp 4,5 = Negative GCp (4) _ Negative GCp (5) = KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 DESIGN WIND LOADS 37 x 50.625 SH Window -4- ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 1.00 6.5 15.0 3.00 14.04 45.0 0.18 1.00 0.85 1.0 -1.1 -1.4 q =0.00256* •K � sI•V p= q(GC - GC, ) BUILDINGS LESS THAN OR EQUAL TO 60 FEET client ESR FLORIDA CONSTRUCTION, INC. Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 m.p.h. (3 sec peak gust) Enter B, C, or D Non- essential faciliUes=1.0; Assembly /essential facilitle1.15 sq.ft (10sq ft or less provides max loads) ft. Inch 8e= 10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE Toad factors, 1.00 for rectilinear structures and ASCE Toad factors with 33% Increase In allowable stress 1. Wind loads are determined in accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height In field and notify Engineer H higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 48.5 psf Positive -504 psf Negative- Interior -62.2 psf Negative -End 4. This document shall be used for determination of wind loads only. Component Installations shall be in accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this installation are those areas within 4.5 feet of the exterior comers of this building. 8. This document shall be valid only when there appears an original signature, date and embossed sea V. J. Knezevlch, P.E. 23 -Jul -2 V. John FL License #10083 r. nn• ...r nnn DESIGN WIND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 48.5 - 50.4 -62.2 Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) = KNEZEVICH ASSOCIATES client ESR FLORIDA CONSTRUCTION, INC. CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 C:\KA Cllents\Ed Ri¢olRiczo-ESRlSite Specific wind Lo adsl[ASCE7-05LessthantiOftCornponentWall KA 27.625 x 52.5 WIndo ada]A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = Rise /12" of Run = Rf Slope (deg) _ Smallest Side of Bldg. = Internal Pressure, GCpi = Topographic Factor, Kzt = Directionality Factor, Kd = DESIGN WIND LOADS 27.625 x 52.5 SH Window - ASCE 7 -05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 45.0 0.18 q= 0.00256• K *'K, *K *J*'V p = q(GC — GC,) BUILDINGS LESS THAN OR EQUAL TO 60 FEET m.p.h. (3 sec peak gust) Enter B, C, or D Non - essential faciiltles=1.0; Aasemblylessential facilities=1.15 soft. (10 so ft or less provides max loads) ft. Inch 0< =10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase In allowable stress 1. Wind loads are determined in accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height in field and notify Engineer H higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 46.5 psf Positive -50.4 psf Negative - Interior -62.2 psf Negative -End Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 4. This document shall be used for determination of wind loads only. Component installations shall be in accordance with component design drawings. Component installations at any elevation below roof are acceptable. 5. End zones for this installation are those areas within 4.5 feet of the exterior comers of this building 5. This document shall be valid only when there appears an original signature, date and embossed V. J. Knezevich, P.E. 23-Jul V. John , P.E. FL License #10883 Knezevich Associates FL COA 27989 DESIGN WIND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int. Zone (4) NEGATIVE End Zone (5) 15 48.5 -50.4 -52.2 KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 C: KA Clients\Ed RI oWczo-ESRISfte Specific Wind Loads\[ ASCE7-05Leesthart8OftComponentWall_KA 37 x 38.375 windowidsJA Basic Wind Speed, V = Exposure Category = Importance Factor, 1= Effective Wind Area = Mean Roof Height = Rise/12" of Run = Rf Slope (deg) = Smallest Side of Bldg. _ Internal Pressure, GCp1= Topographic Factor, Kzt = Directionality Factor, Kd = Positive GCp 4,5 = Negative GCp (4) _ Negative GCp (5) = DESIGN WIND LOADS 37 x 38.375 SH Window - ASCE 7 -05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES q= 0.00256 * K Z *K *K *J *V p =q(GC -GC client ESR FLORIDA CONSTRUCTION, INC. Protect Name: Address: 131 NE 97th Street Miami Shores, FL 33138 1 m.p.h. (3 sec peak gust) C Enter B, C, or D Non-essential facllitles =1.0; Assembly /essential facilitle =1.15 sq.ft (10 so ft or less provides max loads) ft. Inch 14.04 Oc= 10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase In allowable stress [WNW 1.00 tiiir 4.8 15.0 3.00 45.0 0.18 BUILDINGS LESS THAN OR EQUAL TO 80 FEET 1. Wind loads are determined in accordance with ASCE 7 -05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height In field and notify Engineer if higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 48.5 psf Positive -50.4 psf Negative - Interior -02.2 psf Negative -End 4. This document shall be used for determination of wind loads only. Component Installations shall be In accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this Installation are those areas within 4.5 feet of the exterior comers of this building. 6. This document shall be valid only when there appears an original signature, date and embossed V. J. Knezevich, P.E. -2010 23-Ju V. Jo Kn ch, P.E. FL License #10983 fates FL COA 27989 DESIGN WIND LOADS (PSF) 146.0 MPH Exposure C MEAN ROOF HEIGHT (F1) POSITIVE Zone 4 & 8 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 48.5 -50.4 -62.2 C:1KA Ctents Ed Ri¢OUticzo Specific Wind Loads ( ASCE7 O5Lessthan8OftComponentWal1 KA 47.875 x 48.825 wi doWJdS1A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area _ Mean Roof Height = Rise112" of Run = Rf Slope (deg) _ Smallest Side of Bldg. = Internal Pressure, GCpi = Topographic Factor, Kzt = Directionality Factor, Kd = Positive GCp 4,8 = Negative GCp (4) = Negative GCp (5) = KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 DESIGN WIND LOADS 47.875 x 48.625 SH Window -9- ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 1.00 8.1 15.0 3.00 14.04 8.88'f=_' 1.0 -1.1 -1.4 q= 0.00256 * K Z *K,,, *K l*V Gc) BUILDINGS LESS THAN OR EQUAL TO 80 FEET 48.5 pet Positive -50.4 psi Negative - Interior -62.2 psf Negative -End Client ESR FLORIDA CONSTRUCTION, INC. Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 m.p.h. (3 sec peak gust) Enter 8, C, or D Non - essential facilWea=1.0; Assembly/essential facilitie1.15 sq ft (10 sq ft or less provides max loads) ft Inch IX= 10 reduces load, > 10 provides max load feet 0.18 for enclose! structures, 0.55 for partially enclosed structures All openings to have approved stone shutters or impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase in allowable stress 1. Wind loads are determined in accordance with ASCE 7 -05. 2. Wind Toad calculations are based upon a mean roof height 0115 ft. Contractor shall verify mean roof height In field and notify Engineer if higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 4. This document shall be used for determination of wind loads only. Component installations shall be in accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this installation are those areas within 4.5 feet of the exterior comers of this building. 8. This document shall be valid only when there appears an original signature, date and embossed seal V. J. Knezevich, P.E. 23-Jul-2 V. John Knezevic P.E. FL License 910983 FL COA 27989 DESIGN WIND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (F7) POSITIVE Zone 4 & 5 NEGATIVE int Zone (4) NEGATIVE End Zone (5) 15 48.5 -50.4 42.2 C:\KA CIlentssEd Rlcao\Riczo Specific Wind Loads \ASCE7 KA 37 x 48.625 windowv.xAA Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = Rise/12" of Run = Rf Slope (deg) _ Smallest Side of Bldg. = Internal Pressure, GCpI Topographic Factor, Kzt = Directionality Factor, Kd = Positive GCp 4,5 = Negative GCp (4) _ Negative GCp (5) _ KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 DESIGN WIND LOADS 37 x 48.625 SH Window -12- ASCE 7.05 DESIGN WIND LOADS COMPONENTS 8 CLADDING VERTICAL SURFACES C 1.00 etek 6.2 15.0 3.00 M 14.04 45.0 0.18 q= 0.00256 *K *K,,*K *I *V p= q(GC -GC,, BUILDINGS LESS THAN OR EQUAL TO 60 FEET m.p.h. (3 sec peak gust) Enter B, C, or D Non - essential facliities=1.0; Assembly /essential facllitie1.15 sq.ft: (10 sq ft or less provides max loads) ft. Inch 0=10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% increase in allowable stress 1. Wind loads are determined in accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height In field and notify Engineer if higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 46.5 psf Positive -50.4 psf Negative - interior 42.2 psf Negative -End Client ESR FLORIDA CONSTRUCTION, INC. Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 4. This document shall be used for determination of wind loads only. Component installations shall be In accordance with component design drawings. Component installations at any elevation below roof are acceptable. 6. End zones for this installation are those areas within 4.5 feet of the exterior comers of this building. 6. This document shall be valid only when there appears an original signature, date and embossed V. J. Knezevich, P.E. 23-Ju1 -201 V. John Knezevich ates FL COA 27989 DESIGN WiND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 45.5 - 50.4 -82.2 KNEZEVICH ASSOCIATES Client ESR FLORIDA CONSTRUCTION, INC. CONSULTING ENGINEERS Project Name: Tel: 954.821.6933 Fax: 954.452.7960 Address: 131 NE 97th Street Miami Shores, FL 33138 C:1KA Cfienta\Ed RI¢o\Wczo-ESR4SIte Specific Wind Loads (ASCE7 -05Les omponentWall KA 53.125 x 50.625 wU dowids]A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = RIse112" of Run = Rf Slope (deg) _ Smallest Side of Bldg. = Internal Pressure, GCpi = Topographic Factor, Kzt = Directlonafty Factor, Kd = Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) = DESIGN WIND LOADS 53.125 x 50.625 SH Window - 13 - ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES 146.0 . 1 C 14.04 45.0 0.18 q = 0.00256*K sK *K *I *V2 p =q(GC -GC BUILDINGS LESS THAN OR EQUAL TO 80 FEET m.p.h. (3 sec peak gust) Enter B, C, or D Non - essential facliities=l.0; Assembly/essential facillties=1.15 sq.ft. (10 sq ft or less provides max Loads) ft. Inch 110= 10 reduces load, > 10 provides max load feet 0.18 for enclose! structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE bad factors with 33% Increase In allowable stress 1. Wind loads are determined In accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height In field and notify Engineer If higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 48.5 psf Positive -50A psf Negative - Interior -82.2 psf Negative -End 4. This document shall be used for determination of wind loads only. Component Installations shag be In accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this Installation are those areas within 4.5 feet of the exterior corners of this building. 8. This document shall be valid only when there appears an original signature, date and embossed seal V. J. Knezevlch, P.E. 23- Jul -20 V. John Knezevic .E. FL License *10983 FL COA 27989 DESIGN WIND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITNE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 45.5 -50.4 -82.2 C:1KA Cfents\Ed RI¢olRiczo ESR\Site Specific Wind Loads\ A SCE7 05Lessthan80RCComponentWall_KA 37 x 50.825 windo wxis]A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = Rise/12" of Run = Rf Slope (deg) = Smallest Side of Bldg. _ Internal Pressure, GCpi = Topographic Factor, Kzt = Dirediormfdy Factor, Kd = Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) = KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 DESIGN WIND LOADS 37 x 50.625 SH Window -14- ASCE 7 -05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 14.04 45.0 q= 0.00256* K z •K.,*K d *I*V 2 Gc) BUILDINGS LESS THAN OR EQUAL TO 80 FEET client ESR FLORIDA CONSTRUCTION, INC. Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 m.p.h. (3 sec peak gust) Enter B, C, or D Nonessential facllities=1.0; Assembly /essential facllities=1.15 sq.ft (10 sq ft oriess provides max loads) ft inch 8c= 10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% increase In allowable stress 1. Wind loads are determined In accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height In field and notify Engineer H higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 48.5 psf Positive -50.4 psf Negative - interior -82.2 psf Negative -End 4. This document shall be used for determination of wind loads only. Component installations shall be in accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this Installation are those areas within 4.5 feet of the exterior comers of this building. it This document shall be valid only when there appears an original signature, date and embossed seal V. J. Knezevich, P.E. �� na 23- Jul -20 V. John ' Knezevich , _ _ " ates FL COA 27989 .E. FL License *'10983 DESIGN WIND LOADS (PSF) 145.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 48.5 -50.4 -52.2 C:1KA ClientslEd RI¢oW¢o Specific Wild Loads yASCE7 05Lesathan8OftComponentwaII KA 19.125 x 38.375 w6Mow.xds]A Basic Wind Speed, V = Exposure Category = Importance Factor, l = Effective Wind Area = Mean Roof Height = Rlse112" of Run = Rf Slope (deg) = Smallest Side of Bldg. _ Internal Pressure, GCpi Topographic Factor, Kzt = Directionality Factor, Kd = Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) _ KNEZEVICH ASSOCIATES client ESR FLORIDA CONSTRUCTION, INC. CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 DESIGN WIND LOADS 19.125 x 38.375 SH Window -15- ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 1.00 2.5 15.0 3.00 14.04 45.0 0.18 q= 0.00256 *K *K *K„* I*V p = q(GC - GC,, ) BUILDINGS LESS THAN OR EQUAL TO 80 FEET Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 m.p.h. (3 sec peak gust) Enter B, C, or D Non-essential facigtles=1.0; Assembly /essential facilities =1.15 sq.ft (10 sq ft or less provides max loads) ft Inch 8c= 10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shuttere or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% increase in allowable stress 1. Wind loads are determined In accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft Contractor shall verify mean roof height In field and notify Engineer If higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 45.5 psf Positive -50.4 psf Negative-interior -82.2 psf Negative -End 4. This document shall be used for determination of wind loads only. Component Installations shall be In accordance with component design drawings. Component Installations at any elevation below roof am acceptable. 5. End zones for this installation are those areas within 4.5 feet of the exterior carriers of this building. 6. Thla document shall be valid only when there appears an original signature, date and embossed seal V. J. Knezevich, P.E. 23-Jul- V. Joh Knezevi ` , P.E. FL License 010983 Knezevic = , later FL COA 27989 DESIGN WIND LOADS (PSF) 146.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 15 44.9 -48.9 -59.2 C:\KA Clienffi1Ed RIczoU8¢o Spedflc Wind Loads \ASCE7 05Lessthan801tCompmrentWaf K• 59.75 x 79.75 french door xis]A Basic Wind Speed, V = Exposure Category = Importance Factor, 1= Effective Wind Area = Mean Roof Height = Rise/12" of Run RI Slope (deg) Smallest Side of Bldg. _ Internal Pressure, GCpi = Topographic Factor, Kzt = Dtrectionallty Factor, Kd = Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) _ KNEZEVICH ASSOCIATES client ESR FLORIDA CONSTRUCTION, INC. CONSULTING ENGINEERS Project Name: Tel: 954.821.6933 Fax: 954.452.7960 Address: 131 NE 97th Street Miami Shores, FL 33138 DESIGN WIND LOADS 59.75 x 79.75 FRENCH DOOR -16- ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 1.00 16.5 15.0 3.00 14.04 54.3 0.18 q= 0.00256 *K *K., * K *I *V p = q(GC - GC,, BUILDINGS LESS THAN OR EQUAL TO 60 FEET m.p.h. (3 sec peak gust) Enter B, C, or D Non - essential facllitles=1.0; Assembly/essential facilities=1.15 sq.ft. (10 sq ft or less provides max loads) ft. Inch Oc =10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase In allowable stress 1. Wind loads are determined in accordance with ASCE 7 -05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verity mean roof height In field and notify Engineer if higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 44.9 psf Positive -48.9 psi Negative- Interior -59.2 psf Negative -End 4. This document shall be used for determination of wind loads only. Component Installations shall be In accordance with component design drawings. Component Installations at any elevation below roof am acceptable. 5. End zones for this Installation are those areas within 5.433 feet of the exterior comers of this building. 6. This document shall be valid only when there appears an original signature, date and embossed seal V. J. Knezevich, P.E. 23-Jul V. John Knezevic P.E. FL License 510983 Knezevi - ates FL COA 27989 DESIGN WIND LOADS (PSF) 145.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE b t. Zone (4) NEGATIVE End Zone (5) 15 44.4 -08.3 -58.1 C:1KA Ctents\Ed RiczooRkzo Specific Wind Loads \ASCE7 KA 71.75 x 79.75 french door. ls]A Basic Wind Speed, V = Exposure Category = Importance Factor, I = Effective Wind Area = Mean Roof Height = Rise112" of Run = Rf Slope (deg) = Smallest Side of Bldg. = Internal Pressure, GCpi Topographic Factor, Kzt Directionality Factor, Kd = Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) = KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 DESIGN WIND LOADS 71.75 x 79.75 FRENCH DOOR -17- ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES 148.0 C 1.00 ' ate 19.9 15.0 3.00 14.04 54.3 0.18 0.9 -1.0 -1.3 q = 0.00256* IC,* K *K *1 *V p =q(GC -GC BUILDINGS LESS THAN OR EQUAL TO 50 FEET 44.4 psf Positive -48.3 psf Negative - Interior -58.1 psf Negative -End client ESR FLORIDA CONSTRUCTION, INC. Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 m.p.h. (3 sec peak gust) Enter B, C, or D Non-essentlal facilitiesl.0; Assemblylessential facilitie1.15 sq.R (10 sq ft or less provides max loads) ft Inch 8<=10 reduces Toad, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase In allowable stress 1. Wind loads are determined In accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height 0115 ft Contractor shall verify mean roof height In field and notify Engineer If higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 4. This document shall be used for determination of wind loads only. Component Installations shall be In accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this installation are those areas within 5.433 feet of the exterior corners of this building. 5. This document shall be valid only when there appears an original signature, date and embossed V. J. Knezevich, P.E. 23-Ju V. h, P.E. FL License #10983 hates FL COA 27989 DESIGN WIND LOADS (PSF) 148.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int. Zone (4) NEGATIVE End Zone (5) 15 44.8 -48.7 -58.8 Positive GCp 4,5 = Negative GCp (4) _ Negative GCp (5) = KNEZEVICH ASSOCIATES Client ESR FLORIDA CONSTRUCTION, INC. CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 C:\KA Cllents\Ed RI o 131 NE 97th Street house In Miami ShoresWczo- ESRlSIte Specific Wind Loads\[ASCE7 -05 alu_KA shutters- openings 10- 17- 19- 20-21.xts]A Basic Wind Speed, V = Exposure Category = Importance Factor, l= Effective Wind Area = Mean Roof Height = Rise/12" of Run = Rf Slope (deg) = Smallest Side of Bldg. _ Internal Pressure, GCpi = Topographic Factor, Kzt = Directionality Factor, Kd = DESIGN WIND LOADS FOR SHUTTERS - For openings Number 16,17,19, 20 & 21 ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 14.04 54.3 0.18 q= 0.00256* K p =q(GC —GC pi ) BUILDINGS LESS THAN OR EQUAL TO 80 FEET Project Name: Address: 131 NE 97th Street Miami Shores, FL 33138 m.p.h. (3 sec peak gust) Enter B, C, or D Non-essential facilities=1.0; Assembly/essential facllitles =1.15 sq.ft (10 sq ft or less provides max loads) ft Inch 8c= 10 reduces load, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase in allowable stress 1. Wind loads are determined in accordance with ASCE 7 -05. 2. Wind load calculations are based upon a mean roof height of 15 ft. Contractor shall verify mean roof height in field and notify Engineer If higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 44.8 psi Positive -48.7 psi Negative- Interior -58.8 psf Negative -End For openings Number 18,17,19, & 21 use End Zone 5 loads For opening Number 20, use Interior Zone 4 loads 4. This document shall be used for determination of wind Toads only. Component Installations shall be in accordance with component design drawings. Component Installations at any elevation below roof are acceptable. 5. End zones for this installation are those areas within 5.433 feet of the exterior comers of this building. 8. This document shall be valid only when there appears an original signature, date and embossed seal from V. J. Knezevlch, P.E. u1 -2010 John Kn ch, P.E. FL License 910983 Associates FL COA 27989 DESIGN WIND LOADS (PSF) 146.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE int Zone (4) NEGATIVE End Zone (5) 15 48.5 - 50.4 -52.2 KNEZEVICH ASSOCIATES CONSULTING ENGINEERS Tel: 954.821.6933 Fax: 954.452.7960 C:\KA Cllents\Ed Ricca \131 NE 97th Street house in Miami Shores \Rt o-ESR' ite Specific Wind Loads\tASCE7 a0_KA shutters- All openings except 1617- 19.20-21As1A Basic Wind Speed, V = Exposure Category = Importance Factor, l = Effective Wind Area = Mean Roof Height = Rise/12" of Run = Rf Slope (deg) = Smallest Side of Bldg. = Internal Pressure, GCpi = Topographic Factor, Kzt = Directionality Factor, Kd = Positive GCp 4,5 = Negative GCp (4) _ Negative GCp (5) = DESIGN WIND LOADS FOR SHUTTERS - For All Openings Except Numbers 16,17,19, 20 & 21 ASCE 7 -05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES C 54.3 1.00 0.85 ;:., , 1.0 -1.1 -1.4 q= 0.00256 * K Z *K *K *I *V p =q(GC —GC BUILDINGS LESS THAN OR EQUAL TO 60 FEET m.p.h. (3 sec peak gust) Enter B, C, or D Non-essential faciiitiesll.0; Assembly /essential facilities=1.15 sq.fL' (10 sq ft or less provides max loads) ft. Inch 0t =10 reduces Toad, > 10 provides max load feet 0.18 for enclosed structures, 0.55 for partially enclosed structures All openings to have approved storm shutters or Impact glass windows. For non hilly areas 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE load factors with 33% Increase In allowable stress 1. Wind loads are determined in accordance with ASCE 7-05. 2. Wind load calculations are based upon a mean roof height of 15 ft Contractor shall verify mean roof height In field and notify Engineer if higher than noted. 3. The maximum positive and negative wind loads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 48.5 psf Positive -50.4 psf Negative - Interior -62.2 psf Negative -End Client ESR FLORIDA CONSTRUCTION, INC. Protect Name: Address: 131 NE 97th Street Miami Shores, FL 33138 Use End Zone (5) Toads for all shutters 4. This document shall be used for determination of wind loads only. Component installations shall be In accordance with component design drawings. Component installations at any elevation below roof are acceptable. 5. End zones for this installation are those areas within 5.433 feet of the exterior comers of this building. 6. This document shall be valid only when there appears an original signature, date and embossed see V. J. Knezevich, P.E. 27-Jo V. Jo P.E. FL License #10983 ?AIX V PLWA c CAP - r --- - - allyA u4Lt G1/4/3 r - ( 15 c &71 , 11/4 5 24ze .7 .-z BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Ocean Shutters Manufacturing, Inc. 1031 S.W. 30 Avenue Deerfield Beach, FL 33442 AUG I manws l 6 6 2010 BY : .. sa y.a,aad , d , ea ,,:,r.. 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: "OSMI Ultra Light" 0.031"(min.) Galvanized Steel Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 05 -473, titled "OSMI Ultra -Light Galvanized Steel Storm Panel ", sheets 1 through 5 of 5, prepared by Thornton- Tomasetti Group, dated September 19, 2005, last revision #0 dated Sept. 19, 2005, signed and sealed by V. J. Knezevich, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name 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, expiration date may be displayed in advertising literature. If any �'' and followed it shall a by the done in its entirety g y portion of the NOA is displayed, then it shall be • 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 & renews NOA #02- 0410.01 and consists of this page 1, evidence submitted pages E -1 & E -2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildinacodeonline.com NOA No 05- 1115.04 �. Expiration Date: 09/27/2011 S�5/Zp p 6 Approval Date: 05/25/2006 Page 1 Ocean Shutters Manufacturin Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 01- 0516.14 A. DRAWINGS: 1. Drawing No. 00 -394, titled "OSMI Ultra -Light Galvanized Steel Storm Panel", prepared by Knezevich & Associates, Inc., signed and sealed by V .1 Knezevich, P.E., dated April 10, 2001, last revision #1 dated September 5, 2001, sheets 1 through 5 of 5. B. TESTS: 1. Test report on: 1) Uniform Static Air Pressure test Loading, per PA 202 -94; 2) Large Missile Impact Test, per PA 201 -94, and 3) Cyclic Loading Wind Pressure Test, per PA 203 -94 of steel storm panels, prepared by Construction Testing Corporation, Report No. 01 -004, dated 02/28/2001, signed and sealed by Christopher G. Tyson, P.E. C. CALCULATIONS: 1. Comparative analysis and anchor calculation, titled 0.030" Steel Storm Panels, dated April 10, 2001, pages 1 through 37 and anchor manufacturers appendix, prepared by Knezevich and Associates Inc., signed and sealed by V.J. Knezevich, P.E. D. MATERIAL CERTIFICATION: 1. Mill Certified Inspection Report by R & R Metals, dated 01/18/01 for Galvanized Steel. 2. Certified Tensile Test Report No. CTL #0184G, issued by Certified Testing Laboratories dated 02/15/01 for Steel sample CTC -01 -004, signed and sealed by Ramesh Patel, P.E. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 02- 0410.01 A. DRAWINGS See NOA 01 0516.14 B. TESTS See NOA 01- 0516.14 C. CALCULATIONS See NOA 01- 0516.14 D. MATERIAL CERTIFICATIONS See NOA 01 0516.14 E -1 ya ,4 A Helmy A. Makar, P.E. Product Control Examiner NOA No 05- 1115.04 Expiration Date: 09/27/2011 Approval Date: 05/25/2006 Ocean Shutters Manufacturin Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. STATEMENTS See NOA 01- 0516.14 F. OTHER See NOA 01- 0516.14 3. NEW EVIDENCE SUBMITTED A. DRAWINGS: I. Drawing No. 05 -473, titled "OSMI Ultra -Light Galvanized Steel Storm Panel", sheets 1 through 5 of 5, prepared by Thornton- Tomasetti Group, dated September 19, 2005, last revision #0 dated Sept. 19, 2005, signed and sealed by V..1 Knezevich, P.E. B. TESTS: 1. None. C. CALCULATIONS: 1. Revised anchor calculation with no 4/3 load increase, dated September 16, 2005, pages 1 through 31 of 31 and anchor manufacturers appendix, prepared by Thornton- Tomasetti Group, signed and sealed by V J. Knezevich, P.E. D. QUALITY ASSURANCE 1. By Miami - Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATION: 1. None. E -2 elmy A. Maker, P.E. Product Control Examiner NOA No 05- 1115.04 Expiration Date: 09/27/2011 Approval Date: 05/25/2006 m E 0 F X 2.00" 2.00" .625" 1)313 0.031° STEEL O STORM PANEL 1 SCALE: 3" .1. - O` 00 ..031- MIN. 12.00" COVERAGE 14.25" ABEL LOCATION 188 2.00" 6.00" COVERAGE 8.50" 0.031° STEEL HALF STORM PANEL \T/SCALE. 3" =1' -0" IMEVABSOU 1. THESE APPROVAL DOCUMENTS REPRESENT A SHUTTER SYSTEM ANALYZED WITH THE PROVISION SET FOR THE ISSUANCE OF A NOTICE OF ACCEPTANCE (NOA) HURRICANE Z ONEIHVHZ) OF O THEL PRODUCT CONTROL DIVISION 24 WITH 20 05 SUPPLEMENTS 2. NO INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS PRODUCT. WIND LOAD DURATION FACTOR Cd = 1.6 WAS USED FOR WOOD SCREW DESIGN. 