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CRITICAL STRUCTURES BALANCING ENVIRONMENT AND DESIGN RECEIVED SEP 1 7 2018 CITY OF TIGARD BUILDING DIVISION Structural Calculation Package For Design of Storefront Mullions and Anchorage For Templeton Elementary School 9500 SW Murdock Street Tigard, OR 97224 Job #: 18-915 Date: July 13, 2018 City of Tt l Approv ( .�e < ?ski CTU Rgz OFFss NFF,p /017 85721 c‘A OREGON co WOCYleNcb FMBER F6)/CCSTO\I" RENEWS: 6-30-2018 Prepared for Window Tech 1852 Lomita Boulevard, Suite 210 • Lomita, California 90717 Phone: 310-530-3050 • Fax: 310-530-0184 • Web: www.critical-structures.com CRITICAL Project Templeton Elementary School Date 7/12/18 Project No. 18-915 Sheet No. 1 '‘'‘qt''.- STRUCTURES Subject Table of Contents and Introduction By SDF BALANCING ENVIRONMENT AND DESIGN' Table of Contents Subject Sheet Cover Cover Table of Contents 1 Introduction(Scope) 1 Wind Design Forces 2 Seismic Design Forces 3 Mullions 4 Anchorage 12 Sunshades 13 Fallout Calculations 14 Glazing Calculations 15 Mullion Properties 16 Simpson Anchor Selector Output 20 Codes 2014 Oregon Structural Specialty Code (OSSC 2014) Introduction The Scope for this structural calculation submittal is: 1. Adequacy of the mullions and their anchorage. Description of system The system consists of 1/4" and 1" glazing spanning to aluminum mullions by EFCO, which span to building structure. © Critical Structures, Inc y hR I Project Templeton Elementary School Date 7/12/2018 ':;;;.4,;11-1)i� � L Project No. 18-915 Sheet No. 2 ''� ��3` STRUCTURES Subject Wind Design Forces By SDF BALANCING ENVIRONMENT AND DESIGN Wind Design Force Part 1, Chp. 30 Components and Cladding Forces (ASCE 7-10 Table 30.4-1) p = gh[(GCp)-(GCp;)] (ASCE 7-10 Eqn.30.4-1) Height Above Ground Level z = 30 ft Risk Category= II (Str Gen Notes) Ultimate Wind Speed V= 130 mph (Str Gen Notes) Wind Directionality Factor Kd= 0.85 (ASCE 7-10 26.7,Table 26.6-1) Exposure Category= B (Str Gen Notes) Velocity Pressure CoeffKZ = 0.7 (ASCE 7-10 30.3.2,Table 30.3-1) Topographic Factor KZt= 1 (Str Gen Notes) Internal Pressure Coeff GCpi= 0.18 Enclosed building (ASCE 7-10 26.11.1,Table 26 11-1) Velocity Pressure qh = 0.00256KZKZtKdV2 = 25.7 psf (ASCE 7-10 Eqn.30.3-1) Roof 9 < 10°? No (ASCE 7-10 Fig.30.4-1 Note 5) Glazing and Mullion Design Using ASD Load Combinations - ghASD=0.6gh clAsD = 15.4 psf Design Pressure p = gh[(GCp)-(GC0)] = (ASCE 7-10 Eqn.30.4-1) GCp for walls per ASCE 7-10 Figure 30.4-1 The following is a list of presures based on supported wind area: For 10 ft2 -24.4 psf or 18.2 psf Zone 5 -19.8 psf or 18.2 psf Zone 4 For 20 ft2 -22.9 psf or 17.5 psf Zone 5 -19.0 psf or 17.5 psf Zone 4 For 50 ft2 -20.5 psf or 16.2 psf Zone 5 -18.2 psf or 16.2 psf Zone 4 For 100 ft2 -19.0 psf or 15.3 psf Zone 5 -16.7 psf or 15.3 psf Zone 4 For 200 ft2 -17.5 psf or 14.8 psf Zone 5 -16.4 psf or 14.8 psf Zone 4 For 500 ft2 -15.1 psf or 13.6 psf Zone 5 -15.1 psf or 13.6 psf Zone 4 Interior Elevations: p = 5 psf Design Pressure p = gh[(GC,) -(GC,,)] = GCp for Overhang loads Fig 30.4-2A For 10 ft2 -46.0 psf or 18.2 psf Zone 3 -29.0 psf or 18.2 psf Zone 2 For 20 ft2 -36.8 psf or 17.5 psf Zone 3 -27.5 psf or 17.5 psf Zone 2 © Critical Structures, Inc � CRITICAL "• Project ect Project No. Templeton Elementary School Date 18-915 Sheet No. 7/12/2018 2018 3 " " STRUCTURESSubject Seismic DesignForces BySDF BALANCI,.G ENVIROND:1€Ni AND DESIGN. Weights Glass, 1"glazing 7.5 psf Aluminum, 6063-T5, mullions 0.5 psf TOTAL 8.0 psf Seismic Design Force 0.4apSDSWp I z 1 FP = /R \ 1 + 2 z J (ASCE 7-10 Eqn. 13.3-1) P Ip Site Class: D SDs = 0.720 Ip = 1.00 (ASCE 7-10 13.1.3) z/h = (1/1) = 1 (assume worst case, top of mullion connection at roof level) ap = 1.0 (Exterior Nonstructural Wall Elements and Connections) (ASCE 7-10 Table 13.5-1) Rp = 2.5 (ASCE 7-10 Table 13.5-1) 0„ = 2.5 (For Seismic Anchorage Check Only) Fp = 0.346 WP 4- Governs