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11-959-0000 -P 9`5Y Department of Environmental Resources Management Miami -Dade County Plan Review Summary Process Number: M2011010219 FINAL CORE REVIEW DATE: 9/29/2011 PROJECT DETAILS: FOLIO: 09- 4036 -000 -0030 ADDRESS: 6130 SUNSET DR,, FL PERMIT TYPE DESC.: INT BUILD OUT DISAPPROVAL CODES: OVERALL STATUS: Overall Disapproval CONTACT DETAILS: NAME: SANDY CRUSE EMAIL: PHONE #: 3054960946 Disapproval Code 01: 0294 - Requires Air Section approval for Asbestos. Contact the West Dade office at 11805 Coral Way TASK REVIEWED BY STATUS DATE STATUS Initial Core Review Carlos Estevez 09/27/2011 Reviewed Comments: Interior alteration for retail candy store at Sunset Place. ASBES Review Agustin Socarras 09/28/2011 Disapproved Comments: 9/28/2011: Demolition Plan view in drawing Al -1 shows the project includes the removal of > 160 SF of partition walls, .eilings, floorings, etc. * * * * * * * * ** Pursuant to the Code of Federal Regulations (CFR) 40 CFR 61, subpart M, sect on 145(a) National Emission Standards for Hazardous Air Pollutants (NESHAP), an asbestos survey from a Florida - licensed asbestos consultant is required when the surface area being impacted by the proposed work is equal or greater than 160 square feet / 260 linear feet, (submit copy for DERM records). An asbestos affidavit can be filed to allow your plan approval process to continue while the asbestos survey is being obtained. This document is not an asbestos survey but an agreement to perform one prior to the commencement of work. For additional help contact an asbestos reviewer at (786) 315 -2813 or via e-mail at socara @miamidade.gov. To coordinate a meeting with an asbestos reviewer call 786 - 315 -2844, meetings are held Monday- Friday between 8.00AM to 12.00PM. For more information on asbestos, go to the following link at: http: / /www.miamidade.gov /DERM /pollution_asbestos.asp. Final Core Review Carlos Estevez 09/29/2011 Overall Disapproval PLAN CONDITIONS: NO CONDITIONS PLAN REVIEW FEES (FEES ARE SUBJECT TO CHANGE PENDING FINAL APPROVAL FEE CODE DESCRIPTION USER DATE UNIT TOTAL D034 FastTrack Fee ADMIN 09/27/2011 1 $80.00 D034R FastTrack Fee ADMIN 09/27/2011 1 ($80.00) Total $0.00 FOR MORE INFORMATION PLEASE CONTACT: YOUR DERM CORE REVIEWER: estevc @miamidade.gov rA 1" " DERM PERMITTING AND INPECTION CENTER, 11805 SW 26 ST, 786 - 315 -2800 DERM OVERTOWN TRANSIT CENTER, 701 NW 1 CT, 305 - 372 -6899 Coastal: dermcr @miamidade.gov EQCB: egcb @miamidade.gov Specialty Engineering Reviews (industrial, storage tanks, industrial waste pretreatment, asbestos, paving & drainage, trees): dermengreviews @miamidade.gov Tree Permit applications: dermtreeprogram @miamidade.gov Water Control: dermwatercontrol @ miamidade.gov Wetlands: dermwetlands @miamidade.gov Ak ENGINEERING G R O U P STRUCTURAL CALCULATIONS for It'Sugar — Shops At Sunset Place South Miami, Florida September 2011 ♦ 1328 DECOTo ROAD, SUITE #120 UNION CITY, CALIFORNIA 94587 PH: 510.487.9192 FAX: 510.429.7951 A Sheet No. i of i Job No. 11089.0 TABLE OF CONTENTS DESCRIPTION PAGE Title Sheet T -I Table of Contents Load Table l Lateral Analysis 2 -3 Member Design 4 -13 Storefront Attachment 14 Column Attachment 15 Appendix 16 BY RB DATE 8111 SUBJECT It's Sugar SHEET NO. OF 149 CHKD. BY DATE _ Sunset Mall South Miami FL JOB NO 11089.0 LOAD TABLE: CEILING LOAD DL (PSF) LL (PSF) SNOW (PSF) 5/8" Gyp Board 28 20 0 6X18GA mtl joists @ 16 "OC 10 Mechanical /Electrical 1.0 MISC 12 SUM: 60 200 0.0 WALL LOADS DL (PSF) LL PSF SNOW (PSF) 5/8" Gyp Board. (Both Sides) 56 0 0 6X18GA mtl stud @ 16 "OC 10 MISC 14 SUM: 80 00 0.0 %S� . SI t E S W 51132 ATE OF OR IMP SSIONAL ENG // SIERRA ENGINEERING GROUP BY b DATE 0111 SUBJECT /7` SHEET NO. _� OF CHKD. BY DATE ( Pk JOB. NO. � ,'�}4 GI- O WINO OES/laW P.4 S Y- /so .neti exo mt,o/omelov U ,-6-s1 c",v ye fo ltT ° 2CflF Pl rG' =/ • c--/ O eci r? L -v s SIERRA ENGINEERING GROUP W Title Block Line 1 Title. Job # You can changes this area Dsgnr. using the "Settings' menu item Project Desc : and then using the "Printing & Project Notes Title Block' selection Title Block Line 6 Printed 24 AUG 2011.242PM ASCE 7 -05 Sect 6.4 MMRS:Sim lified Fprces Fil e p12011111089- Ifs Sugar Shops atSunsetlCalcslitsugarec6 r p ENERCALC, INC. 1983 -2009, Ver 6 0 23 r,rr • GROUP Description Wind Load Analytical Values Calculations per IBC 2006 & ASCE 7 -05 V Basic Wind Speed per Sect 6 54 & Figure 1 1 50.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1 -1 II All Buildings and other structures except those listed as Category I, III, and IV Importance Factor per Sect 6 5 5, & Table 6-1 1.00 Exposure Category per 6 5 6 3, 4& 5 Exposure C Mean Roof height 450 It Lambda per Figure 6 2, Pg 40 1.63 Effective Wind Area of Component & Cladding 930 ft A2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 200 psf Topographic Factor Kzt per 6 5 7 2 1.00 Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1 =10 PSF on entire vertical plane Horizontal Pressures .. I Zone A = 54 62 psf Zone. C = 3626 psf Zone B = -28 31 psf Zone D = -2000 psf Vertical Pressures . . Zone E _ -65 64 psf Zone. G = -4559 psf Zone F = -37 33 psf Zone H = -2892 psf Overhangs . Zone Eoh = -9180 psf Zone- Goh = -7191 psf Component & Cladding Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1 =10 PSF on entire vertical plane Design Wind Pressure= Lambda* Kzt ' Importance ' Ps30 per ASCE 7 -05 6 4 21 Eq 6 -1 Roof Zone 1 Positive • 20 000 psf Negative -56 610 psf Roof Zone 2 Positive 20 000 psf Negative - 67.167 psf Roof Zone 3 Positive 20 000 psf Negative -67167 psf Wall Zone 4 Positive 52 632 psf E-- 60 V-6W "I rJL) W I Negative -57834 psf Wall Zone 5 Positive. 52 632 psf Negative -64 413 psf Roof Overhang Zone 2 -37439 psf Roof Overhang Zone 3 -20637 psf BY W7 DATE 90 /11 SUBJECT ( ?-S 61 &42 SHEET NO. 4 OF CHKD. BY DATE JOB. NO. 1/ D�'q• 6 Hc—r11?,E01— GLtc5r- GFjj'W(2 JOIST l: 01 nele - ,OL = G . (2 PS P U s� 3'7f x 1X18 -,20 ��► l �r „�.) C' /G '' o • c . 66tr PG'wr 6vL7- 1 HCfOb- IS/LL /mss F ±7 8 PSF x 4- s' = a &o PGF r- W,n, 43 3 us #5S jX 3 x 'A /7 . �o ur Nl h/ KxNoL, = a4�r�4' = c6, 1960 1-2,,v ,,,,,q ; `1 x-Y = 1734 US rr hLS S Q X 'q* .Si;C- XIAIT- UT SIERRA ENGINEERING GROUP s CFS Version 5.0.3 Section: 362 S 162 -33. sct 362S162 -33, 33 ksi Stud SSMA Library Rev. Date: 1/9/2003 12:00:00 PM By: RSG Software Section Inputs Rebecca Bachar Sierra Engineering Group Material: A653 SQ Grade 33 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in ^6 Torsion Constant Override, J 0 in ^4 Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: Page 1 X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000 1.8125 1.8125 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 - 90.000 0.076500 None 0.000 0.0000 0.2500 z CFS Version 5.0.3 Analysis: Ceiling joist.anl Ceiling Joist Rev. Date: 8/24/2011 3:52:37 PM By: Rebecca Bachar Analysis Inputs Rebecca Bachar Sierra Engineering Group Page 1 Members Section File Revision Date and Time 1 362S162- 33.sct 1/9/2003 12:00:00 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 10.0000 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 1.000 No 1.0000 2 XYT 10.0000 1.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.0000 10.0000 - 0.008000 - 0.008000 k /ft Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.0000 10.0000 - 0.027000 - 0.027000 k /ft Load Combination: D Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D +L +Lr Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 4 Roof Live Load 1.0000 CFS Version 5.0.3 Analysis: Ceiling joist.anl Rebecca Bachar Ceiling Joist Sierra Engineering Group Rev. Date: 8/24/2011 3:52:37 PM By: Rebecca Bachar Load Combination: D +L +S Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 4 Snow Load 1.0000 Load Combination: 0.75(D +W) Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.7500 2 Dead Load 0.7500 3 Wind Load 0.7500 Load Combination: 0.75(D +E) Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.7500 2 Dead Load 0.7500 3 Earthquake Load 0.7500 Load Combination: 0.75(D +L +Lr +W) Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.7500 2 Dead Load 0.7500 3 Live Load 0.7500 4 Roof Live Load 0.7500 5 Wind Load 0.7500 Load Combination: 0.75(D +L +Lr +E) Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.7500 2 Dead Load 0.7500 3 Live Load 0.7500 4 Roof Live Load 0.7500 5 Earthquake Load 0.7500 Load Combination: 0.75(D +L +S +W) • Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.7500 2 Dead Load 0.7500 3 Live Load 0.7500 4 Snow Load 0.7500 5 Wind Load 0.7500 Page 2 e CFS Version 5.0.3 Analysis: Ceiling joist.anl Rebecca Bachar Ceiling Joist Sierra Engineering Group Rev. Date: 8/24/2011 3:52:37 PM By- Rebecca Bachar Load Combination: 0.75(D +L +S +E) Specification: 2004 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.7500 2 Dead Load 0.7500 3 Live Load 0.7500 4 Snow Load 0.7500 5 Earthquake Load 0.7500 Member Check - 2004 North American Specification - US (ASD) Load Combination: D Design Parameters at 5.0000 ft: Page 3 Lx 10.0000 ft Ly 10.0000 ft Lt 10.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 362S162- 33.sct Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Total 0.0000 1.3337 0.0000 0.0000 0.0000 Applied 0.0000 1.3337 0.0000 0.0000 0.0000 Strength 0.5752 2.5388 0.4356 0.9669 1.2013 Effective section properties at applied loads: Ae 0.26211 in ^2 Ixe 0.55123 in ^4 Iye 0.09935 in ^4 Sxe(t) 0.30413 in ^3 Sye(1) 0.18503 in ^3 Sxe(b) 0.30413 in ^3 Sye(r) 0.09131 in ^3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.525 + 0.000 = 0.525 <= 1.0 NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.525 + 0.000 = 0.525 <= 1.0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sgrt(0.061 + 0.000)= 0.247 <= 1.0 NAS Eq. C3.3.1 -1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Web Crippling Check - 2004 North American Specification - US (ASD) Load Combination: D Parameters at 0.0000 ft: Total Load: 0.044456 k on bottom flange Total Moment: 0.0000 k -in Bearing: 1.0000 in Flange fastened to bearing surface: No Distance from edge of bearing to edge of opposite load: 10.0000 ft Section: 362S162- 33.sct Applied Load: 0.04446 k on bottom flange Applied Moment: 0.0000 k -in Distance from edge of bearing to end of member: 0.0000 ft Part Elem Calculation Type Pa (k) Pay (k) Notes 1 3 Cee, US -EOF 0.13076 0.13076 Web Crippling Strength 0.13076 Web Crippling Check: 0.04446 k <= 0.13076 k CFS Version 5.0.3 Analysis: Ceiling joist.anl Ceiling Joist Rev. Date: 8/24/2011 3.52:37 PM By: Rebecca Bachar Moment Check: Interaction Equations NAS Eq. C3.5.1 -1 (P, M) Page 4 Rebecca Bachar Sierra Engineering Group 0.0000 k -in <= 5.4088 k -in 0.167 + 0.000 = 0.167 <= 0.782 I Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title - Job # Dsgnr. Project Desc : Project Notes Title Block Line 6 Pooled 25 AUG 2011. 