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Specifications (32)
6460.267,-dele%" / 4676' .31/ (97744 kr-le CRITICAL iTkgesd s STRUCTURES RECEIVED Gm 0 e A ?‘9,11 Oc.:Y;) BALANCING ENVIRONMENT AND DESIGN JAN 1 3 2020 K Dat 1\99 CITY OF TIGARD 000 3 (161 < BUILDING DIVISION RD,o Structural Calculation Package For Design of Mullions and Anchorage For Twality Middle School, OFFICE co13' 14650 SW 97th Avenue, Tigard, OR 97224 Job #: 19-1035 Date: January 2, 2020 c r? SPECIAL NSPECTION REQUIR. PR°P ,0 State of Oreo Structural SpeciaIt- r.L.;sAr N 0 Concrete end Reinforcing Steel ct- .5721 ei Bolts Installed in Concrete DIGITAL SIGNATURE o Special Mornent-Ro3isting Concrete Fl (f)c..\ OREGON c7; o Reinforcing sue&Prestressing Steel Ten "MB — /9j o Structure!Welcing CC STo O\J\\<(- High Zoiting RENEWS: 6-30-2020 o Structural kiel,ry o Reinfoned Grxml Concrete — - ED Insulath7 CX-WWirei2( ED Spray AppErgio F;7s-Resizale Materiels Pilirvs, Dritzr.SPieis and17(4%cm 0 Shotcrela 0 Special'Gra.-1ing,Excavation and Ft' o Sericke-Contruj 0 Oho 'Prepared for Window Tech,Inc. 1350 Coronado Avenue • Long Beach, California 90804 Phone:310-530-3050 • Fax:310-530-0184 • Web:www.critical-structures.com CRITICAL Project Twality MS Date 1/2/20 T R T R E c Project No. 19-1035 Sheet No. J Subject Table of Contents and Introduction By JG BALANCING ENVIRONMtNi ANG'J'ESICaN 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 15 Fallout Calculations 19 Glazing Calculations 20 Mullion Properties 21 Simpson Anchor Selector Output 24 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 Kawneer, which span to building structure. © Critical Structures, Inc ( CRITICAL L Project Twality MS Date 1/2/2020 '\ j'1 Project No. 19-1035 Sheet No. 2 STRUCTURESSubject Wind Design Forces By JG KALANQNG ENVIRONMtNI AND UESIC,N Wind Design Force Part 1, Chp. 30 Components and Cladding Forces (ASCE 7-10 Table 30.4-1) p = gh[(GCp) -(GC/;)] (ASCE 7-10 Eqn.30.4-1) Height Above Ground Level z = 44 ft Risk Category = III (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 = C (Str Gen Notes) Velocity Pressure Coeff KZ = 1.06 (ASCE 7-10 30.3.2,Table 30.3-1) Topographic Factor Kzt = 1 (Str Gen Notes) Internal Pressure Coeff GCp, = 0.18 Enclosed building (ASCE 7-10 26.11.1,Table 26 11-1) Velocity Pressure qh = 0.00256KZKZtKdV2 = 39.0 psf (ASCE 7-10 Eqn.30.3-1) Roof 0 < 10°? Yes (ASCE 7-10 Fig. 30.4-1 Note 5) Glazing and Mullion Design Using ASD Load Combinations ghnsD=0•6gn clhasD = 23.4 psf Design Pressure p = gh[(GCp)- (GCp,)] = (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 -33.7 psf or 25.3 psf Zone 5 -27.4 psf or 25.3 psf Zone 4 For 20 ft2 -31.6 psf or 24.2 psf Zone 5 -26.3 psf or 24.2 psf Zone 4 For 50 ft2 -28.4 psf or 22.5 psf Zone 5 -25.3 psf or 22.5 psf Zone 4 For 100 ft2 -26.3 psf or 21.3 psf Zone 5 -23.2 psf or 21.3 psf Zone 4 For 200 ft2 -24.2 psf or 20.6 psf Zone 5 -22.7 psf or 20.6 psf Zone 4 For 500 ft2 -21.0 psf or 18.9 psf Zone 5 -21.0 psf or 18.9 psf Zone 4 Interior Elevations: p = 5 psf © Critical Structures, Inc CRITICAL ProjectTwahty MS Date 1/2/2020 c �? Project No. 19-1035 Sheet No. 3 cy, V �'\�� Subject Seismic Design Forces By JG BALANCING ENVIRONMENT AND DESIGN Weights Glass, 1"glazing 7.5 psf Aluminum, 6063-T5, mullions 0.5 psf TOTAL 8.0 psf Seismic Design Force 0.4a SDSW z Fp = p p (1+ 2— (ASCE 7-10 Eqn. 13.3-1) R ( Ip ) Site Class: D SDs = 0.716 Ip= 1.25 (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) = 2.5 (For Seismic Anchorage Check Only) Fp = 0.430 WP 4—Governs Fp max= 1.6SDSIPWP= 1.432 Wp (ASCE 7-10 Eqn 13.3-2) Fp min= 0.3SDSIpWp= 0.2685 W, (ASCE 7-10 Eqn 13.3-3) Fp ASD =0.7*0.43Wp = 0.7*0.43*8 psf= 2.41 psf < 18.9 psf min.; Wind Design governs for anchorage, Fp = 6.01 psf < 18.9 psf min.; Wind Design governs © Critical Structures, Inc , _____..„ CRITICAL Project Twality MS Date 1/2/2020 ) STRUCTURES Project No. 19-1035 Sheet No. Subject Mullions By JG -- UALANC.ING ENVIRONMCNi ANL)DLSi(.,N Vertical Mullions Determine worst case conditions (Center Mullions) Type El. / Sht No. Mullion Location L, ft trib, ft wLz wL4 451T-VG-012 Type B1/6.02 Center 5.00 3.64 31.96 2905 72613 Type B2/6.02 Center 6.67 3.89 26.10 4508 200353 Type B3/6.03 Center 8.67 3.89 25.83 7539 566253 Type B4/6.03 Center 9.00 3.89 25.79 8116 657366 Type C1/6.03 Center 7.00 3.64 26.12 4653 228000 Type C2/6.04 Center 11.00 3.14 25.80 9790 1184537 Type C3/6.04 Center 10.67 3.64 25.65 10611 1207292 Type C4/6.04 Center 11.33 3.14 29.94 12057 1548711 Type C5/6.05 Center 11.67 3.64 25.53 12631 1719175 Type C6/6.05 Center 10.67 3.64 25.65 10611 1207292 Type C7/6.05 Center 11.33 3.64 25.57 11939 1533509 Type D/6.06 Center 9.08 3.89 29.96 9606 792561 Type G1,G2/6.07 Center 9.08 3.89 25.78 8263 681753 Type H/6.07 Center 7.17 3.05 31.38 4919 252628 463-052 Type E/6.06 Center 9.33 3.64 25.82 8178 712384 Type L/6.10 Center 12.00 3.48 25.55 12800 1843209 Type M/6.10 Center 12.00 3.76 25.43 13771 1982979 451-CG-001 Type AA/6.11 Center 10.00 3.51 5.00 1755 175521 451-547 Type AA/6.11 Center 10.00 3.56 5.00 1781 178125 Type BB/6.11 Center 10.00 3.46 5.00 1729 172917 Type CC/6.12 Center 10.00 3.98 5.00 1990 198958 Type DD/6.12 Center 9.50 3.64 5.00 1640 148053 © Critical Structures, Inc . ____„ t cRITIC ^ L Project Twality MS Date 1/2/2020 STRUCTURES'` Project No. 19-1035ion Sheet No. Subject Mullions By JG 6ALFPJ(:iNC_L VIFC+N'v:t Ply Ah)il. Determine worst case conditions(Edge Mullions) Type El. / Sht No. Mullion Location L ft tribft wLl wL4 451T-VG-001 Type A1/6.01 Jamb 8.67 2.00 26.59 3995 300055 Type A2/6.01 Jamb 9.08 2.00 31.96 5274 435134 Type A3/6.01 Jamb 10.67 2.00 26.27 5977 