Fp max = 1.6SDsIpWp = 1.152 Wp (ASCE 7-10 Eqn 13.3-2) Fp min = 0.3SDsIpWp = 0.216 Wp (ASCE 7-10 Eqn 13.3-3) Fp ASD = 0.7*0.346Wp = 0.7*0.346*8 psf= 1.94 psf < 13.6 psf min.; Wind Design governs for anchorage, Fp = 4.84 psf < 13.6 psf min.; Wind Design governs © Critical Structures, Inc V---")'''s 1> CRITICAL ProjectTempleton Elementary School Date 7/12/2018 ii tProject No. 18 915 Sheet No. 4 .02 . STRUCTURES �� Subject Mullions By SDF BALANCING ENVIRONMENT AND DESIGN Vertical Mullions Determine worst case conditions(Center Mullions) Type El. / Sht No. Mullion Location L, ft trib, ft wLz wL4 451TCG001 Type A1/6.01 Center 7.42 3.37 22.47 4171 229774 Type D/6.04 Center 9.84 3.37 18.66 6086 589135 Type K/6.07 Center 9.84 3.48 18.63 6283 608221 Type Z2/6.15 Center 9.84 4.57 18.36 8116 785581 451TCG002 Type A1.1/6.01 Center 7.42 3.37 22.47 4171 229774 451547 Type S/6.10 Center 9.84 2.55 18.87 4661 451128 Type Y1/6.12 Center 9.84 3.40 18.65 6140 594346 Type Z1/6.14 Center 9.84 5.83 18.00 10162 983651 451TCG540+010 Type Y1/6.12 Center 9.84 3.51 18.62 6328 612550 450CG001 Type EE/6.18 Center 9.94 2.99 5.00 1476 145777 Type FF2/6.19 Center 9.94 5.08 5.00 2510 247872 450547 Type FF1/6.18 Center 11.44 3.01 5.00 1969 257586 Determine worst case conditions(Edge Mullions) Type El. / Sht No. Mullion Location L, ft trib, ft asf wL` wL4 451TCG001 Type D/6.04 Jamb 9.84 2.40 18.90 4394 425290 451TCG002 Type A1.1/6.01 Jamb 7.42 2.40 23.20 3068 168990 451547 Type Q/6.09 Jamb 9.90 3.33 18.66 6092 596592 450547 Type R.1A/6.16 Jamb 9.97 3.31 5.00 1646 163564 450CG001 Type DD/6.17 Jamb 9.94 2.30 5.00 1137 112253 Type FF1/6.18 Jamb 11.44 0.73 5.00 477 62391 © Critical Structures, Inc Ti(t:7-7: ,,,7RITICAL Project Templeton Elementary School Date 7/12/2018 R Project No. 18-915 Sheet No. 5 STR U CTU R ES Subject Mullions By SDF BALANCING ENVIRGNMENT AND DESIGN Center Mullions: Type Z2/6.15 (EFCO Part No. 451TCG001) : 6063-T6 Aluminum A = 1.055 in2 wtrib = 4.57 ft (ACAD Massprop) IXX = 2.7109 in4 L = 9.84 ft yeg = 2.2599 in E = 10,100 ksi S,„ = I,x/yeg = 1.200 in3 Iyy = 0.4448 in4 Bending and Shear Stress Check: w = 84 lb/ft = 18.4 psf*wtrib M =wL2/8 = 1014 lb-ft fb = (M*12)/(S,f,,*1000)= 10.15 ksi h(in)= 4.50 V= 0.5wL = 412 lbs b (in)= 2.00 fs =V/(Aw,*1000) = 1.15 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A= 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 28.21 J = 1.99 in4 (AA§F.4.2.3) Cc = 0.41(Bc/Dc) = 78.38 >A (AA§F.4) Fcy = 25.00 ksi (AA Table A.3.3) Bc = Fcy(1+(Fcy/2250)1/2) = 27.64 (AATab1eB.4.2) Dc = (Bc/10)*(Bc/E)1/2 = 0.14 (AA Table B.4.2) Cc = 0.41(Bc/Dc) = 78.38 (AA Table B.4.2) Fb = (Mnp(1-(A/Cc))+(it2EASxc)/Cc3)/(Sxcllb) = 15.35 ksi (AA§F.4) = 1.65 (AA§F.1) Check F (Aluminum Assn Aluminum Design Manual 2015 ed Chapter Fs g P G) b/t= 56.25 Fs, = 0.6Ftu/Qv = 10.91 ksi (AA§G.2) �1 = (Bs-F„)/1.25D, = 38.73 <b/t A2 = C5/1.25 = 75.65 >b/t (AA§G.2) Bs = F„*(1+(F5y/800)1/3) = 18.98 Cs = 0.41(Bs/Ds) = 94.57 (AA Table B.4.2) Ds = (Bs/10)*(Bs/E)1I2 = 0.08 (AA Table B.4.2) Fsy = 0.6*Fty = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/12v= 8.00 ksi with Ov= 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.66 < 1.0 OK fs/FS = 0.14 < 1.0 OK Interaction (fb/Fb)2 + (fs/FS)2 = 0.46 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI,, = 0.45 in < L/175 OK (AAMA TIR-A11) Apane = 0.43 in for worse case glass pane Lpane = 114.06 inches A= H/ 3202 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICAL Project Templeton Elementary School Date 7/12/2018 STRUCTURES Project No. 18-915 Sheet No. 6 Subject Mullions By SDF BALANCING ENVIRONMENT AND DESIGN Center Mullions(continued): Type A1.1/6.01 (EFCO Part No. 451TCG002) : 6063-T6 Aluminum A = 1.4131 in2 wtrib = 3.37 ft (ACAD Massprop) I,x = 3.3184 in4 L = 7.42 ft ycg = 2.269 in E = 10,100 ksi w/Steel Stiff(only at sunshade) Sx,, = I,.x/ycg = 1.462 in3 Iyy= 0.9109 in4 Es 29000 ksi As 0.783 in2 Bending and Shear Stress