933AM Steel Column File p 12011111089 It's Sugar Shops at SunsehCalcsld'sugar ec6 ENERCALC,INC 1983- 20o9,Ver 5023. Description: Header General Information Steel Section Name: HSS3X3X114 Analysis Method : 2006 IBC & ASCE 7 -05 Steel Stress Grade Location Fy Steel Yield 46 0 ksi E Elastic Bending Modulus 29,000.0 ksi Load Combination • Allowable Stress La Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 4 0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X -X (width) axis: Fully braced against buckling along X -X Axis Y -Y (depth) axis Fully braced against buckling along Y -Y Axis Applied Loads + Bending Service loads entered Load Factors will be applied for calculations Column self weight included: 35112 Ibs' Dead Load Factor Status Location BENDING LOADS ... PASS 2.01 ft Lat Uniform Load creating Mx -x, W = 0 4340 k/ft PASS 2 01 ft Lat. Uniform Load creating My -y, D = 0.0240 k/ft PASS 2 01 It DESIGN SUMMARY PASS 2.01 ft Bending & Shear Check Results PASS 1 99 ft PASS Max Axial+Bending Stress Ratio = 0.1612 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+W +H Top along X -X 0 0480 k Location of max above base 2013 It Bottom along X -X 0 0480 k At maximum location values are HSS3X3X1 /4 Top along Y -Y 0 8680 k Pu Axial 003511 k Bottom along Y -Y 0 8680 k Pn I Omega . Allowable 67 210 k u M-x Applied -0 8680 k -ft Maximum SERVICE Load Deflections . . Mu -x/ Omega Allowable 5 693 k -ft Along Y -Y -0 02885 in at 2 013ft above base for load combination W Only Mu -y Applied 00480 k -ft Mn -y/ Omega Allowable 5 693 k -ft Along X -X 0 001595 in at 2.013ft above base for load combination • D Only PASS Maximum Shear Stress Ratio = 0.04664 • 1 Load Combination +D +W +H Location of max above base 00 ft At maximum location values are Vu • Applied 08680 k Vn / Omega Allowable 18 611 k Load Combination Results Load Combination +D +D+L+H +D+Lr+H +D +W+H +D+O 750Lr+0.750L+0 750W+H +D+O 750L+0 750S+0 750W+H +0 60D +W+H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0 009 PASS 2.01 ft 0 009 PASS 2 01 ft 0.009 PASS 2 01 It 0 161 PASS 2.01 ft 0.123 PASS 1 99 ft 0 123 PASS 1.99 ft 0 158 PASS 2 01 ft Maximum Shear Ratios Y -Y Axis Reaction Stress Ratio Status Location 0.003 PASS 000 ft 0.003 PASS 0.00 ft 0 003 PASS 000 ft 0.047 PASS 000 ft 0 035 PASS 000 ft 0 035 PASS 000 ft 0 047 PASS 000 ft Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0048 0 048 W Only 0 868 -0868 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max X -X Deflection Distance Max Y -Y Deflection Distance D Only 0 0016 in 2 013 ft 0 000 in 0 000 ft W Only 0 0000 in 0 000 ft -0 029 in 2 013 ft Steel Section Properties : HSS3X3X1 /4 l( Title Block Line 1 Title . Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.. and then using the "Printing & Project Notes . Title Block' selection. Title Block Line 6 Punted 25 AUG 2011, 9 33A Steel column File. p12011111089- Ifs Sugar Shops at SunseACalcslit'sugar ec6 ENERCALC, INC 1983-2009' Ver 6023 0.00 • ENGINEERING-,GROUP Description : Header Steel Section Properties : HSS3X3X114 Depth = 3 000 in I xx = 302 in ^4 J = 5 080 in "4 Web Thick = 0 000 in S xx = 201 in "3 Flange Width = 3 000 in R xx = 1 110 in Flange Thick = 0 250 in Area = 2 440 in "2 1 yy = 3 020 ine4 Weight = 8 778 plf S yy = 2010 in "3 R yy = 1 110 in Ycg = 0 000 in M-Y Loads M-y Loads Z S 3 00in Loads are total entered value Aran s do not reflect absolute direction Title Block Line 1 Title Job # You can changes this area Dsgnr. using the "Settings" menu item Project Desc and then using the "Printing & Project Notes: Title Block' selection. Title Block Line 6 Printed 25 AUG 2011, 9 36A Steel Column File p12011111089 -It's Sugar Shops at SunsellCalcsld 'sugarec6 ENERCALC, INC 1983 -2009, Ver 6 0 23 0.00 • ENGINEERING,.,PROUP Description: Column General Information Steel Section Name: HSS4X4X1 /4 Analysis Method : 2006 IBC & ASCE 7 -05 Steel Stress Grade Location Fy Steel Yield 46 0 ksi E Elastic Bending Modulus 29,000.0 ksi Load Combination: Allowable Stress Code Ref: 2006 IBC, AISC Manual 13th Edition Overall Column Height 11 0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns . X -X (width) axis: Fully braced against buckling along X -X Axis Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads + Bending Service loads entered Load Factors will be applied for calculations Column self weight included: 133 99 Ibs' Dead Load Factor Status Location AXIAL LOADS ... PASS 0.00 ft Axial Load at 10 0 ft, D = 0.0960 k PASS 0 00 ft BENDING LOADS. . PASS 0.00 ft Lat. Point Load at 10 0 ft creating Mx -x, W =1734 k PASS 9 97 ft DESIGN SUMMARY PASS 9 97 ft Bending & Shear Check Results PASS 9 97 ft PASS Max Axial+Bending Stress Ratio = 0.1472 : 1 Maximum SERVICE Load Reactions Load Combination +D +W +H Top along X -X 0 0 k Location of max above base 9.966 ft Bottom along X -X 0 0 k At maximum location values are Top along Y -Y 1 576 k Pu Axial 0.230 k Bottom along Y -Y 0 1576 k Pn / Omega Allowable 92 826 k Mu -x • Applied -1 571 k -ft Maximum SERVICE Load Deflections ... Mn-x/ Omega Allowable 10 765 k -ft Along Y -Y -0 1024 in at 6 349 ft above base for load combination . W Only Mu -y Applied 00 k -ft Mn -y/ Omega Allowable 10 765 k -ft Along X -X 0.0 in at 0 Oft above base for load combination . PASS Maximum Shear Stress Ratio = 0.05863 : 1 Load Combination +D +W +H Location of max above base 10 040 ft At maximum location values are Vu . Applied 1 576 k Vn /Omega Allowable 26 886 k Load Combination Results Load Combination +D +D+L+H +D+Lr+H +D+W+H +D+0.750Lr+O 750L+0 750W+H +D+O 750L+0 750S+0 750W+H +0 60D +W+H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.002 PASS 0 00 ft 0 002 PASS 0.00 ft 0 147 PASS 9 97 ft 0 111 PASS 9 97 ft 0 111 PASS 9 97 ft 0.147 PASS 9.97 It Maximum Shear Ratios Stress Ratio Status Location 0 000 PASS 000 ft 0 000 PASS 000 ft 0 000 PASS 0.00 ft 0 059 PASS 1004 ft 0 044 PASS 1004 ft ,0044 PASS 1004 ft 0 059 PASS 1004 ft Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top W Only Maximum Deflections for Load Combinations - Unfactored Loads 0158 -1576 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0 0000 in 0 000 ft 0 000 in 0 000 ft W Only 0 0000 in 0 000 ft -0102 in 6 349 ft r Steel Section Properties : HSS4X4X1 /4 __ /2 Title Block Line 1 Title : Job # You can changes this area Dsgnr using the "Settings' menu item Project Desc and then using the "Printing & Protect Notes Title Block" selection. Title Block Line 6 Pnnted 25 AUG 2011, 9 36AM Steel Column File p V011111089- Ifs Sugar Strops at SunsehCalcsld'sugar ec6 - _ , ENERCALC,INC 1983.2009,Ver 6023 r.rr • GROUP Description: Column Steel Section Properties . HSS4X4X114 Depth = 4 000 in I xx = 780 in "4 J = 12 800 in "4 Web Thick = 0 000 in S xx = 390 in "3 Flange Width = 4 000 in R xx = 1 520 in Flange Thick = 0 250 in Area = 3 370 in ^2 1 yy = 7 800 ina4 Weight = 12181 plf S yy = 3 900 inA3 R yy = 1 520 in Yog = 0 000 in M -x Loads °o Load 1 i 4 OOm Loads we total entered value Mows do not reflect absotule direction BY__&� DATE / SUBJECT 17-S &1ft& SHEET NO. /9 OF CHKD. BY DATE s'UCA/sb-7 s/Wfs. JOB. NO. 0ael cE�irc s�v2��i2v�vT �TAGft-/ fc"'T l ft4C -t& Y-F = c/' = 10� 6th-,,m 7Y/5V 'f1 ' ►�R x 19SF o,1eoq-r 514 + -V �-1 U L L r i2jv cJ 10'Lc T 2F, r MFoj2e ( N U 14 -X PJ F 50r, -7 } .SL OM-r% r4rr t S AWONo 2 i'YRe C 3 /-rA-X Psi- = /00 S z ffr -' , Oe usV- 411 -,c2!6 ws /,3) c -', . s, ac o` P t4 11- ron/ 4.VC /.,D .` 1o,q 7-AA-1v a AYZW /,/Dl FRA-7 - � . SIERRA ENGINEERING GROUP BY __g-r2 DATE SUBJECT tT s 06A-TL - x-uA .S&r— SHEET NO. /6 OF CHKD. BY DATE 7lh -111 . r-t JOB. NO. / /oog9 0 A- r7- ,V_HNC-A1-r OtLEZ-: R% 3 x rU N-t,5 Ix ,,ubt- r) � oA-►7 = 1, 734 '�- Tat' or ea. TO k) s% vc,r, i � "V _c (0 %.J - lL c/1'P Ur- sI.''tnSo�v :�, G% ,r� {�'� a7 �/ pPd�t✓f: .57111,Z4-i-,� . -73-O 'e- n 3 = a 1170 1_�,A/ 5.a0a 7 cello tti� d�NC i� SIERRA ENGINEERING GROUP /0 s r t(p APPENDIX Z v x z 0 3 z SEE SHEET 3 SEE SHEET 3 '///pS��E'E SHEET 3 QD 7 ANCHORS TYPE A. B OR C ,-2. 3 OR 4 AT JAMB SEE SHEET 8 IMPACT WALL 3000 /L -3000 ALUMINUM WINDOW WALL SYSTEM INSIDE OR OUTSIDE GLAZED WINDOW WALL SYSTEM IS RATED FOR LARGE ,4 SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI DADE COUNTY APPROVED ENTRANCE DOORS CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ) WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REOUIREMENTS OF 2007 FLORIDA BLDG CODE SECTION 2003 8 4 ANCHORS TYPE A. 8 OR C i 2. 3 OR 4 AT EACH SIDE OF MULL-' SEE SHEETS 6 h 8 INSTRUCTIONS: USE CHARTS AS FOLLOWS STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASED ON WIND VELOCITY. BLDG HEIGHT. WIND ZONE USING APPLICABLE ASCE 7 STANDARD STEP 2 SEE CHARTS ON SHEET 3 FOR DESIGN LOAD CAPACITY OF DESIRED GLASS SIZE STEP 3 CHECK MULLION CAPACITY FOR A GIVEN SPACING AND HEIGHT USING CHARTS ON SHEET 4 THRU 7 THE CAPACITY SHOULD EXCEED THE DESIGN LOAD STEP 4 USING CHART ON SHEET 8 SELECT ANCHOR OPTION WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE STEP 5 THE LOWEST VALUE RESULTING FROM STEPS 2. 3 AND 4 SHALL APPLY TO ENTIRE SYSTEM I u x z O D L OPG SEE SHEET 3 �v Z F a IL O o O' 3 Ito 0 a 0,1 4 cy Q6QQ8 0�� Ir In n N QW�f� N p 3 � I 3 � o � � O � N Z nM Z tO m D p e1 e � � W CIVIL pf mml�i�in+ml6 the Ar�p Fu PE / 70592 ow r JN I / i/ r ti CAN 35M Iha_- :, N B I� o ~ ANCHORS TYPE A, B OR C '-2. 