3. DETERMINE THE POSITIVE AND NEGATIVE DESIGN LOADS TO USE WHEN REFERENCING WIND VELOCITY. FO WIND LOAD CALCULATIONS IN ACCORDANCE AND GOVERNING 7N102 A DIRECTIONALITY FACTOR OF Kd =0.85 SHALL BE USED. 4. THESE APPROVAL DOCUMENTS ARE GENERIC AND DO NOT INCLUDE INFORMATION FOR SITE - SPECIFIC APPLICATION OF THIS SHUTTER SYSTEM. 5. USE OF THESE APPROVAL DOCUMENTS SHALL COMPLY WITH CHAPTER 61015 -23 OF THE FLORIDA ADMINISTRATIVE CODE. 6. THESE APPROVAL DOCUMENTS ARE SUITABLE TO BE APPLIED BY THE CONTRACTOR PROVIDED THE CONTRACTOR DOES NOT DEVIATE FROM THE CONDITIONS DETAILED HEREIN AND THE CONTRACTOR VERIFIES THAT THE EXISTING STRUCTURE DOES NOT DEVIATE IN EITHER FORM OR MATERIAL FROM THE STRUCTURAL SUBSTRATES DETAILED HEREIN. 7. ANY MODIFICATIONS OR ADDITIONS TO THESE APPROVAL DOCUMENTS WILL VOID THE APPROVAL DOCUMENTS. 8. WHEN THE SITE CONDITIONS DEVIATE FROM THESE APPROVAL DOCUMENTS, THE BUILDING OFFICIAL MAY ELECT ONE OF THE FOLLOWING OPTIONS: w O SUDE TRACK (FINISH) 6 8 SCALE : HALF SIZE (7AAMAC 3 ALLOY) O WASHERED WINGNUT 1 SCALE : HALF SIZE WIDTH UNLIMITED I (PERPENDICULAR TO 1 PANEL SPAN) TYPICAL SECTIONS EMBED 12. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS ASTENER @ 12" O.C. FOR DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE, EXCEPT FOR "h" AND "U" HEADER MOUNTING CONDITIONS. .100" 677" 677" 090° ut \ N-- •107" .197" .107" m .090 in 0 .081" . .081" in .090" ..090° N .090" . 90" 8 _ M N ° II \ \ � .t' 2.00 X.375" 2.00" .375w •060" .260" .oeo 'h° HEADER ®°U° HEADER O C -T O (QC-TRACK (FINISH) "V./SCALE: 3" = 1' - 0^ SCALE: 3" = 1' - 0" SCALE + HALF SIZE SCALE + HALF SIZE MA 2.250" - ° 2.250" 750" I.D. .630° 0.0. 1/4 -20 STUD 365" 3 .090" \ - : :: @ 12" O.C. 125" tn 450` .125 m .650" X 1.00" MIN. \ 2.00" 'xa- •090" TYP. 5.00" MAX 1, GLE 6\ STUD OF -TRACK SCALE. 3" = 1' - 0" SCALE. 3" = 1' - 0` SCALE: 3" = 1' - 0" DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.F. & (off 8' O.C. FOR DESIGN LOADS GREATER THAN 110 P.S.F. (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) EXISTING CONCRETE HOLLOW BLOCK OR ALUM. ANGLE WOOD FRAMING. CLOSURE PIECE 1 °x2 "x0.125" MIN. TO 2 "x5 "x0.125 "MAX. O TRAP MOUNT CLOSURE DETAIL SCALE. 1 -1/2` = 1' - 0" 1/4 -20 STUD .328'�.Y --# / x 1" LONG 377" @ 12" O.C. MAX. .18290" 648" STUDDED STRAP O (SLIDE(. USE Yd11116 OR 6a) SCALE + HALF SIZE 749" MAX. 1 090` MIN. TYP. 00 4 " Al REQUIRE THAT SITE S DOCUMENTS BE PREPARED SIGNED DATED 00 AND_SEALED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT, WHICH p,. AND JUSTIFY THE DEVIATION. SAID DOCUMENTS SHALL BE SUBMITTED TO THE PRODUCT ENGINEER FO 4.1 < 111111111111111111111111111 . - 0© 1/4 -20 S.S. BOLT & BOLT .8 WINGNUT OFFICIAL GRANTING HIS/HER APPROVAL. _ti_ Ca Z VIEW 9. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A MIN. x L. ' 10. STORM PANELS SHALL BE 0.031" THICK CONFORMING TO A.S.T.M. A653,512. GRADE WHEN THE SITE CONDITION DEVIATIONS OCCUR WITHIN THE HIGH VELOCITY HURRICANE ti- ZONE AREAS ONLY OPTION "B" SHALL BE ACCEPTED BY THE BUILDING OFFICIAL. ii o OF ONE MARKING PER PANEL. AND SHALL BE LABELED AS FOLLOWS. SECURED FROM THE MIAMI-DADE COUNTY PRODUCT CONTROL DIVISION. MIAMI-DAIX COWRY PRODUCI' CONTROL APPROVED DEERFIELD BE/101, FLOP= D 4. ‘ .9/ x .125" 6063-76 ALUM. ANGLE B) REQUIRE THAT A ONE-TIME SITE SPECIFIC APPROVAL BE APPLIED FOR AND h• 1-N 80 WITH Fy . 93,110 GALVANIZED COATING. ALL ALUM. EXTRUSIONS SHALL BE 1 11 1 1 11. .520" InAll 6063-76 ALUMINUM ALLOY, U.O.N. @ 24" O.C. (TYP. 11. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A w MINIMUM TENSILE STRENGTH OF 60 K.S.I. SCALE. 1/4" = 1' - 0" MAY BE AT 1/4" MAX. O BF -TRACK OKEYHOLE WASHER (OPTIONAL) 1 3 SCALE. 3" = 1' - 0" 14 SCALE + HALF SIZE Ta 90° OR GREATER 1" OVERLAP MAX. O CORNER CLOSURE DETAIL SCALE. 1 -1/2" = 1' - 0" 6 25" 0 1.292" 1/4" MAX. OVERLAP WALL BEYOND WINDOW DISTANCE 1.5 TIMES GREATER THAN BUILD -OUT DISTANCE ( 0 CLOSURE ANGLE REQ'D) 1/4" MAX. ALUM. ANGLE UL.D -OUT CLOSURE PIECE DISTANCE 1" x 2" x 0.125" MIN. TO 2 "x5 "x0.125 "MAX. XISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. O BUILD -OUT MOUNT CLOSURE DETAIL SCALE 1 -1/2° = 1' - 0" 750" I.D. .630" 0.0. a 260" .090" YM 700 O SUDETRACK 6 SCALE + HALF SIZE TRACK N 1 SCALE HALF SIZE .600" 0 a 270" 0 0 • + I I 1 1/4" V,J. Knezevicia MAX. r.,...,._. FL ROW= EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. O F WALL MOUNT CLOSURE DETAIL SCALE. 1 -1/2" = 1' - 0" PRODUCT REVISED as complying shit t oFtot>d% BxtgagCode Bate 6aW 0 966" 090" .168" 450" 55" ASTENER (! 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.F. & 9 8" O.C. FOR DESIGN LOADS GREATER • THAN 110 P.S.F. (SEE ANCHOR SCHED. FOR ANY ACCEPTABLE ANCHOR) 140e 09/19/20051 Q m.ms 05 -473 I sheet 1 of 5 DETAIL IN ("ASSYRIA? SECJ ANOIOR SCHEDULE 'V" P.5 OHIO 4 A9NO0N2 T E OR RITE BLOOK 1/4' 0 1 AN C L • Ak / b BL come. I moot 7/ "0 � ' • ? 1 -. M � T ' 17 y r ,' 11 {HOOD TO 12" 4" 10• 8" 12" A A d m EXISTING GLAZIN SEE TABLE EXISTING GLAZIN SEE TABLE 2 XISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. TOP & BOTTOM REFERENCE CONNEcnO ANCHOR SCHEDULE F MAX. SPACING /2" COGIECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING O WALL. MOUNT SECTION SCALE: 3" = 1' - 0^ CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACIN w 4 1 J D G x ZZ a N Nut ���••,r� L.l ��'4�ltrl • E TABLE 00 u I� Zig N ,.. REFERENCE SC EDU E FOR MAX. NZ./ CEIUNG / R OOR MOUNT SECTION L SCALE: 3" •=1* - 0" /4" MAX. 1/4" -20 x 3/4" STAINLESS STEEL HEX HEAD 7/16" MACHINE BOLT @ 12" O.C. MAX. REFERENCE H ER SCHEDULE FOR MAX. SPACING. USE REMOVABLE ANCHORS ONLY. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (TYP. TOP & BOTTOM( O -P' TRACK/DIRECT MOUNT SECTION K SCALE: 3° = 1' - 0° 1/4" MAX. 1/4" MAX, MB. OPTIONAL BF- TRACK EXISTING GLAZIN EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. TOP & BOTTOM [ EXISTING GLAZING EO CEN N TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING O BUILD-OUT MOUNT SECTION SCALE: 3" = 1' - 0" REFERENCE cnoN TYPE SCHEDULE FOR MAX. SPACING 014 x 3/4" TEK SCREW @ 6" O.C. OR 1/4 -20 MACHINE BOLT WITH LOCK NUT @ 6° O.C. (TYP. TOP & BOTTOM) 1/4" MAX. XISTING CONCRETE. HOLLOW BLOCK OR TOP & FRAMING. CONNECTION RE C TYPE ANCHOR SCHEDULE FOR MAX. SPACING 1/4" MAX. W W < as {. J W W VI u N x 2 u E 0. N 2 " x5 "x1 /8" X CONT. ALUM. ANGLE OR 4" x 1/4" x CONT. ALUM. FLAT PLATE 1/4 -20 x 3/4" STAINLESS STEEL HEX HEAD 7/16" MACHINE BOLT @ 12" O.C. MAX. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE $1111°. art EM 1- 1/2 "1 -1/2" 14 x 3/4" TEK SCREW 6 O.C. BETWEEN TRUSSES W W z 4 X iZ 0 N UI W E EXISTING GLAZING O ?ASS 'DOW SECTION M SCALE: 3" = 1' - 0• O CEIUNG / PRE - STUCCO TRACK SCALE: 3" = P - 0" 1/4 "0 THRU BOLTS W/ LOCK NUT @ 12" O.C. ASTENER, SEE "DETAIL M ANCHOR SCHEDULE ", REFERENCE STRUCTURE TWO 2" x 5" x 1/8" CONT. ALUMINUM ANGLES. XISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. CONNYECRON TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING THREE 1/4 "0 x 3" WOOD LAG SCREWS @ 24" O.C. MAX. WITH 2" MIN. EMBEDMENT INTO WOOD MEMBER WOOD ROOF TRUSS OR FRAMING MEMBER @ 24" O.C. EXISTING STUCCO FINISH OR PLYWOOD SOFFIT 1/4" MAX. -J 4 1- W 0 0 W z Q N STAINLESS HEX HEAD 7/16" MACHINE BOLT @ 12" O.C. MAX. PRODUCTREVISED ascamptgingsde tinYIOf1QA BakilasCeds Ex VJ. Knezevich i er ftll.= 11 j" 09/19/2005] ASNO0E0 05-473 (sheet 2 of 5'l ADJACENT PANEL EXISTING CONCRETE (MIN. 3,000 P.S.I.) MAX. PANEL HEIGHT = 8• " AND MAX DESIGN LOAD = 2 62 P.S.F.) O OPTIONAL INTERIOR FASTENING DETAIL N SCALE13" =1' -0" CONNECTON TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING XISTING CONCRETE, HOLLOW BLOCK OR TOP & FRAMING. NOTE: USE OF DETAIL SHALL BE IN OONJU NCNON WUH AN • h • HEADER OR • U • HEADER TOP MOUNT ® C TRACKASSEMBLY- INSIDE CLOUSURE SCALE+ 3" =1' - GLASS OR DOOR 1/4" -20 x 1" STAINLESS STEEL MACHINE BOLT " @ 12" O.C. MAX. LAST PANEL INSTALLED FROM INTERIOR 1/4 -20 x 1" STAINLESS STEEL SIDEWALK BOLT OR TRUSS HEAD BOLT THRU 1/2 "0 HOLE WITH PM NUT & WASHE�R WINGNUT ON ON THE OUTSIDE FACE WASHER THE PANEL 12" O.C. (LAST PANEL TO A JACENT PANEL CONNECTION 1/4 -20 x r MACHINE SCREW STUD WITH WASHERED WINGNUT 12" O.C. (CONNECTS CONT. ANGLE TO ADJACENT PANEL) CONT. 2" x 2" x 1/8" STUDDED ANGLE SE 1/4 "0 ALL POINTS SOLID SET ANCHOR 6" O.C. CENTERED ON PANEL WI 3" MIN. EDGE DISTANCE AND 7/8" EMBED. INTO EXISTING CONCRETE EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (TYP. TOP & BOTTOM) C1 COMIECTIONEWE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING NOTE USE OF DETAIL SHALL 8E IN CONJUNCEON MN AN • h • HEADER OR • U • HEADER TOP MOUNT O SLIDE TRACK ASSEMBLY- INSIDE MOUNT SCALE. 3 " =1' - 0" PUNCH 1/2" x 1" HOLES IN ADJACENT PANELS TO RECEIVE THIS BOLT W/ PM NUT. PLACE PANEL OVER EACH ADJACENT PANEL AND FASTEN WINGNUTS FROM THE INSIDE 11 TYP. 2 -1/2" x 1 -1/4" WIDE NOTCHES (TYP. BOTH SIDES) 2" x 2" x 1/8" CON STUDDED ANGLE 8 (SEE SECTION G OR ) © OPTIONAL INTERIOR FASTENING DETAIL (SOME MC) N.T.S. TO LOCK STRAP IN PLACE USE A THUMB SCREW OR A TRUSS HEAD BOLT 1/4 -20 x 3/4" 1 MACHINE SCREW 1 WITH .675" x .675" x .125" SQUARE SCREW HEAD @.I 12" O.C. MAX. OR N UDDED STRAe SEE DETAIL v16" 0 0- c uf O SLIDE TRACK ASSEMBLY- (BLOW UP) MST W W SCALE, HALF SIZE = 1/ y x a � ul FINAL LOCATION OF STUD LONG HANDLE RIVETED TO PANEL M NUT (TYP.) O STUDDED STRAP ASSEMBLY (ISOMETRIC N.T.S. BOLT (TYP )SIDEWALK NUT WASHER ON OUTSIDE FACE (TYP) DETAIL P NWTE: THIS DETAIL DEPICTS THE CONNECTION OF THE LAST PANEL FOR AN OPENING WITH PANELS INSTALLED FROM INSIDE. REFERENCE DETAILS G OR L FOR TOP AND BOTTOM MOUNTING CONDITIONS. 1/4 - 20 MACHINE SCREW STUD CO 12" O.C. 1/4 -20 HEX HEAD NUT Pl'10DUCT Vddge Cade tHecallk/1 with Merida 1 e q:4 • xfY ,1 i���Q' EtSvitios t0 O f°" 09n9/2005 FS K01D 05-473 ( sheet 3 of 5 J ANCHOR SCHEDULE FARMER(1AIOMINN SPA@Ni (INCHES) REQUIRED FOR VARIOUS DESGN LOADS AND SPANS "MILS 1SDal ANCHOR TYPE LOAD (W) P.S.F. MAX. (SEE NOTE 1) MIN. 2' EDGE DISTANCE MIN. 3' EDGE DISTANCE SPANS UP TO 5' - 6" (SEE rimy SPANS 8' - B• (SEE NOTE UP TO 1) SPANS 12' - 0" NOTE UP TO 1) SPANS UP TO 5' - 6" (SEE NOTE 1) SPANS UP TO 8' - 8' (SEE NOTE 1) SPANS UP TO 12' - 0" (SEE NOTE 1 C ONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 CS CONNECTION (SEE NOTE TYPE 3) C4 C5 CONNECTION C1 (885 C2 NOTE C3 TYPE 9) C4 CS CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NO1E TYPE S) C4 C5 i 313a7NO7 1 �111lIIR11116�{{1111� . W,., - _ 1 L . S F O 0 RA 48.0 12 A����� 72.0 /NE�L 92.0 � C1 1C C22 y C3 �fzKr� 4�® Arco rco ��� 410FE�Z 200.0 10 17�ff� Y�/�Ai9.0�7N/. 12 4 12 62.0 12 A� 12 �IM�EeeG7��� r ,rA ,./., / /�A��i 48.0 m 'arAViM 12 9 ®r ��/�y 12 12 12 / ��i 12 12 Ell r /�/.r %�i 12 P , {t¢ "S LTY( 72.0 12 ����I Y O 0 W RAIN 72.0 12 E�L 12 /�,Mm' 12 12 % Ei'�AM' V����ArAi 8 4rAa►i 92.0 eSEL�7/i % /�AIE / % //V/.'irf,ZZAVA 12 12 /.�i ArA W /�1- Y �3 E / 0 4 'S!' �MIN ^ EM 92.0 12 �Kori ZZA�i 2000 12 12 8 � BO # mriMrAri® 12 �ArAmreZZZ 112 192 ►:, )1ii:'�313 200.0 10 ,r ArA �Yr/ vl/ i 12 i ,...,„„„.„,„„„,„„, 1"m ITW TAP O W • ME1. g.182 SiCOACINTE) 48.0 12 12 12 12 r, 12 12 12 11 12 62.0 12 7 16 12 12 12 12 r , 12 12 12 12 r . 12 12 12 9 7 V 7 62.0 12 12 12 12 / 12 12 12 8 / 12 92.0 7 6 0 12 12 12 12 12 12 12 10 A 12 12 7 72.0 12 12 12 11 3 12 12 11 7 12 ' i1 1 a\\\ II 11 1,t11,� O 81'AL 6 5 12 12 12 12 12 11 12 12 12 8 ,/ „ a FA r 12 12 6 12 Ir 9 9 7 �r ��L A 72.0 12 12 4, � 7 7 4 92.0 9 i 9 ��MI/R i _ / 6 6 f'' 6 6 .�i M A 12 12 6 7 12 12 6 7 200.0 12 12 6 5 12 12 6 5 12 6 5 12 12 6 7 12 12 6 7 12 12 6 7 48.0 12 12 12 12 A 12 12 12 7 4 9 6 5 A 12 12 12 12 0 12 12 12 9 4, 11 11 8 6 A 4 rA A 1 MIt1. � iili �- 1/t, N1 I,Cp qPC p R0P.S..ON ER1 5 09 7 a� 8 92.0 10 10 10 6 6 A 4 a 7 6 4 12 12 12 7 4 8 8 3 5 4 8 8 3 200.0 7 6 � � /� ©FAQQr ©AQ�rA rA 8 8 3 5 48.0 12 12 12 12 r 12 12 12 11 0 12 12 10 7 0 12 12 12 12 12 12 12 12 / 12 12 12 9 7 62.0 12 12 12 12 12 12 12 8 12 12 5 6 0 12 12 12 12 A 12 12 12 10 4 12 12 6 72.0 12 12 12 11 � 12 12 8 7 J9 11 11 4 5 / / 12 12 12 12 F 12 12 10 9 12 12 5 7 92.0 12 12 12 9 11 11 4 5 % 11 11 4 5 . 12 12 12 11 12 12 5 7 12 12 5 7 200.0 11 11 4 5 11 11 4 5 11 11 4 5 12 12 5 7 12 12 5 7 12 12 5 7 + 48.0 12 12 12 12 et 12 12 12 11 4 12 12 11 8 12 12 12 12 12 12 12 11 4 12 12 11 8 Ili ' �m' 62.0 12 12 12 12 12 12 12 8 12 12 5 6 12 12 12 12 12 12 12 8 12 12 5 6 AN W . • � �._� �� .:,;: 72.0 12 12 12 12 92.0 12 12 9 412 12 4 6 412 12 A l2 6 11 A ■ 200.0 12 12 4 4 6 / 12 12 4 6 12 4 6 412 12 4 6 12 4 6 412 12 4 * lI�P i ii� (I'' ( 1/4- ■ .. LTO PE S I. _ �,�� O S E t.;!... L !:.,•:,•�,:. w ?IWI ITU 11 111i"N6lF2 w <I■2dtl11NLL11"" . '. . ; ..ti T 1/4-2 i..74.� 48.0 12 12 12 12 r 12 12 12 12 0 1 12 12 12 8 r 12 12 12 12 e 12 12 12 12 r 12 12 12 62.0 12 72 12 12 / 72 12 12 9 I / 12 12 5 fi / 72 12 72 12 12 / 72 12 7 8 72.0 12 12 �� Ela ®Q©0M®�M � 1212 y 1 � 2 � 4 M�e�7 92.0 12 12 M®� ®M MEt2E1� a 200.0 12 m� E4EE67210 %i®®©MYi® AMM 48.0 y 12 .. 7 i -I r AV4MOVI97410MEIMIDEEINIEWEEIEIMIMIrA %% %% % %. % %® ®% %®% M II MUM Iree, 62.0 ZIAr A % %�� 72.0 / / / , j /�%%/%%%%%i%® VIMVaia®�M� ®%�%��% 92.0 %,A% typ:'', �,., 1. c V.-,. ,, . 200.0 � ������'A Z.i ArA 4r ��i ∎VOr A ;OW .® rila:.' MEREEMEIri ANCHOR SCHEDULE FASTENER MAXIMUM SPACING 0No) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS "nws ANCHOR TYPE LOAD (WI P.S.F. MAX. (SEE NOTE 1) MIN. 3/4' EDGE DISTANCE SPANS UP TO 5' -6'• NEE NOTE 7) SPANS UP TO 8' -8' (SETI NOTE 1) SPANS UP TO 12' -0•• (SEE N013 1) CONNECTION C1 (5 C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION (583 NOTE3 TYPE C4 C5 000M Mo 2 I 48.012 �� A �A�� rA�A� 12 o��ai �fAri � C 7 1 � C2 p C3 411 :4 �111lIIR11116�{{1111� . W,., - _ 1 L . S F O 0 RA 62.0 12 ���Ii� 72.0 12 92.0 12 �fzKr� Arco rco ��� 200.0 10 17�ff� Y�/�Ai9.0�7N/. 12 12 12 Ole 12 12 �105 12 r ,rA ,./., / 2" MIN. 48.0 12 12 12 9 62.0 12 12 12 12 12 12 12 12 9 Y O 0 W RAIN 72.0 12 12 12 12 12 12 12 12 8 92.0 12 12 12 12 12 8 12 12 8 2000 12 12 8 # 12 12 8 112 12 8 w *176.161111816111‘1 48.0 12 12 12 12 12 12 .4 12 12 9 2,w1 " C DLW E g - .F' 62.0 12 12 12 / 12 12 12 10 10 4 72.0 12 12 12 0 12 12 7 10 9 3 92.0 12 12 12 10 9 3 10 9 3 4 // I 200.0 10 9 3 10 9 3 10 9 3 y �� 1/ - 2� T ' i1 1 a\\\ II 11 1,t11,� O 81'AL 68.0 12 12 12 / / 11 11 11 A / 8 8 5 ,/ „ a FA r 62.0 12 12 12 Ir 9 9 7 �r ��L A 72.0 12 12 12 � 7 7 4 92.0 9 9 9 ��MI/R i _ / 6 6 f'' 6 6 .�i M A 200.0 6 6 ANCHOR mist SAWN µ� �{pg �p 1. A P I ANEL SPANS FOR C g � T B IIOUSf B& LB SP TO ENTER TTwAYUP 2. PEE A SCHEDULE I DIST L ANCE. S THE EXISTING DESIGN LOAD GREATER THAN L OIN EQUAL OT TO NEGATIVE SHUTTER LOAD ON SHUTTER AND SELECT SPAN GREATER 3. SEE MOUNTING SECTION DETAILS FOR IDENTIFICA OF CONNECTION TYPE. 4. REFERENC O CHEDULE FOR PROPER ANCHOR TYPE BA WOOD E N T TYPE N OF EXISTING STRUCTURE. 5. A COMMENDAALLS E INSTALLED IN ACCORDANCE WITH MANUFACTURERS' 6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. STRUCTURE VARY. FASTENERS ARE IINTO ADEQUATE WOOD FRAMING MEMBERS NOT PLYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR WHERE LAG SCREWS SIDE CLOSURE PIECES. t TT t 8. SHALL D STANCE (5 AC EPTABLE FOR NOMINAL FRAMING. WOOD STUD STUD. BE SOUTHERN PINE" G=0.5 GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN pE HEAD OR HEX HEAD. 9. ENGAGEMENT ASEANCHOR AND SHALL HAV EEITHER MINIMUM OF HEAD, TRUSS HEAD THREADS R HEAD (SIDEWALK BOLT), U.O.N. 10. % DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 11. SCREW NA S ANCHORS H ARE, REMOVABLE BY REMOVING MACHINE PROMO' REVISED B wll616oFfmfl� Expiration Dub fi ' TMc%mleA t 09/1912005j 05 -473 (sheet 4 of 5 j ANCHOR SCHEDULE FASTENER MAXIMUM SPAUNG ONOIFS) MUM FOR VARIOUS DFSCEN LOADS AND SPANS ANCHOR TYPE LOAD (W) P.S.F. MAX. ME NOTE 1) MIN. 2' EDGE DISTANCE MIN. 3' EDGE DISTANCE SPANS UP TO 5' -6" NOTES SPANS UP TO 8' -8" (SEE NOTE I SPANS UP TO 12' -0" OBE NOTE I) SPANS UP TO 5' -6' (SEE N0981 SPANS UP TO 8' -B' NOTE 1 SPANS UP TO 12' -0" (388 NOTE 1 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 OBE C2 NOTE C3 TYPE 3 C4 C5 CONNECTION (SEE NOW C3 TYPE 3) C4 C5 CONNECTION (SEE C NOTE C3 C3 TYPE 3) CC4 CS CONNECTION (SEE CC2 N0T8 C3 TYPE 3) C4 C5 CONNECTION C1 (E CC2 Nom C3 TYPE 3 C4 C5 HOLLOW CONCRETE BLOCK 3 -1/2" 48.0 8 4�0r 3" 1 -1/2" 50.0 E��� 3" 2" AV�OM� � C1 1C C2 3" 6' -0" (4f���I t C1 1 60.0 7. .0 i � C . 11 10' -0" 3 -1/2" 3" 6' -O" 3" 1 -5/8" 70.0 8' -8" 62.0 6 f.raVor _ 9' -7" 3 -1/2" 3" C /1FA�iME / /� %%EWAVi %% g P T X N/ 1-V4 N. WI 72.0 5 /% % N�.%%%/%.%%% .ii/ � / / / / / %i ���/�/.MONEArAvia 92.0 4 Af iArear may / ��� 'arA����,� AMEVAVAMM i/,0%0.// 200.0 ///.%%'//.%/%%7/IM:e///%'/A% Xe7 ATI //!// % %IT%%///'r.EY//.' / / .%% �� „unsa,i,,,c,iimb 1 / "m ITW T N,, 4 AppCg� 1- /4 M01. EMBEDMEN4 48.0 62.0 12 11 12 11 11 1 1 5�6 6 7 7 7 5 5 5 5 % ' 12 12 12 10 % 11 11 8 8 4 3� 3 % y 121212 . 6 6/ 5 5 A 72.0 10 10 10 5 6 6 �� A 5 5 11 11 11 6 6 7 7 � 6 92.0 7 7 7 4 A 5 5 4. � / 5 5 �� 9 9 9 5 6 5' 6 200.0 5 5 11 W%% m0 % ® ®00N %///% ® ®©©N�i %'/l.'%[fi ACEM �fiJ� ©im©� /.m//•©% 48.0 11 62.0 8 8 5 5 % 3 3 % % % 10 10 10 6 % 6 6 5 4 % 4 4 % / 1 t(i t ' 7 MAX�IS5ET H- 4" MW.E 72 0 7 7 lir 4 4 , 4/ 3 3 � � / 9 9 9 5/ 5 5 3 3 / 4 4 92.0 5 5 3 3 %ra 3 3 WAWA ®01211130%,2m630 200.0 3 3 CroP2ALETaN,M®% 4 J ;I it ii +irciiniii += 7 7 6 12 12 12 12 12 12 8 9 9 5 vamp pp CCA�NN 1-7/4 E rus. T E MB E OMEN W T ,200.0 62.0 12 12 7 7 '1 5 4 S 5 d 3 12 12 12 9 9 9 � 6 7 7 / 4 72.0 10 10 6 6 6 4 5 5 3/ 12 12 12 8/ 8 8 5/ 6 6 6/ 6 4 4/ 4/ 6 5 5 / / / 92.0 8 8 5 5 5 3 / 5 5/ 3/ 10 10 10 6 / 6 6 4/ 6 5 5 3 5 5 3/ 5 5 3/ 6 6 // R 4 / 6 6 / 1 2'12 / 12 4/ 6 IN`5{ 991 H 1AtAi p9, f � 48.0 12 12 12/12 12 ® 9 / 11 11 6 /12 12 12 9 11 11 62.0 12 12 11 / 12 10 12 10 6 7 6 / 9 9 5 12 12 12 11 / 12 12 . 7 / 9 9 // 92.0 121212 7% 8 8 3 5 4 8 8 5/121212 7/ 8 8 5 / 8 8 200.0 8 8 3 5 8 8 3 5 8 8 5 / 412 8 8 3 5 8 8 5 B B 5 ", .. * t � 1 ' � y I, 1/4- ! I 48.0 12 12 12 12 12 12 8 12 12 ' 6 12 12 12 12 12 11/12 12 8 4 62.0 12 12 12 10 / 12 12 12 6 1 11 11 4 / 12 12 12 12 12 12 8 12 12 6 72.0 12 12 12 8 12 12 7 5 11 10 4 / 12 12 12 11 / 12 12 7 / 12 12 6 BPE tY� " gHT 7 / /12 12 4 6 12 4 6 % 6 200011 10 4 4 A 11 10 4 4 a 11 10 4 4 4 6 12 12 4 6 � 12 12 4 * F.,Itna4801a\111l% *F111611U111"`"" 1/ a .2..1,1, 2..1,1, "8 4 20 '.w 48.0 z „%%.�ir 17AffrAr .d" A % ®WA®®Q%Z �e ®ff E7DEIML'JLa©�N Y• •1a©�rA� ©©A 62.0 ∎.a� �� /A.Vi�� / ��7I 72,0 A �rA� / Ark: N��/ArAr.M__ l7��'7�I �� 200.0 Z 4 �r.�� .�� �;1:11EMENIAICIIEI© ©M ©© MINIMUM STORM PANEL SEPARATION FROM GLASS COLUMN 1 COLUMN 2 POSITIVE MIN. SEP. FOR ALL MIN. SEP. FOR ALL DESIGN ACTUAL INSTALLATIONS INSTALLATIONS LOAD (W) (P.S.F.) SPAN (1) (FT - IN) EQUAL TO OR LESS THAN 30' GREATER THAN 30' ABOVE GRADE ABOVE GRADE (INCHES) (INCHES) 6' -0" 3" 1 -3/8 30.0 8' -8" 3" 1 -3/4" 11' -10" 3 -1/2" 3" 6' -0" 3" 1 -1/2" 40.0 8' -8" 3" 2" 11' -0" 3 -1/2" 3" 6' -0" 3" 1 -1/2" 50.0 r 8' -8" 3" 2" 10' -5" 3 -1/2" 3" 6' -0" 3" 1 -1/2" 60.0 8' -8" 3" 2 -1/4" 10' -0" 3 -1/2" 3" 6' -O" 3" 1 -5/8" 70.0 8' -8" 3" 2 -1/2" _ 9' -7" 3 -1/2" 3" d: C7 ,Jo )1. opium EL9CCMMUUS sheet 5 E i s. 1 SEE PAGE 4IOR COMPLETE AN0IOR NOTES A B L B 1 MAIL ALLOWABLE STORM PANEL SPAN SCHEDULE DESIGN LOAD (P.S.F.) 30.0 35.0 40.0 45.0 50.0 55.0 60.0 62.0 65.0 70.0 72.0 75.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0 150.0 160.0 170.0 180.0 190.0 200.0 SPAN (PT - IN) 11' -10" 11 -5" 11 -0" 10' -9" 10' -5" 10' -2" 10' -0" 9•-1V 9 -9" 9 . -6 " 9 ' -2 " It' -10" 8' -3" e' -0" 7' -8" 7' -1" 6' -6" 6 . -0 " 5' -6" 5' -2" 4' -10" 4 . -7 " 4 . -4 " 4. -1' 3' -10" B L 8 2 TABLE 2 NOT18 1. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. TABL81 NOTE: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. PANEL LENGTH. POSITIVE LOADS LESS THAN OR EQUAL TO THE NEGATIVE LOAD ARE ACCEPTABLE. FOR DESIGN LOADS BETWEEN TABULATED VALUES. NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. MOULT REVISED ame0mptylat olekOmD7ar)da BalffireCoth Amputee: re) 0 III O E.f 88a0D,aI: 1)Ivlekal Wel t 09/19/2005j [ ' i i 05-473 of5) MIAMIDADE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 2 "x Heavy Wall Aluminum Tube Clipped Mullion - L.NLL APPROVAL DOCUMENT: Drawing No. 6223, titled "2" Heavy Wall, Elevations Aluminum Tube Clipped Mullion ", sheets 1 through 5 of 5, dated 04/28/00, with revision "C" dated 05/03/06, prepared by PGT Industries, signed and sealed by Robert L.Clark, P.E., bearing the Miami -Dade County Product Control Renewal Stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered 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 bf this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 04-0528.06 and consists 'of this page 1 and evidence pages E -1 and E-2, as well as aerovaf • eaf meitianed '�ve. The subaattec! eloeuene4tion�was reviewed by Jaime D. Gascon, P.E. • • •• ••• •• • • • •• • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• • •. • • • • • • • �fpt5 • • • • • • • • 0 • . • • tj �� • • •• • • • •• • • • • • • • ••• • • • • • • • • • • • • •• • • • • •• • • MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No 06- 0125.08 Expiration Date: June 28, 2011 Approval Date: June 08, 2006 Page 1 PGT Industries A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 6223, titled 2" Heavy Wall, Elevations Aluminum Tube Clipped Mullion, Sheets 1 through 5 of 5, dated 04/28/00, with revision "C" on 05/03/06, prepared by PGT Industries, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 along with installation diagram of a pair of fixed aluminum windows (00 configuration) 60" x 54" mulled together with a ix 2x std. wall mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2902, dated 01/05/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA# 04-0528.06" 2. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 along with installation diagram of a pair of fixed aluminum windows (00configuration) 80" x 76" mulled together with a lx 4 x std wall mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2903, dated 01/05/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA# 04- 0528.06" 3. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 discussed along with installation diagram of a pair of fixed aluminum windows with a transom lite (0 /00 configuration) mulled together with a lx 2 x 3 /a" wall vertical and a 2 x 6" x 1/4" wall horizontal mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2975, dated 01/23/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA# 04- 0528.06" C. CALCULATIONS 1. Revised Anchor Calculations and structural analysis, complying with FBC -2004, prepared by PGT Industries, dated 01/23/06, signed and sealed by Robert L.Clark, P.E. .. . . • • • ••• • • • • • • • • • • .••.• • • •• • •. • • • . . • . .. •. • . • • • • • • • • • • • . • • • • • • • • • • • • •• • • • • • • • • • ••• • • • • • • ••. • • • • • • • • • • • • • ... • • • • • • • • • • • • • • .. . . • • • • • • • • • ••• • • NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E -1 Jaime D. ascon, P.E. Chief, Product Control Division NOA No 06- 0125.08 Expiration Date: June 28, 2011 Approval Date: June 08, 2006 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance, dated 01/23/06, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated 01/23/06 and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 04- 0528.06, issued to PGT Industries for their 2" x Heavy Wall- Aluminum Tube Clipped Mullion, approved on 07/15/04 and expiring on 06/28/06. 2. Letter from consultant dated 04/21/06, stating that the product is in compliance with the Florida Building Code (FBC). .. .. • • • • • .. • • • • • • • • • ▪ • •• •. • • • •• • . •• • • •. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • ••• • . .. • • • • •. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• .• • • • • • •• 0 •• • • • .• . • • E -1 Jaime D. v+ n, P.E. Chief, Product Control Division NOA No 06- 0125.08 Expiration Date: June 28, 2011 Approval Date: June 08, 2006 • • •••••• • • •••• • • • • •••• • ••• • • • •• • • • •••• • • • •••• • • • • •••• • •• • MULLIOr? ••. • 3 ULLED MULLIONS H 1 Robe,{ L CMrk, P.d. PE #39712 Structural ANCHORS DETAIL "6", "C" OR D" BOTH ENDS ANCHORS DETAIL "B ", "C" OR "0" BOTH ENDS — WI i W2 W W = W1+W2 (2) WINDOWS MULLED TOGETHER FOR DEIERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 MAX OPENING = W OR W 1 +W2 MULL LENGTH = H TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS 1070 TECHNOLOGY ORNE NOKOMIS FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Read By: F.K. Rend e, F.K. Oman P.J.P. 379/06 53/06 48/00 Se leolModel: MULLS MULLION Scab: NTS ULLION H = H1 +H2 (1) WINDOW MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 MAX OPENING = H OR H1 +H2 MULL LENGTH = W B REW E ANCHORAGE C7N0 CHG THIS SHT Sheet 1 of 5 w ,• `�►. tiir�ra<� i i OeacNRl: 2" HEAVY WALL, ELEVATIONS TR1a ALUMINUM TUBE CLIPPED MULLION 0meh,® No. • 6223 •••• • •• • • • • • • • ANCCiAT LiETAIL E • 'C" OR AT BON:, ENDS AND AT BOTTOM •• • • • •• • •• • •ice• W1�• W -; W = W1+W2 H = H1 +H2 (2) WINDOWS MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 MI) MAX OPENING = H OR H1 +H2 MULL LENGTH = W OR W 1 +W2 M2) MAX OPENING = W OR W1 +W2 MULL LENGTH = H1 i 2 ANCHORS DETAIL A 1 ANCHORS DETAIL A H i i -- W W = W 1 +W2+ H = H1 +H2 MULTIPLE WINDOWS W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 M3) MAX OPENING = H OR H1 +H2 MULL LENGTH = W OR W1 +W2 +W3 M4) MAX OPENING = W1 +W2 OR W2 +W3 MULL LENGTH = H1 NOTES; 1. THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE TYPE, QUANTITY AND LOCATION, REFER TO SHEETS 2, 3 AND 5. 2. WINDOWS AND DOORS OR COMBINATIONS THEREOF MAY BE MULLED TO A MAXIMUM OF (7) UNITS. 3. MULLIONS ARE APPROVED FOR IMPACT AND NON — IMPACT APPLICATIONS. 4. REFERENCE TEST REPORTS: FTL -2902, 2903 AND 2975. ANCHORS DETAIL "B", "C" OR "D" AT BOTH ENDS AND AT BOTTOMS I rAll 1 1 • • •••••• • • •••• • • • • •••• • ••• • • • •• • • • •••• • • • •••• • • • • •••• • •• • MULLIOr? ••. • 3 ULLED MULLIONS H 1 Robe,{ L CMrk, P.d. PE #39712 Structural ANCHORS DETAIL "6", "C" OR D" BOTH ENDS ANCHORS DETAIL "B ", "C" OR "0" BOTH ENDS — WI i W2 W W = W1+W2 (2) WINDOWS MULLED TOGETHER FOR DEIERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 MAX OPENING = W OR W 1 +W2 MULL LENGTH = H TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS 1070 TECHNOLOGY ORNE NOKOMIS FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Read By: F.K. Rend e, F.K. Oman P.J.P. 379/06 53/06 48/00 Se leolModel: MULLS MULLION Scab: NTS ULLION H = H1 +H2 (1) WINDOW MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 MAX OPENING = H OR H1 +H2 MULL LENGTH = W B REW E ANCHORAGE C7N0 CHG THIS SHT Sheet 1 of 5 w ,• `�►. tiir�ra<� i i OeacNRl: 2" HEAVY WALL, ELEVATIONS TR1a ALUMINUM TUBE CLIPPED MULLION 0meh,® No. • 6223 •••• • •• • • • • • • • ANCCiAT LiETAIL E • 'C" OR AT BON:, ENDS AND AT BOTTOM •• • • • •• • •• • •ice• W1�• W -; W = W1+W2 H = H1 +H2 (2) WINDOWS MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 MI) MAX OPENING = H OR H1 +H2 MULL LENGTH = W OR W 1 +W2 M2) MAX OPENING = W OR W1 +W2 MULL LENGTH = H1 i 2 ANCHORS DETAIL A 1 ANCHORS DETAIL A H i i -- W W = W 1 +W2+ H = H1 +H2 MULTIPLE WINDOWS W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 M3) MAX OPENING = H OR H1 +H2 MULL LENGTH = W OR W1 +W2 +W3 M4) MAX OPENING = W1 +W2 OR W2 +W3 MULL LENGTH = H1 NOTES; 1. THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE TYPE, QUANTITY AND LOCATION, REFER TO SHEETS 2, 3 AND 5. 2. WINDOWS AND DOORS OR COMBINATIONS THEREOF MAY BE MULLED TO A MAXIMUM OF (7) UNITS. 