680029 Type A4/6.01 Jamb 11.33 2.00 26.22 6735 865105 Type A5/6.02 Jamb 3.83 2.00 27.36 804 11817 Type A6/6.02 Jamb 4.17 2.00 27.36 950 16496 Type B1/6.02 Jamb 5.00 1.90 33.68 1601 40016 Type B2/6.02 Jamb 6.67 2.03 27.00 2431 108037 Type B3/6.03 Jamb 8.67 2.03 26.57 4043 303691 Type B4/6.03 Jamb 9.00 2.03 26.50 4349 352233 Type C1/6.03 Jamb 7.00 1.90 27.02 2517 123314 Type C2/6.04 Jamb 11.00 1.65 26.51 5295 640717 Type C3/6.04 Jamb 10.67 1.90 26.30 5689 647293 Type C4/6.04 Jamb 11.33 1.65 31.85 6753 867439 Type C5/6.05 Jamb 11.67 1.90 26.24 6789 923997 Type C6/6.05 Jamb 10.67 1.90 26.30 5689 647293 Type C7/6.05 Jamb 11.33 1.90 26.26 6412 823535 Type D/6.06 Jamb 9.08 2.03 31.91 5334 440113 Type E/6.06 Jamb 9.33 1.89 26.56 4363 380070 Type F/6.06 Jamb 10.67 2.00 26.27 5977 680029 Type G1,G2/6.07 Jamb 9.08 2.03 26.48 4426 365216 Type H/6.07 Jamb 7.17 1.61 33.36 2757 141615 Type L/6.10 Jamb 12.00 1.64 26.35 6206 893634 Type M/6.10 Jamb 12.00 2.18 26.10 8181 1178132 463-052 Type E/6.06 Jamb 9.33 1.92 26.53 4430 385923 Type J/6.08 Jamb 7.28 3.11 31.29 5167 273947 Type J.1/6.08 Jamb 7.28 3.11 31.29 5167 273947 Type K/6.09 Jamb 7.28 1.70 27.12 2441 129409 Type K.1/6.09 Jamb 7.28 1.70 27.12 2441 129409 Type K.2/6.09 Jamb 7.28 2.03 32.67 3518 186531 Type L/6.10 Jamb 12.00 1.92 26.21 7233 1041564 Type M/6.10 Jamb 12.00 1.92 26.21 7233 1041564 451-CG-001 Type AA/6.11 Jamb 10.00 1.60 5.00 802 80208 Type BB/6.11 Jamb 10.00 1.68 5.00 839 83854 Type CC/6.12 Jamb 10.00 2.23 5.00 1115 111458 Type DD/6.12 Jamb 9.50 1.89 5.00 851 76784 451-547 Type AA/6.11 Jamb 10.00 1.67 5.00 833 83333 Type BB/6.11 Jamb 10.00 1.92 5.00 958 95833 Type CC/6.12 Jamb 10.00 1.92 5.00 958 95833 Type DD/6.12 Jamb 9.50 1.92 5.00 865 78057 © Critical Structures, Inc • CRITICAL Project Twality MS Date 1/2/2020 Project No. 19-1035 Sheet No. STRUCTURES Subject Mullions By JG ^'.ANC.ING ENVIRONMENT ANL)JESIi,N Center Mullions: Type C5/6.05 (Kawneer Part No. 451T-VG-012) : 6063-T6 Aluminum A = 1.4438 in2 Wtr b = 3.64 ft (ACAD Massprop) = 3.6211 in4 L = 11.67 ft yeQ= 2.3256 in E = 10,100 ksi S,„ = I,x/ycg = 1.557 in3 Iy,,= 0.7216 in4 Bending and Shear Stress Check: w = 93 lb/ft = 25.5psf*wtrib M = wL2/8 = 1579 lb-ft fb = (M*12)/(Sx,L*1000)= 12.17 ksi h(in)= 4.50 V = 0.5wL = 541 lbs b(in)= 2.00 fs = V/(AW*1000) = 0.96 ksi t(in)= 0.13 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) = 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 27.73 J = 3.12 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)/(SxcSlb) = 17.46 ksi (AA§F.4) i1b = 1.65 (AA§F.1) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 36.00 Fs„ = 0.6Ft„/t2, = 10.91 ksi (AA§G.2) Al = (Bs-Fsv)/1.25Ds = 38.73 >b/t A2 = 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*Ft,= 15.00 ksi (AA Table A.3.1) Fs = Fsy/fiv= 9.09 ksi with fl,, = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.70 < 1.0 OK fs/Fs = 0.11 < 1.0 OK Interaction (fb/Fb)2 + (fs/Fs)2 = 0.50 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI,L,L = 0.74 in < L/175 OK (AAMA TIR-A11) pane= 0.69 in for worse case glass pane Lpane = 133.75 inches A= H/ 195 < 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 Twality MS Date 1/2/2020 > STRUCTURES Project No. 19-1035 Sheet No. Subject Mullions By JG �"- :ANCING ENVIRONMEN{ANO DESIGN Center Mullions(continued): Type M/6.10 (Kawneer Part No. 463-052) : 6063-T6 Aluminum A = 1.9435 in2 wtnb = 3.76 ft (ACAD Massprop) = 3.8257 in4 L = 12.00 ft ycg = 2.3044 in E = 10,100 ksi S,„ = Ixx/ycg = 1.660 in3 Iy,= 0.7821 in4 Bending and Shear Stress Check: w = 96 lb/ft=25.4 psf*wtrib M = wL2/8 = 1721 lb-ft fb = (M*12)/(S„„*1000)= 12.44 ksi h(in)= 4.50 V = 0.5wL = 574 lbs b(in)= 2.00 fs =V/(Aµ,*1000) = 1.37 ksi t(in)= 0.09 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) = 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 30.65 J= 2.32 in4 (AA§F.4.2.3) Cc = 0.41(Bc/Dc) = 78.38 >X (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)/(SxcIlb) = 13.21 ksi (AA§F.4) Gb = 1.65 (AA§F.1) Check FS (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 48.39 F5ll = 0.6Ft„/Q� = 10.91 ksi (AA§G.2) �1 = (B5-F50/1.25D5 = 38.73 <b/t A2 = Cs/1.25 = 75.65 >b/t (AA§G.2) BS = FS1,*(1+(F,V/800)1/3) = 18.98 C5 = 0.41(B5/D5) = 94.57 (AA Table B.4.2) D5 = (B5/10)*(B5/E)1'2 = 0.08 (AA Table B.4.2) F5},= 0.6*Fty = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/Slv = 8.49 ksi with G„= 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.94 < 1.0 OK fs/Fs = 0.16 < 1.0 OK Interaction (fb/Fb)2 + (fs/F5)2 = 0.91 < 1.0 OK (AA Eq H.3.2) Deflection Check: 0 = 0.7*5wL4/384EIXX = 0.81 in <L/175 OK (AAMA TIR-A11) pane = 0.75 in for worse case glass pane Lpane = 137.50 inches A= H/ 183 < 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 Twality MS Date 1/2/2020 STRUCTURES Project No. 19-1035 Sheet No. Subject Mullions By JG Center Mullions(continued): Type AA/6.11 (Kawneer Part No. 451-CG-001) : 6063-T6 Aluminum A = 1.0749 in2 wtab = 3.51 ft (ACAD Massprop) = 2.7125 in4 L = 10.00 ft ycg = 2.265 in E = 10,100 ksi S, , = I,„/ycg= 1.198 in3 Ivry= 0.4463 in4 Bending and Shear Stress Check: w = 18 lb/ft = 5 psf*wtrib M = wL2/8 = 219 lb-ft fb = (M*12)/(S,t,,*1000)= 2.20 ksi h(in)= 4.50 V = 0.5wL = 88 lbs b(in)= 2.00 fs =V/(AW*1000) = 0.24 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A= 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 28.39 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) = 15.35 ksi (AA§F.4) Gb = 1.65 (AA§F.1) Check F, (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 56.25 Fs„ = 0.6Ft„/Q = 10.91 ksi (AA§G.