3 OR 4 AT JAMB s o, n i 43 n C - -- �v Z F a IL O o O' 3 Ito 0 a 0,1 4 cy Q6QQ8 0�� Ir In n N QW�f� N p 3 � I 3 � o � � O � N Z nM Z tO m PRODUCT COMPLIES WITH REQUIREMENTS OF ANSI Z97 1 ,g, JAVAD AHMAD 1`7:(7UL':T R[VLWGD ' r p e1 N 7 g LL n Z 4' MAX TYP CIVIL pf mml�i�in+ml6 the Ar�p Fu PE / 70592 U MEAD /SILL r ti CAN 35M Iha_- :, CORNERS I� o ~ ANCHORS TYPE A, B OR C '-2. 3 OR 4 AT JAMB O SEE SHEET 8 niT1—T—M'1 PRODUCT COMPLIES WITH REQUIREMENTS OF ANSI Z97 1 ,g, JAVAD AHMAD 1`7:(7UL':T R[VLWGD CIVIL pf mml�i�in+ml6 the Ar�p Fu PE / 70592 r ti CAN 35M Iha_- :, �4TIv„ OAI� ?014 o Y s 8ibm1 r•da PcodK-IC drOwmg no M4r la 98 -42 2 2010 0 —DLOD WIDTH I n U i o 0 DL� 0 WIDTH 0 r � x �i J L J DL� I I I I 0 i Cl DLO WIDTH 1 I Y x fi o ' 0 DL� 0 WIDTH r— —� I I i I I o I fi I o I I D L O WIDTH � I I 0 CI /4' HUT STREN'D GLASS 1/4' HUT STREN'D GLASS r090' INTERLAYER 100' MTERUYER I $AFLE% RIG BY 'SOLUTIA' (- SAFLEX HP PVB BY 'SOLUTIA' LO WIDTH OL, D L O WIDTH D L O WIDTH D L O WIDTH OU pu ox ALLOWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN ABOVE OR SIMILAR CAN BE VERIFIED BY INSCRIBING PICTURE WINDOW SHAPE WITHIN SQUARE DR RECTANGLE AS SHOWN IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES SINGLE LITES MAY BE INSTALLED VERTICALLY AS SHOWN ABOVE OR HORIZONTALLY FOR ALTERNATE SHAPES LIMIT MAX. LOADS TO ±90.0 PSF SEE SHEET 3 FOR OLD WIDTHS AND HEIGHTS USE ANCHOR TYPES A, B OR C AT 4' FROM FRAME ENDS AND 12' 0 C MAX SPACING GLASS TYPES 'A', 'B' OR 'C' SILICONE DOW CORNING 995 GE ULTRAGLAZE SSG4000 TREMCO PROGLAZE SSG GLAZING OPTIONS 9/16' OVERALL LAMINATED GLASS SILICONE DOW CORNING 995 GE ULTRAGLAZE SSC4000 TREMCO PROGLAZE SSG T1 T1 III z m 5 s V I' 3 K W 9A SILCONE x DOW CORNING 995 GE ULTRACLAZE SSG4000 TREMCO PROGLAZE SSG ALTERNATE GLAZING DETAIL it -1/4" HUT STREN D GLASS 1/4' HUT STREN'D CUSS m m 1/4' HUT STREN'D GLASS SILICONE DOW CORNING 995 J m SILICONE SILICONE O DOW CORNING 995 DOW CORNING 99 y/ = mL m I II Z V1 5 I II 2 N 5 K 3 II II D: 3° II li N Z 0 0 0 r 9 p 9 w Sc W 10 �c W 10 W GLASS TYPE 'A' GLASS TYPE 'B' LO WIDTH OL, D L O WIDTH D L O WIDTH D L O WIDTH OU pu ox ALLOWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN ABOVE OR SIMILAR CAN BE VERIFIED BY INSCRIBING PICTURE WINDOW SHAPE WITHIN SQUARE DR RECTANGLE AS SHOWN IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES SINGLE LITES MAY BE INSTALLED VERTICALLY AS SHOWN ABOVE OR HORIZONTALLY FOR ALTERNATE SHAPES LIMIT MAX. LOADS TO ±90.0 PSF SEE SHEET 3 FOR OLD WIDTHS AND HEIGHTS USE ANCHOR TYPES A, B OR C AT 4' FROM FRAME ENDS AND 12' 0 C MAX SPACING GLASS TYPES 'A', 'B' OR 'C' SILICONE DOW CORNING 995 GE ULTRAGLAZE SSG4000 TREMCO PROGLAZE SSG GLAZING OPTIONS 9/16' OVERALL LAMINATED GLASS SILICONE DOW CORNING 995 GE ULTRAGLAZE SSC4000 TREMCO PROGLAZE SSG T1 T1 III z m 5 s V I' 3 K W 9A SILCONE x DOW CORNING 995 GE ULTRACLAZE SSG4000 TREMCO PROGLAZE SSG ALTERNATE GLAZING DETAIL it -1/4" HUT STREN D GLASS m m Z r W Q d n 4' HUT STREN D GLASS J J m fffSo" a' O JSEN T m O W Z Oy S2 Ca g S2 K W 9A Y ] g K ti W ALTERNATE GLAZING DETAIL d2 c u 8 S FOR GLAZING DETAIL 02 ONLY 0 ii OMIT MAX LOADS TO *500 PSF OMIT MAX GLASS AREA TO 29 SO FT °c O Engr UVAD AHMAD PAG."Icl !+L.'i ^. ^.5:1 $' •� CIVIL Ac cur:,:, ••,r —h It. FI. W FLA. PE / 70592 BdtH:;I ..i _ CAN 3576 R. 21pSel.a° Dar, 2014 _ 8 t O PLSdetf draNrng no M 2010 sheet 2 of 1 1 DESIGN LAM CAPACITY - PSF NOMINAL DIPS T CLASS c cuss c cuss DLO 0 01.0 E EXT ( +) E EXT ( +) E EXT ( +) J6' B 99' B B70 1 1000 1 1000 B) 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 870 l loon I I000 B7 0 1 100 0 1 100 0 e7o I I000 I I000 e7o I I000 I I000 B7 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 870 I I000 - - 36 . 8 102' B 870 1 1000 1 1000 B7 0 1 100 0 1 100 0 e7o I I000 I I000 B7 0 1 100 0 1 100 0 e7o I I000 I I000 B7 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 B70 1 1000 1 1000 87 0 1 100 0 1 100 0 e7o I I000 - - 36" 8 _ 8 87 0 1 100 0 1 100 0 B70 1 1000 1 1000 870 1 1000 1 1000 870 1 1000 1 1000 870 1 1000 1 1000 67 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 87 0 1 10 1 100 0 87 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 670 1 1000 1 1000 B7 0 1 100 0 1 100 0 B7 0 1 100 0 1 63" 68' 89' B7 0 1 100 0 1 100 0 B7 0 1 100 0 - - V 00 0 B7 0 100 0 100 0 B7 0 100 0 100 0 87 0 DESIGN LAM CAPACITY - PSF NOMINAL DIPS T CLASS c cuss c cuss DLO 0 01.0 E EXT ( +) E EXT ( +) E EXT ( +) J6' B 99' B B70 1 1000 1 1000 B) 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 870 l loon I I000 B7 0 1 100 0 1 100 0 e7o I I000 I I000 e7o I I000 I I000 B7 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 870 I I000 - - 36 . 8 102' B 870 1 1000 1 1000 B7 0 1 100 0 1 100 0 e7o I I000 I I000 B7 0 1 100 0 1 100 0 e7o I I000 I I000 B7 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 B70 1 1000 1 1000 87 0 1 100 0 1 100 0 e7o I I000 - - 36" 8 _ 8 87 0 1 100 0 1 100 0 B70 1 1000 1 1000 870 1 1000 1 1000 870 1 1000 1 1000 870 1 1000 1 1000 67 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 87 0 1 10 1 100 0 87 0 1 100 0 1 100 0 87 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 670 1 1000 1 1000 B7 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 B7 0 1 100 0 1 100 0 B7 0 1 100 0 - - V DESIGN LOAD CAPACITY -PSF CLASS cuss class NOMINAL DIPS TYPE 'A' TYPE 'B' TYPE 'C' D L 0 DLO EXT ( +) EXT ( +) EXT (+) WIDTH HEIGHT IM ( -) IM ( -) IM ( -) J6' B70 1000 1000 39' 87 0 100 0 100 0 12" 87 0 100 0 100 0 15' 870 IOpO 1000 111' +e' e7o I000 I000 51' 87 0 100 0 100 0 5/' 87 0 100 0 100 0 56' 67 0 100 0 97 9 97' 87 0 100 0 - 36' B7 0 100 0 100 0 39' 87 0 100 0 100 0 12' B7 0 100 0 100 0 49' B7 0 100 0 100 0 4B' 117' B70 1000 1000 51' 870 ID00 1000 s+" e7o I000 1000 57' 87 0 100 0 - ]6" 870 7000 1000 39' 87 0 100 0 100 0 12' 87 0 100 0 100 0 is• tzo' B7o I000 I000 +e" e7o t000 I000 51' B7 0 100 0 100 0 g1• 870 985 985 DLD DDT �V.V WIDTH WIDTH 1 O� L 0 W O Et C O W N Qf n O J q W °� d c= w0 0 a p�p m O aQ<g 0 ym2 Ic Q Vi n ILZ�= n JO�Q O a H U O 3 � 1 a z m 3 C9 y w Q d1�N J �nh n o Z_ l0 m o J n 3� aZU x N g a O NOTE GLASS CAPACITIES ON THIS SHEET ARE E BASED ON ASTM E1300 -02/04 (3 SEC GUSTS) $ o Ana ^sas o c A 9 - N - o ` o ^ c a� W i 3 En 3AVAHUAp (�. • •`Ev'; &D $ i iTA PE J 70992 MC -" r n:619e PlerldP CAI. 311m BaC ter• - ftc^ Lhl- r201 ¢ 8 5 O J �t droning no ° 98 -42 MAR 2 g 201(1 sheet 3 of 1 1 DESIGN LOAD CAPACITY -PSF GLASS CLASS GLASS NOMINAL DIPS TYPE 'A' TYPE '8' TYPE 'C' D L 0 DLO EICT ( +) E%T ( +) E><T ( +) WIDTH HEIGHT IM (_) OPI ( -) IM ( -) 38' B7 0 100 0 100 0 39• B70 1000 1000 12' 07 0 100 0 100 0 IS' B70 1000 1000 Ie' e7o I000 I000 sl' B7a loco IDOo s4' 87• B7o I000 I000 sr e7o I000 I000 60• 87 0 100 0 100 0 6]' Va701000 100 0 66' I000 69' 100 0 72• I000 ]6' 1000 39" 100 0 /2' 100 0 I9' 87 0 100 0 100 0 IB• 87.0 100 0 100 0 91' B7 0 100 0 100 0 5 +' gp• 87 0 100 0 100 0 57 87 0 100 0 100 0 so• e7o I000 I000 w' �87 I000 I000 66' 1000 1000 69' I000 I000 7T' 0 100 0 100 0 J6' B7 0 100.0 100 0 ]9' 870 1000 1000 42• 87 0 100 D 100 0 ag• B70 1000 1000 IB' 87.0 100 0 100 0 91' B7 0 100 0 100 0 g4' gJ• B7 D 100 0 100 0 s7• e7o I000 t000 60• 87 0 100 0 100 0 63' 87 0 100 0 100 0 66' B70 1000 1000 69' B70 1000 1000 72' B7 0 100 0 - 36' 87 0 100 0 100 0 39' 87 0 100 0 100 0 12" 870 1000 1000 /5' B7 0 100 0 100 0 19• 87 0 100 0 100 0 91• 96" B70 1000 1000 54" 87 0 100 0 100 0 97' B70 1000 1000 60' B7 0 100 0 1000- O = U D = x DLD DDT �V.V WIDTH WIDTH 1 O� L 0 W O Et C O W N Qf n O J q W °� d c= w0 0 a p�p m O aQ<g 0 ym2 Ic Q Vi n ILZ�= n JO�Q O a H U O 3 � 1 a z m 3 C9 y w Q d1�N J �nh n o Z_ l0 m o J n 3� aZU x N g a O NOTE GLASS CAPACITIES ON THIS SHEET ARE E BASED ON ASTM E1300 -02/04 (3 SEC GUSTS) $ o Ana ^sas o c A 9 - N - o ` o ^ c a� W i 3 En 3AVAHUAp (�. • •`Ev'; &D $ i iTA PE J 70992 MC -" r n:619e PlerldP CAI. 311m BaC ter• - ftc^ Lhl- r201 ¢ 8 5 O J �t droning no ° 98 -42 MAR 2 g 201(1 sheet 3 of 1 1 DESIGN LOAD CAPACITY -PSF GLASS CLASS GLASS NOMINAL DIPS TYPE 'A' TYPE '8' TYPE 'C' D L 0 DLO EICT ( +) E%T ( +) E><T ( +) WIDTH HEIGHT IM (_) OPI ( -) IM ( -) 38' B7 0 100 0 100 0 39• B70 1000 1000 12' 07 0 100 0 100 0 IS' B70 1000 1000 Ie' e7o I000 I000 sl' B7a loco IDOo s4' 87• B7o I000 I000 sr e7o I000 I000 60• 87 0 100 0 100 0 6]' Va701000 100 0 66' I000 69' 100 0 72• I000 ]6' 1000 39" 100 0 /2' 100 0 I9' 87 0 100 0 100 0 IB• 87.0 100 0 100 0 91' B7 0 100 0 100 0 5 +' gp• 87 0 100 0 100 0 57 87 0 100 0 100 0 so• e7o I000 I000 w' �87 I000 I000 66' 1000 1000 69' I000 I000 7T' 0 100 0 100 0 J6' B7 0 100.0 100 0 ]9' 870 1000 1000 42• 87 0 100 D 100 0 ag• B70 1000 1000 IB' 87.0 100 0 100 0 91' B7 0 100 0 100 0 g4' gJ• B7 D 100 0 100 0 s7• e7o I000 t000 60• 87 0 100 0 100 0 63' 87 0 100 0 100 0 66' B70 1000 1000 69' B70 1000 1000 72' B7 0 100 0 - 36' 87 0 100 0 100 0 39' 87 0 100 0 100 0 12" 870 1000 1000 /5' B7 0 100 0 100 0 19• 87 0 100 0 100 0 91• 96" B70 1000 1000 54" 87 0 100 0 100 0 97' B70 1000 1000 60' B7 0 100 0 1000- O = U D = x MULLION LOAD CAPACITY - PSF WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT ( +) / INT ( -) EI(T ( +) / INT ( -) 24' 30' 36' 42' 48' 54' 60' 66' 72' 78' 875 1000 875 100 0 875 1000 875 1000 875 1000 87 5 1000 B7 5 1000 87.5 1000 87 s 1000 24' 30' 36' 42' 48' 54' 60' 66' 72' 84' 875 1000 875 1000 875 100.0 a7 5 1000 875 1000 875 1000 a5 6 1000 81 3 1000 785 1000 24' 30' 36' 42' 48' 54' 60' 66' 72' 90' 875 1000 875 1000 87.5 1000 875 1000 81 7 1000 750 1000 70 1 1000 665 1000 639 1000 24' W. 36' 42' 48' 54' 60' 66' 72' 96' 875 1000 875 1000 844 1000 739 1000 56.3 1000 607 1000 564 1000 532 1000 508 1000 24' 30' 36' 42' 48' 54' 60' 66' 72' 102' 875 1000 82.6 1000 699 1000 610 1000 546 I DO 0 498 1000 46 1 959 43 3 90 0 - 856 MULLION LOAD CAPACITY - PSF WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS. WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT ( +) / INT ( -) EX T(+) / (NY(-) 24' 30' 36' 42' 48' 54' 60' 66' 108' 857 1000 693 1000 S8 5 1000 51 0 455 94 9a 7 7 41 4 86 1 382 795 357 743 24' 30' 36' 42' 48' 54' 60' 114' 1 727 1000 587 1000 496 1000 431 897 384 798 348 724 320 667 24' 30' 36' 42' 48' 54' 60' 120' 622 1000 502 1000 423 880 368 765 327 680 296 61 