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SHUTTERS
Date Legal Description h ^/ Historically Designated: Yes No G4' Owner/Lessee / Tenant JO h i � �� z 47 Owner's Address /,2 FS S` ti-- Contracting Co. / / v R s T l.,_ d 26 Address .. d Ali(/ 3 ,S 4 C/ % /46/ / Qualifier J O S C 2- G .Q C/ SS# ( C 3 2 9 cPd State # Municipal # Competency #q / B Ins. Co. // Architect/Engineer �iv E z U/ C L/ Address �/ / Q / D 4 i - /P/ ,i 2I/g/_ Bonding Company I /� , ^ Address Mortgagor C \A 6._,-R___ CLV. ha--g , �" Address Permit Type (circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION /2 Square Ft. Si Notary My Comm r! PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Job Address A / Yj4I"T Tax Folio Master Permit # T' 5 2 /� /P i c-.44/ c S ,/ 77 c e s I cedi? p,4,0a ci/� 2 �S FEES: PERMIT 1; > ^ RADON ate 99 C.C.F. Building !,3f / Phone 3 o 5-- y c- %9 ? 1P / Estimated Cost (value) q �' c( WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO 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.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. to FRCIALN• ARY JOSE L GARCIA NOTARY PUBLIC STATE OF FLORIDA COMMISSION NO. CC762024 MY COMMISSION EXP. LY gna of owner � � '/ Comer APdo President ion 9 ent D p'9' Not c . s 0 et OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all wo laws regulating construction and zoning. Furthermore, I authorize the above -named contrac �i a ature to Contractor ssion Expire APPROVED: Zoning Mechanical Plumbing or Owner- Builder r Electrical m compliance with all applicable rk stated. tit G. DOMINGUEZ MY COMMISSION # CC 726289 EXPIRES: July 18, 2002 nit a,i Bonded Thru Notary Public Underwriters NOTARY •' 0 ` BOND TOTAL DUE Date Engineering AWNING COMPANY, INC. SHUTTER PRODUCT APPROVAL AUTHORIZATION FORM q/3 Building Official Dear Sincerely, AAA( l `? d / / e 3 Cr 2(/ We are the Dade County Notice of Acceptance Holder for the ,i/r /O04Cc 'E diokhder number 97 aC d 0/ Q‘ 66 OS" This letter authorizes U4c'S T CaRp • to use our UG 3 S rd /'c W l'4 approved under numberq 70, 4 0 / to be used at the following job:/-/ ' /pg4GCO o 1 V Hurst Awning Company Inc. Frank S. Cornelius President 5795 N.W. 36th AVENUE • MIAMI, FLORIDA 33142 PHONE: (305) 635 -0900 / 1- 800 - 327 -0905 FAX (305) 634 -9078 JJ A A gI)4 zyy /t/ r.: v ,4a, g/4-41 / S )dRE 5 Magali Garmendia or Executive Vice President ' This form must accompany the application for building permit and shall become part of the permit documents. ' The authorized signature must bear the raised corporate seal of the company holding the Dade County Notice of Acceptance. D: \PRODCNTL \PCLETTER \INFO \B LDGOFF\95 S H U EX P.SAM 77. 6 m�� /G �- P3 /86 X Si /56 X k 5 / X q( syX 39 5 3 / /t3Y > /� Y 30 X ( 5 ?F X VP 7?)( y� X NO it A c c I , v L 1 3 p,4,v &L yr R Ho 2. VCR/ vC/e r Na 3 4/0 t fr $7 /ex Acc ,ec1fo S/ 1 13, -/ jA" IlJ% N Ocl /.v.4 ZA.// �i A,Lr i S1o,e.E PRODUCT CONTROL, NOTICE OF ACCEPTANCE 1 {urst Awning Co., Inc. 5795 N.W. 36 Avenue Miami FL 33142 METROPOLITAN DADE.COLINTY FLORIDA METRO_OADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE: METAO.DADE FLAGLER BUILDING 140 WEST FLAGLER STREET. SUITE 1603 MIAMI, FLORIDA 33130.1563 (305) 375.2901 FAX (305) 375.2908 PRODUCT CONTROL DIVISION . (305) 375 -2902 FAX (305) 372 -6339 Your application for Product Approval of: 0.063" Ahiuiinunr Storm Panel under Chapter 8 of the Metropolitan Dade County Codc governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted Applicant, along with Hurst Awning Co., Inc. Drawing No. 95 -330, Sheets 1 thru 6 (3 16; dated 06/18/97, signed and sealed by V. J. Knezevich, P. E. (For listing, see Section 8 of this Notice of Acceptance) has been recommended for acceptance by the Building Code Compliance office to be used in Dadc County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing'. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Codc Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Codc Compliance Office that this product or material fails to meet the requirements of the South Florida Building Codc. The expense of such testing will be incurred by the manufacturer. Acceptance No.:97- 0620.01 Expires:07 /10 /00 Approved:07 /10/97 - - Internet mail address: postmaster @buiidingcndeonlinc.cnm au Ro ' igticz Product Control Supervisor TILTS IS TIIE COVERS(IEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dadc County, Florida under the conditions set forth above. frs anger, Director Building Codc Compliance I)cp Metropolitan Dade County � �f ito,nnpage: htlp / /www.tiuildingr.nrtnonline rurn mast Awnii gCo. Inc. -- — Ai'PROVED : 4UL.. 0 1997 EXPIRES - : .111_111 2090 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS- Renewal of this Acceptance (approval) shall bc considered after a renewal application has been filed and tlhe original submitted documents, including test supporting data, engineering documents, are no older than eight (d) yea 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, slu and the following statement: "Dade County Product Control Approval ", or as specifically stated in the stieeific conditions of this Acceptance. 3. Renewals of Acceptance will nol bc considered if a) There has been a change in the South Florida Building Code affecting the evaluation ofthis,ptoduct and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved;:,,,,,. c) If the Acceptance holder has not complied with all the requirements of this a anc s itiChi t ceept mcludiaa.Ihe correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fce) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process; b) Misuse of this Acceptance as an endorsement of any product, for sales, adverttsing or any other purposes. 6. The Notice of Acceptance number preceded by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. Tlhc copies need not be resealed by the engineer. 8. Failure to comply with any section of this Acceptance shall bc cause for termination and removal of Acceptance. 9. This Acceptance contains pages I, 2, 2(a) through 2(d) and this last page 3. END ttt: TI I1S AC( ACCEPTANCE NQ: 9.7 -062 0.01 Items 10, 11 & 12 listed below only apply to glazed products and doors 10. Unless specifically indicated in the Acceptance (approval), this unit is approved as a single unit installation. For multiple installation of this unit, a separate Acceptance for mullions is required from the Product Control Section. I I . The spacing of fasteners at window sills shall be as tested. The spacing of fasteners in all other parts oldie frame, shall be as tested, but in no case shall exceed 24" on center. The first fastener shall be locate) at a maximum of 6" Irom each comer and mullion or stile. Fastener shall fully penetrate the buck, which shall be the same size as the one tested with the unit. No wood or plastic shields or pins shall he used for anchoring. See section four(4) of this approval for sizes of fasteners used in testing. 12. I hardware fot all windows and doers shall conform to Security and Forced Entry Prevention, Chapter 36 of the South Florida Building ('ode. )4 I lelmy A. Makar, P.f.- Plans Examiner Viaduct Control 1)ivisinn: . Hurst Awning Co. Inc. 1. DESCRIPTION 1.1 ACCEPTANCE NO.: _ 97 0620.01 APPROVED Uh p -�gg EXPIRES : JUL 1 0 2000 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS This approves an aluminum storm panel designed to comply with the South Florida Building Code, 1994 Edition for Dade County, for the locations where the pressure requirements as determined by ASCE 7 -88 "Minimum Design Loads for Buildings and Other Strucliiies ", do not exceed the Design Pressure Rating values in Scction 7 and within the limitations contained in Section 3. 2. MATERIAL CHARACTERISTICS 2.1. The storm panels shall be constructed as indicated on approved drawing No. 95 -330, Sheets 1 through 6 of 6, using 0.063" aluminum, 5052 -1132 alloy. 2.2 Panels are rolled formed, have a nominal width of 12.00" and a total width of 13.50 ", forming 2" deep ribs. 2.3 Components shall be aluminum alloy 6063 -T6 as shown on the approved Drawing No. 95 -330, Sheet 1 of 6. 2.4 Tested spccitnen: dimensions: 49.75" wide x 68" long overall. 49.75" wide x 101" Tong overall. 49.75" wide x 128" long overall. 49.50" wide x 101" long overall. (2) 49.75" wide x 104" long overall (CTC -96 -007). (2) 49.75" wide x 104" long overall (CTC- 96- 007R). (2) 49.75" wide x 136" long overall (CTC- 96- 007R). 49.75" wide x 104" long overall (Samples F & 13 for T -track & [:peon Anchor) (CTC- 96- 006R). 49.50" wide x 101" long overall ( CTC -95 -031) (Sample B for test w/o sill tubes). 3. LIMITATIONS 3.1 The design will be dependent on the maximum panel height as installed only as outlined on Dwg. No. 95 -330, Sheets 1 thrtnugh 6 of 6. For Design Load vs. Panel Span, sec Table 1 "Storm Panel Schedule" on Sheet 5 of 6, Dwg. No. 95 -330. For fastener spacing (inches) required for various design loads and spans, see the anchor schedules for attacluncnts to minimum 3000 psi concrete, hollow concrete block, and wood on Sheet 6 of 6, Dwg. No. 95 -330. 3.2 Minimum separation to existing glass to protect shall be as shown in Table 2 "Min. Separation from Glass Schedule" Sheet 5 of 6, Dwg. No. 95 -330. 