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Val P2ov-i- ooriq • 1(5 45 4 • CRITICAL STRUCTURES BALANCING ENVIFONGENT AND DESIGN Structural Calculation Package For Design of Storefront Mullions and Anchorage For Durham O&M Building Remodel Phase 2 16060 SW 85th Avenue Tigard, OR 97224 Job#: 18-841 Date:June 3,2018 S vkuctuR4z 00 P R OF415,'iGINS/O 9 ve 85721 -� OREGON F rFMBEP,,p 9�CSTOv 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 Druham O&M Clean Water Date 6/3/18 i � • Project No. 18-841 Sheet No. 1 j ; STRUCTURES Subject Table of Contents and Introduction By SDF BALANCING ENV IRCNNMENW AM)LESMN • 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 11 Fallout Calculations 12 Mullion Properties 13 Simpson Anchor Selector Output 16 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 CRITICAL Project Druham O&M Clean Water Date 6/3/2018 (,7, L r1 . Project No. 18-841 Sheet No. 2 ` STRUCTURES « Subject Wind Design Forces By SDF ML ANC�NC FNJR(INMENI AND OES: -- -- t. Wind Design Force Part 1,Chp. 30 Components and Cladding Forces (ASCE 7-10 Table 30.4-1) p=gh[(GCp)-(GCq)] (ASCE 7-10 Eqn.30.4-1) Height Above Ground Level z = 18 ft Risk Category= III (Str Gen Notes) Ultimate Wind Speed V= 130 mph (Str Gen Notes) Wind Directionality Factor K. = 0.85 (ASCE 7-10 26.7,Table 26.6-1) Exposure Category= B (Str Gen Notes) Velocity Pressure Coeff Kz= 0.7 (ASCE 7-10 30.3.2,Table 30.3-1) Topographic Factor Kn= 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=0.00256IcK,IQV2= 25.7 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 4 ghnso=0.6gh ghASD= 15.4 psf Design Pressure p=gl,[(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 -22.2 psf or 16.7 psf Zone 5 -18.1 psf or 16.7 psf Zone 4 For 20 ft2 -20.9 psf or 16.0 psf Zone 5 -17.4 psf or 16.0 psf Zone 4 For 50 ft2 -18.8 psf or 14.9 psf Zone 5 -16.7 psf or 14.9 psf Zone 4 For 100 ft2 -17.4 psf or 14.0 psf Zone 5 -15.3 psf or 14.0 psf Zone 4 For 200 ft216.0 psf or 13.6 psf Zone 5 -15.0 psf or 13.6 psf Zone 4 For 500 ft2 -13.9 psf or 12.5 psf Zone 5 -13.9 psf or 12.5 psf Zone 4 Interior Elevations: p=5psf Design Pressure p=gh[(GCp)-(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 CRITICALProject Druham O&M Clean Water Date 6/3/2018 ) STRUCTURES Project No. 18-841 Sheet No. 3 Subject Seismic Design Forces By SDF Weiehts Glass, 1"glazing 7.5 psf Aluminum,6063-T5,mullions 0.5 psf TOTAL 8.0 psf Seismic Design Force 0.4IR ,\n Fp = � � 1+2-h (ASCE 7-1O Eqn.13.3-1) In Site Class: D Sips= 0.714 Ip= 1.00 (ASCE 7-10 13.1.3) z/h= (1/1)= I (assume worst case,top of mullion connection at roof level) 1c= 1.0 (Exterior