Check: I,t,„s 1.735 in4 w = 76 lb/ft = 22.5 psf*wtrib Cgy 0.047 in M = wL2/8 + Sunshade = 842 lb-ft I,{,t,N 8.303 in4 fb = (M*12)/(S,{,L*1000)= 2.79 ksi h(in)= 4.50 SXXN 3.614 in3 V = 0.5wL = 281 lbs b (in)= 2.25 An 3.661 in2 fs = V/(Aµ,*1000) = 0.08 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) = 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 21.52 J = 2.43 in4 (AA§F.4.2.3) Cc = 0.41(Bc/Dc) = 78.38 >A (AA§F.4) Fcy = 25.00 ksi (AA Table A.3.3) Bc = Fcy(1+(Fcy/2250)1/2) = 27.64 (AATab1eB.4.2) Dc = (Bc/10)*(Bc/E)1/2 = 0.14 (AA Table B.4.2) Cc = 0.41(Bc/Dc) = 78.38 (AA Table B.4.2) Fb = (Mnp(1-(A/Cc))+(n2EASxc)/Cc3)/(Sxcflb) = 5.80 ksi (AA§F.4) 0b = 1.65 (AA§F.1) Check FS (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 56.25 Fs„ = 0.6Ft,/Qv = 10.91 ksi (AA§G.2) Al = (Bs-Fsy)/1.25Ds = 38.73 <b/t 2‘.2 = Cs/1.25 = 75.65 >b/t (AA§G.2) BS = F,*(1+(Fsy/800)11'3) = 18.98 Cs = 0.41(Bs/Ds) = 94.57 (AA Table B.4.2) DS = (Bs/10)*(Bs/E)1/2 = 0.08 (AA Table B.4.2) Fsy = 0.6*Fn, = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/flv= 8.00 ksi with Qv = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.48 < 1.0 OK fs/Fs = 0.01 < 1.0 OK Interaction (fb/Fb)2 + (fs/Fs)2 = 0.23 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EIXX = 0.11 in < L/175 OK (AAMA TIR-A11) Apane = 0.10 in for worse case glass pane Lpane = 85.06 inches A= H/ 10185 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICALProject Templeton Elementary School Date 7/12/2018 ST^����RES Project No. 18-915 Sheet No. 7 K K J Subject Mullions By SDF BALANCING ENVIRON/:+ENT AND DESIGN Center Mullions(continued): Type Z1/6.14(EFCO Part No. 451547) : 6063-T6 Aluminum A = 1.4745 in2 Wtrib = 5.83 ft (ACAD Massprop) Ixx = 3.2207 in4 L = 9.84 ft Ycg = 2.2987 in E = 10,100 ksi Sxx = Ixx/Yeg = 1.401 in3 In, = 0.902 in4 Bending and Shear Stress Check: w= 105lb/ft = 18psf*wtrib M=wL2/8 = 1270 lb-ft fb = (M*12)/(S,f„*1000)= 10.88 ksi h(in)= 4.50 V = 0.5wL = 516 lbs b (in)= 2.00 fs = V/(AW*1000) = 1.43 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A= 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 25.54 J= 1.99 in4 (AA§F.4.2.3) Cc = 0.41(Bc/Dc) = 78.38 >A (AA§F.4) Fcy = 25.00 ksi (AA Table A.3.3) Bc = Fcy(1+(Fcy/2250)1/2) = 27.64 (AA Table B.4.2) Dc = (Bc/10)*(Bc/E)1/2 = 0.14 (AA Table B.4.2) Cc = 0.41(Bc/Dc) = 78.38 (AA Table B.4.2) Fb = (Mnp(1-(A/Cc))+(n2EASxc)/Cc3)/(Sxcflb) = 13.85 ksi (AA§F.4) = 1.65 (AA§F.1) Check FS (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 56.25 F,„ = 0.6Ft.„/Qv = 10.91 ksi (AA§G.2) = (B,-F,v)/1.25D5 = 38.73 <b/t = C5/1.25 = 75.65 >b/t (AA§G.2) B5 = Fsy*(1+(F„/800)1/3) = 18.98 C5 = 0.41(B5/D5) = 94.57 (AA Table B.4.2) D5 = (BS/10)*(B5/E)1/2 = 0.08 (AA Table B.4.2) F5y= 0.6*Fn,= 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/Slv= 8.00 ksi with tl„ = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.79 < 1.0 OK fs/Fs = 0.18 < 1.0 OK Interaction (fb/Fb)2 + (fs/FS)2 = 0.65 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI,„ = 0.48 in < L/175 OK (AAMA Tlx-A11) Apane = 0.45 in for worse case glass pane Lpane = 114.06 inches A= H/ 3039 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CR /�IL Project Templeton Elementary School Date 7/12/2018 STRUCTURES Project No. 18-915 Sheet No. 8 Subject Mullions By SDF BALANCING ENVIRONMENT AND DESIGN Center Mullions (continued): Type Y1/6.12 (EFCO Part No. 451TCG540+010) : 6063-T6 Aluminum A = 1.7265 in2 Wn;b = 3.51 ft (ACAD Massprop) I, = 4.295 in4 L = 9.84 ft ycg= 2.2509 in E = 10,100 ksi = Ixx/ycg= 1.908 in3 Iyy = 0.8302 in4 Bending and Shear Stress Check: w = 65 lb/ft= 18.6 psf*wtrib M = wL2/8 = 791 lb-ft fb = (M*12)/(S, *1000)= 4.97 ksi h(in)= 4.50 V = 0.5wL = 322 lbs b (in)= 2.50 fs = V/(A,*1000) = 0.89 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) Aeq= it(E/Fe)1/2 = 50.00 (AA§B.5) Fe = (n2E)/(1.6b/t)2 = 39.87 Al <Aeq< A2 (AA Table B.5.1) A2 = Cp = 77.55 (AA§B.5) �1 = (Bp -Fcy)/Dp = 21.63 (AA§B.5) Bp = Fcy(1+(Fcy/1500)1/2) = 28.23 (AA§B.4.2) Dp = (Bp/10)*(Bp/E)1/2 = 0.15 (AA§B.4.2) Cp = 0.41(Bp/Dp) = 77.55 (AA§B.4.2) = Mnp/Sx- (Mnp/Sxc-7t2E/Cp2)((A.eq-A1)/(Cp-A1)) = 11.50 ksi (AA§B.5.5.5) 0b = 1.65 (AA§F.1) Fcy = 25 (AA Table A.3.3) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 56.25 Fs„ = 0.6Ft,/Qv = 10.91 ksi (AA§G.2) XI = (Bs-F,)/1.25D,= 38.73 <b/t X2 = Cs/1.25 = 75.65 >b/t (AA§G.2) Bs = Fs,*(1+(Fs,,/800)1/3) = 18.98 Cs = 0.41(Bs/Ds) = 94.57 (AA Table B.4.2) Ds = (Bs/10)*(Bs/E)1/2 = 0.08 (AA Table B.4.2) Fsy = 0.6*Fn,= 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/flv= 8.00 ksi with Qv = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.43 < 1.0 OK fs/Fs = 0.11 < 1.0 OK Interaction (fb/Fb)2 + (fs/F02 = 0.20 < 1.0 OK (AA Eq x.3.2) Deflection Check: 0 = 0.7*5wL4/384EIXX = 0.22 in < L/175 OK (AAMA Tlx-A11) Apane = 0.21 in for worse case glass pane Lpane = 114.06 inches A= H/ 6507 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICAL Project ProjTempleton Elementary School Date 7/12/2018 STR U CTU R ES Subject18-915 Sheet No. 9ect No. Mullions By SDF BALANCING EN'ViRONMENT AND DESIGN Center Mullions(continued): Type FF2/6.19 (EFCO Part No. 450CG001) : 6063-T6 Aluminum A = 0.957 in2 wtrib = 5.08 ft (ACAD Massprop) I„,t = 2.4194 in4 L = 9.94 ft yeg= 2.25 in E = 10,100 ksi S,„ = I /yeg = 1.075 in3 Tyy = 0.3258 in4 Bending and Shear Stress Check: w= 25 1b/ft = 5 psf*wtrib M = wL2/8 = 314 lb-ft fb = (M*12)/(S, *1000)= 3.50 ksi h(in)= 4.50 V= 0.5wL = 126 lbs b(in)= 1.75 fs = V/(A„,*1000) = 0.35 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A= 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 30.71 J = 1.59 in4 (AA§F.4.2.3) Cc = 0.41(Bc/Dc) = 78.38 >A (AA§F.4) Fcy = 25.00 ksi (AA Table A.3.3) Bc = Fcy(1+(Fcy/2250)1/2) = 27.64 (AA Table B.4.2) Dc = (Bc/10)*(Bc/E)1/2 = 0.14 (AA Table B.4.2) Cc = 0.41(Bc/Dc) = 78.38 (AA Table B.4.2) Fb = (Mnp(1-(7/Cc))+(7t2EASxc)/Cc3)/(Sxcclb) = 15.61 ksi (AA§F.4) f?b = 1.65 (AA§F.1) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 56.25 Fsu = 0.6Ft„/0 = 10.91 ksi (AA§0.2) Al = (Bs-F„)/1.25Ds = 38.73 <b/t A2 = Cs/1.25 = 75.65 >b/t (AA§G.2) Bs =Fsv*(1+(Fsv/800)1/3) = 18.98 Cs = 0.41(Bs/Ds) = 94.57 (AA Table B.4.2) Ds = (Bs/10)*(Bs/E)v2 = 0.08 (AA Table B.4.2) Fsy = 0.6*Fn,= 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/SZv= 8.00 ksi with 0, = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.22 < 1.0 OK fs/Fs = 0.04 < 1.0 OK Interaction (fb/Fb)2 + (fs/FS)2 = 0.05 < 1.0 OK (AA Eq H.3.2) Deflection Check: 0 = 0.7*5wL4/384EI,L,f = 0.16 in < L/175 OK (AAMA TIR-A11) Apane = 0.09 in for worse case glass pane Lpane = 86.00 inches A= H/ 12131 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICALProject Templeton Elementary School Date 7/12/2018 STRUCTURES Project No. 18-915 Sheet No. 10 Subject Mullions By SDF BALANCING ENVIRONN' NT AND DESIGN Center Mullions (continued): Type FF1/6.18 (EFCO Part No. 450547) : 6063-T6 Aluminum A = 1.3945 in2 Wtrib = 3.01 ft (ACAD Massprop) Ixx = 2.8895 in4 L = 11.44 ft Ycg = 2.2988 in E = 10,100 ksi S,j = Ixx/ycg = 1.257 in3 lyy = 0.7198 in4 Bending and Shear Stress Check: w = 15 1b/ft = 5 psf*wtrib M = wL2/8 = 246 lb-ft fb = (M*12)/(S,t,t*1000)= 2.35 ksi h(in)= 4.50 V= 0.5wL = 86 lbs b(in)= 1.75 fs =V/(A,*1000) = 0.24 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) = 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 29.22 J= 1.59 in4 (AA§F.4.2.3) Cc = 0.41(Bc/Dc) = 78.38 >A (AA§F.4) Fcy = 25.00 ksi (AA Table A.3.3) Bc = Fcy(1+(Fcy/2250)1/2) = 27.64 (AA Table B.4.2) Dc = (Bc/10)*(Bc/E)1/2 = 0.14 (AA Table B.4.2) Cc = 0.41(Bc/Dc) = 78.38 (AA Table B.4.2) Fb = (Mnp(1-(7/Cc))+(r2EASxc)/Cc3)/(Sxcflb) = 14.04 ksi (AA§F.4) 0b = 1.65 (AA§F.1) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 56.25 Fs„ = 0.6F,/sty = 10.91 ksi (AA§G.2) Al = (Bs-Fsy)/1.25D, = 38.73 <b/t A2 = Cs/1.25 = 75.65 >b/t (AA§G.2) Bs = Fsv*(1+(F„/800)1'3) = 