5 272 565 IALUM1409751 1 x5066 FRAME JAMB DOOR MULLION Ix w'e S: w'1 ALUM 18 5717 13 7792 FRAME JAMB DOOR MUU10N x WIDTH (W) - W1 (JAMB) 1: ui Si 1N"3 — tc� ALUM 14 1419 11 61 INTERMEDIATE MULLION ALUM 1 B 6161 1 3 7730 INTERMEDIATE MULLION WITH REINFORCING WIDTH (W) a WI + W2 2 CML FLA. PE / 70592 CAN 3338 V MAR 2 9 Zola YNODUCT RFVLCW m a�cPl7�ey .0 tm 036,L4a 3r.I..k5 Code A V:,-,m No 24Lra- Dote i� Z O Q a " 0 n ♦L O a Vo O m M O`�m�3 N aW3�" w N O Q u71�f � v�i ^ ee � U " 3 C> z a NN � 1 i r 1.nj o Z �0 ao J Z L) O g U (% N _J m Y 8 5 drawing no 98 -42 MULLION LOAD CAPACITY -PSF WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT E7(T ( +) /INT ( -) E7(T ( +) /INT ( -) 24' 30' 36' 42' 48' Sa' 60' 66� 108" 84 2 100 0 67 } 100 0 S6 1 100 0 ae t 100 0 42 1 87 5 37 a 77 8 33 7 70 0 30 6 63 7 24' 30' 36' 42' 48' 54' 60' t 14" 71 6 100 0 S7 3 100 0 47 7 99 3 40 9 85 1 35 6 74 4 }t 8 66 2 28 6 59 6 24' 30' 36" 42' 48" 54' 60" 120' 61 4 100 0 a9 t 100 0 66' 72' 85 1 35 1 72 9 JO 7 6} B 27 3 56 7 24 5 51 1 100 0 S2 9 100 0 a8 5 100 0 24' 30' 36' 42' 48' 54' 60' 66' 72' 96' 87 S 100 0 87 5 100 0 79 9 100 0 6B 5 100 0 S9 9 100 0 SJ 3 100 0 47 9 99 7 4} 6 90 7 39 9 83 1 24' 30' 36' 42" 4B' 54' 60' 66' 72' _ 102 87 5 100 0 79 9 100 0 66 6 100 0 57 1 100 0 50 0 100 0 44 4 92 4 40.0 83 t 36 3 75 6 - 69 3 MULLION LOAD CAPACITY -PSF WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT E7(T ( +) /INT ( -) E7(T ( +) /INT ( -) 24' 30' 36' 42' 48' Sa' 60' 66� 108" 84 2 100 0 67 } 100 0 S6 1 100 0 ae t 100 0 42 1 87 5 37 a 77 8 33 7 70 0 30 6 63 7 24' 30' 36' 42' 48' 54' 60' t 14" 71 6 100 0 S7 3 100 0 47 7 99 3 40 9 85 1 35 6 74 4 }t 8 66 2 28 6 59 6 24' 30' 36" 42' 48" 54' 60" 120' 61 4 100 0 a9 t 100 0 40 9 85 1 35 1 72 9 JO 7 6} B 27 3 56 7 24 5 51 1 INTERMEDIATE HORIZONTALS I m a Z m O m s o S? u Q IJ W s x O o O V WI WI W2 aOwm Oa paao., WIDTH (W) = W1 (JAMB) WIDTH (W) a WI + w2 w a m c 2 Q cc ? 0 _ 0 0. 'ARCH ALUM' DOORS 'ARCH ALUM' DOORS J O�Z J SEE SEPARATE NOA SEE SEPARATE NOA O I`\ I \ I S \ V? I III \ I '+' V a \I = v I \I 3 n NJp krp s 33 I / I I\ III i I z r Yf 1 2 a I j' I I `` III __J L__` I =' _J p Y I I I. WI I. w2 + Wt I WI w2 WI t n m iz n ^ ANCHORS REDO Z w WIDTH (W) ° W1 + W2 SEE DOOR NOA WIDTH (W) WI + w2 8 5 3t` n 2 2 4 J � a zU =off s 'ARCH ALUM' DOORS INTERMEDIATE Q k' SEE SEPARATE NOA HORIZONTAL O A FRAME JAMB INTERMEDIATE - y DOOR MULLION MULWON o € WITHOUT REINFORCING d 4iY wt W2 cod ^R$B 4 0 e = WI + W2 WIDTH (W) 2��ux --• O 9 En r JAV�AHMAp FIA PE 1 70592 Y. r. njf, a� r•4h Iflc Fla -6!a « CA-N 3538 7� -iL..w ccr - Rra rsx * .3 _ k FRAME JAMB INTERMEDIATE ..vmDm DOOR MULLION MULLION 0 PtodaQ dramng no WITH REINFORCING 98 -42 M R 2 0010 onset 5 or T T MULLION LOAD CAPACITY -PSF WITH INTERMEDIATE HORIZONTALS WITHOUT WITH NOMINAL DIMS REINFORCING REINFORCING WIDTH (W) FRAME HEIGHT E%T ( +) /INT /INT ( -) 24' 87 5 100 0 30' 87 5 1000 36' 87 5 100 0 42� 87 5 100 0 48' 78' 87 5 100 0 54' 87:5 1000 60" 82 9 I00 0 66' 75 4 100 0 72' 69 1 100 0 24' 87 5 100 0 30 87 5 100 0 36' 87 5 100 0 42' 87 5 100 0 a8' 84' 87 5 100 0 54' 79 0 100 0 60' 71 I 1000 66" 64 6 100 0 72' S9 2 100 0 24' 87.5 100 0 30' 87 5 100 0 36' B7 5 100 0 42' B3 1 100 0 ae' 90' 72 7 100 0 54' 64 6 100 0 60' 5112 I I I \I = +� Nip \I Nap W I I . I MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCI WIDTH (WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT ( +) INT EXT ( +) IM( -) 60" 30' 33' 36" 39" 42' 48" 54' 96' 102' 71 1 875 681 875 653 875 627 875 603 875 560 87 5 523 a75 72• JO' 33" 36' 39" 42" 45' 54' 645 a75 620 $75 596 a7 5 575 875 355 875 51 a 875 486 875 60. 30' 33" 36" 39' 42' 48" 54' 96' 108' 568 875 545 875 524 875 50.4 875 48.6 875 45.3 875 42.4 87 5 72. 30' 33" 36' 39" 42' 48' 54" 513 87 5 494 875 476 875 460 875 445 875 417 872 392 821 �. 30' 33' 36' 39" 42" 48' 54" 96' 114' 462 875 444 875 428 875 41 2 86 2 39Z 832 372 777 349 729 72' 30' 33' 36' 39' 42' 48' 54' 41 6 875 40 1 839 389 811 37 S 78 4 367 759 341 71 3 322 673 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFORI ODTH ;WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXI (+) INT(_) EXT (4 IM(_ 1. 30" 33" 36' 39" 42' 48' 54' 96' 120' 383 Boo 368 770 355 742 342 71 6 33 1 691 31 0 64 7 291 609 72• 30' 33' 36' 39' 42' 48' 34 } 71 8 332 693 321 671 31 0 649 301 1 679 283 1 592 ANCHORS TOTAL NO OF ANCHORS AT DOOR MULLION HEAD TYPE AT nx 5R-FAT DOOR A 4 3 B 3 x C J x 'ARCH ALUM' DOORS SEE SEPARATE NON Is e r---- 7116-7 - -, hl n A /I u O I III / I t III 1 WIDTH (WI) ANCHORS TOTAL NO OF ANCHORS AT DOOR MULLION SILL TYPE AT FIX LITE I AT DOOR A J 1 2 B 2 2 C 2 2 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFOR( IIDTH :WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT ( +) INT (-) EXT (+ UNIT ( - 60. 30" 33' 36' 39" 42" 48' 54' 90' 96' 850 875 81 3 875 780 875 749 875 72 1 875 670 875 626 875 72" 30' 33' 36' 39' 42. 48" 54• 770 87 S 740 875 71 3 875 687 875 663 875 620 575 58 2 875 60. 30' 1. 36' 39" 42' 48' 90' 102' 670 875 64 3 875 618 875 595 875 573 875 535 87 5 50 1 875 72" 30' 33' 36" 39" 42' 48' 54" 605 875 583 875 562 875 543 875 525 875 492 875 46 3 875 60" 30" 33• 36' 39' 42' 48" 54' 90' 10B" 54 0 875 51 9 875 49 9 875 48 1 875 4 55 87 5 43 4 575 40 8 853 72 . 30' 33' 36' 39' 42" 48" 54' 485 875 468 875 452 875 IS 7 875 42 4 875 39 B B3 3 37 B 786 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFORI nDTH [WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT ( +) INT(_) EXT (+ INT( - 60' 30' 33" 36' 39' 42' 48' 54' 90' 114' 443 875 426 875 41 1 859 39 6 829 383 801 35 9 750 337 706 72' 30• 33' 36' 39' 42' 48' 54• 397 830 383 802 371 1 776 359 75 1 348 728 328 686 31 0 648 60. 30' 73' 36' 39' 42" 48" 54" 90' 120' 369 77 1 355 743 343 71 7 331 692 320 670 300 628 2a 3 592 72' 1. 33' 36' 39 42' 48' 330 690 31 9 668 30 9 64 6 29 9 62 6 290 607 274 573 Z P O� OW L C 05 v O °aa -C Q 8 0 .6 Q; O W � LL y1 JWyk p zz InIWW Q W .I f F 1 3 � o N v Z P 3 (9 p ID cv N '1 :E J M n :) r 1 g Z O m J „ 34 Y � Zs ° V N v ge r- aDUCT REVL= CO^'T%YI"•! -th La Gt9rlap Q C-2. NI:m ° $ I v - 3 3 Engr JAVAD AHMAD CIVIL M PE / 70592 CA-N 3538 9 ZQ�� drOwmg no 98 -42 sheet 5 of 1 1 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING "111111 (WI) WIDTH (W2) LENGTH (A) EENGTH (L) EXT ( +) INT( -) EXT ( +) 01T (-) WIDTH (WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT ( +) INT( -) EXT ( +) INT( -) 60' 30' 33- 36' 39- 42' 48' 54' B4' 90' 87 5 575 60. 30' 33' 36' 39• 42' 48' 54' B4' 108' 51 5 875 875 873 497 875 875 875 479 875 875 875 462 875 872 875 447 875 BID 875 41 9 875 757 875 394 82 4 72' 30' 33' 36' 39' 42' 48" 54' 875 875 72. 1' 33' 36' 39' 42' 48' 54' 462 875 875 875 44 7 675 861 875 432 875 830 875 41 9 875 so t 873 40 6 849 749 875 38 7 Boo 70 3 675 761 757 b. 30' 33' 36' 39' 42' 48' 54' 84' 1 Bfi' 798 87 S 60. 30' 33' 36' 39' 42' 48' 54' 84' 1 I1 4' 426 67 5 766 1 875 41 1 B5 9 737 B75 396 829 709 875 383 BO I 694 875 371 775 638 875 34 8 728 599 875 328 686 72• 30" 33' 36' 39' 42' 48' 54' 1 720 875 72. 1 b' 33' 36' 39' 42' 48' 54' 381 797 694 875 369 77 1 669 875 357 74 7 647 875 346 72 4 625 875 336 703 5117 87 5 31 7 663 553 875 300 628 60' 1' 33' 36' 39' 42' 48' 54' 84' 102' 635 67 5 60. 30' 33' 36' 39' 42' 48' 54' 84 120 357 74 7 61 I 67 5 345 72 1 58 8 875 333 696 567 875 322 673 548 875 31 2 652 512 875 293 61 2 481 875 276 578 72' 30' 33' 36' 39' 42" 48' 571 875 72. 30' 33' 36' 39' 42' 48' 31 9 668 531 87 5 309 64 6 532 875 299 626 S1 5 67 5 290 607 49 9 87 5 282 590 469 875 266 557 Engr JAVAD AHHAD ' F'A N (70SB2 CAN SS3B Pr;Y,DUCT Rv'.Vg= aaronl,rlL04 �0 � MULLION LOAD CAPACITY - PSF Dft 21)14 m4ebsa '56 MULLION LOAD CAPACITY - PSF M 2 20tH 98 -42 sheet 7 of 1 1 AT DOUBLE DOOR WITH TRANSOM AT DOUBLE DOOR WITH TRANSOM �U WITHOUT WITH WITHOUT WITH m NOMINAL DIMS REINFORCING REINFORCING NOMINAL DIMS REINFORCING REINFORCING WIDTH WIDTH LENGTH LENGTH EXT (r) EXT(.) WIDTH WIDTH LENGTH LENGTH EXT (r) E %T( +) Z In (WI) (W2) (A) (L) INT(-) (WI) (W2) (A) (L) INT( -) INf ( -) vl 30' 87.5 JO' 50 3 875 a f 33" 875 33' 484 875 O °o 1. 36" 875 r . 36. 46 7 87 5 w °•% 39" 87 1 39' 45 2 875 G 42' 83 9 42' 43 7 87 5 0 G v 4B' 78 3 48' 41 0 85 8 VAy p m 54' 73 3 54' 386 BOB v S j m 0 30' 80' 90' 675 875 b' 80' IDS" 449 875 0 4 4 4 Nq 0'3 ~O 33' 854 875 33' 435 875 Q; 0 m i g n 72• 36' 823 875 72. 36' 421 875 4= w . 4 c }g' 795 875 39 408 854 42" 76 9 875 42' 39 5 828 Q 48" 72 1 575 48' 374 78 2 O 54' 678 87 5 54' 35 4 74 1 JO' 769 875 W. 41 7 873 33' 73 9 875 33' 402 84 2 60. 36' 71 1 875 60' 76' 38 9 81 3 39' 66 5 875 39' 37 6 78 6 42' 66 2 875 42' 36 4 76 1 48' 61 9 875 48' 342 71 5 54" BD' 98' 581 875 54' 80' 114' 322 67 4 0 m N 4 b' 69 I 875 b' 372 779 J .� y n n 33' 667 875 33' 361 754 \ Z g Imo m 0 72' 36' 64 4 87 5 72. 36' 349 731 39' 62 3 875 1' 339 709 '� 3 z 42" 48' 60 3 875 42' 48' .329 689 = c O S6 7 87 5 31 t 65 1 r 54' S3 5 875 54' 295 61 7 d 30' 61 6 87 5 30' 351 735 33- 593 875 33' 339 709 60" 36' 57 1 875 60. 36' 32 8 68 5 39' 55 1 87 5 39' 31 7 663 42' 533 875 42' 30 7 64 2 48' 499 875 48' 289 60 4 ✓t' 54' 47 0 87 5 54' 272 57 0 c 80' 102' 80' t 20' 30' 55 2 67 5 1' 31 3 655 _ u Y 33' S] ] 875 33' 303 63 4 8 72' 36' 516 B7 5 72. 