3. MULLIONS ARE APPROVED FOR IMPACT AND NON — IMPACT APPLICATIONS. 4. REFERENCE TEST REPORTS: FTL -2902, 2903 AND 2975. ANCHORS DETAIL "B", "C" OR "D" AT BOTH ENDS AND AT BOTTOMS •••• • • • • •••• ••• • • • •••• • •••• • • • •••• • • • ••.• D e • PGT 2jc MULUO .• • • MULLION •CLIP. CUT : • ▪ • FLANGES OF( CLIP • TO f4QM•A • "U" CHANNEL AND • • l i 1 • • INSTALL* A• •V-IOWN • • • ` p 28 ( TYPB(TYP • .• I 11 PGT 2a• MULLIO to •• • FOR :2 1 ji� • •• •••• • • • •••• • DIP • PGT 2x MULLION • •• • • • • TYPICAL MULLION TO MULLION INSTALLATION. DETAIL "A" WOOD BUCK )1b() MIN. TYP CAL MULLION TO STRUCTURE WITH WOOD BUCK. DETAIL "B" " OR 6" #12 FH SMS STAGGERED ON PGT 2x MULLIO 2" OPPOSITE SIDES M „E (SO AS NOT TO WOOD BUCK WOOD INTERFERE WITH REMOVED TO i MIN. BUCK EACH OTHER) CONCRETE 7 SEE NOTE 3 !/ n 2h(TYP) + 1i(TYP #12 SCREW, 14 MIN. : ' • 14 MIN. 1 SEE NOTE 3 r 4" OR 6"--1 #12 FH SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 #12 SCREW, SEE NOTE 3 NOTES; 1. FOR CONCRETE APPLICATIONS IN MIAMI —DADE COUNTY, USE ONLY MIAMI —DADE COUNTY APPROVED MASONRY ANCHORS. MINIMUM DISTANCE FROM CENTER OF ANCHORS TO CONCRETE EDGE IS 2 1/2 ". ELCO 1/4" SS4 CRETE —FLEX ANCHORS MAY BE USED INSTEAD OF 1/4" TAPCONS PROVIDED EMBEDMENT IS INCREASED TO 1 3/4 ". 2. 1/4" TAPCONS OR ELCO 1/4" SS4 CRETE —FLEX MASONRY ANCHORS MAY BE USED INSTEAD OF #12 SCREWS FOR WOOD APPLICATIONS. 3. FOR MULL SIZE AND QUANTITY OF ANCHORS SEE SHEET 5. FOR ANCHOR LOCATIONS SEE SHEET 3. QUANTITY OF PINNING SCREWS FOR MULL —TO —CLIP TO BE HALF THE QUANTITY OF ANCHORS FROM CLIP —TO— OPENING. (MINIMUM OF 2 SCREWS PER CLIP) 4. IMPORTANT: QUANTITY OF ANCHORS SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS, REFER TO CHARTS 1 AND 2 ON SHEET 5. FIND THE APPLICABLE MULL SIZE AND PRESSURE REQUIRED FOR YOUR SPECIFIC APPLICATION. 5. REFERENCE TEST REPORTS: FTL -2902, 2903 AND 2975. iS/rA Robert L C ork. PL Structural 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS FL 34274 } TYP CAL MULLION TO STRUCTURE WITH WOOD BUCK REMOVED FROM CONC.. DETAIL "C ". #12 FH SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 1/4" TAPCON, SEE NOTES 1 & 3 TYPICAL MULLION TO STRUCTURE WITH WOOD BUCK AND CONC.. DETAIL "D" TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS R F.K. 179/06 8—REVISE ANCHORAGE #12 FH SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 1/4" TAPCON SEE NOTES 1 & 3 ALUMINUM TUBE CLIPPED MULLION Road F.K 573/04 C —NO CHG THIS Siff foto Dram P P . 48/00 Gecrlpeea: 2" HEAVY WALL, CLIP INSTALLATION DETAIL Series, Scale: Sheet Drawing No. MULLS NTS 2 es 5 6223 C • •• •• • •• •• • • • • • • • • • •••• • •••• • • •••• ••. • 2" MULL CLIP EXTRUSION DWG #513 2" MULL CLIP W/TABS REMOVED EXTRUSION DWG #513 CUP LENGTH CHART FOR 1 x MULL MULL SIZE 2 x 4 x 1/4 2 x 6 x 1/4 1 • •• • • • • • • MW. (TYP • • • r irl N • • ••• •••• • • • 4 MAX. 3 7/16 5 7/16 • • (3) ANCHOR LOCATIONS iMIN. FROM ENDS (TYP) MIN. (TYP) I I.4 2.1® (3) ANCHOR LOCATIONS NOTES: MIN. MIN. 3 MIN. 1 3 MIN. 1 -- -A (4) ANCHOR LOCATIONS MIN. FROM ENDS (TYP) MIN. (i) A ' (4) ANCHOR LOCATIONS 1 IMPORTANT: QUANTITY OF ANCHORS SHOWN ARE FOR PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS, PLEASE REFER TO CHARTS 1 AND 2 ON SHEET 5. F1ND THE CORRECT MULL SIZE AND PRESSURE REQUIRED FOR YOUR SPECIFIC APPLICATION. 2. REFERENCE TEST REPORTS: FTL -2902, 2903 AND 2975. MIN. MIN. FROM ENDS (TYP) MIN. (NP) A (6) ANCHOR LOCATIONS � (6) ANCHOR LOCATIONS TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS 1070 TECHNOLOGY ORME NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS FL 34274 (W- 3/4)/3 MIN. .3 EQ. SP. ® (A'- 3/4)/3 3 EQ. SP. l FK. Re er Sertos /Moth* MULLS A' f 8) ANCHOR LOCATIONS MIN. FROM ENDS (TYP) MIN. (TYP) AL(A'- 3/4)/3 - ! A ' (8) ANCHOR LOCATION$ 179/06 573/06 P.J.P. 4 8/00 8—ADD 3 -4 HOLE APP. C � MISSING DIM. MIN. MIN. : 2" HEAVY WALL, ANCHOR LOCATIONS mx ALUMINUM TUBE CLIPPED MULLION Scatx NTS 3 h1 5 X 6223 Ron C L Clock, P.E. PL•' /3971 Structural ••••.• • • • • • • •••• • •• • •••�•• • • • • • • • • ••••a • • • • • • ••••I • • •••4• • • • • •••1 • •• • • • • • • • •. •••..• •• • •• • • • • ••••■I• ••• • • •• • • • • • •• •• • 0 • • •• •••• 4 • • •••• • 32 • •• • • 0 1 2 1i 4 NOTE: 1. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 2 4 2x HEAVY WALL MULLS MAT'L: 6063 —T6 PE #39712 P.E. Structural 6 TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS 1070 TECHNOLOGY OWE NOKOMIS FL 34275 P.O. BOX 1529 NOKOAOS. FL 34274 3/06 C TFJIS SHT R ift 179/06 Dram 9Y P.J.P. 48/00 OettrtPwn: 2" HEAVY WALL, MULLION PROFILES B C HO THIS SHT. mw ALUMINUM TUBE CLIPPED MULLION Sertee/Yadel: MULLS ale: iX Cheat 4 of 5 Drawing No. 6223 • •• •• • •••• • • • •••• ••• • • ••• • •••• • •••• • •••• •• • • • CHAR 2x6x.15(1• • • • • • • OPENING WIDTH IN INCHES • 5 : 60 70 80 90 100 110 120 130 160 ANCHOR (3) A IT) A l ) A (4) A a. 'TYPE ij ; (6) B 4g'Q 'M) B (8) B 'fT0 '170 170 • ••.ss 76 78 84 90 96 108 111 144 - 42 170 ...AB i 170 61x.621 170 • 54 170 ;•. 60 170 • '6S' 170 170 170 170 170 170 170 165 144 140 105 CHART 1. - ANCHOR TYPE & QTY. 42 48 50.625 54 60 63 66 72 76 78 84 •fro" ;170' T70 170 170 170 170 170 170 170 170 108 90 163 141 96 151 129 108 107 90 111 98 83 144 45 37 170 170 '.170 170 ' 170 170 ' 170 170 170 170 \ •,j70 170 170 170 170 170 170 170 166 170 153 170 142 170 123 163 119 154 89 90 125 112 78 72 32 113 100 89 63 28 (3) A (4) A (6) B (8) B 170 1 170 170 170 170 170 170 170 170 1 170 170 1 170 170 1 170 170 1 170 168 1 170 162 1 170 148 1 170 136 1 170 125 1 167 109 1 141 105 133 78 1 78 104 91 62 57 26 97 83 57 52 23 (3) A (4) A (6) B (8) B 170 1 170 170 170 170 1 170 170 170 170 1 170 170 170 170 1 170 165 1 170 154 1 170 148 1 170 134 170 123 1 164 113 1 151 98 1 125 94 1 118 92 78 53 48 21 (3) A (4) A (6) B (8) B 170 1 170 170 170 170 1 170 170 1 170 170 1 170 170 1 170 170 1 170 154 1 170 143 1 170 138 1 170 124 1 166 113 1 151 104 1 139 89 1112 86 1 106 69 1 69 61 1 61 88 73 49 45 20 85 69 47 43 18 (3) A (6) B 170 170 170 170 170 170 168 146 135 130 117 108 97 83 80 56 50 (3) A (6) B 170 170 170 170 170 170 170 170 170 170 177 60 70 80 90 100 110 120 130 160 (3) A (3) A (3) A (3) A (3) A (3) A (3) A (3) A (3) A (6) B (6) B (6) B (6) B (6) B (6) B (6) B (6) B (6) B 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 166 162 160 159 159 170 170 170 170 154 149 146 145 145 170 166 152 142 135 129 125 123 122 170 167 153 154 141 131 124 119 115 112 109 149 136 127 119 114 110 107 104 136 124 114 107 102 98 94 90 79 63 41 37 16 (4) A (8) B 170 170 170 170 170 170 170 170 170 170 155 141 129 102 97 (3) A (6) B 170 170 170 170 170 170 162 140 129 124 111 100 91 78 75 (4) A (8) B 170 170 170 170 170 170 170 170 170 165 148 133 123 95 89 L Clark, ?.E PE $99712 Structural (3) A (6) B 170 170 170 170 170 170 159 136 125 119 106 96 87 73 71 (4) A (8) B 170 170 170 170 170 170 170 170 166 159 142 127 115 88 83 (3) A (6) B 170 170 170 170 170 170 158 134 122 116 103 92 83 70 67 (4) A (8) B 170 170 170 170 170 170 170 170 162 155 137 123 109 83 78 IND ES 1070 TECHNOLOGY DRNE NOKOMIS, FL 34273 P.O. BOX 1529 NOKOMIS, FL 34274 (3) A (6) B 170 170 170 170 170 170 158 133 119 113 98 86 77 63 61 (4) A (8) B 170 170 170 170 170 170 170 170 159 151 130 116 98 73 68 56 51 51 47 47 44 44 37 37 NOTES: 1. MAXIMUM ALLOWABLE PRESSURE IN PSF. 2. DESIGN IS BASED ON OPENING WIDTH. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME. SEE SHEET 1. 3. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 4. ANCHOR TYPES: A. 1/4" TAPCON B. #12 SCREW TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS 113 1-.Z Vertical Mull Mull Length �Opening„� Width Horizontal Mull F Opening Width � mull Length — ' Multiple Mulled Units Mull Length \Opening Width 7/9/06 V/3/06 Serlas/Model: Scale: MULLS NTS &wisdom ANCHORAGE CNONO� 11115MIT sh.a 5 of 5 IlleinCIVEVISED aawn P.J.P. 48/00 Deadlptlow: 2" HEAVY WALL, PRESSURE CHARTS 1 & 2 R9e ALUMINUM TUBE CLIPPED MULLION Drawing No. 6223 Raw. C MIAM COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries P.O. Box 1529 Nokomis, FL 34274 SCOPE: This NOA is being issued tender the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series `ASH- 4000" Aluminum Single Hung Window APPROVAL DOCUMENT: Drawing No. 2736, titled "Alum. Single Hung Window W/ STD. MTG. Rail ", sheets 1 through 7 of 7, prepared, signed and sealed by Robert L.Clark, P.E., dated 12/15 /04 with revision "F', on 09/20/06, bearing the Miami -Dade County Product Control Renewal Stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", 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,lip njilablg for inspection at the job site at the request of the Building Official. This NQA reviCes1VOit 1 os4 .05 and, consists of this page 1 and evidence page E -1 and E -2, as well as approval 'documeni ni tioneed�a The submitteac&ocu was reviewed by Jaime D. Gaston, P.E. ... • • • • • . • .. • ... • • • • • ... • . • • • ... • • • • • • • • • • • .. .. • • It: 41 • MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 NOA No 06- 0706.04 Expiration Date: September 30, 2011 Approval Date: October 19, 2006 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 2736, titled "Series "Alum. Single Hung Window W /STD. MTG. Rail" Sheets 1 through 9 of 9, prepared by the manufacture dated 12/15 /04 with revision "D ", on 12/15/04, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports onl) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 along with marked -up drawings and installation diagram of aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 3654 signed and sealed by Joseph C. Chan, P.E. "Submitted under NOA # 058- 0104.05" 2. Test reports on 1) Mr Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 2959, 2960, 2961, 2962, 2963 and 2964 dated various, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA # 058- 0104.05" 3. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. VII- 4179 dated April 07, 2004, signed and sealed by Edmundo J. Largaespada, P.E. "Submitted under NOA # 058- 0104.05" 4. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 4379 dated 11/04/04, signed and sealed by Edmundo J. Largaespada, P.E. •• ••• • • • • • •• • • • • • • •• ••• •• • • • •• • • •• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • ••• • ••• • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • 000 • • E -1 Jaime D. Gascarh, P.E. Chief, Product Control Division NOA No 06-0706.04 Expiration Date: September 30, 2011 Approval Date: October 19, 2006 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Revised Anchor Calculations, ASTM -E 1300 -02, and structural analysis, prepared by PGT Industries, dated 09/20/06, signed and sealed by Robert L. Clark, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance and no financial, dated May 11, 2001, signed by Robert L. Clark, P.E. "Submitted under NOA # 04-0714.06" 2. Laboratory compliance statement as part of test reports for Test Report no. FTL -2959, 2960, 2961, 2962, 2963 and 2964, issued by Fenestration Testing Laboratory, Inc., signed and sealed by signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA # 04-0714.06" G. OTHER 1. Letter from the consultant stating that the product is in compliance with the Florida Building Code (FBC). 2. Notice of Acceptance No. 05- 0104.05, issued to PGT Industries, Series SH-4000 Aluminum Single Hung Window, approved on 03/24/05, and expiring on 09 /30/06. .• ••• • • • • • .• • • • • • • .. ••• .. • • • .• • .•• ••• ..• • • • • • • • • • • • • • • • • • • • • • • • .• .• • • • • • • • • • ..• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • •. •• • • •• •• 000 • • • • • • • E -2 J: r D. Gascon, .E. et, Product Control Division NOA No 06-0706.04 Expiration Date: September 30, 2011 Approval Date: October 19, 2006 • • • • • •••• • •• • • • •• • • • • • • • • •• e • • • • • • • • •• • • • • • •••• • • • • • • • •• •••• • •• • • • • • ••• • •• • • • •••• • • • ••• GENERAL NOTES: NON - IMPACT WINDOW • 1. GLAZING OPTIONS: • A 1/B' ANNEALED GLASS B. 1I8 B. lir TEMPERED GLASS • C. 3/16° ANNEALED GLASS D.1/4' ANNEALED GLASS • E 3/16° TEMPERED GLASS • F. 1/4° TEMPERED GLASS 0. 112' I.G. GLASS CONSISTING OF (2) LITES OF 116° ANNEALED GLASS • WITH A1 /4° AIR SPACE BETWEEN. H.1/2° I.G. GLASS CONSISTING OF (1) LITE OF 3/18' ANNEALED GLASS • AND (1) LITE OF 118' ANNEALED GLASS WITH A 3/16' AIR SPACE BETWEEN. ® 1. 1P2' I.G. GLASS CONSISTING OF (2) LITES OF 1/8" TEMPERED GLASS WITH A 1/4 ° AIR SPACE BETWEEN. • J. 1/2" I.G. GLASS CONSISTING OF (1) LITE OF 3116° TEMPERED GLASS • AND (1) LITE OF Ur TEMPERED GLASS WITH A 3116" AIR SPACE BETWEEN. 2. CONFIGURATION: 1/1 OX /• 3. DESIGN PRESSURES: (SEE TABLE 1, SHEET 3) A NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS ® TABLES ABTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. C. DESIGN PRESSURES LESS THAN 40 PSF ARE NOT APPLICABLE IN MIAMI -DADE COUNTY. 4. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 6 AND 7. THE 331/3 STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. 5. SHUTTERS ARE REQUIRED WHERE IMPACT RESISTANCE 1S REQUIRED. SHUTTERS MUST BE MIAMI-DADE COUNTY APPROVED FOR INSTALLATION IN MIAMI-DADE COUNTY. 6. SEALANTS: FRAME CORNERS, FIXED MEETING RAIL SEAMS AND VENT CORNERS SEALED WITH CLEARCOLORED SEALANT. 7. REFERENCES: TEST REPORTS FTL- 2959, FTL -2960, FTL -2961, FTL -2983, FTL -3654, FTL -4178, AND FTL-4379. ELCO TEXTRON NO 04-0721.01, 03-0225.05 ANSUAF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION FOR THE HIGH VELOCITY HURRICANE ZONE (HVHZ). Rwseer mas Revisions CHANGE NOTE 3 TDASTME 130602AND F.K 0820/08 F ADD AIR SPACE DIAL TO 10. GLASS RECIPES 1070 TECHNOLOGY DRIVE Road By t» Resists= ADD UPGRADE GLASS TYPES L AND J. (TEMPERED LG. OPTIONS) Jd. 0595,98 E CHANGED NOTES 3, 4, 7& MAP PAGES. ADD NOTE & NOKOMIS. FL 34278 Ramer F.K. Gam 87: F.K. D9b: 12116/04 Deft 12/16/04 Resists= cbr J.J. REDRAWN& ADDED ALT. EJRR, ADO. GLASS TYPES & MAP. 528/06 78' MAX HE ..,1-1T P.O. 1529 NOKOMIS. FL 34274 LITE DAYLIGHT OPENING 481/8° MAX VENT Visibly Sawa b31/8° MAX WIDTI 49 118' MAX FIXED DAYUGHT OPENING OUTSIDE ELEVATION GENERAL NOTES AND ELEVATION TRW ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL Sosissasoke SH9000 NTS 11 a 7 34 3/8' MAX FIXED LITE DAYUGHT OPENING 34 is • MAX VENT DAYUGHT OPENING Otsgo Mo. 2736 NOA DRAWING MAP SHEET GENERAL NOTES 1 ELEVATIONS 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 VERT. SECTIONS 4 HORIZ. SECTIONS 4 PARTS LIST 5 EXTRUSIONS 5 ANCHORAGE 6-7 ••• • • • • • •••• • •• • • • •. • • • • • • • • • • • • •• • • • • • • • •• • •••• • • • • • • • •• • •• • • • • • •• • • • • • ••• • •• • • • • • • • •••• • • • Re J.J. JJ. Rad4Br: F.K emw er F.K. 1/8" GLAZING DETAIL (ORIGINAL DESIGN) Deft ards 0&0.5105 F Rsrhbrm Data 12/1E64 12115/04 Cbemhwer J.J. N 12° NOM. 1/2" I.G. GLAZING DETAIL (ORIGINAL DESIGN) lir ANNEALED OR TEMPERED GLASS 114 ° AIR SPACE A 1B° ANNEALED OR TEMPERED GLASS N. ADD AIR SPACE Dili TO I.O. GLASS DETAILS & ITEMS 55 & 56. ADD TEMPERED OPTION TO I.O. GLAZING DETAILS. ADDED 10 GLAZING DETAILS & REMOVED ALT. ONES. REDRAWN ORIG. AND ADDED ALT. GLAZING DETAILS. r 0 5/28/08 3/16" GLAZING DETAIL (ORIGINAL DESIGN) 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34270 P.O. BOX 1829 NOKOMS, FL 34274 12° NOM. PcT Visibly Beater ii 3/18° ANNEALED OR TEMPERED GLASS 3118' AIR SPACE A 1/8° ANNEALED OR TEMPERED GLASS 1/2" I.G. GLAZING DETAIL (ORIGINAL DESIGN) GLAZING DETAILS take ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL Sarisdlele SN4000 Full Mast 2 d 7 r L I 1/4" ANNEALED OR TEMPERED GLASS 318' B ® �. Erl 0 1/4" GLAZING DETAIL (ORIGINAL DESIGN) Ctedrv 2736 F N. •••• • • • • •••• • • • • • • • • • • • • • • • • • • •• • • • • • •• • • • •• • • • ••• •••• • • •••• • •• • • • • • • • • • • • •••• • •••• • • •• • • • WIDTH • • • • e • COMPARATIVE ANALYSIS: TABLE 1. WINDOW GLASS WINDOW HBGHT 32" 3r 40" 44" 48" A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J 1 +56.7 +56.7 +56.7 +58.7 +56.7 +58.7 +56.7 +58.7 +58.7 +58.7 +58.7 +58.7 +58.7 +58.7 +58.7 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -87.8 -90.0 -90.0 -79.3 -90.0 -90.0 +58.7 +56.7 +58.7 +58.7 +58.7 +56.7 +56.7 +58.7 +58.7 +58.7 +56.7 +58.7 +58.7 +56.7 +56.7 -85.5 -90.0 -90.0 -73.5 -90.0 -90.0 48.5 -90.0 -90.0 -60.3 -90.0 -90.0 -58.7 -90.0 -88.0 A +58.7 -90.0 +58.7 -90.0 +58.7 191/8" B,E,F +58.7 -90.0 +58.7 -90.0 +58.7 Rend 4" FX 24" 28 112" TYPE C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J +58.7 +58,7 +58.7 +58.7 +56.7 +58.7 +56.7 53 118" B,E,F +56.7 C,D,G,H,I,J +56.7 F.K Ramey. am* F.K. 12/16/04 • 1**** aUrea MadodBY Um. F.K 12/15104 J.J. 525/08 26" 38 316" -90.0 +58.7 -90.0 +58.7 -90.0 +56.7 -90.0 +58.7 -90.0 +58.7 -90.0 +56.7 -90.0 +58.7 -90.0 +56.7 -90.0 +56.7 -90.0 +56.7 -90.0 +58.7 -90.0 +58.7 -90.0 +56.7 -90.0 +56.7 +58.7 +58.7 +58.7 +58.7 +58.7 +58.7 +58,7 +58.7 +56.7 +56.7 +58.7 +48.3 +58,7 A +58.7 -70.8 +51.2 -51.2 +58.7 +39.9 -87.0 -87.0 +58.7 -80.0 +58.7 +56.7 -77.6 +58.7 te a: 0528 r NerMNra ADO AIRSPACE DIM T01.0. GLASS RECIPES. UPGpR 4O.5TgASGPpEE�DggE��®S�NS P PERA REDUCE MAX NEi7471VE DP FRDIl EO 70-90 P WN AND F�NU EGGOMBINEO MIXES, ES, ADDED GLASS TYPES 5 D, 60 518" -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -90.0 -77.8 -90.0 -90.0 95.9 -90.0 -90.0 -59.3 -90.0 -90.0 -51.7 -89.9 -81.7 -48.3 -79.7 -72.5 -39.9 -89.6 -63.3 10701ECHNOLOOY DRIVE 0080108, FL 34278 P.O. BOX 1828 00801818, FL 34274 63" +56.7 +56.7 +56.7 +56.7 +58.7 +58.7 +56.7 +58,7 +58.7 +58.7 +58.7 +58.7 +58.7 +58.7 +58.7 +48.0 +58.7 +56.7 +48.0 +58.7 +58.7 +42.1 +58.7 +56.7 +38.3 +58.7 +55.1 -71.0 -90.0 -88.0 -63.8 -54.9 -77.1 -61.6 -82.1 -74.6 -60.0 -80.0 -72.8 -58.2 -80.0 -72.8 -48.0 -80.0 -72.8 -48.0 -80.0 -72.8 -42.1 -70.2 -63.8 -38.3 -60.6 -55.1 Pica" Visibly Batter 76" +43.8 +58.7 +58.7 +38.2 +56.7 +58.7 +38.3 +58.7 +55.0 +33.8 +58.4 +51.3 +33.0 +55.0 +50.0 +33.0 +55.0 +50.0 +33.0 +55.0 +50.0 +33.0 +55.0 +50.0 +33.0 +55.0 +50.0 Bertalrdsk 8114000 -43.8 -73.0 -66.4 -38.2 -83.6 -57.9 38.3 -6a5 -55.0 -33.8 -58.4 -5t3 -33.0 -55.0 -50.0 -33.0 -55.0 -50.0 -33.0 -55.0 -50.0 33.0 -55.0 -50.0 -33.0 -55.0 -50.0 GLASS TYPES: A. * B. C. * D. E. * F. 0. * H. * 1. * J. 1/8" ANNEALED FTL- 2981, 2963 1/8" TEMPERED FTL -2961, 2983 3116" ANNEALED FTL -2990 1/4" ANNEALED FTL -2980 3116" TEMPERED FTL -2959, 4179, 4379 1/4" TEMPERED FTL -2959, 4179, 4379 112" I.G. (1/8"A, 1/4" AIR SPACE, 1/8"A) FTL -3654 112" I.G. (3/18'A, 3/16" AIR SPACE, 1 /8"A) FTL -3854 1/2" I.G. (1 /8'T, 114" AIR SPACE, 1/8'T) FTL3654 1/2" I.G. (3116"T, 3/18" AIR SPACE, 118'T) FTL-3664 * UPGRADE FROM GLASS TYPE TESTED DESIGN PRESSURES ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL NTS 1 3 d 7 I°a 2736 17 PIIOD1 O ree• triddl•tltdb iUtilii Map= 411•1-rd it 8178040141 • •• • • • • • , •••• • •• • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • •••• • • • • • • • •• •• • •• • • • • • ••• • •• • • • •• • • • • • • • • • SECTION B-B INTERIOR NOTES: VENT DAYLIGHT OPENIN NOTE 1 FIXED LITE DAYLIGHT OPENIN MAX. WIDTI I SECTION A -A 1. WINDOWS ARE EQUIPPED WITH ITEM 13, SWEEP LATCH LOCATED ON THE VENT TOP RAIL OR ITEM 41, BOTTOM LOCK LOCATED ON THE VENT BOTTOM RAIL. 2. WINDOWS ARE GLAZED WITH ONE OF THE FOLLOWING GLASS ITEMS 21, 23, 24, 29, 51, 52, 53, 54, 55, OR 56. EXTERIOR NOTE 2 Rood. FbooOne J.J. 0810646 E REDRAWN AND REMOVED ALTERNATEEXTRUSlON3. per Oft R F J C 09 2 00 8 F ADDISANDTONOTEZ W16/04 0 REDRAWN AND ADDED ALTERNATEVORUSIONS. O,eim er Or. der Ode: F.K. 12/16/04 J.J. 626/00 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. SOX 1520 NOKOMIS. FL 34274 Pc:T Visibly Better SECTIONS ALUM. SINGLE HUNG WINDOW, STD. MTG RAIL 9E4000 1/2 snrc 4 d 7 2738 / /71"- 4' J /dJ /✓ • • • • • • • • ••••• • • • • • • • • • • •• • • • • • • • •• • • •••• • • • • • • • • • • •• • • • • • •••• • •• • • • • • ••• • •• • • • • • ITEM DESCRIPTION 43 1° x 2' x1/16' FOAM GASKET 51 1/8° TEMPERED GLASS 52 114° ANNEALED GLASS 53 1/4" TEMPERED GLASS 64 112° I.G. GLASS (3/18°A 311 8" AIR SP/CEO/WA) 55 112°10. GLASS (15{",,1/4" AIR SPACE,11rT) 68 1/2" I.G. GLASS (3/16"T, 3/18 AIR SPACE,1/81) C #2707, VENT TOP RAIL, 6063 -T6 PGT # 52703 1 FLANGED FRAME HEAD 2 FLANGED FRAME SILL 3 FLANGED FRAME JAMB • 4 FOXED MEETING RAIL • 5 58 x 1.000 QUAD PAN HEAD SMS • 8 VENT TOP RAIL 6534522 • 7 VENT BOTTOM RAIL 6534523 • 8 VENT SIDE RAIL 8534524 9 VEWrSTOP 68387 • 10 VENT CAM INSERT ILK & R.H.) 42800 11 98 x.750 QUAD PAN HEAD SMS 7834PA • 12 WEATHERSTRIP, VINYL BULB WAEAF 8TP249 13 SWEEP LATCH 71096 • 14 66x.625 PHILLIPS FLAT HEAD SMS 7858 15 BALANCE 16 WEATHERSTRIP, .187 x.270 FIN • 17 WEATHERSTRIP, .187 x.200, FIN • 18 BALANCE TAKE -OUT CUP 19 SILICON GLAZING SEALANT 21 DOB 1 /8° ANNEALED GLASS • 22 1/8" GLAZING BEAD • 23 3/18° ANNEALED GLASS 24 3118° TEMPERED GLASS 25 3116" 114" GLAZING BEAD 26 98 x 1.000 QUAD PAN HEAD SMS 27 1° x 1 112° OPEN CELL FOAM PAD 28 SCREEN ASSEMBLY 29 1 I.G. GLASS (1/8'A,1/4" AIR SPACE,1/8"A) 30 I.G. GLAZING BEAD 1253 31 SWIGGLE 82704 62705 8534521 781PQ 61082 67919 7121UM 62899 65200 85198 781PQ 32 FLANGED FRAME SILL 62751 41 VENT BOTTOM RAIL LOCK 62740 42 VENT BOTTOM RAIL LOCK SPRING 7SPRNG VENDOR /MAT'L DWG.# TEAM PIASTICSOR0 X76 2703 6063.76 2704 6063-76 2765 8063 -T6 2706 SPENCER OR = 8063-76 2707 8083.76 6083-T8 2709 60078 2770 NYLON 616 2748 SPENCER OR = TEAM PLASTICS OR = NATIONWIDE OR = SPENCER OR = CALDWELL OR = SCHLEGELOR= CALDWELL OR = DOW GEOR= FLORIDA SCREEN OR = 2718 FLORIDA SCREEN OR = 2719 SPENCER OR TEAM PLASTICS OR = 8363-16 6083-76 #2708, VENT BOTTOM RAIL, 6063 -T6 Rena* ft,. Rattan= FR 0920/08 F ADD AIR SPACE DEL TO 1.0. GLASS RECIPES, ITEMS 29,54,55858. Rand er 04e 0.1,4,... PARTS UST AND EXTRUSIONCONSOIJDATION. J.J. 08/05/05 E ADD ITEMS 83 & 84 (TEMPER LG. GLASS OPTIONS) Rand* 0424. 84440 DELETED SOB, ADDED ITEM Q OWO. NOS. & ALLOY. FJC 12/15/04 D UPDATED PARTS LIST W/ DWG NOS. .8. V 100005 9mn• mpe Medal Ebt 0. FJC 12/15/04 J.J. 525/8 2751 2740 1070 TECHNOLOGY DRNE NOKOMIS. FL 3427 P.O. 1528 NOKOUIS, FL 34274 O 8 #2709, VENT SIDE RAIL, 6063 -T6 2.100 .678 32 #2751, ALT. SILL 6063 -T6 (ALTERNATE EXTRUSION) PcT Visibly Better #2703, HEAD 6063-T6 .083 -HH k- 1.174- O #2770, VENT 41 #2740, BOTTOM STOP, 6063 -T6 LOCK, 6063 -T6 PARTS LIST AND EXTRUSIONS ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL 5144000 I Half 5 s 7 #2704, SILL 6063 -T6 O 4 #2706, MEETING RAIL. 6063 -T6 EradagN,. 2736 F #2705, JAMB 6063 -T6 • • • • •• • •• • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • •• •••• • •• • • • • • ••• • •• • • • • • • • •• • • • • • • 1/4° MAX. SHI CONCRETE ANCHOR SEE NOTE 1 A MIN. 3k81 CONCRETE OR MIN.1.5keI CMU CONCRETE • 13r° MIN. CMU 1 114° MIN. I l t I l 1 1 1lwl U t 71'111'' - .1 (EXTERIOR) DETAIL 1 M N. 1/4' MAX SHI ® CONCRETE ANCHOR SEE NOTE 1.730' 3. WOOD BUCKS LESS THAN 1 12' THICK ARE OPTIONAL (PRODUCT MAY BE INSTALLED DIRE ;TLY TO CONCRETE). 6. ANCHORS ARE NOT REQUIRED IN THE HEAD OR SILL ( REF. TEST REPORTS, FTL-4253 AND FTL-4378). A CONCRETE 1 318° MIN. CMU 1 1/4° MIN. 1 "j 1X WOOD BUCK (SEE NOTE 2) (EXTERIOR) DETAIL 2 TYPICAL JAMB ANCHORAGE e 1.7 M N. 8.53118' WIDE x 78' HIGH UNITS TESTED TO FULL DESIGN PRESSURE AT 118 FOLLOWING SPACING: ®JAMBS: 9' MAX. FROM CORNERS, 8112' BELOW MEETING RAIL AND 17' ABOVE THE LOWER MEETING RAIL ANCHOR. 3° MIN. ANCHOR SPACING. 114' MAX SHIM ---1 WOOD ANCHOR A SEE NOTE 1 A NOTES: 1. MIAMI -DADE COUNTY APPROVED ANCHOR TYPES: 1. ELCO 1/4° TAPCON 2. ELCO 1/4' SS4 CRETE -FLEX MASONRY SCREWS 1412 SCREW AFOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY ABOVE APPROVED 1/4° TAPCONS OR 884 CRETE -FLEX MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1.750'. FOR WOOD APPLICATIONS USE 012 STEEL, G5 SCREWS OR 1/4° ELCO SS4 CRETE -FLEX ANCHORS. 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 12°. WOOD BUCKS DEPICTED AS 2x ARE 1 112° THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083 -T5 AND A MINIMUM OF 1/18° THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW JAMS SIMILAR TO THAT SHOWN IN DETAIL 3 ABOVE FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET THE PRESSURES AND ANCHOR QUANTITIES SHOWN IN TABLE 2, SHEET 7 FOR ANCHOR TYPES 1 AND 2 IN CONCRETE MAY BE USED. 8. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC 2004, SECTION 2003.8.4 (SUPPLEMENT 2005). 1 3/8° MIN. 3ke1 CONCRETE A 2X WOOD BUCK (SEE NOTE 2) OR MIN.1.Skei CMU MIN. (EXTER OR) DETAIL 3 7. FOR INSTALLATION IN MIAMI -DADE COUNTY REFER TO DIMENSIONS OF NOTE 6 AND ANCHOR QUANTIES PER JAMB IN TABLE 2, SHEET 7. ADDITIONAL ANCHORS, WHEN REQUIRED, TO BE EQUALLY SPACED ABOVE AND BELOW THE MEETING RAIL BETWEEN THE CORNER AND MEETING RAIL ANCHORS. R°mal FJ( Reseda) J.J. Renee*. FI( roam* FJ( Deer 09/10!08 Revisions E **Sons (lsobe JJ. 08/1&05 Dens 12118/04 2/16104 F REVISE Nom 1 SPECIFY Nl 7 E, �O<�ANCE8 OUTSIDE FMB IN DETAILS REVERSE ANCHOR SHT3. 8 REVISE ANCHORAGE NOTES REDRAWN, COATED NOTES 8 REMOVED HEAD 8 SILL SECTIONS ose 5 i 26/08 1070 TECHNOLOGY ORIVE NOKOMIS, F134275 P.O. BOX 1028 4040415, FL 34274 PGT Visibly Better ANCHORAGE DETAILS roc ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL SH4000 NTS ,mss 6 d 7 m�� 2736 obertlL. Clerk, P.E. PE 539712 Sbucbxel • •• • • • • •••• • •• • • • • • • • • •• • • • • • • •• • • • • • • • • •• • • • •••• • •••• • •• • • • • • ••• • •• • • • •••• • • • ••• • • • • • i • QUANTITY OF ANCHORS REQUIRED EACH JAMB TABLE 2. ANCHORISUBSTRATE WINDOW WIDTH 181/8" 24" 261/2" 32" 37" 40" 44" 48" 83118" gram 81c F.K. 0902.416 Firm/ Br FX ReathaF F.K Ore= er F.I( mar 17118/04 mm 12/15/04 GLASS TYPE A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,O,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J A B,E,F C,D,G,H,I,J R Moab. *odes 1 By J.J. WINDOW HEIGHT 28" 38 3/8" 31W 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 1,21C 31W 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 8 4 6 4 4 4 8 4 6 4 4 4 6 4 6 4 4 6 4 6 4 4 4 6 4 6 21W 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 6 6 4 6 6 4 6 6 4 6 6 1,2/C 4 4 4 4 4 4 4 4 4 4 4 4 6 8 6 6 6 4 6 8 4 6 8 4 6 6 4 8 6 R.Nms ADD AIR SPACE 0JM.. TO I.G. GLASS RECIPE. F REVISE TABLE ANCHOR 4UAN NWE PER NEW ANCHOR CALLS. REVISE AND UPDATE ANCHORAGEFORMAT NEW SHEET FOR ANCHOR SPACING. 5/18/05 80 5/8" 3M1 2/W 6 4 4 4 4 4 4 8 4 6 4 6 6 6 6 6 6 6 6 6 6 6 6 ! 4 8 i 8 8 8 6 4 6 8 4 6 8 4 8 6 4 6 6 6 6 6 6 4 6 6 4 6 6 4 6 6 1,2/C 6 6 8 6 6 6 6 6 8 6 6 8 6 6 8 6 6 6 6 8 6 8 8 8 4 8 6 1070 TECHNOLOGY DRIVE NOKOMIS, 71.34278 P.0 80X1829 NOK0408, FL 34274 63" 31151 4 8 8 4 6 6 8 8 6 6 6 6 6 B 6 6 6 6 8 6 6 6 6 6 4 6 6 2IW 4 6 6 8 6 4 6 8 6 6 6 6 6 6 6 6 6 6 6 6 6 4 6 6 Pc 1 VLstbly Better 1,21C 6 6 6 6 8 8 8 6 8 6 6 6 6 6 6 6 8 8 6 10 8 6 10 6 6 8 6 78" 3/W 4 6 8 4 6 8 4 8 8 4 6 B 4 6 8 4 6 6 6 6 6 6 6 8 6 6 6 Piabaetodst SH4000 2M1 4 8 6 4 6 6 4 6 6 4 8 8 4 8 6 4 6 8 4 6 6 6 6 8 6 6 6 NTS 1,21C 4 6 8 4 6 6 4 6 6 4 6 6 6 6 6 6 6 6 6 6 6 6 8 6 6 10 8 GLASS TYPE KEY A.1/8° ANNEALED B. 1/8" TEMPERED C. 3/18° ANNEALED D.1/4° ANNEALED E. 3/16° TEMPERED F. 1/4° TEMPERED G. 1/2° I.G. (1/8 "A,1/4° AIR SPACE, 1/8°A) H. 1/2" I.G. (3/18°A, 3118° AIR SPACE, 1/8"A) 1.1/2° I.G. (1/8°T, 1/4° AIR SPACE, 1/8" ) J. 1/2" 1.G. (3/16"T, 3/16" AIR SPACE, 1/8'T) ANCHORAGE SPACING, 1/1 WINDOWS ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL ANCHOR TYPE/SUBSTRATE KEY 3/W = 412 SCREW IN WOOD 2W =1/4° SS4 CRETE -FLEX IN WOOD 0 1,2IC = 1/4° TAPCON OR 1/4° SS4 CRETE -FLEX IN CONCRETE (SEE APPLICATION NOTES MD DETAILS ON SHEET 6) NOTE ANCHORS NOT REQUIRED IN HEAD OR SILL 77 = 7 2736 COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive, Nokomis, FI. 34275 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 Nfiami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "FD -101" Outswing Aluminum French Door w/ Sidelites — Non - Impact APPROVAL DOCUMENT: Drawing No.11005 -2, titled "Outswing Non -Impct French door(s) & Sidelite(s) ", sheets lthrough 11 of 11, prepared by manufacturer, dated 02/28/07 and last revised on July 11, 2007, signad and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None: Approved Hurricane Protection devices, complying w/ FBC, as applicable are required. Limitation: 1. Full length reinforcements are required for OX, XO, XXO, OXX, OXO and OXXO. The lower design pressure from table 1 or table 2 shall control. 