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)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)/flv = 8.00 ksi with Q,, = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.14 < 1.0 OK fs/Fs = 0.03 < 1.0 OK Interaction (fb/Fb)2 + (fs/Fs)2 = 0.02 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EIXX = 0.10 in < L/175 OK (AAMA TIR-A11) Apane = 0.09 in for worse case glass pane Lpane = 115.25 inches A= H/ 1219 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICALProject Twality MS Date 1/2/2020 STRUCTURES Project No. 19-1035on Sheet No. Subject Mullions By JG '-- :ALANCING ENVIRONMF_': Center Mullions(continued): Type CC/6.12(Kawneer Part No. 451-547) : 6063-T6 Aluminum A = 1.4745 in2 Winn = 3.98 ft (ACAD Massprop) I„,{ = 3.2207 in4 L = 10.00 ft ycg = 2.2988 in E = 10,100 ksi S = Ixx/ycg = 1.401 in3 Iyy = 0.902 in4 Bending and Shear Stress Check: w = 20 lb/ft= 5 psf*wtrib M = wL2/8 = 249 lb-ft fb = (M*12)/(S,,x*1000)= 2.13 ksi h(in)= 4.50 V = 0.5wL = 99 lbs b (in)= 2.00 fs = V/(Aµ,*1000) = 0.25 ksi t(in)= 0.09 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A= 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 25.01 J= 2.24 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)/(Sxcilb) = 15.17 ksi (AA§F.4) C2b = 1.65 (AA§F.1) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 50.00 Fsu = 0.6Fru/R, = 10.91 ksi (AA§G.2) Al = (Bs-Fsy)/1.25Ds = 38.73 <b/t A2 = Cs/1.25 = 75.65 >b/t (AA§G.2) Bs = F„*(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*Fri = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/f2v = 8.39 ksi with O,= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb = 0.14 < 1.0 OK fs/Fs = 0.03 < 1.0 OK Interaction (fb/Fb)2 + (fs/F32 = 0.02 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EIxx = 0.10 in < L/175 OK (AAMA TIR-A11) Apane = 0.09 in for worse case glass pane Lpane = 115.25 inches A= H/ 1277 < 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 Twality MS Date 1/2/2020 STRUCTURES Project No. 19-1035on Sheet No. Subject Mullions By JG -- ANCING ENVIRONMENT AND Ot57GN Edge Mullions: Type M/6.10 (Kawneer Part No. 451T-VG-001) : 6063-T6 Aluminum A = 1.0481 in2 Wtrib = 2.18 ft (ACAD Massprop) I„„ = 2.9401 in4 L = 12.00 ft ycg = 2.3545 in E = 10,100 ksi = I„„/ycg= 1.249 in3 Iyy= 0.4543 in4 Bending and Shear Stress Check: w = 57 1b/ft= 26.1 psf*wtrib M = wL2/8 = 1023 lb-ft fb = (M*12)/(S,„*1000)= 9.83 ksi h(in)= 4.50 V = 0.5wL = 341 lbs b (in)= 2.00 fs = V/(Aw,*1000) = 0.84 ksi t(in)= 0.09 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) Aeq= n(E/Fe)1/2 = 35.56 (AA§B.5) Fe = (ir2E)/(1.6b/t)2 = 78.85 Al <Xeq<X2 (AA Table B.5.1) X2 = Cp = 77.55 (AA§B.5) Jul = (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-rt2E/Cp2)((Xeq-A1)/(Cp-X1)) = 13.88 ksi (AA§B.5.5.5) Ob = 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= 50.00 Fs„ = 0.6Ft„/Q„ = 10.91 ksi (AA§G.2) Al = (BS-F5V)/1.25DS = 38.73 <b/t AZ = CS/1.25 = 75.65 >b/t (AA§G.2) BS = Fsy*(1+(Fsy/800)'/3) = 18.98 CS = 0.41(Bs/Ds) = 94.57 (AA Table B.4.2) DS = (Bs/10)*(BS/E)lI'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 = 8.39 ksi with Ov= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb = 0.71 < 1.0 OK fs/Fs = 0.10 < 1.0 OK Interaction (fb/Fb)2 + (fs/FS)2 = 0.51 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI„„ = 0.62 in < L/175 OK (AAMA TIR-A11) Apane = 0.58 in for worse case glass pane Lpane = 137.75 inches A= H/ 237 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICAL ProjectTwality MS Date 1/2/2020 Project No. 19-1035 Sheet No. STRUCTURES Subject Mullions By JG Edge Mullions(Continued): Type L/6.10(Kawneer Part No. 463-052) : 6063-T6 Aluminum A = 1.9435 in2 Wtnb = 1.92 ft (ACAD Massprop) I,t„ = 3.8257 in4 L = 12.00 ft Ycg= 2.3044 in E = 10,100 ksi = Ixx/Ycg = 1.660 in3 = 0.7821 in4 Bending and Shear Stress Check: w = 50 lb/ft= 26.2 psf*wtrib M = wL2/8 = 904 lb-ft fb = (M*12)/(S,,,{*1000)= 6.54 ksi h(in)= 4.50 V = 0.5wL = 301 lbs b(in)= 2.00 fs = V/(AW*1000) = 0.72 ksi t(in)= 0.09 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) = 2.3*(LbSc/(Cbsgrt(IyJ)))1/2 = 30.65 J= 2.32 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) = 13.21 ksi (AA§F.4) Ob = 1.65 (AA§F.1) Check FS (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 48.39 Fsu = 0.6Ftu/Q„= 10.91 ksi (AA§G.2) Al = (BS-Fs„)/1.25Ds = 38.73 <b/t X2 = Cs/1.25 = 75.65 >b/t (AA§G.2) BS = FS,,*(1+(Fsv/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 = 8.49 ksi with Qv = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.49 < 1.0 OK fs/FS = 0.08 < 1.0 OK Interaction (fb/Fb)2 + (fs/FS)2 = 0.25 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI,,,, = 0.42 in < L/175 OK (AAMA TIR-A11) Apane = 0.40 in for worse case glass pane Lpane = 137.75 inches A= H/ 349 < 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 Twality MS Date 1/2/2020 STRUCTURES Project No. 191035 Sheet No. Subject Mullions By JG Edge Mullions(Continued): Type CC/6.12(Kawneer Part No. 451-CG-001) : 6063-T6 Aluminum A = 1.0749 in2 wtrib = 2.23 ft (ACAD Massprop) = 2.7125 in4 L = 10.00 ft ycg = 2.265 in E = 10,100 ksi S. = I./yeg = 1.198 in3 Iyy = 0.4463 in4 Bending and Shear Stress Check: w = ll lb/ft= 5 psf*wtrib M = wL2/8 = 139 lb-ft fb = (M*12)/(S.