Nonstructural Wall Elements and Connections) (ASCE 7-10 Table 13.5.1) 1tp= 2.5 (ASCE 7-10 Table 13.5.1) 0,= 2.5 (For Seismic Anchorage Check Only) Fp= 0.343 Wp •—Governs Fp max= 1.6SDSIPWp= 1.1424 Wp (ASCE 7-10 Eqn 13.3-2) Fp min=0.3SDsIpWp= 0.2142 Wp (ASCE 7-10 Eqn 13.3-3) Fp ASD=0.7*0.343Wp=0.7*0.343*8 psf= 1.92 psf < 12.5 psf min.;Wind Design governs for anchorage,Fp= 4.80 psf < 12.5 psf min.;Wind Design governs ®Critical Structures,Inc _ CRITICAL RITIC A L Project Dtuham O&M Clean Water Date 6/3/2018 a ST R U CTU R ES Prolect No. 18-841 Sheet No. 4 Subject Mullions By SDF BAUNCINGENVWONM_l':.. I "- - ---- Vertical Mullions Determine worst case conditions(Center Mullions) Type El. /Sht No. Mullion Location L,ft trib ft M wL2 wL4 9320 Type 26/6.05 Center 9.91 4.56 16.79 7518 737812 Type 29/6.06 Center 6.91 3.07 17.35 2543 121272 9394+9399 Type 27/6.05 Center 9.91 4.54 16.80 7486 734653 I6F5 Type 11/6.04 Center 8.42 2.54 5.00 900 63775 9208 Type 11/6.04 Center 8.42 2.85 5.00 1011 71616 9309+9311 Type 29/6.06 Center 6.91 3.07 17.35 2543 121272 petermine worst case conditions(Edge Mullions) Type El. /Sht No. Mullion Location L ft tri ft p f wL` wL4 9320 Type 27/6.05 Jamb 9.91 1.54 17.70 2679 262853 9394+9399 Type 7/6.03 Jamb 9.96 3.13 17.12 5305 526085 9208 Type 11/6.04 Jamb 8.42 1.67 5.00 590 41820 I6F5 Type 11/6.04 Jamb 8.42 1.35 5.00 480 33979 ©Critical Structures,Inc CRITICAL Project Druham O&M Clean Water Date 6/3/2015 J STRUCTURES Project No. 18-841 Sheet No. 5 Subject Mullions By SDF 3ALANC.INL ENVIRONW.ENI ACID DESKN Center Mullions: Type 26/6.05(EFCO Part No. 9320):6063-T6 Aluminum A= 1.0832 in2 wu b= 4.56 ft (ACAD Massprop) I.= 2.8004 in4 L= 9.91 ft ycg= 2.2311 in E= 10,100 ksi Sxx= Ixx/yg,= 1.255 ins IY = 0.4443 in4 Bending and Shear Stress Check: w= 77 lb/ft= 16.8 psf*wtrib M=wL2/8= 940 lb-ft fb=(M*12)/(Sxx*1000)= 8.98 ksi h(in)=4.50 V=0.5wL= 379 lbs b(in)=2.00 f,=V/(Aa,*1000)= 1.05 ksi t(in)=0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A=2.3*(LbSc/(Cbsgrt(IyJ)))1/2= 28.96 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))+(t2EASxc)/Cc3)/(Sxcflb)= 14.75 ksi (AA§F.4) Gb= 1.65 (AA§F.1) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 56.25 Fs,=0.6Fu/0,,= 10.91 ksi (AA§G.2) A.1 =(Bs-F,y)/1.25D,= 38.73 <b/t A2=Cs/1.25= 75.65 >b/t (AA§G.2) Bx=Fs„*(1+(Fm./800)1'3)= 18.98 Cs=0.41(Bs/Ds)= 94.57 (AA Table B.4.2) Ds=(B,/10)*(BS/E)1/2= 0.08 (AA Table B.4.2) Fn =0.6*Fty= 15.00 ksi (AA Table A.3.1) Fs=(Bs-1.25Dsb/t)/flv= 8.00 ksi with f),.= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb= 0.61 < 1.0 OK fs/Fs= 0.13 < 1.0 OK Interaction (fb/Fb)2+(fs/Fs)2= 0.39 < 1.0 OK (AA Eq H.3.2) Deflection Check: ▪=0.7*5wL4/384EIxx= 0.41 in <L/175 OK (AAMA TIR-A11) Avane= 0.12 in for worse case glass pane Lpnne= 60.00 inches ▪ H/ 6050 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for gloss edge supports) <0.75 OK (IBC 2403.3) ©Critical Structures,Inc CRITICAL Project Druham O&M Clean Water Date 6/3/2018 STRUCTURES Project No. 1ullio Sheet No. By 6 Su Mullions SDF :+.LANCING ENV IPONMEN,AND DESIGN bject Center Mullions(continued): Tvpe 27/6.05(EFCO Part No.9394+9399):6063-T6 Aluminum A= 2.1373 in2 wtb= 4.54 ft (ACM)Massprop) I = 4.4368 in4 L= 9.91 ft ycig= 2.2866 in E= 10,100 ksi S,D,= I:x/yD = 1.940 in3 Iyr= 1.021 in4 Bendine and Shear Stress Check: w= 76 lb/ft= 16.8 psf*wtrib M=wL2/8= 936 lb-ft fb=(M*12)/(S,p„*1000)= 5.79 ksi h(in)= 4.50 V=0.5wL= 378 lbs b(in)= 2.00 fa=V/(A,,,*1000)= 0.67 ksi t(in)= 0.13 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) =2.3*(LbSc/(Cbsgrt(IyJ)))1/2= 26.16 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))+(rt2EASxc)/Cc3)/(SxcSlb)= 14.85 ksi (AA§F.4) fib= 1.65 (AA§F.1) Check Fs (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 36.00 Fs„=0.6Fp/f) = 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=Fsr*(1+(Fss,/800)1y3)= 18.98 Cs=0.41(Bs/Ds)= 94.57 (AA Table B.4.2) 17s=(Bs/10)*(Bs/E)1/2= 0.08 (AA Table B.4.2) F,=0.6*Fn,= 15.00 ksi (AA Table A.3.1) Fs=Fsy/flv= 9.09 ksi with fII.= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb= 0.39 < 1.0 OK fs/Fs= 0.07 < 1.0 OK Interaction (fb/Fb)2+(fs/Fs)2= 0.16 < 1.0 OK (AA Eq H.3.2) Deflection Check: A=0.7*5wL4/384EI,x= 0.26 in <L/175 OK (AAMATIB-All) Apd6G= 0.07 in for worse case glass pane LpaDe= 58.00 inches A=H/ 9967 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) 0 Critical Structures,Inc ( CRITICAL p(TIC e L Project Druham O&M Clean Water Date 6/3/2018 STRUCTURES Project No. 18-841 Sheet No. 7 Subject Mullions By SDF 6ALANCING 6NVIRONMENI AND DEt1:'--.. Center Mullions(continued): Type 11/6.04(EFCO Part No. 16F5):6063-T6 Aluminum A= 1.0038 in2 wn;b= 2.54 ft (ACAD Massprop) = 2.6181 in4 L= 8.42 ft ycg= 2.25 in E= 10,100 ksi Si,,= I,,,/y = 1.164 in3 In.= 0.432 in4 Bending and Shear Stress Check: w= 131b/ft=5psf*wtrib M=wL2/8= 113 lb-ft fb=(M*12)/(S,u*1000)= 1.16 ksi h(in)= 4.50 V=0.5wL= 53 lbs b(in)= 2.00 f,=V/(Aw*1000)= 0.15 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) 71=2.3*(LbSc/(Cbsgrt(IyJ)))1/2= 25.88 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))+(212EASxc)/Cc3)/(Sxcf1b)= 15.99 ksi (AA§F.4) C!b= 1.65 (AA§F.1) Check F, (Aluminum Assn Aluminum Design Manual 2015.ed Chapter G) • b/t= 56.25 Fs„=0.6F„,/a,= 10.91 ksi (AA§G.2) A1=(B,-Fas.)