2. Egress operable doors must comply with min clear width per FBC, as applicable. 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. INSRE 3 QN; A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and lhdlaDlefcc iDsnec ion at the job site at the request of the Building Official. T1 $ NQI coo ysts oI tIO :age t. as well as evidence sheet E-1 and approval document mentioned above. The submitted Jocumegtafla Was reviewed by Ishaq I. Chanda, P. E. • • • • • • • • • • • • • • •• 110 • • • • • • • • MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No. 07- 0309.09 Expiration Date: August 02, 2012 Approval Date: August 02, 2007 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.11005 -2, titled "Outswing Non - Impact French door(s) & Sidelite(s) ", sheets lthrough 11 of 11, prepared by manufacturer, dated 02/28/07 and last revised on July 11, 2007, signed and sealed by Robert L. Clark, P.E. B. TESTS Test report on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94. 4) Forced Entry Test, per FBC 24113.2.1 (b) and TAS 202 -94 Along with marked -up drawings and installation diagram of aluminum out swinging French door w/ sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No(s). FTL4969, dated September 09, 2006, signed and sealed by Edmundo Largaespada, P.E. C. CALCULATIONS 1. Anchor verification and comparative analysis dated 03-02 -07 and last revised on 06/08/07, prepared by PGT, signed and sealed by Robert L. Clark, P.E. 2. Glazing complies with ASTME- 1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 03 -02 -07, signed by Robert L. Clark, P.E. 2. Letter of lab compliance, part of the above test reports. G. OTHER 1. Test proposal dated Jan. 17, 2007 approved by BCCO. •.. . . • • • •• • • • . • • • • • •. ••• •• • • • •• • ••• • • • • • • .. • • ••• ••• • • • • • • • • • • • • •• • • • • • • • • • • .•• • 00 0 • • • • 0 010 • • • • • • • • • • • 000 • • • • • • 10.10 •. 00 • • • •• 00 • 000 • • E -1 1444.1 1. LI, *m• J haq L Chanda, P.E. Product Control Examiner NOA No. 07- 0309.09 Expiration Date: August 02, 2012 Approval Date: August 02, 2007 NOTES: OUTSWING NON - IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A 3118° TEMPERED GLASS B. 518" I.G. GLASS CONSISTING OF (2) LRES OF 3/18° TEMPERED GLASS WITH AN AIR SPACE BETWEEN. 2. DESIGN PRESSURES: (TABLES 1 AND 2, SHEET 1 AND TABLES 1A AND 2A, SHEET 2) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 3. CONFIGURATIONS: MI a XO, OX. XXO, OXX, 02, AND OXXO. 4. ANCHORAGE THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8-11. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FBC, CURRENT EDITION. 5. SHUTTERS ARE REQUIRED WHERE IMPACT RESISTANCE REQUIRED. SHUTTERS MUST BE MIAMI -DADE COUNTY APPROVED FOR INSTALLATION IN MIAMI -DADE COUNTY. 8. SEALANTS: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. 7. REFERENCES: TEST REPORT FTL -4984, ELCO TEXTRON NOA: 04- 0721.01, 03-0225.05, ANSUAF&PA NDS -2001 FOR WOOD CONSTRUCTION, ADM -2005 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 9. CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION: A. THE LOWER DESIGN PRESSURE FROM TABLE 1. OR 2. PREVAILS. B. FULL LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E-E, SHEET 5), IS REQUIRED ONLY AT ALL DOOR TO SIDE LITE CONNECTIONS FROM TABLE 1 AND 2. ONLY REFER TO TABLES 1A AND 2A, SHEET 2 FOR DOOR TO SIDE UTE CONNECTIONS WHICH DO NOT REQUIRE ITEM 22 REINFORCEMENT. 10. SINGLE DOORS 33 5/8° WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 841/8° WIDE OR OVER COMPLY WITH THE EGRESS REQUIREMENTS OF THE FBC, CURRENT EDITION. NARROWER DOORS A MAY BE USED WHERE EGRESS IS NOT REQUIRED BY CODE. TABLE 1. DESIGN PRESSURES: OUTSWING DOORS o (SEE NOTE 9A AND 9B ABOVE FOR OX,XO,XXO,OXX,OXO & OXXO) z DOOR X 28 33 112" X 351/2" X 3 37112" XX 40 473/4" 8 WIDTH X 2 25112" X 271/2" X 281/2" X 2 311/2- XX 51 3/4" 653/4" XX 5 593/4" XX 5 633/4" XX 87 314" XX 6 71 3/4" FX FAC F.K �6T67 DOOR HEIGHT 8 79314" +75.0 +75.0 +75.0 +75.0 -82.3 -72.9 -65.0 -105.8 +75.0 +72.9 +85.0 +75.0 +75.0 +75.0 +75.0 +75.0 +72.9 +85.0 Po"de,, Pale! tbstsbas -112.1 -105.0 -98.9 -93.7 -82.3 -72.9 -85.0 -112.1 -105.0 -98.9 -93.7 -82.3 -72.9 -85.0 7 -83314" +75.0 +75.0 +75.0 +75.0 +75.0 +72.9 +65.0 +75.0 +75.0 +76.0 +75.0 +75.0 +72.9 +85.0 -105.8 -99.0 -93.2 -88.3 -99.0 -93.2 -88.3 -82.3 87 3/4" +75.0 +75.0 +75.0 +75.0 +75.0 +72.9 +65.0 +75.0 +75.0 +75.0 +75.0 +75.0 +729 +65.0 Rasta: WNW 8 Doto 4RbV7 Retlaat A Oa°Ydes -100.2 -93.7 -88.2 -83.4 -79.3 -72.9 -65.0 -1002 -93.7 -88.2 -83.4 -79.3 -72.9 -85.0 91 3/4" +75.0 +75.0 +75.0 +75.0 +75.0 +71.6 +65.0 +75.0 +75.0 +75.0 +75.0 +75.0 +71.6 +65.0 -95.2 -89.0 -83.7 -79.1 -75.1 -71.6 -65.0 -95.2 -89.0 -83.7 -79.1 -75.1 -71.6 -65.0 ROD NOTE REF. 70 TAMES d2ANODt7. OESIONATION TO MAIM t7BT. EIBEIJISHNOWE f4 ADD 0ANROEMK REVISE TAME f ANDS ONION PRESSURES PEP 13a1Q2ATTES7®6$PSF. SPA47H NON I7,AONPQR SENSE NOTE S, NEWF. AW NOT B1P Oft J.J. 8 ° -953/4 +75.0 +75.0 +75.0 +75.0 +71.3 +88.0 +65.0 +75.0 +75.0 +75.0 +75.0 +71.3 +88.0 +65.0 -90.7 -84.7 -79.6 -752 -71.3 -68.0 -65.0 -90.7 -84.7 -79.6 -75.2 -71.3 -72.9 -65.0 -68.0 -65.0 A TABLE 2. DESIGN PRESSURES: SIDE LITE (SEE NOTE 9A & 9B ABOVE SIDE LITE SI WIDTH 103/4" +75.0 +76.0 +75.0 +75.0 +75.0 +87.3 -150.0 -150.0 -124.3 -110.5 -902 -67.3 +75.0 - 150jf ; 150.0 +75.0 - 15010.11719 0-150.0 +75.0 - 118.3..67460 -112.8 +75.0 - 105.1 •'3610 -100.1 +75.0 -850 *?5100 -81.3 • 4 +87.3 -673 +95!9 -65.9 12 314" 1 21 3/4" 27314" 38118" 38 314" Approved es complying with the Florida Beidlah Aut t C i ,2o07 110A0oo7 61.44.0 Miami Dade Pre d l te , Cmh By l•�4fA"A" 8 793/4" +75.0 -150.0 +75.0 +76.0 +75.0 +75.0 +87.3 +65.0 -150.0 -138.5 -123.4 -101.1 -87.3 -85.0 M70 TECHNOLOGY DRNVE NOXONA FL 34275 P.a BOX NZ Nth FL 31274 Y61LIj Better 74 OR 75 A EXTERIOR 3/18° TEMPERED GLASS AIR SPACE 3/18" TEMPERED GLASS 5/8° NOM. 7 - 833/4" 87 3/4" +75.0 - 150.0 91 3/4" • +75.0 +75.0 +75.0 +75.0 +87.3 +65.0 3/18" TEMPERED GLASS -150.0 -116.6 3/16" GLAZING OPTION 5/8" I.G. GLAZING OPTION -131.0 -95.3 -67.3 - 65.0 +65.0 -85.0 +65.0 -st EXTERIOR < , > INTERIOR 1/2° NOM. NOA DRAWING MAP TOPIC SHEET GENERAL NOTES 1 CONFIGURATIONS 1, 2 GLAZING DETAILS 1 DESIGN PRESSURES 1 ALT. DESIGN PRESSURES. 2 ELEVATIONS 3 VERT. SECTIONS 4 HORIZ. SECTIONS 5 PARTS LIST 6 EXTRUSIONS 8, 7 ANCHORAGE 8 -11 •• •• • • • ••• • • • •• • • • • • • • • NOTES, DESIGN PRESSURES & Gl4ZIN DETAIL, • • • •• • • ▪ - -- - • • • ••• • • ALUM. FRENCH DOOR & SIDE L149,40 CJMPACT . • ` „ am B.p,E ▪ • • • 1x I s ff I� � 11005-2 17••• • wel ariviladie • 12 StmGmel TABLE 1A. DESIGN PRESSURES: OUTSWING DOORS c7 Z DOOR 8 WIDTH 9 - 79 3/4" I 7 - 83 314" 87 314" 913/4" DOOR HEIGHT 36112" X 2 25112" +60.0 -60.3 +57,0 -57.0 +54.0 -54.0 +51.3 -51.3 X 27 112" X 29 1/2" X 2° 31 112" X 2 331/2" X 3 37112" XX 4 47 3/4" XX 61 3/4" XX 65 3/4" XX 6 69 3/4" +56.5 +53.3 +50.5 +44.3 +39,3 +35.0 +60.0 +56.5 +53.3 +50.5 XX 5 63 3/4 +44.3 XX 87 314" +39.3 XX 6 71 3/4" +35.0 -56.5 -53.3 -50.5 -44.3 -39.3 -35.0 -60.3 -58.5 -53.3 -50.5 -44.3 -39.3 -35.0 +53.3 +502 +47.5 +44.3 +39.3 +35.0 +57.0 +53.3 +50.2 +47.5 +44.3 +39.3 +35.0 -53.3 -502 -47.5 -44.3 -39.3 -35.0 -57.0 -53.3 -50.2 -47.5 -44.3 -39.3 -35.0 +50.5 +47.5 +44.9 +42.7 +39.3 +35.0 +54.0 +50.5 +47.5 +44.9 +42.7 +39.3 +35.0 -50.5 -47.5 -44.9 -42.7 -39.3 -35.0 -54.0 -50.5 -47.5 -44.9 -42.7 -39.3 -35.0 +47.9 +45.0 +42.6 +40.4 +38.6 +35.0 +51.3 +47.9 +45.0 +42.6 +40.4 +38.6 +35.0 -47.9 -45.0 -42.6 -40.4 -38.8 -35.0 -51.3 -47.9 -45.0 -42.6 -40.4 -38.6 -35.0 8 953/4" +48.8 -48.8 +45.6 +42.8 +40.5 +38.4 +36.6 +35.0 +48.8 +45.6 +42.8 +40.5 +38.4 +36.6 +35.0 3. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE IN MIAMI -DADE COUNTY. -45.8 -42.8 -40.5 -38.4 -36.6 -35.0 -48.8 -45.6 -42.8 -40.5 -38.4 -36.6 -35.0 16: O•e anti= ibakror A NEIY WEST. ADD DI�LnETO O ooartxmlauT Ora awakes nal D AO CHANGES MISSHEET 1/1507 028107 1070 TECKNOLOOY DRIVE F 311171 P.O 16 FLs 74 TABLE 2A. DESIGN PRESSURES: SIDE LITE SIDE LITE WIDTH 103/4" 123/4" 19" 21 3/4" 27 3/4" 36118" 36 3/4" SIDE LITE HEIGHT 6 79314" +60.0 +60.0 +60.0 +80.0 +54.4 +36,2 +35.0 NOTES: 1. CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION: A. THE LOWER DESIGN PRESSURE FROM TABLE 1A. OR 2A. PREVAILS. B. DOOR AND SIDE LITE COMBINATIONS FROM TABLES 1A. AND 2A. DO NOT REQUIRE REINFORCEMENT ITEM 22. PAGT Vblblj Berar -120.0 -106.4 -74.6 -66.4 -54.4 -36.2 -35.0 7 +60.0 +60.0 +60.0 +60.0 +51.3 +36.2 -118.1 -100.9 -70.5 -62.8 -51.3 -362 2. POSITIVE DESIGN PRESSURE IS LIMITED TO °0 P.S.F (WATER RESISTANCE 9.0 P.S.F.) FOR DOORS AND SIDE LITES IN TABLES 1A AND 2A. 87 3/4" +60.0 +60.0 +60.0 +59.5 +48.5 +38.2 AePmvea as comptgin with do aroma 7 7 ; -112.4 -95.9 -66.9 -59.5 -48.5 -36.2 81 314" +80.0 +60.0 +60.0 +58.6 +48.1 +38.2 -1072 -91.4 -63.7 -56.8 -48.1 -362 +35.0 -35.0 +35.0 -35.0 +35.0 -35.0 +35.0 -35.0 • • • • •• • • •••• s • •••• • • • • •• • • • 8 ° - 963/4" +60.0 +60.0 +60.0 +53.9 +43.8 +35.5 ALTERNATE DESIGN PRESSURES • • ALUM. FRENCH DOOR & SIDE LITES,.Ne - /AiACT anaceaa "6 "=ra ae F0101 NA 1 2 r 11 I t 11005-2 B -102.4 -87.3 -80.7 -53.9 -43.8 -35.5 • • •• • • •• ••• • • • • • • • • • • • •• • • • • • •• • • i E� o ei 98 MA CrY 3 4 iE 2 1 � E XACT \ \ # / El- /. /ifINACT. {�-- 73 1/2°I MAX MAX • SEE NOTE 3 + - X — °1 Z - PAA SEE NOTE 4 OX OR XO O O SEE NOTE4 OXO SEE NOTE 4 SEE NOTE 4 NOTES: 1. FOR ANCHORAGE DETAILS SEE SHEETS 8 THROUGH 11. 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4 AND 6. 3. SIDE LITES OVERLAP 'X' AND 'X (' DOORS BY 3/4' WHEN ASSEMBLED TO MAKE 'OXO' AND 'OXXO' CONFIGURATIONS. 4. SEE TABLES 1, 1A, 2, AND 2A ON SHEETS 1 AND 2 FOR APPLICABILITY OF REINFORCEMENT FOR DOOR AND SIDE UTE CONFIGURATIONS. 5. CLEAR OPENING FOR 'X' AND IOC DOORS AS FOLLOWS: (XC DOORS = WIDTH - 5.848) (IOC DOOR = DOOR WIDT F'2 4079) ®6. SIDE LITE DLO WIDTH = SIDE LITE WIDTH - 3 114° SIDE LITE DLO HEIGHT = SIDE LITE HEIGHT -11° G �-G 143 314° MAX. SEE NOTE 3 ACT. , ,roved as eeoplyteg*thee Date AU 2o10 Iaull Dsde NOM D had ct Cosby! / 8y 1`/ I . U L SEE NOTE 4 • • • • • • • • • • • • •• • • • • • •• • • •••• •• • • • • • • •••• 1 •• • • • ••••• • • • • • • 4 s 1 .) • • • • • •• arum Rend foe FAG Ronda, 74C FJG Osks 477.7 Dam 1M 5,67 Raddras A OleobOaJn DE TIFYDEADBOLT,RODNOTES, AND SPECIFY 1t' ROT. AMO X' NAST. CLARIFY FLUSH =TAROS Pr..LOOKLOCA7z REVERSED R OF VS 97 SECT. ANIONS ADD AWES INCA 1070 TECHKOLOGY DRAM NOMA F180278 P.a 139X 1628 1,01COMIA FL 84274 PG • • EXAMPLE ELEVATIONS • • • • ALUM. FRENCH DOOR & SIDE L/TESI NON4MPACT ed eer pe 1 B FD101 saes SM* NTS 1 3 d 11 11005-2 • •••• ri e1 • ••••b • •••••••� •• • PE#39712 Swamal MAX. DLO DOOR SECT. A-A VERTICAL MAX. DOOR HEIGHT 1.489 SIDE LITE (SL) SECT. B-B VERTICAL SL VIEW G-G CORNER ASSEMth • • • APProsed Florida ° Oats liar• Miami Dade Prodtrct EXTERIOR < INTERIOR • •• • • • •• • • • •• • • • • • •• •• • • •••• • •• • • • • • • • - • • • • •• • • • • • • • Armies Fan ex FX FX Adz Oft Dan NO CHANOE9 THISSHEST CORRECT •flERSTRIPa CPOWEDB/eO TO DOWSE HOLLOW. ADIS SAL MON I' DIM awe FJC 1201 597 Rr•kmr A J.J. X71 1070 TEp6P:UM YDWYE •a1aIS ascae PA. •(X15 NOKOh109. FL 54274 Pc;117 V& Better EXAMPLE ELEVATIONS • • • ALUM. FRENCH DOOR & SIDE LITES,NOILA;PACT � 1 7/2 I m o • 1 1 I �• 110052 B • •i -r•- ••'� % "' •• jLC1mk.PE • •PE e30712 •••• sneura • • AK FJC bets emm fl V7 r+-- --MAX. SL WIDTH , 0 Adam A efadadBy J-L NO � SHEET DLO — 1 314° I -- ' SL/DOOR SECT. E-E HORIZ. MAX DLO MAX. x WIDTH CORRECT MA Am14012 e,eAND 49 (LOCK CIA 7W6q 212E07 70C SECT. C-C HORIZ. 'X' SECT. D-D HORIZ. SPACING, SAME AS JAMB ANCHOR SPACING (SEE SHEETS 8, 9 AND 10) NOTE: FULL LENGTH REINFORCEMENT APPLICABLE TO DOOR AND SIDE LITE COMBINATIONS FROM TABLES 1 AND 2, SHEET 1. ITEM 22 IS NOT REQUIRED WITH COMBINATIONS FROM TABLES 1A AND 2A, SHEET 2. 1070 TE02401120Y DRIVE WAWA R. 3 4475 P.0.1301( 1649 mows, Ft 34274 VW* Betas DLO wu4tllR tinkle Bolding C Date f1l4002.-- 2 0077 mid Ds& Product MAX. SL WIDTH ---- -1 INTERIOR EXTERIOR MAX DLO SL SECT. F -F HORIZ. (STAND - ALONE) • • •••• • • •••• • • •• •• • • • • VERTICAL SECTIONS • . • • ALUM. FRENCH DOOR & SIDE UTES!AION- IMPACT Pd felt Pow text •a,p�h Mw • 27001 l 1/2 5 s 11 I 11005-2 B • • ••• • • • • • • • • • • •• • • ••• • • • •••• • • •. • • • • •R 0e[tL Claz•P.E. • PE#39712 •••• Stn. w0 • • • • 30 910D ITEM DWG 0 1 9438 2 1010 3 7070 4 955 5 938 6 956 7 8 995 9 996 10 952A 11 11000 12 1670 13 11004A 14 11001A 15 11002A 16 11003A 20 915D 21 1010 22 6808 23 1140 24 1048 DESCRIPTION FRAME HEAD WSTP.,Q -LON .190 X.375 HIGH BULB WEATHERSTRIP .187 X.300 HIGH FLUSHBOLT STRI(EPLATE 2 PT. LOCK STRIKEPLATE FRAME HEAD STRIKEPLATE BACKING PLATE 98-32 X.500 PH. FL. MS - S.S. W /SILICONE PATCH GASKET (BETWEEN THRESHOLD & FRAME JAMB) GASKET (BETWEEN HEAD & FRAME JAMB) FILLER HEAD ADAPTER OUTSWING THRESHOLD WSTP, .350 RD FOAM FILL TSLOT (AMSBURY#32011) OUTSWING THRESHOLD CHANNEL COVER ACETAL SPACER .065 (INHOUSE INJECTION MOLDED) ACETAL SPACER .095 (INHOUSE INJECTION MOLDED) ACETAL SPACER .140 (INHOUSE INJECTION MOLDED) FRAME JAMB (OUTSWING) WSTP.,Q -LON .190 X.375 HIGH 92 - 3/4X650 TUBE MULL 6061 -T5 #8 X 1.500 PH SQ A T/S JAMB SCREW COVER CAP 25 930 28 1118 27 7070 31 911E 32 917 33 1178 34 913A 35 1130 36 990 37 914A 38 39 997 40 1023 41 928 42 1145 43 1212 44 983B 45 984B 46 1213 47 929 48 1139 52 931 53 1118 math* PJL aemr Data �D7 vox 4/0107 new 1N607 POT# 60411 80300 67070K 7855X 7938X 7956A 7832X12FPW 70995 70998 6533016 611000M 671670 611004M 411001A 411002A 411003A 60380 60300 66608M 78X112PSATS 71048 41721N 710X34PFA 67070K 6910 6911 7FRMO 71058FP W,B 60378M 6TRODA 7990NUTA 60379M 7834FPT 70997 67924G 41720 78X12FPAW 7P3000 6983 6984 6Q200K 74UBLOK 7834F 49 982 60 61 930 FD2PTAY 6R180FS 41721 7FRSPX 710X34PFA 54 957 55 1118 70957X 710X34PFA Rakkar Maas B Aa•6m A amdaelc T/1810T STRIKE PLATE INSERT #10 X.750 PH. FL. SMS BULB WEATHERSTRIP .187 X.300 HIGH DOOR RIM TOP & BOT. RAIL DOOR RIM PANEL SIDE RAIL (OUTSWING) HINGE ASSY. (917 -1D) #10 X.625 PH. FL SMS TRUSS CLAMP 5/18 -18 THREADED ROD 5/16-18 FLANGED HEXNUT WEATHERSTRIP CHANNEL #8 X.75 PH. FL TEK GASKET (BETWEEN PANEL HEAD/SILL & PANEL STILES) WSTP., .187 X.250 HIGH, FINSEAL SLIDE BOLT ASSY. (INACTIVE PANEL ONLY) 68 X.500 PH FL SMS TYPE BDS SILL DUST PLUG (INACTIVE PNL) DOOR PANEL ASTRAGAL 1 ( OUTSWING) DOOR PANEL ASTRAGAL 2 ( OUTSWING) WSTP.,Q -LON .190 X.200 HIGH LOCK SUPPORT ASSY. (41707 & 41708) 68 X.750 PH. FL SMS 2 PT. LOCK ASSY. RUBBER SLEEVE STRIKE PL INSERT (INACTIVE PANEL) DEADBOLT STRIKE PLATE #10 X .750 PH FL SMS HANDLE STRIKE PLATE #10 X.750 PH FL SMS ADD mar 101DFAD BOLT AND Z1AOcNEPA1®. ONLY TO ITEM 4t REVISED BEM DO REV. 1.617ER ro V 1070 TECHNOLOGY DRIVE N 7KOMIS, FL 34278 P.O. BQX 1@8 UOK, FL 54974 ITEM 60 81 62 63 84 85 86 67 70 71 74 75 78 92 93 94 100 101 102 103 DWG 6 920D 921D 916B 1155 998 999 934A 989 4048 4057 988 1224 POT# 69206 6921 80381 781P0A 7998 7999 61641M 712653K 71267K 6989 644842 84057 64988 6TP247 GLAZING SILICONE, DOW 899, 983 OR EQUIVALENT GLASS, 3/16" TEMPERED GLASS, 5/8" LG., 3/16" TEMPERED, AIR SPACE, 3/16" TEMPERED 11006A 141108A OFF -THE SHELF Visibly Better DESCRIPTION SIDELITE HEADER SIDELITE SILL SIDELITE JAMB #8 X 1.000 QUAD PN. SMS HEAD GASKETS (STOCKING 670998) SILL GASKETS (STOCKING #70999) SIDELITE JAMB ADAPTER #12 SHEET METAL SCREW SETTIING BLOCK, 3/32" X1/4" X 1° W/PSA SETTING BLOCK, 1/18" X 1/2" X1° W/PSA BEAD, 3/16" BEAD, 3/16" (FOR GRILL. KIT) BEAD, 5/8" 10 BEAD, SIDE LTTE INTERIOR BULB, THICK (USED IN ALL EXTRUDED BEAD) ACETAL SPACER .295 (INHOUSE INJECTION MOULDED) DEAD BOLT LOCK .504 —H �-►— } W 360 ,056— �{►� —� 13 OUTSWING THRESHOLD CHANNEL COVER 6063 -TB r-- 2.750 ' 65°-1—.- "l .125—I O REINFORCEMENT 6083-T5 Datalitat FD101 12 1.000 6 a 11 =°11 tomPM•1•26 N Mad Dale G4. �, • • • • • •• • • • • • •• •• • B•gaaa 11005.2 • ••• • • •••• • • • • • • •••• 8• • • • D • • •••• 1 •• • • • . •• 90 • • • • Dem•° a • • PARTS LIST & MISC. EXTRUSIOINS . 1 MID • ALUM. FRENCH DOOR & SIDE LITE9, NON IMPACT • • • • , mop. • �° 4 • PE 839712 B •••• sin • • • 4.000 r 1.272 1 r1.7501 L1 .760 � 4.100 � 3.000 � 1 FRAME HEAD 6063 -T6 1.479 1 .082 DOOR PANEL DOOR PANEL 80 TOP & BOTTOM RAIL 8 1 SIDE RAIL 6083 -T5 8063•T8 r .125II 1350 6.085 4.100 1 O DOOR PANEL INTERIOR ASTRAGAL 6063 -T5 TRUSS CLAMP f 1 3/18° GLAZING BEAD 6063 -T5 5.459 �+-- 3.100 -►{ RA 1 OUTSWING THRESHOLD SL HEADER 1 1 6063 -T6 81) 6083 -T6 x 1.750 1 .L .808 .050 .683 6083 -T6 - f 1479 —.750 4.675 .076 -.-- 3.100 4.675 O DOOR PANEL EXTERIOR ASTRAGAL 8063 -T5 O 5!8° GLAZING BEAD 76 6083 -T5 4.688 6.212 .888 .060 .050 SL JAMB 6083 -T6 1 1.480-1 .890 3.000 260—+ k 37 WEATHER STRIP CHANNEL 8083 -T5 2.125 32 HINGE 8063 -T6 �- .830 •••• • • • • • • • • • • • ••• • • • 2.980 • • • SL JAMB •.•..• 61 st_ 60 SILL 66 063T6 R 6063 r6 • • • Approved g n msmpyes mite the Florida Date NOA nom Mlaml Dade Product Canine D7 s I. Cid 4, 41. • J. •• .. • • • • • • •• • • • 0.375 .126 • • • • • • • • • • •• ADD WM•70110120 Rend* DM Road* Dm FX 6D8O7 aaeaeF Onc FX 48707 RIC X 1/1607 Ibtfabar Rnemne a'sdkne A LPDA7ED MA 1160 7DDOOMEHOLLOW *mew* � 1070 TECHNOLOGYDRNF NOM FL 84275 P.O. 89X11129 NDXDd4x H.84274 vw e c .,,, EXTRUSION PROFILES • ALUM. FRENCH DOOR 8 SIDE L1TES N9N /AMPACT P0101 OWN lama 1/2 I 7 + 11 aasgow 11005-2 •/ • •••• /lcZ • • • • . . Cladc,F Me • • PE 039712 B •••• Stuatural • • ZONE C" I I ZONE "D" I ZONE 13" I 0 CO SILL ZONE "C' SEE TABLE 3.. SHT. 9 HEAD _ t -Z I ZONEF - " 1 Ra.a6p arc R4seoc Rawl Bp bec PX •16.7 Nakkoc AseF ArdAan AK 427107 •ao11$ Oft F.K 1116707 J.J. ZONE 'IX ' ZONEE "D" SEE TABLE 4., SHT. 9 O WANES XCI XYANCtIOR ZONE FROLV'To ADD MAME ANCHOR LAYOUT REF. TD NOTE 2 nom ic 12 2 CO HEAD r-ZONE"D°�ZONE'7" O NE < XXOOR 1070 TEMOLO0YERNE Rnr Fc NM P.o SQX 1089 NOPPMFA FLsm HEAD I ZONE "E" I O 0 N N P GT eae.oe•e FD101 HEAD ZONE °D• I ZONE 'E' XO OR OX \ ' ZONE "E" T ZONE"D °�ZONE"E" SEE TABLE 6., SHT. 9 SEE TABLE 8., SHT. 10 HEAD HEAD I-ZONE -4—ZONNE --I-ZONE O 1 1 < \ OXXO / • • 1 ••• I SILL SILL I SILL I II SILL I I • Sale 4-ZONE �ZONEF � ZONE � 1- ZONE'D . ZONE F° �ZONE -1 4-ZONE 1 ZONE 'F" t ZONE Pit • °E° SEE TABLE 7., SHT. 10 SEE TABLE 7., SHT. 10 SEE TABLE 7., SHT. 10 • NOTES: 1. APPROVED ANCHOR TYPES ARE: 1.1/4" ELCO TAPCONS 2.1/4° ELCO SS4 CRETE -FLEX MASONRY ANCHORS 3. #12 SCREWS 2.ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (3" MIN. O.C. FOR CONCRETE): SEE EXAMPLE OXXO ANCHOR LAYOUT ON SHEET 10. JAMBS (ALL): 131/4" MAX. FROM CORNERS AND 231/8" MAX. O.C. HEAD & SILL OF DOORS: 8" MAX. FROM CORNERS, 9" MAX. FROM ASTRAGAL CENTERS AND 20 7/8" MAX. O.C. HEAD & SILL OF SIDE LITES: 8" MAX. FROM CORNERS AND 24 314" MAX. O.C. 3. TO DETERMINE ANCHOR QUANTITIES FIND THE CONFIGURATION ABOVE THEN REFER TO THE APPROPRIATE TABLES ON SHEETS 9 AND 10. Oft er NTS 8 r 11 •.•• • • •• • • • • • • • • • mow& 110062 asp Appror "...... ,...,., with 0m Florida Doe U f e 1 2 Miami ad e 41 `.( L4H44 •••• • •••• 1•• • • • •• • •• • • • • • • • a •• • • • • ANCHORAGE, CONFIGURATIONS . • ALUM. FRENCH DOOR & SIDELRES,WOINMPACT • • • • • •••• • • . • L Cla•c. P.O. • PE 9'49712 Struatuvel • TABLE 3. X DOORS LE 4. XX DOORS D & OX TABLE S. O SIDE LITE APPROVED ANCHOR TYPES: 1.114' ELCO TAPCONS 2. 114' ELCO SS4 CRETE -FLEX MASONRY ANCHORS 3. #12 STEEL SCREWS (05) *Mimed Bidding '� Gate 611.m1Dad PAK n ��bhw R a Dr ISL.a .'� ANCHOR BSTRATE GLASS TYPES A AND 0 ANCHOR TYPE .. __BS'IRAIE GLASS 1YPES A AND B ANCHOR TYPE & SUBSTRATE GLASS TYPES A AND B -, -, ..___ 1, 2, __.._ _._ ,_, ..___ , .. CONCRETE 2,3, WOOD 1 1.2, CONCRETE pooR WBnHS DOOR WIDTHS LOAD ZONES WIDTHS LOAD ZONES - 25.600 TO 37.600 '10P - 47.760 TO 71.760 '0' - 10.760 TO 38.760 WIDTH x HT. WIDTH x HT. WIDTH x HT. 10 47.760 x 79.760 83.760 87.760 91.750 86.760 e 5 8 4 3 5 10.760 x 79.750 83.750 87.750 91.750 95.750 4 2 4 2 10 8 4 7 4 3 5 6 2 4 2 10 8 4 7 4 3 6 5 2 4 2 9 8 4 7 4 3 8 8 2 4 2 9 8 4 7 4 3 6 6 2 4 2 x7&760 83.750 87.750 91.750 95.750 z 79.760 83.760 87.750 91.750 95.750 10 55.760 x 71750 83.760 - ---- 91.750 95.750 8 5 8 4 3 5 19.0 CO x 79.750 81760 87.750 91.750 95.750 5 2 4 2 10 8 6 8 4 3 5 6 2 4 2 10 8 4 7 4 3 6 5 2 4 2 10 6 4 7 4 3 5 8 2 4 2 10 10 8 8 4 5 7 8 4 4 3 3 5 5 6 6 2 2 4 4 2 2 10 8 5 6 4 3 6 6 2 4 2 10 - 5 8 4 3 5 8 2 4 2 10 8 5 8 4 3 5 8 2 4 2 10 8 4 7 4 3 6 8 2 4 2 x 78.750 83.750 87.760 91.750 95.750 x 79.750 83.760 87.750 91.750 95.750 10 59.750 x 79.750 83.750 87.750 91.760 95.750 83.750 x 79.750 83.750 87.750 91.750 95.750 8 5 8 4 3 6 21.750 x 79.760 83.750 87.750 91.760 95.750 8 2 4 2 10 6 5 8 4 3 5 8 2 4 2 10 8 6 8 4 3 5 6 2 4 2 10 8 6 8 4 3 5 8 2 4 2 10 8 8 8 6 6 8 8 4 4 3 3 6 8 6 6 2 2 4 4 2 2 •••• • • •••• •' • • • • •• • • • •• . 8 6 6 8 4 3 6 8 2 4 2 10 6 6 8 4 3 5 8 2 4 2 10 6 6 8 4 3 5 6 2 4 2 10 8 6 8 4 3 5 8 2 4 • 2 • x 79.760 83 760 87.760 91.750 98.750 67.750 x 79.760 87.750 91.750 95.750 5 6 8 4 3 3 6 3 • 4• • 3 6 6 4 3 5 6 3 • 4 ' 3 8 6 8 4 3 6 8 3 3 6 6 8 4 3 6 8 3 •!••• 3 8 6 8 4 3 5 6 3 •••. 3 37.800 x 79.750 83,150 87.760 91.750 96.750 71.750 x 79.750 83.750 87.750 91.760 95.750 5 6 8 4 3 3 6 3 •4 • . 3 a . • • • • l's • • • • • 5 6 8 4 3 3 6 3 •4•s• 3 8 5 8 4 3 6 8 3 P • 3 8 6 8 4 3 6 8 3 4 3 6 6 8 4 3 6 3 • 4 � e 3 Renebroo 1070 TECHNOLOGY DRIVE Nom. FL34975 Paepx A08 84871 NOxO FL • O eyna ANCHOR QTY. TA PER LOAD ZONE 8LES3, 4 & 6 ALUM. FRENCH DOOR & SIDE LITES. }4f�N -IMPACT CT • • : "'�'�� m 1 • • • • • ,,}� • Ri8712 " • • PE structural Natio= 6 MOUSE IMMA Xa, SPIT. 1P To TA&E4FORXDANDOX0001S. keldisbas A Rods lex Li. ADD SA mr�torae�eti uFnxreAUrAmrsa�mowx ae D g 25887 1 FD101 I N 9 a 11 � 11005-2 B TABLE 6. XO & OX DOORS ANCHOR TYPE & SUBSTRATE DOOR WIDTHS x - 26.500 10 37.600 SIDE LITE WIDTH x HT. 10.760 x 79.760 83.750 87.750 91.750 95.760 12.760 x 79.760 83.760 87.750 91.750 95.760 19.000 x 79.750 X1.760 87.750 91.750 95.750 21.750 x 79.750 83.760 87.760 91.750 95.750 27.750 x 79.760 83.750 67.750 91.750 95.750 38.128 x 79.750 83.750 87.750 91.750 95.760 38.750 x 79.750 83.750 87.750 91.750 95.750 GLASS TYPES A AND B 2,3, WOOD 1,2, CONCRETE LOAD ZONES m O 4 5 5 8 5 6 5 8 8 8 6 6 8 8 6 6 8 6 8 8 6 6 8 6 8 5 8 8 8 6 6 6 8 6 6 Rawer Dag ReNlms Mood* LIKe. FJC WNW asokbax 9 .5 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ( 0 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 fA m 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 1 • w 1 CHANGE NO' OR 967 HEAD ZONE FROM V'WIZ ENHANCE SOM E Mm08F Dm° R.N.= ADD 'MPG AlEOP70 TABLE PP. UPDATEALL TA&ESDVETODPREY. FR 4®617 A ADD EXAM E =COMMA LAYOUT. O..* box D1shm5F Ddtr FJC 1/1607 J.J. 928/07 TABLE 7.0X0• XXO. OXX & OXXO DOORS ANCHOR TYPE GLASS TYPES A AND B & SUBSTRATE 2,3, WOOD ) 1,2, CONCRETE DOOR WIDTHS 7P - 25.500 TO 37.500 %OC - 47.750 10 71.760 SIDE LRE worn x HT. 10.760 x 79.750 83.750 87.750 91.750 95.760 12.750 x 79.760 83.760 87.750 91.750 95.760 19.000 x 79.760 83.750 87.750 91.750 95.750 21.750 x 79.750 83.750 87.750 91.750 95.750 27.750 x 79.750 83.750 87.750 91.760 95.760 36.125 x 79.750 83.750 67.750 91.750 95.760 38.760 x 79.750 83.750 87.750 91.760 95.750 1DTD TECHNOLOGYDRYF NOKOMIS, FL 8508 P.O. KIX162B AO1COA1IS. FL 34274 LOAD ZONES m O 4 8 6 5 6 5 5 6 6 6 8 6 6 8 6 6 6 8 6 6 6 8 8 8 6 6 6 6 6 6 6 5 6 6 8 mB 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 N ro 1 51 Vk/hiy Beamr (D O 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 m 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 0 1 tu r© APPROVED ANCHOR TYPES: 1.1/4° ELCO TAPCONS 2. 114° ELCO SS4 CRETE -FLO( MASONRY ANCHORS 3. #12 STEEL SCREWS (G5) (16) ANCHORS REQUIRED AT HEAD AND SILL FOR CONCRETE INSTALLATION. ALL DIMENSIONS ARE MAX. EXCEPT 3 MIN. ON- CENTER APPLIES TO CONCRETE INSTALLATIONS. (3) (5) (5) (3) ° 16 Q HD. 231 95314 131/4 "x --l24 3/4 (3) (6) (5) (3) =16 @ SLL h l- 7/8 143 3/4 EXAMPLE LARGEST OXXO ANCHORAGE A. 38 3/4'x95 3/4° SIDE LITE ANCHORS FROM TABLE 7 EA. JAMB B°, AND EA. HEAD AND SILL "E" ZONE PLUS; 0.71 3/4 °x95 314° XX DOOR ANCHORS FROM TABLE 4, SHT. 9 AT EACH "F" ZONE. SEE ENCIRCLED VALUES, SHTS. 9 AND 10. SOLUTION: TOTALS (4) ANCHORS EA. JAMB AND 3+5+5 +3 ° (16) ANCHORS AT EACH AND SILL. • • • • • •• • • ilanoved 93 co me ,. ROAp , 21 .# Dade • • • • ANCHOR QTY. PER LOAD ZONFTABLES 6 & 7 ALUM. FRENCH DOOR & SIDELITES'IPON4IPACT Eatisible FmM I NA I O d 11 ID.mm a 112 I B • • • •••• • •• • • • • • • • • • • • -• • • • • • •• • NOTE 1 2X WOOD BUCK, NOTE 2 DOOR HEAD (WOOD) WOOD ANCHOR ON STAGGERED CENTERS, NOTE 1 2X WOOD BUCK, NOTE 2 DOOR JAMB (WOOD) 2X Doc) 1 BUCK, 1 6 I Z 2 NOTES: 1/4° MAX. SHIM 3.4 KSI MIN. CONC, 1X WOOD BUCK, NOTE 2 1/4' MAX. SHIM WOOD ANCHOR, NOTE 1 =ma NOTE 1 WOOD ANCHOR, NOTE 1 1/4" MAX SHIM CONC ANCHOR ON STAGGERED CENTERS, NOTE 1 1X WOOD BUCK, NOTE 2 DOOR HEAD (CONC) • : CONC. ANCHOR, NOTE 1 NOTE 3 1/4* MAX. SHIM 24,4Tigoiwar-,, NOTE 1 NOTE 1 3.4 KSI MIN. CONC. DOOR SILL (CONC) CONC. ANCHOR, NOTE 1 /4" MAX. 2X WOOD BUCK, NOTE 2 3.4 KSI MIN. CONC. 1X WOOD BUCK, NOTE 2 NOTE 1 1/4° MAX SHIM WOOD ANCHOR, NOTE 1 SIDE LITE HEAD (WOOD) NOTE 1 1 3/4° MIN. E.D. =, • 3/4" MIN. ED. 1.6 KSI MIN. CMU OR 2X WOOD 3 4 KSI MIN CONC BUCK, NOTE 2 NOTE 1 CONC. ANCHOR, NOTE 1 WOOD ANCHOR, NOTE 1 . . . DOOR JAMB (CONC) SIDE LITE JAMB (WOOD) WOOD ANCHOR, NOTE 1 2X WOOD BUCK, NOTE 2 SIDE LITE SILL (WOOD) 1X WOOD BUCK, NOTE 2 1/4" MAX. SHIM 1/4° MAX. SHIM CONC. ANCHOR, NOTE 1 SIDE LITE HEAD (CONC) 114" MAX. SHIM • 1X WOOD BUCK, NOTE 2 SIDE LITE JAMB (CONC) CONC. ANCHOR. NOTE 1 • 1. FOR CONCRETE INSTALLATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4" TAPCONS EMBEDDED 1 3/8" MIN. OR 1/4*4841•• CRETE-FLEX EMBEDDED 1 3/4" MIN. THE MINIMUM DISTANCE FROM CENTER OF ANCHOR TO CONCRETE EDGE IS 1 3/4". FOR WOOD INSTALLATIONS USEir OR ELCO 1/4" SS4 CRETE-FLEX ANCHORS EMBEDDED 1 3/8° MIN. • 2. WOOD BUCKS DEPICTED AS 1* ARE LESS THAN 1 1/2° THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOES SUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVR Wag AUTHORITY HAVING JURISDICTION (AHJ). • • 3. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON-SHRINK. NON-METALLIC GROUT (3350 PSI MIN.), (DONEIBIr MISERS) • MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF S WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURI • 1/4" MAX. SHIM NOTE 1 Is • NOTE 1 1314" MIN. E.D. 1.8 KSI MIN. CMU OR 3.4 KSI MIN. CONC. 1314" MIN. E.D. 3.4 KSI MIN. CONC. • ; . f. ). •■,. y •••• „ 1 3/4 • • MIN. E.D. • • 611N. E.D. SIDE LITE SILL (WNO) ••• • • • M v 4 € 1 esemnialrbartirbeir ferte Wekrld? 2 D07 NOM el7-0301.e,1 Miami Dude Pr",, t Control 2 = 11.-41 • • • • • • • • • • • • • • • • • • • Fend 95e Fraribil FJC CON WSW Road So F.1C Ekrara* FJC Orks 417107 Oft NNW Raid= Psalm amid= cadoleA J.J. NOCIMING139 7109 SHEET LIPDALE SIDE UT E MEAD 0OUBIJit HOILOW. 2/213M1 1070 TECHNOLOGY MOVE ilCMCW:9, FL 3885 p.4 BQXI88 tt0K0169, R. 34274 FIGT ANCHORAGE DETAILS • • • re. ALUM. FRENCH DOOR & SIDE LITaitIONIMPACTe • • • •••• ammo*. 