3.3 Maximum clearance between top of panel and insidc of header shall be 1/4 ". 3.4 Reinforcement: 3.4.1 Panels greater than 33" in length shall be reinforced at midspan by either: a.) a I" x I" 16 ga. steel tithe extending the whole width of shutter attached with 1/4 " -20 x 3-1/2" bolts w /die cast alum. washered wing nut spaced at 12" n.c. or 1leluny A.,Makar, l'.1:.- 1'I4ns Product Control 1)ivision ;xatllllll'r llluioi . -.."__ _t:^ J.1 lily. n� :l l�.r• r /114l,1 i dO.: . ,..97- 0620.0I • JUL-1 - -0- -19 9 7 ,111L LI 2000 NOTICE OF ACCEPTANCE: SPECIFIC CONEM IONS APPROVED EXPIRES b.) 1/4 " -20 x 1" sidewalk bolls w /dic cast alum. washcred wing nut or jacknut spaced at 12" o.c. depending on the separation from glass required as shown on "'Typical [ Ie ;a :ions" Sheet I of 6 and "Min. Separation from Glass Schedule" Sheet 5 of 6, Dwg. No. 95-330. 4. INSTALLATION 4.1 The panels shall be installed only with the maximum panel length, the mountingdctails, the anchorage schedules and the minimum separation from glass to bc protected i s shown on the annroVed drawing number 95_330 s he e ts 1 thr 6 o f6 bearing the Dade Ca nty.Product Control approval stamp. = 4.2 Anchorage of the aluminum shutters shall be to concrete, masonry and/or,wood.:fiaining and shat consist of only the anchors, embedment and spacing specified on Drawin NoZ..95 - 33b, Sheets 1 through 6 of 6. Substitution of anchor type or indicated embedment is unacceptable. 4.3 Fasteners must have their own Notice of Acceptance and must bc made of stainless steel or have adequate protection against corrosion, per DIN 50018. Aluminum contacting metals not considered compatible shall be properly protected. 4.4 Permanent set fastener components, embedded anchor bolts, threaded cones or metal shields, not in use, must be protected against corrosion, contamination and damage at all time. 5. IDENTIFICATION 5.1 Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Dade County Product Control Approved ". 5.2 Each opening or, in the case of direct mounted panels with no header and sill, each panel shall have a legible permanent narking instructing owner or tenant to secure panels at lap joints with applicable reinforcing: 1" x 1" x 16 ga. steel tube and bolts OR l/4 " -20 x 1" Sidewalk Bolts w /wingnuts or jacknuts, across the whole width of the opening during periods of Hurricane warning. 6. USE 6.1 Application for building permit shall be accompanied by two copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Completely dimensioned drawing showing size and location, including: height above grade, of openings to receive shutters; mean roof height, length and width of building. 6.1.3 Duplicate prints of approved drawings No. 95 -330, Sheets 1 through 6 of 6, bearing the approval stamp, Notice of Acceptance number and date by Dade County Product Control Section, clearly marked to show the components selected for the proposed installation. 6.2 The Building Official shall ensure the adequacy of shutter to meet the pressure requirement of the opening in which it is to be installed. 6.3 This approval renews Notice of Acceptance No. 96- 0620.02, dated 06/09/97. JL4jL g Ilelmy A. akar, I'.F..- Plans F.xamincr Product Control I)ivisi f' ' --V ■ T rz (i LOAD DESIGN LOAD Detlec(ior M 2.75" LARGE MISSILE IMPACT TEST (128" SPAN) SFBC PA 201 =94 w /reinf- bolts only SATISFACTORY CTC -95 -022 UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEG. (68" SPAN) -332.8 PSI' CTC -95 -022 - 221.9.1'SF:'' CTC -95 -022 - UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEG. (101` SPAN) -197.6 PSF CTC -9s -022 -131.7 PSF CTC -95-022 . - - UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEG- (128" SPAN) -145.6 PSF CTC -95 -022 -97.1 PST. CTC -95 -022 .', . LARGE MISSILE IMPACT TEST (101" Span) SFBC PA 201 -94 w /rcinf. bars do bolts SATISFACTORY HETI- 94 -292b - Max. 1.75" CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 POSITIVE +72.0 PSF IIETI -94 -292b +55.4 PSF IIETI -94 -2926 CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 NEGATIVE -95.0 PSF HIETI -94 -292b -73.1 PSF IIL-TI -94 -292b LARGE MISSILE IMPACT TEST (101' Span) SFBC PA 201 -94 w /rcinf. holes only Y SATISFACTORY HETI -94 -3956 Mu. 2.50" CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 POSITIVE +93.0 PSF l-IETI.94-39Sb + - 7 1.s rsF IIETI.94 -395b CYCLIC WIND PRESSURE TEST SI'uC PA 203 -94 NEGATIVE -94.0 PSF I IETI.94 -395b -72.3 PSF IIEll -94 -3956 UNIFORM STATIC AIR PRESSURE TEST sax: 1'A 202 -94 POSITIVE (96" Span) +108.00 PSF CRL- S102IC 472.0 PSF CRT_- S1021C Q Dcsicn 1.09" UNIFORM STATIC Alit PRESSURE TEST SFBC PA 202 -94 NEGATIVE (96" Span) - 108.00 PSI' CR1-- S1021C -72.01 PSF CRT: S1021C LARGE MISSILE IMPACT TEST (104" Span) SFBC 1'A 201 -94 w/o rcini bars or bolls SATISFACTORY CTC -96 -007 Max. 2.50' CYCLIC WIND PRESSURE TEST (104" Span) SFBC PA 203-94 (POSITIVE) w/o rcinf. bars or bolts +71.5 PSF CTC -96 -007 +55.01'SF CTC- 96-007 __ CYCLIC WEND PRESSURE TEST (104" Span) SFBC PA 203 -94 (NEGATIVE) w/o rcint. bars or bolls -97.5 PSF CTC -96 -007 -75.0 PSF. CFC -96 -007 LARGE MISSILE IMPACT TEST (I04" Span) SFBC PA 201 -94 w/o reini bars or bolts SATISFACTORY CTC- 96 -007R • Max. 2.50" LARGE MISSILE IMPACT TEST (136' Span) SFBC PA 201 -94 w/o rcint bars or bolts SATISFACTORY CTC- 96.007R - Max 3.50" CYCLIC WIND PRESSURE TEST (104" Span) SFIIC PA 26.1-y4 (POSITIVE) w/o rcinf. bars or bolts +71.5 PSF C'fC- 1 � 6 -96 SS.0 0 C "fC- 96 -00 ___ CYCI -IC WIND PRESSURE TEST (104 " Span) SFl1C PA 203 -94 (NEGATIVE) w/o rcinf Kars or bolts -•_ - -, - 97.5I'SI' CTC- 96 -007R -81.2 PSI - -_ CI C-9 PSI' C'fC•96 0078 -- _. __ I INIFOItM STATIC AIR PRESSURE TEST(I76" Span) SFIIC I'A 202-94 (NEGATIVE) w/o rcinf. hers nr bolts - f' fr:- re-96-007R (t ACCEPTANCE NO. 97- 0620.01 APPROVED : ' . ! 7 7 77 _ 1 =0. 1 -99 EXPIRES _ : It 1 0 200 7. TESTS PERFORMED TESTS: NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS RESULTS: IiClmy A akar, P.E.- ('fans Fxamincr Product Conit Division IIurst Amami!, l.o., Iuc. • ACCEI' I ANCi: NO.: : 97- 0620.01 APPROVE() EXPIRES J_1 -0 -9 9 7 JUL 1 0 2000 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 8. EVIDENCE SUBMITTED 8.1 Tests: 8.1.1 Test report on Large Missile Impact and Uniform Static Air Pressure Tcst of "Aluminum' storm panels, prepared by Hurricane Engineering & Testing, Inc., Report No. HETI -94 -2926, dated September 13, 1995, signed and sealed by Hector M. Medina, P.E. 8.1.2 Test report on Uniform Static Air Pressure Tcst of "Aluminum" stonn panels, prepared by Construction Research Laboratory, Inc., Report No. CRL - 1021 C, dated August 17, 1994, signed and scaled by Vipin N. Tolat, P.C. - • 81.3 Test report on Large Missile Impact Test and Cyclic :-Wind Pressure Test of .060" aluminum storm panels, prepared by Hurricane Engineering& Testing 'life.; Report No. 1- IETI- 94 -395b, dated December 14, 1994, signed and sealed by Hector M. Media, P.E. 8.1.4 Test report on Large Missile Impact and Uniform Static Air Pressure Test of 0.063" aluminum storin panels, prepared by Construction Testing Corp., Test Report No. CTC 95 -022 dated 06/09/95, signed and sealed by Christopher Tyson, P.E. 8.1.5 Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of 20 ga. Steel Storm Panels, prepared by Construction Testing Corp., Test Report No. CTC 95 -031 dated August 31, 1995, signed and sealed by Christopher Tyson, P.C. ("Ibis test has been submitted exclusively to verify anchor calculations) 8.1.6 Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of .063" aluminum storm panels, prepared by Construction Testing Corporation, Report No. CTC -96 -007, dated March 14, 1996, signed and sealed by Christopher G. Tyson, P.C. 8.1.7 Test report on Large Missile Impact Test and Uniform Static Air Pressure Test and Cyclic Wind Pressure Test of .063" aluminum storm panels, preparcd by Construction Testing Corporation, Report No. CTC -96 -0078, dated March 14, 1996, signed and scaled by Christopher G. Tyson, P.C. 8.1.8 Test report on Large Missile Impact Test and Uniform Static Air Pressure Test and Cyclic Wind Pressure Test of 20 ga. Steel Storm Panels, prepared by Construction Testing Corporation, Report No. CTC- 96 -006R, dated March 07, 1996, signed and sealed by Christopher G. Tyson, P.E. (This test has been submitted exclusively to verify the T -track and the Epcon anchor calculations as in Samples 1: & B respectively). 8.1.9 Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of 20 ga. Steel Storm Panels, prepared by Construction Testing Corporation, Report No. CTC -95 -031, dated August 31, 1995, signed and sealed by Christopher G. Tyson; P.E. (This test has been submitted exclusively to verify the build out sill mount with out the aluminum tubes as in Sample 0). 8.2 Drawing: 8.2.1 Drawing No. 95 -330, Hurst Aluminum Co., 0.063" Aluminum Storm Panels, Sheets through 6, prepared by Knezevich & Associates, dated 06 /09/95, revision 9 dated 06/113/97, signed and scaled by V.J. Knczcvich, L4.14 ((Amy A. Makar, P.E.