*1000)= 1.40 ksi h(in)= 4.50 V = 0.5wL = 56 lbs b (in)= 2.00 f, = V/(A,*1000) = 0.15 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) Aeq= m(E/Fe)1/2 = 40.00 (AA§B.5) Fe = (m2E)/(1.6b/t)2 = 62.30 X1 < Aeq<X2 (AA Table B.5.1) X2 = Cp = 77.55 (AA§B.5) Al = (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§8.4.2) Cp = 0.41(Bp/Dp) = 77.55 (AA§B.4.2) =Mnp/Sx-(Mnp/Sxc-it2E/Cp2)((Aeq-A1)/(Cp-A1)) = 13.47 ksi (AA§B.5.5.5) 0b = 1.65 (AA§F.1) Fcy = 25 (AA Table A.3.3) Check F, (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t = 56.25 Fsu = 0.6Ft„/t2„ = 10.91 ksi (AA§G.2) Al = (Bs-F„)/1.25D, = 38.73 <b/t A2 = Cs/1.25 = 75.65 >b/t (AA§G.2) Bs = Fs„*(1+(Fs„/800)1/3) = 18.98 C, = 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)/flv= 8.00 ksi with Q,, = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.10 < 1.0 OK fs/Fs = 0.02 < 1.0 OK Interaction (fb/Fb)2 + (fs/F02 = 0.01 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EI. = 0.06 in <L/175 OK (AAMA TIR-A11) pane = 0.06 in for worse case glass pane Lpane = 115.25 inches 0= H/ 1920 < 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 Twality MS Date 1/2/2020 STRUCTURES Project No. 19-1035 Sheet No. Subject Mullions By JG Edge Mullions(Continued): Type BB/6.11 (Kawneer Part No. 451-547) : 6063-T6 Aluminum A = 1.4745 in2 Wfrib = 1.92 ft (ACRD Massprop) = 3.2207 in4 L = 10.00 ft ycg = 2.2988 in E = 10,100 ksi S, , = I,„/yeg= 1.401 in3 In, = 0.902 in4 Bending and Shear Stress Check: w = 10 lb/ft= 5 psf*wtrib M =wL2/8 = 120 lb-ft fb = (M*12)/(S,;„*1000)= 1.03 ksi h(in)= 4.50 V = 0.5wL = 48 lbs b (in)= 2.00 fs = V/(AW*1000) = 0.12 ksi t(in)= 0.09 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) Aeq= n(E/Fe)1/2 = 35.56 (AA§B.5) Fe = (it2E)/(1.6b/t)2 = 78.85 Al <Aeq <A2 (AA Table B.5.1) A2 = Cp = 77.55 (AA§B.5) Al = (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- rr2E/Cp2)((Aeq-A1)/(Cp-A1)) = 13.88 ksi (AA§B.5.5.5) Ob = 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 = 50.00 Fsu = 0.6Ft„/0„= 10.91 ksi (AA§G.2) Al = (Bs-Fs,,)/1.25Ds = 38.73 <b/t X2 = C5/1.25 = 75.65 >b/t (AA§G.2) Bs = F,v*(1+(F„/800)1/3) = 18.98 CS = 0.41(Bs/D5) = 94.57 (AA Table B.4.2) Ds = (Bs/10)*(Bs/E)li2 = 0.08 (AA Table B.4.2) Fsy = 0.6*Fn, = 15.00 ksi (AA Table A.3.1) Fs = (Bs-1.25Dsb/t)/Slv= 8.39 ksi with 0,, = 1.65 (AA§G.1 &G.2) Stress ratios fb/Fb = 0.07 < 1.0 OK fs/FS = 0.01 < 1.0 OK Interaction (fb/Fb)2 + (fs/Fs)2 = 0.01 < 1.0 OK (AA Eq H.3.2) Deflection Check: A = 0.7*5wL4/384EIxx = 0.05 in < L/175 OK (AAMA TIR-A11) Apane = 0.04 in for worse case glass pane Lpane = 115.25 inches A= H/ 2652 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) < 0.75 OK (IBC 2403.3) © Critical Structures, Inc CRITICALProject Twality MS Date 1/2/2020 ) Project No. 19-1035 Sheet No. STRUCTURES Subject Mullions By JG �"" BALAN(:.ING ENVIRONMENT ANL),t51ii.N Horizontal Mullions: Type D/6.06 (Kawneer Part No. 451T-VG-011 Horizontal): 6063-T6 Aluminum A = 1.635 in2 Wtrib = 3.34 ft (ACRD Massprop) = 0.7592 in4 L = 3.72 ft Ycg= 1.0883 in E = 10,100 ksi S, = I,./ycg = 0.698 in3 Total area of glass = 12.43 ft2 P = Glass Area*Weight/2 = 47 lbs a = 11.156 inches (1/4 point of span,8"minimum) A= Pa(3L2—4a2) / 24EI = 0.015 inches <0.125 in max. OK < L/360 max. OK Type L/6.10 (Kawneer Part No. 452-137 Horizontal): 6063-T6 Aluminum A = 1.7686 in2 wtrib = 4.55 ft (ACAD Massprop) Ixx = 0.9226 in4 L = 3.50 ft Ycg= 1.0536 in E = 10,100 ksi SX = I,x/ycg = 0.876 in3 Total area of glass = 15.93 ft2 P = Glass Area*Weight/2 = 60 lbs a= 10.5 inches (1/4 point of span,8"minimum) 0= Pa(3L2—4a2) / 24EI = 0.014 inches <0.125 in max. OK < L/360 max. OK Type BB/6.11 (Kawneer Part No. 451-545 Horizontal): 6063-T6 Aluminum A = 1.5259 in2 wtrib = 2.64 ft (ACAD Massprop) I,„ = 1.1399 in4 L = 3.50 ft Ycg= 1.4668 in E = 10,100 ksi S,, = I,./ycg = 0.777 in3 Total area of glass = 9.22 ft2 P = Glass Area*Weight/2 = 35 lbs a = 10.5 inches (1/4 point of span,8"minimum) 0= Pa(3L2—4a2) / 24E1 = 0.006 inches <0.125 in max. OK < L/360 max. OK © Critical Structures, Inc CRITICAL � Project Twality MS Date 1/2/2020 STRUCTURES Project No. 19-1035 Sheet No. Subject Anchorage By JG = BALANC NC LNVikONVEN AND DDtSIGN Anchorage into Concrete: Center Mullions: Vmax = 574 lbs Review in Simpson Anchor Selector software, Factored load on anchors = 574/0.6 = 956 lbs Per Simpson Anchor Designer Software USE (1) 3/8" dia. Simpson Titen HD screw anchor with 2-1/2" embedment, 2-1/2" min edge distance&4-1/4" min spacing @ EA side of vertical mullion, installation per ICC ESR-2713 Edge Mullions: Vmax = 355 lbs Review in Simpson Anchor Selector software, Factored load on anchors = 355/0.6 = 591 lbs Per Simpson Anchor Designer Software USE (3) 3/8" dia. Simpson Titen HD screw anchor with 2-1/2" embedment, 2-1/2" min edge distance&4-1/4" min spacing @ ONE side of vertical mullion, installation per ICC ESR-2713 © Critical Structures, Inc CRITICAL 7Project Twality MS Date 1/2/2020 ) STRUCTURES Project No. 19-1035 Sheet No. Subject Anchorage By JG Anchorage into Cold Form Steel: Center Mullions: Vmax = 574 lbs D = 0.216 in de = 1 in Through aluminum sill w/wall thickness 0.08" into 22 ga steel try(2)anchors per side taluminum = 0.08 in tsteel= 22 ga tsteel/taluminum= 0.37375 V per anchor =Vmax /4 =143.4 lbs Aluminum: Fru = 30 ksi Cold Form Steel: Fu = 58 ksi Pns = 4.2(tsteel3*D)t'Z*Fsteel = 585 lbs <— Governs Pns =2.7*taluminum*d*Faluminum = 1399.68 lbs (AISI E4.3) Pns =2.7*tsteel*d*Fsteel = 1011.39 lbs S2 = 3 Pns/SZ = 195.1146 Check ICC ESR-1976 Table 4, Vamp,in steel = 152 lbs (574/152*4) = 0.94 < 1.0, OK USE (2)ITW Buildex Teks 12-14 TEKS/3 Screws @ EA side of mullion. with 3" min spacing 1" min edge distance&22GA min steel thickness, installation per ICC-ES ESR-1976 Edge Mullions: Vmax = 355 lbs D = 0.216 in de = 1 in Through aluminum sill w/wall thickness 0.08" into 22 ga steel try(3) anchors talummum = 0.08 in tsteel= 22 ga tsteel/taluminum= 0.37375 V per anchor=Vmax /3 =118.3 lbs Aluminum: Fut = 30 ksi Cold Form Steel: Fu = 58 ksi Pns = 4.2(tsteeli*D)1/2*Fsteel = 585 lbs —Governs Pus =2.7*taluminum*d*Faluminum = 1399.68 lbs (AISI E4.3) Pns =2.7*tsteel*d*Fsteel = 