173101 &lin OW NTS I 11 0 11 mirror 11005-2 • • • • • • • L C1ark P.E. PE 09712 Struottno$ Y -b" 8' 8° 2'-8 14 11' -ii° 14 iami Shores Village 1 3 VO A8 �Vii � '" \I I SUBJECT it) CCMPLIANCE WITH ALL FEDERAL STATE AND CC,UN 1Y RULES AND REGULATIONS (APPROVED J ZONING DEPT BLDG DEPT 0 0 0 II\ I I u n 1 • • • 0 m ll © m - • /1 1 1 1 1 1 1 1�l 11 f _ o• - `• ■ ■i 1 /\ - — _ - 0 NOTES: ALL WINDOWS ARE NOA 06.0706.04 FRENCH DOORS AND SIDELIfES ARE NOA 07-0209.09 ® , © o - — 0 �•■I ■ ■I - - -I IU■ /I _ • • A • • 1 o i 1 • o ` I111111 • II I I • .• ■ ■1 =111 ■I' • • • • • • w 4 • II 1 1 • • • • ■ 5'-2° 15'-6° 4 ••. • 7 ° • 7 11 1 11 11'-3° 15.5° ° •• ' • 54-6 • • •. __ • [EMT#: iami Shores Village 1 3 VO A8 �Vii � '" \I I SUBJECT it) CCMPLIANCE WITH ALL FEDERAL STATE AND CC,UN 1Y RULES AND REGULATIONS (APPROVED J ZONING DEPT BLDG DEPT PLAN VIEW SCALE: 1 /S° = r -0° •. • • • • .• 0 0000 • • •.. • • • • • • ffi f#■ ' .'6 • • • • • • • • • • • • • • •• • paM3n Ai AU 0 6 2010 W 10 1 0 a sheet 1 of 3 citte 07/09/2010 10 -120 • _ • • • • HOUSE OPENINGS DOOR AND WINDOW SCHEDULE DOOR OR WINDOW ID. NUMBER ROOM DOOR WINDOW TYPE SIZE (INCHES) • . MULLION SIZE (INCHES) MASONRY OPENING WIDTH N.) MASONRY OPENING HEIGHT (IN.) MIAMI -DADE NOA WINDOW MIAMI -DADE NOA MULLION MINIMUM SINGLE HUNG GLASS TYPE TRIBUTARY AREA SQUARE FEET ASCE DESIGN WIND PSF POSITIVE 7 -05 PRESSURES PSF NEGATIVE NOA APPROVED WIND PRESSURES PSF POSITIVE PSF NEGATIVE 1 LIVING ROOM SINGLE HUNG 43.5 X 51.125 2 1 X 2 X .375 - 52.125 06.0706.04 06- 0125.08 C 7.8 50.4 62.2 56.7 72.8 4 DINING ROOM SINGLE 37 X 50.625 1 38.375 53.5 06.0706.04 A 6.5 46.5 62.2 56.7 659 5 DINING ROOM SINGLE HUNG ) 27.625 X 52.5 2 1 X 2 X .375 56.25 53.5 06.0706.04 06-0125.08 C 5 46.5 62.2 56.7 72.8 8 KITCHEN SINGLE 37 X 38375 � 011 � 1 X 2 X 375 38375 144.75 38.375 40.25 49.625 49.625 06.070604 06.0706.04 06.0706.04 06-0125.08 A C A 4.9 8.1 6.2 46.5 46.5 46.5 62.2 62.2 62.2 56.7 56.7 56.7 73.5 72.5 65.9 9 FLORIDA ROOM SINGLE HUNG GANGED 47.875 X 48.625 12 FLORIDA ROOM SINGLE HUNG 37X48.625 13 NORTH BEDROOM #1 SINGLE HUNG 53.125 X 50.625 1 54.25 53.5 060706.04 C 93 46.5 50.4 56.7 633 14 SOUTH BEDROOM #2 SINGLE HUNG 37 X 50.625 1 38.375 52.125 06.0706.04 A 6.5 46.5 50.4 56.7 65.9 14 SOUTH BEDROOM #2 SINGLE 37 X 50.625 38.375 20.125 20.125 52.125 40375 40.375 06.070604 06.0706.04 060706.04 A A A 6.5 2.5 2.5 46.5 46.5 46.5 62.2 62.2 62.2 56.7 56.7 56.7 65.9 90.0 90.0 15 SOUTH BATHROOM #2 SINGLE 19.125 X 38.375 15 MASTER BR BATH #3 SINGLE 19.125 X 38.375 16 MASTER BEDROOM #3 FRENCH DOORS 59.75 X 79.75 1 136.25 80 07-0209.09 16.5 44.9 59.2 75.0 93.7 17 FLORIDA ROOM FRENCH DOORS & SIDELITES 143.25X80 1 142.38 81 07 -0209.09 19.9 44.4 58.1 65.0 65.0 18 GARAGE GLASS BLOCK - - EXLSIING 41 19 GARAGE GARAGE DOOR - - EXISTING 20 FRONT DOOR WOOD - EXISTING EXISTING 80 21 GARAGE SIDE DOOR WOOD - NOTES: 1. ALL OPENINGS AND EXISTING MUST BE PROTECTED WITH MIAMI -DADE OR FLORIDA BUILDING CODE -HVHZ PRODUCT APPROVED HURRICANE SHUTTERS. 2.THE DESIGN WIND LOADS (DWL) SOWN ABOVE ARE FOR WINDOWS AND FRENCH DOORS. 3.DWL FOR VERTICAL STORM PANELS COVERING WINDOWS WILL BE THE SAME AS THOSE SHOWN ABOVE BECAUSE EFFECTIVE AREAS AND TRIBUTARY AREAS ARE LESS THAN 10 S.F. 4. DWL FOR VERTICAL STORM PANELS COVERING FRENCH DOORS & SIDELIGHTS WILL BE +44,8 PSF & -58.8 PSF BASED ON AN EFFECTIVE AREA OF 17.52 S.F. 5.DWL FOR VERTICAL STORM PANELS COVERING THE GARAGE DOOR Will BE +44.8 PSF & -58.8 PSF BASED ON AN EFFECTIVE AREA OF 17.52 S.F. OWL FOR AN ACCORDION SHUTTER, WITH INSIDE HANDLE & LOCK THAT COVERS THE FRONT DOOM WILL BE +44.8 PSF & -48.7 PSF, BASED ON AN EFFECTIVE AREA OF 17.52 S.F. n n EAST ELEVATION SCALE: 1 /8" = 1' -0" ■■t•ti■ MUM MTh MEM ■.u.■ WEST ELEVATION SCALE:1/8" = 1'-O" NORTH ELEVATION :1/8" = 1' -0 • .• .•• •• . •• : : .. • ELEVATION RQ • • • • • • ... .• • •�• • ••• • ••• ••. • • . ••• • • 1 8 cs 4 m UkrM z / � A c A c4 • 4 D a sheet 2 of 3 Eh* no. 10 -120 date 07/09/2010 • • • • ••• • • • • • • • • • . • •• •• • •. •. • ••• ••• • • HOUSE OPENINGS Copyright © 2010 VJ EXISTING FOUNDATION 1 #5 REBAR WITH GROUT FILLED OR POURED IONCRE TE 4r. ( PSI) 5'-11.018° FILL IN WITH HOLLOW CONCRETE FLOCK 2 IN OW INDOW WINDOW 1 NORTH BEDROOM #1 SCALE: 1/2 = 1' -0 5. 3.018 8.000' 3.000° 8°x8° CORNER TIE COLUMN GROUT FILLED OR POURED EMB� 6° T AND PIECE BOTTOM D 30° OVERLAP IF "-INTERIOR PARTrrION BOCK IN OLD WINDOW 19 -7/8" x 54° HOLLOW C C ONCRRETE EB BLOCK SEC A -A GROUTED CELLS DETAILS � GROUT (TYP.)) TIE COLUMN WITH 1 #5 REBAR EMBEDDED 6° TOP & BOTTOM SIDES Epoxy, TYP. 3 MASTER BEDROOM #3 SCALE: 1/2" =1' -0 GENERAL NOTES: 1. ALL CONCRETE TO BE MINIMUM 3000 PSI. 2. ALL REBAR TO BE MINIMUM A-60 STEEL 3. SEE DOOR AND WINDOW SCHEDULE FOR SIZES. 4. AU. EPDXY ADHESIVE SHOULD BE POWER FAST EPDXY ADHESIVE ICBO ER 4514 5. EEDDITWON WORK H COMPLY M FLORIDA BUILDING CODE 2007 3'- 7.750° • ••• • : : • : • • • : • : •• • • •• ••• •• • ••• • • • • • • :: •• • • • • •• • • • • • • • • •• • • •• • • • •• • • • • : • • • • • • • • Tn FILI.IN WITH 8°x8°x16° ON HOLLOW BLOCK BLOCK IN OLD WINDOW 374/2" x 54 -1/2° EM BBEDED 6° TOP AND OVE P 300 IF R REMOVE EXIST PIPE IN CORNER STUCCO TO MATCH EXIST, (TYP.) CONCRETE IN WITH BLOCK OW BLOCK IN OLD WINDOW 55 -1/2 x 54 -1/2° FILL CELL WITH 3000 PSI GROUT (TYP.) 6 LONG - #5 REBAR 3 EACH SIDE MA MO TA (TYPICAL) LOCATE OLD A/C ONCREDBL� TYPICAL 3000 PSI GROUT IN fIRST CELL sheet 3 of 3 1 1IJ. Knezevich Waist:nal Weer FL Ucensetto.: PE 1101633 date 07/09/2010 10-120 • • ••• • -• • • • • : • • ••S • • • • • • • • • • • •• •• • •• •: ••• ••• • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE NOA Ocean Shutters Manufacturing, Inc. 1031 S.W. 30 Avenue Deerfield Beach, FL 33442 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and /or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may 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: 0.0511"(min.) Aluminum Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 05 -474, titled 0.0511" Aluminum Storm Panel, sheets 1 through 5 of 5 prepared by Thornton- Tomasetti Group, dated September 19, 2005, last revision #0 dated September 19, 2005, signed and sealed by V. J. Knezevich, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name 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, 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 & renews NOA #02 0410.02 and consists of this page 1, evidence submitted pages E -1 & E -2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Mahar, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No 05- 1115.05 Expiration Date: 08/16/2011 Approval Date: 05/25/2006 Page 1 Ocean Shutters. Manufacturing, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 01- 0516.15 A. DRAWINGS: 1. Drawing No. 00 -393, titled " 0.0511" Aluminum Storm Panel", prepared by Knezevich & Associates, Inc., signed and sealed by V. J. Knezevich, P.E., dated April 10, 2001, last revision #1 dated July 18, 2001, sheets 1 through 5 of 5. B. TESTS: 1. Test report on: 1) Uniform Static Air Pressure test Loading, per PA 202 -94; 2) Large Missile Impact Test, per PA 201 -94, and 3) Cyclic Loading Wind Pressure Test, per PA 203 -94 of aluminum storm panels, prepared by Construction Testing Corporation, Report No. 00 -061, dated 02/28/2001, signed and sealed by Christopher G. Tyson, P.E. 2. Test report on Large Missile Impact Test, per PA 201 -94 of aluminum storm panels, prepared by Construction Testing Corporation, Report No. 01 -009, dated 03/22/2001, signed and sealed by Christopher G. Tyson, P.E. to get less glass separation than test report 00 -061. Conservatively, a less thickness "h" header used in this test. C. CALCULATIONS: 1. Comparative analysis and anchor calculation, titled 0.050 " Aluminum Alloy Storm Panels, dated April 06, 2001, pages 1 through 50 and anchor manufacturers appendix, prepared by Knezevich and Associates Inc., signed and sealed by V.J. Knezevich, P.E. 2. Anchor calculation, dated July 18, 2001, 13 pages, prepared by Knezevich and Associates Inc., signed and sealed by V.J. Knezevich, P.E. D. Material certification: 1. Mill Certified Inspection Invoice #Test Coil, dated 04/25/01 for Aluminum Alloy 3004 -H34 by Amerimet. 2. Certified Tensile Test Report No. CTL #0183G, issued by Certified Testing Laboratories dated 02/14/01 for Aluminum sample CTC -00 -061, signed and sealed by Ramesh Patel, P.E. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 02- 0410.02 A. DRAWINGS See NOA 01- 0516.15 B. TESTS See NOA 01- 0516.15 E -1 il d44.1 Helmy A. Makar, P.E. Product Control Examiner NOA No 05- 1115.05 Expiration Date: 08/16/2011 Approval Date: 05/25/2006 Ocean Shutters Manufacturing, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS See NOA 01- 0516.15 MATERIAL CERTIFICATIONS See NOA 01- 0516.15 E. STATEMENTS See NOA 01- 0516.15 F. OTHER See NOA 01- 0516.15 3. NEW EVIDENCE SUBMITTED A. DRAWINGS: 1. Drawing No. 05 -474, titled 0.0511" Aluminum Storm Panel, sheets 1 through 5 of 5, prepared by Thornton - Tomasetti Group, dated September 19, 2005, last revision #0 dated September 19, 2005, signed and sealed by V. J. Knezevich, P.E. B. TESTS: 1. None. C. CALCULATIONS: 1. Revised anchor calculation with no 4/3 load increase, dated September 16, 2005, pages 1 through 31 of 31 and anchor manufacturers appendix, prepared by Thornton - Tomasetti Group, signed and sealed by V.I. Knezevich, P.E. D. QUALITY ASSURANCE 1. By Miami - Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATION: 1. None. E -2 Helmy A. Makar, P.E. Product Control Examiner NOA No 05- 1115.05 Expiration Date: 08/16/2011 Approval Date: 05/25/2006 0001108 WINDOW IDENTIFICATION NUMBER ROOM MASONRY' OPENING Width (in.) MASONRY OPENING He' ;.tt(in.) ACCORDION & STORM PANEL LENGIlt Haight (In.) EFFECTIVE AREA . re feet Product Approval Number SHUTTER 1YPE SHI5f1ER ORIENTATION Header Component Number 518 Installation 146 MPI4EXP C-ASCE7 -45 DESIGN.WIND PRESSURES A5F PSF positive ne; -tive AT REChirRE0 SPAN THESE At;6 NOA or FBC APROVED WIND PRESSURES (psf) • positive ':at1te Living Room 88.000 52.125 59.3. 8.1 M -I) NOA•05-1115.05 .050° Alum St PM Vertical Nona K hdr &Sill 4.g42U1U2g0 . ut .0 q 4.1 41 4 1 . at ,414 CS' 42 .$.4w 4.4:4 155.0 155.0 Dining Room. 38.375 53.500 80:5 85 M -D NOA'05- 1115.05 .050" Aluot.Stilnl Vettical 155.0 155.9. Dining RoCnt 56250 53300 605 85 MO NOA 053125.05 .050" Alum St PM Vertical 155.0 155.0 Kit hen 38.375 40.250 47.3 54 M -D NOA OS- 1115.05 .050" A Vertical NOne K hdr EL sto 193..0 193.0 Florida Room 144.750 40.635 56.6 7.4 M -0 NOA 651125.05 .050 Alum 5t PW Vertical None K hdr & sIl 175.0 175.0 Florida Room 38.375 49.625 56.6. 7.4 M -D NOA 05- 1115.05 .050 Aken 5t Pal Vertical Alone ti.hdr &'silt 175.0 175.0 North Bedre irn h1 54:250 53.500 60.5 8.5 M -D NOA OS- 1115.0$ .050" Alum :Steal Vertical 'Alone X ndr ft Sill. 155.0 355,0 South Bedroom p2 South 38375 52.125 59.1 8.1 M -D NOA 05- 1115.05 .050" AIumSLPnl Vertical None K hdr & 155.0 355.0 'Cr 1.4 ■1•11 South BedroGmi2 East 38.375 52.125 591 8.1 M -0. NOA 05-1115:05 .05.3" Alum St Pnl Vertical 2 None K hdr & slit 135:0 155.0 South Bathroom #2 20.125 46375 47.4 52 M -D NOA 0S- 1115.05 .050" Alum St.Pnt Vertical None . K hdr & a81 193.6 193.0 Master BR Bath 83 . 20.125 40.375 47A 5.2 M -0 N0A 45,2115.05 :050" Alum St Pnl Vertical None K.hdr & sill 193.0 193.0 Master Bedroom 03 fr. Dr. 136.250 80.000 87.0 175 M-0 NDA 05. 1115.05 .059' Alum St PM Vertical Hone K hdr &sii1. 107.0 107:0 Florida Room French Door 147.375 81.000 88.0 17.0 M •D NUA 051116.05 .050 Akan St Pal Vertical None K hdr & silt 106.9 7.06.0 Glass Block Existing 41.000 48.0 5.3 M -D NOA 054115.05 .050° Alum St Pal Vertical None - K hdr.& sill 193.0 193.0 Garage Existing, 80.000 87.0 17.5 M-0 NOA 054.115.05 .0S0" Alum St Pni Vertical None K hdr & sill 107.0 107:0 Front Door- Egress Existing. 80.000 85.0 16.7 FL12548 Pro Series f Accordion- Vertical 8 & 9 A hdr & C sill 148:0 146.0. Gera : - Side Door Eitistin: 86.000 87.0 17.5 AA-D NOA OS- 1115.05 .050" Alum St Pn( Vertical 8 K hdr, L sill. 107.0 107.0 131 NE 97th Street Miami Shores, Florida 33138 SHUTTER SCHEDULE FOR DOORS AND WINDOWS 16- Aug -10 5:00 PM NOTES: 1. ALL OPENINGS (NEW AND EXISTING) MUST': BE PROTECTED WITH MIAMI -DADE OR FLORIDA BUILDING CODE -HVMZ PRODUCT APPROVED HURRICANE SHUTTERS 2. THE SHUTTER DESIGN WIND LOADS (DWq SHOWN ABOVE ARE FOR WINDOWS AND FRENCH DOORS. 3. DWL FOR VERTICAL STORM PANELS COVERING WINDOWS WILL BETHE SAME BECAUSE EFFECTIVE AREAS .ARE LESS THAN 10 5.F. 4. THE FRONT DOOR IS THE MEANS Of EGRSS AND15 PROTECTED BY AN ACCORDIQN SHUTTER, WITH INSIDE HANDLE &.UNKEYEO.LOCK. o r //� ,W— ` m r: n =as 2q!scr =zu. ulitamre:.twv.r.c;er. • ly X. tr: 0 7 1 i "a FRANK L. B NNARD_O, P.E. ti Ts' .o ,3 At ° Tl a " 'N :a , Pa 1 1 CALE: 9 -OCS -0003 101 AGE DESCRIPTIONS 12 a a 8 GENERAL NOTES: PRO SERIES I ACCORDION SHUTTER J 1. THIS SYSTEM HAS BEEN TESTED AND EVALUATED IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 2. THIS SYSTEM HAS BEEN TESTED AND EVALUATED AND IS IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE (IBC) AND THE INTERNATIONAL RESIDENTIAL CODE (IRC). 3. NO INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS PRODUCT. WIND LOAD DURATION FACTOR Cd = 1.6 WAS USED FOR WOOD SCREW DESIGN. 4. THIS SYSTEM HAS BEEN TESTED AND EVALUATED AND IS IN COMPLIANCE WIf7i THE FLORIDA BUILDING CODE REQUIREMENTS, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). THIS SYSTEM MEETS MISSILE LEVEL "D" AND INCLUDES WIND ZONE 4 AS DEFINED IN ASTM E1996 -02. 5. TESTING WAS CONDUCTED IN ACCORDANCE WITH TAS 201/202/203 AND ASTM E1886- 02/E1996- 02/E330 -02, INCLUDING 9LB MISSILE IMPACT. 6. DETERMINE THE POSITIVE AND NEGATIVE DESIGN LOADS TO USE WHEN REFERENCING THESE DOCUMENTS IN ACCORDANCE WITH THE GOVERNING CODE AND GOVERNING WIND VELOCITY. FOR. WIND LOAD CALCULATIONS IN ACCORDANCE WITH ASCE 7 -05, A DIRECTIONALITY FACTOR OF Kd =0.85 SHALL BE USED. 7. THESE PRODUCT EVALUATION DOCUMENTS ARE GENERIC AND DO NOT INCLUDE INFORMATION FOR SITE - SPECIFIC APPLICATION OF THIS SHUTTER SYSTEM. 8. USE OF THESE PRODUCT EVALUATION DOCUMENTS SHALL COMPLY WITH CHAPTER 61G15 -23 OF THE FLORIDA ADMINISTRATIVE CODE. 9. THESE PRODUCT EVALUATION DOCUMENTS ARE INTENDED FOR USE ONLY BY A LICENSED CONTRACTOR, PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT AND ARE SUITABLE TO BE APPLIED BY THE CONTRACTOR PROVIDED THE CONTRACTOR DOES NOT DEVIATE FROM THE CONDITIONS DETAILED HEREIN AND THE CONTRACTOR VERIFIES THAT THE EXISTING STRUCTURE DOES NOT DEVIATE IN EITHER FORM OR MATERIAL FROM THE STRUCTURAL SUBSTRATES DETAILED HEREIN. CONTRACTOR SHALL VERIFY EXISTING STRUCTURE CAN WITHSTAND SUPERIMPOSED LOAD OF SHUTTER. 10. ANY MODIFICATIONS OR ADDITIONS TO THESE PRODUCT EVALUATION DOCUMENTS WILL VOID THE PRODUCT EVALUATION DOCUMENTS. 11. WHEN THE SITE CONDITIONS DEVIATE FROM THESE PRODUCT EVALUATION DOCUMENTS, THE BUILDING OFFICIAL MAY REQUIRE THAT SITE SPECIFIC DOCUMENTS BE PREPARED SIGNED DATED AND SEALED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT, WHICH DETAIL AND JUSTIFY THE DEVIATION. SAID DOCUMENTS SHALL BE SUBMITTED TO THE PRODUCT ENGINEER FOR REVIEW AS A CONDITION TO THE BUILDING OFFICAL GRANTING HIS /HER APPROVAL 12. EACH SHUTTER ASSEMBLY SHALL BE PERMANENTLY LABELED AT THE BOTTOM END OF THE LOCKING SLAT AS FOLLOWS: ASSOCIATION OF SHUTTER PROFESSIONALS, INC. DEERFIELD BEACH, FL MISSILE "D" - ASTM E1886, E1996 & E330 TAS 201 202, 203 FBC APPROVED 13. ALL EXTRUSIONS SHALL BE 6063 -T6 ALUMINUM ALLOY, U.O.N. 14. ALL BOLTS AND WASHERS (EXCLUDING INSTALLATION) SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I., U.O.N. 15. POP RIVETS SHALL BE 3/16" DIA. 5052 ALUMINUM ALLOY, U.D.N. 16. TOP AND BOTTOM DETAILS MAY BE INTERCHANGED AS FIELD CONDITIONS REQUIRE. 17. ALL SHUTTERS SHALL HAVE A LOCKING MECHANISM CONSISTING OF THUMBSCREW, PUSH LOCK OR BOX LOCK AT CENTER OR SIDE CLOSURE. 18. FLOOR TRACKS MAY BE REMOVABLE AT NON - STACKING LOCATOINS. USE REMOVABLE ANCHORS. 19. ACCORDION SHUTTER MAY BE MOUNTED WITH THE BACK OF THE SHUTTER FACING THE EXTERIOR (i.e. INSIDE AND OUTSIDE OF SHUTTER MAY BE REVERSED). 20. SHUTTER TRACKS MAY BE BENT OR CUT AND WELDED TO FORM A CURVE WITH A MINIMUM RADIUS OF 10 ". CUT AND WELDED TRACKS SHALL BE HEAT TREATED AFTER WELDING TO RESTORE ORIGINAL ALLOY AND TEMPER OF EXTRUDED MATERIAL 21. ALL DIMENSIONS SHOWN INCLUDE POWDER COAT FINISH. 22. THE COMPONENTS THAT MAKE UP THIS ACCORDION SHUTTER SYSTEM ARE COVERED /PROTECTED BY US PATENT #6,122,868. NO ANCHORS REQUIRED AT CLOSURE CHANNEL THUMB SCREW AND RIVNUT OF SPAN Alt Dc.Sit,ta ( - 15 4 - 0 psr EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED r ON TYPE OF STRUC. (TYP. EACH SIDE) NOTE: LOCKS MAY BE MOUNTED ON INTERIOR OR EXTERIOR SIDE OF SHUTTER. • • • • • • • Q 11 JJ_ 1 0 —M L N J a 1. nO nu. • • • • • * FOR SPANS GREATER THAN 104 ", USE (2) LOCKS AT 1/3 & 2/3 OF SPAN /"/ '2 , 54 TYPICAL PLAN VIEW SCALE: 3" = 1' -0" UNLIMITED TYPICAL ELEVATION SCALE: 1" = 1' -0" FASTENER @ 24" O.C. MAX (SEE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHOR) SHUTTER MAY BE - INSTALLED WITH UP TO (2) ADDITIONAL BLADES OF SLACK TYPICAL SECTIONS 1" MIN. EDGE DIST. TO CONCRETE OR HOLLOW CONCRETE BLOCK, 3/4" MIN. EDGE DIST. TO WOOD 1 — r IMMO TYPICAL PLANS 10 SHEET METAL SCREW OR 3/16" POP RIVETS @ 24" O.C. MAX, TYP. EACH SIDE CLOSURE ANGLES: 1 "x2 "x.062 "x CONT. OR 1 "x3 "X.062 "x CONT. OR 1 "x4 "X.062 "x CONT. OR 2 "x3 "x.125 "x CONT. OR 2 "x4 "X.125 "x CONT. OR 2"x5"x.125"x CONT. 6063-T6 ALUM. ALLOY ANGLE (T'YP.) FOR END COND1ITTION N > T tu ' J 114 0 > W in x to z Q00 a ▪ Q • a U Xa tn ur u4 tst q 0 O 0 a 1113 LL a Q a d 1 0.055" + 1 0" MIN. 0.600" } 2" M 6063 -T6 OR 6005 -15 ALUM. ALLOY O TRAP/CEIUNG MOUNT TRAC SCALE: HALF SIZE CO 80.326" R0.246" 1.325" 1.651" O SILL - WALKOVER SCALE HALF SIZE 3.727" 2.121" 0.055" 0.100" 0.554 " 0.100 "1 0.267' 1.382" 1.111 "-• 0.100" 1.381" •--1 BOX /MORTISE FEMALE CENTERMATE SCALE: HALF SIZE .326" R0.180" STARTER CHANNEL SwF: HALF SxZE 0 0 N � a 0.875" f T 0.100" 0.100" I CO N 6 1 CO +4 1-i 0.085" TYP. R0.326" R0.246" 0.326 1.430" 2.360" 0.140" 0.50 775" " 0.0 " 4 I r " MIN. 0.600'' } MAX. 6063 -T6 OR 6005 -T5 ALUM ALLOY 1/2" BUILD -OUT TRACK - WALL MOUNTED SCALE: HALF SIZE 3.000" 0.600" f ---4 - 10.8481 -- Q SILL - RECESSED 7 SCALE: HALF SIZE 1.860" 0.055" 0.393" 0.316" 0.959" I I 41- 0.100" 0.096" a tr n o BOX MORTISE CENTERMATE CENTeRMATE INSERT SCALE HALF SIZE E, 44 ____\,.. 0.473") R.0.180" 18 Q 1/2" CLOSURE CHANNEL SCALE: HALF SIZE 1[2.094" 0 .094" 0.060" 0.060" of 0 1-1.055" 1.137" 0.275" 2 467" BOX /MORTISE ® MAL k CENTERMATE SCALE: HALF SIZE {- 1.250" -} 0.055" + -1 0.931 .908" L 1 . 844 0.188" Q S ILL - TOP ADJ. 8 SCALE: HALF SIZE 3.870" 0.085 T YP. R0.326" R0.246" 0.326" ��] ti 1.930" 2.860" O 1" CLOSURE CHANNEL SCALE: HALF SIZE T 0.140" 0 ° ° o N . 000" 1- 0.094" I 0.775 x0.094" a 1 n 0 0.393" 0 i L11.806.005"5» i .060" 0 "- j� 1 1 0" MIN. 0.50 600" { 2" MAX. 6063 -T6 OR 6005 -T5 AWM. ALLOY O 1" BUILD-OUT TRACK - WALL MOUNTED SCALE: HALF SIZE 0.978" 1.639" .625' 0.060" TYP. 1440 �. i0.473" 0" 0.555" M 0.0 1--- 1.750 "-4 0.085" TYP. o 0.075" N TYP. n " ▪ 0.100" ih .-1 0.554J 1- 0.100" 0.554" 0.267" 0.055 "+ 1.953" 1.382" - 0.209" 0.100" 1.381" - ALT. BOX MORTISE O FEMALE CENTERMATE SCALE HALF SIZE R0.326" R0.246" 0.326" 2.930" 3.860" Q2 " CLOSURE CHANNEL /TAT' HALF SIZE A 0." -ft- - I I} ---�} 2" MIN. 0.600" } } t { 2" MAX. 6063-T6 OR 6005-T5 AWM. ALLOY e 2" BUILD-OUT TRACK - WALL MOUNTED SCALE: HALF SIZE - 0.150" 2.000" -- -0.775" Q SILL - BOTT. ADJ. 9 SCALE: HALF SIZE 1.111 " - 0.587" "0.473" 0" "1.860 " - 0.055" 0.393" �. +]. R0.326" R0.180" R0.246" 1 0.094" x 0.140" 0 0 lV 1 rn 0.060" 0.060" " 1 0.250" OR .125 TYP. 2.000" MIN. 3.000" MAX. O NGLE A 10 SCALE HALF SIZE R0.326" 80.180" R0.246" 0 h a .052" lb 1- 0.250" R0.246" R0.180" R0.326" ALT. SLAT SCALE: HALF SIZE 3.000" - 0.775" 3.635" 3.454" 0.100" x1.860 " I T -0.055" 0.393 " 0.060" Q INBLADE CENTERMATE SCALE: HALF SIZE if-0.094" 1 0.250" I •: 0.060" 0.060" 0. 600" I r-1-2" 0" MIN. 0.600" { Max. 6063 -T6 OR 6005 -T5 ALUM. ALLOY ® 3" BUILD -OUT TRACK - WALL MOUNTED SCALE: HALF SIZE R0.110" R0.175" R0.240" a FRANKL.BENNAgDO, P. B. PE004654 2 5i? PAGE DESCRIPTION: uJ J t 0 x on o cc a L J-w ▪ E I c N 0 O 0 a. n > F L J MMEM 09 -0CS -0003 SCALE: - 101 112 a: a- 0.840" ono ON m 0 MFR: ALL- POINTS SCREW & BOLT STAINLESS STEEL RIVETS & CARRIAGE (TYR) R0.160" l� 0 o 0 1.499" 0 0,575 "0 0.340" NYLON WHEEL, TYP. 0 ! L I 1111 1 111 0 3.000" 1.600 "11.000" } 0.400" 11 a IJ 0 3.000" 1.600 " -i- 1.000" 0.400" #14 SCREW WITH #10 SCREW HEAD, 410 HT STAINLESS STEEL (WITH FLUOROCARBON COATING) Q #14 SCREW WITH #10 HEAD SCA E: HALFSIZE RIVETS (TYP EEL R0.300" R0.157" 1.420" -40.875"4- I -0.835" 1 POLYCARBONAT CARRIAGE TYP. AT EVERY OTHER INSIDE JOINT AT TOP. 21 Q ROLLER ASSEMBLY SCALE: HALF SIZE 0.490" BOTTOM TYPICAL ASSEMBLY LAYOUT SCALE: N.T.S. P. AT EVERY OTHER INSIDE JOINT AT TOP. Q ROLLER ASSEMBLY SCALE: HALF HAT /CARRIER TOP 0000 0000000 000000000 0000000000 000000000 0000000000 000000000 0000000000 000000000 0000000000 000000000 0000000000 000000000 0000000000 000000000 0000000000 000000000 0000000000 000000000 00000000„4 0000000 0.3113 "J' 0.1313" BOTTOM TYPICAL SHUTTER ASSEMBLY SCALE: N.T.S, SHUTTER SLATS MAY HAVE HOLES AS SHOWN FOR OPTIONAL VIEWING PORT AT ANY LOCATION ON ANY OF THE SLATS. 0 670" MFR: ALL- POINTS SCREW & BOLT MATERIAL: NYLON 1-2n-1 11 0.400" 0.770" 0.200" 0,087" ( `)BOXJMORTISE LOCK /SCALE: HMSO 4.540" MFR: ALL - POINTS SCREW & BOLT (;;\ TWIST PUSH LOCK KEYED PUSH LOCK vzliscALE: HALF SIZE % I ALE: HALF SIZE MFR: ALL-POINTS SCREW & BOLT II LI 11 1 11 11 1 11 II I tV 2 5/16 " ----� eV 2 5/16" (NON - STRUCTURAL TRACK CLIP I5 OPTIONAL AND IS NOT REQUIRED) TRACK CLIP SCALE: HALF SIZE MFR: ALL - POINTS SCREW & BOLT H-0.373" 0.938" 1.600" 0.250" TYP. 0.470" LOCK TO MALE CENTERMATE CONNECTION DETAIL SCALE: 1 -1/2" = 1' -0" 1 0.475"0 1,130" 0.260"� MAX. 0.320" L J 1 0.300 "0 HAT /CARRIER 0.390 "0 0.130" I `ago Co w co 0 L 0.473 "0 -, 0 1 0 .259 "0 II MAX. co -40 498"0- - TOP ' BOTTOM Q NYLON BUSHINGS Sri RILL SIZE 1 (1) 1/8 "0 ALUMINUM POP RIVET, TYP. (111/8"0 ALUMINUM POP RIVET, TYP. 0,250" ® 1/4-20 THUMB SCREW SCALE N. TS, CUT OUT TO RECEIVE LOCK (1) 1/8 "0 ALUMINUM POP RIVET, TYP. COMPONENT N MAY BE TWO PIECES ABOVE A NCS BELOW LOCK OR ONE CONTINUOUS PIECE WITH CUT OUT FOR LOCK 0.265 "0 MAX. LOCK STRIKE PLATE TO FEMALE CENTERMATE CONNECTION DETAIL SCALE: 1 -1/2" = 1' -0" 5/8 MFR: ALL - POINTS SCREW & BOLT 3" 1 "0 R0.530" R0.075" R0.26 1.430" R0.500" _* NO id [0.250" '1 -0-0.106" 1.000 "0 (410 STAINLESS STEEL) Q 26 WASHER SOUS: FULL SIZE R0.185" /4" R0.460" (NON-STRUCTURAL O L PUSH LOCK COVER A AND IS NOT REQUIRED) Q PUSH LOCK COVER SCALE: FULLSIZE U U o 0 LU W • 09 -OCS -0003 SCALE: 101 PAGE DESCRIPTION: <to N •' O z n vet X0 w ° m NCH O W °: 0W � x W ce W 0 CL. = zO O 00 o • a •-• g d to 0 11. Q a; a Q MAXIMUM ALLOW TABLE 1A PAN SCHEDULE (HVHZ) AW HUTTE 7*°°.-----'\'‘ DESIGN WIND LOAD (POSITIVE OR NEGATIVE, PSG INSTALLATION WITH I - B IB E CENT i ' TE 11 INSTALLATION WITH BOX/MORTISE CENTERMATES 12 & 14 CONDITIONS 0 (POSITIVE USE WITH MOUNTING WITH "x118" ANGLE i /8" FLAT PLATE BUILD -OUTS ' LOAD USE WITH MOUNTING CONDITIONS WITH 2"x511/8" ANGLE OR 118' FLAT PLATE , - BUILD -OUTS (NEGATIVE LOAD) I SE WITH ALL O ER MOUNTING CONDITIONS (POSITIVE LOAD) r , t SE WITH ALL 0 ' ER MOUNTING CONDITIONS j NEGATIVE LOAD) C 2 O (POSITIVE USE WITH MOUNTING NDITIONS WITH "x1/8" ANGLE 118" FLAT PLATE BUILD -OUTS LOAD) USE WITH MOUNTING CONDITIONS WITH 2'x5"x116' ANGLE OR iir FLAT PLATE BUILD -OUTS (NEGATIVE LOAD) USE WITH AU. OTHER MOUNTING CONDITIONS (POSITIVE LOAD) USE WITH ALL OTHER MOUNTING CONDITIONS (NEGATIVE LOAD) Lmax ° �. Lmax Lmax °� 17 Lmax Lmax Lmax Lmax ® 15.0 18'-0" 18'-0" 18 18 -0" 18' -0" 18' -0" 18' -0" 18 16.6 18'-W 18' -0" 18' -0" 18' -0" 18' -0" 18'-0" 18'-0" 18'-0" 19.1 17'-4" 18 -0" 18'-0" 18' -0" 17'4" 15'-0" 18 16 4" 19.3 17'-4" 1T -11" 18 18' -0" 17'-4" 1T -9" 18' -0" 16-0" 20.0 17'-2" 1T-B" 1T -9" 18 -0" 17'-2" 1T-2" 1T-9" 18 -0" 25.0 15 -2" 16 166" 16-0" 164" 13' -10" 16' -9" 18 -0" 30.0 1S-5" 15'-5" 15 -10" i6 -0" 16-6" 114" 15 -11" 18' -0" 31.2 15 153" 164" 191-0" 15'4" 11' -3" 15 191-0" 35.0 14' -10" 14 15 -2" 16 -9" 14'-11" 10 -1" 15 - -2" 16 =10" 40.0 14'-3" 143" 14'-6" 15-5" 141 -5" 8 -11" 14 -7" 15'-6" B'-0" 13=10" 13'-9" 14'-0" 14'-4" 14'-0" 8 14 -1" 14'4" X50.0 13' -5' 13 �3' -5" (32 -b" 13'7" 7'3" 13'-8" 181 -011 8'-6 12-9" 12'-9" 12-9" 12'-9" 13'-i" 13' -1" 13'-1" 13'-1" - 60.0 12'-3" 12-3" 12 -3" 12'-3" 12'-6" 12-6" 12-6" 12-6" 65.0 11'-9" 11`-9" 11 11'-9" 12 4" 12 -0" 12 -0" 12'-0" 70.0 11'-4" 11'-4" 114" 114" 11=7" 11=7" 11=7" 11 -7" 75.0 10' -11" 10' -11" 10' -11" 10 -11" 11 -2" 11 -2" 11 1 -2" 11 80.0 10 1V 10-71' 10' -7' 10' -10" 10' -10" 10' -10" 10' -10" 85.0 10-3" 101 10 10'4" 101-5" 10-8" 10'4" 10 90.0 10'4" 10 -0" 10' -0" 101 -0" 10 10 10' -3" 101-3" 95.0 9'4' 9'-8" 9'4" 9 9-11" 9 9 9-11" 100.0 9 -6' 9 1-5' 9 , 4 " W - 9 l $ " 9 1 -8 " 9 = 6 " 9 1 - 105.0 9'4" 94" 94' 9 9'-8 9'4" 9'48" 9'-5" 110.0 9 94" 9 9'4" 9 9' -3" 9' -3" 9 115.0 8 1 -10" 8' -10" 8 -10" 8' - -10" 9'-0" 9 9 4" 9'4 120.0 8 -7" 8 81 8 8 0" 8 -10" 8 -10" 8 125.0 8'-3" 8-3 83 8 -3 8-8 8-8 8 8-8 130.0 8' -0" 8 8'4' 8 8'-6" 8'6" 8'-8" 8'-8" 135.0 T-8" 7 7'-8" 7 8 8 8'-2" 8-2" 140.0 7' -5" 7-5" 7 7 7-11" 7' -11" 7' -11" 7' -11" 145,0 7'-2" 7-2" T -2" r-2" 7 -71 7-7" 71 T' 7'4" 150.0 8-11" S-11" 6 -11" 6 714" 7'4" 714" 7'-I" 155.0 6'-8" 64" 6'-8" 6'-8" 71 -1" 7=1" 7 -1" 71-1" 150.0 8'-8" 6'-8" 5'-8" 8'-8" 9111" 6 -11" 5 -11" 8=11" 165.0 6-3" 5' -3" 6=3" 8 -3" B'-8" 8'6" 6'6" 6-8" 170.0 6 B' -1" 6-1 5'-1" 8 6-8" B'-B" 6-6" 175.0 5-11" 5 -11" 5 -11 1 5-11 " 6-4 54" 6.4 84 180.0 5 5'-9" 5'-9" 5-g" 6 6 -1" 6'-1" 8-1" 1810 5'-7" 5 6 -7" 5' -7" 5' -11" 5'-11" 5=4 1" 5 -11" 190.0 5 -5" 54" 6 -5" 54" 5' -10" 5'-10" 5-10" 5 1 -10" 195.0 5'6" 5 5 5 54" 5 = 4 1= 5 = 6 1, 5 1 6 == 2000 5=-2" 5 -2" 5=2" 5=2" 5'-8° 6-8" 5-8" 5'6" MAXIMUM ALLOWABLE (NON -HVHZ TABLE 1B - SPAN SCHEDULE ZONE 4) SHUTTER & ASTM WIND DESIGN WIND LOAD ( POSITITE OR NEGATIVE, PSF) INSTALLATION WITH IN -BLADE C' NTERMATE INSTALLATION WITH BOX/MORTISE TES CEN USE WITH MOUNTING CONDITIONS WITH 2"x5"x1/8" ANGLE OR 1/8" FLAT PLATE BUILD -OUTS USE WITH AU. OTHER MOUNTING CONDITIONS USE WITH MOUNTING CONDITIONS WITH 2"x5"x1/8" ANGLE OR 1/8" FLAT PLATE BUILD -OUTS USE WITH ALL OTHER MOUNTING CONDITIONS Lmax Lmax Lmax Lmax 19.1 191-0" 18'-0" 18 18' -0" 20.0 17 184" 1T-8" 18'-0" 25.0 16 -4" 184" 16 -5" 18 30.0 15 18' -0" 191-6" 18 31.2 15 18' -0" 15'4" 18' -0" 35.0 14=9" 16-9" 14' -10" 16' -10" 40.0 143" 16.5" 14'4" 15-8" 45.0 13 144" 13 -11" 14'-8" 50.0 134" 13' -5" 1317" 12-9" 55.0 12-9" 12-9" 13'4" 13 -11" 60.0 123" 12-3" 12'-8" 12'-8" 65.0 11' -9" 11 1 -9" 12 -0" 12 70.0 11 11'-4" 11 11 75.0 10' -11" 10 -11" 11'-2" 11' -2" 80.0 10-7" 10'7" 10' -10" 10 -10" 85.0 101-3" 101-3" 10 10'-8" 90.0 101-0" 10 -0" 10 10 95.0 9 9'-8" 9' -11" 9 -11" 100.0 9' - -5' 9 9'-8" 9'-8" 105.0 9 9' -3" 9'-6" 9'-8" 110.0 B'-0" 9'-0" 9 -3" 9 115.0 8 B' -10" 9 9 120.0 8' -7" 8 8 -10" 8 -10" 125.0 8'3" 8'-3" 8'-8" 8'-6 130.0 8 ' -0 1' 81-0" 8'6" 814811 135.0 71-8" 7 8' -2" 8' -2" 140.0 7 71-5" 7 -11" 7 -11" 145.0 7-2" 7' -2" 7 -7" 7'-7" 150.0 I7-11" 31-11" 7 7-4" 155.0 6 6-8" T -1" 7'-1" 160.0 6 6 -8" 6' -11" 5 -11" 185.0 6-3" 8 -3" 6=6" 64" 170.0 8=1" 6-1" 9 8'-5" 175.0 5 -11" 5 -11" 5-4" 64" 180.0 6 -9" 5'-9" 6 -1" 6' -1" 185.0 5'-7" 5 -71" 5 5' -11" 190.0 6 5' -5" 5-10" 9110" 195.0 5-4' 5'-4" 6-8" 5'4" 200.0 5'-2' 5 -2" 5'4" Sr HVHZ (TABLE 1A) NOTES: 1. HIGH VELOCITY HURRICANE ZONE (HVHZ) IS DEFINED AS MIAMI -DADE COUNTY AND BROWARD COUNTY FLORIDA. 