18.98 Cs = 0.41(Bs/Ds) = 94.57 (AA Table B.4.2) Ds = (Bs/10)*(Bs/E)1'2 = 0.08 (AA Table B.4.2) Fsy = 0.6*Fty= 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/11v = 8.00 ksi with Qv = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.17 < 1.0 OK fs/Fs = 0.03 < 1.0 OK Interaction (fb/Fb)2 + (fs/Fs)2 = 0.03 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI,{,t = 0.14 in < L/175 OK (AAMA TIR-A11) Apane = 0.08 in for worse case glass pane Lpane = 100.00 inches A= H/ 15889 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICALI Project Templeton Elementary School Date 7/12/2018 Project No. 18-915 Sheet No. 11 STRUCTURES Subject Mullions By SDF BALANCING ENVIRONMENT AND DESIGN Horizontal Mullions: Type Y2/6.13 (EFCO Part No. 451TCGO1 1 Horizontal): 6063-T6 Aluminum A = 1.9617 in2 wtrib = 5.56 ft (ACAD Massprop) = 1.9497 in4 L = 4.50 ft ycg= 1.25 in E = 10,100 ksi SX = Ixx/ycg= 1.560 in3 Total area of glass = 25.03 ft2 P = Glass Area*Weight/2 = 94 lbs a= 13.5 inches (1/4 point of span,8"minimum) A= Pa(3L2—4a2) / 24E1 = 0.022 inches <0.125 in max. OK < L/360 max. OK Type Z1/6.14(EFCO Part No. 451545 Horizontal): 6063-T6 Aluminum A = 1.5259 in2 wtrib = 2.47 ft (ACAD Massprop) I,{,{ = 1.1399 in4 L = 6.83 ft ycg = 1.4668 in E = 10,100 ksi Sx = Ix,s/ycg= 0.777 in3 Total area of glass = 16.87 ft2 P = Glass Area*Weight/2 = 63 lbs a = 20.5 inches (1/4 point of span,8"minimum) A= Pa(3L2—4a2) / 24E1 = 0.087 inches <0.125 in max. OK < L/360 max. OK Type R1/6.16 (EFCO Part No. 450545 Horizontal): 6063-T6 Aluminum A = 1.496 in2 wt ib = 2.58 ft (ACAD Massprop) I,� = 0.8654 in4 L = 6.00 ft ycg= 1.358 in E = 10,100 ksi SX = I,x/yrg = 0.637 in3 Total area of glass = 15.50 ft2 P = Glass Area*Weight/2 = 58 lbs a= 18 inches (1/4 point of span,8"minimum) A= Pa(3L2—4a2) / 24E1 = 0.071 inches <0.125 in max. OK < L/360 max. OK Type FF2/6.19 (EFCO Part No. 450CG011 Horizontal): 6063-T6 Aluminum A = 1.434 in2 wtrib = 2.33 ft (ACAD Massprop) Ixx = 0.5379 in4 L = 5.85 ft ycg= 0.9201 in E = 10,100 ksi SX = I,x/ycg= 0.585 in3 Total area of glass = 13.66 ft2 P = Glass Area*Weight/2 = 51 lbs a = 17.563 inches (1/4 point of span,8"minimum) A= Pa(3L2—4a2) / 24E1 = 0.094 inches <0.125 in max. OK < L/360 max. OK © Critical Structures, Inc . .,. .4:.:;,.:; \ Project Templeton Elementary School Date 7/12/2018 { ;� CRITICAL Project No. 18-915 Sheet No. 12 STRUCTURESSubject Anchorage By SDF BA.LAND NG ENVI RONM ENT.AND DESIGN Anchorage into Concrete: Vmax = 516 lbs Review in Simpson Anchor Selector software, Factored load on anchors = 516/0.6 = 861 lbs Per Simpson Anchor Designer Software USE (1) 1/4" dia. Simpson Titen HD screw anchor with 2 in embedment, 2" min edge distance& 6" min spacing(a,at ea side of vertical mullion, installation per ICC ESR-2713 Anchorage into Cold Form Steel Vmax = 516 lbs D = 0.216 in de = 0.5 in Through aluminum sill w/ wall thickness 0.063" into 22 ga steel try(2)anchors per side taluminum = 0.0625 in tsteel- 22 ga tsteel/taluminum= 0.4784 V per anchor = Vmax /4 =129.1 lbs Aluminum: Fru= 30 ksi Cold Form Steel: Fu = 58 ksi Pns = 4.2(tsteels*D)1/2*F'steel = 585 lbs- Governs Pns =2.7*taluminum*d*F'aluminum = 1093.5 lbs (AISI E4.3) Pns =2.7*tsteel*d*F'steel = 1011.39 lbs 1 = 3 Pns/c1 = 195.1146 Check ICC ESR-1976 Table 3, Vow in steel = 560 lbs (516/195*4) = 0.66 < 1.0, OK USE (2)ITW Buildex Teks 12-14 TEKS/3 Screws at each side of mullion, with 3" min spacing installation per ICC-ES ESR-1976 Anchorage into Wood Vmax= 516 lbs Try: (2) 1/4"x 2" Simpson SDS screws at each side of vertical mullion V per anchor = Vmax /4 =129.11 lbs Dowel Properties: D = 0.25 in is= 0.08 in Re = Fern / Fes = 0.19 Fyb = 45 ksi Fem = 4.65 ksi Rt =tm /is = 18.75 Ke = 1+0.25(0/90) = 1.25 Fes = 25 ksi k1 = 2.21 tm= 1.5 in 0 = 90 degrees k2 = 0.62 k3 = 11.27 Yield Limit Equations: Im = DtmFem/Rd = 348.75 lbs (NDS Table 12.3.1A) Is = DISFes/Rd = 100 lbs <--Governs II = k1DlsFes/Rd = 245.2599 