- Plans Examiner Product Control Division Hurst Awniu Co., Inc. - 2d - ACCEPTANCE NO:: APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 0620.01 10 1997 JUt 1 0 2000 8.3 Material certification: 8.3.1 Mill Certified Inspection Report of coils, not dated, for Aluminum•Alloy 5052 -132 by American Douglas. Metals, with chemical composition and physical properties. 8.3:2 Tensile Test Report #94 -268 from ATEC Associates, Inc., dated 08/.IO/94:for Aluminum sample IIS 1021, tested per ASTM E8 -93, signed and sealed by. Peter G: Read 8.3.3 Tensile Test Report from HETI, Project MET( 94 -T26a dated 10/03/94 forAluminum sample, tested per ASTM E8 -93;- signed and sealed by Hector M. Medina p 8.3.4 Certified Tensile Test Report by QC Metallurgical, Report No:* SFM= 1307'dated 6/14/95 for 0.063" x 5025 aluminum alloy. 8.4 Calculations: 8.4.1 Comparative Analysis and Anchor Analysis, dated 7/1 1/95, pages I through 23, prepared by Knezevich & Associates, Inc., signed and sealed by V.J. Knezevich, P.E. 8.4.2 Anchorage Calculations for 12 additional details/conditions, Hurst Awning Co., Inc., dater 9/19/95, pages 1 through 37, prepared by Knezcvich & Associates, Inc., signed by V.J. Knezevich P.E. 8.4.3 Calculations for revised anchor schedule and revised storm panel schedule, dated 06/13/96, pages 1 through 30, prepared by Knezevich & Associates, Inc., signed and sealed by V.J. Knezevich, P.E. 8.4.4 Calculations for 0.063" aluminum storm panels, dated 05/06/97, pages 1 through 36, prepared by Knezevich & Associates, Inc., signed and sealed by V.J. Knezcvich, P.G. 8.4.5 Anchor calculations, dated 06/10/97, pages 1 through 10, prepared by Knezcvich & Associates, Inc., signed and sealed by V.J. Knezevich, P.G. I Helmy A. lvlakar, P.E.- Plans Examiner Product Control Division $ .050 - x fV / A U OF F Z u -I „2 .4 =X i o. p 0 X u F N K K g eld L � TS" 1T • (TYP( .090 5= = == .06r (TYP. _1 .09)' TYP. ... 414..._ 2.00' O STUDDED ANGLE SCALE 3 ■ 10 i ALT. LEO DIRECTION- ° OPTIONAL ANGLE SCALE : 3 - WIDTH UNLIMITED r (PERP. TO PfNEI SPAN) TYP. SECTION p 1.. TYPICAL ELEVATION -TYPE I FASTENER p 12 01. TOR DESIGN LOADS LESS MAN OR EQUAL 10 110 PS f. AND pr 0.C. FOR DESIGN LOAD GREATER THAN 110 PS F. - - - -- ExISTIH0 COIKRETE, HOLLOW BLOCK. OR WOOD FRAMING - - 12 00" COVERAGE 13.00 --- FULL PANEL PANEL 1/4-20 MACHINE SCREW S TUO PUNCHED INTO ANGLE (SEE DETAILS POR SPACING) .301 1 .666" HORIZONTAL ====f 1.10 OPTIONAL 2.000 - I 110TE1 r BAR F OAR rRODUC r HARRIET, rnv1AA.I nAnnwO LOCAII0N7 (OPTIONAL LOCATIom L110 CD m PLAN VIEW 2.110 v TOP MOUNT PIECE O2 ,O © ° O 1/4 -20 x)-1/2 - SIDEWALK DOLTS Wf DIE CAST ALUM WASFERED WIIGNUTS FASTENED AT OVERLAPS (SEE PLAN VIEW AND NOTE 01 OPTIONAL 11 1 x 1 A 16 13A. STEEL BAR (SEE PLAN VIEW L NOTE 7& 1"+r•'�"" - BOTTOM MOUNT PIECE ©OTT lO C H (OUTSIDE) r - -{1- - OVERLAP FASTENERS TYP.ISEE NOTE M 61 OHSEXI ALUM ANGLE CLOSURE PIECE: . 2" • BSS MIN. TO 2" • S • 0SS MAx STORM PANEL SCALE 3 . 1' -0 .4 6 `411/1 O 0 WINGNUT SCALE : HALF SIZE SCALE 3•' . 1 -0 J r J w 0 Z WWWW U J N J _. sa << 0 0, g x 1 M y U N A TYP ) (TWO PER HOLE) .050 SPRING LOCKING CLIP (1" WIDE) WIDTH UNLIMITED IPERP. TO PANEL SPAN) TYP SECTION A .063 6- TYPICAL ELEVATION -TYPE II 1 /l MAX 114" HAx (HIS TING CONCRETE. HOLLOW BLOCK. OR WOOD FRAMING HALF PANEL ONE HALF PANEL PER OPENING HAY BE USED AS REQUIRED TO COVER OPENIIIG ONSIDE( PLAN VIEW SCALE IS NOT USED. TABLE 2 - NO BAR W/ BOL TS - IS APPLICABLE TOR SEPARATION ffOM GLASS IS USED. TABLE 7 - BAR W/ BOLTS' IS APPLICABLE FOR SEPARATION FROM GLASS t ° TOUTSIOE) r- SCALE : 3 1' -O TOP MOUNT PIECE 00o 0 OR DIRECT MOUNT OPTIONAL 11 1 x r 16 OA. STEEL BAR (SEE PLAN VIEW 1 NOTE 1 L II BOTTOM MOUNT PIECE ©OR 7O OR DIRECT MOUNT SILL TRACK (W/ 1/4 x 1 -5 /13 SLOT AT 6 0 C - 1/4 -20 x 3 -1/2' SIDEWALK BOLTS W/ 01E CAST ALUM WASHEREO WINGM)T FASTENED AT OVERLAPS. (SEE PLAN VIEW ANO 14071 01 v "h " HEADER SCALE . 3•• . 1•_0•• 0 0 WIOTII UN11<ITED (PERP. TO PANEL SPAR) I ;t (TYP I uH' ° -SS CL SER SPACING RED. FOR DIRECT MOUNT (OUTSIDEI 1.00•• 16 GA. -- TOP MOUNT PIECE 0 O 0 OR DIRECT MOUNT BOTTOM MOUNT PIECE © OR OR DIRECT MOUNT TYPICAL ELEVATION -TYPE III (Ho DOLTS AT PANEL OVERLAPS OR BAR ARE REQUIRED) SCALE : 3 . 1• - R. 2)0' "U" HEADER J 11 1 x 1'x 16 GA STEEL TUBE. TYP (OPTIONAL) SEE NOTE 7 L TYPICAL ELEVATION 4145 ALUM ANGLE CLOSURE PIECE ,' 1.. • 2' • I2S" MIN 40 1- • S . 1 2S' NA x - 0 ANGLE FASTENER p 12 O . C . FOR DESIGN LOADS LESS TRAM OR EOUAL TO IT, P.S.f. AN7p r 0( TOR OE SIGH IOAO GREATER TITAN 110 P S.F ExISTIHG COHLREIE HOLLOW BLOCK OR W000 FR AHIHO 0 200_ ANGLE SCALE : 3•• . 1• -0 SCALE : 3 - 1' -0 GENERAL NOTES 1. THIS SHUTTER SYSTEM 1S DESIGNED W ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE 1911 EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS N ACCORDANCE WITH ASCE 7- 80'MNIMUM DESIGN LOADS FOR BULDWGS AND OTHER STRUCTURES TABLES SHALL BE REFERENCED AT THE APPROPRIATE DESIGN LOAD 3. STORM PANELS SHALL 81 6052 -N32 ALUMlR1H1 ALLOY. 0.063 THICK. WITH Amok Py (BEFORE ROLLING) Of 26 KSl ALL EXTRUSIONS SHOWN SHALL BE 6063 -T6 ALUMINUM ALLOY, U.0.N. E. PRODUCT MARKINGS SHALL BE WITHIN 12 Of ONE END Of THE PANEL WITH A MIN OF ONE MARKING PER PANEL AND SHALL BE LABELED AS FOLLOWS: HURST AWN/HG CO. INC. LOAM. FL DADE COUNTY PRODUCT CONTROL APPROVE0 S. ALL BOLTS AND WASIRRS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 1(51 6. TOP L OOTTON DETAILS SHOWN MAY BE INTERCHANGED AS f1ELD CONDITIONS DICTATE. PANELS HAY BE MOUNTED HORIZONTALLY WHERE APPLKABLE. 7. TYPE I& TYPE E PANELS, OPTIONAL 1 - x 1 - x 16 OA STEEL BAR MAY BE USED TO CONTROL DEFLECTION OP STORM PANEL SYSTEM ON /HSTALLAT10Ni BELOW 30• ABOVE THE GRADE. PROVIDED THAT THE PANEL SPANS USED ARE 101 OR LOSS, THAT DESIGN LOADS ARE BELOW :72 PSF ANO THAT THE SEPARATION FROM GLASS IS 1 -7/0 OR MORE OUT LEIS TITAN 2.5 •. TYPE 1 L IT PANELS SHALL BE FASTENED AT PANEL OVERLAPS AT MIDSPAH W/ 1 /4 -20 x T BOLTS W/ DE CAST ALUM. WAS1£RED WINGNUTS 011 IACKNUTS ISEE TYPICAL ELEVATION). 1CR TYPE TOR 1 PANEL SPANS LESS THAN 33 OVERLAP FASTENERS L TUBULAR DAR ARE NOT REQUIRED HO STEEL BAR OR OVERLAP FASTENERS ARE REQUIRED FOR INSTALLATION TYPE N. (SCE TYPICAL ELEVATION TYPE 101. TYPE 1 L II PANELS UTIL121100 A STEEL B AR SHALL BE FASTENED AT OVERLAPS AT MIOSPAN TO A I • 1 • 16 GAGE STEEL BAR U51N0 1/6 -20 x 3 -1/2' 001 Ts W/ DIE CA5T ALUM. WASI/ERED W1NG11UTS OR JACKNUTS. (SEE TYPICAL ELEVATION(. 9. THE DETAILS ANO SPECIFICATIONS SHOWN HEREIN REPRESENT THE PROOUCTS TESTED FOR IMPACT. CYCLIC AND UNIFORM STATIC AOT PRESSURE TESTING 1N CONFORMANCE WITH DADE COUNTY PROTOCOLS PA 201.202. AND 201. 10. DESIGN IS BASED OH HURRKANE ENGINEERING TESTING NCORPORATED 1)1ET11 TEST REPORTS No. 91 -2320 ANON:. 0L - 3958. CONSTRUCT/OH RESEARCH LABORATORY ICRLI TEST REPORT 140. S1022C. CONSTRUCTION TESTING CORPORATION RTC) TEST REPORT He. 95 -022. 9S -031 ANO 96 -0078. 11. AT LEAST ONE WARNING NOTE PER OPENING SHALL BE PLACED IN A CONSPICUOUS LOCATION ON ANY Of THE COMPONENTS OF THE STORM PANEL SYSTEM ADVISING THE HOME OWNER OR TENANT THAT THE STORM PANELS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL RENfoRCNG BOLTS *NO TUBE ARE PROPERLY INSTALLED WHEN REQUIRED. WARMING LABEL SHALL 0E FASTENED WITH PERMANENT ADHESIVE OR MECHANCALLY. ADDITIONAL WARNING LABEL SHALL BE PLACED WHEN SPRING LOCKING CLIPS ARE USED STATING THAT TWO SPRING LOCKING CLIPS ARE REQUIRED PER HOLE. APPRD!IL) AS COMP! YN,C MIN DE SOUTH ; IOPIDA l PRODUCT ct.i-u l DIMS :Ofl DUIIDINC CODE COMPLIANCE Off IC[ ACCLPMICE ND.T'1-- Q6- Z_a' - 1 ri CL Li U " z Z m _2 Y p II' � PP 0 < bits O �7 Y < • N 09 ooh 4 6 jN g w - a a u <1 L (E a � f FH U NI W N sJ • !1---- z _ Y • x• r I P as >; off: H N0 wi n Ldu Y9 C) Z Y ammimmommei W F. �+ z � o < Q u r A 2 d 0 a .1 0 t A - J n 1C 1 .0 Cr 1 i L '- O < ,,,<O 1 1- t n III a 0 3 z F 3 J • 0 1• No: 983 EXISTING STRUCTURE -- SEE FUN. SEPARATION FROM GLASS SCHEDULE [XIS TING STRUCTURE 6LASS OR DOOR —� GLASS OR DOOR — SEE NIN. SEPARATION FROM GLASS SCHEDULE ENDED - W000 FRAMING ANGLE TO WALL DETAIL ANGLE TO WAIL DETAIL FASTENER. SET ANCHOR SCHEDULE, CONNECTION 'TYPE r ONT. FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE V --- WOOD FRAMING ITYP.1 - - FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION - TYPE 2' 3/0 SCALE : 3" = 1' -0" ONT FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION "TYPE r 1 /4" HA X. 0 Y X u u N J 4 11 E < O Z N O A WALL MOUNT SECTION SCALE : 3 = PANEL TO ANGLE DE TAIL WALL MOUNT SECTION 5 1/C -20 MACHINE SCREW STUD L WINGNUT I6 - O.C. FOR TYPE 1 L N AND II 12 0.C. FOR TYPE N1. PANEL TO ANGLE DETAIL - 1 / 1.- 0 MACHINE SCREW STUD L WINGNUT P 6" 0 C FOR TYPE 1 L R AND 12" 0.1 FOR T YPE 110 GLASS OR DOOR 1 /L" HAX — — I SEE MIN. SEPARATION FRITH GLASS SCHEDULE - I FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION - TYP! T SEE 1IN. SEPARATION FROM GLASS SCHEDULE - GLASS OR DOOR —� ©C0N1 — EO M' •I • • + 0 EDGE 01ST O CEILING /INSIDE MOUNT SECTION B SCALE 3' - 1' -0` 6 - 3/4T . _ 1 /6 -0 • 1 -1 /4" S S. LAG • 12' O.C. W/ 1-112 - PENETRATION1NT0 W000 2 - 1 /l , C_V2' SS LAG SCREW Tp 2•: O.C. MAX W / 1 - 3 /(- P ENETRA TION I N CENTER OF STU05 2 "r6 P 7 WOOD CON 17QTE. T1115 DETAIL HAY 0E USED AT TOP OR 007TOH OF PANELS � _EMBED SCALE )" C-0" NOTE: USE Of 1111501TAlt IS Un1TEp IO' t2 pSF WALE_ MOUNT SECTION — EXISTING STRUCTURE MAX 1/A -20 MACHINE SCREW STUD L WI/WNW p 6" O.C. FOR TYPE 1 L R AND p 12 0.C. FOR TYPE 1N. EXISTING STRUC 1 — FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'T YPE r 1/6-20 HACMNE SCREW STUD 1 WINGNUT p 6" OC FOR TYPE I L ■ AHD 0 12' 0.