36' 29 4 61 5 39' 499 875 39' 285 59 7 42' 48 4 875 42' 277 580 48' 54' 436 87 5 48' 26 2 54 9 ) ° 43 I 1 875 Engr JAVAD AHHAD ' F'A N (70SB2 CAN SS3B Pr;Y,DUCT Rv'.Vg= aaronl,rlL04 �0 � li His, Dft 21)14 m4ebsa '56 Y a droWing no M 2 20tH 98 -42 sheet 7 of 1 1 NOMINAL DIMS WIDTH (W) FRAME HEI 24' 30- 36' 42' 48- 78- 54- 60' 66- 72' 24- 30- 36• 4Z' 48' 84' 54' 60- 66- 72' 24- 30' 35' 42' 48' 90' 54' 60- 66' 72' 24' 30' 36' 42' 48' 96- 54- 60' 66' 72' 24- 30' 36' 42- 48' 102' s4- 60' 66' 72' 24' 30' 36- 42' 1 I 108 48' 54' 60' ANCHOR LOAD CAPACITY - EXT ( +) h INT (-) ANCHORS TYPE 'A' I ANCE ANCHORS TYPES. SEE SHEET 9 FOR DESCRIPTION A2 - (2) ANCHORS TYPE 'A' AT JAMB OR EACH SIDE OF MULLION A3 - (3) ANCHORS TYPE 'A' AT JAMB OR EACH SIDE OF MUWON A4 - (4) ANCHORS TYPE 'A' AT JAMB OR EACH SIDE OF MULLION B2 - (2) ANCHORS TYPE 'B' AT JAMB OR EACH SIDE OF MULLION B3 - (3) ANCHORS TYPE 'B' AT JAMB OR EACH SIDE OF MULLION C2 - (2) ANCHORS TYPE 'C' AT JAMB OR EACH SIDE OF MULUON C3 - (3) ANCHORS TYPE 'C' AT JAMB OR EACH SIDE OF UWON ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION INTERMEDIATE `HORIZONTAL WI I W2 I W3 WIDTH (W) - W1 AT FRAME JAMB WIDTH (W) - W2 + W3 AT FRAME MUWON 2 'ARCH ALUM' DOORS SEE SEPARATE NOA U RJP HM � I � I I I I i I I g HORIZONTAL SEE SEPARATE NOA �u -- -- -- a m I j WF I � I 4JP WD �I �Ays W 4 � N S I � WI I W2 I W3 WIDTH (W) - W1 AT FRAME JAMB WIDTH (W) - W2 + W3 AT FRAME MUWON 2 'ARCH ALUM' DOORS SEE SEPARATE NOA U RJP HM � I � I I I I i I I INTERMEDIATE 'ARCH ALUM' DOORS g HORIZONTAL SEE SEPARATE NOA �u a m I j WF I � I 4JP WD �I �Ays W 4 � N I � 111 _I W2 _�W3 WIDTH (W) a Wl 1 AT FRAME JAMB ° WIDTH (w) - W2 + W3 WI I W2 w3 -I AT FRAME MUWON 2 Ot INTERMEDIATE 'ARCH ALUM' DOORS g HORIZONTAL SEE SEPARATE NOA �u a m I j WF I � I 4JP WD �I �Ays W 4 � N I � 1 ° WI I W2 w3 -I Ot WIDTH (W) - WI FRAME ° n d AT JAMB O a a M WIDTH (W) - + W3 � N 4� AT FRAME MULLION 2 Z W M to J Ory�1WQ Jy Q W�iiF 'ARCH ALUM' DOORS 0 SEE SEPARATE NOA - � r 0 N U) LU °o -- �N 4 2 I w3 I WIDTH (W) - W1 I n j �p�j n AT FRAME .IAMB g Z U] m n° 7J ; I` UL W2 + W3 W e Z U AT FRAME YE YU WON 2 g 3k i �4 —i` -I4 �daaaad 3' O Syr 4 E � ML'WMAD PwdIIIICI CEVL ^:+D g s �- 3' HCAN 753892 n376 the YFe�Wp ' }• 1 3/4- }• t 3/4' 1 3/4- ]• 1 3/4 drawl G)F 42 Az. Bz. cz A3. B3. c3 98 — LIAR 2 9 2010 sheal8 of 1 1 a O a W E~ z a O a O a W F x w TYPICAL ANCHOR$ TYPICAL ANCHORS METAL SEE FOR SPACING STRUCTURES W YPICAL ANCHORS x ¢ SEE ELEV / U FOR SPACIN CWC m 0 MIAMI -DARE COUNTY APPROVED MULLION & MULLION ANCHORS SEE SEPARATE NOA 5 TYPICAL ANCHORS - SEE ELEV m z n w 0 rc Q. QIL �/ IL H IY O O O J r% IL It Q D LL 0t v C) C M Q OWin0 0LLQ <$ 0 It O Q W 3 LL N 02 NF WOOD BUCKS AND METAL STRUCTURE NOT BY ARCH ALUM Q w f MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM 0 AND TRANSFER THEM TO THE BUILDING STRUCTURE to G, n TYPICAL ANCHORS- SEE ELEV FOR SPACING 3 J TYPE 'A'- /4' DIA. ULTRACON BY 'ELCO' (F. -177 KSI, Fye155 KSI) o INTO 2BY WOOD BUCKS OR WOOD STRUCTURES z 1 -3/8" MIN PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC OR MASONRY n 1 -1/4" MIN EMBED INTO CONC OR MASONRY I jnl"1j n o z J m TYPE 'B'- 1/4" DIA, ULTRACON BY 'ELCO' (F-177 KSI, Fy-155 KSI) o DIRECTLY INTO CONC OR MASONRY � 3 ° Z ( L J IN —EMB CONC OR MASNRY :il OR SELF DR ILLING SCREWS (GRADE 2 CRS) I -DADE COUNTY APPROVED MULUONS (1/8' THK MIN ) AL STRUCTURES 12 GA. MIN (Fy = 36 KSI MIN 1/8" THK MIN (6063 -T5 MIN) CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) M TYPICAL EDGE DISTANCE c g 8 INTO CONCRETE AND MASONRY = 2 -1/2" MIN fi INTO WOOD STRUCTURE = 1" MIN _9 INTO METAL STRUCTURE = 3/4" MIN u " CONCRETE fie v 3000 PSI MIN C -90 HOLLOW /FILLED BLOCK Pm o 2000 PSI MIN c u d o 8 i4 8 SEALANTS: - - GLAZING BEAD AT FRAME SILL SEALED TO GLASS WITH DOW CORNING 995 - FRAME CORNERS SEALED WITH DOW CORNING 999 i Engr lAV�ADLANYAD U P[:vD'1C: `SuS.' ✓'..0 $' F PE / 70591 <r- r,,-zz CAN 3579 I�= ''LL•;C.r1x •O B < ai drawing no 98 -42 THIS PRODUCT MAY BE INSTALLED INSIDE OR OUTSIDE GLAZED MAR 2 9 20111 Sh 9.t_of 11 �,u WOOD BUCK FILLER OPTIONAL BY OTHERS O O E y REINFORCING OPTIONAL t SEE CHARTS ON SHEETS O 2 2 4 TNRU 7 �f "N IL I A Q m ., r (% C .nl OR W: 0 so — _ - - _ _ _ Q IL n C A 6 9 ,. = �;i JoZ14 • u 11 D L OPC D l OPG a J MAX SNCONE wN GAP 3 J DO w CORNING 790 SEE CHART BELOW DEPTH . J4 OF JOINT WIDTH '� .. LIMITED TO i1• MIN. & %A2' MAX g m MIN g MAX Z GAP FRAME WIDTH FRAME WIDTH SEE CHART BELOW EXTERIOR OR INTERIOR MAIL FRAME GAP o Z tD m HEIGHT MIN MAX AGP -154 60' 3/16- 1/2' (10461) J - J Q ZU 8 72" 1/4 1/2' O JAMB /HEAD O ,q 64' 1/4• 1/2' MIN 110-24 MWII -DARE COUNTY cF.1 U r 96' S /B• I /2� AT 12. 0 - --- - - - - -1 APPROVED DOOR BY 'ARCH ALUM' a R' OF F �-------1 I SEE SEPARATE NOA FOR 108' 3 /8' 1/2" I, MIAMI -DADE COUNTY 1 I I DOOR RATING AND DETAILS O APPROVED 000 BY FOR BY 'ARCH ALUM SEE SEPARATE N I II 120• 1/2• 1/2' ( 4 I I 1 DOOR RATING AND DETAILS I I I 1 I YA1I FRAME MAX GAP AT r 4 ________ ________________ L' I I WIDTH EACH SIDE C7 f I I FI i L 30 FT. 1 /4• _ _ j II i I 60 FT 1/2' (, ' ^ JI I I I I I 1 r -------- - - - - -- �1 ' TT E ALTERNATE SEALANTS AT JAMB GAPS CAN BE �; ',• i r-= = = =__- ______ C -- y 1�_ -__ tj,1 i fl �1 y"1 u DESIGNED BY ENGINEER OF RECORD a q BASED ON MANUFACTURER GUIDE LINES r 1� 'ff`` ,r..1T •I =- -11--� o Yi �'? i YYY333 ,x'41 ��•�� VP III IJ rGt= II I lip----------- - ' �J 1__ ` - -- -J IL ---------- - - - - -- - - -r o 1+ o A o. , u ------------------------------ O L /_______________ ___________ MIN 12 -24 SMS MIN 12 -24 SMS c - En9r AVAD AMMAD ARC %::.,CF"EvM7S1 $ • ° CML FU PE f 70592 ac rtoxV :yrC r ;11 th. G4ctlda ti MIN 3 HINGES MIN 3 HINGES CAN 3S3B A Ltnc •D- p14 O drawing na. 9 20f(► 98 -42 MAR 2 ,t,�et to Dt t t O FRAME HEAD /SILL /JAMB ® FRAME INTERMEDIATE MULLION �1978� 0 O 906 F 968 - 1---2002 --J O SHEAR BLOCK -I .640 750 I 876 D63JIA00 O GLAZING STOP J548 . 7 OO WEDGE -IN GASKET r9681 [-2 045 I I 1 E �=9--1 06 3 938 t 1 REINFORCEMENT MATERIALS LIST T NUMBER QUANTITY DESCRIPTION (ACA -356) AS REOD FRAME HEAD /SILL/JAMB 3002 AS REOD INTERMEDIATE MULLION (VERT /HOER 3003 AS REDD GLAZING STOP t -3004 I/ CORNER SHEAR BLOCK H -63 AS REOD GLAZING GASKET OC995 AS REDO (LAZING COMPOUND -24 % 3/4' 2/ CORNNFLATHEAD AD THREAD CUTTING SCREWS 0 % I -1/2' 2/ CORND MACXO+E SCREWS V2100 - FOAM TAPE V2200 - E FOAM TAPE AS REDBLOCK (1/2' % 1/8' % 4' X620 AS REOBLOCK (I/2' % I/4' % 4' 3DOM AS REOM REINFORCEMENT 1 4 bV, 7 I FRAME CORNER HEAD & SILL INTER. HORIZ. MULLION Engr JAVAD AHMAD PRODUCT RM11=0, FLA PE / 70592 N( PKI1Dro PTeiTidv CAN 3538 A4isC,-_.r. h . L4YY MAR 2 9 2010 a = S ' a, S drOWmg no 98 -42V p01oV �Y m Q FF f W a IL O W d W C a V G C 0 j m 8 O a n O m O n i i m m w p RRIAL MANF /SUPPLIER /REMARKS 3 -T6 ARCH ALUM & GLASS CO 3 -T6 ARCH ALUM & CLASS CO 3 -T6 ARCH ALUM & GLASS CO 3_T5 I' LONG 70 t5 UNIVERSAL RUBRER CO CONE DOW CORKING - NORTON _ SAINT GOBAIN PLASTICS PRENE NORTON PRENE NORTON {3_T6 ARCH ALUM & GLASS CO ��f� 0 � � N I 3 , n Z P 3 A.7 u 00 O Jv m N I L o 8 Z IO m g 3L � ZU x�x F O� g 1 4 bV, 7 I FRAME CORNER HEAD & SILL INTER. HORIZ. MULLION Engr JAVAD AHMAD PRODUCT RM11=0, FLA PE / 70592 N( PKI1Dro PTeiTidv CAN 3538 A4isC,-_.r. h . L4YY MAR 2 9 2010 a = S ' a, S drOWmg no 98 -42V STRUCTURAL CALCULATIONS for It'Sugar — Sunset Shops South Miami, Florida August 2011 40-2 S-t-C>P- F�t.T W 1wDOWS M® ODE MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov /buildingeode Arch Aluminum & Glass Company 10200 NW 67 Street Tamarac, FL 33321 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 "Impactwall 3000/Ir3000" Aluminum Window Wall System - L.M.I. APPROVAL DOCUMENT: Drawing No. 9842, titled "Impactwall 3000AL -3000 Window Wall Sys. ", sheets 1 through 1 l of 11, dated 12/09/98, with revision J dated 08/10/09, prepared by Al -Farooq Corporation, signed and sealed by Javad Ahmad, 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 Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 09- 0122.06 and consists of this page I and evidence pages E -1, E -2 and E -3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 09- 1110.03 Expiration Date: March 18, 2014 Approval Date: March 31, 2010 Page 1 Arch Aluminum & Glass Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 98-42, titled "lmpactwall 3000AL -3000 Window Wall Sys. ", sheets 1 through I 1 of 11, dated 12/09/98, with revision J dated 08/10/09, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of series 3000/L -3000 aluminum window wall system, prepared by Aluminum Window Wall System, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5893, dated 04/02/09, signed and sealed by Michael R. Wenzel, P.E. 2. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of Series 3000 /L -3000 aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5416, dated 11/15/07, signed and sealed by Michael Wenzel, P.E. (Submitted under NOA# 09- 0122.06) 3. Test reports on Safety Glazing Materials per ANSI Z97.1 -1984 and CPSC 16 CFR 1201 of series 3000/L -3000 aluminum window wall System, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5421, dated 10/18/07, signed and sealed by Michael Wenzel, P.E. (Submitted under NOA# 09- 0122.06) 4. Test reports on: 1) Uniform Static Air Pressure Test per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an aluminum storefront system, prepared & issued by Fenestration Testing Laboratory, Test Report No. FTL -3398, dated 12/10/03, signed & sealed by Edmundo J. Largaespada, P.E. (Submitted under NOA# 03- 1211.08) Manuel Pe .E. Product Control 4-844ner NOA No. 09- 1110.03 Expiration Date: March 18, 2014 Approval Date: March 31, 2010 E -1 Arch Aluminum & Glass Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5. Test reports on: 1) Uniform Static Air Pressure Test per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum Window Wall system, prepared & issued by Fenestration Testing Laboratory, Test Report No. FTL -3363 dated 04/24/03, signed and sealed by Edmundo J. Largaespada, P.E. (Submitted under NOA# 03- 1211.08) 6. Test reports on: 1) Large Missile Impact Test PA 201 -94 2) Cyclic Loading Test, per SFBC PA 203 -94 along with marked -up drawings and installation diagram of an aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc. Test Reports No. FTL -3326, dated 01/09/02, signed and sealed by Luis Antonio Figueredo, P.E. (Submitted under NOA# 03- 1211.08) 7. Test reports on: 1) Air Infiltration Test, per SFBC, PA 202 -94 2) Uniform Static Air Pressure Test, Loading per SFBC, PA 202 -94 3) Water Resistance Test, per SFBC, PA 202 -94 4) Large Missile Impact Test per SFBC, PA 201 -94 5) Cyclic Wind Pressure Loading per SFBC, PA 203 -94 along with marked -up drawings and installation diagram of an aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -1010, dated 10/25/94, signed and sealed by Yamil Gerardo Kuri, P.E. (Submitted under NOA# 03- 1211.08) 8. Test reports on: 1) Air Infiltration Test, per SFBC, PA 202 -94 2) Uniform Static Air Pressure Test, Loading per SFBC, PA 202 -94 3) Water Resistance Test, per SFBC, PA 202 -94 along with marked -up drawings and installation diagram of an aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2221, dated Dec. 9, 1998, signed and sealed by Gilbert Diamond, P.E. (Submitted under NOA# 03- 1211.08) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2007, prepared by Al- Farooq Corporation, dated 09/04/09, signed and sealed by Arshad Viqar, P.E. Complies with ASTM E1300 -02/04 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). Manuel P P.E. Product Control xa iner NOA No. 09- 1110.03 Expiration Date: March 18, 2014 Approval Date: March 31, 2010 E -2 Arch Aluminum & Glass Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07- 1116.04 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas ® Plus" dated 01/03/08, expiring on 01/14/12. 2. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc. for their "Sat]ez IIIG Clear or colored Interlayer" dated 05/04/06, expiring on 05/21/11. 3. Notice of Acceptance No. 08- 0206.01 issued to Solutia Inc. for their "Saflex HP a polyvinyl butyral interlayer for lamination of glass" dated 04/17/08, expiring on 04/14/13. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated July 30, 2009, signed and sealed by Arshad Viqar, P.E. 2. Laboratory compliance letter for Test Reports No. FTL- 5416 and FTL -5421, issued by Fenestration Testing Laboratory, Inc., dated 11/15/07 and 10/18/07 respectively and signed and sealed by Michael Wenzel, P.E. 3. Laboratory compliance letter for Test Report No. FTL- 5416 and FTL -5421, issued by Fenestration Testing Laboratory, Inc., dated 11/20/07 and 10/29/07 respectively, signed and sealed by Michael Wenzel, P.E. G. OTHER 1. Notice of Acceptance No. 09- 0122.06, issued to Arch Aluminum & Glass Company for their Series "3000/L- 3000" Aluminum Window Wall System — L.M.I., approved on 03/18/09 and expiring on 03/18/14. Manuel Perez, P.E. Product Control Examiner NOA No. 09- 1110.03 Expiration Date: March 18, 2014 Approval Date: March 31, 2010 E -3 i c 2 z i D L OPG WIDTH D L "PC WIDTH D L OPG WIDTH SEE SHEET 3 SEE SHEET 3 SEE SHEET 3 l o A7 CORNERS u i 'ANCHORS TYPE A B OR C ,-2. 3 OR 4 AT JAMB SEE SHEET B I� ANL HORS TYPE A. B OR C �-2 3 OR 4 AT EACH SIDE OF MULL SEE SHEET B IMPACT WALL 3000 /L -3000 ALUMINUM WINDOW WALL SYSTEM INSIDE OR OUTSIDE GLAZED WINDOW WALL SYSTEM IS RATED FOR LARGE h SMALL MISSILE IMPACT SHUTTERS ARE NOT REQUIRED THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI DADE COUNTY APPROVED ENTRANCE DOORS CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ) WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BLDG CODE SECTION 2003 6 4 TYPICAL ELEVATIONS Z2' Max lYP �1 AT MEAD /SILL I 1 ANCHORS TYPE A B OR C 2, 3 OR 4 AT EACH SIDE OF MULL -' SEE SHEETS 6 @ 8 INSTRUCTIONS: USE CHARTS AS FOLLOWS STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASED ON WIND VELOCITY BLDG HEIGHT WIND ZONE USING APPLICABLE ASCE 7 STANDARD STEP 2 SEE CRAM ON SHEET 3 FOR DESIGN LOAD CAPACITY OF DESIRED GLASS SIZE STEP 3 CHECK MULLION CAPACITY FOR A GIVEN SPACING AND HEIGHT USING CHARTS ON SHEET 4 THRU 7 THE CAPACITY SHOULD EXCEED THE DESIGN LOAD STEP 4 USING CHART ON SHEET 8 SELECT ANCHOR OPTION WITH DESIGN RATING MORE THIN DESIGN LOAD SPECIFIED IN STEP I ABOVE STEP 5 THE LOWEST VALUE RESULTING FROM STEPS 2, 3 AND 4 SHALL APPLY TO ENTIRE SYSTEM b I a 2 D L OPG SEE SHEET 3 CDT- HEAD /SILL � CORNERS i 1 1I ANCHORS TYPE A. B OR C '-2 3 OR 4 AT JAMB CAA 3538 BRSI.2 SEE SHEET B 0 ♦ W W m ~ A E I O drOwing no N _ VI I n rc i j5 L3 n a E1 x m z F i / 2 ♦ {,� Ny W (Y FnF C O N a O I 7 1 x U W J ^ N P M O W Y U B N I � 0 i I � i SEE 'ARCH AL I iLMI DOOR A O N C I FOR A DETAILS ING ice_______ __ l o A7 CORNERS u i 'ANCHORS TYPE A B OR C ,-2. 3 OR 4 AT JAMB SEE SHEET B I� ANL HORS TYPE A. B OR C �-2 3 OR 4 AT EACH SIDE OF MULL SEE SHEET B IMPACT WALL 3000 /L -3000 ALUMINUM WINDOW WALL SYSTEM INSIDE OR OUTSIDE GLAZED WINDOW WALL SYSTEM IS RATED FOR LARGE h SMALL MISSILE IMPACT SHUTTERS ARE NOT REQUIRED THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI DADE COUNTY APPROVED ENTRANCE DOORS CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ) WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BLDG CODE SECTION 2003 6 4 TYPICAL ELEVATIONS Z2' Max lYP �1 AT MEAD /SILL I 1 ANCHORS TYPE A B OR C 2, 3 OR 4 AT EACH SIDE OF MULL -' SEE SHEETS 6 @ 8 INSTRUCTIONS: USE CHARTS AS FOLLOWS STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASED ON WIND VELOCITY BLDG HEIGHT WIND ZONE USING APPLICABLE ASCE 7 STANDARD STEP 2 SEE CRAM ON SHEET 3 FOR DESIGN LOAD CAPACITY OF DESIRED GLASS SIZE STEP 3 CHECK MULLION CAPACITY FOR A GIVEN SPACING AND HEIGHT USING CHARTS ON SHEET 4 THRU 7 THE CAPACITY SHOULD EXCEED THE DESIGN LOAD STEP 4 USING CHART ON SHEET 8 SELECT ANCHOR OPTION WITH DESIGN RATING MORE THIN DESIGN LOAD SPECIFIED IN STEP I ABOVE STEP 5 THE LOWEST VALUE RESULTING FROM STEPS 2, 3 AND 4 SHALL APPLY TO ENTIRE SYSTEM b I a 2 D L OPG SEE SHEET 3 PRODUCT COMPLIES WITH REQUIREMENTS OF ANSI Z97 1 �v m Z h 0 Q N IL Ma oG • � � n W A O IL Q Q Odm¢ �y 0 I: EWE W i 12 q � J I 3 a ^ Z P m mN z n n n o Z ID ao J Z V i V JAVAD AHMAD Cml fS:UIT:': 1 MEVUMtD CDT- HEAD /SILL � CORNERS i 1 1I ANCHORS TYPE A. B OR C '-2 3 OR 4 AT JAMB CAA 3538 BRSI.2 SEE SHEET B 0 ♦ W W / '/ Mlbmi .•H P"6,1C k22010 O drOwing no N 98 -42 VI B z n N C PRODUCT COMPLIES WITH REQUIREMENTS OF ANSI Z97 1 �v m Z h 0 Q N IL Ma oG • � � n W A O IL Q Q Odm¢ �y 0 I: EWE W i 12 q � J I 3 a ^ Z P m mN z n n n o Z ID ao J Z V i V JAVAD AHMAD Cml fS:UIT:': 1 MEVUMtD m ' $ HEAD /SILL � CORNERS i 1 1I ANCHORS TYPE A. B OR C '-2 3 OR 4 AT JAMB CAA 3538 BRSI.2 SEE SHEET B PRODUCT COMPLIES WITH REQUIREMENTS OF ANSI Z97 1 �v m Z h 0 Q N IL Ma oG • � � n W A O IL Q Q Odm¢ �y 0 I: EWE W i 12 q � J I 3 a ^ Z P m mN z n n n o Z ID ao J Z V i V JAVAD AHMAD Cml fS:UIT:': 1 MEVUMtD m ' $ o •� _ FUA PE P 70592 °4ao1�7'ix: wRA m4 V44FY9 CAA 3538 BRSI.2 Mlbmi .•H P"6,1C k22010 O drOwing no aM� 98 -42 HEAT STREN'D GLASS 090' INTERLAYER SAFLEX IIIG BY SOLUTLA' 1/4' HEAT STREN'D GLASS 1/4' HEAT SIREN D GLASS 100- INTERLAYER 1 �SAFLEX HP PVB BY SOLUTIA' X1 /4' HEAT STREN D C SILICONE DOW CORNING 995 SILICONE © DOW CORNING 995 I I m I I DLO DLO I II 5 WIDTH I 3 I I 3 IF• —yl C II II u m II II OLJC ^ R 2 = O x 10 GLASS TYPE 'A' GLASS TYPE 'B oL� ° °Lr ° �"DT~j GLAZING OPTIONS 9/I6' OVERALL LAMINATED GLASS I I o p I I GLASS TYPES 'A • B OR 'C' o p L J SILICONE DOW CORNING 995 GE ULTRAGLAZE SSG4000 GE I �0 L 0 WIDTH 0 L O WIDTH �D L 0 WIDTH TREMCO PROGLAZE SSG TRI � m I S2 I I I I I = I = m I; I; 3 O 'f O PF L J SA SILICONE 0 IC O L O WIDTH D L O WIDTH D L 0 WIDTH u Dow CORNING 995 GE ULTRAGLAZE SSG40DO TREMCO PROGLAZE SSG ALTERNATE GLAZING DETAIL gJ o� p ;; of (';,, O Ls 01'� 0= 0= ALLOWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN ABOVE OR SIMILAR CAN BE VERIFIED BY INSCRIBING PICTURE WINDOW SHAPE WITHIN SQUARE OR RECTANGLE AS SHOWN IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES SINGLE LITES MAY BE INSTALLED VERTICALLY AS SHOWN ABOVE OR HORIZONTALLY FOR ALTERNATE SHAPES LIMIT MAX. LOADS TO ±90.0 PSF SEE SHEET 3 FOR D L 0 WIDTHS AND HEIGHTS USE ANCHOR TYPES A. 8 OR C AT 4' FROM FRAME ENDS AND 12' 0 C MAX SPACING GLASS 1/4" HEAT SIREN 0 GLASS � CF DOW CORNING 995 o ? d n © G 14 I I m a�i� a I II gN AOrnao I I I I 5 3 m U 0 a r- D o: II II � Zmf m 9 W rc 10 W OI CLASS TYPE 'C' o � ^ 0 z � to N Inn o Z to m GLASS TYPES 'A'• 'B' OR 'C + z U SILICONE oil S IING 995 = O Q ... SSG4000 a No AZE SSG ¢ F t t- m nmFnT SILICONE = m Z N 5 u i o g f w _ 0 p ri 9A x W ALTERNATE GLAZING DETAIL III c w S E E ^ a s FOR GLAZING DETAIL 12 ONLY = c F LIMIT MAX LOADS TO t500 PSF ° _ LIMIT MAX GLASS AREA TO 29 SO FT - Engi JAVAD AHMAD mol :I,`I CNIL Aa ror,'.. •� -nll 71ro iitallp F LOIL PE / 70592 Br3d1-i• I �_ CAN 3538 fiecrly 1�_fin�% - Y 6 S hadaAt drawing no M 0010 98 -42 1/4- HEAT STREN'D GLASS ` ` 090' INTERLAYER O O W F FFF IL 6 N SILICONE = m Z N 5 u i o g f w _ 0 p ri 9A x W ALTERNATE GLAZING DETAIL III c w S E E ^ a s FOR GLAZING DETAIL 12 ONLY = c F LIMIT MAX LOADS TO t500 PSF ° _ LIMIT MAX GLASS AREA TO 29 SO FT - Engi JAVAD AHMAD mol :I,`I CNIL Aa ror,'.. •� -nll 71ro iitallp F LOIL PE / 70592 Br3d1-i• I �_ CAN 3538 fiecrly 1�_fin�% - Y 6 S hadaAt drawing no M 0010 98 -42 DESIGN LOAD CAPACITY -PSP DESIGN LOAD CAPACITY -PSP cuss TYPE 'C' NOMINAL DLO WIDTH 38• 39" 4j" /S' •B' St' s4• sr 60' 63' 86' 36" J9' IZ' 45' .e' sr s4• 57' 60' 63' fib• ]8' J9• 47• IS' •B' 51' 54• 57' 60" 63' ]8' 39" 42' 45' IB' SI• 54• 57' 60' 8J' 76' J9' /2' 45' 18" L-57 DESIGN LOAD CAPACITY - PSF fxT (+) INT ( -) DLO DLO WIDTH WIDTH OV 0 = NOTE GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -02/04 (3 SEC GUSTS) Eng, JAVAD AHMAD Pvd Pr .. •<v.