2. TABLE 1A SHALL BE USED FOR INSTALLATIONS IN THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 3 FOR DESIGN WIND LOADS BETWEEN TABULATED VALUES USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. 4. ENTER TABLE 2 WITH POSITIVE DESIGN WIND LOAD TO DETERMINE MINIMUM STORM SHUTTER SEPARATION FROM GLASS. NON -HVHZ & ASTM WIND ZONE 4 (TABLE 1B) NOTES: 1.. NON -HVHZ IS DEFINED AS ALL LOCATIONS OTHER THAN MIAMI- -DADE COUNTY AND BROWARD COUNTY FLORIDA. 2. TABLE 1B MAY BE USED FOR INSTALLATIONS OUTSIDE THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 3. FOR DESIGN WIND LOADS BETWEEN TABULATED VALUES USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. 4. FOR INSTALLATIONS OUTSIDE THE HVHZ IN ASTM WIND ZONES 1 THROUGH 3 WITH A MINIMUM SHUTTER SPAN OF 29 ", TABLE 2 IS NOT REQUIRED AND NO MINIMUM SEPARATION FROM THE PROTECTED OPENING IS REQUIRED. 5. FOR INSTALLATIONS IN ASTM WIND ZONE 4 OUTSIDE THE HVHZ, SEPARATION FROM GLASS IS REQUIRED, ENTER TABLE 2 WITH POSITIVE DESIGN WIND LOAD TO DETERMINE MINIMUM STORM SHUTTER SEPARATION FROM GLASS. 6. FOR INSTALLATIONS WITH A SHUTTER SPAN LESS THAN 29 ", ENTER TABLE 2 WITH POSITIVE DESIGN WIND LOAD TO DETERMINE MINIMUM STORM SHUTTER SEPARATION FROM GLASS. FRANK L'BENNARDO, P. # PE0046544 0 0 1 -CC Z W 6 ti 09-OCS -0003 SCALES J 01 PAGE DESCRIPTION; U 11 N x at J 0 E w re In G nn Q 0z Q O g 9 re Oa.a D. O "- a 4 NIMUM SHUTTER TABLE 2 GLASS SEPARATION FROM SITIVE � DESIGN LOAD (PSF) LENGTH 30 ABOVE GRADE OR LESS INSTALLATIONS MORE THAN 30' ABOVE GRADE SHUTTER SPAN 15 . 8'-0" 2.38" 1.01" 15 8'4" 2.38" 1.10" 15 10' -0" 3.09" 1.18" 15 13' -8" 3.00" 1.59" 18 14 -0" 3.00" 1.68" 16 16'-0" 3.00" 2.13" 15 18'-0" 3.00" 2.90" 30 6'-0" 2.38" 1.02" 30 8'.8" 2.38" 1.20" 30 10'-O" 3.00" 1.35" 30 13'-8" 3.00" 1.35" 30 14=0° 3.00" 2.32' 30 18'-O" 3.00" 3.00" 50 5'-0" 2.38" 1.04" 4L1111. � 1.33" 50 ' -0 " - : 1.59" 50 13•-B" 3.09" 1.59" 70 8-0" 2.38" 1.05" 70 8'-8° 2.35" 1.48" 70 10' -0" 3.00" 1.82 70 11'-8" 3.00" 2.52" 90 8-0" 2.38" 1.07" 90 8'-8" 2.38" 1.80" 90 9'-0" 3.00" 1.59" 90 10 -3" 3.00" 2.17" 120 5'-0" 2.38" 1.09" 120 7'-8" 2.38" 1.45" 120 8'-S° 2.38" 1.80" 120 8' - 10" 3.00" 1.86" DESIGN ALLOWABLE PRESSURE TUBE (PSF) LENGTH 37.2 144" 44.1 138" 52.7 132" 63.5 126" 772 120" 90.0 114" 105.3 108" 118.5 102" 134.3 98" 153.4 90" 176.7 84" 200.0 78" MINIMUM SEPARATION FROM GLASS (TABLE 2) NOTES: HIGH VELOCITY HURRICANE ZONE (HVHZ) XS DEFINED AS MIAMI -DADE COUNTY AND BROWARD COUNTY FLORIDA. 2. ENTER TABLE 2 WITH POSITIVE DESIGN WIND LOAD TO DETERMINE MINIMUM STORM SHUTTER SEPARATION FROM GLASS. 3. FOR INSTALLATIONS WITH A 29" MINIMUM SHUTTER SPAN FOR USE OUTSIDE THE HIGH VELOCITY HURRICANE ZONE (HVHZ) OR IN ASTM WIND ZONES 1 THROUGH 3, NO MINIMUM SEPARATION FROM GLASS IS REOUIRED. 4. INSTALLATIONS WITHIN THE HVHZ AND ASTM WIND ZONE 4 OUTSIDE THE HVHZ REQUIRE THE MINIMUM SEPARATION FROM GLASS NOTED ABOVE. 1. (2) ANCHORS PER ANGLE: 1/4" rrw TAPCONS WITH 1 -3/4" MININUM EMBED AND 2 -1/2" MINIMUM EDGE DISTANCE TO CONCRETE OR HOLLOW CONRETE BLOCK, OR ANY WOOD ANCHOR FROM ANCHOR SCHEDULE WITH 3/4" MINIMUM EDGE DISTANCE #12x1 GALV OR S.S. SMS, 3/16" ALUM POP RIVETS, OR W -20 THRUBOLTS @ 12" O.C. EXISTING " CORNER RE 2 "x2 "x0.125" 6053 - T6 ALUMINUM TUBE AT CORNER ALLOWABLE LENGTH PER CORNER TUBE SCHEDULE Q OUTSIDE CORNER WITH TUBE DETAIL SCALE: 3" =1' -0" thy- 76 7.611• waL ,w,w.,........... EXISTING BUILDING INSIDE CORNER DETAIL \l' _/SCALE: 3" =1'-0" (3) #12x1/2" SMS OR 3/16" ALUM POP RIVETS EACH ANGLE TO TUBE (2) 2 "x2 "x0.175" 6063 -T6 ALUMINUM ANGLES AT TOP AND BOTTOM OF EACH TUBE #10 SHEET METAL SCREW OR 3/16" POP RIVET @ 24" O.0 MAX 2 "x5 "x0.125" 6063 -T5 ALUMINUM ANGLE CORNER TUBE S EXISTING BUILDING NO ANCHORS REQUIRED AT CLOSURE CHANNELS Q OUTSIDE CORNER DETAIL 0 SCALE: 3" =1,0" \-EXISTING BUILDING Q INSIDE CORNER DETAIL SCALE: 3" =1'-0" EXISTING BUILDING • Q N OUTSIDE CORNER DETAIL SCALE: 3" = 0" #10 SHEET METAL SCREW OR 3/16" POP RIVET @ 24" O.C. MAX • 1 • Q S1-tid,, '. u (Jog 0_ wUEX �'a u. a r ra Z 0 N O `i W C W m N ce M .3 cc z A Fr lu g m a 4 13 g en 2 N 0 a 1 09 -OCS -0003 SCALE: - 101 PAGE DESCRIPTION: EMBED. FASTENER @ 24" O.C. MAX (SEE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHOR) 6.9" BLADE SPREAD EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED P. ACH SIDE) F 1" MIN. EDGE DIST. TO CONCRETE OR HOLLOW CONCRETE BLOCK, 3/4" MIN. EDGE DIST. TO WOOD 1" MIN. EDGE DIST. TO CONCRETE OR HOLLOW CONCRETE BLOCK, 3/4" MIN. EDGE DIST. TO WOOD 1" MIN. EDGE DIST. TO CONCRETE OR HOLLOW CONCRETE BLOCK, 3/4" MIN. EDGE DIST. TO WOOD 6.9" TYP. CENTERMATE SPREAD TYPICAL EVEN NO. OF BLADES PLAN VIEW SCALE: 3" = 1' -0" EMBED. • EMB FASTENER @ 24" Q.C. MAX (SEE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHOR) EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. (TYP. EACH SIDE) EXISTING CONCRETE HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC (TYP. EACH SIDE) FASTENER @ 24" O.C. MAX (SEE R ACCEPTABLE ANCHOR) THUMB SCREW AND RIVNUT 6.9" BLADE SPREAD NO ANCHORS REQUIRED AT CLOSURE CHANNEL • {rai/ Aroma OR SILL 'ara aerzctr HE 5 LL # © Q} r EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. (TYP. EACH SIDE) tiypgi}�t;ET4k? }SN2 NO ANCHORS REQUIRED AT CLOSURE CHANNEL :� 13 0.111"x7 ?i}SiGiIMI'24412. Gf1f; F.l`u ti:2v31;',�3 NOTE: LOCKS MAY BE MOUNTED ON INTERIOR OR EXTERIOR SIDE OF SHUTTER. TYPICAL FLOATING STACK PLAN VIEW SCALE: 3" = i' -0" 4i` i 1 • x Lv �•.raix� 0 �, � 0 FLOATING STpCK/MULTIPLE CENTERMATES SCALE: 3" = 1' -0 FASTENER @ 24" O.C. MAX (SEE ANCHOR SCHEDULE FOR ACCEPTABLE FASTENER @ 24" O.C. MAX ANCHOR) (SEE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHOR) 6.9" BLADE SPREAD FASTENER @ 24" O.C. MAX (SEE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHOR) TYPICAL ODD NO. OF BLADES PLAN VIEW SCALE: 3" = 1' -0" SHUTTER MAY BE INSTALLED WITH UP TO BLAD OF SLACK w m E 1" MIN. EDGE DIST. TO CONCRETE OR HOLLOW CONCRETE BLOCK, 3/4" MIN. EDGE DIST. TO WOOD 10 SHEET METAL SCREW OR 3/16" POP RIVETS @ 24" O.C. MAX, TYP. EACH SIDE CLOSURE ANGLES: 1 "x2 "x.062 "x CONT. OR 1 "x3 "x.062 "x CONT. OR 1 "x4 "x.062 "x CONT. OR 2"x3"x.125"x CONT. OR 2 "x4 "x.125 "x CONT. OR 2 "x5 "x.125 "x CONT. ANGLE (TYP.) FOR END CONDITION m\ 15 kEH4;2K: t.SUIX1rs? .Q.111 1111 • 1" MIN. EDGE DIST. T CONCRETE OR HOLL CONCRETE BLOCK, 3/4" e ; EDGE DIST. TO WOOD l ; � e • • . 10 SHEET METAL'. 4•.'; SCREW OR 3/16" POP -t RIVETS @ 24" O.C. MAX, TYP. EACH SIDE CLOSURE ANGLES: 1"x2"x.062"x CONT. OR 1"x3"x.062"x CONT. OR 1 "x4 "x.062 "x CONT. OR 2 "x3 "x.125 "x CONT. OR 2 "x4 "X.125 "x CONT. OR 2 "x5 "x.125 "x CONT. 6063 -T6 ALUM. ALLOY ANGLE (TYP.) FOR END CONDITION PAANKT."BENVARDO, P.E1 N W � > 5 O P. a z o 0 0 9a O U 1 - 1 z w LU a 13- 2 a u N . Ho 09 -OCS -0003 SCALE: - 101 PAGE DESCRYP'RON: - RAFTER MOUNT DESIGN SCHEDULE DESIGN WIND SHUTTER SPAN LOAD (PSF) 49 14'-5" 64 11' -1" 75 9'-8" 6 EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED OF STRUC. (TYP. TOP & BOTTOM) EXISTIN GLAZING EXISTING WOOD TRUSS OR RAFTER @ 24" 0.C. MAX (G =0.55 MIN). EXISTING WOOD OR STUCCO FINISH MATERIAL # 14x3/4" TEK SCREW BETWE N TRUSSES 2 "x5 "x1 /4 "x CONT. 6063 -T6 ALUM. ALLOY ANGLE WITH (3) 1/4 "o WOOD LAG SCREWS WTf 2" MIN. EMBED. INTO WOOD @ EACH RAFTER OR TRUSS, 24" O.C. MAX. WITH 1 -1/4" MIN. END DIST. AND 3/4" MIN. EDGE DIST. WHERE ANGLE EXTENDS MORE THAN 6" BEYOND LAST TRUSS, EXTEND ANGLE 70 NEXT TRUSS. 0 ©. a _ _z_5/8" TYP. SEE TABLE 2 wT OR MIN. C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING O WALLJTRAP MOUNT SECTION A SCALE: 3" = i'-O" O C. MAX WITH 11/4" MIN. EMBEDMENT C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING .375" AX 0 TYP. SEE TABLE 2 �I FOR MIN. SEPARATION FROM GLASS II EXISTING II GLAZING 1 1 / 2 " ■� g .a 01 ' :.i! %M'. X3 + 3ZL i5P4V97.Mi „ N ::115;igr.all: SiV2E0V-"DaESW;;; ” 14.61411 0 0 Iii 1/2" U ui / /WRAP MOUNT SECTION D SCALE: 3" = 1'-0° EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. (TYP. TOP & BOTTOM) O0. 4 CONNECTION TYPE 1 25 ," REFERENCE ANCHOR r ' f SPAQNG E FOR MAX. EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING EDGE DIST. .375" MAX. Z • Zw • U 0. E .25" 1 jMAX. i EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING OPTIONAL LE DIRECTION, TYP. 1 "x4 "x1 /8 "x CONT. 6063 -T6 ALUM. TUBE WITH (3) 1/4"� WOOD LAG SCREWS W 2" MIN. EMBED. INTO WOOD @ EACH RAFTER OR TRUSS, 24" 0.C. MAX. WITH 1 -1/4" MIN. END DIST. AND 3/4" MIN. EDGE DIST. WHERE TUBE EXTENDS MORE THAN 6" BEYOND LAST TRUSS, EXTEND TUBE TO NEXT TRUSS. GLAZING EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. EMBED. SEE TABLE 2 FOR MIN. SEP. FROM GLASS rt 0.5" MIN. B O WALL /BUILD OUT SECTION SCALE: 3" =1'-O" 2S'..2kSU=if_Fi2n r;.>< .:! i_- vX #. 4:!]s:.YYlzat:cr.S =W :"R;S; NOTE: ALL OTHER LIMITATIONS SAME AS DETAIL 'D' O ALTERNATE RAFTER CONNECTION SCALE: 3" =1 ' 4 " 1.0" T' MIN. CI CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING OTRAP MOUNT SECTION R SCALE: 3" = 14" 1/4-20 FH MACHINE BOLT WITH LOCK NUT OR • 14 x 3/4" TEK SCREW INSTALLED FROM TOP TO BOTTOM @ 8" 0.C. MAX .25" MAX. TYP. 1/8" THICK X 5" MAX CONTINUOUS 6063 -T6 ALUMINUM PLATE 1/4-20 FH MACHINE BOLT WITH LOCK NUT OR # 14 x 3/4" TEK SCREW INSTALLED FROM TOP 70 BOTTOM © 8" O.C. MAX EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF T STRUC. . (TYP. TOP & BO TYP. 2 "x5" ( CONT. 6063-T6 ALUMINUM ALLOY ANGLE. 1 /8" OR 1/4" THICK. ■u■ OPTIONAL ANCHOR LOCATION C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING #14 TEK SCREW @ 8" O.C. MAX ALT. LEG DIRECTION SEE TABLE 2 FOR MIN. SEPARATION FROM GLASS 12 T W L La La C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. (TYP. TOP & BOTTOM) 1/4 -20 KNURLED STUD WITH LOCK NUT AT 8 " .C. GLAZING 1/4 -20 MACHINE BOLT OR 1/4-20 KNURLED STUD WITH LOCK NUT AT 8" 0.C. MAX. ALTERNATE LEG DIRECTION C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING MIN. SEP. FROM GLASS 2 "x2" OR 3 "x3" 6063 -T6 ALUMINUM TUBE, 1/8" MIN. THICKNESS. #14 SMS @ 16" 0.C. MAX 5/8" C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING SEE TABLE 2 FOR a TYP. f ►� O TRAP /ADJUSTABLE SECTION F SCALE: 3" =1',a" 3 "x3 "x1/4" 6063 -76 ALUMINUM ANGLE ,375" MAX. AX. FRANK L. BENNARDO, P.E. # PEO046549,; 7=.. W' ZAcc EB Q. WW PAGE DESCRIPTION: N l Q F O LLI N ¢ z0' 0 22 11 � Q o 9 ` 0 LU W g ul ce c o 2 2 a ?� et 09 -OCS -0003 - 101 J SPAN TUBE SCHEDULE TUBE SIZE • SHUTTER SPAN ALLOWABLE TUBE SPAN NUMBER OF THRU -BOLTS NUMBER OF ANCHORS PER ANGLE MINIMUM ANGLE LENGTH TOP TUBE BOTTOM T UBE TOP TUBE BOTTOM TUBE TOP TUBE BOTTOM TUBE TOP TUBE BOTTOM TUBE 2 "" x0.126" 80" 123.8" 1352" 2 2 2 2 4" 4" 98" 101.7" 108.9" 2 2 2 2 4" 4" 123" 89.9" 94.4" 2 2 2 2 4" 4" x0.125" 80" 129.1" 157.0" 2 2 2 2 4" 4" 98" 114.8" 124.1" 2 2 2 2 4" 4° 123" 102.8" 109.8" 2 2 3 3 7" 7" " x0 x8 60" 138.0" 198.9" 2 2 2 2 4" 4" 98" 122.7" 155.7" 2 2 2 3 4" 7" 123" 115.4" 137.5" 2 3 3 3 7" 7" 2"x10' x0.1875° 60" 158.1" 240.0" 2 2 2 3 4" 7° 96" 140.8" 229.9" 2 3 3 4 7" "" 10" 123 " 132.2" 203.1" 3 4 3 4 7" 10" 4"x8" x0.125" 50" 179.9" 187.0" 2 2 2 2 4" 4" Fir 1422" 147.8" 2 2 3 3 7" 7" 123" 125.8" 130.9" 3 3 3 3 7" 7" 4 ," 4 " x6 80" 221.2" 240.0" 2 2 3 3 7" 7" 98"" 195.9" 2023" 3 3 4 4 10" 10" 123 " 173.1" 178.7" 3 3 4 4 10" 10° GLAZING EQ. MIN. 2X CONTINUOUS SILL PLATE (G =0.55 MIN.) G LAZ ING EQ. EQ. MIN. 2X CONTINUOUS SILL PLATE (G =0.55 MIN.) SEE TABLE 2 FOR MIN. SEP. FROM GLASS SEE TABLE 2 FOR MIN. SEP. FROM GLASS SEE TABLE 2 FOR MIN. SEP. FROM GLASS TYP. C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING Q SILL MOUNT SECTION SCALE: 3" = 1'-0" C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING WAIL MOUNT SECTION Q G TO SINGLE WOOD SILL OR HEADER 5CALE: 3" =1' 6" TYP. .25" MAX. EXISTING CONC, HOLLOW CONCRETE BLACK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. 1. MIN. C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING BUILD -OUT WALL MOUNT SECTION K Q TO SINGLE WOOD SILL OR HEADER SCALE: 3" =1 r0 tnw N m N x00. R In .25" MAX. 1/4-20 MACHINE BOLT WITH LOCK NUT 1/4-20 KNURLED STUD WITH LOCK NUT, OR #14 x 3 4" TEK SCREW INSTALLED FROM TOP TO BOTTOM @ 8" O•C• MAX 2"x5" MAX.) CONT. 6063-T6 ALUMINUM ALLOY ANGLE. 1/8" OR 1/4" THICK. SEE TABLE 2 FOR MIN. SEP. �''''' "" FROM GLASS 0WALL MOUNT SECTION SCALE: 3° =1' -O" EXISTING WOOD STUDS (G =0.55 MIN.) SPACED AT 24" O.C. MAX. (2) 1/4" LAG SCREWS W/ 2" MIN. THREAD PENETRATION AND 3/4" MIN. EDGE DISTANCE PER STUD 1 "x4 "x0.125 "6063 T6 ALUMINUM TUBE 8" EXISTING HOST STRUCTURE 1/4" ALL POINTS SOLID SET ANCHORS WITH 7/8" MIN 1 /- SPACING, AND 3" MINIMUM DGE DISTANCE MINIMUM Q SPAN TUBE SECTION SCALE:3" = P #14 TEK SCREWS @ 16" O.C. MAX. RoTYP. RQ3 .375" AX. (2) 6063 -T6 ALUMINUM ANGLES PER BEAM: 2"x3")&" THRU 2"x5"$'", LENGTH PER SPAN TUBE SCHEDULE SPAN TUBE PER DESIGN SCHEDULE W m tn • 4 � O j .25" MAX. Y4-20 THRUBOLTS, QTY PER DESIGN SCHEDULE I MAX DESIGN LOAD = *72 PSF .375" MAX W /NUT OR #14x3/4" TEK SCREW (2? 8" O.C. MAX., TOP AND BOTTOM ACCESS HOLE, TYP G EXISTI ING C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING EDGE DIST. EXISTING CONCRETE, HOLLOW CONCRETE BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. SEE TABLE 2 FOR MIN. SEP. FROM GLASS PASS THROUGH O WXNDOW MOUNT SECTION SCALE: 3" =1 EXISTING COUNTERTOP 2 "x5" MAX 6063 -T6 ALUMINUM ANGLE, 1/8" MIN THICKNESS 1/4 -20 MACHINE BOLT WITH LOCK NUT INSTALLED FROM TOP TO BOTTOM @ 7" O.C. MAX 5/8" MAX. a it I CE a - haw vl a a _ .25" MAX. SPAN TUBE SCHEDULE NOTES: 1. USE 2 "x3 "x1/4 ", 2 "x5 "X1/4 ", 3 "x3 "X1/4 ", OR 3 "x5 "X1/4" ANGLES FOR 2 "x5 ", 2 "x6" &4"x6" BEAMS. 2. USE 2 "x5 "x1 /4 ".OR 3 "X5 "X1 /4" ANGLES FOR 2 "x8" & 2 "X10" BEAMS. 3. USE BEAM SCHEDULE FOR DETAIL 'L'. 4. TOP & BOTTOM BEAMS MAY BE USED TOGETHER OR IN COMBINATION WITH OTHER CONNECTION DETAILS. WHERE USED TOGETHER, BEAM MUST BE LIMITED TO TOP BEAM SPANS. 5. SPAN TUBES MAY BE USED IN A MID -SPAN CONDITION WITH SHUTTERS SPANNING ABOVE AND BELOW THE BEAM. MID -SPAN TUBES SHALL BE LIMITED TO TOP BEAM SPANS, WITH THE SHUTTER SPAN TAKEN AS THE SUM OF THE SPANS ABOVE AND BELOW THE BEAM. 6. LAP BEAMS ARE NOT ALLOWED. 7. ALL BEAMS AND ANGLES TO BE 6063 -T6 ALUMINUM. FRANK:L:BENNARDO, P.E. JPE0046599 ' • Z� mm SCALE: coa a :W Y si 09 -OCS -0003 101 PAGE DESCRIPTION; > 11.1 0 � 0 tn to z 0� cc cc 0- < 1 ;; y 3 M W tfl 0 : < O � a o >° 0 IL d F=I I uonals 1SOH ANCHOR LOAD (Psi? ANCHOR SPACING, 2.5" MIN EDGE DISTANCE Cl Spans Up To 6' -0" C5 C1 Spans Up To W -d" C5 C1 Spans Up To 10' -0" Spans Up To 13' -6't Spans Up To 18' -0" C5 f ON k PE C4 CNN ! PE _ iF « C4 CONN C2 TYPE C3 C4 CONN C5 C1 1 C2 TYPE C3 C4 CONN C5 Cl C2 TYPE C3 C4 1/4" 1 -3/4" CONC) 3 ITW TAPCON WITH EMBED (3192 psi MIN 111U\lI "."11"2 3 �� 16.0" 16.0" 16.0" 16.0" 16.0" k 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 13.4" 12.4" 16.0" 16.0" 13.4" 8.8" 9.2" 16.0" 16.0" 10.0" 411 p •4 16.0" 16.0" 16.0" 16 .0" 16.0" 13.8" r��i ` �T ' 16.0" 13.8" 10.2" 10.2" 16.0" 16.0" 11.1" 6.7" 13.1" 16.0" 8.2" 4.6" 5.5" 8.1" 14.9" 6.1" 14.1" 111" 16.0" 16.0" 14.1" 9.5" 9. •.0" 16.0" 10.6" 7.0" 7,7" 13.9" 16.0" 8.5" 4.8" 16" 8.4" 15.2" 6.3" 3.5" 4.4" 5.8" 11.8" 4.9" 75 11.6" 11.1" 16.0" 16.0" 12.0" 7.6" 8.2" 15.7" 16.0" 9.0" 5.7" 6.5" 10.5" 16.0" 7.2" 3.9" 4.8" 6.6" 13.0" 5.3" 3.5" 4.4" 5.8" 11.8" 4.9" 1 !, 170 3.9" 4.8" 6.6" 12.9" 13" 15" 4.4" 18" 11.8" 4.9" 3.5" 4.4" 18" 11.8" 4.9" 3.5" 4.4" 5.8" 11.8" 4.9" 15" 4.4" 5E" 11.8" 4.9" 200 3.5" 4.4" 5.8" 11.B" 4.9" 3.5" 4.4" 5.8" 11.8" 4.9" 3.5" 4.4" 5.8" 11.8" 4.9" 3.5" 4.4" 5.8" 11.8" 4.9" 3.5" 4.4" 5.8" 11.8" 4.9" 1/4" 1 -3/4 CONC) 3 r ELCO LTRACON WITW EMBED (2700 psi MIN 1111U1\1111111UUUlU1C 30 " " 16.0 16.0 16.0 n 16.0 " 16.0 " 16.0 " ifi.0 " n 16.0" " 16.0" " 16.0" " 16.0" n 16.0" 16.0 " 16.0 n " " " 16.0 13,fi 12.5 0" n 16.0 16.0" " 8.8" 9.2" 13.6 8.8 9.2 16.0 " " 16.0" 10.2 " 49 16.0" 110" 16.0" 16.0" 16.0" 14.1" 12.9" 16.0" 16.0" 14.1" 10.2" 10.2" 110" 16.0" 11.3" 6.6" 7.5" 11.3" 16.0" 8.3" 4.5" 5.5" 7.0" 12.9" 6.3" 64 16.0" 16.0" 14.4" 9.6" 9.7" 16.0" 16.0" 10.8" 6.9" 7.7" 12.0" 16.0" 8.6" 4.7" mg 7.3" Egimar7 ff/ Amami 10.3" 5.0" 75 170 11.7" 11.2" f ff r �� � 16.0" 16.0" 11.2" 12.3" ��f 7.6" ff fl 8.3" 4 4 " . 13.7" �i r ..- 16.0" 10.3 n 9.2" 5.0 " . / �ff 6.5" 4.4 a 9.1" 5.1 re 15.2" 10.3 rr 7.4" %ff� " / /ff/ a 5.0 � 4.4 5.8" 11.3" er a 5.1 10.3 5.4" f /f %/ 4.4" rr ffj� rr 5.0 / 4.4 ® 5.1 n 10.3" 10.3 rr 5.0" 5.0 tr 200 % 4.4" 5.1" 10.3" 5.0" 4.4" 5.1" 10.3" 5.0" % ,0 4.4" 5.1" 10.3" 5.0" f 4.4" 5.1" 10.3" 5.0" '7 f 4.4" 5.1" 10.3" 5.0" 1/4" HEX EMBED ELCO ULTRACON WITH FLANGES WITH 1 -3/4 (2700 psi MIN CONC) � 1 b53ltr 30 16.0" 110" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 13.6" 12.5" 16.0" 110" 13.6" 8.8" 9.2" 16.0" 16.0" 10.2" 49 1.6.0" 16.0" 16.0" 16.0" 16.0" 14.1" 12.9" 16.0" 16.0" 14.1" 10.2" 10.2" 16.0" 16.0" 11.3" 6.6" 7.5" 11.3" 16.0" 8.3" 4.5" 5.5" 7.0" 12.9" 6.3" 64 14.4" 13.2" 16.0" 16.0" 14.4" 9.6" 9.7" 16.0" 16.0" 10.8" 6.9" 7.7" 12.0" 16.0" 8.6" 4.7" 5.7" 7.Y' 13.2" 6.4" , 4.4" 5.1" 10.3" 5,0" 7S 11.7" 11.2" 16.0" 16.0" 12.3" 7.6" 8.3" 13.7" 16.0" 9.2" 5.6" 6.5" 9.1" 15.2" 7.4" / 4.8" 5.8" 11.3" 5.4" r 4.4" 5.1" 10.3" 5.0" 170 ' /13311 5.7" ®fff, 4.4" 1231 10.3" 5.0" 4.4" 5.1" 10.3 " , 4.4" UM 10.3" 5.0" f��f 4.4" mom 5.0" 200 l�f�/. 5.1" 10.3" 5.0" �fff, 4,4" 10.3" 5.0" ' j , 4.4" 5.1" 10.3" 5.0" V ff� //, 4.4" ® 10.3" 5.0" ' ,/, 4.4" MI 10.3" 5.0" 1/4" 2" EMBED CONC) ELCO CRETE FLEX WITH (3350 psi MIN 30 • ( 64 16.0" 110" 16.0" 16 0" 16.0" 110" 16.0" 16.0" 16.0" 16.0" 11112 16.0" 110" 16.0" 16.0" 16.0" 16.0" 110" 16.0" 16.0" ' 13.0" 110" 16.0" 14.5" 16.0" 16.0" 16.0" 16.0" 110" 110" 16.0" 16.0" 16.0" 16.0" 14.4" 14.4" 110" 16.0" 16.0" 9.2" 10.5" 14 9" 16.0" 11.8" 6.3" 7.8" 9.3" 16.0" 8.9" 16.0" 16.0" 16.0" 16.0" 16.0" 13.5" 13.8" 16.0" 16.0" 15.3" 9.7" 10.9" 15.9" 16.0" 12.2" 6.5" 8.0" 9.6" 16.0" 9.1" 4.8" 6.2" 6.7" 13.5" 7.1" �! 75 16.0" 15.8" 16.0" 16.0" 16.0" 10.6" 11.6" 16.0" 16.0" 13.1" 7.8" 9.2" 12.0" 16.0" 10.4" 5.3" 6.8" 7.6" 14.8" 7.7" 4.8" 6.2" 6.7" 13.5" 7.1" 170 5.3" 6.7" 7.5" 14.7" 7.7" 4.8" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 200 4.B" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 4.8" 6.2" 6.7" 13.5" 7.1" 7 1 -3/4" CONC) .�� ri u_mt p.C-- {3NWh•i EMBED (2899 psi MIN M " 30 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 11.2" 11.8" 16.0" 16.0" 13.2" 49 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 13.1" 13.1" 16.0" 16.0" 14.5" 8.4" 9.5" 13.4" 16.0" 10.8" 5.7" 7.1" 8.3" 15.3" 8.1" 64 16.0" 16.0" 16.0" 16.0" 16.0" 12.2" 12.5" 16.0" 16.0" 13.9" 8.8" 9.9" 1.4.3" 16.0" 11.1" 5.9" 7.2" 8.6" 15.6" 8.2" 4.3" 5.6" 6.0" 12.2" 6.4" 75 15 1" 14.3" 16.0" 16.0" 15.8" 9.6" 10,6" 16.0" 16.0" 11.9" 7.0" 8.4" 10.8" 16.0" 9.5" 4.8" 6.1" 6.8" 13.3" 7.0" 4.3" 5.6" 6.0" 12.2" 6.4" 170 4.8" 6.1" 6.7" 112" 7.0" 4.3" 16" 10" 12.2" 14" 4.3'r 5.6" 6.0" 12.2" 6.4" 4.3" 5 6" 6.0" 12.2" 14" 4.3" 16" 6.0" 12.2" 6.4" 200 4.3" 5.6" 6.0" 12.2" 6.4" 4.3" 5.6" 6.0" 12,2" 6.4" 4.3" 5.6" 6.0" 12.2" 6.4" 4.3" 5.6" 6.0" 12.2" 6.4" 4.3" 5.6" 6.0" 12.2" 6.4" 5/16" 1 -3/4" CONC) il�ni�i�i}iiiii�i 1/4 -20 SOLID 7/8" CONC) ELCO EMBED ALL -SET EMBED * ULTRACON (3500 POINTS ANCHOR (3000 WITH psi MIN m m� i1� WITH t � psi MIN 30 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 12.9" 13.6" 16.0" 16.0" 15.3" 49 110" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 110" 16.0" 15.1" 15.0" 16.0 "1110" 16.0" 9.5" 11.0" 14 4" 16.0" 12.5" 6.5" 8.1" 8.9" 16.0" 9.4" imam 75 16.0" 16.0" 16.0" 16.0" 16.0" 14.0" 16.0" 16.0" 16.0" 10.0" 11.3" 15.3" 16,0" 12.9" 6.6" 8.3" 9.2" 16.0" 9.6" ,,,, 6.4" 6.4" 13.0" 7.4" 16.0" 16 0" 16.0" 16.0" 11.0" 12.1" 16.0" 16.0" 13.8" �i " 9.6" 11.6" 16.0" 11.0" ►J �� 7.0" 7.3" 14.3" 8.2" %/ff% 6.4" 6.4" 13.0" 7.4" 170 200 M 5.4" 7.0" %f ,, 6.4" 16.0" 16.0" 7.2" 6.4" 16.0" 14,2" 13.0" 16.0" 8.1."%3 Mr 16.0" , .,., 16.0" 6.4" 6.4" 16.0" 6.4" [• 16.0" 13.0" 13.0" 16.0" 7.4 "" 7.4" 16.0" % /,r, %fff/l 16.0" 6.4" 6.4" 16.0" 6.4" 113.0" 6.4" 16.0 ".16.0" 13.0" 7.4" � /!� 6.4" 7.4" %ff�j, 6.4" 16.0" Eu 11.6" 6.4" 13.0" 6.4" 13.0" 16.0" 16.0" 7.4" %ff% 6.4" 7.4" %ffff/ 6.4" 12,7" 6.4" [. m 13.0" 13.0" 16.0" 7.4" 7.4" 9.5" 16.0" 16.0" 16.0" 16.0" 16.0" 13.1'.0" 1'6.0" 16.0" 13.1" 9.5" 9.5" 16.0" 16.0" 10.5" 6.1" 6.9" 10.2" 15.5" 7.8" 4.2" 5.1" 6.3" 11.6" 5.8" 4 13.4" 12.3" 16.0" 16.0" 13.4" 8.9" 9.1" 16.0" 16.0" 10.0" 6.4" 7.2" 10.9" 16.0" 8,0" 4.3" 5.3" 6.5" 11.9" 6.0" 3.2" 4.1" 4.6" 9.3" 4.6" 5 10.9" 10.4" 16.0" 16.0" 11.4" 7.0" 7.7" 12.3" 16.0" 8.6" 5.2" 6.1" 8.2" 13.7" 6.9" 3.5" 4.5" 5.2" 10.1" 5.1" 3.2" 4.1" 4.6" 9.3" 4.6" 4u1ll6ll '170 3.5" 4.4" 5.1" 10.1" 5.0" 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" 200 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" 3.2" 4.1" 4.6" 9.3" 4.6" ANCHOR SCHEDU ANCHOR NOTES: 1. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SLAT SPANS FOR SPECIFIC L OADS MUST BE LIMITED TO THOSE SHOWN IN TABLES 1A AND 8. 2. AN EFFECTIVE WIND AREA OF 10 SQ. FT. SHALL BE USED FOR DETERMINING WIND LOADS FOR ANCHORS. 3. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAL ANCHOR TYPE EQUAL EDGE DISTANCE. SELECT DESIGN SHUTTER G U TTER�AND SELECT SPAN G EHA R EQUAL UA LOAD ON SHUTTER SPAN. 4. SEE MOUNTING SECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 5. EXISTING STRUCTURE MAY BE CONCRETE HOLLOW CONCRETE BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE. 6. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISH OR STUCCO. 8. WHERE EXISTING STRUCTURE IS POST-TENSIONED CONCRETE CONTRACTOR SHALL LOCATE CABLES PRIOR TO ANCHORING AND COORDINATE ANCHORAGE SUCH THAT CABLES ARE NOT DAMAGED. 9. WHERE EXISTING STRUCTURE IS WOOD FRAMING WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS PENETRATE ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 10. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 X 4 (MIN.) WOOD STUD 3/4" EDGE DISTANCE IS ACCEPTABLE FOR ANCHORS IN WOOD FRAMING. SEE ANCHOR SCHEDULE FOR ACCEPTABLE DENSITY OF WOOD STUDS. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 11. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 12. 0 DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 13. * DESIGNATES ANCHORS WHICH ARE REMOVABLE BY REMOVING MACHINE SCREW, NUT OR WASHERED WINGNUT. 14. THE ALL POINTS SOLID SET ANCHOR MAY NOT BE USED ON CONCRETE FLOORS OR CEILINGS. THIS ANCHOR I5 ACCEPTABLE FOR INSTALLATION TO CONCRETE WALLS OR CONCRETE SLABS ON GRADE. ALUMINUM EXTRUSION SPACING PER SPACING PER ANCHOR SCHEDULE ANCHOR SCHEDULE ANCHOR FROM SCHED., TYP. #m - ..z 1) U ", Z L X8 >aW W N t3 in 5 . 0 w ?a a w a ;gym aim • rn ,., w 0 .•r � a 5 td z 4 1 • I II 09 -OCS -0003 SCALE: - 101 PAGE DESCRIPTION: a ANCHOR SCHEDULE (CONT.) ANCHOR 1/4" ITW TAPCON WITH 1 -3/4" EMBED (3192 psi MIN CONC) it•1111a ijtt}t}taiairi t as 1/4" ELCO ULTRACON WITH 1 -3/4 EMBED (2700 psi MIN CONC) ti=11aalmaaiammil 1/4" ELCO ULTRACON WITH HEX FLANGES WITH 1 -3/4 EMBED (2700 psi MIN CONC) E0Exxxximi›- 1/4" ELCO CRETE FLEX WITH 2" EMBED (3350 psi MIN CONC) 5/16" ITW XL TAPCON WITH 1 -3/4" EMBED (2899 psi MIN CONC) ganamenal. 5/16" ELCO ULTRACON WITH 1 -3/4" EMBED (3500 psi MIN CONC) 1Ilimiiwava trill titi:_-.- 1/4 -20 ALL POINTS SOLID -SET ANCHOR WITH 7/8" EMBED (3000 ps1 MIN CONC) * 11 4t41411114 111 LOAD (psr) 30 49 64 75 170 200 30 49 64 75 170 200 30 49 64 170 200 30 75 170 200 30 49 170 200 30 64 • 75 170 200 30 49 64 170 200 ANCHOR SPACING, 1" MIN EDGE DISTANCE Spans Up To 6' -0" CONN TYPE C1 C2 C3 C4 C5 MIEVEI ®® 7 A 7E01 a lgal 16.0" 16.0" 16.0" 7.6" 16.0" 8.9" 7.6" 16.0" 16.0" 16.0" 16.0" 5.0" 16.0" 8.9" / a® / A V rrr 16.0" 16.0" 16.0" 4.9" 16.0" ®11131 LEV 16.0" 16.0" 16.0" 4.9" 16.0" 16.0" 16.0" 16.0" 11.0" 10.1" 16.0" 16.0" BROM 5.6" MU AKIO �/r %ter ®� / ®CM ® 9.3" E Oil 6.5" GUI 16.0" 16.0" 10.8" 16.0" 16.0" 16.0" 16.0" 10.8" 16.0" 9.4" 16.0" 8.1" Spans Up To 8' -0" CONN TYPE C1 C2 C3 C4 C5 9.3" 8.7' 6.6" 5.6" 16.0" 16.0" 16.0" 5.0" 5.0" 16.0' 16.0" 16.0" 16.0" 16.0" 16.0" 4.9" 4.9" 16.0" 9.2" 16.0" 16.0" 16.0" 10.1" 10.1" 16.0" 16.0" 16.0" 16.0" 9.9" 9.9" 16.0" 16.0" 16.0" 16.0' HSI CBI ®® Mil' 7' 210151E01:11 MEM ®® poi IMIEENIEN21231v ai /r/ / /aALM v Z ri /// � % / /i �� f 5.6" 4.3" 9.3" 6.0" 9.3" 6.0" Spans Up To 10' -0" CONN TYPE C1 C2 C3 C4 C5 7.4" 4.3" 4.0" 11.6" 6.9" 11.6" 6.9" 16.0" 16.0" 5.0" 5.0' 16.0" 16.0" 4.9" 16.0" 16.0" 4.9" 16.0" 16.0" 16.0" 10.1" 10.1" 16.0" 16.0" 16.0" 9.9" 9.9" 16.0" ®� ®® 1351v off %1 16.0" 16.0" 3.0" ry a, /.� 9.9" �J. /f 9.9" Spans Up To 13' -6" CONN TYPE C1 C2 C3 C4 C5 3.0" 9.0" 9.0" 16.0" 5.0" 5.0" 16.0" 11.0" 7.0" 4.9" 16.0" 11.0" 7.0" 5.6" 4.9" 4.9" 16.0" 16.0" 12.9" 11.0" 10.1' 10.1" 16.0" 16.0" 10.9" 16.0" 16.0" 10.9" 9.9" 3.9" LEA / /. " l %ff % /A `f /fA.�ff CHI AV A 9.0" 5.5" 9.0" Spans Up To 18' -0" CONN TYPE C1 C2 C3 C4 C5 6.3" 16.0" 6.9" 5.0" 5.0" 5.0" 5.0" 16.0" 4.9" 16.0" 16.0" 10.1" 10.1" 10.1" 10.1" 16.0" EMI 4.2" V /f //�A� 4.9" 9.9" r %� MEM Mai riai 138/1351 1:51 16.0" MU AV /ice ®13211 it r f A i i/ f/ /11111331 f /i E % /// / /rf%/'�f//KER 9.9" . 9.9" 9.9" 4.1" EOM /r if f �% A 111 ,i," / / %lrrr / A / Purr/ /rrf // /sir/ % // . � / it /�, /rf %' / %Oa y ./. // iiv %r //. /rr V rrrr, r // %% % /r /i /r / % / / %! / Arr/�i. " // A % /r / /.V i //% //r AV %/ //� A / / / /r�i i min //r f /r,�/ ; /,' iv .." ,v .7, rAr" . i/4" , f/ r/r irfA/ r /i, rrr � rr74,' rriA' /; � rrr� iv 2,1 WI' / / /1r/;" /,' iri; ifiA' 7 is rir a,V iri iiiii / / A t/ /i i/r ,- A iii riri, iiii 2 A iii / /7 i /A r / /�7 � r /r r /� %�rrr2 r /%AV ... fr / f 7 A'' r ri `�/ 17 2'7 �rrrli l r�r 7 ji: r` / r r �rrr� / /�i / / /rrr / /,�, %� %r/ r/, r r / / /r /% / 4Y .), %rrr /ra r/ /te /% r / � V r/ A A � / /4i / / %r //7 ' AV AV / / /% /// / /r / % /r / r i r r/rr�i �rrr�fr /��l / /r� fr /lGf�i'�rry � rr /f �rr/i/, /// rr. , 7 /r�/i fA �r'r /rl� �r2 /r�l�rrf/.fi. 7 r /f��rrr� frrli" /.�rr � �rr�1,� /r �rr�lfr /�//1 F / r r / r / % it r r i s / r i// i / /i/ a / /i/ / /a,ra jai, // iii / /r� /r,� ii /i,�i iii �rfr �rii�r ilia,. /rii�iii� iriri� / i/ r ' ''' ,,/- / /,rf/rr / %a % /rr % % / / / /rf %// % r /r% r /l fr /rl�r / % / /fAV /. A /;' / / %� / / /� %r 7 /,'r.7, r ii iv 7. /47 / ,/,' 7}' .. /: rfr r ;ai /i 7iii a riii.r 2�aii ra. , ,%r . A .4 ( ' 7 r ai n m /r�rrfa / r 7 a /� �/riiirriiar�riarai / /if/ /tea /�af%� /r / rr /� ar r � a.� /r ii �r �aii, 4, i ..4' / r r' r l r r f r r r �/ r//. ,7 ter r r r / /1,�a /i�/ / /��a // r / /��rr.�, /rrr/ /% f /rf� % / / /f %rr�,;� /rr/ � / /�, %ra /i /� %rr %i ��/ /ate f / / / /ter //, .7 / % /r %,fa / , /rff r/i%a / % % / / %ff //i % / / %, % / //i ' %r / %/rr,%i %/ f %a/:.//Ol l / / / % % . / / %iV / rr% %r / %, % / / / % % , % A % ' //r / /rrr /�/ /rr� rrr rri % %�rrr//�, .27 frri .7/ .1 �rr,J,/ / /ri /rf.27./ ... /rr/ XI 2 / f / /Zfrr/i7rrr//i. ;rf�A A KEE ai2.7 / �,"/i r.7." a� /ii%f /irrir r//�/4 iii rii4'A 4v . Av iai,' iA'.7 AV /7" A //� / /ii7i // iii //i . .1 ar A7 iri 7 A iiri27A7iiia AraA A l �rii % ` irii A" 2 7 i,;rai 7 / r /, j ai � A ' ." A 7 ra�r 7 / rri r / /i,irr/ AV r/i, /a jai ar i/r A A ,. frdi 7 A A' A' rao,� /r / / /,�,/ / r4 7 A7 r rr / A; �////�/ 7./ /V ©/ i %a/ X A . A /Ater A: A /ri A77 V A A. err /�27 2 �ri%f/rO7ar2 27. //7 /r / rrA Y ... /i A AV A f % ri m / / %� A ; ' A / A % / //i � // f A V A7 A ,A7 A Z i i A Arr riaa iii r ai,�a irii, / a A A7.7ii p ia �arirriA A %ra % / f /ra/,1. /.7 /A' ./ /r/7 /,' , /r /2 r AV .A"% / // �f / / %tea /ai?r / //iaf /AV /7 ro, / / / % /r / %, %rar ./... //i A r // �T�I�1 rr / f // fir /iA7.1 i rte, r /r / /�. r/r r 7 .4 rr rar�a , i rrr err /% rrr r/ / / �i // /r afr Iseal �rr�4" /Frr r rr /%r�rfAr/71 /i% r irri% /sV l /.�r/rr�/r� / 2 �rrrr rr % ..4 / �,r / // �r /l ! /- ./7 / /rrr .