1011.39 lbs S2 = 3 Pns/SZ = 195.1146 Check ICC ESR-1976 Table 4, Vailo,,,in steel= 152 lbs (355/152*3) = 0.78 < 1.0, OK USE(3) ITW Buildex Teks 12-14 TEKS/3 Screws a ONE side of mullion. with 3" min spacing 1" min edge distance&22GA min steel thickness, installation per ICC-ES ESR-1976 © Critical Structures, Inc CRITICAL IL Project Twality MS Date 1/2/2020 ) '\ Project No. 19-1035 Sheet No. STRUCTURES Subject Anchorage By JG �- .ne,rcarr�n'nNG;�tSicn Anchorage into Wood: Center Mullions: Vmax= 574 lbs Try: (2) 1/4"x 2" Simpson SDS screws @ EA side of vertical mullion V per anchor=Vmax /4 =143.44 lbs Dowel Properties: D = 0.25 in is= 0.08 in Re = Fem / Fes = 0.19 Fyb = 45 ksi Fem = 4.65 ksi Rt =iin /is = 18.75 = 1+0.25(0/90) = 1.25 FeS = 25 ksi k1 = 2.21 = 1.5 in 6 = 90 degrees k2 = 0.62 Yield Limit Equations: k3 = 11.27 Im = DtmFem/Rd = 348.75 lbs (NDS Table 12.3.1A) Is = DisFes/Rd = 100 lbs <--Governs II = k1DlsFes/Rd = 245.2599 lbs IIIm = k2DimFen/((1+2Re)Rd) = 196.36 lbs IIIc = k3DlsFem/((2+Re)Rd) = 119.83 lbs IV = D2/Rd f(2FemFvb/(3(1+Re)) = 169.46 lbs Z =min(Im, Is, II, IIIm, IIIc, IV) = 100.00 lbs Z' = ZCDCMCtCgCACegCdiCtn= 160.00 lbs 143/160 = 0.9<1 OK CD = 1.6 USE(2) 1/4" Simpson SDS Screws @ EA side of mullion. embedded 1.5"into base wood with 3" min spacing& 1" min edge distance,installation per ICC-ES ESR-2236 Edge Mullions: Vmax= 355 lbs Try: (3) 1/4" x 2" Simpson SDS screws @ ONE side of vertical mullion V per anchor =Vmax /3 =118.28 lbs Dowel Properties: D = 0.25 in i = 0.08 in Re = Fed, / Fes = 0.19 Fyb = 45 ksi Fem = 4.65 ksi Rt=lm /is = 18.75 Ke = 1+0.25(0/90) = 1.25 Fes = 25 ksi k1 = 2.21 lm= 1.5 in 0 = 90 degrees k2 = 0.62 Yield Limit Equations: k3 = 11.27 Im = DirnFem/Rd= 348.75 lbs (NDS Table 12.3.1A) Is = D1sFes/Rd = 100 lbs <--Governs II = k1DtsFes/Ra = 245.2599 lbs IIIm = k2DimFem/((1+2Re)Rd) = 196.36 lbs IIIc = k3DlsFem/((2+Re)Rd) = 119.83 lbs IV= D2/Rd1.1(2FemFyb/(3(1+Re)) = 169.46 lbs Z = min(Im, Is, II, IIIm, IIIc, IV) = 100.00 lbs Z' = ZCDCMCtCgCACegCaiCtn = 160.00 lbs 118/160 = 0.74<1 OK CD = 1.6 USE(3) 1/4" Simpson SDS Screws @ ONE side of mullion. embedded 1.5" into base wood with 3" min spacing& 1" min edge distance.installation per ICC-ES ESR-2236 © Critical Structures, Inc CRITICALProject Twality MS Date 1/2/2020 STRUCTURES Project No. 19-1035 Sheet No. Subject Anchorage By JG bALANC.fNC LNVIkONMLf. Anchorage with U Channel: Center Mullions: Vmax = 574 lbs Through aluminum sill w/ wall thickness 0.08" into 0.13" thick alu channel try(2) anchor per side tmullion = 0.080 in tchannel— 0.125 in Vmax per anchor =574/(2*2) = 143 lbs Tmax per anchor =574/(2*2) = 143 lbs For shear, governing failure mode is shear strength of aluminum Vallow = 2*Ft,*D*T/nn (Aluminum Design Manual Eq 5.4.3-1) Vallow= 2*22000*0.215*0.08/1.95 = 390 lbs For tension, check pull-over in aluminum and pull-out in steel Pull-Over of aluminum Pnov = C*tl*Fhi1 *(DWSDh) (Aluminum Design Manual Eq 5.4.2.2-1) Pnov = 1.0*0.125*22000*(0.415-0.221) = 534 lbs Shear and tension interaction; conservative at(V/Vallow) + (T/Tallow) < 1.0 (143/390) + (143/534) = 0.37 + 0.27 = 0.64 <1.0 OK Ft,= 25 ksi tchannel= 0.125 in Length = 24 in Legazwle= 2.50 in Savailable= 0.0625 in3 Mcantiiever= 120 lb-ft S2eq= 0.0574 in3 <Savailable OK USE(2) ITW Buildex Teks 12-14 TEKS/3 Screws a EA side of mullion. with 3" min spacing installation per ICC-ES ESR-1976.Min Angle Thickness = 0.125" Edge Mullions: Vmax = 355 lbs Through aluminum sill w/ wall thickness 0.08" into 0.13" thick alu angle try(2)anchors taluminum = 0.080 in tsteel= 0.125 in Vmax per anchor =355/(2) = 177 lbs Tmax per anchor =355/(2) = 177 lbs For shear, governing failure mode is shear strength of aluminum Vallow= 2*Ft„*D*T/nu (Aluminum Design Manual Eq 5.4.3-1) Vallow= 2*22000*0.215*0.08/1.95 = 390 lbs For tension, check pull-over in aluminum and pull-out in steel Pull-Over of aluminum Pnov = C*tl*Frii1 *(DWS Dh) (Aluminum Design Manual Eq 5.4.2.2-1) Pnov = 1.0*0.125*22000*(0.415-0.221) = 534 lbs Shear and tension interaction; conservative at(V/Vallow) + (T/Tallow) < 1.0 (177/390) + (177/534) = 0.46 + 0.33 = 0.79 Fn,= 25 ksi tangle= 0.125 in Length = 18 in Legangle= 2.50 in Savailable= 0.0469 in3 Mcantilever= 74 lb-ft Sreq= 0.0355 in3 <Savailable OK USE (2)ITW Buildex Teks 12-14 TEKS/3 Screws a ONE side of mullion. with 3" min spacing installation per ICC-ES ESR-1976. Min Angle Thickness = 0.125" © Critical Structures, Inc CRITICAL Project Twality MS Date 1/2/2020 STR CTU ES Project No. 19-1035 Sheet No. 19 t Subject Fallout By JG BALANCING ENVIRONMENT AND DESK:: Fallout Calculations Worst case per ASCE 7, Table 12.12-1 Story Drift Ratio = 0.015 Max lite height, h = 11.48 ft Dp = h* Story Drift = 2.07 in 0> 1.25*Ie*Dp = 1.25*1.25*2.07 in = 3.23 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: Dc1eaz? 1.25Dp —>Dclear > 1.25Dp, Fallout OK (ASCE 7 Eqn. 13.5-2) Dclear= 2c1(1+(hpc2/bpci)) = 4.72 in hp = 137.75 in (height of rectangular glass panel) by = 48.25 in (width of rectangular glass panel) c1 = 0.5781 in (average clearance between vertical glass edge and frame) c2 = 0.625 in (clearance between horizontal glass edge and frame) © Critical Structures, Inc ` ProjectProject No. Twality MSDate 1/2/2020 CRITICAL 19 1035 Sheet No. 20 ) STRUCTURES Subject Glazing By JG BALANCING ENVIRONMtN ANL)DESIGN Glazing Design: (Assumed to be supported on 4 edges) Glazing design per ASTM E 1300-09a Glazing Schedule: IT-1: 1/4" SN68 #2 x 1/2"Argon x 1/4" Cl. Anno. (1/4"AN x 1/2" Space x 1/4"AN) IT-2: 1/4" SNX51/23 #2 x 1/2"Argon x 1/4" Cl. Anno. (1/4" AN x 1/2" Space x 1/4" AN) (IT-I&IT-2 Similar) T-1: 1/4" Clear