lbs IIIm = k2DimFem/((1+2Re)Rd) = 196.36 lbs IIIc = k3DtsFem/((2+Re)Rd) = 119.83 lbs IV = D2/Rd V(2FemFvb/(3(1+Re)) = 169.46 lbs Z = min(Im, Is, II, IIIm, IIIc, IV) = 100.00 lbs Z' = ZCDCMCtCgCACegCdiCtn = 160.00 lbs 129/160 = 0.81<1 OK CD = 1.6 USE(2) 1/4" Simpson SDS Screws at each side of mullion. embedded 1.5"into base wood with 3" min spacing. installation per ICC-ES ESR-2236 © Critical Structures, Inc RITR: A,L Project Templeton Elementary School Date 7/12/2018 STDCTU�EV Project No. 18-915ora Sheet No. 13 .,; Subject Anchorage By SDF BALANCING ENVIRONMENT AND DESIGN Anchorage of Sunshade to Knife Plate: Vmax = 216 lbs 63.9856 Mmax= 292 lbs-ft 86.3807 Try(4) 3/8" Diameter Bolts Vmax per anchor= 368 lbs Check shear through aluminum Rn = (n(D-1.191/n)2/4)*Fsu (2015 ADM Eq J.3-2) Rn= n* (0.375-1.191/14)2/4) * 25000 = 1873 lbs Rn/0 = 800 lbs Rn= de*t*Fm<2*D*t*Ft„ (2015 ADM Eq J.3-4) Rn = 1"*0.125"*22000 = 2750 lbs<2*0.375"*0.125"*22000 = 2063 Rn/0 = 881 lbs Vallow = 800 lbs > 368 OK Use(4) 3/8" Diameter Bolts Anchorage of Sunshade Plate to Mullion: Vmax = 216 lbs No. of Screws per Connection = 4 Mmaj = 320 lbs-ft Try(4)ITW Buildex Teks 12-14 TEKS/3 screws at each vertical mullion(2 @ top and bottom) Vmax per anchor= 54 lbs Tmax per anchor = 265 lbs Check shear through aluminum Vallow = 2*Fm*D*T/nu (2015 ADM Eq J.5-12) Vallow= 2*22000*0.216*0.08/1.95 = 390 lbs For tension, check pull-over in aluminum Pull-Over of aluminum Pnov= C*tl*Ftul *(Dws Dh)/nu (2015 ADM Eq J.5-8) Pnov = 1.0*0.25*22000*(0.415-0.216)/3 = 365 lbs Shear and tension interaction; conservative at(V/Vallow) + (T/Tallow) <_ 1.0 (54/390) + (265/365) = 86 <_ 1.0 OK Use(4)ITW Buildex Teks 12-14 TEKS/3 screws at each vertical mullion(2 @ top and bottom) © Critical Structures, Inc + CRITICAL Project Templeton Elementary School Date 7/12/2018 Project No. 18-915 Sheet No. 14 STRUCTURES Subject Fallout By SDF --"z' BALANCING ENVIRONMENT AND DESIGN Fallout Calculations Worst case per ASCE 7, Table 12.12-1 Story Drift Ratio = 0.020 Max lite height, h = 9.84 ft Dp = h* Story Drift= 2.36 in A> 1.25*Ie*Dp = 1.25*1*2.36 in = 2.95 in (ASCE 7 Eqn. 13.5-1) In accordance with ASCE 7 Section 13.5.9.1 Exception 1, if the following is satisfied the drift requirement need not be satisfied: Dciear> 1.25Dp -�Dclear> 1.25Dp Fallout OK (ASCE 7 Eqn. 13.5-2) Delear= 2c1(1+(hpc2/bpci)) = 2.96 in hp = 118.06 in (height of rectangular glass panel) by = 56.625 in (width of rectangular glass panel) ci = 0.48 in (average clearance between vertical glass edge and frame) c2 = 0.48 in (clearance between horizontal glass edge and frame) © Critical Structures, Inc RITICProjectTempleton Elementary School Date7/12/2018 `" Project No. 18 915 Sheet No. 15 ,,- STRUCTURES Subject Glazing By SDF `LLYc- BALANCING ENVIRONMENT AND DESIGN Glazing Design: (Assumed to be supported on 2 edges) Based on 2012 IBC Section 2403.3, to be firmly supported, the framing members for each individual pane of glass shall be designed so the deflection of the edge of glass perpendicular to the glass pane shall not exceed 1/175 of the glass edge length or 3/4", whichever is less. The following elevations exhibit deflections in excess of the above requirement, therefore the glass panes are assumed to be supported at the top and bottom of pane. Glazing design per ASTM E 1300- 07 El referenced by IBC 2012 Chp. 35 Glazing Schedule: PG-1: 1/2" Tempered Glass Glazing Type: PG-1 Glass Type Fully Tempered Length of Unsuported Edge = 112 in Exceeds ASTM E 1300 Table Wind Demand= 5 psf Assuming Equivalent Load Share LS1 = 1 Per ASTM 1300, Table 1 GTF = 4 Per ASTM 1300, Figure A1.25 (upper chart) NFL1 = 8.00 psf For Short Duration Loading: LR1 =NFL1 * GTF1 *LS1 = 32.0 psf > 5 psf OK © Critical Structures, Inc 16 It ( ---"0171- 1 L frii. /14111 11.