(. FOR TYPE N. E XIS 11N0 S TRUCTURE 01 GLASS 01)0001) -- SEE HUN SEPARATION FROH GLASS SCHEDULE EXISTING SIRUC FUR[ — EXISTING STRUCTURE GLASS OR 000R EXISTING STRUCTURE EHOED. ITYP d • • SCALE I r 0" W 0 0 W n SEE 1 1N. SEPARATION 11)0)1 GLASS SCHEDULE 1SHEET 3OF61 ©CONY CONT. ITYP. TOP L DOT TON (DIRECT MOUNT) - FASTENER. SEE ANCHOR SCHEOULE, REFERENCE CONNECTION 'TYPE 1' -- FASTENER. SEE ANCHOR SCHEDULE, REFERENCE CONNECTION "'TYPE A' SINE CLOSURE REO'O. (SEE PLAN VIEW( FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION - TYPE 1" t 2 J WALL MOUNT SEC TION 1/4 - 20 MACHINE 80L 1 HUT 0 12' 0C. STAGGERED ITrP, TOP 1 E0110MI - 1 1: z . 4 X 1 C O BUILD -OUT MOUNT SECTION SCALE 3" - 1' -0' AFPkOYE0 AS COMPLYING W;111 fig SOUTH FLORIDA 8LIII DING CODE l DAIL U L 1. Y 16 - 19 81_ PRODUCT COW ROL DIV'SIoN UuILDI)IG CODE � n COMPLI NCE UFFIC[ ACC[PIANf.f N0.'.'l7.1rpZa OJ 1/4" HA X. 1/4 MACHINE SCREW STUD L WINGNUT 0 6' O.C. FOR TYPE 1 L N AND 12 O.C. FOR TYPE 111. U Z `qq h Y AN Olt tn. gkit, z = q Iw v Z u O m X • 7I, 0 Z 4/ w < art J J 0 o ▪ 0 � -- 0Wl � 3 N • �u W O~ S O 13 -2 N N r n C • • • • J N N 1- t- 2 z V W 2 2 O 0 u u r r z z O 0 O 0 u > • s • + 0 0 4 i W N 4 `r 0 OCIIMOMNIONIFIM V.J. NNE CH PROFESS I' Al • dWEER FL PE t•st No O 1 983 dr � .sn by j_ 1)o � •S NOTED l_ J dulOn bT cb•<w •d by� r --- V n "1� vl7c dr•„In0 no 95 -330 -- •n••■ 7 07 6 GLASS OR DOOR 9 CONT. (TYP. 0P L BOTTOM EXISTING 5TRUCTURE- THREE :/4"• W000 LAG SCREWS W/ 2 - /4 - MIN. EMBED. p 24" 0.C. MAX. CONT. L" x .2S0" ALUM. PLATE OVER WOOD MEMBERS EMBED. 5E1 MIN. SEPARATION FROM GLASS SOLED. . Q CONT V4 -20 MACHINE BOOT L NUT • 12 0,C FASTENER. SEE ANCHOR 5(MEDULE.REFERENCE CONNECTION TYPE L" SLOE CLOSURE REO'O. (SEE PLAN MEWL NouSI - THIS DETAIL MAY BE USED At TOP OR DOT TOM OF PANELS. - HEADERS a t CANNOT BE USED 04 COMBOUIT WI H THIS DETAIL. ALT. BUILD -OUT MOUNT SECTION SCALE : 3" • 1' -0 SEE MIN. SEPARATION FROM GLASS SCHEDULE t1 3: I 1 � rm I r l ��ll W .0 ' --- - 0 �r I 13 OESION LOAD • 72 PSFI — 014 5115 BETWEEN TRUSSES kl1 12 O.C. SOFFIT CONNECTION DETAIL SCALE 3" 1' -0" z t d 1/4 -20 MACHINE SCREW STUD L WI NINUT O 4' POR TYP[ I L 2. • 12' O.C.roR TYPE IS. - W000 ROOF TRUSS OR FRAMING MEMBER SHALL. BE PERPENDICULAR TO PANEL STUCCO FINISH OR PLYWOOD SOFFIT 1/4' MAX. E SEE MIN. SEPARATION FROM GLASS SCHEDULE - liQjL THIS 0E1AR. MAY DE 125E0 Al Tor OR BOTTOM OF PANELS. H O WALL MOUNT DETAIL SCALE : 3 • 1' -0' �— 1 - - - - EXIS SIRUCT URE SCHE RE E R FAST 11 :1144.0_ C 1 2041 GYP[ 14 - 20 MAC1*N! BOLT W N10 4 0 A 2 6 FOR TYPE 1 L ■ 2. I2" O C � O_R TYP[ m. — GLASS OR 00014 - 2' • 2 • .093 - ALUH. STUD ANGLE 3/4' P(YW000 I 1- z SU 4 s - 2" x 4" x 1/0" CONT. ALUM. TUBE 160 63-161 I/4 - • RAWL CALK -IN • 7" O.C. WITH 110" 4101. EMB. M CONC. OR HOLLOW BLOCK OR 1 /4y LAO SCREW � 12 O.C. W/ 1 - 1/2 - MIH EMB 111 WOOD. W000 SMALL BE OF SPECIFIC GRAVITY - G' OF 0.S5 OT GREATER 1/2`• 111RU BOLT • 12 O.C. /4 "• RAWL CALK -IN p 12' O.C. WITH 1/0 MIN. EMB. of CONC. OR HOLLOW BLOCK OR 1/4'0 LAG %CREW w 24' 0.C. W/ 1 -1/2" MIN. ENE. W WOOD WOOD SHALL BE OF SPECIFIC GRAVITY "G" OF O.SS OR GREATER - HAX. 1/6 TILE ►WISH MATERIAL O 2" • 2' . 1 /0 - CONT. ALUM ANGLE 6063 -T6 IMAX. DESIGN LOAD • 12 PSFI "PASS THRU" DETAIL O SCALE 3" = I 0 .. —` V4 -70 S.S. BOLT L WIHGNUT' PAIN •10 SPAN OR p Sr o.C. MAX. ITYP) 1101. 2" • 2 c .125' CONY 6067 -T1 AL. ALLOY OR 10 GAGE OALV. STEEL ANGLE O1 STORH PANEL — I O CORNER DETAIL SCALE : 3 • E -0" 0 -- © 2' • 2 - • .093 ALUM. STUD ANGLE — TWO -3/16 ALUM. POP RIVETS 0 12" O.C. — O STORM PANEL EXISTING STRUCTURE 1/4 - • RAWL CALK -PI pp 6 O.C. W/ 7/0" / 24N. EMB. IN CONC. W/ 1/4 -20 MACHINE SCREW NOTE: THIS DETAIL MAY BE USED A T TOP OR OF PANEL. IMAX DE51014 LOAD • 77 PSFI EDGE MOUNT DETAIL SCALE 3" 1' -0 Q 2 • 3` • 1 /0 - OR 2" x 5' x 1 /0" 4063 -76 ALUM. ANGLE pS 2 " x 3 2 /2' TO 2`x5" • 1 /0' 6063 -16 ALUM. ANGLE W/ 1/4'• STUD • 12' O.C. - Of TWO SPRING LOCKING CLIPS PER MOLE 06 "0 C FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION "TYPE 4" (MD. J O ALT. WALL MOUNT W/ SPRING CLIP (SILL ONLY) SCALE: 3" • 1' -0" MT: PANEL LA'M TI/ SHALL. BE LIMITED TO TABLE E TYPE ILL B APPROVED AS COMPLYING Wall ill( SOWN FLORIDA BUILDING cat mu_ LI . _ J U _ 13 BY PRODUCE CONEROL DIVISION BUILDING C00[ COM 01IICE ACCEPTANCE N0. L Q U J Z 413 r. `13 Y A 2 0. N 00 tag N 4 a. WI- 4 W 1 J t 6 O [ J U OaWw o 3 09_ N ` w w Ot-'O N�s.l MI z se I r .- ant- = OIL IA 01 Ven t z al ��JJ K ET W Yd• • 4 z SN 4 I c 0 0 0 n 0 t i 0 A 0. 0 M 0. � .� �w� .. r V.2. KNCac ICM PRt4(5Sl,J(( E NGIN(ER FL c ns• ILO. p •I Q903 W •wing n0 95 -3 0 0. i 0 I 1 .o..r ur • © r x 7 • 09) ALUM. S rUO ANGLE — 2' • 2 • .055" 6063 -T6 CONT. ALUHL TUBE SCALE )- • 1' -0 3/16" • RAWL CALK -IN • S' O.C. W/ 1' 1101 EI1BE0 INTO CONC. OR HOLLOW STOCK W/ 5/14 -10 MACHINE SCREW 0 2' x S' x 11/0 CONT. ANGLE 6061 -T6 ALUM. W/ 1/4 "• STUO • 12' O.C. p0TEs nos OeTAIL HAY OE USED AT TOP OR SOTTO/10F PANEL. (MAX. DESIGN LOAD • 72 PSF) P O EDGE MOUNT DETAIL SCALE . 3' • 1' -0" - 1/4 -20 MACHINE SCREW • 0' O.C. 1/4'• RAWL CALK -IN W/ 7/0' MIN. EMBED. IN CONC. OR HOLLOW BLOCK p 4" O.C. © 2 - STUDDED ANGLE HOJE■ THIS DETAIL MAY OE USED A TOP OR OOTTOH OF PANEL. IMAX OESIGH LOAD • 12 PSFI X 4 A " - x 2" ALUM. TUBE BUILD -OUT 10 MIN. 112 1114 1/4 RAWL CALK -IN W/ 1/0' MN. EMBED. L p 11- O.C. IN CONC. 011 p T O C. IN HOLLOW BLOCK W1111 V 4 _26 NACN111 SCREW 1/4 MACHINE SOLT .0 12 O.C. (MAX. DESIGN LOAD • 12 PSFI ANGLE TO "U" HEADER BUILD -OUT SCALE 3" • T -0' 2' STUDDED ANGLE 1/4 -20 MACHINE SCREW STUO 0. WINGNUT • 4 - 0.C. FOR TYPE 1L -- 2 a3 "•1/6 606) -T6 ANGLE 1/4 MAX EMBEOi rwo -2" • S • I/0- 604) -T ALUM. ANGLE 2 - • r 1/6- STUOUE ANGLE - EXISTING C.B S — TWO - 1/16 - • CALK -IN 46 ) -1/0 O.C. w/ 1' MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 1 -3/4" MIN. EDGE Ems r. W/ 5/16 -16 MACHINE SCREW 2' x 2'x .093' STUDDED ANGLE A "ILi THIS DETAIL HA OE USED AT TOP OR BOTTOM OF PANEI IMAX OESIGN LOAD , T2 PST) IMAX. OESIGN LOAD a 72 PSFI 2" • 3' • 1/4' x 0' -4 6063 -T4 ALUM. ANGLE ITTP.'(00 L BOTTOM) 012 SINS p 12' O.C. TWO- 1l4 -20 MACHINE SCREWS ALT LEG DIRE(TION STORM PANEL SUPPORT BEAM O SCALE )- . — 1/4 -20 MACHINE SCREW STUD W/ WING NUT 4' O.C. TO PANEL ANGLE CONNECTION - STUDDED STORM PANEL 1/4 -20 MACHINE SCREW STUO W/ NUT p 4' O.C. ANGLE TO ANGLE CONNECTION — THREE -1/4"47 RAWL CALK -IN • 4' O.C. W/ 7/0 MIN. EHOEO. IN CONC. W/ 1/4 -20 MACHINE SCREW - 2 - x 7 - • 9' -7' MAX. TI.0.1) Tv.0.0S5" 6067 -16 ALUM LAP SEAM 1/4'• TNRU 001. T • 12' O.C. ANGLE TO ANGLE CONNECTION - 1/4'• RAWL CALK -IN p 1r O.C. W/ 7/0 MIN. EMOEO. INTO CONCRETE W/ 1/4 -20 MACHINE SCREW 1 NRl .5'T SCALE )" . 13 1/4 -20 STUD INTERIOR FASTENING ANGLE ASSEMBLY SCALE. 1 -1 /2 - P -O . Z -urMN. 2" 1, 6067- 6 ANGLE NOM THIS DETAIL HAY Bt USED AT TOP OR BOTTOM OF PANEL IMAX 0158011 LOAD • 12 PSFI 3/1 - 4 HOLE FOR FASTENING PANEL 2 "ALUM STUD ANGLE N INTERIOR FASTENING ANGLE ASSEMBLY SCALE, 1 -1/2 • 1' -0" PUNCH /101ES 1N AOJACENT PANELS TO RECEIVE THIS BOLT PLACE PANEL OVER EACH ADJACENT PANEL AND FASTEN WINONUTS FROM THE INSIDE STORM PANEL O ASSEMBLY MOUNT INTERIOR FASTENING DETAIL T SCALE : 3" . l' -0 SCALE. N T S. © 2 " • 2 • .09) STUDDED ANGLE V2 •2"x.093" STUD ANGLE STORM PANEL BUILD - OUT 1/4 -20 MACHINE SCREW STUD W/ NUT • 4 O.C. TWO -I/4 DROP -MI ANCHORp 7' O.C. W/ r MOd. EMBED. IN CONC. (USE WITH DETAIL I) -- 1/4 -20 MACHINE SCREW STUD L WINONUT p 6 D. FOR TYPES 6 11 APPROVED AS COMPLYING WITII Fr+F SOUTH FLORIDA BUILDING CODE DA[ O� I9. .9_ LC(_) PRODUCI COIYTRbt' DIVISION BUILDING COD[ COMPLIANCE OFIICE ACCLPIANCE No. (17 - 64?"). O I 11 C 0 1 L 0 fft • • w N • h t- 3 0 0 • r N r 2 Z O >- 7- 2 u 6 • vs V.I. KNEZEVICN P10W FL • j • • No: PE •11'983 J,U 2 0 1997 .cal• d r...o b1 ASNOl1O e.lOn b► n•c .d by vIK 95- 330 DESIGN WIND LOADS (PSF) TRI B. AREA > 50 SQ. FT. COASTAL OR NON-COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSI TI VE Zone(4) & (5) NEGATIVE I nt. Zone(4) NEGATIVE End Zone(5) 0 -15 40. 6 -43. 4 -51. 4 > 15 -20 44. 1 -47. 1 -55.8 > 20 -25 47.0 -50. 2 -59.5 > 25 -30 49. 5 -52. 9 -62. 7 > 30 -40 53. 8 -57. 4 -68. 0 > 40 -50 57. 3 -61. 2 -72.5 > 50 -60 60. 4 -64. 4 -76. 4 DESIGN WIND LOADS (PSF) TRI B. AREA > 20 SQ. FT. COASTAL OR NON- COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSI TI VE Zone(4) & (5) NEGATI VE Int. Zone(4) NEGATI VE End Zone(5) 0 -15 43.2 -45.9 -57. 2 > 15 - 20 46.9 - 49.9 - 62. 1 > 20-25 50. 0 -53. 1 -66. 2 > 25 -30 52. 7 -56, 0 -69. 7 > 30 -40 57.2 -60. 8 -75. 7 > 40 -50 60. 9 -64, 8 -80. 7 > 50 -60 64. 2 -68, 2 -85. 0 DESIGN WIND LOADS (PSF) TRI B. AREA > 50 SQ. FT. COASTAL OR NON-COASTAL BUILDING ZONES MEAN ROOF HEIGHT P❑51 TI VE Zone(4) & (5) NEGATI VE I nt, Zone (4) NEGATI VE End Zone(5) 0 -15 37. 2 -39. 7 -47. 0 > 15 - 20 40.4 43. 1 -43. 1 _ -46. 0 -51. 0 -54. 3 > 20 -25 > 25 -30 45. 4 -48. 