Temp. (1/4" FT) Elevation Type M/6.10 Glazing Type: IT-1/IT-2 Glass Type Annealed Length of Long Edge = 137.75 in Length of Short Edge = 48.25 in Glass Area= 46.156 sq. ft. Wind Demand = 26.3 psf Assuming Equivalent Load Share LS1 = 2 Per ASTM 1300, Table 1 GTF = 1 Per ASTM 1300, Figure A1.6 (upper chart) NFL1 = 18.29 psf For Short Duration Loading: LR1 =NFL1 * GTF1 *LS1 = 36.6 psf > 26.3 psf OK Elevation Type CC/6.12 Glazing Type: T-1 Glass Type Fully Tempered Length of Long Edge = 115.25 in Length of Short Edge = 29.5 in Glass Area= 23.61 sq. ft. Wind Demand = 5 psf (Interior Frame) Assuming Equivalent Load Share LS1 = 1 Per ASTM 1300, Table 1 GTF = 4 Per ASTM 1300, Figure A1.6(upper chart) NFL1 = 41.80 psf For Short Duration Loading: LR1 =NFL1 * GTF1 *LS1 = 167.2 psf > 5 psf OK © Critical Structures, Inc p CRITICAL {,t1*: � ==iiiiii STRUCTURES �. y BALANCING ENVIRONMENT AND DESIGN ACAD MASSPROP FOR MULLIONS Verticals: 451T-VG-001 Area: 1.0481 Perimeter: 25.5667 Bounding box: X:-1.2187 -- 0.7813 Y:-2.1455 -- 2.3545 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 2.9401 Y: 0.4543 Product of inertia: XY: -0.1790 Radii of gyration: X: 1.6748 Y: 0.6584 Principal moments and X-Y directions about centroid: I: 2.9529 along [0.9974-0.0715] J: 0.4415 along [0.0715 0.9974] 451T-VG-012 Split Mullion Area: 1.4438 Perimeter: 32.6664 Bounding box: X: -1.0531 -- 0.9469 Y:-2.3256 -- 2.1744 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 3.6211 Y: 0.7216 Product of inertia: XY: -0.0351 Radii of gyration: X: 1.5837 Y: 0.7070 Principal moments and X-Y directions about centroid: I: 3.6215 along [0.9999-0.0121] J: 0.7212 along [0.0121 0.9999] 463-052 Area: 1.9435 Perimeter: 43.3142 Bounding box: X: -0.9676 -- 1.0326 Y: -2.1956 -- 2.3044 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 3.8257 Y: 0.7821 Product of inertia: XY: -0.1662 Radii of gyration: X: 1.4030 Y: 0.6344 Principal moments and X-Y directions about centroid: I: 3.8348 along[0.9985-0.0544] J: 0.7730 along[0.0544 0.9985] 1350 Coronado Avenue, Long Beach, CA 90804 310.530.3050 ,,. CRITICAL ._4:44t,„„ �+ = =f STRUCTURES `^- BALANCING ENVIRONMENT AND DESIGN 451-CG-001 Area: 1.0749 Perimeter: 27.4778 Bounding box: X: -1.2308 -- 0.7692 Y: -2.2350 -- 2.2650 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 2.7125 Y: 0.4463 Product of inertia: XY: -0.0078 Radii of gyration: X: 1.5885 Y: 0.6443 Principal moments and X-Y directions about centroid: I: 2.7125 along[1.0000-0.0034] J: 0.4463 along[0.0034 1.0000] 451-547 Area: 1.4745 Perimeter: 31.2516 Bounding box: X: -1.1371 -- 1.3629 Y: -2.2012 -- 2.2988 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] Horizontals: 451T-VG-011 Area: 1.6350 Perimeter: 40.6588 Bounding box: X: -2.3379 -- 2.1141 Y: -1.0883 -- 0.9117 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.7592 Y: 3.5035 Product of inertia: XY: 0.0660 Radii of gyration: X: 0.6814 Y: 1.4638 Principal moments and X-Y directions about centroid: I: 0.7576 along [0.9997-0.0240] J: 3.5051 along [0.0240 0.9997] 1350 Coronado Avenue, Long Beach, CA 90804 310.530.3050 R ITI A L ...?tra0STRUCTURES -,,,,.......1 ------, `' BALANCING ENVIRONMENT AND DESIGN 452-137 Area: 1.7686 Perimeter: 32.2937 Bounding box: X:-2.2020 -- 2.2500 Y:-1.0536 -- 0.9469 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 0.9226 Y: 3.9104 Product of inertia: XY: -0.0671 Radii of gyration: X: 0.7223 Y: 1.4869 Principal moments and X-Y directions about centroid: I: 0.9211 along [0.9997 0.0224] J: 3.9119 along [-0.0224 0.9997] 451-545 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] 1350 Coronado Avenue, Long Beach, CA 90804 310.530.3050 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 1/5 Strong-TieSoftware StrongProject: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: 1.Project information Customer company:WINDOW TECH,INC. Project description: Customer contact name: Location: Customer e-mail: Fastening description:CENTER ANCHORAGE Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):5.00 State:Cracked Anchor Information: Compressive strength,f'.(psi):2500 Anchor type:Concrete screw 9 ,v: 1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,her(inch):1.770 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):4.00 cac(inch):2.69 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch):8.00 x 2.50 x 0.09 Smin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD.hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 ' — \ V \ \ \ \ \ 1\ \ \ 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 2/5 Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: Load and Geometry Load factor source:AC1 318 Section 5.3 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: No Strength level loads: N.[Ib]:0 Vuax[lb]:0 Vuay[Ib]:956 Mux[ft-lb):0 Muy[ft-lb]:0 Mui[ft-lb]:0 <Figure 1> Z 0 lb ft-lb 3 r' 9561b � Y mr; 0 ft-lb 0 IbQiic 4 tO l� 7 X 0 ft-lb � Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-ie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 3/5 Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: <Figure 2> • • 2.50 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 SIMPSON Anchor DesignerTM Company: CSI Date: 11/25/2019 Engineer: JG Page: 4/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.5 Address: cs Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) V.(Ib) v(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 478.0 478.0 2 0.0 0.0 478.0 478.0 Sum 0.0 0.0 956.0 956.