�n M PE / 70597 CAN 3538 �+C '- Ba,}hol+ic LMe 7'1A14 haw • MAR 2 9 2010 ��u m m �W N g NOMINAL DIMS cuss TYPE 'A' cuss TYPE 'B' cuss TYPE 'C' DIMS 1YPE 'A' TYPE cuss TYPE 'B' cuss TYPE 'C' O L O WIDTH O L O HEIGNT ExT ( +) INT ( -) Exf (+) INT ( -) Exl (+) IM ( -) DLO HEIGHT EXT (+) IM ( -) EzT ( +) WT ( -) Exi ( +) IM ( -) 2 Q W O a4 C a <o Cmmm aWLq (L Z to sum ��f X. 39' 47" 45" IB' 51' s•' sr 80" 83' 66' 69' 72' er 87 D 1000 100 0 99' 970 ,000 ,000 870 1000 1000 BT O 100 0 100 0 870 1000 1000 87 0 100 0 100 0 870 1000 1000 870 1000 1000 870 t000 1000 B70 ,000 1000 870 1000 1000 87 0 100 0 100 0 e70 loon l000 B7o ,000 l000 870 loco l000 e7o IDOO l000 870 1000 1000 B7 0 100 0 100 0 570 1000 1000 B7 0 100 0 100 0 870 100 0 100 0 87 0 100 0 - 87 0 1000 100 0 loz• B7 0 100 0 100 0 e70 l000 loon 670 1000 1000 36' 39' 42' 15' •e' sr• 5/' 57' 60' 63 ' 66' 89' 72 " 90' 870 100 0 1000 B70 1000 1000 N g o S 0 a O n n Ej m J Z w� m 33� Cu Q =N2 v O� 070 1000 100 0 B7 0 100 0 100 O 870 1000 1000 e7o loon laoo 7 0 870-- 1000 1000 e7o l000 l000 e70 l000 l000 e7o loon ,000 e70 loco l000 870 1000 ,000 87 0 1000 1000 0100 0 100 0 870 100 0 1000 0 F�7 1000 ,000 B7 0 100 0 1000 B70 1000 - B70 1000 1000 _ 105 870 1000 ,000 B70 1000 1000 870 1000 ,000 e70 1000 IOpO B70 1000 ,000 e70 1000 1000 B70 1000 ,000 36" J9' 42' 43' 48' St' S•' sr 80' 6]' 68' 89' 77' g}' 87 0 1000 100 0 87 0 100 0 100 0 B7 0 1000 1000 870 ,000 1000 870 1000 1000 870 1000 1000 B70 1000 1000 B7 0 100 0 100 0 °n °aBaas 4 o O 870 100 0 1000 B7 0 100 0 100 0 870 1000 1000 B7 0 100 0 - 870 1000 1000 _ 108 B7 0 100 0 100 0 e70 l000 loon B7 0 100 0 100 0 870 1000 1000 870 ,000 1000 e70 1000 1000 870 1000 1000 870 1000 1000 87 0 100 0 100 0 870 1000 1000 870 1000 1000 870 1000 - B70 1000 1000 A 8 = 38' 39' 47' IS" •e' S1' SI' 57' 60' 8J' 88' 89' _ 9fi, 87 0 1000 1000 B70 1000 1000 e70 l000 laoo rE7 0 100 0 100 0 870 1000 1000 B70 1000 - e70 1000 1000 1 11" B70 1000 1000 o c e70 l000 laoo 870 1000 ,000 S $ O Y 6 8 �• `3 B70 1000 ,000 87 0 100 0 100 0 870 100 0 100 0 B70 ,000 1000 870 1000 1000 87 0 100 0 100 0 870 1000 1000 870 1000 1000 870 100 0 1000 O CroWln- no 98 -42 870 1000 sheet 3 of 1 1 DESIGN LOAD CAPACITY -PSP NOMINAL DIMS GLASS TYPE 'A' cuss TYPE 'B' cuss TYPE 'C' DLO WIDTH DLO HEIGHT ExT ( +) IM ( -) Exl (+) INT ( -) fxT (+) INT ( -) 36' 39' 12' IS" •B' St' 51• 56' 57' 114• B7 0 100 0 100 0 870 ID00 1000 B7 0 100 0 I00 0 870 1000 1000 B70 1000 1000 B70 1000 1000 a7o woo I000 870 1000 979 B70 1000 - ]6" 39' /z' 45' Ie' SI' s4' s7• 117' 87 0 100 0 100 0 B70 1000 1000 e7o l000 l000 B7 0 100 0 100 0 a7o l000 lobo 870 1000 t000 e7o l000 loon e7 0 loo o - 36' }9' •7' IS' 48' 51' SI' 170' e7o loco loco B70 1000 IODO B70 1000 1000 67 0 100 0 100 0 B70 1000 1000 870 1000 1000 87 0 9B 5 9B 5 B70 1000 1000 B70 1000 1000 B70 1000 1000 870 1000 DESIGN LOAD CAPACITY -PSP NOMINAL DIMS GLASS TYPE 'A' cuss TYPE 'B' cuss TYPE 'C' DLO WIDTH DLO HEIGHT ExT ( +) IM ( -) Exl (+) INT ( -) fxT (+) INT ( -) 36' 39' 12' IS" •B' St' 51• 56' 57' 114• B7 0 100 0 100 0 870 ID00 1000 B7 0 100 0 I00 0 870 1000 1000 B70 1000 1000 B70 1000 1000 a7o woo I000 870 1000 979 B70 1000 - ]6" 39' /z' 45' Ie' SI' s4' s7• 117' 87 0 100 0 100 0 B70 1000 1000 e7o l000 l000 B7 0 100 0 100 0 a7o l000 lobo 870 1000 t000 e7o l000 loon e7 0 loo o - 36' }9' •7' IS' 48' 51' SI' 170' e7o loco loco B70 1000 IODO B70 1000 1000 67 0 100 0 100 0 B70 1000 1000 870 1000 1000 87 0 9B 5 9B 5 OV OW I of W:i�i MULLION LOAD CAPACITY - PSF WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS WIDTH (W) FRAME HEIGHT WITHOUT REINFORCING EXT ( +) / INT ( -) WITH REINFORCING ExT ( +) / INT ( -) 24' 30' 36' 42 48" 54' 60' 66' 72' 78' 875 1000 87 5 1000 875 1000 875 1000 875 1000 875 1000 875 1000 875 1000 875 1000 24' 30' 36' 42' 48' 54' 60' 66" 72 84' 875 1000 a75 1000 87 5 1000 875 1000 875 1000 875 1000 856 1000 81 3 1000 785 1000 24' 30" 36' 42' 48' 54' 60' 66' 72" 90' 875 1000 875 1000 875 1000 875 1000 81 7 1000 750 1000 70 1 1000 665 1000 639 1000 24' 30" 36 42' 48" 54' 60' 66' 72' 96' 875 1000 875 1000 844 1000 739 1000 663 1000 607 1000 564 1000 532 1000 508 1000 24' 30' 36' 42' 48' 54' 60' 66' 72' 1 t 02' 875 1000 826 1000 699 1000 610 1000 546 1000 498 1000 461 959 433 900 - 856 MULLION LOAD CAPACITY - PSF WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS. WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT ( +) / INT ( -) EXT ( +) / INT ( -) 24' 30' 36" 42' 48' 54' 60' 66' 108" 857 1000 693 100 0 585 1000 510 1000 455 94 7 41 4 861 382 795 357 743 24" 30' 36" 42' 48' 54' 60' 114' 72 7 1000 587 1000 496 1000 43 1 897 3B 4 798 }4 8 724 32 0 667 24' 30' 36' 42' 48' 54' 60" 120' 622 1000 502 1000 423 880 368 765 32 7 680 296 61 5 27 2 56 5 u i .• i wt 16" WIDTH (W) WI (JAMB) Fl. w"r Sa w -] Fl. 11S- Sa w"3 ALUM 1 409751 180657 ALUM 1 41419 1 1 B13B FRAME JAMB INTERMEDIATE DOOR MULLION MULLION WITHOUT REINFORCING la w'4 Sa w"] la w'4 Sa w ] ALUtl 8 5717 1 3 7792 ALUtl B 6161 3 7730 FRAME JAMB INTERMEDIATE DOOR MULLION MULLION WITH REINFORCING CML FLA. PE 4 70592 CAN 538 I'A- MAR 2 9 2010 z u Z tfp .•• W 1. WI w2 WIDTH (W) a WI + W2 2 1`900 UL7 RFViUD n an�I4-Iall .ni 04 Cb�lllr B -Jclk falr A-Vs —Nn fWr] c Dare VIT {4A in to %av Z n C_ g�g F W F O e�e 0 J xM LL OG • V 'o m o „ Ogao 0dm¢ �W Z's i a � U n 1 ;3 o 'Z V o u � z t` MI n g Z 10 m J I Z 3 � 0 a = O iii B � n � pp_ � drawing no 98 -42 T INTERMEDIATE HORIZONTALS �u g I m m Z n w O m rc O S2 o ^ x x w/ ^ W Ir O O �, L , wp QQ o a WI WI W2 O W A O gQOg N7DTH (w) . wl (JANE) WIDTH (w) . wl 2 w2 it w m c Q m . g �zol ARCH ALUM' DOORS mg SEE SEPARATE NOA 'ARCH ALUM' DOORS SEE SEPARATE NOA O 7 i r=-- _ =i m P wy `\`��i .ta W &, "/ iii .` I _J L ---- `1�--- J d y N 4 WI W2 w1 I wt w2 WI Z y n r � inn WI + W2 ANCHORS REDD Wi W2 °o Z co—, m WIDTH (W) . 2 SEE DOOR NOA WIDTH (W) . 2 + 4 JZU. OQ ARCH ALUM' DOORS INTERMEDIATE SEE SEPARATE NOA HORIZONTAL _ O FRAME JAMB INTERMEDIATE 0 g DOOR MULLION MULLION o € WITHOUT REINFORCING u °4PY wt w2 c 0008B6 O on>i =' _ WIDTH (W) W1 + W2 - ° 8 2 2 C O H, # 2 Eng. JAVAD AHMAD P i`LLTR:He24D i 3 CN1 i FLA. PE / 70592 r i± r.�r� -,.1 rNh>t.c Fit�HQa I � C AJI 3530 8_.i FRAME JAMB INTERMEDIATE C�brt:wl DOS �ZO14• v DOOR MULLION MULLION O OK' �# Arowmg no WITH REINFORCING a 98 -42 M R 2 9 Ol� Sheet 5 0l 1 1 MULLION LOAD CAPACITY - PSF WITH INTERMEDIATE HORIZONTALS WITHOUT WITH NOMINAL DINS REINFORCING REINFORCING WIDTH MULLION LOAD CAPACITY - PSF WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING (W) FRAME HEIGHT E %T ( +) /INT ( -) E%T INi ( -) 24' 30- 36' aT' 4B' 54' 60' 66' 72 7B" B7 5 100 0 e7 s ,DO o 87 5 100 0 87 5 100 0 87 5 100 0 67 5 100 0 82 9 100 0 75 9 100 0 69 1 100 0 24' 30' J6' 42' 48' 51' 60' 66' 72' 84' 87 5 100 0 87 5 100 0 B7 5 100 0 87 5 100 0 87 S 100 0 79 0 100 0 71 I 1000 61 6 100 0 S9 2 100 0 24' 30' 36' a2' 18' 54' 60' 66' 72' 90' 87 5 100 0 87 5 100 0 87 5 100 0 B3 1 100 0 72 7 100 0 64 6 100 0 Se Z 100 0 S2 9 100 0 18 5 100 0 21' 30' ]6' 12' 48' 54' 60' 66' 72' 96' 87 5 100 0 87 S 100 0 79 9 100 0 66 5 100 0 S9 9 100 0 S3 J 100 0 47 9 99 7 O} 6 90 7 39 9 B3 t T4' 30' 36' s2' 48' 54' 60' 66' 72' 102' 87 5 100 D 79 9 100 0 66 6 100 0 S7 t 100 0 S0 0 100 0 44 4 92 4 40 0 83 1 J6 3 75 6 - 69 3 T INTERMEDIATE HORIZONTALS �u g I m m Z n w O m rc O S2 o ^ x x w/ ^ W Ir O O �, L , wp QQ o a WI WI W2 O W A O gQOg N7DTH (w) . wl (JANE) WIDTH (w) . wl 2 w2 it w m c Q m . g �zol ARCH ALUM' DOORS mg SEE SEPARATE NOA 'ARCH ALUM' DOORS SEE SEPARATE NOA O 7 i r=-- _ =i m P wy `\`��i .ta W &, "/ iii .` I _J L ---- `1�--- J d y N 4 WI W2 w1 I wt w2 WI Z y n r � inn WI + W2 ANCHORS REDD Wi W2 °o Z co—, m WIDTH (W) . 2 SEE DOOR NOA WIDTH (W) . 2 + 4 JZU. OQ ARCH ALUM' DOORS INTERMEDIATE SEE SEPARATE NOA HORIZONTAL _ O FRAME JAMB INTERMEDIATE 0 g DOOR MULLION MULLION o € WITHOUT REINFORCING u °4PY wt w2 c 0008B6 O on>i =' _ WIDTH (W) W1 + W2 - ° 8 2 2 C O H, # 2 Eng. JAVAD AHMAD P i`LLTR:He24D i 3 CN1 i FLA. PE / 70592 r i± r.�r� -,.1 rNh>t.c Fit�HQa I � C AJI 3530 8_.i FRAME JAMB INTERMEDIATE C�brt:wl DOS �ZO14• v DOOR MULLION MULLION O OK' �# Arowmg no WITH REINFORCING a 98 -42 M R 2 9 Ol� Sheet 5 0l 1 1 MULLION LOAD CAPACITY - PSF WITH INTERMEDIATE HORIZONTALS WITHOUT WITH NOMINAL DINS REINFORCING REINFORCING WIDTH MULLION LOAD CAPACITY - PSF WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME NEIGH E %T (+) /INT ( -) E %T IHT ( -) 2s' JO' 36' 4z' 4B' 54 60' 66' toe' B4 2 100 0 67 3 100 0 S6 I 100 0 eet l000 a2 t B7 5 37 4 77 8 33 7 70 0 3(1 6 6} 7 24' ]0' J6' a2' 48' Sa' 60' 114' 71 6 1000 S7 3 100 0 47 7 99 3 409 851 35 8 74 4 3t B fib Z 28 6 59 6 24' 30' 36' 12' a8' 54' 60' 120' 614 1000 49 1 100 0 40 9 85 1 JS 1 72 9 JO 7 63 B 27 J 56 7 24 5 51 1 -- l I`♦ I V — I I I �I = Np+ I /I I � I __J MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING WIDTH (WI) WIDTH (W2) LENGTH (A) LENGTH (� EXT ( +) INT EX7 ( +) INT( -) 60' 30' 33' 36" 39' 42" 48" 54' 95" 102' 71 1 875 681 875 653 a75 627 875 603 875 560 875 523 87 5 72• 30' 33' 36' 39" 42- 48' 54' 645 87 5 620 87 5 596 875 57 g 875 SS 5 a7 5 51 8 .71 486 875 60' 30' 33' 36' 39' 42' 48' 54- 96' 108' 568 875 5,45 875 524 875 504 875 486 875 453 675 424 87 5 72" 30' 33' 36' 39- 42' 48' 54' 51 3 875 494 875 476 875 460 875 445 875 41 7 872 392 1 82 1 60. 30' 33' 36' 39' 42' 48' S4- 96' 114' 462 87 5 444 875 428 875 41 2 86 2 396 832 372 77 7 349 729 72. 30' 33' 36" 39' 42" 48' 54' 41 6 875 401 839 38 8 81 1 375 784 363 759 34 1 71 3 322 673 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING MDTH (WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT (i) INT( -) EXT ( +) INT( -) 60' 30' 33" 36' 39' 42' 48' 54' 96" 120' 383 80 0 368 770 355 742 34 2 71 6 33 1 691 310 647 291 609 72' 30' 33' 36' 39' 42' 48' 34 3 71 8 332 693 321 671 31 0 649 301 629 28 3 592 ANCHORS TYPE TOTAL NO OF AT DOOR MULUON AT FIX LITE ANCHORS HEAD AT DOOR A 4 ] B ] 2 C ] 2 'ARCH ALUM DOORS SEE SEPARATE NOA ! WIDTH (WI) ANCHORS TOTAL NO OF ANCHORS AT DOOR MULLION SILL TYPE AT FIX LDE AT DOOR A J 2 B 2 2 C 2 2 LEHGIN (A) LENGTH (L) EXT ( +) INT( -) ExT (+) INT(-) n lli��lff 4 �7 W � LENGTH (L) I m i m J o o ° FO � 60' 30' 33' 36' 39" 42" 48" 54' 90' 96" 850 875 60. 72. WIDTH (WI) ANCHORS TOTAL NO OF ANCHORS AT DOOR MULLION SILL TYPE AT FIX LDE AT DOOR A J 2 B 2 2 C 2 2 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM w� / c NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING MOTH (WI) WIDTH (W2) LEHGIN (A) LENGTH (L) EXT ( +) INT( -) ExT (+) INT(-) WIOTX (WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT ( +) INT( -) EXT (+) INT( -) O FF m Z W 111 p M 0 IL O 0 0 Of 0 j S 0 r O w VI m pH S W LL o FO � 60' 30' 33' 36' 39" 42" 48" 54' 90' 96" 850 875 60. 72. 30' 33' 36' 39" 42" 48' 54' JO" 33' 36' 39' 42. 48' 54' 9D' 114' 44 3 87 5 513 875 426 875 780 875 41 1 959 749 875 396 829 72 1 875 383 !0 - 1 670 87 5 359 75 0 626 87 5 337 706 72' 30' 33' 36' 39' 42' 48' 54' 770 875 397 8] 0 740 875 383 802 71 3 875 37 1 776 687 875 359 751 66 3 575 34 8 73 62 0 875 325 686 S8 2 875 310 645 3 ° °o o Q •�i J u y n„ Z e m ME 4 ;_ Y U g = N 1. 30" 33' 36' 39' 42' IB' 54' 90' 102" 670 875 60' 72. 30' 33' 36' 39' 42' IB' 54' 30' 33" 36' 39' 42' 48' 90' 120' 369 771 643 875 355 74 3 61 8 87 5 343 71 7 595 875 331 573 875 320 670 535 875 300 628 50 1 B7 5 283 59 2 72' 30' 33" 36" 39' 42' 48' 54' 60 5 875 58 3 875 31 9 66 B 56 2 87 5 309 646 S1 J 875 299 62 6 S2 5 875 290 60 7 49 2 875 27 4 57 3 46 ] 875 60. 