4 -57. 2 > 30-40 49. 3 -52. 6 -62. 1 > 40 -50 52. 5 -56.0 -66.2 > 50 -60 55. 4 -59.0 -69. 8 MAXIMUM DESIGN WIND LOADS (PSF) FOR ANY TRIBUTARY AREA DESIGN WIND LOADS (PSF) MEAN ROOF HEIGHT POSI TI VE Zone(4) & (5) TRI B. AREA -> 20 SQ. FT, NEGATI VE End Zone(5) 0 -15 COASTAL OR NON - COASTAL BUILDING ZONES -47.9 MEAN ROOF HEIGHT POSI TI VE Zone(4) & (5) NEGATI VE Int. Zone(4) NEGATI VE End Zone(5) -66.8 0 -15 39.6 -42.0 -52. 1 > 1 5 -20 42.9 -45.6 - 56. 6 > 20 -25 45.8 -48.6 -60. 3 > 25 -30 48. 2 -51. -63. 6 > 30 -40 52. 4 -55.6 -69. 0 > 40 -50 55. 8 -59.3 -73. 6 > 50 -60 58.8 -62.4 -77. 5 MAXIMUM DESIGN WIND LOADS (PSF) FOR ANY TRIBUTARY AREA COASTAL OR NON - COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSI TI VE Zone(4) & (5) NEGATI VE Int. Zone(4) NEGATI VE End Zone(5) 0 -15 45. 1 -47.9 -61.5 > 15 -20 49.0 -52.0 -66.8 > 20 -25 52.2 -55. 4 -71. 2 > 25 -30 55.0 -58.3 -75.0 > 30 -40 59.7 -63.3 -81. 4 > 40 -50 63.7 -67.5 -86.8 > 50-60 67. 1 -71. 1 -91. 4 ASCE 7 -88, 7 -93 DESIGN LOADS FOR COMPONENTS & CLADDINGS BUILDINGS WITH A MEAN ROOF HEIGHT < 60 FT. NOTES. ROOF SLOPE, e > 1 0 ROOF SLOPE, 0 < 1 0 1. TABULATED DESIGN VI ND LOADS ARE BASED ON ASCE 7 -88 AND 7 -93 SPECIFICATIONS FOR COMPONENTS AND CLADDI NGS. THE FOLLOWING DESIGN CRITERIA ARE USED. A. MEAN ROOF HEIGHT LESS THAN OR EQUAL TO 60 FEET. B. BASIC VI ND SPEED. 110 MPH C. AN IMPORTANCE FACTOR OF 1.05 FOR CATEGORY I STRUCTURES. FOR CATEGORY II AND I1I STRUCTURES, MULTIPLY APPLICABLE LOAD BY 1.12. D. TRI BUTARY AREA AS NOTED. �J 2. DESI GN LOADS ARE APPLICABLE FOR COASTAL AND NON - COASTAL BUILDING ZONES. EXPOSURE 'C' IS USED FOR ALL BUILDINGS LESS THAN 60 FEET. 3. POSITIVE AND NEGATI VE LOADS FOR ALL FLOORS ARE BASED UPON THE MEAN ROOF HEIGHT OF THE BUILDING OR STRUCTURE. 4. BUILDING ZONES SHALL BE DETERMINED IN ACCORDANCE VI TH THE DIAGRAM SHOWN. DIMENSION 'n' EQUALS 10% OF MINIMUM BUILDING WIDTH OR 40% OF MEAN ROOF HEIGHT (h), WHICHEVER IS SMALLER, BUT NOT LESS THAN EITHER 4X OF MINIMUM VIDTH OR 3 FEET. 2. 11' 12 5. LINEAR INTERPOLATION MAY BE USED FOR VALUES BETWEEN TABULATED ELEVATI ONS. 6. TRI BUTARY AREA REFERS TO THE AREA OF LOAD THE SYSTEM OR COMPONENT RESISTS. FOR SYSTEMS SUCH AS STORM PANELS AND FOLDING (ACCORDION) SHUTTERS, THE TRIBUTARY AREA MAY BE TAKEN AS• L/ WHERE L = SHUTTER SPAN FOR OTHER SYSTEMS, REFER TO THE ENGINEERED DRAWINGS OR THIS OFFICE FOR APPROPRIATE TRI BUTARY AREA OR USE TABLES DES1 GNATED AS. DESIGN VI ND LOADS FOR ANY TRI BUATARY AREAS. Li V) W F- 4 O 4 > z r 0. I X . I 1 2 I F =Z Q O X 0 ' 0 a 0 J m - ^' 0. m o o lft z . 6 J J Q Q 0 - CC O w 3 o ~ J o n• 5 H0 N NU. U_ 0_ z in O 0 Q 4 o -1 � O o$ to 3 I- w z u z Q • 0 o_ z 0 u _agateW,4., : draMmby. AS-l'OTEO � ` - GG checked by JWK de s. shy by Orawing no. 97 -20 shoat 1 of 1 09/17/97 09:42 MAXIMUM DESIGN WIND LOADS (PSF) FOR ANY TRIBUTARY AREA COASTAL OR NON COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSI TI VE Zone(4) & (5) NEGATI VE Int. Zone(4) NEGATI VE End Zone(5) 0 -15 41. 3 -43. 8 -56. 1 > 15 -20 44. 8 -47. 5 -60. 9 > 20-25 47. 8 -50, 6 -64. 9 > 25 -30 50. 3 -53, 3 -68. 4 > 30 -40 54.7 -57.9 -74. 2 > 40 -50 58.3 -61. 7 -79. 1 > 50 -60 61.4 -65.0 -83. 3 ASCE 7 -88, 7 -93 DESIGN LOADS FOR COMPONENTS & CLADDINGS BUILDINGS WITH A MEAN ROOF HEIGHT < 60 FT. NOTES. ROOF SLOPE, e > 1 0 ROOF SLOPE, 0 < 1 0 1. TABULATED DESIGN VI ND LOADS ARE BASED ON ASCE 7 -88 AND 7 -93 SPECIFICATIONS FOR COMPONENTS AND CLADDI NGS. THE FOLLOWING DESIGN CRITERIA ARE USED. A. MEAN ROOF HEIGHT LESS THAN OR EQUAL TO 60 FEET. B. BASIC VI ND SPEED. 110 MPH C. AN IMPORTANCE FACTOR OF 1.05 FOR CATEGORY I STRUCTURES. FOR CATEGORY II AND I1I STRUCTURES, MULTIPLY APPLICABLE LOAD BY 1.12. D. TRI BUTARY AREA AS NOTED. �J 2. DESI GN LOADS ARE APPLICABLE FOR COASTAL AND NON - COASTAL BUILDING ZONES. EXPOSURE 'C' IS USED FOR ALL BUILDINGS LESS THAN 60 FEET. 3. POSITIVE AND NEGATI VE LOADS FOR ALL FLOORS ARE BASED UPON THE MEAN ROOF HEIGHT OF THE BUILDING OR STRUCTURE. 4. BUILDING ZONES SHALL BE DETERMINED IN ACCORDANCE VI TH THE DIAGRAM SHOWN. DIMENSION 'n' EQUALS 10% OF MINIMUM BUILDING WIDTH OR 40% OF MEAN ROOF HEIGHT (h), WHICHEVER IS SMALLER, BUT NOT LESS THAN EITHER 4X OF MINIMUM VIDTH OR 3 FEET. 2. 11' 12 5. LINEAR INTERPOLATION MAY BE USED FOR VALUES BETWEEN TABULATED ELEVATI ONS. 6. TRI BUTARY AREA REFERS TO THE AREA OF LOAD THE SYSTEM OR COMPONENT RESISTS. FOR SYSTEMS SUCH AS STORM PANELS AND FOLDING (ACCORDION) SHUTTERS, THE TRIBUTARY AREA MAY BE TAKEN AS• L/ WHERE L = SHUTTER SPAN FOR OTHER SYSTEMS, REFER TO THE ENGINEERED DRAWINGS OR THIS OFFICE FOR APPROPRIATE TRI BUTARY AREA OR USE TABLES DES1 GNATED AS. DESIGN VI ND LOADS FOR ANY TRI BUATARY AREAS. Li V) W F- 4 O 4 > z r 0. I X . I 1 2 I F =Z Q O X 0 ' 0 a 0 J m - ^' 0. m o o lft z . 6 J J Q Q 0 - CC O w 3 o ~ J o n• 5 H0 N NU. U_ 0_ z in O 0 Q 4 o -1 � O o$ to 3 I- w z u z Q • 0 o_ z 0 u _agateW,4., : draMmby. AS-l'OTEO � ` - GG checked by JWK de s. shy by Orawing no. 97 -20 shoat 1 of 1 09/17/97 09:42 STORM PANEL SCHEDULE MIN. SEPARATION FROM GLASS SCHEDULE POSITIVE DESIGN LOAD (W) (PSF) MAX. PANEL LENGTH (11 IFT - IN) MINIMUM SEPARATION FOR INSTALLATIONS 30' OR LESS ABOVE GRADE (INCHES) MINIMUM SEPARATION FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (INCHES) I BAR & BOLTS NO BAR W/ BOLTS NO BAR NO BOLTS NO BAR & NO BOLTS 40.0 5- 8 1 -7/8 2 -1/2 2 -1/2 1 -3/8 40.0 8- 5 1 -7/8 2 -1/2 2 -1/2 1 -7/8 40.0 8- 8 - 2 -3/4 2 -1/2 1 -7/8 40.0 11 - 0 - 3 3 -3/8 3 50.0 5- 8 1 -7/8 2 -1/2 2 -1/2 1 -3/8 50.0 8- 5 2 2-1/2 2 -1/2 2 50.0 8- 8 - 2 -3/4 2 -1/2 2 50.0 10 - 0 - 3 3 -3/8 3 60.0 5- 8 1 -7/8 2 -1/2 2 -1/2 1 -1/2 60.0 8- 5 2 2 -1/2 2 -1/2 2 -1/8 60.0 8- 8 - 2 -3/4 2 -1/2 2 -1/4 60.0 9 - 11 - 3 3 -3/8 3 70.0 5- 8 1 -7/8 2 -1/2 2 -1/2 1 -1/2 70.0 8 - 5 2 - 1/4 2 - 1/2 2 - 1/2 2 70.0 8- 8 - 2 -3/4 2 -1/2 2 -3/8 70.0 9 - 7 - 3 3 -3/8 3 80.0 5- 8 - 2 - 1/2 2 -1/2 1 -1/2 80.0 8 5 - 2 -1/2 2 -1/2 2 -1/2 80.0 8- 8 - 2 -3/4 2 -1/2 2 - 5/8 80.0 9- 3 - 3 3 - 3/8 3 90.0 4- 0 - 2 -1/2 2 -1/2 1 -1/4 90.0 8- 5 - 2 -5/8 2 -5/8 2 -5/0 90.0 8 - 8 - 2 -3/4 2 -3/4 2 -3/4 90.0 9 -0 - 3 3 -3/8 3 100.0 4- 0 - 2 -1/2 2 -1/2 1 -1/4 100.0 8 - 5 2 -3/4 2 -3/4 2 -3/4 100.0 8- 8 - 2 -7/8 2 -7/8 2 -7/8 100.0 8- 9 - 3 3 -3/8 3 110.0 4- 0 - 2 -1/2 2 -1/2 1 -3/8 110.0 6- 0 - 2 -1/2 2 -1/2 1 -5/8 110.0 8- 5 - 2 -7/8 2 -7/8 2 -7/8 110.0 8- 7 - _ 3 3 3 120.0 3 - 0 - 2 -1/2 2 -1/2 -- - 1 -1/4 - - 120.0 5- 0 - 2 -1/2 2 -1/2 1 -1/2 1200 8 -4 - 3 3 3 STORM PANEL SCHEDULE TYPE I TYPE 11 TYPE 111 FOR ALL MOUNTING CONDITIONS AT TOP (STUDS (B) 6" O.C.FOR "F" TRACK AND STUD ANGLE MOUNTS AT BOTTOM) FOR STUD ANGLE MOUNTS OR 'F' TRACK MOUNTS W/ STUDS (u1 6" 0.C., DIRECT MOUNTS W/ ANCHORS @ 6" 0.1. (REQUIRED AT TOP AND BOTTOM) ' FOR STUD ANGLE MOUNTS. "F" TRACK MOUNTS. OR DIRECT MOUNTS © 12" 0.0 IN NEGATIVE DESIGN LOAD (W) (PSF) O ABOVE CONDITIONS TOP & BOTTOM W/ NO SPRING LOCKING CLIP O ABOVE CONDITIONS AT TOP & SPRING LOCKING CLIP AT BOTTOM L max. (FT -IN) L max. IFT -IN) L max. (FT -IN) L max. (FT -IN) 40.0 8 -5 10 -8 11 - 0 8 -8 50.0 8 -5 10 -5 10 - 8 -8 60.0 8 - 5 9- 11 9 -11 8 - 7 70.0 8- 5 9- 7 8- 9 7- 4 75.0 8 -0 9 -5 8 -5 6- 10 80.0 7- 6 9- 3 _ 7- 8 6- 5 90.0 6 8 9- 0 6- 10 5- 9 100.0 6- 0 8- 9 6- 2 5- 2 110.0 5 6 8- 7 5- 7 4- 8 120.0 5- 0 8- 4 5- 1 4- 3 130.0 4- 7 8- 2 4- 9 3- 11 140.0 4- 3 7- 10 4- 4 3- 8 150.0 4- 0 7- 4 4- 1 3- 5 160.0 3 9 6- 11 3- 10 3- 2 170.0 3 6 6- 6 3- 7 3- 0 180.0 3- 4 6- 1 3 5 2- 10 190.0 3 - 2 5 -9 3 -3 2-8 200.0 3 -0 5 -6 3 -) 1 2- 7 210.0 2- 10 5- 3 2 11 2- 5 220.0 2 - 9 5 -0 2 -9 2 - 230.0 2 -7 4 -9 2 -8 2 -3 A 1 1k NOTE FOR TYPE 111 - NO BOLTS ARE REQUIRED TO HOLD PANEL SEAMS TOGETHER. APPROVED AS COMPLYING WITH THE SOUEN FLORIDA WADING CODE GY F - PRODUCT CONIRO1 DIVISION RUUUhIG CODE CO�MPLI/AN�CL OFFICE ACCEPTANCE NO.� Z0•( ) 95 -33 •h•.1 7 Of 0 0 1997 4/11 r :.,. �a.. T - I 41 HOTGO; 60 l - lrh. cl.•d - b/I [ dr su CC ZE 1- j W0 V1 Y O J I- CC CC u 48 3 O J O I ANCHOR SCHEDULE SPACING MUSES) REOUMEE) FOR VARIOUS DESIGN LOADS AND SPANS FASTENER SPACING (1NCHESI ANCHOR SCHEDULE LOADS ANO SPAN% REQUIRED FOR VARIOUS DESIGN ANCHOR TYPE LOAD (WI PSF MAX. 2_ EDGE DISTANCE 3' EDGE DISTANCE 5•_O- MAX SPAN 8' 4 MAX. SPAN 11• -4'• MAX. SPAN S• -0" MAX. SPAN e• -S MAX. SPAN 11•-4 MAX. SPAN CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 IIILli•lMIlt1111V!IVIIIAS.,1: 11_,14;-4.6. I NN. ( H1- DHEHT ce 17 11 12 S 3 7 j/ 4 � / 3% 3 12 „ I. 3 V A f2 1/ 12 S 9 7 S t 9 7 3 S �'/� 3 6% 4 4 6 62 t0 S lI 9 3 4 3 S 3 j 4 4 12 12 10 4 6 3 6 V A 12 AU' 1 4 72 12 92 7 �� A �� 8 4 j/ 4 e /. e A j 3 5 3 Aar 12 9 ] t �/i//!.8)•11 A' .' 11 4" % %/ A A 230 //.//.Y/�/. 9 6 10 �/.Y/ A 3 7 r % ice/ ��55 / /i✓ / / 7 11 / 48 12 u 11 6 10 3 6 7 7 3 4 L 12 U 12 7 11 4• l 4 0 L s• 4 62 12 6 • S • %/ S 12 S 12 ) 12 17 7 10 5 9 % 4 3 3 t2 12 M. j/ 4 12 1 ]/{� 1/4,-0 w /1- V RAWL 2ANIAC 11Al -N VE' HI. (M6 f DtlNf 72 11 4 11 7 • 5 12 10 8 / 4 j S 12 1212 12 3 4, 12 S 9 4 7 �� Ape 3 � 3 2 ", /' 92 9 4 � 7 6 17 Aar, 7 t 9 A 5 10 3 7 3 6 / , , /,, 11 A ,© /r ✓. / / - / . 230 3 A/i N' A % /. / / / / . �1� / / 55 ' / �/r�� � 9 /M�� r M I p V RAWL 1/4."• RAML CALK W/ WS" E ENT t V4- 2•S •WADI ar SIDEWALK e 014."