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 2 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 yEccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 1 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) Ogmut 0 0grout0Vsa(lb) 4460 1.0 0.60 2676 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(le/da)021ida2aJfcca115;92a-Nlfcca115I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) de(in) Aa f'c(psi) cal(in) Vby(Ib) 1.77 0.375 1.00 2500 2.50 1156 0Vcbgy=0(Avc/Avco)Y'ec,vY'ed,vWc,viYn,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Y'ec,V Ped,V `Yc,v Vh,v Vby(Ib) 0 bVcbgy(Ib) 44.06 28.13 1.000 1.000 1.000 1.000 1156 0.70 1267 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=OkcpNcbg=Okcp(ANc/ANco)Y'ec,N Y'ed,N Y'c,N Y'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANco(In2) Y'ec,N Fed,N yc,N ycp,N Nb(lb) 0 4Vcpg(Ib) 1.0 49.28 28.20 1.000 0.982 1.000 1.000 2002 0.70 2406 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 5/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: • E-mail: Shear Factored Load,V.(Ib) Design Strength,MVS(Ib) Ratio Status Steel 478 2676 0.18 Pass T Concrete breakout y+ 956 1267 0.75 Pass(Governs) Pryout 956 2406 0.40 Pass 3/8"rD Titen HD,hnom:2.5"(64mm)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-I le Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 1/5 Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: 1.Proiect information Customer company:WINDOW TECH,INC. Project description: Customer contact name: Location: Customer e-mail: Fastening description:JAMB ANCHORAGE Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):5.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw 4ic,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,he(inch):1.770 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):4.00 cac(inch):2.69 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch): 14.50 x 2.50 x 0.09 Smin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 S { \ \ 1 i f` \ \ \ 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 2/5 Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: Load and Geometry Load factor source:AC1 318 Section 5.3 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: No Strength level loads: N.[Ib]:0 Vuax[Ib]:0 Vuay[Ib]:591 Mux[ft-lb]:0 Muy[ft-lb]:0 M.[ft-lb]:0 <Figure 1> Z 0 lb • 0 -lb -- 5911b A � O Y 0 lb ^ 0 ft-Ib 1'6 ) X 0 ft-Ib V 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 SIMPSON Anchor Designer TM Company: CSI _Date: 11/25/2019 Engineer: JG Page: 3/5 Software Project: TVVALITY MS Version 2.7.6990.5 Address: Phone: E-mail: <Figure 2> 2.50 j l ul N Lfl � Ln N O1 4 O t t 2.50 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 4/5 strong-Tie Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vaax(Ib) Vuay(Ib) \(V.,.)'+(V,,ay)2(Ib) 1 0.0 0.0 -220.2 220.2 2 0.0 0.0 197.0 197.0 3 0.0 0.0 614.2 614.2 Sum 0.0 0.0 591.0 1031.4 Maximum concrete compression strain(%o):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 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec.17.5.11 V.(Ib) Qgrout 0 qtgroutOVsa(Ib) 4460 1.0 0.60 2676 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(/e/da)0'2Jdai.aJfccal1"5;9.3.aJfcca11.5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) /la fa(psi) cal(in) Vby(Ib) 1.77 0.375 1.00 2500 2.50 1156 0Vcbgy=0(Avc/Av.)Y'ec,VTed,VTbVY'h,VVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avon(in2) Vec,V Ped,v Y'c,v 'Yh,v Vby(Ib) 0 0Vcbgy(Ib) 41.25 28.13 0.774 0.940 1.000 1.000 1156 0.70 864 Shear parallel to edge in y-direction: Vbx=minI7(le/da)02JdaiaJfccal1.5;9.1a'fccal15j(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) 2. f'c(psi) cal(in) V.(Ib) 1.77 0.375 1.00 2500 3.00 1519 0Vcby=0(2)(Avc/Avco)Vied,vV�c,v Ph,VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Avco(in2) Ped,V Vo,v Vyh,V Vbx(Ib) 0 OVcby(Ib) 31.50 40.50 1.000 1.000 1.000 1519 0.70 1654 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 5/5 Strong-Tie Software Project: TALITY MS l Vllg W Version 2.7.6990.5 Address: Phone: E-mail: 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) y4Vru=r kr,Nrb=i kcP(ANr/ANco)Wed,NWc,N9cp,NN6(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(in2) ANco(in2) Ped,N Pc,N Wcp,N Nb(Ib) 16 0Vcp(Ib) 1.0 24.64 28.20 0.982 1.000 1.000 2002 0.70 1203 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vua(lb) Design Strength,0Vn(lb) Ratio Status Steel 614 2676 0.23 Pass T Concrete breakout y+ 811 864 0.94 Pass(Governs) II Concrete breakout x+ 614 1654 0.37 Pass(Governs) Pryout 614 1203 0.51 Pass 3/8"0 Titan HD,hnom:2.5"(64mm)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 ins 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 1/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: 1.Proiect information Customer company: WINDOW TECH,INC. Project description: Customer contact name: Location: Customer e-mail: Fastening description:CENTER ANCHORAGE Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):5.00 State:Cracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Concrete screw 9 ,v: 1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,her(inch): 1.770 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):4.00 cac(inch):2.69 Base Plate Corin(inch): 1.75 Length x Width x Thickness(inch):8.00 x 2.50 x 0.09 .Sorin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®Countersunk Heac-3/8"0 Titen HD Countersunk,hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Software Engineer: JG Page: 2/5 StrongTie Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 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: No Strength level loads: N.