- A ai,i�2 Ar7//7 a,, is A ri raii2 V .7 ai iarr//iAYf iai, aA. a�, .A 2 i 7 rrii�� / /Al ir27 �r /irr / /,x. i / //,,V/./i/�,. f //rrf /� /ri/f r� riA AVA'Ai /,1,r /r, : r ANCHOR i /ate Arai / / 412311121111 3.9" 7.7" 7.4" 6.4" 5.1" 5.2" 13.3" 15.4" 5.6" 4.1" 4.4" 9.4" 13.1" 4.8" 3,8" 3.1" 7 A a i, r/ /aa r/ / 4.1" 8.3" 12.3" 4.5" 3.5" 6.3" 10.5" 3.8" ' lil 64 7.4" 7.0" 16.0" 16.0" 75 6.2" 5.9" 16.0" 16.0" 170 200 r� . x V 1/4 -20 ALL POINTS SOLID -SET ANCHOR WITH 7/8" EMBED (3000 psi MIN CONC) LOAD (Psr) 30 ANCHOR SPACING, 1 -1/4" MIN EDGE DISTANCE Spans Up To 6' -0" CONN TYPE C1 C2 C3 C4 Spans Up To 8' -0" CONN TYPE C5 Cl. C2 C3 C4 C5 15.9" 15.9" 16.0" 49 9.7" 9.3" 16.0" 16.0" 16.0" 15.9" 11.9" 11.6" 16.0" 16.0" 11.9" 9.7" 7.3" 6.8" 16.0" 16.0" 7.3" Spans Up To 10' -0" CONN TYPE C1 C2 C3 C4 C5 9.5" 9.1" 16.0" 16.0" 9.5" 7.1" 6.6" 16.0" 5.4" 5.4" 14.9" 16.0" 5.8" 3.6" 4.0" 7.8" Spans Up To 13' -6" Spans Up To 18' -0" CONN TYPE CONN TYPE C1 C2 C3 C4 C5 C1 C2 C3 C4 C5 16.0" 11.9" 7.1" 4.7" 4.9" 4.3" 3.0" 11.8" 4.9" 14.6" 5.3" 8.9" 3.2" 5.0" 9.1" 3.3" ,.�' 4.0" 7.8" /':///!// � .. ✓ /fa�la // /1 1/2‘ ' 27. if�a r/r %frr r�l�� / / f 3.5" 7.1" �rf�j,r c 3.5" 7.1" 3.5" 7.1" ANCHOR NOTES1 1. SEE ANCHOR NOTES ON SHEET 9. SPACING PER SPACING PER ANCHOR SCHEDULE E ANCHOR SCHEDULE ALUMINUM EXTRUSION ANCHOR FROM SCHED., TYP. .tD re► o sr.• • U mU z 9A LuX w • u LCO z o N C1 s m - o LUQ= x 1 0 U 2 1 09 -OCS -0003 SCALE: - 101 PAGE DESCRIPTYON: fG ..i 1 ANCHOR SCHEDULE (CO 1/4" ELCO ULTRACON 1 -1/4" EMBED 7I111E91111111tslIallSSnm KM EMI MEM % /. / / ///� 170 200 200 30 49 170 200 30 49 64 75 30 5.0 16.0" 12.9" 9.9" 8.I" 49 64 75 170 200 12.0" 9.2" 7.6" 5.6" 16.0" 12.1" 9.1" 7.7" 16.0" 16.0" 11.4" 8.6" 7.2" 3.1" 10.0" 8.5" 16.0" 16.0" 16.0" 16.0" 16.0" 3.6" 3.2" 12.8" 16.0" IEEE 13.1" 8.1" 10.0" 6.2" 8.5" 5.3" 16.0" 15.8" 16.0" 16.0" 16.0" 12.9" 16.0" 9.9" 16.0" 8.5" 7.2" 3.7" 6.6" 3.4" 12.8" 8.1" 16.0" 16.0" 7.7" 3.2" 6,1" 4.0" 11.9" 15.8" 9.7" 6.5" 5.1 %' 15.2" 8.9" 6.7" 5.6" 3.0" 3.0" 5.8 16.0" 16.0" 12.0" 16.0" 16.0" 9.2" 16.0" 16.0" 7.8" 4.3" 8.4" 3.5" 9.0" 6.2" 5.0" 8.4" 6.3" 5.4" 16.0" 16.0" 15.8" 16.0" 16.0" 9.7" 12.4" 14.3" 7.4" 8.7" 12.2" 6.3" 12.7" 7.0" 4.7" 3.8" 4.9" 3.0" 7 /o 3.3" 3.7" 7.2" 3.8 " ////f3.0 " ® 6.6 " f 3.0" / /�J, 3.0" E 6.6" EMI ® 6.6" 3.4" �/ / / //% 3.0" 3.2" � 6.6" 3.4" % / ///!, 3.0" ®� 5.0" ® 7.7" 4.9" 3.6" ® ®FEW /i/� / / //, /��/. r � /�l / / /. % � 4.7 " 3.0 " 7 % ' / �� 1:13117.21 7 . 8 " 5.0 re ®�� 5.9 +t ®i' f/ 1 f /// i, ��� / /� � / / /�f / �l�// /� / /� / / / / /� /. KM �J 6.0" 6•0" 3.8" i / // % /.1�il % / / /�f / 7 ' / /////J / / / / // // / /lG, / / /./��� / /l�l, �� / //� . / /�O ///iJ / / / //%J„/ /lam /. t /// // %/ % // / / / /, ® ®� /ice s/ i/ /fry // A' fill /��r /i/ iii, i/ rim / / /�1 /i /f /, ../ �, / / /ii2/iii /fii,;� / /i/: ii 170 r/ /f // / / /. / / / /f�/fi %/// / /1// % % /J /%% //% /i %/ / /// / / /'/ / /J //// ��J//// !. %O / //�/ / / // // f�l // /�f //i / / /� /� / /� %% A 200 % / / / /J' //1 % / //% f// � / /l'/l / / / / /ll/ //l % / / /�� //l %l //%1%/ , / / / ///ll /r�l / /ll /� / / // % / / / / % ' / / /f! l % /ll //I / / /l / IMMO 16.0" 16.0" ' EIGNEEMEIEW 3.2" 9.6" 6.6" 9.6" 3.4" 6.1" 16.0" 16.0" 9.0" 14.6" 16.0" 6.9" 10.3" 14.3" 5.9" 11.9" 7.0" 5.3" 4.5" 3.0" 4.5" 6.6" 4.6" 3.7" 6.6" 5.0" 4.3" .10311125111151' , 16.0" 13.8" 7.7" 5.8" 16.0' 16.0" 9.1" 6.9" 3.8" 6.6" 4.5" 16.0" 12.7" 14.9" 7.8" 11.4" 5.9" 9.7" 5.1" 6.6" 3.4" 16 16.0" 7.2" 13.4" 5.5" 11.5" 4.7" 7.7" 3.2" 3.8" 7.7" 3.2" 4.4" 3.1" 7 7 /7 / 4.9" 7 /7 9.4" 4.5" 3.1" 6.0" 6.3" 3.1" 3.8" 3.0" 8.6" 16.0" 16.0" 9.4" 5.1" 7.3" 11.0" 5.7" 3.9" 4.7" 8.4" 4.4" 5.3" 4.1" 4.8" 8.5" 13.0" 3.7" 5.5" 9.9" f / 3.1" 4.3" 8.5" 3.5" //J 3.8" 7.7" 3.2" % A z,110111233133/7 10.9" 4.5" 3.2" 13.5" 8.3" 6.6" 0" 11.7" 021322116.0" 16.0" Mill1231 6 . 0 " RE6 ' 7.0" 4.3" 3.4" 4.0" 3.2" 2 Mil EEO 6 z v ANCHOR 1/4" ITW TAPCON WITH 1 -1/4" EMBED CO ULTRACON WITH HEX FLANGES WITH 1 -1/4" EMBED 1./4" ELCO CRETE FLEX WITH 1 -1/4" EMBED 1/4" ITW MAXI SET TAPCON WITH 1 -1/4" EMBED 1/4-20 ALL POINTS SOLID -SET ANCHOR WITH 7/8" EMBED ANCHOR 1/4 -20 ALL POINTS SOLID -SET ANCHOR WTTH 7/8 " EMBED LOAD (P LOAD (PSI' 30 49 64 75 170 200 Spans Up To 6' -0" CONN TYPE C1. 1 C2 C3 1 C4 1 C5 Spans Up To 6' -0" CONN TYPE C1 C2 C3 C4 11.8" 11.8" 16.0" 16.0" 7.2" 5.5" 4.5" 6.8" 5.1" 4.3" C5 11.8" Spans Up To 8' -O" CONN TYPE Cl 1 C2 C3 C4 1 C5 13.3" 13.3" 16.0" 16.0" 13.3" 10.0" 9.5" 16.0" Spans Up To 8' -0" CON N TYPE C1 C2 C3 C4 J C5 8.8" 8.5" 16.0" 16.0" 8.8" ANCHOR SPACING, 2.5" MIN EDGE DISTANCE 16.0" 10.0" Spans Up To 30' -0" CONN TYPE Cl 1 C2 C3 ! C4 C5 8.0" 7.4" 12.8" 12.8" ANCHOR SPACING, 1 -1/4" MIN EDGE DISTANCE Spans UP To 10' -0" CONN TYPE CI C2 C3 C4 I C5 7.1" 6.7" 16.0" 16.0" 7.1" Spans Up To 13' -6" Spans Up To 18' -0" CONN TYPE CONN TYPE C1 I C2 I C3 I C4 C5 C1 C2 1 C3 C4 I C5 8.0" 5.9" 5.3" 9.5" 9.5" 5.9" 3.7" 3.9" 5.7" 7.1" 4.4" OM 9.8" 9.8" 13:1111130/13511 LEA 7.8" 4.9" ' ,® 3.8" 5.8" 3.6" , / 27 , , �� ®® 6.5" 7.5" PEW i ® 4.1" ' 4 1" 6.0" 3 7" / 411331/ JV 7 7 ®' J 4.6" 6.4" 4.0" ' / / ® ® , 7 / /l if U / , '. 1 / / 7 77 , /!l , A J _ / Afar 1 /'/ // // /®/ A 7 J r / A . / A331 " V / n N. v / ' n r � / r j /.® /. KM� 16.0 16.0 15. r r ® 16.0 16.0 11.9 ®[I 14 . 0 " 14.0 9.5 7.0 n 6.3 10.4" 10.4 7.0 " �` eilwa�® 8 ,9" 14.3" 9.7" 6.5" 10.7" 10.7" ® ® ®� 8.6" 5.8" 7 /® 4.2" 6.3" 4.3" ' /,' ' ,12/317 , .� 7.4" 6.6" 10.9" 10.9" 7.4" 4.9" 7.1" 8.2" 5.6" ' / 6.6" 4.5" /. 7 4.9" / /, r 7 . / 7/2 / 4 . ,Ii 5 0" � 9.3" 6.3" � 5.0" 7.0" 7 % / / M11 /1 / J / 7 / f 7 G L / , 1 /." / / // /l. / /Y rthi r /% / 1 /. 7 / 7 /./ //l , /' % /7 1 /,/ / / /: / 2 / J ® 16.0 "16.0 " �9.5" ..14.0 " 14.0" 9 .5 " [ 10.4 "10.4" 7.0" CM 4.6 " [• 7.8 " � EM 1 4.3" 9.7" ® 6.5" 10.7" 10.7" 7.3" ®® 7.9" 8.6" 5.8" 7 / / 4.2" 6.3" nil ; i , 4.8" 7 , MI 7.4" 6.6" 10.9" 10.9" 7.4" EIGI 4.9" 7.1" 82" 5.6" V L/ AEGI ® 6.0" MIMI 9.3" / 6.3" Mal 5.0" . 7A" j �/�� / / 5.6" / / 1 7 1 r / I i , AY 1 / , � • ' , / 7 r 1 X , 2' .+ /' j J/l J. G� _ /. /. ,Y /. .� J. . ' /, ,� A / // 7 Jr ., / r - , .1 J/ / , / J /J ' ./ 16.0" 16.0" 7.2" 5.4" 13.0" 13.0" 5.5" 3.7" 11.1" 11.1" 4.7" 3.0" Annar ® 6.0" 8.3" 3,5" 7 7 1 ; ZA / 7 7 / .i Jr 7 5.0" 3.8" 8.5" 9.8" 4.1" 4.0" 3.0" EMI v / 5.0" 7.5" ®r ®% 7 /ZEME13111r J 4.0" 6.7" % 1 , 7 /Anl1 j r y7 /JT �' 7 /7 z' /A1331 ,' AEU% G / AMU 7 9.4" 10.2" 5.3" 7.8" / 1 ® ESE 1. . 7 1 E " G AMU A / 7 /11:51 %/ Spans Up To 13' -6" CONN TYPE C1 C2 C3 C4 5.2" 4.8" 12.3" 12.3" Spans Up To 18' -0" CONN TYPE C5 Cl ( C2 C3 I C4 C5 5.2" 3.4" 3.6" 7.5" 9.2" 3.9" ANCHOR NOTES: 1. SEE ANCHOR NOTES ON SHEET 9. 4" MAX ALUMINUM EXTRUSION SPACING PER ANCHOR. SCHEDULE SPACING PER ANCHOR SCHEDULE ANCHOR FROM SCHED., TYP. 0 z 0 FRANK L BENNARDO, P.E. # P50046549 - ,:. '3 04 W W O 5 • d r " • . PAGE DESCRIPTION: 09 -OCS -0003 SCALE: - 101 b f� J ANCHOR SCHEDULE (CONT.) ANCHOR 1/4" ITW TAPCON WITH 1 -1/4" EMBED 1/4" ELCO ULTRACON WITH HEX FLANGES WITH 1 -1/4" EMBED 0=catem 1/4" ELCO CRETE FLEX WITH 1 -1/4" EMBED 1/4" ITW MAXI SET TAPCON WITH 1 -1/4" EMBED 4,===armaw. 1/4-20 ALL POINTS SOLID -SET ANCHOR WITH 7/8" EMBED 1411Uih', HI LOAD (psf) 30 170 200 30 49 170 200 30 170 200 30 64 170 200 30 200 30 170 200 ANCHOR SPACING, 1" MIN EDGE DISTANCE Spans Up To 6' -0" CONN TYPE C1 1 C2 1 C3 1 C4 1 C5 Egli / ®� ®�C� � i ® %li- m ® ® ® / / / / / // //T // %MEM' /// " A'. / / /,% ' Lam%/ / /1%f / / / / / / rally / /mil / A EREEir / / / /X Lail I/ . %/ /4j / / /�`® % / / /, %f / //_ 6.9 6.9" " " 6.9" 6.9 b.9 15.6" 15.6 6.9 9.2" 5.6" 4.0" 3.0" 5.4" 4.0" 9.6" mama EIBM ®L � // //Air / �1 / /%1 MECUM 1262135111132 '41501 [� %O / / /r / /l //� %r /�f lr/ /mil %r / / /L" % / r/ mE�® Mir,:'% /Ali ®[�L� % / /lrlr / / //l i� 6.6" 7 /l /l. %r/ /f�/ / /t ' //l / %r/ % /�l / % % /l /i%/ / /�'// / //1l// 2 16.0" 10.9" V A / / /l / % /// / ./,�% / / %i % / l /lAll i�l ///�'7 % / / /i % / / /l'l / / %i, / / /l %/ A /, ®l /� //' /l /l/i % / / / / /r // % / /llrr / / / %!' / / / / / / /// // /!% / / / ///l / /,l / /% /f % / / / /� / / / //l % i,// /r//// % /%' / /rrf / / / %/ // // / / ///� / % /1l %rr //% /fir/// ilr/%%//% r%//// l/// /l /1l %O / / % % / / /fi %/ / %iii / / / � j/ ��L�F� 9 . 3 " 1:511 ma® ®I E� [Ei EE E�EECi Ea r! %r // ACE131 % / / /!, m�La�� ®E�it� E�' AEI L�V . /,,LEN1351 ,v /i /A' /rrf /l /r / / /%/ //f " A 11:01111:11111331 E� %l/ %%/fill ®t33ii1I / /�1i /// ,123111:331' A'' A.'✓/l / / / /i/' / /l/ %/ r //i, %l//f %// / %/ / / / / / // / / / %i % /O/ ®LEIL�E� ter/ /r /ter //r ,, ,,,,,,,,,,, 16.0" 10.9" % /, iii / / /rr / / / /ii / / rA rrri i / / / / / /ff, / / /i / / / iE531' ii / /ri ///1 / / / /r�i/ /pia i /r /r /�rri�i /i /i // "trig /ii / / /r /ii / /! // / / / g /f /rit, ii //,�i /iry r1 / /i /��i/ /Air /� ' ri / / /f / /iiifr fi % l /��! /// OBI//% i% rr�, l//// 1//%// r/////>%/ l%I// r/., �r// /i / / / / / /, /1,��/rrr % / /rf / % //f / / / / /All //rte /�,�1 /rl� % / % /� % %/r /� l//% Era EEG LEI EEEIDIERESIESIES1111231 Mir ESIEEIEW Ar LM �®ICEile 7. �E�ESI" 7i%/ / //� ®"/!', %a © / / / / /% / / //A Ems%/ / / /A / / // /fi,%/ / /�' Lam%/ /r. 111011112111E51 ®U //////////1 / /r f / / /� 7001�i //t/%/// � / /r!r //r i///i /f / /!f / /// err / /� f rr / / // / /l % / // f / / MIMI //47 ,� /f! //% AMEN A' / % / /r//, % / /// MI' ,r.. %/ r// i,// / / / / /•,L�j /r ///Af / /lil //,�/ ."/ //i 7 A f / / // / % / / /%' „KIEV/,// fr / / / / / % /r %i m7 i, / /%'// / /Di%// //1 rr/ % %/ / / / /// / ///iDM' ; / / /r / / %// A/ 4/A 16.0" 10.4" 9.6" 16.0" 14.3" 10.9" 16.0" 10.9" 9.3" 16.0" 15.9" 10.4" 9.2" 5.6" 4.9" Spans Up To 8' -0" CONN TYPE Cl 1 C2 C3 C4 1 C5 8.8" 6.9" 5.0" 3.0" 7.2" 6.7' 4.0" 3.0" 16.0" 10.7" 5.0" 16.0" 10.7" 5.0" 16.0" 5.6" 16.0" 7.0" 16.0" 10.7" 7.0" 16.0" 8.8" 5.4" 6.9" Spans Up To 10' -0" CONN TYPE C1 C2 C3 C4 1 C5 7.0" 7.0" 6.5" 3.0' 14.0" 14.0" 4.3" 14.0" 14.0" 8.6" 5.6" 15.6" 9.6" 7.0" Spans Up To 13' -6" CONN TYPE C1 C2 1 C3 C4 C5 ®" /� /� /Alf MEW iv 6.9" ® i// / /a,L�L�� / /r / / /�i / / /�� / / /i,� //� r / /rrrr�a f / f% / /ter /� iari /r / / /rte% 170 10.4" 10.4" 11.6" 3.0" 6.9" 10.4" 6.3" 4.9" 10.4" 11.6" 4.6" 8.5" [� 6.8" 6.8" / / % 5.0" 5.0" % % 3.8" 49 3.0" % / / / r /. 6 . 9 " 6 . 9 " 3 . 0 " %/////// iESIEEir % r/ l%/////// OE23it55t%///,'// / / /% / / / /. % / / / %i ® % // % % /r / % /r / %/� ' r /// / / / /r /lr // /rr r/ i, V / r /AirAir / / /r /i Ai /rr /i i /rr /r /1 � /, /r / / / // /ter / �r VI AV / /�� / / / /i/ /ii / /rr� /rr irr //Air / /rte / / /�i /r /�� /�, �a��rii iii /. /r /rifii /i rrii �iiii�a /ii/ /iii /f / /ii�;i / iii. /r /ii�iiiiri/iiAii // rii /I' TilA re m''//// r�' i///// r'// rr%/%// O/ rrr/ r %4 % / / %' / / / / //'/ / / / /1/ / / /i % / / //- , % / // /r,'/rr /r /rr / /r// / %l / / / /� % / / //r 7 ' ' i ! % % / / / // / %/ / /r l /// %//%% // / %/ / /, % r//% i %// / % %//// 1 ////// f// i% r /r/;t / / / / / /1 / / / / / % / / /.lr / % if " // r . "' / / / / f /A lair / iir�!riir / ' Zr / / ice �r /r // i AY i�A Z / //l! iii /r/ iri / / / / / /ii ///Alit / / / /iii.�� /�i, • V tea// i /fr/ r r r , r , r iii t rim / .7 ,/ ../ . / /A /iA/i /iiiA ii A��AAI; r AiAi� /i / / /Afri / iAiiiiii ice / / /ii //i A , V z:7 / // iii, % �AAA�A �AA /% /AA� �f /` �AA�1 �AA IAA / /Af �AAA/I� AA /.l �A /IA /A� % / /�� /l /A AAAr/l . � %A I AA//1 Spans Up To 18' -0" CONN TYPE Cl I C2 I C3 C4 C5 /A;LEii ® //r 7.0" 4.2" 6 p 26 ri O 0 0 ANCHOR 1/4" TAPCON (ELCO OR ITW) OR #14 WOOD SCREW W/ 1 -1/2" THREAD PENETRATION #10 WOOD SCREW WITH 1 -1/2" THREAD PENETRATION 1/4" LAG SCREW WITH 1.5" THREAD PENETRATION }EMBED LIGIEEEZ 1121311112151 ERA E 1.9" 1.8" 14.5 16.0" 5.0" 16.0" 7.4" 5.6" 5.2" 14.0" 14.0" 5.6" 4.1" 14.3" 5.7" 3.9" 3.9" 9.3" 10.7" 4.3" 2.8" 12.2" 4.9" 3.1" 3.3" 6.6" 9.2" 3.6" 2.3" 5.4" 2.1" 1.4" 1.8" 2.4" 5.0" 2.0" 1.4" 1.4" 1.8" 2.4" 5.0" 2.0" 1.4" 16.0" 14.5" 10.9" 10.7" 16.0" 16.0" 10.9" 8.7" 16.0" 8.9" 6.7" 6.4" 16.0" 16.0" 6.7" 5.1" 16.0" 6.8" 4.8" 4.8" 16.0" 16.0" 5.1" 3.6" 16.0" 5.8" 3.9" 4.1" 12.0" 16.0" 4.4" 3.0" 8.6" 16.0" 6.5" 16.0" 5.5" 16.0" 9.8" 2.6" 1.9" 2.2" 4.4" 9.0" 2.4" 1.9" EISIEEM L01:31 ECM ORE M 8.4" 5.1" 3.8" 3.3" 10.4" 2.4" 16.0" 16.0 10.5" 8.0" 4.4" EMI HUI E 8.6" 3.4" 7.3" 2.9" 5.0" 2.0" 5.0" 2.0" 16.0" 8.7" 16.0" 5.3" 15.6" 4.1" 13.3" 3.5" 9.0" 2.4" 3.5" 2.5" 2.1" 1,9" 5.0" 13.6" 13.6" 5.4" 3.0" 5.5" 8.3" 3.3" 2.3" 3.5" 6.4" 2.5" 1.9" 2.8" 5.4" 2.2" 1.8" 2.4" 5.0" 2.0" 1.8" 2.4" 5.0" 2.0" 6.2" 16.0" 16.0" 6.5" 3.7" 9.9" 15.1" 4.0" 2.8" 6.4" 11.5" 3.0" 2.4" 5.0" 9.9" 2.6" 2.2" 4.4" 9.0" 2.4" 3.6" FEE Lei 2.5" 1.9" 1.9" 3.7" 8.2" 2.2" 3.4" 1.8" 2.4" 1.8" 2.4" 1.8" 2.4" 1.8" 2.4" 4.6" 14.9" 2.8" 6.2" 2.2" 4.4" 2.2" 2.2" 10.2" 6.2" 5.0" 5.0" 5.0" 5.0" 16.0" 11.3" 9,0" 9.0" 9.0" 6.9" 16.0" 16.0" 7.3" LOAD (Psr) 30 49 64 75 170 200 30 49 64 75 170 200 30 49 64 75 170 200 ANCHOR SPACING, 3/4" MIN EDGE DISTANCE Spans Up To 6' -0" CONN TYPE C1 C2 C3 C4 C5 13.5" 13.5" 16.0" 16.0" 8.2" 7.9" 16.0" 16.0" 6.3" 6.0" 16.0" 16.0" 5.2" 5.0" 15.6" 15.6" 1.8" 2.2" 3.5" 6.9" 1.7" 2.0" 3.1" 6.3" 12.1" 12.1" 16.0" 16.0" 7.4" 5.7" 4.7" 1.6" 1.4" 14.5" 8.9" 6.8" 5.7" 2.1" 1.9" 2.2" 4.4" 9.0" 13.5" 8.2" 6.3" 5.4" 2.4" 2.2" 12.1" 2.4" Spans Up To 8' -0" CONN TYPE C1 C2 I C3 C4 I C5 10.1" 6.2" 4.3" 3.5" 1.7" 1.7" 9.1" 1.9" 9.8" 5.8" 4.4" 3.7" 2.0" 2.0" 8.8" 2.2" 16.0" 16.0" 11.9" 8.4" 3.1" 3.1" 16,0" 4.4" 16.0" 16.0" 13.7" 11.7" 6.3" 6.3" 16.0" 9.0 " 10.1" 6.2" 4.7" 4.0" 2.2" 2.2" 9.1" 2.4" Spans Up To 10' -0" Spans Up To 13' -6" CONN TYPE CONN TYPE C1 C2 C3 C4 C5 C1 C2 C3 C4 1 C5 8.1" 7.7" 16.0" 4.6" 4.6" 13.2" 3.2" 3.5" 7.4" 2.6" 3.0" 5.6" 1.7" 2.0" 3.1" 1.7" 2.0" 3.1" 16.0" 14.3" 10.9" 9.3" 6.3" 6.3" 1.9" 2.2" 4.4" 9.0" 8.1" 6.0" 5.6" 4.9" 3.1" 3.4" 3.8" 2.2" 2.6" 3.2" 1.8" 2.2" 2.2" 1.7" 2.0" 2.2" 1.7" 2.0" 7.3" 2.4" 1.9" 2.2" 16.0" 7.0" 4.5" 3,5" 3.1" 3.1" 4.4" 16.0" 10.6" 8.1" 6.9" 6.3" 6.3" 9.0" Spans Up To 18' -0" CONN TYPE c1 C2 C3 C4 ( C5 4.0" 4.2" 10.5" 13.0" 4.5" 6.0" 3.7" 2.2" 2.5" 2.8" 1.7" 2.0" 2.4" 1.7" 2.0" 2.2" 1.7" 2.0" 2.2" 1.7" 2.0" 2.4" 1.9" 2.2" 4.3" 7.9" 2.7" 3.1" 6.3" 2.2" 3.1" 6.3" 2.2" 3.1" 6.3" 2.2" 3.1" 6.3" 2.2" 4.0" 2.5" 2.0" 2.0" 2.0" 2.0" 4.8" 3.0" 2.4" 4.4" 2.4" 4.4" 2.4" 4.4" 9.0" 2.4" * MINIMUM SPRUCE - PINE -FIR OR EQUIVALENT ANCHOR NOTES: 1. SEE ANCHOR NOTES ON SHEET 9. 4" MAX ALUMINUM EXTRUSION SPACING PER SPACING PER ANCHOR SCHEDULE ANCHOR SCHEDULE ANCHOR FROM SCHED., TYP. P1 x a � m m tw crt td ova PI • . R 1: 110 ' °G VI ea • GO.o A a 0 .� V 100. 0 0 09 -OCS -0003 SCALE: - 101 PAGE DESCRIPTION: 11 2 E M u7 g tO 0 7 c U 2 0 I N. I N 0 0 LL 0 GENERAL NOTES: THESE APPROVAL DOCUMENTS REPRESENT A SHUTTER SYSTEM ANALYZED WITH THE PROVISION SET FOR THE ISSUANCE OF A NOTICE OF ACCEPTANCE (NOA) BY MIAMI -DADE COUNTY PRODUCT CONTROL DIVISION FOR THE HIGH VELOCITY HURRICANE ZONE (HVHZ) OF THE FLORIDA BUILDING CODE 2004, WITH 2005 SUPPLEMENTS. 2. NO INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS PRODUCT. WIND LOAD DURATION FACTOR Cd = 1.6 WAS USED FOR WOOD SCREW DESIGN. 1. 625" 2� ji,o 12.00" COVERAGE 14.25" O STORM PANEL SCALE: 3" = 1' - 0" 2.00" LABEL LOCATION t = .0511" MIN j,188i, 0 0 N 625" 313' t = .0511" M IN. j.1881, i , 6.00" COVERAGE j, 8.50" O HALF STORM PANEL SCALE: 3" = 1' - 0" 3. DETERMINE THE POSITIVE AND NEGATIVE DESIGN LOADS TO USE WHEN REFERENCING THESE DOCUMENTS IN ACCORDANCE WITH THE GOVERNING CODE AND GOVERNING WIND VELOCITY. FOR WIND LOAD CALCULATIONS IN ACCORDANCE WITH ASCE 7 -02, A DIRECTIONALITY FACTOR OF Kd =0.85 SHALL BE USED. 4. THESE APPROVAL DOCUMENTS ARE GENERIC AND DO NOT INCLUDE INFORMATION FOR SITE - SPECIFIC APPLICATION OF THIS SHUTTER SYSTEM. 5. USE OF THESE APPROVAL DOCUMENTS SHALL COMPLY WITH CHAPTER 61G15 -23 OF THE FLORIDA ADMINISTRATIVE CODE. 6. THESE APPROVAL DOCUMENTS, ARE SUITABLE TO BE APPLIED BY THE CONTRACTOR PROVIDED THE CONTRACTOR DOES NOT DEVIATE FROM THE CONDITIONS DETAILED HEREIN AND THE CONTRACTOR VERIFIES THAT THE EXISTING STRUCTURE DOES NOT DEVIATE IN EITHER FORM OR MATERIAL FROM THE STRUCTURAL SUBSTRATES DETAILED HEREIN. 7. ANY MODIFICATIONS OR ADDITIONS TO THESE APPROVAL DOCUMENTS WILL VOID THE APPROVAL DOCUMENTS. 8. WHEN THE SITE CONDITIONS DEVIATE FROM THESE APPROVAL DOCUMENTS, TH BUILDING OFFICIAL MAY ELECT ONE OF THE FOLLOWING OPTIONS: A) REQUIRE THAT A LICENSED SPECIFIC DOCUMENTS BE ARCHITECT, W DETAIL AND JUSTIFY THE DEVIATION. SAID DOCUMENTS SHALL BE SUBMIT TO THE PRODUCT ENGINEER FOR REVIEW AS A CONDITION TO THE BUIL OFFICIAL GRANTING HIS /HER APPROVAL. B) REQUIRE THAT A ONE -TIME SITE SPECIFIC APPROVAL BE APPLIED FOR SECURED FROM THE MIAMI -DADE COUNTY PRODUCT CONTROL DIVISION. WHEN THE SITE CONDITION DEVIATIONS OCCUR WITHIN THE HIGH VELOCITY HURRIC ZONE AREAS ONLY OPTION "B" SHALL BE ACCEPTED BY THE BUILDING OFFICIA 9. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A OF ONE MARKING PER PANEL, AND SHALL BE LABELED AS FOLLOWS: OCEAN SHUTTER MFG., INC. DEERFIELD BEACH , FLORIDA MIAMI.DADE COUNTY PRODUCT CONTROL APPROVED 10. STORM PANELS SHALL BE 3004 -H34 OR 5052 -H34 ALUMINUM ALLOY WI Fy = 35,990 P.S.I., 0.0511" THICK. ALL EXTRUSIONS SHALL BE 6063 -T6 ALUMI ALLOY, U.O.N. 11. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I. 12. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE, EXCEPT FOR "h" AND "U" HEADER MOUNTING CONDITIONS. o u, o r N m ♦ m 0 ICH ING ND I I NE W • re IN. 10 E J WIDTH UNLIMITED (PERPENDICULAR TO PANEL SPAN) TYPICAL SECTIONS O ANGLE nSTUD ANGLE (F•TRACK SCALE: 3" = 1' - 0 ` SCALE: 3" = 1' - O" SCALE: 3" = 1' - 1.00" MIN. .990" .520" .313" 0 MAY BE AT TOP & BOTTOM EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. .966" .560" .090" x .06 SLIDE TRACK (FINISH) SCALE : HALF SIZE 375" / � .r .25O" .080- .750" I.D. .630" O.D. .090" .168" .450" .050" .250" (ZAMAC 3 ALLOY) O WASHERED WINGNUT SCAL 0 0 N O •h° HEADER O °U° HEADER SCALE: 3" = 1' - 0" SCALE: 3" = 1' - 0" A Q PANEL ELEVATION SCALE: 1/4" = 1' - 0" FASTENER @ 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.F. & @ 8" O.C. FOR DESIGN LOADS GREATER THAN 110 P.S.F. (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) .125" 5.00" MA 1/4 -2 x 1" LONG @ 12" 0.C. 41125" .656" j, TYP. STUDDED STRAP Q (SLIDER, USE WITH 6 OR 6a) SCALE : HALF SIZE 2.250" EXISTING CONCRETE HOLLOW BLOCK OR ALUM. ANGLE WOOD FRAMING. CLOSURE PIECE 1" x 2" x 0.125" MIN. TO 2" x 5" x 0.125" MAX. O TRAP MOUNT CLOSURE DETAIL SCALE: 1 -1/2" = 1' - 0" .107" .081" 677" 677" 197" .375" .080" .260" .080" PRE - STUCCO O C TRACK OC -TRACK (FINISH) SCALE : HALF SIZE SCALE : HALF SIZE .749" MAX. 377" MAX. ,If .188" .290" .648" co .0 90' MIN. T 13 BF -TRACK SCALE: 3" = oa wINDOw 1/4 -20 S.S. BOLT & BOLT & WINGNU104 90° OR GREATER @ 24" O.C. (TYP. 036" MIN. THICKNE STEEL BENT PLATE OR 2" x 2" i x .125" 6063 -T6 ANGLE 1" OVERLAP MAX. CORNER CLOSURE DETAIL SCALE: 1 -1/2" = 1' - 0" 0 365" x. 320" OVERLAP WALL BEYOND WINDOW DISTANCE 1.5 TIMES GREATER THAN BUILD -OUT DISTANCE ( 0 CLOSURE ANGLE ALUM. ANGLE BUILD -OUT CLOSURE PIECE DISTANCE 1" x 2" x 0.125" MIN. TO 2" x 5" x 0.125" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUC. .650" .090" TYP. 0 Lfi 0 O BUILD -OUT MOUNT CLOSURE DETAIL SCALE: 1 -1/2" = 1' - 0" .966" .750" I.D. .630" O.D. 5 -7- 1 .260" .090" .700' 6 O SLIDE TRACK SCALE : HALF SIZE 3.38" MAX. .090" •179" (TYP.) W .090" .168" .450" .317" BUILD -OUT F -TRACK E : HALF SIZE O WALL MOUNT CLOSURE DETAIL SCALE: 1 -1/2" = 1' - 0" PROBUCF RENK.5EB us complying w'st:e tE: Florida B !idt!g COT Aecepioact N 0,- 5. o5 I REQ'D) MAX. DMsion FASTENER @ 12" 0.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.F. & @ 8" O.C. FOR DESIGN LOADS GREATER • THAN 110 P.S.F. (SEE ANCHOR w ANCHOR) SCHED.FOR ANY ACCEPTABLE Coned 55" T 0 L✓i _ Knneievia .n z 3 z Professional eer FL Licenser . 001098 scale AS NOTED deslg:t t NW 0 09/19/2005 ( drawn by t MCR dreckcd b'/ drewLig no. 05 -474 sheet 1 of 5 DETAIL M ('PASS THRW SEC) ANCHOR SCHEDULE 1/4"0 W/ 1-3/4" W/ EMBEDMENT P.S.I. 1 EMBEDMENT HOLLOW BLOCK CONC MIN. N IN 3192 E OR MIN. TIN ENT CONCRETE BLOCK 1/4 "x20x1" POINTS SOLID- ANCHOR EMBED. p S.I. CONC HOLLOW BLOCK CONC ALL SET WITH 7/8" IN 3000 OR CONC. BLOOC 1/4'0 WOOD LAG SCREW WITH MINIMUM 1 -3/4" EMBEDMENT SHEAR PARALLEL OR PERPENDICULAR TO WOOD GRAIN WOOD 12" 4" 10" 8" 12" in 0 c Q x J i c a 0 N rn rn 0 W 0 0 0 ADJACENT PANEL LAST PANEL INSTALLED FROM INTERIOR 1/4 -20 x 1" STAINLESS STEEL SIDEWALK BOLT OR TRUSS HEAD BOLT THRU 1/2 "0 HOLE WITH PM NUT & WASHERED WINGNUT ON INSIDE FACE AND NUT WASHER ON THE OUTSIDE FACE OF THE PANEL @ 12" O.C. (LAST PANEL TO ADJACENT PANEL CONNECTION) 1/4 -20 x 1" MACHINE SCREW STUD WITH WASHERED WINGNUT p 12" O.C. (CONNECTS CONT. 2" x 2" x 1/8" STUDDED ANGLE TO ADJACENT PANEL) CONT. 2" x 2" x 1/8" STUDDED ANGLE EMBED. USE 1/4"0 ALL POINTS SOLID ° '3" MIN.,a, SET ANCHOR 6" 0.C. CENTERED ON PANEL WITH 3" EDGE DIST' DISTANCE AND 7/8" EMBED. INTO EXISTING CONCRETE EXISTING CONCRETE (MIN. 3,000 P.S.I.) (MAX. PANEL HEIGHT o 8' - 0" AND MAX. DESIGN LOAD = *62 O OPTIONAL INTERIOR FASTENING DETAIL SCALE: 3" = 1' — 0" •'r s ww Z co a. cc o I I— J U W w to x m Q J � 1 CONNECTION TYPE REFERENCE ANCHOR EMB. ,j, SCHEDULE FOR MAX. SPACING EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (TYP. TOP & BOTTOM) NOTE: USE OF DETAIL SHALL BE IN CONJUNCTION WITH AN • h • HEADER OR " U • HEADER TOP MOUNT Q C-TRACK ASSEMBLY - INSIDE CLOUSURE SCALE: 3" =1' — 0" GLASS OR DOOR 1/4" —20 x 1" STAINLESS STEEL HEX HEAD 7/16" MACHINE BOLT @ 12" O.C. MAX. C1 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. EXISTING CONCRETE, SPACING HOLLOW BLOCK OR WOOD FRAMING. (TYP. TOP & BOTTOM) NOTE: USE OF DETAIL SHALL BE IN CONJUNCTION WITH AN • h • HEADER OR ° U ° HEADER TOP MOUNT O SUDE TRA K ASSEMBLY - INSIDE MOUNT SCALE: 3" = 1' — 0" PUNCH 1/2" x 1" HOLES IN ADJACENT PANELS TO RECEIVE THIS BOLT W/ PM NUT. PLACE PANEL OVER EACH ADJACENT PANEL AND FASTEN WINGNUTS FROM THE INSIDE 11 TYP. 2 -1/2" x 1 -1/4" WIDE NOTCHES (TYP. BOTH SIDES) 2 "x2 "x1/8 "CON STUDDED ANGLE 8 (SEE SECTION G OR ) n OPTIONAL INTERIOR FASTENING DETAIL (ISOMETRIC) \✓ N.T.S. TO LOCK STRAP IN PLACE USE A THUMB SCREW OR A TRUSS HEAD BOLT 1/16" MIN. T r SUDE TRACK ASSEMBLY - (BLOW UP) SCALE: HALF SIZE to 0 Z 1/4 -20 x 3/4" 1 MACHINE SCREW WITH .675" x .675" x .125" SQUARE SCREW HEAD @ 12" O.C. MAX. OR S TUDDED STR SEE DETAIL FINAL LOCATION OF STUD 5" LONG HANDLE RIVETED TO PANEL PM NUT (TYP.) 1/4 -20 x 1" SIDEWALK BOLT (TYP.) NUT WASHER ON OUTSIDE FACE (TYP) O STUDDED STRAP ASSEMBLY (ISOMETRIC VIEW N.T.S. DETAIL P NOTE: THIS DETAIL DEPICTS THE CONNECTION OF THE LAST PANEL FOR AN OPENING WITH PANELS INSTALLED FROM INSIDE. REFERENCE DETAILS G OR L FOR TOP AND BOTTOM MOUNTING CONDITIONS. 1/4 -20 MACHINE SCREW STUD 12" 0.C. — 1/4 -20 HEX HEAD NUT PRODUCT REVISED as complying with the Flo Bolding Code Aexepttno Not0 �ll5 R Da te a %1 ' t i • LLI By Miami Division Consoll Vj Knezev).cn Professional En . . eer - FL License No '. 0983 i . ©.. 0 To 8 v .o • v z 0 P 0 z 0 0 0 (date 09/19/2005j [ (design by NW 1 drawing no. 05 -474 (sheet 3 of 5) drawn by MCR j ANCHOR SCHEDULE - - -;.. FASTENER MAXIMUM S P ,.., - -- . ..-7' +' • w + r •..:; OUS DESIGN LOADS AND SPANS. ,naffs 1SIX3 I ANCHOR TYPE LOAD (W) P.S.F. MAX. (SEE NOTE 1) MIN. 2' EDGE DISTANCE `_ IN. 3' EDGE DIST SPANS UP TO 10' -5" (SEE NOTE 1) SPANS ' ° �Tm 5 -6" (SEE NOTE 1) - =" °R" 8' -8" (SEE NOTE 1) SUP TO 10' -5" (SEE NOTE 1) SPAN U S'_6" (SEE NOTE 1) TO 8' -8" (SEE NOTE 1) SPANS UP TO 10' -5" (SEE NOTE 1) CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION • NO C1'� 3 TYPE . ) C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 , NOTE C3 .14I TYPE 3) C4 C5 CONNECTION BE �ia�y" 2 12 TYPE NO C3 M 5 i /i CONNECTION � C L 11 FEW (SEE CC2 NOTE C3 , /iI TYPE 3) C4 C5 a �a�roo� 48.0 12 AMMO 12 /.t�iii 12 ��i E//M 12 rj�i � 72.0 il�fi'X n���� 62.0 12 4o d 12 �r�I� 92.0 12 12 PHILLIPS FLAT HEAD OR W% 1 3%4 H MIN EMBED lul .3192P . 4• ∎: 914 72.0 12 Aii i 12 iii' /i i 11 r aer 200.0 , //� � ii Ara /i 12 rIrd� � 10 //�i 12 I" // 12 A AM 11 vr, 92.0 12 ANEW 12 12 10 VW. Ar i 12 70 � raora 12 12 miV//�/ Fo / / A 1/4"0 x MIN. 3" LONG LAG SCREW W/ MIN. 1 -3/4" EMBED. SHEAR PARALLEL OR PERP. TO WOOD GRAIN 62.0 , io 12 mom 200.0 48.0 10 12 A�Iii 12 12 12 0, 12 MEOW 12 Oi 11 72.0 10 12 12 i ii 9 9 10 12 12 Aram 12 12 9 10 12 i� 12 9 10 12 - h111111!(gll 1/4 "O ITW TAPCON W/ 1 -3/4" MIN. EMBEDMENT MlN. 3,192 P.S.I. mane 12 12 62.0 12 12 8 12 12 12 8 8 200.0 12 12 8 7 12 12 12 12 % 12 12 12 10 FEMALE 1 / 1/4 12 12 11 8 72.0 12 12 12 11 12 12 12 12 7 12 12 12 62.0 6 r 12 12 12 12 A 12 12 12 8 / 12 12 7 7 12 92.0 12 12 9 / 12 12 • 5 10 12 12 . 5 12 12 12 12 10 / 12 12 6 7 10 12 12 6 7 7 F 200.0 12 12 • 5 9 12 12 - 5 /10 12 12 5 F12 12 12 6 7 11 12 12 6 7 /12 12 12 6 !IMU>13lUU11' _ 48.0 12 12 9 12 / d 12 12 3 7 72.0 10 • 6 7 7 12 12 1 12 12 9 i 92.0 12 12 7 62.0 12 12 / Ir 6 6 V/ 9 6 10 10 Iv 5 8 8 4 12 12 12 11 12 12 10 7 10 10 5 6 1 1/4 "0 ITW BUILDEX M ASET BM WITH MENT 4 i .3 40p iCON, : 72.0 12 12 8 r 8 8 5 7 7 4 1Z 12 12 10 10 10 6 6 9 9 3 5 92.0 10 10 r 6 „ 6 6 4 f 6 6 r, 4 , 12 12 12 7 8 8 3 5 8 8 3 5 200.0 6 6 A 4 6 6/ 4 6 6� 4 8 8 3 5 A 8 8 3 5 / 8 8 3 5 �111�1 1i1111111111j1�1�ii. 48.0 48 12 12 12 12 / 12 12 / 12 12 12 9 r, 12 12 12 12 // 12 12 12 12 % 12 12 12 11 r r 62.0 12 12 12 12 12 12 : 12 12 7 7 / 12 12 12 12 i 12 12 12 10 A 12 12 9 8 0+ 1/4 " ELCO TAPCON W/ ammi, 3,320 P.Sd, CON M C as 72.0 12 12 12 11 ,4 12 8 12 11 12 11 5 4 6 5 4 p 12 12 12 12 12 12 12 11 / 12 12 12 12 10 5 9 7 0 / 12 12 12 12 6 5 7 7 92.0 12 12 12 9 11 4 200.0 11 11 4 5 11 4 11 11 4 5 ��/ 12 12 5 7 12 12 5 7 12 12 5 7 0 0 / 48.0 12 12 12 12 12 12 12 12 12 9 4 12 12 12 12d12 12 12 11/12 12 12 9 ill k11111111 62.0 12 12 12 12 12 12 12 12 7 7 / 12 12 12 12 12 12 12 8 12 12 7 7 1/4 "0 ITW RED HEAD ANCHOR W/ 1 1/8' MIN. EMBED. tMlA{ 3;000-�SJ. 9 .0 12 12 12 12 e 12 8 12 12 5 6 / 12 12 12 12 12 12 8 7 12 12 5 6 92.0 12 12 12 9 / 12 4 • e 12 12 4 6 12 12 12 9 12 12 4 6 12 12 4 6 200.0 12 12 4 6 12 4 • A 12 12 4 6 12 12 4 6 4 12 12 4 6 4 12 12 4 6 J/ 48.0 k - 2.0 12 1 2 12 12 12 12 12 12 4 MEN 12 N � 12 12 Q A l2 1 12 12 12 12 8 10 A l2 7 12 12 12r __ 12 12 12 12 10 * 1m 12 12 12 12 !/ / ( 12 12 10 1/4 -2 1" ALL gIN,TS SOLID 2.0 9 2 12 1 2 1 2 rIS 12 9 8 12 12 5 6 % 12 12 12 12 ; 12 12 11 10 r 12 12 7 8 SPECIALTY e0 -SE i ANCHOR WITH 7/8" rl, X _ 192. 12 12 12 12 5 10 6 ��12 12 12 5 5 6 6 r j 12 12 12 12 5 5 6 6 A r 12 12 12 12 8 r / �, 12 12 12 12 6 6 8 8 A �, 12 12 12 6 8 A 12 12 6 12 6 8% 11 * "I'idi t ifllt1t1111►11tUtlt- -- - * LI.IIt1►111U%%fl1tr 48.0 /i � iii 12 12 12 12 ram 12 12 /A 12 12 12 x62.0 72.0 92.0 J/l // i iiir i J iii;i 12 12 12 12 '1 �12 12 10 r 12 12 10 8 i 1 gIWI MALE / FEMALE PANELMATE" 1/420 MIN. SCREW � � � iii �iiii%iiii 12 12 12 12 i 12 12 11 8 i 12 12 7 7 a i //riilnaiagg/,ra arME 12 12 12 10 i 12 12 6 7 i 12 12 6 7 N 3 W P H L UT s 0 200.0 ZaIdiili ir�/, MOM 12 12 6 7 % 12 12 6 7 % 12 12 6 7 i I ANCHOR SCHEDULE FASTENER MAXIMUM SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS I ,nags •isoca ANCHOR TYPE LOAD (W) P.S.F. MAX. (SEE NOTE 1) MIN. 3/4' EDGE DISTANCE SPANS UP TO 5 -6" (SEE NOTE 1) SPANS UP TO 8' -8" (SEE NOTE 1) SPANS UP TO 10' -5" (SEE NOTE 1) CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 I aooM *10 WOOD SHEAR PE RP , 2" MIN. 48.0 12 'Amour/ � i w BG't/ //���i m rh �IR111UIllk1111111I11Mt► SCREW W/ MIN. PARALLELIOR TO 62.0 12 /.t�iii E//M 72.0 12 /// I TEWi I iiW M%A 92.0 12 / AreAra 10 i 10 /i i a', 200.0 10 //� ii 10 /i 10 //,,iji 2" MIN. "I 48.0 12 12 12 % 12 12 12 • % 12 12 12 8 6 5 Fo / / A 1/4"0 x MIN. 3" LONG LAG SCREW W/ MIN. 1 -3/4" EMBED. SHEAR PARALLEL OR PERP. TO WOOD GRAIN 62.0 12 12 12 12 12 12 0, 12 12 12 72.0 12 12 12 , 9 12 12 12 • 9 12 12 9 92.0 12 12 12 0 12 12 8 12 12 8 5 200.0 12 12 8 12 12 8 000,10 12 12 8 5 FEMALE 1 / 1/4 * PIiU;51R11►UDDIDWZ 48.0 12 12 12 12 12 12 0 12 12 12 7 * aI Ii1111ttllttlltt 62.0 12 12 12 i 12 12 12 . 