• WADI Le 12 17 44 • 12 4 6 5 10 11 S 12 17 12 12 10 12 6 10 6 12 3 7 L 62 12 e 12 6 8 3 S 1. t 6 7 12 12 10 12 8 12 11 ] 3 • 7 5 4 TO • j � % � 8 3 3 72 12 6 12 12 12 4 / � 3 6 / j , / /Z 7 1 1 7 92 12 3 S 10 12 �/ 3 • 5 ". j % 9 12 4 9 5 9 A 5 3 6% , 4 j/ 230 4 12 8 / % /j� P 3 .� 'AM' /� /� 6 4 _ -� 11 � 4 3 7 � /4/ ��� ___� / // /-/ / Y/ 12 . w u4-• act) HALE /FEMALE - P E MESEO. a 1/ 4 2. SCREW Id MBED. L 4 -21 fC4 JT O ei C W 12 12 12 S 11 S 7 S 12 12 S 10 12 12 12 10 12 3 9 6 12 ® 6 4 62 12 9 9% 7 6 V //� 4 3 3 4 10 r 3 t 12 12 b 12 a 12 5 7 I. 9 (;— S 3 72 92 1 2 12 S 7 t /�VA 10 3 ,] % 4 A �. j 3 3 7 6% j/ 1/4 %.A�� 3 3 % % 12 7 10 6 10 • 6 4 0 • t 6 12 5 4 �i�/��.lriir/ • 5 8 ,r t 3 6 4 ' j a f . 230 11,1. 1/4 _� 4 0 12 12 S ] / r % 5 %/ P %/ 0 4 3 3 5 % L % ' 3 A / .� ' //' P AV A' % / 3 % jA /� . %jA 6 S 4 3 � '/ ,�,/ !'% j % •/ � • I . 3 3 A � I A/%���/Y 12 17 12 9 12 6 C. 12 10 6 5 11 6 7 5 4 % %/ V/4/0 7 6 5 4 4 e% % P /% S T. 3 3 P /% 3 °i ' / � , GI 62 11 9 7 7 3 /� 6 ©% � % � /% ITW REDHEAD ANCHOR 1-1 /V[ ANCHOR HDED .- MN. EMBED 77 92 B 4 3 6 3 230 la : /4 Antrim _ 62 /A�� /r / P �� � � , �/ /% / / / %/ / ♦ I i / / / / j /%/ ja %�/%/ / / / / ♦ // 12 12 12 12 12 11 12 12 12 12 12 12 12 12 12 12 17 11 11 i. 12 12 II e 1111111N1111t1111111111\ a 12 7 17 6 7 4 i SCREW ROO 72 7 12 9 e 8 7 - ITW (PEON (POKY R / 2" MIN EMBED 92 �/�/ % % j /%/ j� %�� j�% 12 0 12 10 12 __ 12 6 11 j� 6 % / /N / /�� /j/ 230 11 /%/i/% /j/i/% /%%/.% /% 9 .0 5 4 t % FASTENER ANCHOR SCHEDULE SPACING MUSES) REOUMEE) FOR VARIOUS DESIGN LOADS AND SPANS 3ZIf111i:11 S DNIISIX3 ANCHOR TYPE LOAD 1W1 PSF MAX. 2' EDGE DISTANCE 3" EDGE DISTANCE 5•_0• HA X. SPAN e•-S" MAX. SPAN 11• -4" MAX. SPAN s' -0 MAX. SPAN e• -5" MAX. SPAN 11•-4 MAX. SPAN CONNEC 1 TYPE 2 3 1 4 CONNECTION 1 TYPE 2 3 4 CONNEC 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 CONNECTION 1 TYPE 2 3 4 MIN. 3,000 PSI CONCRETE t � Pa11:i1•l 11+ , + , 1+11 + . „, 1 /4 ITV TAPCON V/ 1 - 1/4 - MN. EM8EOICNr 48 12 12 12 12 12 7 10 7 12 4 7 5 12 12 12 12 12 7 12 8 17 4 9 6 62 12 12 12 9 12 4 • ` 5 11 %/ '6 4 12 12 17 It 12 S 10 6 12 3 1 4 72 12 • 11 8 12 3 7 5 9% 5 3 12 9 12 9 12 4 11 S 11 6 4 92 12 5 9 6 10 J V S 3 7 r 4 12 6 11 7 11 / 6 4 • 3 S %� ■ • 3 S 230 7 C 3 ., L l 8 4 L 3 4 X. 48 12 12 12 10 12 S 9 6 12 9 iv %/ j %W 6 S t 4 3 3 t2 12 12 11 12 6 11 6 17 62 12 10 11 7 • 5 12 10 8 3 ALEXI AEI= 7 a 12 1212 12 11 E 12 0 12 4 0 S 16 6 3 w4 6.61/4 2ANA(IU.L 1 N E►EEDN Id/ 1_,/( Hu 72 92 12 12 7 4 10 7 12 9 7 6 17 3 7 t 9 5 3 7 / / � //��� 0 / 4 12 11 230 s/����� %%/ �N �1� / 55 ' / / /�'ii' � 9 ' /�� /�� 12 //1/ 12 / //' 12 • _ //� 12 4/4'• W/ 8 1/t 44 12 12 12 12 12 11 11 12 12 8 9 ,12 12 12 12 12 wll1( H j� nn 62 12 12 12 12 12 7 8 9 12 6 7 12 12 12 12 12 9 12 12 12 6 10 8 RAWL CALK-1N 1Ir J s1 EHIC0$ ( NT 01/4 HEAD* 72 12 12 12 12 12 6 7 8 12 5 6 12 12 12 12 12 7 12 10 12 S 9 7 92 12 9 10 10 12 4 5 6 12 4 4 /�� 4 12 T! 11 3 12 6 12 5 12 8 5 f 9 4 $ 3 17 3 �� 7 �� 6 6 4 230 11 f 4 4 7 �� �i o'Ef} -� 1/ a[o NAL[/F[NALe waft 1 /4 -ze f NEL AMU4 T W/ 1-Vs.- scats/ WI AN CM H a( v 48 12 12 12 10 12 S 7 S 11 S 4 12 12 12 10 12 1 9 6 12 3 62 12 9 10 8 6 7 6 S 12 10 e 3 •/ 6 S l 4 3 3 9% 7 6 V //� 4 3 3 12 10 12 8 12 3 7 4 9 5 3 72 12 7 12 7 10 6 10 3 6 t e/ t 3 92 12 4 *2 4 • 5 0 4 3 6 / / /.�� 230 5 //” ✓,./ , Y % ,V. 5 AiV /i/. ✓� ✓A / // A i'. 1/4 no 48 12 12 12 12 12 7 9 • 12 6 5 12 12 *2 12 12 9 12 10 12 5 9 7 . I n..,,, — 4 62 12 12 11 10 1 2 4 7 6 12 5 4 T2 12 II 12 12 6 9 7 17 3 7 5 MS •ITW REO HEAD OYNASOLT SLEEVE A /. Hal E MBED. 12 12 9 10 • 8 7 12 11 �/ 3 6 4 _ S 4 �/�4 18 8 1 Y % �/ 4 3 __ 12 11 12 11 12 4 8 6 17 3 6 4 92 12 7 5 A � 3 /�+/ 3 /� 12 • 7 10 4 8 3 12 5 3 6 ~ + �// 55 8 X ✓ / / / /�. 4 � 3 230 1 , 1 /4 1 1 48 12 12 12 12 12 l0 11 11 12 l -l� 8 0 12 17 12 12 12 12 2 12 12 8 12 10 NC 62 12 12 1212 12 7 0 • 12 6 6 12 12 12 IT 12 12 8 1 12 11 12 5 10 I • N ^. RAWL DROP L /4 - ID SIDEWALK - 111N . EMeEDMCN1 72 12 12 12 12 12 5 7 7 12 5 5 12 12 12 12 6 12 12 w l 17 12 J o.r. 92 12 8 9 10 12 4 5 6 12 4 4. 12 10 12 S 12 _ 11 S 230 11 4 4 8 / / /��/ %%A 12 3 1 4 4 �i�/ / ANCHOR NOT(5 I. SPANS L LOADS SHOWN HERE ARE FOR ANCHOR SPACNG ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE UNITE° TO 14105E SHOWN N TABLE 1. SHEET S. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL. ANCHOR TYPE AND EDGE DISTANCE. 1. CHOOSE DESIGN LOAD GREATER THAN OR EQUAL TO NEOAUVI DESIGN LOAD ON BULGING AND CHOOSE SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN( REPERENCE SPACING PROM APPROPRIATE COM1(5)ON TYPE. SEE COMIC Void OE TAILS POs IOENTMICATION OP CONNECTION TYPt pwie-outi En.(OICNT AND EDGE EXSTAIEC( EXCLUDES WALL 118541 0R STUCCO 4. s. L. WHERE LAO SCREWS FASTEN 10 NARROW FACE OF STLIO FRAMING. FASTENER SMALL DE LOCA110 N CENTER Of NOMINAL 2" . 4" BIN) W000 STUD. WOOD SHALL OE - SOUTHERN PRE G • 0 S OR GETTER DENSITY 1. ANCHORS SHALL BE INSTALLED N ACCORDANCE WItH WITH KARIJ.ACTURERS RECOHMENOA w/ HIE EMBEDMENT IN01CA1(0 ABOVE B. 1/4 -20 TRUSS ICAO BOLTS MAY DE USED N LKU Of 1/4 -20 SIDEWALK BOLTS • rAIA DESNOHATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES 10. EXISTR46 STRUCTURE MAY 0E (watt TE. HOLLOW BLOCK, OR W000 PRA1b/0. WHESE [XIS TING STRUCTURE IS SHOWN AS CONCRETE. 11 IS FOR PRI SENTATKIN ONLY REFERENCE ANCHOR SCI1EOULE FOR PROPER ANCHOR TYPE BASED ON TYPE OP CKIST0IG STRUCTURE A REQUIRED FOR DIRECT MOIMI A 1 - OR it SPACING ONLY. SPACING NOT TO EXCEED VALUE SPECIFCD N ANCHOR SCHEOLN. t2 t1 ZD N V XK w1-- N O 0 0 2 1T 12 17 12 12 11 12 8 CONNECT( TYPE 12 • 3 12 10 • _1 -1/4- HIM_ 40 Q 1 tl'r% .14. A. — 62 12 7 2 I2 !,11,..;_.11000 - L SCR(w -. -- - - - _. -_ 4// 1 -3 /a PEHE IRA 44041 97 17 (SUEARTO RPC OCULAR ___ __. _ 230 4 !]1m +S++mt 4 0 12 j 62 I2 2 12 IA MALE /FEMALE - - - - - PANELMA TE W/ 1 - /4. 92 M 12 N. EMBED L 1/4 -2D - - _ SIDEWALK 0014 230 B ANCHOR SCHEDUL FASTENER SPACING (INCH15) REQUIRED FOR VARIOUS ANCHOR TYPE 1/4 tem. 1111614'.44 Oi.F'' 1 /a W000LAG SCREW W/ 1 -3/4 PENETRATION (SHEAR PARALLEL TO GRAIN LOAD (WI PSF MAX. 48 62 72 92 230 5• -O MAX. SPAN 3/4 EDGE DISTANCE ON 4 12 12 12 10 L 12 12 10 12 lI 8 12 6 10 12 17 12 12 11 12 17 10 12 12 1 10 12 3 4 5 e• -1' 1E -4 MAX. SPAN MAX. SPAN CONNECTION CONNECTION TYPE TYPE 1 2 3 4 1 2 3 4 12 6 12 9 9 12 7 9 1288 9 5 7 12 • 111 % l 6 12 ©© 6 % 3 4 12 12 5 141; M E DESIGN LOADS AND SPANS APPROVED AS COMPEYING WWI DIE SODUU fWORIOA BUILDING CODE n/� DAT 19`'l BY _ji PRODUCE CONMR01 UIY'SION OUIIDING COLA COMPIIAANCE OFFICE ACCEPTANCE N0. q7 -6660• 61 no U 2 FL I • PE p1 1 1• a H V.J. KNE2E PIRIFES SK71JAI 983 e No. A L _. --. d..4pn by n:. . d hrt l •n..1 I of • - - - 1.. 40 -1r-1 111•.0551 0 0 SCALE. HALF SIZE .052 - .052 J 282 o co 0 048 SCALE. HALF SIZE TYPE 1 TYPE 2 pig .966 1.193 EITHER TYPE 1 OR TYPE 2 SLAT IS ACCEPTABLE. THESE SLATS ARE INTERCHANGEABLE I I fZ I - �t2 1 1 2 4 2.420 N10 x 2" SMS. MANUFACTURED FROM 0410MT OR 18 -8 STAINLESS STEEL W/ XYLAN 5200 FLUOROCARBON COATING IL .460'0 x .050" THICK 300 SERIES STAINLESS STEEL WASHER ITYP. TOP L BOTTOM) .875 .600 41..055 42•.076 3 • .091 .483 1 HEADER -CLG. HEADER O MOUNTED O WALL MOUNTED SCALE. HALF SIZE O 3/8 "0 x 0.90" LONG NYLON BUSHING W/ *10 x 3' SMS. MANUFACTURED FROM M4IOHT STAINLESS STEEL W/ XYLAN 5200 FLUOROCARBON COATING !. .460 - 0 x .050 THICK 300 SERIES STAINLESS STEEL WASHER (TYP. TOP t BOTTOM) SCREW BUSHING & ROLLER/ 0 - BUSHING - ASSEMBLY co 0 O 4 11 SCALE. HALF SIZE .211 N 0 N 0 0 N 4. t3. 0.107 4 - 41..055 42 • .076 43 • .125 3,840 MAX. 42 1.840 0.875 T2) f3 91.5 24'1 0 600y14t1 11T 9i ITC) 1, 1 4,0.32610.620, 1.840 11 0 BUILD-OUT WALL HEADER SCALE. HALF SIZE 2.373 2.775 2.586 1 151 1.350' j .4500" 16 LOCKING CLIP SCALE. HALF SIZE I 41..055 I0 WALKOVER SILL 17 FLOOR MOUNTED SCALE. HALF SIZE SCALE: HALF SIZE .472 I.D. - .612" O.D. O g TYP. SLATS ga ADAPTER SLAT Og CENTER MATE 1 SCALE. HALF SIZE 4 0.483 I2 c. 0 0 0 .0 0 V 0 N } .945 .-4 SILL -WALL 3O MOUNTED SCALE. HALF SIZE 2.795 42 41 • • .055 42 • .076 43 • .097 2.984 . 4 c o l 00 J 095 j I. 4:�- .3A2 - __ 1 .65 2 - - _ 2.101 2.4.20 60011 _, " .620" 11 10 CENTER MATE 2 SCALE HALF SIZE 0 0 T N 0 0 N 4O ADJ. SILL -TOP SCALE. HALF SIZE 1 ' - 0 o 0 NOTES: 1. THIS ACCORDION SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE, 1994. EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC .1085 IN ACCORDANCE WITH ASCE 7 -88 - MINIMUM DESIGN LOADS FOR BUILDINGS ANO OTHER STRUCTURES TABLES SHALL BE REFERENCED AT APPROPRIATE DESIGN LOADS. 3. ALUMINUM EXTRUSIONS SHALL BE 6063 -T6 ALUMINUM ALLOY, U.O.N. 4. EACH SHUTTER ASSEMBLY SHALL BE PERMANENTLY LABELED AT THE BOTTOM END OF THE LOCKING CENTERMATE AS FOLLOWS: HURST AWNING CO.. INC. MIAMI, FLORIDA DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND Wi,;.HERS SHALL BE 2024 -T4 ALUMINUM ALLOY. STAINLESS STEEL, 011 GALVANIZED STEEL WITH A MIN. Fy • 33 KSI. POP RIVETS SHALL DE 3/16'• 5052 ALUM. ALLOY 6. ALL SHUTTERS S.■ALL HAVE A LOCKING MECHANISM AT CENTER OR SIDE CLOSURE WITHIN 18 OF CENTER (VERTICALLY). LOCKING MECHANISM SHALL BE LOCKED TO PROVIDE HURRICANE PROTECTION. 7. THE DETAILS ANO SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT. CYCLIC AND UNIFORM STATIC AIR PRESSURE IN CONFORMANCE W/ MIAMI -DADE COUNTY PROTOCOLS PA 201. 