[Ib]:0 Vuaz[Ib]:0 Vuay[Ib]:956 Mux[ft-Ib]:0 Muy[ft-Ib]:0 Muz[ft-Ib]:0 <Figure 1> z 0 Ib (t1 O ft-lb 956 lb ' 1946'. Y " 01b " .4-4,po a „mg, 0 ft-Ib k O nkf X » 4o 0 ft-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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 3/5 Strong-TieSoftware StrongProject: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: <Figure 2> 2.50 • co 2.50 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 4/5 Strong-Tie Software Project: TWALITY MS A7 Version 2.7.6990.5 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) V.(lb) J(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 478.0 478.0 2 0.0 0.0 478.0 478.0 Sum 0.0 0.0 956.0 956.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 2 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 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 ~ X 1 8.Steel Strength of Anchor in Shear(Sec.17.5.11 V.(Ib) qtgrout 0 qtgroutbVsa(lb) 4460 1.0 0.60 2676 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minI7(le/da)02 idaAalifcca115;9Aallfcca71 5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) Is(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 1.77 0.375 1.00 2500 2.50 1156 41Vcbgy=0(Avc/Avco)Y'ec,vY'ed,vY'c,vY'b,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Wec,V 'Ted,V Y'c,V I'b,V Vby(Ib) 0 OVcbgy(Ib) 44.06 28.13 1.000 1.000 1.000 1.000 1156 0.70 1267 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) �Vcpg=QlkcpNcbg=�kcp(ANc/ANco)Fec,N Y'ed,NY'c,N_cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(in2) Ani.(In2) y'ec,N Ted,N Pc,N ycp,N Nb(Ib) 0 QtVcpg(Ib) 1.0 49.28 28.20 1.000 0.982 1.000 1.000 2002 0.70 2406 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-i ie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Software Strong-Tie Project: JG Page: 5/5 Project: TWALITY MS Version 2.7.6990.5 Address: Phone: E-mail: Shear Factored Load,V.(lb) Design Strength,eV„(Ib) Ratio Status Steel 478 2676 0.18 Pass T Concrete breakout y+ 956 1267 0.75 Pass(Governs) Pryout 956 2406 0.40 Pass 3/8"0 Titen HD Countersunk,hnom:2.5"(64mm)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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 1/5 StrongTie Software Project: TWALITY MS Version 2.7.6990.8 Address: Phone: E-mail: 1.Project information Customer company:WINDOW TECH,INC. Project description: Customer contact name: Location: Customer e-mail: Fastening description:JAMB ANCHORAGE Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):5.00 State:Cracked Anchor Information: Compressive strength,f e(psi):2500 Anchor type:Concrete screw 4Pc,v: 1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,hef(inch): 1.770 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):4.00 ca.(inch):2.69 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch): 14.50 x 2.50 x 0.09 Smin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®Countersunk Heac-3/8"0 Titen HD Countersunk, hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 F ate,; 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 • SIMPSON Anchor Designer TM Company: _CSI Date: 11/25/2019 Engineer: JG Page: 2/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.8 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 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: No Strength level loads: N.[lb]:0 V.[lb]:0 Vuay[lb]:591 Mux[ft-lb]:0 Muy[ft-lb]:0 M.[ft-lb]:0 <Figure 1> 0 Ib 411 0 Mf► 41411/8116'591 lb 0Ib Y X '6* Oft-Ib 0 ft-I b 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 3/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.8 Address: Phone: E-mail: <Figure 2> 2.50 N O IN ' � d. r ioli O' O M 1 I 2.50 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: JG Page: 4/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.8 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(Ib) Vuay(lb) v(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 -220.2 220.2 2 0.0 0.0 197.0 197.0 3 0.0 0.0 614.2 614.2 Sum 0.0 0.0 591.0 1031.4 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 1 Resultant compression force(lb):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 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) ggrout 0 ggroutgVsa(Ib) 4460 1.0 0.60 2676 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=min17(le/da)02A/da?iaVfcc./1.5;9Aa\ifcCal15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) 2. fc(psi) Cal(in) Vi (Ib) 1.77 0.375 1.00 2500 2.50 1156 (Vcbgy=0(Avc/Avco)w-ec,vTed,vY'o,vY'n,vV. y(Sec. 17.3.1 &Eq. 17.5.2.1 b) Avc(In2) Avco(int) `Yec,v tPed,v 'Yc,v Yyh,v Vby(Ib) 0 0Vcbgy(Ib) 41.25 28.13 0.774 0.940 1.000 1.000 1156 0.70 864 Shear parallel to edge in y-direction: Vex=min17(le/da)02Vda2a-Nlfx.11.5;9.1aVfccal1.5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) Ie(in) da(in) ,ta f.(psi) cal(in) Vbx(Ib) 1.77 0.375 1.00 2500 3.00 1519 gVcby=0(2)(Avc/Avco)Wed,V Pc,vYyh,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(int) Avco(In2) Wed,v Wc,v `Yh,v Vbx(Ib) 0 lVcby(Ib) 31.50 40.50 1.000 1.000 1.000 1519 0.70 1654 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 SIMPSON Anchor Designer TM Company: CSI Date: 11/25/2019 Engineer: _JG Page: 5/5 Strong-Tie Software Project: TWALITY MS Version 2.7.6990.8 Address: at Phone: • E-mail: 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 q,Vcp= =eksp(ANr/ANco)Wed,Ngic,NWcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(in2) ANco(in2) Ved,N Vc,N Pcp,N Nb(Ib) !p 0Vcp(Ib) 1.0 24.64 28.20 0.982 1.000 1.000 2002 0.70 1203 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vie(Ib) Design Strength,0V„(Ib) Ratio Status Steel 614 2676 0.23 Pass T Concrete breakout y+ 811 864 0.94 Pass(Governs) Concrete breakout x+ 614 1654 0.37 Pass(Governs) Pryout 614 1203 0.51 Pass 3/8"0 Titen HD Countersunk,hnom:2.5"(64mm)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-fie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com