30' 33' 36' 39' 12' 48' 54' 90" 108' 540 87 5 519 B7 g ° y 3 8 £ ¢� O 499 B7 5 48 1 875 465 875 434 875 408 853 72" 30' 33' 36' 39" 42' 185 575 468 875 45 2 875 c °38 2 ®1g8 437 875 424 875 398 533 Ergr JA�LAHMAD (f„G1111T;1 RY -JU" S o FLA. PE 1 70592 m com:'y'u� with Om 6TTak° CAN 3538 8A'tl}AP. ale s ,?a14 a s Ar°WIGg M % 9 2010 98 -42 eheel6 0l 11 MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM MULLION LOAD CAPACITY - PSF AT DOUBLE DOOR WITH TRANSOM Y m j NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING NOMINAL DIMS WITHOUT REINFORCING WITH REINFORCING WIDTH (WI) WIDTH (W2) LENGTH (A) LENGTH (L) EXT ( +) PIT(-) En ( +) INT(-) WIDTH (WI) WIDTH (W2) LENGTH (A) LENGTH (L) EKT(4) INT( -) EPT ( +) INT(-) WIDTH (WI) WIDTH (N2) 30' 33' 36" 39' 42' 48" 54" LENGTH (A) 80" 80' 80" LENGTH (L) 90' 98' 102" E11T (+) INT( -) 875 EXT (+) INT( -) B7 5 WIDTH (WI) 60' WIDTH (W2) M. 33' 36' 19* 42' 40' 54' LENGTH (A) 80' W. 80' LENGTH (L) IDS' 114' 120' ENT ( +) IM( -) 503 EXT (.) INT( -) 875 7' f f Q; p C C t vp a 4C W M Q [ Q a C d F o y m S WW ; n W ? m f J��+a r� N 4 4 n 60' 30' 33" 36" 39' 42' 48' 54- 30' 33" 36" 39' 42' 48' Si 84' 90' 875 875 60" 30' 33' 36' 39" 42' 48' 54' 54' 108' S1 6 875 60' 72 875 875 497 875 67 5 67 5 48 4 875 575 875 479 875 875 8l S 467 875 875 875 452 875 87 1 875 452 875 872 875 447 875 839 875 437 875 BID 875 419 875 783 87 5 410 858 757 875 39 4 824 733 875 386 80 8 72" 87 5 87 5 72' ]0' 33' 36' 39' 42' 48' 54' 46 2 87 5 30' 33" 36' 39' 42" 48' 54" 30' 33' 35' 39" 42' 48" 54' 87 5 87 5 72' 60' 30" 33' 36' 39' 42' 48' 54' JO' 33' 36" 39" 42' 48' 54' a4 9 87 5 875 87 5 44 7 875 854 875 435 875 86 1 875 432 875 823 075 42 1 875 830 875 419 87 5 795 875 408 B5 4 80 1 1173 406 849 76 9 87 5 395 82a 749 S7 5 363 Boo 721 675 37 a 7B 2 703 675 362 757 678 769 875 117 5 354 41 7 741 873 3 3 0 o It 0 ^ m Cj m -� ar v w W N n h ^ Z c4 3 ,� Z Q g = C) = a 60' 30' 33' 36' 39' 42' 48" 54' ]0' 33' 36" 39' 42" 48' 54' 84' 96' 798 875 60" 30' 33' 36' 39' 42' 48' 54" 84' 114' 426 075 60' 72' 766 875 41 1 559 739 S7 5 402 842 737 675 396 829 71 1 87 5 389 Bt 3 709 875 383 801 685 875 376 78 6 684 875 37 I 775 662 875 364 76 1 638 875 348 728 619 875 342 71 5 59 8 87 S 328 686 SS 1 875 322 674 72' 720 075 72' 30' 33' 36' 39' 42' 48' 54' 381 79 7 30 33" 36' 39" 42' 48" 54' 30" 33" 36' 39" 42" 48' 54' 691 S7 5 72' 60' 30" 33' 36' 39' 42' 48' 5i 30' 33' 38' 38' 42' 48' 54' 372 779 694 875 369 77 1 667 87 5 351 754 669 575 357 74 7 644 875 349 731 647 875 34 6 72 4 623 875 339 709 625 875 336 703 603 875 329 689 587 $75 31 7 663 567 875 31 1 651 553 875 300 628 535 61 5 675 87 5 295 35 1 61 7 73 5 60' 30' 33" 36' 39' 42' 48' 54' 30' 33" 36' 39' 42" 48' 84' 102' 63 5 87 5 60' 30' 33' 36' 39' 42' 48' 54' 84' 120' 35 7 74 7 60' 72" 61 1 875 345 72 1 593 875 339 709 T - c0- u -, EP 9 f 558 875 333 696 571 875 32a 685 567 875 322 673 551 875 317 663 548 075 31 2 652 533 875 307 642 512 a75 293 612 499 875 289 604 48 1 875 27 6 57 8 47 0 87 5 27 2 57 0 72" 571 875 72. 30' 33' 36' 39' 42' 48' 31 9 668 30' 33" 36" 39' 42' 48" 54" 552 875 71. 1 30' 33' 36' 39' 42' 48' 1 31 3 655 551 875 309 646 533 875 303 634 532 875 299 626 516 875 294 61 5 515 87 5 290 60 7 499 875 285 597 499 87 5 282 590 484 57 5 277 580 c o a s a a a - 469 a75 266 557 456 875 431 875 Engr JAVA AHMAD PriU.11 %CT REVL:F.D PUL PE ( 70592 �f°= "r } /Ir.0 �eL r4e Glerid4 CAN 3538 glorrAi.. one 0 20)4 `G R 20tD 54' 44 3 a75 c $ Fl O 8 O dr. -..g no 98 -42 sneet 7 of 1 1 LOAD CAPACITY - PSF EX T(.) k INI( -) NOMINAL DIMS IDTH (r) FRAME H 24' 30' 36' 42' 48' 78' 54' 60' 66' 72' 24' 30' 36' 42' 48' 6•' 54' 60' 66' 72m 24' 30' 36' 42' 48' 90' 54' 80' 66' 72' 24' 30' 30, 42' 46' 96' 54' 60' 66' 72' 24' 30' 36' 42' 48' 102' 54' 60' 66' 7j. 24' 30' 36' •2' e' 708 • 54' 60' LOAD CAPACITY - PSF EXT ( +) & wT ( -) NOMINAL DIMS !LLWL FRAME HE 24' 30' 36' 42- n4' 46. 54' 60' 24' 30' 36' 42' 120' 46' 54' 60' ANCHORS 7YPE5. SEE SHEET 9 FOR DESCRIPTION A2 ° (2) ANCHORS TYPE 'A' AT JAMB OR EACH SIDE OF MULLION A3 = (3) ANCHORS TYPE 'A AT JAMB OR EACH SIDE OF MULLION A4 ° (4) ANCHORS TYPE 'A' AT JAMB OR EACH SIDE OF MULLION B2 ° (2) ANCHORS TYPE 'B' AT JAMB OR EACH SIDE OF MULLION B3 - (3) ANCHORS TYPE 'B' AT JAMB OR EACH SIDE OF MULLION C2 = (2) ANCHORS TYPE 'C' AT JAMB OR EACH SIDE OF MULLION C3 ° (3) ANCHORS TYPE 'C' AT JAMB OR EACH SIDE OF MULLION ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION --1' F� 3 1 3/4. 13/4' A2. B2. C2 ]Irr-F- ,W r�— 3' 3' 1 3/4' 1 3/4' A9. B3. C1��7 INTERMEDIATE INTERMEDIATE 'ARCH ALUM' DOORS �u HORIZONTAL HORIZONTAL SEE SEPARATE NOA Y i W m Z g Q as W W1 - W2 w3 gl I wl w2 I w3 I 0 d ( ) W1 WIDTH (W) WI V O 1H WIDTH W pp AT FRAME JAMB AT FRAME JAMB O n Q Q 8 � 4 F, wwrH (w) ° � + w3 WTDrH (w) ° � + w3 � IT) m c AT FRAME MU WON 2 AT FRAME MULLION 2 W. d ZN: ARCH ALUM' ODORS 'ARCH ALUM' DOORS 0 SEE SEPARATE NOA SEE SEPARATE NOA '[fA I ' I � I �♦ I I / I � _ N I i I 116"' ♦ I I i Z L__� WS I I wl I W2 � W3 WIDTH (w) ° wl WIDTH (w) ° wt j AT FRAME JAMB AT FRAME JAMB Q z m g J ry J ;W h MRI7TH (w) W2 + w3 WIDTH (W) ° w2 + w3 Z AT FRAME WWOH 2 AT FRAME MULLON 2 = O S j4TM 3 � i� 3. 3 1 3/4- t 3p' Al 463w HC• Engr JAVAD FLA. PE 0 70592 A CN 3536 Pwill c-I .v VL+zV roe�I .tK rnb the I.rup ��I�ATa '1D14- $ 8 I`. I a drawing no 98 -42 MAR 2 9 2010 I � I sheet 8 oT T T ° m Z g Q as W W1 - W2 w3 gl I wl w2 I w3 I 0 d ( ) W1 WIDTH (W) WI V O 1H WIDTH W pp AT FRAME JAMB AT FRAME JAMB O n Q Q 8 � 4 F, wwrH (w) ° � + w3 WTDrH (w) ° � + w3 � IT) m c AT FRAME MU WON 2 AT FRAME MULLION 2 W. d ZN: ARCH ALUM' ODORS 'ARCH ALUM' DOORS 0 SEE SEPARATE NOA SEE SEPARATE NOA '[fA I ' I � I �♦ I I / I � _ N I i I 116"' ♦ I I i Z L__� WS I I wl I W2 � W3 WIDTH (w) ° wl WIDTH (w) ° wt j AT FRAME JAMB AT FRAME JAMB Q z m g J ry J ;W h MRI7TH (w) W2 + w3 WIDTH (W) ° w2 + w3 Z AT FRAME WWOH 2 AT FRAME MULLON 2 = O S j4TM 3 � i� 3. 3 1 3/4- t 3p' Al 463w f V Engr JAVAD FLA. PE 0 70592 A CN 3536 Pwill c-I .v VL+zV roe�I .tK rnb the I.rup ��I�ATa '1D14- $ 8 r a a drawing no 98 -42 MAR 2 9 2010 sheet 8 oT T T f V a 0 9 E z 0: 0 a 0 .r Ix W E" X W TYPICAL ANCHORS TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV MET CTURES SEE ELEV FOR SPACING FOR SPACING 4 TYPICAL ANCHOR$ SEE ELEV FOR SPACING MIAMI -DADE COUNTY APPROVED MULLION & MULLION ANCHORS SEE SEPARATE NOA W °o N TYPICAL ANCHORS SEE ELEV FOR SPACING i LL __�_ ^emu A m m i O ¢ O� Lo 06 +LL vAy vQ >� O O 6 Q O Waa O Nm6 A d' O =N� gym{{ WOOD BUCKS AND METAL STRUCTURE NOT BY ARCH ALUM IZiN� E C MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE TYPICAL ANCHORS: SEE ELEV FOR SPACING TYPE W- 1/4• DIA. ULTRACON BY 'ELCO' (Fu-177 KSI. Fy =155 KSI) 30 .. INTO 2BY WOOD BUCKS OR WOOD STRUCTURES i a 1 -3/8' MIN PENETRATION INTO WOOD c d THRU 1BY BUCKS INTO CONC OR MASONRY w N 1 -1/4' MIN EMBED INTO CONC OR MASONRY L n z�n ^ o Z To m TYPE V- 1,/4' DIA, ULTRACON 13Y 'ELCO' (Fu.177 KSI Fy -155 KSI) n DIRECTLY INTO CONC OR MASONRY 3 2 1 -5/8" MIN EMBED INTO CONC OR MASONRY o� a -- TYPE 'C'- 014 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) a o a W INTO MIAMI -DADE COUNTY APPROVED MULLIONS (1/8" THK MIN) ^~ INTO METAL STRUCTURES c STEEL 12 GA MIN (Fy = 36 KSI MIN) ALUMINUM 1/8" THK MIN (6063 -T5 MIN) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) M TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2' MIN INTO WOOD STRUCTURE = 1' MIN INTO METAL STRUCTURE - 3/4' MIN o CONCRETE Vc - 3000 PSI MIN C -90 HOLLOW /FILLED BLOCK I'm - 2000 PSI MIN ^o 0 8 S qo« SEALANTS: GLAZING BEAD AT FRAME SILL SEALED TO GLASS WITH DOW CORNING 995 Ltjc u : - FRAME CORNERS SEALED WITH DOW CORNING 999 Error ,NCIVIL IO r:UhUL:: 1:5�_ i1T S FU PE / 70592 seer II .� �,- VII,41A — CAN 7578 ma I4 S Y 8 5 drOwing no 98 -42 THIS PRODUCT MAY BE INSTALLED INSIDE OR OUTSIDE GLAZED MAR 2 9 Z(JI(l sheet 9 of 11 D L MAX. FRAME j_,M14 HEIGHT 60- 72m 84' 96" 106" 120' 1/2 1 /2 MAX FRAME MAX GAP AT CH WIDTH EACH SIDE 30 FT 1/4' 60 FT 1 /2' ALTERNATE SEALANTS AT JAMB GAPS CAN BE DESIGNED BY ENGINEER OF RECORD BASED ON MANUFACTURER GUIDE LINES EXTERIOR OR INTERIOR MIN 12 -24 MIN 3 AGP -154 O(1046A) F JAMB /HEAD MIN /10 -24 AT 12" 0 C MIAMI -DAOE COUNTY APPROVED DOOR BY 'ARCH ALUM 4 SEE SEPARATE NOA FOR DOOR RATING AND DETAILS I 1," F' �I r n � n n _ , 4m T O E I REINFORCING OPTIONAL N SHEETS MWJI -DARE COUNTY APPROVED DOOR BY 'ARCH ALUM' --- -- - -�1 SEE SEPARATE "CA FOR I I 1 DOOR RATING AND DETAILS I II I II 1 II I a_______ X11 rc�� I IJ r- - Z:� ------------ -------- CIVIL FU PE IF 70592 CAN 3535 MAR 'Z 9 201[1 m Z w O E _ 0. O m wjJ C L O 06 a V o �O1un o Oa od�a 3 _ 3c in Z _ 3 (J m a1 171on o Z to m �ZU Uq= C, $! Q �< K a.areer ^p. 'u .Y. 4TwMa T � °014 k 8 Y 8 5 drawing no 98 -42 F O FRAME MEAD /SILL /JAMB (O ) FRAME INTERMEDIATE MULLION 3 938 -j O O 906 F- 96B -V� 2A02 SHEAR BLOCK I b40 750 h I B76 1 DOS OO GLAZING STOP r 548 739 I O WEDGE -IN GASKET j %81 r-2045 --j E--=---i 906 3 938 11 REINFORCEMENT MATERIALS LIST ITEM NO PART NUMBER QUANTITY DESCRIPTION MATERIAL MOO /SUPPLIER /REMARKS 1 3001 (Aw -356) AS REDD FRAME MEAD /SRL/JAMB 6063 -T6 ARCH ALUM 6 GLASS CO 2 3002 AS REDD INTERMEDIATE MULLION (VERT /HORIZ) 6063 -T6 ARCH ALUM & CLASS CO 3 3003 AS REDD GLAZING STOP 6063 -TG ARCH ALUM k GLASS CO A AR -3004 1/ CORNER SHEAR BLOCK 6063 -TS I' LONG 5 H -53 AS REGO GLAZING GASKET EPDM 7E'15 UNIVERSAL RUBBER CO 6 OC995 AS REDD GLAZING COMPOUND 50.1CONE DOW CORNING 7 112 -24 K 3/4' 2/ CORNER FIAT HEAD THREAD CUTTING SCREWS - 6 1/4 -20 K 1 -1/2' 2/ CORNER PAN HEAD MACHINE SCREWS - - V21DO - ADHESIVE FOAM TAPE - NORTON V2200 - ADHESIVE FOAM TAPE SAINT GOBAIN PLASTICS It AS REDD SETTING BLOCK (1 /2' K 1/8' K 4' LONG) NEOPRENE NORTON H62D AS REDD SETTING BLOCK (1 /2' K 1/4' x 4' LONG) NEOPRENE NORTON 3004A AS REDO ALUM9AIM REINFORCEMENT 6063 -T6 ARCH ALUM k GLASS CO 7 I FPM CORE CORNERCORNER HEAD dT SILL INTER HORIZ MULLION ►I Q �u rn O 4g N F� m Q � O o 0 0. o OG aLL O � Or0i11 s 0 E a- y, ym0 ry R O LL Zut_ � JzmT'�a Q I=il �l 1�r1 p � J I 3 � 3 � o ^ zz m 3 u z :n 8o Z to m J Z Ej X °o % 8 3 �O� • Aqr JAV MLAIMAD FU PE 1 70592 CAN ]538 PRbiw T Rrl%sx) RWLM, C.A. L. ♦ $ 4 0 b' it 01U aiji •