�. STRUCTURES BALANCING ENVIRONMENT AND DESIGN ACAD MASSPROP FOR MULLIONS 451 TCG001 Area: 1.0550 Perimeter: 27.1095 Bounding box: X: -0.7641 -- 1.2359 Y: -2.2401 -- 2.2599 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 2.7109 Y: 0.4448 Product of inertia: XY: 0.0063 Radii of gyration: X: 1.6030 Y: 0.6493 Principal moments and X-Y directions about centroid: I: 2.7110 along [1.0000 0.0028] J: 0.4448 along [-0.0028 1.0000] 451 TCG002 Area: 1.4131 Perimeter: 37.9888 Bounding box: X: -1.1758 -- 1.0742 Y: -2.2690 -- 2.2310 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 3.3184 Y: 0.9109 Product of inertia: XY: -0.0020 Radii of gyration: X: 1.5324 Y: 0.8029 Principal moments and X-Y directions about centroid: I: 3.3184 along [1.0000-0.0008] J: 0.9109 along [0.0008 1.0000] 452TCG002 Steel Area: 0.7829 Perimeter: 11.8705 Bounding box: X: -0.6766 -- 0.3234 Y: -2.1415 -- 2.1415 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 1.7354 Y: 0.0395 Product of inertia: XY: 0.0000 Radii of gyration: X: 1.4888 Y: 0.2246 Principal moments and X-Y directions about centroid: I: 1.7354 along [1.0000 0.0000] J: 0.0395 along [0.0000 1.0000] 1852 Lomita Boulevard,Suite 210, Lomita, CA 90717 310.530.3050 17 4-4""IVAI cRiTicAL tip STRUCTURES BALANCING ENVIRONMENT AND DESIGN 451547 Area: 1.4745 Perimeter: 31.2516 Bounding box: X: -1.1372 -- 1.3628 Y: -2.2013 -- 2.2987 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 3.2207 Y: 0.9020 Product of inertia: XY: 0.0520 Radii of gyration: X: 1.4779 Y: 0.7821 Principal moments and X-Y directions about centroid: I: 3.2219 along [0.9997 0.0224] J: 0.9008 along[-0.0224 0.9997] 451TCG540+010 Area: 1.7265 Perimeter: 43.7105 Bounding box: X: -1.0746 -- 1.0644 Y: -2.2506 -- 2.2509 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 4.2950 Y: 0.8302 Product of inertia: XY: -0.0013 Radii of gyration: X: 1.5772 Y: 0.6934 Principal moments and X-Y directions about centroid: I: 4.2950 along [1.0000-0.0004] J: 0.8302 along [0.0004 1.0000] 450547 Area: 1.3945 Perimeter: 29.7412 Bounding box: X: -0.9584 -- 1.2916 Y: -2.2010 -- 2.2988 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 2.8895 Y: 0.7198 Product of inertia: XY: 0.0445 Radii of gyration: X: 1.4394 Y: 0.7184 Principal moments and X-Y directions about centroid: I: 2.8904 along [0.9998 0.0205] J: 0.7188 along [-0.0205 0.9998] 1852 Lomita Boulevard,Suite 210, Lomita, CA 90717 310.530.3050 18 4J$. CRITICAL STRUCTURES BALANCING ENVIRONMENT AND DESIGN 450CG001 Area: 0.9570 Perimeter: 24.1399 Bounding box: X: -0.5932 -- 1.1568 Y: -2.2500 -- 2.2500 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 2.4194 Y: 0.3258 Product of inertia: XY: 0.0000 Radii of gyration: X: 1.5900 Y: 0.5834 Principal moments and X-Y directions about centroid: I: 2.4194 along [1.0000 0.0000] J: 0.3258 along [0.0000 1.0000] 451TCG011 Horizontal Area: 1.4527 Perimeter: 39.6498 Bounding box: X: -2.1264 -- 2.3408 Y: -0.9375 -- 1.0625 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.6350 Y: 3.1197 Product of inertia: XY: -0.1465 Radii of gyration: X: 0.6612 Y: 1.4654 Principal moments and X-Y directions about centroid: I: 0.6264 along [0.9983 0.0587] J: 3.1283 along [-0.0587 0.9983] 451545 Horizontal Area: 1.5259 Perimeter: 27.1399 Bounding box: X: -2.1793 -- 2.2727 Y: -1.4668 -- 1.0957 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 1.1399 Y: 3.7737 Product of inertia: XY: -0.0593 Radii of gyration: X: 0.8643 Y: 1.5726 Principal moments and X-Y directions about centroid: I: 1.1386 along [0.9997 0.0225] J: 3.7750 along [-0.0225 0.9997] 1852 Lomita Boulevard,Suite 210, Lomita, CA 90717 310.530.3050 19 4If3't1 CRITICAL TRUCTURESW.' BALANCING ENVIRONMENT AND DESIGN 450CG011 Horizontal Area: 1.4340 Perimeter: 38.1433 Bounding box: X: -2.1177 -- 2.3341 Y: -0.8299 -- 0.9201 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.5379 Y: 2.7551 Product of inertia: XY: -0.1253 Radii of gyration: X: 0.6125 Y: 1.3861 Principal moments and X-Y directions about centroid: I: 0.5309 along [0.9984 0.0563] J: 2.7621 along [-0.0563 