202. AND 203. 8. DESIGN 15 BASED ON CONSTRUCTION TESTING CORPORATION (CTC) TEST REPORT Nc 96 -024 AND 96 -037. 9. TOP DETAILS MAY ALSO BE USED AS SILLS. 10. FLOOR TRACKS MAY BE REMOVABLE AT NON - STACKING LOCATIONS. USE REMOVABLE ANCHORS SUCH AS LACK =IN ANCHORS- .055 11. 5" MAX. ANGLE SCALE. HALF SIZE O ADJ. SILL -BOT. SCALE. HALF SIZE STAINLESS STEEL ASSEMBLY .4600 HOLE 1.100 "'r 7 I �- .251 12 ROLLER ASSEMBLY SCALE. HALF SIZE NYLON WHEEL RIVETED IN PLACE 1.533 .040 - R (TYP) .050 .025 1 1.250 90° END SLAT SCALE. HALF SIZE 1 O 90° END SLAT SCALE. HALF SIZE .050 O FLAT END SLAT SCALE: HALF SIZE .956 13 INSERT SCALE: HALF SIZE 1 14 LOCKING ARM DATE BY PRO 1.250 .322 SCALE: HALF SIZE 1/8" THICK STAINLESS STEEL THE PERMIT MOLDER SHALL VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE TO SUSTAIN THE NEW SUPERIMPOSED LOADS AND TO VERIFY ALL DIMENSIONS AT THE JOB SITE BEFORE COMMENCING WITH THE WORK. 12. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE 29 199g CON�ripL1 DI') ION BUILDING CO � F IANCE OFFICE ACCEPTANCE NO'�I� - 60 0/ J Q W J ,_,^ V/ z _ 0 O Cr O 0 0 0 .1 4 d d••Ign by 1 V w( J -v 001V F © ©0 V.J. ATNRZ PR2FESSKM -_ .■••, 1 Of 6 (ch.cl..d by� l v drav fny no. 98-802 1 Ar 2'x2'x1/3" ALUM. TUBE 6063 -T6 ALLOY SCALE. 3' • 1' -0' rx2'x /8' ALUM. ANGLE 3 *10 TEK SCREWS OR 3- 3/16 ALUM. POP RIVETS (TYP) SCALE, 3' • 1' -0' VARIES - HO LIMIT TYPICAL ELEVATION H.T.S. 2" MIN. FASTENER p 2b - O.C. (USE ANY ANCHOR IN ANCHOR SCHEDULE) OA ALT. CLOSURE DETAIL liQIEI EITHER CONDITION HAY BE TYPICAL FOR EITHER SIDE OD CORNER_CLOSURE- DETAIL LOCKING MECHANISM CAN BE p 18' ABOVE OR BELOW CENTER (SCE NOTE 61 *10 x 1/2 GALVANIZED SMS OR 3/16 "0 ALUM. POP RIVET p 18" O.C. 1" x r x .055' ;1" x 2" x .055 2' x 7' x .05S" 2" x x .055" OR 2" x 5" x .125" AL. ANGLE 010 TEK SCREW OR 3/16"• ALUM. POP RIVET p 24' O.C. (TYP) TWO 1/4"• FASTENERS EACH ANGLE (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) 4 m 0 SCALE. 3" • 1' -0' SCALE. 3" • r - LOCKING ARM g ALIGNMENT BUSHING (NYLON) SCALE: HALF SIZE 2.110 t . 0.200 SCALE: HALF SIZE 0.135 R 0.43S" R 0.375' R Z� INSIDE "T" g HANDLE SHIM (NYLON) FASTENER p 24' O.C. (USE ANY ANCHOR IN ANCHOR SCHEDULE) OB ALT. CLOSURE DETAIL 2"x 2 - x .125' ALUM. ANGLE CONT. 010 x 1/2" GALVANIZED SMS OR 3/16"• ALUM. POP RIVET 1e" O.C. 1 x r x .055' :1" x 2" x .055 2" x 3' x .055" , 2' x 4 x .055" OR 2' x 5" x .125' AL. ANGLE 1/4 -20 TRUSS HEAD BOLTS 1. NUTS W/ LOCK WASHERS p 24' 0.C. EXISTING STRUCTURE HALF OF 0 USE MALE OR FEMALE AS REOUIREO OE ALT -: CORNER- CLOSURE DETAIL FASTENER p 24' 0.C. (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). PN 1 Irk gibig..n' S..�Btinnl �Sr'N1! 11116 zs O (TYP) 6 - 1/2 - V.J. KNEZ�C PROFES SIONAI/ENGNEER FL Lic PE 00' dale No 83 - 1998 ITYP) SINGLE ARM LOCK MIN. SHUTTER SEPARATION FROM GLASS )SEE SCHEDULE SHEET 5) 0.062" THICK RECESSED SILL 3105 -H32 OR 6063 -T6 ALUM. ALLOY (1/8 BELOW CONCRETE) 1 -1/4 t4 SINGLE ARM OR 'T HANDLE LOCKING C MECHANISM AT CENTER OR SIDE OF SHUTTER. LOCK MAY BE INSTALLED ON INSIDE OR OUTSIDE OF SHUTTER SEE FASTENER SCHEDULE OPTIONAL CALL S /6'• HOLE FRO BOTTOM OF EXTRUSION 4 BEFORE ASSEMBLY FOR TRUSS WAD BOLT (TYP) PLAN VIEW SCALE : 3 "• V- 0' MIN. SHUTTER SEPARATION FROM GLASS. (SEE SCMEOULE SHEET S1. DISTANCE TO BE MEASURED FROM BACK OP SHUTTER BLADE OR FROM 'T' HANDLE WHEN HANDLE IS MOUNTED INSIDE. to TYPICAL PLAN VIEW SCALE. 3 • r -0" 1 -1/2" MAX. ir I I O REMOVABLE FLOOR TRACK DETAIL SCALE • 3 - . 1'- 0" JOINT BETWEEN REMOVABLE AND FIxEO SBA ALTERNATE FLOOR- MOUNT DETAIL ALUM. ANGLE W/ 3/16", POP RIVETS p 6" O.C. 1/4" MAX. EXISTING GLASS - EXISTING STRUCTURE 4 1 MIN. 3.000 PSI CONCRETE FASTENER p 24' 0.C. (SEE ANCHOR SCHEDULE POR ANY ACCEPTABLE ANCHOR). NYLON HANDLE OOR Q (DOSS NOT REPLACE - r JW DLE OR S1AGLZ ARM LUCK) OPTIONAL CLOSER HANDLE SECTION L OS SSEMBLY OPTIONAL ACCESS HOLE EXISTING STRUCTURE 4 / / L/ - -! / ' FASTENER'7YPE 4' SEE SECTION H ON SHEET 3 FOR COMPLETE INFORMATION CONCRETE FASTENER (p 8" Q.C. ANY SCHEDULED FASTENEAIIS'OVLD AS COMPLYING W T!. THE ACCEPTABLE SOUTH FLORIDA BUILDING CODE DAT AJE aq 1 9JZ. EY PRODUCT' CONTRV D1V S:GN BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO.gg Q cc 0 0 • C 0 • • v • o • IBC 616 AS NOTED *hoof 2 of 6 07/21/1• (dr•wn by MC d•alon by �ocMad b V JH v JK dr.wIng no. 98 -802 W 0 0 MIN. SHUTTER SEPARATION FROM GLASS 15E1 SCHEDULE SHEET 5) GLASS OR DOOR O WALL MOUNT SECTION G CONT. M/ N</T OPNIt TEK SCREN p 12" 0.C. (TYP, TOP T. BOTTOM) MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET 51 (S /B" - - GLASS N OR DOOR SCALE , 3... V- 0" 11 COHT. 1/2' ALT. ANGLE LEG DIRECTION. REVERSED ANGLE LEG MAY BE FROM ONE ANGLE OR FROM BOTH ANGLES (TYP). FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE r BUT DO NOT EXCEED 6' SPACING 1/2" EMBED. SCALE 13"• 1'- 0" _ ROLLER ASSEMBLY c2 1/2 TYP. EVERY OTHER FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 1' EXISTING CONCRETE MASONRY OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE. TYP. FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 6' BUT DO NOT EXCEED 6' SPACING 9 -3/16" MAX. EXISTING CONCRET! MASONRY OR WOOD STRUCTU SEE ANCHOR SCHEDULE, TYP. FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 1' /1 CONT. 1/2" 1/4' MAX. 1 /l MAX, ()CONT. O 0 CONT. 0 CONT. NOTE: BOTTOM MOUNT DETAIL MAY BE USED AT TOP. O BUILD -OUT MOUNT SECTION K /Y t a. • OM O J J W t X t W W M VI PIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDUL1 SHEET 5)- GLASS OR DOOR 3/16 "• POP RIVET OR 012 TEK SCREW p 6' 0.C. ITYP) O 1 O ASSEMBLY 1 "x1 /e ALUM.ANGLE W/ 3/16'• POP RIVETS p 6" O.C. FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 4 NUT 0 12' O C. ITYP. T r / L BO TOM) ROLLER ASSEMBLY 12 TYP. EVERY OTHER O 1/4" MAX. 1 \\ 1/4' MAX. EXISTING CONCRETE. MASONRY OR W000 STRUCTURE. SEE ANCHOR SCHEDULE. TYP. 0 O 0 SCALE : 3 ". 1'- 0" l EDGE 01ST. 1 EDGE DIST. 1 O CEILING /INSIDE MOUNT SECTION GLASS OR DOOR 0 0 W 0 CONT. - FOR LARGER SPANS EXISTING CONCRETE, MASONRY USE TWO 2" s S' AL. A NGLES (SCE OR W000 STRUCTURE. S([ SCHEDULE 1 TYPE C) ANCHOR SCHEDULE, TYP. — R 6-1/2' SPACING tu t o vo SCHEDULE. REFERENCE I FASTENER, 5(E ANCHOR CONNECTION -rent' FAST[N[R, SEE ANCHOR' 1 C?1B(D SCHEDULE. REFERENCE BUT nn NOT EXCEED CONNECTION 'TYPE 2j 1 &0(T _ te TOM jug 1/4" MAX. MN. SHUTTER SEPARATION FROM GLASS ISEE SCIIE0ULE SHEET 5) FASTENER. SCE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 3- 3/ 6 "0 POP RIVET p 6" 0.C. (TYPI 1/4' MAX. OPTIONAL FASTENER LOCATION IN LIEU OF ANGLE SUPPORT - STAGGER ANCHOR 1 /4" OFF CENTER REFERENCE CONNECTION 'TYPE 4' 1/2" SCALE : 3 ". 1'- 0" GLASS OR DOOR EXISTING CONCRETE, MASONRY OR W000 STRUCTURE. SEE ANCHOR SCHEDULE. TYP. FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 2' ®TYP. TOP 1 BOTTOM 0 FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION "TYPE 2' 1/4 MAX. 1/4" MAX. L BUILD -OUT MOUNT SECTION L 3 -3/4" MAX ALT. ANGLE LEG DIRECTION ITYP/7 FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 2" 0 CONT. - FOR LARGER SPANS USE TWO 2" x S' AL ANGLES ISEE SCHEDULE 1 TYPE C) O BUILD -OUT MOUNT SECTION I SCALE : 3". 1'- 0" MIN. SEPARATION FROM GLASS SCHEDULE SHEET 5 /4" MAX. TOP L BOTTOM OM FLOOR MOUNT SECTION SCALE . 3 ". 1'- 0" GLASS OR DOOR ID 0 W N In V.J. KNIEZEV1CH PROFESSIONAL( NEER FL LIc•rf No, PE 0013 01/21/so drown by MC dr.wing no. 98 -802 EMBED 1/SUTTER SEPARATION FR GLASS ISEE SCNEDUL( EMBED Z u 3 u 0 J VI J y t J X 0 X z L v u M u N 1/4" MAX. 1T NM 5) q • }3/16 MAX. SCALE : 3" - 1' - 0" FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION -TYPE 3" EXISTING CONCRETE. MASONRY OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE, TYP. EXISTING CONCRETE. MASONRY OR WOOD STRUCTURE. SEE ANCHOR SCHEDULE. TYP. 2" x 3" x .050' ALUM. TUBE TYP. TOP 1 BOTTOM O BUILDING CODE COMPLIANCE OFFICE ,ACCEPTANCE NO. 4;2d 1/4" MAX 1/4" MAX FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE 1• BUT 00 NOT EXCEED B -1/2" SPACING O BUILD -OUT MOUNT SECTION J APPROVED AS COMPLYING W)TH THI! SOUTH FLORIDA BUILDING CODE DAT E_ S� BY PRODUCT CONTRD! DIVISION q 1 .n.•? 3 or 6 . ALUM BEAM & SHUTTER SCHEDULE ESCRIPTION DESCRIPTION SHUTTER SPAN BEAM SPAN 2" x S" drawing no. 98-802 ablest 4 of 6 Tw ..125" e' -0 0* -1 Tf ..125' 10' -0' 7' -6 2' x e' S' -0' 14' -0' Tw ..072" 8' -0" 12' -0" TV ..224 10' -0' 11' -1 2" x 9' S -0" 1S' -S' Tw ..072" e' -0 13' -2" TV ..224 10' -0' 12' -3" V.J. KT EZEVICN I PROFESSIONAL . NEER FL LIc a No PE Ot 0 :3 4 r r � 2 199' dNs 67/21/16 .cal. 1Idr.wn by AS NOTED MC d..IOn by l(ch.cw.d byl V we l V JK drawing no. 98-802 ablest 4 of 6 EXISTING STRUCTURE THEE 5/16'• CALK-IN p 3 -1/f O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4' MIN. EDGE DIST. GLASS OR DOOR GLASS OR DOOR THREE S/16 CALK-94# 3-1/8' O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4' MIN. EDGE DIST. d 4 ♦ EMB. 4 I N 4 EXISTING STRUCTURE E MB. MN SHUTTER SEPARATION F ROM GLASS N TOP SUPPORT BEAM DETAIL SCALE : 3". V- 0" MIN. SHUTTER SEPARATION FROM GLASS ISEE SCHEDULE SHEET SI ALT. LEO DIRECTION ISEE SCHEDULE SHEET 5) (MAX DESIGN LOAD ± 72 PSF) SCALE i 3". V- 0" 3/16'• POP RIVET OR 012 TEK SCREW 9 6' O.C. 0 1 0 5 ASSEMBLY 1 2 /4 -e 6063 -T6 ALUM. ANGLE THREE -1/4"0 TMRU BOLTS 1" MIN. ACCESS HOLE—. 