0 12 12 6 5 1 • ELCO MALE/ "PANELMATE" 1 -7/8" C EMBED. & -20 MACHI NE SCREW WITH NUT 72.0 12 12 12 • 12 12 7 9 10 10 4. r 92.0 12 12 12 10 9 3 10 9 3 200.0 10 9 3 10 9 3 4 10 9 3 7/16 "0 1/4 - 7/8" MACHINE tlha11�111„ WOOD BUSHING TAINLESS STEEL SCREW 48.0 12 12 12 / 11 11 11 9 9 9 %/ 62.0 12 12 12 / 9 9 7 / d 7 7 3 / /.rA 72.0 12 12 12 ii 7 7 4 i i��iii �� i 92.0 9 9 9 %iM#��i/ 200.0 6 6 / Ir 6 6 V/ 6 6 r Iv ANCHOR NOTES: SPANS AND ALLOWABLE S�RM SHOWN NEEL SPANS ARE FOR SPECIFIC LOADS MUST T ANCHOR SPACING TO THOSE SHOWN IN TABLE 1. 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAL ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. SEE MOUNTING SECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. EXISTING STRUCTURE MAY BE CONCRETE HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE. 5. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 7 WHERE ARY. FIELD THAT FASTENERS ARE INTO ADEQUATE WOO CONDITIONS RAI MI EMBERS, NOT PILYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR 8. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2" x 4" (MIN.) WOOD STUD. 3/4" "SOUTHERN PINES ACCEPTABLE WOOD FRAMING. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 9. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE SN CHOR AN D MAY HA NE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER 1. 10. // DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 11. * DESIGNATES ANCHORS WHICH ARE REMOVABLE BY REMOVING MACHINE SCREW, NUT OR WASHERED WINGNUT. PRODUCT REVIS2 D as eoropiy11g with the H0d& Bolding Code O� O J Aeeept,:nee Igo E3101 titan Dote° Eb 1 c ..-• l amt e 4174.1! r Control 9r^ivisluw Professional . .!sneer FL License No • " .10983 / %w.,,_ ‘fU 0 0 L V J Knezevich 0 2 Y a0 ). Q o a 0 scale AS NOTED WEI a v Y (datE 09/19/20051 fdre+m by 1 MCR 05 -474 (sheet 4 of 51 8 O a 0 E 0 N ICS 0 ALUMINUM STORM PANEL Copyright @ 2006 Thomton-Tomasetti Group, Inc. ANCHOR SCHEDULE FASTENER MAXIMUM SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS .pmts •isnca I ANCHOR TYPE LOAD (W) P.S.F. MAX. (SEE NOTE 1) MIN. 2° EDGE DISTANCE MIN. 3" EDGE DISTANCE SPANS UP TO 5' -6" (SEE NOTE 1) SPANS UP TO 8' -8" (SEE NOTE 1) SPANS UP TO 10' -5" (SEE NOTE 1) SPANS UP TO 5' -6" (SEE NOTE 1) SPANS UP TO 8' -8" (SEE NOTE 1) SPANS UP TO 10' -5" (SEE NOTE 1) CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION CC1 (SEE NOTE C3 TYPE 3) C4 C5 CONNECTION 1 C C1� (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 CONNECTION C1 (SEE C2 NOTE C3 TYPE 3) C4 C5 HOLLOW CONCRETE BLOC , r 2 - 7/8" 2 -1/2" 48.0 8 ANNE 70.0 3' -6" 2 -7/8" i�//,V �� C22 2 -7/8" 1 -5)8:" Pa fiVA 34, 80.0 3' -6" 2 -7/8" 1 -3/.8" 8' -0" 2 -7/8" 2 -7/8.' 8 ' -2" 3" 3" �ONMOW 3' -6" 2 -7/8" 1 -3/8" 7' - 8" 2 -7/8" A J 62.0 6 A�II%/. 3' -6" 2 -7/8" 1-3/8" = 2 -7/8" ,or / 3" 3" F V.drArI 2 -7/8" / R //�� ITANNVI����� 6 2 -7/8" A NN A /AE=0r fiilr Z 3' -6" NNOVAO ANIM 1 -3/8" 4' -6" 2 -7/8" i 6' -6" 2 -7/8" 3 /16 "0ITWIWILDEX 8LI/ OTTED 1 -1/4" . EMBED. HEX IN HEAD OR W 72.0 5 Err��� �� MOM 6 Ori 92.0 4 Ammar Amor A / arg 4 Mara �/ � iI � / �� I i it 200.0 Z A WA r A a%rN ��A � 3 it i�I ili�`/.ia 7��y111Nf1t11t11�11 \u \l11'� 48.0 12 12 12 8 9 9 9 5 8 8 12 12 12 10 11 11 11 6 9 9 5 r 4 62.0 11 11 11 6 7 7 6 4 6 6 A 12 12 12 7 rp 8 8 7 5 r 7 7 4 1/4 "0 ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT 72.0 10 10 10 5 A 6 6 3 3/ 5 5 4 � A 4 11 11 11 6 A, 7 7 4 4/ 6 6 4 3 92.0 7 7 7 4 PA 5 5 Wan 5 5 WOO: 9 9 9 5 5 5 3 W 5 5 , 3 rA FA 200.0 5 5 r rA Fa r a 5 5 ra ry 5 5 r O 5 5 l a 5 5 3 5%3 I 48.0 11 11 11 7 % 7 7 7 4 ' / S 5 12 12 12 8 % 8 8 5 / / 7 7 4 / 62 .0 8 8 8 5 5 5 4 3 4 3 4 3 ppr 70'Ara 10 9 10 9 10 9 6 6 5 0, 6 5 6 6 5 5 3 4 3 A 5 4 5 4 a 3 3 1/4 "0 ITW BU MVISIN TWIT ENT 72,0 7 7 7 4 A 4 4 Oran 92.0 5 5 5 3 3 3 �rAr 3 3 W 7 7 7 4 4 4 EM 4 4 W//, � r erA 200.0 3 3 O�i 3 3 mom 3 3 rj 4 4 Er a 4 4 A � 4 4 BT�N111Niltltl111lt1111N` 48.0 12 12 10 10 10 6 i 8 8 5 12 1 2 1 2 % 12 12 8 ; b i 62.0 12 12 7 p H 7 7 5 A 6 6 4 0 12 12 9 4 9 9 6 r 8 12 8 6 6 6 12 j 5 7 1/4 "0 ELCO TAPCON W/ 72.0 10 10 6 / 6 6 4 0 5 5 0 8 8 0 ! � ; 0 ,■■■■ � 1/4 " 48.0 12 12 12 12 12 9 / 12 12 7 12 12 1 12 1 2 9 111111111 62.0 72.0 12 12 12 12 11 10 e / 12 10 12 10 7 6 / a 10 8 10 8 6 5 / 12 12 12 12 11 10 / 12 10 12 10 7 6 10 8 10 8 6 5 ITW RED HEAD ANCHOR 1 1/B M IN. EMBED. 92.0 12 12 7 A 8 8 5 8 8 5 12 12 7 / 8 8 5/ 8 8 3 5 200.0 8 8 3 5 8 8 3 5 r 8 8 3 5 8 8 3 5 8 8 3 5 8 8 3 5 r ra __ I 48.0 12 12 12 12 �MEI 12 8 73A 12 12 12 7 � 12 12 12 12 a 12 11r 12 12 9 * d ;titlltl 12 10 WASP 2 12 6 p 12 12 6 5 % 12 12 12 12 rp42 2 12 8 % 12 12 7 7 6 r 1/4-2 1" ALL PO INTS SOLID r` 72.0 12 12 12 8 % 12 12 7 5 / 11 11 4 4 / / 12 12 12 11 / 12 12 8 7 12 12 5 SPECIALTY C O -SE I ANCHOR WITH 7/8" EMBED. 92.0 12 12 12 6 / 10 10 4 4 10 10 4 4 12 12 12 9 / 12 11 4 6 12 11 4 6 A 200.0 10 10 4 4 10 10 4 4 10 10 4 4 4 12 11 4 6 A . 11 4 6 A 12 11 4 6 A ii'tlUT∎iilU%U %111t►1WD 48.0 AA�Wa %�� �rd� i//� �'� 12 12 12 11 ea Om 12 7 ra 12 12 12 6 * � ' 62.0 r//��AFAVAr� �� j 0 A P PArAra 7imam �jA ran earArara 12 12 12 12 12 8 7 r a ra 11 10 11 10 10 5 5 ©M rA 9 8 9 8 5 3 4 4 a FEMALE E PANELMATE" 1/4- 20 MACHIN SCREW WITH WITH NUT 92. ///r � s /� % i/� 12 12 12 6 8 7 3 3 8 7 200.0 ZJa i��/. ffra 8 7 3 3 8 7 3 3 r a 8 7 3 3 r A MINIMUM STORM! PANEL SEPARATBIIN FROM GLASS POSITIVE DESIGN LOAD (W) (P.S.F.) ACTUAL SPAN (L) - IN) COLUMN 1 COLUMN 2 MIN. SEP. FOR ALL INSTALLATIONS EQUAL TO OR LESS THAN 30' ABOVE GRADE S) IN. SEP. FOR ALL INSTALLATIONS GREATER THAN s: 0' ABOVE GRADE (INCHES) 30.0 3' -6" f 1 - 1/4" 8' -8" 2 -7/8" 2 -1/8" 10' -5" 3" 3" 40.0 3' -6" 2 -7/8" 1 -1/4" 8' -8" 2 -7/8" 2 -3/8" 9 ' -8" 3" 3" 3' -6" 2- 8" 1 -3/8" 50.0 ; _'' 2 -5/8" 3" 60.0 3' -6" 2 -7/8" 1 -3/8" 8' - 8" 2 - 7/8" 2 -1/2" 8' -9" 3 " 3" . ..L 70.0 3' -6" 2 -7/8" 1- 371" 8' -0" 2 -7/8" 1 -5)8:" 8' -5" 3 " 34, 80.0 3' -6" 2 -7/8" 1 -3/.8" 8' -0" 2 -7/8" 2 -7/8.' 8 ' -2" 3" 3" 90.0 3' -6" 2 -7/8" 1 -3/8" 7' - 8" 2 -7/8" 2 -7/8" 7' -11" 3" 3" . 100.0 3' -6" 2 -7/8" 1-3/8" 7' -6" 2 -7/8" 2 -7/8" 7' -8" 3" 3" 110.0 3' -6" 2 -7/8" 1 -3/8" 5' -6" 2 -7/8" 1 -3/4" 7' -0" 2 -7/8" 2 -5/8" 120.0 3' -6" 2 -7/8" 1 -3/8" 4' -6" 2 -7/8" 1 -1/2" 6' -6" 2 -7/8" 2 -3/8" 0 0 o 0 I SEE PAGE 4 FOR COMPLETE ANCHOR NOTES I T A B L E 1 MAX. ALLOWABLE STORM PANEL SPAN SCHEDULE DESIGN LOAD (P.S.F.) 30.0 35.0 40.0 45.0 48.0 50.0 55.0 60.0 62.0 65.0 67.0 70.0 72.0 75.0 80.0 90.0 100.0 110.0 115.0 120.0 130.0 140.0 150.0 160.0 170.0 180.0 190.0 200.0 SPAN (FT - IN) 10' -5" 10' -0" 9' -8" 9 ' -5 " 9' -3" 9' -2" 8' -11" W -9" 8' -8" 8' -7" 8' -6" 8' -5" 8' -4" 8' -3" 8' -2" 7' -11" 7 - ' 8 " 7' -1" 6' -9" 6' -6" 6' -O" 5' -6" 5' -2" 4' -10" 4' -7" 4' -4" 4' -1" 3' -10" T A B L E 2 1. e TABLE 2 NOTE: 1. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. TABLE 1 NOTE: ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. PANEL LENGTH. POSITIVE LOADS LESS THAN OR EQUAL TO THE NEGATIVE LOAD ARE ACCEPTABLE. FOR DESIGN LOADS BETWEEN TABULATED VALUES. NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. PRODUCT REVISED as comp;ying with the Florida Bolding Code )) 05- Ampiencs N 07 Esfp,ratiora 1 tees ; 411IY4 0 1) BY Miami Dad ti : et Central Division •, V J Knezevkh Professional Engineer FL License No •_.i• -' 10983 ! 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SPACING DIARIAM FOR Cl CONNECTION TYPE: - C1 cONN1CTION TYPE USING Pin 1 011 0. 1.04 / COMBINATION / COMBINATION / COMBINATION NOTIL "S” INDICATIS ANCHOR BCHIOULC SPACING. SPACINQ, QIAORAM FOR C & t sga Ij9QN, TYPE: • Raw 71 • , TYPE USING IEC1 WITH OUTR106 M ;(., a ;P INO PI6CS 011 ® WITH J' t LO Nue OR LOA TO *I TABU gel). Q 011p� 1 ANpO�p L010 TItANAW1 `lBpl S.SW MOUNDNO WOW OMTAAO 603 1091T01QA11CN OF CO11t101ION Yen MAY SG �A ppa/��o�,,l ttt 0W a er imam RoN OO! Q°tlal TI►G St6 C ad C1O1 OITALI FOR A OMat0 a u nma n At N OT5* 000 NOT WC= 0 S AWNO ACO$PTA41t %M um TP N CI S OTOK 118 7.T O `*51100 75 04 FAOt FR 8TU0 1 IV.) I ti ' t IT000� �I AMINO 2 LAO k HAYS � A PP11 PAN N9M i 4 4 5t1A0IWI 6X HAst MUM OF t 6NOA66M1NT OF r ; 11 • rr r;� TRIMS RAG, 0R WAR NI AND SOL T)� 00 p AN 14740% r ..444/ (f OsoONA110 ANCHOR 0011011104 eta AIR NOT ACCEPTABLE Mtn • ''•) r MACNNtW65. NOT OR Aw f}�ILN 74040411, BY RCMOallo 0. 70I 6/16•0 ILOO CAM R[A, CONCIsw rowan 000. FOR RICO VISE CCam�,, CONCIR% ra.3.0 0061, 700 ITN TAPOON. 0014CRe7t 1..15 Mei. 007046 N6e MIN. fa 44. 6 000. as 1 1 0 108/8009 09.104 PALO 10 of 11 IMP OR @ XISTING CONCRET OR \ BLOCK ONLY. WOOg MOT ACCEPTAB WOOD ANCHORS DIST. O RECESS S SILL DETAIL, ETAIL, ` � ` p ` pp0 ® ttpp n � y �� NNTTNNaa I�fEC[ITVOM MIN�Ol�IT oo PER REMINVM 16.8 ACCORDION SHUTTER nom( W O t Woo FRAMING NOT ACCEPTABLE N PECORATIVg FLOOR TRACK DETAIL SCALE 13 ". 1- o" C1 CONNECTION REFERENCE A .. ; SCHEDULE FOR S■ACIN3 T ;4I ' t EXISTING STRUCTURE R ©CUT IN L" INTERVALS DETAIL U EPOR ADDITIONAL IMAM, TY . \ BOTTOM. PASTERN EACH ti" CUT ga AWN 440151 � EXISTING STRUCTURE EXISTING FINISH MATERIAL W MACHINE BOLT (1 CUT AT INTERVALS T R CURVE (SEE DETAIL P ® I _ REFERENCQ ANCHOR 8 POR MAX. $ PA CING (FASTENER I EACH G" PIECE U p C9RVED TRACK SECTION DETAIL, SCALE r. v. " 01108/2009 PAGI 9 of it THIS DETAIL MAY ALSO SI USED AT /OP MASS a R � aR FOR ' e ' �� m ., t 2 OR ODOR I i 9 EMS, "T' PLYWOOD 2. STUCCO FINIS 1 SPARAlif61 E TO GAO 0 O IL MQ UNT 65 ECTION 6 ON TY SR1 (� ® P S THRU QET0t. \.% SAL , 3". 1 '. 0 'GLASS OR DOOR • 1 THIS DETAIL TO BE USED WHIN STUD SPACIND EXCEEDS THE MAX. ALLOLJA B AnCHO(iSPACING.) H MO €€ 7 � tgiold LO t 1" MIN, ED, D1ST, 1/4" MAX, FROM PIN GUIDE p � TO BUSHING WASHER (TYP,) OR {T,WO 1 /4 "O WOOD O C. MAX, pWITN° NN2 4u 2" "T" INTO CENTER stun TRUSSES 14 *MS MIOIRAN BETWEEN STUDS FOR TRACX TO 1" N 4" TUBE CONNECTION �0�34T� AGM, TUBE ED. D1ST. EXISTING STRUCTURE 1/4" MAX, FROM PIN GUIDE TO BUSHING WASHER tTYP.) U4" TILE (TYP,) FINISH MATERIAL 3/4" PLYWOOD 1/4 "* A325 GRADE THRU BOLT 6" O DR 5/12 "* A335 GRADE TNRU BOLT @ 12" at, • OR S,S, ▪ 1/4 "0 ELCO ULTRACON TO CONCR2T1 /CMU 6" D.C, W/1 -1/4" MIN, EMS, OR 1/4 "• LAO SCREW (¢I I" 0.C. W/1.7 /8" MIN, EMS, IN WOOD 30.0,42. TO 0,35, A » ANGLE 16061 -161 IMAX. DESIGN LOAD a 72 P,S.P.I I EXISTING STRUCTUR 6.8 ACCORDION SHUTTBRI LT, LEO DIRECTION 1 1 1 M520, Nand ALT, LEG OIRECTION 0 REAM SPAN SECTION SCALE a 3 ". 1'- 0" EXISTING W000 TRUSS OR RAFTER 0 24" MAX, O.C. EXISTING FINISH MATERIAL 1" x 4" It 106" 6063 -16 ALUM, TOE W/ THREE 1/4" a WO yy LAG S8 SCREWS THREADED4» PENETR, "T" IN W000 0 r EACH RAFTER OP TRUSS+ 24" BE EXTEN S BEYOND! LAST TRUSS MORE THA NEXT TRUSSTUSE 10 I MAX, DESIGN LOAD s 72 PAPA 1/4 -20 MACHINE SOLT W /NUT 10 :1 R *14 N 3/4" ALUM, pp 2E Ss AM (SEN SEAM R HOAITC�N AL AN61 111 1 ALUM. SEAM 1851E SIAM M A X HORIZCNTA S ANS) 1/4 -20 MACHINE 501.1 W/ NUT 10 12 O,C OR *14 N 3/4" SMS 0 6" 0,C, ACCESS HOLE I MAX, 01810N LOAD . a 72 PSP 1/2' 9" 1/2" TRUSS MOYN SECTION K i " * BOX BEAM • EDULE 2 0.q2" 2 ".0 ant" r • 1" 0 2 ^N t0" 0,1476 �i 1 4711 CZ ta LA rii.ltA rvi t A grime riena neva MN 1111M 11111111111 WA Ca !14711E ill FiIs1r11i1OSELarL1 ■T4S121 USIA 111sarl•i M111GM MLA CM X11 7121l;231111MIIf1ii /71f1RLar>i 11112S121112n1 riff 5210 NI IBIS 12111111101111 <TaIMO fIVFAIi21111 E Ai sa x7101 ■71' a 17 S Bf 1127n11E:211112.311 W Ur 11111111 11111111111111212111111 <li GUaSA61IIC ➢fx11111s1•refa'ta11LE Sl1 {'7r1L4 LI IN s 11111S1st'F1a Lrl aE3F17G1Fil7EI1W171 711101 ■7x1557 auras SrVC7aI'PSZ'itLTV!fi `1S a WIN KM Ira E'1i 6r12111 LtSL2ITIKT• C S7 a7 /'•n RTTS ETIM * UZRZ 211321/4 OR 2211124/4 ANGLES FOR 225 & 2X6 BLANE USE 226111/4 ANGLES FOR 2X8 * 2X10 SEAMS HP AM SrNIDULE NOTHSI J1, U�S SE SCHEDULE FOR DETAIL J J2, , '8 p TO O SE � I, aTtli MU 6[N ET1{B Oa. J3 LAP BEAMS ARE NOT ALLOWED, J4 ALL BEAMS 12 ANGLES TO SE 6063 -16 ALLOY. 141 1 ALUM ANGLE WO THREE 1/4 "0 W000 LAO SCREWS WITH 2 -3/4" MINIMUM THREAD EACM P TRUSS, 24" ANOLOCEXTENOSBBEYOND LAST TRUSS MORE THAN NEXT TRUSSANOLE TO 1 8 t 01 /08/2009 09-104 PAU Sot 1. 01/0B/2009 114" -20 THRU BOLT W/ LOCK NUT 12" 0.C, OR *12 x 112" SMS * 12" 0,C, E.S. OR 3 #16" ALUM, POP RIVETS 6" 0.C, [.8, OR 1I4 "* ALUM POP RIVETS 0 12" 0,C, E.S. ® AND ®0 ASSEMBLY GLASS OR DOOR O R DO OR 114 -20 3.3. MACHINt SCREW 6 NUT 01 12" 0,C. OR 3 "x3 " x1 /4 " CONT. 6063 -T6 ALUM.ANOLE IMAY BE REVERSED AS SHOWN DASHED) BE 1 Ft* 111 UPARATION TO 0W31 1/4" MAX. FROM PIN GUMS TO SU[HIND WABNER ITYP,1 EMBED. r r 1/2 Pro il E10 :I. 0 WALL MOUNT SECTION WSIr ;Mr WASHER ITYP.) 112" TYP, EXISTING CONCRETE, BLOCK OR WOOD FRAMING TYPE IPERINC1 ANCHOOR SCHEDULE FOR MAX. 66pp SPACING AS SHOWN SGN � ! P N M0a IN DIAGRAM ON P0, 10) SPACING, ALT, FASTENER LOCATION, FRONT AND BACK ANCHORS NOT RS0'0 WITH THIS LOCATION O !N AIOO MQUNTT " SECTION EXISTING CONCRETE, BLOCK OR W000 FRAMING Zit Aran SCMIE FOR MAX, SPACING AS SHOWN IN DIAGRAM ON P0, 91 WASHER (TYP.) XISTING CONCRETE LOCK OR W000 FRAMING OONNECT1ON TYPE R PER[ CE ANCHOR SCHIDU E FOR MAX. SPACING (e.8 ACCORDION SHUTTER.' GLASS OR DOOR *12 x 1/2" SMS 0 19" O,C, OR 3/16 "* ALUM. POP RIVETS 6" 0,C. OR 1#4"* ALUM. POP RIVETS 0 12" 0.C. 01 AND O ASSEMBLY OLASS OR DOOR *12x1/2 "SMS 12" D.C. OR 3 /16 " ALUM. 0 POP RIVETS 6" 0,C. OR 114 "* ALUM. POP RIVETS 0 12" Q.C. &E 1 1 '1 FOR MK 10 tun �F. w 1 12" TYP. SCALE , 3 ". 1'• 0" CALE ' ". 1'- 0" WASHER ITYP. IAFICANCI ANCHOR SC1401411 FOR MAX, SPAppCII�NG ��yypp�� RCPIRENCI AANCMOR SCMIOULH FOR MAX SPACING N GLASS OR 4 CONNECTION TYP[ REPIRENCI ANCHOR SCHEDULE *OR MAX. SPACING AS SHOWN 4 C• FCTION IN DIAGRAM ON P0. 10) RP NE ANCHOR 5 M IN ALT FASTENER K IXISTING CONCRETE, LO ATIV G M CR O S N T AND BLOCK OR W000 FRAMING WITH THIS LOCATION C CpN� pN R FP NCI ANCH AL , 3 ". " SECTION sI%cDULE FOR MA XISTING STRUCTURE [" MAX. , 4 R PS6RIN`C`I AANCHOR SCM*DULE FOR MAX, EXIBTIN5 CONCRET[, SPA BLOCK OR WOOD FRAMING E BE • 0 pull.; OUT MOUNT SECTION EXISTING CONCRETE, SCALES 3'. 1'- 0" BLOCK OR WOOD FRAMING 1/4 -20 MACHINE BOLT W /NUT 012" 0.C. OR *14 SMS 0 6" O.C. (TVP. TOP 2 SOTTOM) WASHER (TYPO © AND® ASSEMBLY EXISTING CONCRETE. BLOCK OR W000 FRAMING *12 x 1/2" SMS 01 12" 0.C, OR 3 /16 "* ALUM. POP RIVETS 0 6" 0.C. OR 1 /4 "d ALUM, POP RIVETS 0 12" 0.C. C P N ANC S H DUL POP MAX. SPA CCINNG. PAST W ITH TM S L CAT N A HER ITYP,) 4 CONNECTION TYPE REPHRINCH ANCHOR SCHEDULE FOR MAX. SPACING AS SHOWN IN DIAGRAM ON P0. 10) EMBE0 tar SCHEDULE FOR MAX, SPACING XISTING STRUUC ya CHE PERR o EN E A SDULE FOR MAX, OR® WASHER ITYP CONNECTION TYPE R PEREN E ANCHOR S HEDULE FOR MAX. SPACING EXISTING CONCRETE, BLOCK OR W000 FRAMING S ECT / OUT SCALE t 3 "• 1'. 0" PAWL 7 of 11 PR552UO2 VB ALLOWABLE LBN5114 PIP MEAN 11111ILLIIIIB MUM MLA 111114411111111511.11•111 MLA 11•141111111 1t: a1»�iil167r I 2PASTENERB EACH ANGLE 1"x2 "xV5" OR r • 2" x 1 /6" ALUM. ANGLE THREE 9/16 "0 ALUM. POP RIVETS OR THREE *12 SMS. TYP. 9 /16 RIVET OR *12 SMS 0 15" QC. OR 1/4 -2 NUT & SOLT (TYP.), ALUM, TUBE e053 -T6 ALLOY DULL/ POR SIZE. 1" * 2" It ,099" 6009 -TO ALUM. ANGLE, TYP. 9/16 "0 ALUM. POP RIVET OR *12 SMS p 15" O.C. ITYP.) MAY USE MALL OR FEMALE LOCK -SLAT) 9/16 "0 ALUM, POP RIVET OR *12 SMS Qa 11" 0.C. ITYPJ 2 FASTENERS EACH ANGLE THREE 9110 "0 ALUM, POP RIVETS OR THREE *12 SMS, TYP. 1" • 2" • t /6" OR2 "x2 "x1/0" ALUM. ANGLE USE MALI OR FEMALE LOCK -SLAT) NTPICAL CORNER CLQSURE DETAILS ALUM, TUBE 5051 —T6 ALLOY 215 TAM T 6 FOR SIZE. TABLE B Io q PRESSEN VSKLfWWN! ME M 224' 1$.8 ACCORDION SHUTTER TYPICAL, CORNER CLOSURE DETAILS AL fit #I�NC ANCHOR NTS 5 HEDUL! FOR MAX: *12 x 1/2" GALVANIZED OR S.S. SMS, 9/15 "6 ALUM, POP RIVET, OR 1/4.20 MACHINE BOLT & NUT CO 15' O.C 2 "k2 "x ,090"000,1-TO ALUM, TUBE TYP, ALTERNATE TMRU BOLT EP NCE ANCHOR SCM DUL! POR MAX, SPACING I�ORSW000AND 1 /4 - PON, ASTHMA 16" O C USE ANY ANCHOR SHOWN ANCHOR SCHEDULE), 2 "x5 "x ve" CONTINUOUS ALUMINUM ANGLE OPTIONAL ANSL! ORIENTATION TYP, REFERENCE ANCHOR SCMEOUL! POR MAX, SPACING 01 CONVECTION R ECTION T n RIP R NC! ANCN SCHED FOR MAX SPA SDE CLOSURE OPTIONS CALE3 3" • 1' -0" RIPEP1INQ ECHE U 1 POR MAX. SPACING EXISTING CONCRETE, BLOCK OR W000 FRAMING EMI! i : 0 (OUTSIDE) XISTING STRUCTURE 1/4 -20 MACHINE BOLT W /NUT 111 12" O.C. OR N14 SMS II 6" O.C. ITYP, TOP 2 BOTTOM) WASMER (TYP.) 140/4" SMS di 9" 0,C, ANGLE TO TUBE CONNECTION pp riKrd f g Azi, TUBE CONNECTION $CHEOULE FOR MAX. SPACING OD SCALE-r3". LERN TE BUILD • T MOUNT S CTIAN • 01 08 09-104 PAU 6 of 11 2PASTENERS EACH ANGLE 1 "x2 "x1 /6" OR2 "x2 "x1/6" ALUM. ANGLE THREE 3/10 "0 ALUM, POP RIVETS OR THREE 1112 SMS, TYP. TABLE A (Dn) PRESSURE VS ALLOWABLE LENGTH 9'J' Ira' 3/16 RIVET OR 012 SMS @I 16" 0,C. OR 1/4 -2 NUT & SOLT (TYP,), ALUM, TUBE 6063 -T6 ALLOY EE TABLE 9 FOR SIRE. 1' x 2" x ,093" 6003 -T6 ALUM, ANGLE, TYP. MAY USE MALI OR FEMALE LOCK -SLAT) 3/16 "0 ALUM, POP RIVET OR 012 SMS cs 16" O.C. ITYP.) 3/16 "0 ALUM, POP RIVET OR 0 2 SMS 0 16" 0.C, (TYP,) 2 FASTENERS EACH ANGLE THREE 3/16 "0 ALUM, POP RIVETS OR THREE 012 SMS, TYP. 0 0 ^ � 1 "x2 "xla" OR2 "x2 "x1 /6" ALUM. ANGLE USE MAL@ OR PIMALE LOCK -SLAT) TYPICAL CORNER CLQSURE DETAILS NTS ALUM. TUBE SEE y ALLOY FOR SIU. TABLE B tan) PR2UURIVIILLOW SLIMEIN ear 16.8 ACCORDION SHUTTER- ` 1 " TYPICAL CORNER CLOSURE DETAILS P 'IN � NTS SCHEDULE FOR MA i 1112 x 1/2" GALVANIZE OR S.S. SMS, 3/16 "0 ALUM, POP RIVET, OR 1/4 -20 MACHINE BOLT & NUT 0 16" O.C. ALTERNATE A y p N T M R U� SOLT O L T IIFINI ANCHOR SCHEDULE *OR MAX, SPACING #R - R W. M` � 41KA11D3C/4CAT, •j �i D ASTENER 0 15" 0,C. N ANCHOR SCHEDUL )OWN 2 "x2 "x .094" 6063 -16 ALUM. /USE TYP. 2 "x3 "x1 /6" It CONTINUOUS ALUMINUM ANGLE OPTIONAL ANGLE ORIENTATION TYP, CONNECTION CNOR SCHEDULE *OR MAX. c SPACING REPE CONNECTION E ANCHOR SCHEDULE FOR MAX SPACIN OR 0008 SIDE CLOSURE OPTIONS SCALE* 3" • P -0" 01 REFERENCE ANCHOR SCNEDU`E FOR MAX. SPACING EXISTING CONCRETE, BLOCK OR W000 FRAMING EMS@ (OUTSIDE) XISTING STRUCTURE :1. la F01) IRI TO MAI 0 �11 GAN: ALA, TUBE EP PRINCE ANCHOR S SPACING [ FOR MAX. 1/6 40 MACHINE DOLT W /NUT QI 1t" 0.1. OR M14 SMS 0 6" 0,C. tTYP, TOP 6 BOTTOM) WASHER (TYP.1 14x3/4" SMS 0 9" 0,0 ANGLE TO TUB CONNECTION 1 ALTERNATE BUILD OUTJOUNT SECTION SCALE-PG". 1•- 0" - J1 1 4 01x08/2009 I er 09-104 PAO!6of11 6,10" (TYP,3 (OUTSIDE— FRONT) 1/4 -20x1 THUMBSCREW INTO THREADED HOLE, LOCATED E# 1/3 SPAN TO 2/3 SPAN PROM BOTTOM OP SHUTTER FOR BLADES 110' -3", USE TWO THUMBSCREWS ON BLADES s E' •3 ", ONE QD 1/3 SPAN AND ONE AT 2/3 SPAN PROM BOTTOM OP BLADE, TYPICAL. POR LOCKING SHUTTERS, A BRASS PUSH LOCK el MAY BB SUBSTITUTED ASTENER 1S" O.C, USt ANY ANCHOR SNO IN ANCHOR SCHtDUL a (INSIDE —BACK) 61'44R 0,093" THICK 0063 -T6 UM. ANGLE 1" x 1" MIN. • 2" x S" MAX, (ANGLE LEG AY 81 REVERSED) ASTENER 12" O.C. (USE ANY ANCHOR SHOWN IN ANCHOR SCHEDULE). 12 2 1/2" GALVANIZED OR LS, SMS, 3/10 "00 ALUM, POP RIVET, OR 1/4 -20 MACHINE BOLT 2 NUT 6I3 12" 0,C, 01/0 2009 08.104 PAO' S of /I �OR � O �A P NG 3 MI li onotaxi R 6HU OPP DETAILS S WO COR CLOSURE RNERPOST I pAl� � H u rate 12,71 - Tt;INE/SWI !1• 11111.177111.1 MirriniNi - P- INII I >rr.1>.xx11•111A _Dm KIFM MIIIIIIIIIIIIIIIIIWT1111111 own MIN IGrT'IG7Iw1 SSSSrTi S_•Isias I t2StI . oRmoASS -, MEV inal IOW OM. TYPICAL INSIDE CARVER CLOSURE DETAILS WO /CORNER POST NTS 11.8 ACCORDION SHUTTER LOCKING DETAILS POR CENTER MATES SHOWN ON RANDOM DETAILS MOO ORtAtt2 SPANS 0R LOADS tNAN SNOWN 24 TAM ASOVS, ONO STx1P0 MUM A 1°X1" ,010" 2611 A440U2 NOS 22AN U$01O ANY ANC$02 ON t$t ANC440* SCN2040L2 S S/Aw014" TON 022214 01 1/I -20 Nut TO 2440 0420•. EXISTING 31.ASS7 SILLS (INSIDE) ALTERNATE ENQ STRIP DETAIL SCALES 3" • 1' -0" EXISTINO GLASS USE (11 BOX LOCK AT 1/3 SPAN TO 1/3 SPAN PROM BOTTOM OP SHUTTER Amy, -NoMmiii:MlintOoloMEMONWANNumt: rik ILA arm 'D 1 CO T• i 1/4-20 THUMBSCREW BOTTOM INTO CENTERMATES 1/3 (OUTSIDE) TO 2/3 SHUTTER SPAN MULTIPLE SHUTTER ASSEMEILY SCALE' 3" • 1'•0" 213 1010 STRIP 1101106.E fOR 14A2 SPAN WIN 1SRi0 402, 400 OR 402 ; USE APPROPRIATE STARTER )TRIP TO PROMOS CLOSURE FOR MAINS COSITIONL FASTEN STARTER STRIP TO TRACK W/ 2 /M10x1" SCREWS Al' CORNER, ANY TRACK W /SCREW BOSSES, (INSIDE) , SILL .AIIIIja +i►a w (E) Z;: •11 `1R` 11' 9 4I , m ®r (OUTSIDE) MM g w SHUTTER ASSEMQLY ,062' 2,974" 4.140" 4.810 4.102" x,094" .227" r 1 `3 6.8 TACK /OONEVOR SLAT /BLADE SCALE' MALI SIZE PROJtCTION VARIES 4.e14' MAX .100" 5.749" MAX. 13 TYP, 6,6 5L.,AT/BLADE 06,8 BTARTER SCALES MALI SIZE SCAL & MALI SIZE ,310' 100" le.* ACCORDION SHUTTERr 4 CEILING HPOER /SILL SCALEt MALI SIZE ,099" 1. 1 42' 09 .09S ,143' 971" .030' 443' ,682' ,930' 2,748' 1.069' WHERE SHOWN SCREW BOSSES .& FELT GROVES ARE OPTIONAL ON 1,044." 148" r �T1 14 0.080' .420' .200 L069 ALL EXTRUSIONS Q HEA _ HE APER /SOLI, 0g LITE HEAOERLSILL SCALES MA 5126 SCALE' MALI SIZE E41111101 EllHIIlI 1An9raul 01/08/2009 PAGI 3 of 11 09:9891 14111: 1. THESE [VALUATION DOCUMENTS REPRESENT A SHUTTER SYSTEM ANALYUD WITH TH2 PROVISION SIT FOR THE ISOUMCE OP A FLORIDA BUILDING COM PRODUCT APPROVAL, FOR TIE! HIGH VELOCITY HURRICANE ZONE (MVMII 1 NONAIOM VELOCITY HURRICANE IONS INON•HVMZ). 2, NO INCREASE 1N ALLOWALE STNS HAS BEEN USED IN THE DIM OF 714151 PRODUCTS. WIND LOAD DURATION FACTOR Cd • 1,6 WAS USED FOR WOOD LAG SCREW =ON. 3 THQqO0D1 R I IN ENO KVALUATBD AND ISM WIN � �O THIS IN MEETS MISSILE LIVE "D" AND INCLUDES WIND ZONS 4 AS MM ASTM I1996.O11. 4. TESTING WAS CONDUCTED IN ACCORDANCE WITH TA9 201/202/203 AND ASTM I18B6.OS/I19964S/F53042. S. DETERMINE THB POSITIVE AND NIG TM DESIGN LOADS TO USI WHEN RITTERINCING THIS! DOCUMENTS IN ACCORDANCE WITH Oil GCAARNING CODS AND OOVIRNIMI WIND VOAOTY, FOR WIND LOAD CACWATIONS IN ACCORDANCE WRN AEI 7, A DIRECTIONAUTY FACTOR OP Md 41S5 SHAM SS USED. 6, THESEAPPROVIU, DOCUMENTS ARE GENERIC AND DO NOT INCLUDE INFORMATION FOR SITI.SPIGFIC APPLICATION OP 1143 SHUTTER SYSTEM. 7. USE OF THOBAPPROVAL DOCUMONTI SHALL COMPLY WITH CHAPTER 8101543 OF THE FLORIDA ADMINSTRATWICODS. 6. TWEE APPROVAL 000UMOYTS ARE SWTAILI TO UEAPART) BY MI CONTRACTOR PROVIDED THE CONTRACTOR DOSS NOT DEWATI PROM THE CONDITIONS NAILED MERON AND THB CONTRACTOR VERIFIES THAT THE OWING STRUCTURE DOES NOT DEVIATE IN OTHER FORM OR MATERIAL FROM THE STRUCTURAL SUOSTRATES DETAILED HEREIN. 9. ANY MODIFICATIONS OR *MOTIONS TO TIME APPROVAL DOCUMENTS WILL VOID THI APPROVAL • DOCUMENT& 10.WHEN THE SITS CONDITIONS DIVGTB FROM THESE APPROVAL DOCUMENTS, TOG BUILDING OFFICIAL MAY MIRE THAT SITS SPECIFIC DOCUMENTS SS PREPARED, MGM, DATED AND SEALED BY A LICENSED EMGINER O R REGISTERED ARGIITECT, WHICH DETAIL AND JUSTIFY THE DEVIATION,. AS A (=MOON TO TtS BUILDING OFFICIAL GRANTING HI5MER APPROVAL. 11. 2101 SHUTTER ASSEMILY SHALL IE PEIMANINTLY LASED WITH THE FOLLOWING MINIMUM INFORMATION: MAN IMUTTIRI RIANUPACTU ROGI2PIC, DIERFIOO REALM, FL 33441 TAI 0 9 RCAPFROYIQ l2.AU. BXIRUOON9 SHOWN SHALL BI d083.T6 ALUMINUM ALLOY, U.O.N., WITH A MINIMUM FY OF 30 R.S.I. MALL BOSS AND WASHERS (OCCLUDING I8TAUATION) SMALL B! STAINLESS STEIL WITH A MINIMUM TENSILE STRENGTH OF 60 5.5.., U.O.N. POP RIVETS SMALL SS 1/4"0 OR 3/184S 5052 ALUM. ALLAY. 14.ALL SHUTTERS SHALL NAVE A =KING MECNANON CONSISTING OF THUMBSCREW, PUSH LOCO OR BOX LOCO AT G LATER OR SIDE QAIURB. 15.T0P AND 90TYDM DETAILS MAY 51 INTERCHANGED A3 FIELD CONDITIONS REQUIRE. GM PAGE B FOR LOCK LOCATIONS AND DETAILS. 16. FLOOR TRACKS MAY BS REMOVAOB AT NON.RTACONG LOCATIONS. (18! REMOVABLE ANCHORS. 17, THE ACCORDION SHUTTERS MAYBE MOUNTED WITH TH8 INSIDE AND OUTS101 OF SHUTTER *ONO RIVERBED. FOR EXAMPLE: IT IS PERMISSIBLE TO MOUNT EXTRUSIONS ON 114615* OF WOOD OR CONCRETE BEAM WITH 5ACII OF SHUTTER PACING OUTSIDE (SEE PAWS • TYPICAL PLAN VIEW). 11 DETAIL 5 to 13, 16137 on Tow 3 to 4, MAY 55 SINT TO FORMA CURVE WITH A MIN. RADIUS OFF SOY. 19. ALL DIMENSIONS SHOWN INCLUDE PONDS* COATING FINISH. t SA ACCORDION SMITTEN VARIES - NO LIMIT SECTION LOCKING MECHANISM, SEE TYPICAL PLAN VIEWS TYPICAL ACCORDION SHUTTER ELEVATION N.T,S, TOP TRACK PLAN VIEW BOTTOM TRACK 01/08/2000 mom r 09-104 PAG12 of l7. 60.0 70.0 79.0 80.0 85.0 90.0 193.0 140.0 143.0 150.0 195.0 150.0 1994 170.0 175.0 160.0 183.0 190.0 195.0 200.0 HVHZ MANDATORY COMPLIANCE ACCORDION SHUTTER SPAN SCHEDULE A9CO 7 14V141 1M6 CUM POSITIVE PDNITIVS G W H WI LOAD UNIMAT6 W L ad max. L max. (P.S.P.) (FT - IN) (PT • IN) 23 5 13.0 13.0 29. 114 134 95.0 100.0 103.0 110.0 L15.0 110.0 113.0 1300 ® 0r a+ ds or & 10.1 10.6 9.11 104 9-9 104 9.7 10-1 94 10.0 94 9-10 9.3 9.8 9.1 94 9.0 9.4 8-11 9-1 8.9 8-11 8.8 84 1411141 WRIATIVI V MOUMTNG MONS 1. matt. (PT • IN) 13.0 13.0 111- 12.4 11.30 11.5 11.0 10.6 104 104 9-10 9.7 9.4 9.1 8=11 3.9 8.6 8.4 6.3 7.11 7.6 7.3 7-2 6.11 5 -9 8.8 6-4 84 6.0 310 34 56 POSMV1 DUNN LOAD 0 203 30.0 70.0 110.0 120.0 ACTUAL SNUPTCR SPAN 134 dOest Ls = c ? / ,Z ��i1 � fit.. 3 HVHZ MANDATORY COMPLIANCE MINIMUM SHUTTER SEPARATION PROM GLASS MM. SPoWtoN KI Ti0 d A5051 auto FROto 05051906 NI7 TN AOOVI GRADS (FT • IN) 1IN4 ({N.) 6.3 2.310 &0 3 3.314 5318 HVHZ - (TH OLES TABLI NOTES: 1. tent MINIM AS N1AMI.DADI COUNTY AND OROWARD COUNT/ FLORIDA. 2. WIND L.DSe D0TERMINI P031TTVS AND NIGATIVI WIND LOAD FROM ASCII 7. 3.gp�y I IN TAM.611,, ONTOR F09ITWI AND MIAMI WIND LOADS AND READ WV TO TMN APPROP(LlAT6 COWNN TO ORTSRMINI MAX. SNt)TTOR SPAN (SLAIN LONOTN). 4. i THI 0.8 3YSTOM MAT SS MOUNTID WITH T141 MODE AND 01/7910/ 111140 RIVIRSIO. IO3R EX*NPL811T L5 P8RMISSIM.6 TO THS SL T 9 TOO ROM M G O ITW ARD . MR T 148 CON0115371 YOU MIT 514 VCR TT13 SPANS IN TM APPAOPA1AT0 POIN TIVI COLUMN OP TAILS 1 ARS APALISD IN TOR DM0CTION TOWARDS TN0HOST STTWCTUM AND THI SPANS 114 TWO MAMAS COLUMN OP TAILS 1 AM APPLIED IN MI DIRECTION AWAY PROM TOR NAT STRUCTURE.. S. 1 P ITERIN u LOAD AND NII 77116 VALUI W TAM 2 5. POR 0681014 WIND LOAM 811WEE4 TAMI ATUD VAt.UOS. Use LINEAR INTIRPOLLTTON TO 0*78R141NS SPANS AND SIPARATIO1 FROM 1XXCSPT FOR LESS THAN 30 PT. WHIRS IWTBRPOLATION IS NOT ALLOWED AND TN3 NUT H1GH8R LOAD MUST SE USID. ILA ACCORDION SHUTTER 1 3 NON -HVHZ a ASTM Wind Zane 4 SPW ttH Mr" WIND LOAD (91 01034 5 60.0_ 63.0 70.0 11 3 80,0 63.0 90.0 95.0 100.0 105.0 110.0 115.0 110.0 115.0 130.0 133.0 150.0 155.0 140.0 145.0 160.0 163.0 170.0 175.0 180.0 185.0 190,0 198.0 7 N OES I - WIND LOAD AU. MATINS L' BONS L MIL (Pr 13.0 12.11 11.4 1.1-19 104 10-4 104 940 9-7 9.4 9.1 9.3 7 -11 7.5 7-2 6.11 6.9 6.4 6.2 6.0 5-10 5-6 3.6 NON -HVHZ 81 ASTM WIND ZONE 4 1.18509:1 OUPINIO AS ALL LOCATIONS OTIGIR TIAN ML1.W41D3 D DROWANO COUNTY FLORIDA. 2. SWAM 0171RM(N3 POSITIVI AND NIMATIVI WIND LOADS FROM 3. IN TAIL! 3. ONTRR N10ATTA WIND LOAD 070L7. 01T1RM1510 ma 1, 78114 mewl ACROSS TO SSLRCT 114 ALLOWM(! women SPAN (MACS 3.3140 ). PO NTnH L 0 IP ,) 304 40.0 50.0 70.0 40,0 110.0 120.0 NON -HVHZ ASTM Wind Zone 4 * ONLY 11111434 SHUTTER SEPARATION PROM GUM E 1E� i _Ei • 11 c 84 9.0 100 114 34 74 14 10.1 50 74 OJ 1 -518 3•14 5518 1.1/4 14/4 - %._.. 1t • `' '1 F3111111111111111111 F3111111111111111111 F3111111111111111111 F3111111111111111111 ACTUAL SPAN FROM GLASS FOR 1NlTKtAT �P NOVI ORADN (97-0* (114.) 5-0 3 MRM. 170ARATION FRO GL M ASS FOR INS1A LLA 6* S GRADS 1 1.31* 'r z t• . = 4, TH5 0.1 SYSTEM NAY M MOUNTED WITH 114! MOTU SUNG AOVIR510. FOR P8R465814.0 TO MOUNT 014 NW INSIDE 09 A WOOD OR WITH TNN SACK OP 114 MAT PACING OUTWARD. FOR TKO ASTM W110 IONS 4. CU 1148 AFPR09*1AT8 POSITIVI L LOAD AND SMITTEN , SPANS IN 7346 APPROPRIATO TAM 4. 5 513 f4Pi/ Wti43 39000 OR L051). 35P M11 0N FROM GLASS 4 IS REQUIRE! FOR W1140 BONS 4 (141 MPM OR GRSATOR WNW INTIR TAMLO 4 WITH TMO DESIGN AMMO LOAD NO READ A 781 SIMPATICO FROM GLASS YAWS IN COLUMNS 1 OR 3 341001011 IS 0.906 D0310N WIND LOADS SON TASULATIO VALUES, USO MI 1410 1410NSR LOAD OR USI LINEAR INT3$POLATION TO DSTSRMIN1 ALLOWAI LS t, 5MUTT6R SPAN. 01/08/2009 lw•wo 09-1 A11l w 04 PACS1or11