0.9984] 450545 Horizontal Area: 1.4960 Perimeter: 26.0591 Bounding box: X: -2.1784 -- 2.2736 Y: -1.3580 -- 0.9545 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.8654 Y: 3.4846 Product of inertia: XY: -0.0515 Radii of gyration: X: 0.7606 Y: 1.5262 Principal moments and X-Y directions about centroid: I: 0.8644 along [0.9998 0.0196] J: 3.4856 along [-0.0196 0.9998] 1852 Lomita Boulevard,Suite 210, Lomita,CA 90717 310.530.3050 20 SIMPSON Anchor Designer TM Company: Critical Structures, Inc. Date: 7/11/2018 Engineer: SDF Page: 1/5 Stro Tie Software Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mail: 1.Proiect information Customer company:Window Tech Project description:Templeton ES Customer contact name: Location: Customer e-mail: Fastening description:Concrete Anchor Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State: Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw P ,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.000 Reinforcement provided at corners: No Effective Embedment depth,her(inch): 1.510 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility: No Build-up grout pad:No hmin(inch):3.36 can(inch):4.29 Base Plate Cmin(inch): 1.50 Length x Width x Thickness(inch):3.00 x 10.00 x 0.12 Smin(inch): 1.50 Recommended Anchor Anchor Name:Titen HD®-1/4"0 Titen HD,hnom:2"(51 mm) Code Report:ICC-ES ESR-2713 r a t 1=ir, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 21 SIMPSON Anchor Designer TM Company: Critical Structures, Inc. Date: 7/11/2018 Engineer: SDF Page: 2/5 Software Strong-TieProject: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]:0 V.[Ib]:861 Vuay[lb]:0 Mux[ft-lb]:0 Muy[ft-lb]:0 Mui[ft-lb]:0 <Figure 1> 0 Ib 0144) -Ib 8611 ' 0 lb here O ft-Ib Oft-Ib Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 22 SIMPSON Anchor Designer TM Company: Critical Structures, Inc. Date: 7/11/2018 Engineer: SDF Page: 3/5 Strong-Tie Software Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mail: <Figure 2> 10.00 6.00 24.00 24.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 23 SIMPSON Anchor DesignerTM Company: Critical Structures, Inc. Date: 7/11/2018 Engineer: SDF Page: 4/5 Strong-Th Software Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(Ib) Vuay(Ib) J(Vuax)2+(Vusy)2(Ib) 1 0.0 430.5 0.0 430.5 2 0.0 430.5 0.0 430.5 Sum 0.0 861.0 0.0 861.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 0102 02 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) fclgrout 0 t/groutOVsa(Ib) 2020 1.0 0.60 1212 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vbx=7(le/da)021IdaAJI fccai1 5(Eq.D-24) le(in) da(in) .3 f'c(psi) cal(in) Vbx(Ib) 1.51 0.250 1.00 2500 2.00 709 4iVcbgx=0(Avc/Avco)Vec,Vyed,VV',VV'h,VVbx(Sec. D.4.1 &Eq.D-22) Avc(in2) Avco(in2) Vec,v Ved,V Ve,V f'h,v Vbx(Ib) 0 0Vcbgx(lb) 36.00 18.00 1.000 1.000 1.000 1.000 709 0.70 993 Shear parallel to edge in x-direction: Vby=7(le/da)02Idailiifcoai15(Eq. D-24) /e(in) da(in) A r(psi) cal(in) Vby(Ib) 1.51 0.250 1.00 2500 4.00 2006 ¢Vcbx=0(2)(Avc/Avco)Ved,vnvTh,VVby(Sec. D.4.1, D.6.2.1(c)&Eq.D-21) Avc(in2) Avco(in2) Ved,V V'c,V V'h,V Vby(Ib) 0 OVcbx(Ib) 24.00 72.00 1.000 1.000 1.000 2006 0.70 936 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 24 SIMPSON Anchor DesignerTM Company: Critical Structures, Inc. Date: 7/11/2018 Engineer: SDF Page: 5/5 Strong-Tie Software Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mail: 41Vcpg=�/(cp/�/cbg=!6/Ccp(ANc/ANco)-ec,N-ed,N�qN-cp,NNb(Eq. D-31) kcp ANc(in2) AN..(in2) Viec,N 'ed,N PcN Pcp,N Nb(lb) 0 0Vcpg(lb) 1.0 36.24 20.52 1.000 0.965 1.000 1.000 1577 0.70 1881 11.Results 11.Interaction of Tensile and Shear Forces(Sec. D.7)? Shear Factored Load,Vua(Ib) Design Strength,0Vn(Ib) Ratio Status Steel 431 1212 0.36 Pass T Concrete breakout x+ 861 993 0.87 Pass(Governs) II Concrete breakout y- 431 936 0.46 Pass(Governs) Pryout 861 1881 0.46 Pass 1/4"0 Titen HD,hnom:2"(51mm)meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com