1 (MAX DESIGN LOAD ± 72 PSF) Tf -- ,p ALUM. BEAM ISEE BEAM 1 SCHEDULE BELOW FOR BEAM DESCRIPTION 1. MAX. HORIZONTAL SPANS) 1/4 -20 S.S. MACHINE SCREW L NUT 0 12' O.C. USE TMRU BOLT OR ACCESS LE AS SHOWN IN DETAL(2 1/4 MAX. O <I Tv 2" x 3"x 1 /4'x0' -B" 6063 -T6 ALUM. ANGLE THREE -1/4'0 THRU BOLTS j1 MNMN. ALT. LEG DIRECTION O BOTTOM SUPPORT BEAM DETAIL f u � r y D Z NU so °' 4 Z 0 L I- O r <Z O X < O I j uON < Za u y NOTE: 3/16 POP RIVET OR *12 TEK SCREW 9 6' O.C. AL. BEAM (SEE BEAM SCHEDULE ABOVE FOR BEAM DESCRIPTION L MAX. HORIZONTAL SPANS) 1/4 -20 S.S. MACHINE SCREW L NUT p 12" O.C. PROVIDE r0 ACCESS HOLE N BOTTOM OF BEAM OR USE THR BOLT AS SHOWN IN DETAIL N) 1. USE BEA SCHE ULE FOR DETAILSOAND�. 2. SHUTTER SPAN TO BE LIMI'i ED TO THOSE SHOWN N TABLE, SHEET S. 3. BEAM SPAN SHALL BE CONSIOERED AS THE DISTANCE FROM (OF SUPPORT TO (01. SUPPORT. GLASS OR DOOR r C =- EMBED. PLYWOOD AND STUCCO FINISH r 3 x I/e" OR r x 4' x ve" 6063 -T6 ALUM. TUBE MIN. SHUTTER SEPARATKNI FROM GLASS ISLE SCHEOULE SHEET S) (MAX. DESIGN LOAD .a ± 72 P.S.F.) O WALL MOUNT SECTION - USING ALUM. TUBE SCALE: 3 - . 1'- 0 GLASS OR DOOR f MIN. SHUTTER SEPARATION FROM GLASS (SEE SCHEDULE SHEET S) PLYWOOD AND STUCCO FINISH I" x 6" P.T. W000 PLATE (MAX DESIGN LOAD O — � 1/4" MAX. 1/4 -20 S.S. MACHINE SCREW & NUT al 12 0.C. PROVIDE 1"0 ACCESS MOLE 9 BACK SIDE FOR FASTENING TWO 1/4'0 S.S. LAG SCREW p 24" O.C. MAX. W/ 1 - PENETRATION IN CENTER OP STUDS 1/4' MAX. FOR WOOD PLATE USE 1/4"0 S.S. LAG SCREW W/ 1 -3/4" PENETRATION A PPROVED AS COMPLYING WITH T!' INTO WOOD PLATE p 12" O.C. SOUTH FLORIDA BUILDING CODE TWO 1/4"• S.S. LAG SCREW U 24" O.C. MAX. W/ 1 -3/4" PENETRATIB L 1 ' JA LE 7!f ` IN CENTER OF STUDS �r -�- ) w u— PRODUCT CONVOL DIVISION BUILDING CODE COMPLIANCE OFFICE ± 72 P.S.F.) ACCEPTANCE NO ( V - D 665.1)5 cy WALL MOUNT SECTION - USING 2_x_6" WOOD PLATE SCALE 3 ". 1'- 0' 5 z z 0 0 0 0 U Q 0 0 1 a T n n Q a. 04 Z n 4 • MAXIMUM ALLOWABLE SPAN SCHEDULE NEO LOAD (PSF) TYPE A ALL MOUNTING CONDT O EXCEPT®I I® (FT - IN) TYPE 8 DETAIL Q OR DETAIL OI W/ SINGLE ANGLE REQUIRED 3 -3/4" MAX. B.O. (FT - IN) TYPE C DETAIL I DOUBLE ANGLE REQUIRED 3 -3/4" MAX. B.O. (FT - IN) TYPE D DETAIL 9 -3/16" MAX. B.O. (FT - IN) 30.0 13- 1 12 -4 13- 1 12-7 38.0 13 - 11 -0 13 -1 11 -2 40.0 12- 11 10-8 12-5 10- 11 48.0 12 -4 9 -9 10 -4 10 -0 52.0 12- 1 9 -4 9-7 9 -7 56.0 11 - 11 9 -0 9 -0 9 -3 61.5 11 - 7 8- 7 8- 7 8- 10 63.3 11 -6 8 - 6 8 -6 8 -8 66.8 10- 11 8 -3 8 -3 8 -5 67.5 10 -9 8 - 3 8 -3 8 -5 71.2 10 - 3 8- 0 8- 0 8- 2 75.0 9 -8 7 -8 7 -8 8 -0 81.4 8- 11 7- 0 7- 0 7- 4 86.8 8 -3 6-7 6 -7 6- 10 91.4 8- 0 6- 3 6- 3 6- 6 100.0 7 -3 5 -9 5 -9 6 -0 110.0 6- 7 5- 2 5- 2 5- 5 120.0 6- 1 4 -9 4 -9 5 -0 130.0 5 -7 4 -5 4 -5 4 -7 140.0 5 -2 4 -1 4- 1 4 -3 150.0 4- 10 3- 10 3 - 10 4 -0 160.0 4 -6 3-7 3 -7 3 -9 170.0 4 -3 3 -4 3- 4 3 -6 180.0 4 -0 3-2 3 -2 3 -4 190.0 3- 10 3-0 3 -0 3- 1 200.0 3 -7 2- 10 2- 10 3-0 210.0 3-5 2 -8 2 -8 2 -l0 MINIMUM SHUTTER SEPARATION FROM GLASS (IN) POSITIVE DESIGN LOAD (W) (PSF) ACTUAL SPAN (FT - IN) MIN. SEPARATION FROM GLASS FOR INSTALLATIONS LESS THAN 30' ABOVE GRADE (INCHES) MIN. SEPARATION FROM GLASS FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (INCHES) 30.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -5/8 8 - 0 2 -7/8 1 -5/8 11 - 0 3 2 -1/8 13 - 1 3 -3/4 2 -3/4 40.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -5/8 8 - 0 2 -7/8 1 -5/8 11 - 0 3 2 -1/4 12 - 11 3 -3/4 3 50.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -5/8 8 - 0 2 -7/8 1 -3/4 11 - 0 3 2 -1/2 12 - 2 3 -3/4 3 60.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -5/8 8 - 0 2 -7/8 1 -3/4 11 - 0 3 1 -3/4 11 - 8 3 -3/4 3 70.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -5/8 8 - 0 2 -7/8 1 -7/8 9 - 6 3 2 -1/4 10 - 4 3 2 -5/8 80.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -3/4 8 - 0 2 -7/8 1 -7/8 11 - 0 3 -1/8 ; 3 -1/8 12 - 1 4 I l 4 90.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -3/4 8 - 0 2 -7/8 2 11 - 0 3 -3/8 3 -3/8 11 - 6 3 -7/8 4 100.0 5 - 0 2 -7/8 1 -1/2 7 - 0 2 -7/8 1 -3/4 8 - 0 2 -7/8 2 9 - 0 3 2 -3/4 10 - 3 3 3 A 8 1 E 1 NOTES: 1. REFERENCE APPROPRIATE COLUMN IN TABLE 1 BASED ON MOUNTING CONDITION IN FIELD. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. 3. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. SHUTTER SPAN. 4. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. SHUTTER SEPARATION FROM GLASS. A 8 L E 2 APPROVED AS COMPLYING W;TH THE SOUTH FLORIDA BUILDING CODE DATESU & ?ci 19 BY PRODUCT CONTROL DIVI.S:ON BUILDING - CODE COMPLIANCE OFFICE ACCEPTANCE NO. nnpn �PDC .06 FL Wins* No: PE 0983 ANCHOR SCHEDULE FASTENER SPACING REQUIRED (INCHES O.C.) FOR VARIOUS DESIGN LOADS ANCHOR TYPE 1/4 "0 ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT 1111111111111111111111111111111 % 1/4 "0 RAWL CALK -IN W/ 7/8" MIN. EMBEDMENT E, 1/4 -20 BOLT bk 1/4 "m RAWL ZAMAC NAILIN W/ 1 -1/8" MIN. EMBEDMENT 1/4 "0 FEMALE "PANELMATE" W/ 1 -1/4" MIN. EMBEDMENT E. 1/4 -20 MACHINE SCREW : h i ll MIM 1 i 1/4 "0 ITW TAPCON W/ 1 -1/4" MIN. EMBEDMENT �111111111111111111111111N111111 ►> 1/4 "0 RAWL CALK -IN W/ 7/8" MIN. EMBEDMENT & 1/4 -20 BOLT 1/4 "0 RAWL ZAMAC NAILIN W/ 1 -1/8" MIN. EMBEDMENT 1/4 "0 FEMALE "PANELMATE" W/ 1 -1/4" MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW NEG. LOAD (W) P.S.F. MAX. (SEE NOTE 11 vv BI d4 12 12 10 12 12 8 8 12 7 4 11 5 4 11 5 12 12 11 12 12 9 12 12 7 7 12 6 7 12 6 12 12 6 3 3 12 11 6 3 3 12 9 12 7 11 6 9 4 9 12 12 11 8 8 4 8 6 5 4 4 6 12 6 4 11 5 4 11 5 4 11 5 4 11 5 10 12 7 7 12 6 7 12 6 7 12 6 7 12 6 5 3 3 3 3 5 3 3 3 3 10 9 9 9 9 10 8 8 8 8 5 4 4 4 4 4 4 4 4 4 3 3 3 7 7 7 3 7 3 6 3 4 3 3 3 3 4 ©o 1111 AA 6 4 � 12 12 12 // 12 12 11 1212 10 10 12 7 3 9 5 A A 12 12 11 i , � ( d4 12 12 12 • 8 , 121210 6 12 12 12 12 12 12 12 12 12 12 12 9 4 12 7 12 12 12 12 12 12 12 12 12 12 12 12 9 12 10 12 12 11 12 12 8 12 12 7 7 9 5 12 12 8 11 11 7 6 9 6 10 9 12 12 12 10 3 12 12 12 9 3 12 12 12 12 10 12 12 12 12 9 12 12 10 8 5 12 10 8 6 4 7 7 11 9 9 9 7 9 7 6 4 4 3 3 3 3 3 3 4 3 10 9 4 5 4 9 4 9 4 48 62 72 92 210 48 62 72 92 210 48 62 72 92 210 48 62 72 92 210 48 62 72 92 210 48 62 72 92 210 72 92 210 48 62 72 92 210 2 EDGE DISTANCE 3" EDGE DISTANCE SPANS UP TO SPANS UP TO SPANS UP TO SPANS UP TO 5•-8" 8' -0" 13' -1" 5' -8" (SEE NOTE 1) (SEE NOTE 1) (SEE NOTE 1) (SEE NOTE 1) ON T 2 12 12 1 12 12 12 11 4 12 12 12 12 12 12 12 12 12 12 12 12 7 12 12 12 9 3 12 12 12 9 3 12 12 10 6 12 12 12 8 3 12 11 10 6 !, 12 12 12 9 12 12 11 12 9 12 12 12 12 8 12 12 10 8 5 12 12 12 10 7 48 62 12 11 10 8 5 12 12 12 12 3 8 4 NECTION YPE 3 4 5 12 11 C 1 10 7 5 12 12 11 8 6 12 10 8 6 4 11 8 7 5 4 9 6 6 4 3 9 7 6 5 3 9 7 6 4 3 11 8 7 3 ON T 2 8 3 8 4 NECTION C YPE 3 4 5 1 4 3 ON T 2 8 3 8 4 NECTION C YPE 3 4 5 1 9 ON T 2 12 3 9 4 NECTION YPE 3 4 5 11 8 7 5 4 12 12 12 10 7 9 7 4 3 8 6 12 12 7 5 6 11 6 4 3 9 4 A 3 3 9 4/A 6 12 12 : 3 6 8 12 12 10 4 4 6 SPANS UP TO (SEE NOTE 1) C 12 12 9 4 4 12 12 12 9 9 12 12 7 3 3 12 9 4 3 ONNECTION TYPE 2 3 4 5 12 12 12 10 12 12 12 12 12 12 12 12 12 12 12 10 10 12 9 8 9 4 4 3 3 9 4 6 8 5 7 7 4 4 12 12 12 12 10 10 11 8 7 5 4 5 5 3 3 9 5 4 3 3 3 SPANS UP TO 13'-r (SEE NOTE 1) CON T 1 2 12 4 12 4 12 4 12 4 12 12 12 12 12 12 9 12 5 11 3 10 3 10 3 3 10 10 5 10 3 3 3 3 .1 9 9 7 6 ti 6 6 11 9 9 9 9 7 6 6 3 3 9 4 NECTION YPE 3 4 5 4 4 4 4 4 8 7 7 7 7 3 3 3 e © 7 7 7 7 11 10 8 10 10 10 6 5 5 5 5 5 4 4 4 4 4 Gl V4 G Pr3i 3 A 3 3 3 3 3 3 3 3 3 3 4 4 4 6 5 3 3 5 5 3 3 5 3 4 4 1 4 l 4 ANCHOR SCHEDULE FASTENER SPACING REQUIRED (INCHES 0.C.) FOR VARIOUS DESIGN LOADS O 3 ANCHOR TYPE 1/4"0 W000 LAG SCREW W/ 1 -3/4" MIN. EMBEDMENT SHEAR PARALLEL OR PERPENDICULAR TO WOOD GRAIN 11 1 1 1 11 1 1111111 11 1 1 1 1 1 1 1 1 111► NEG. LOAD (W) P.S.F. MAX. (SEE NOTE 1) 48 62 72 92 210 3/4_ EDGE DISTANCE SPANS UP TO 5' -8" (SEE NOTE 1) CONNECTION TYPE 12 12 12 12 7 12 12 12 12 12 11 8 7 5 7 3 12 12 10 8 6 SPANS UP TO (SEE NOTE 1) CONNECTION TYPE 12 12 12 7 7 12 12 12 12 12 6 5 3 4 11 8 7 6 6 SPANS UP TO (SEE NOTE 1) CONNECTION TYPE 10 7 7 7 12 12 12 12 12 4 4 3 7 6 6 6 6 ANCHOR NOTES: 1. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPAN FOR SPECIFIC LOADS MUST BE UMITED TO THOSE IN TABLE 1. SHEET 5. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. ENTER TABLE WITH THE NEGATIVE DESIGN LOAD AND SHUTTER SPAN OR THE NEXT HIGHEST VALUE SHOWN. 3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. 4. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 5. EXISTING STRUCTURE MAY BE CONCRETE. HOLLOW BLOCK, OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE. 6. MACHINE SCREWS SHALL HAVE A 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. '7. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 8. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF 2x WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. 9. FOR BUILD-OUT MOUNT SECTION 0 ANCHOR SPACING SHALL NOT EXCEED 8-1/2" 0.C. 10. FOR BUILD-OUT MOUNT SECTION 0 ANCHOR SPACING SHALL NOT EXCEED 6" 0.C. DO NOT USE ANCHOR. DAT BY APPROVED AS COMPLYING WITH TIIE SOUTH FLORIDA BUILDING CODE PRO UCT CON r 1( DIVISION' ACCEPTANCE NO. gliA4.4._StD6 VJK MC 98-802 Or•wing no.