/1.25D,= 38.73 <b/t 12=C,/1.25 = 75.65 >b/t (AA§G.2) B,=F,r*(1+(F,,./800)1'3)= 18.98 C,=0.41(B,/D,)= 94.57 (AA Table B.4.2) =(B,/10)*(Bs/E)1"2= 0.08 (AA Table B.4.2) Fsy=0.6*F, = 15.00 ksi (AA Table A.3.1) Fs=(Bs-1.25Dsb/t)/11v= 8.00 ksi with fly= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb= 0.07 < 1.0 OK f,/F,= 0.02 < 1.0 OK Interaction (fb/Fb)2+(f,/Fs)2= 0.01 < 1.0 OK (AA Eq H.3.2) Deflection Check: A=0.7*5wL4/384EI,,,= 0.04 in <L/175 OK (AAMA TIR-A11) Ap,„e= 0.03 in for worse case glass pane Lp,„e= 81.50 inches A=H/ 37965 < 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 Dmham O&M Clean Water Date 6/3/2018 Pro STRUCTURES Subjec No. 1�44 Sheet No.By SDF Center Mullions(continued): Type 11/6.04(EFCO Part No.9208):6063-T6 Aluminum A= 1.2787 in2 w,sb= 2.85 ft (ACAD Massprop) Ixx= 2.9576 in4 L= 8.42 ft Y«= 2.25 in E= 10,100 ksi S,x= Ixx/ycg= 1.314 in3 1n,= 0.7198 in4 Bending and Shear Stress Check: w= 14 lb/ft=5psf*wtrib M=wL2/8= 126 lb-ft fb=(M*12)/(Sxx*1000)= 1.15 ksi h(in)=4.50 V=0.5wL= 60 lbs b(in)=2.00 fs=V/(A,,,*1000)= 0.17 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) Aeq=rz(E/Fe)1/2= 40.00 (AA§B.5) Fe=(n2E)/(1.6b/t)2= 62.30 Al <Xeq<A2 (AA Table B.5.1) l2.=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-n2E/Cp2)((Aeq-A1)/(Cp-1t1))= 14.60 ksi (AA§B.5.5.5) O,= 1.65 (AA§F.1) Fcy= 25 (AA Table A.3.3) Check FR (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 56.25 Fs„=0.6Fn/O,= 10.91 ksi (AA§G.2) Al=(Bs-Fn)/1.25Ds= 38.73 <b/t A2=Cs/1.25= 75.65 >b/t (AA§G.2) Bs=Fsr*(1+(Fn,/800)1'3)= 18.98 Cs=0.41(Bs/D)= 94.57 (AA Table B.4.2) Ds=(Bs/10)*(Bs/E)1/2= 0.08 (AA Table B.4.2) Fsy=0.6*Fry= 15.00 ksi (AA Table A.3.1) Fs=(Bs-1.25Dsb/t)/dlv= 8.00 ksi with(lr= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb= 0.08 < 1.0 OK fs/Fs= 0.02 < 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= 0.04 in <L/175 OK (AAMA TIR-A11) Doa„e= 0.03 in for worse case glass pane LPene= 81.50 inches �=H/ 38192 < 175 OK (ASTM E 1300 Section 5.2.4 criteria for glass edge supports) <0.75 OK (IBC 2403.3) ©Critical Structures,Inc CRITICAL TI L Project Druham O&M Clean Water Date 6/3/2018 STRUCTURES Project No. 18-&41 Sheet No. 9 Subject Mullions By SDF � +:'E•✓IQJNMENU AND DESIGN Center Mullions(continued): Type 29/6.06(EFCO Part No.9309+9311):6063-T6 Aluminum A= 1.7448 in2 w g= 3.07 ft (ACAD Massprop) I,x= 4.0591 in4 L= 6.91 ft y<Q= 2.3049 in E= 10,100 ksi S = Ixx/ycg= 1.761 in3 I ,= 0.7476 in4 Bending and Shear Stress Check: w= 53 lb/ft= 17.3 psf*wtrib M=wL2/8= 318 lb-ft fb=(M*12)/(S,,x*1000)= 2.17 ksi h(in)=4.50 V=0.5wL= 184 lbs b(in)= 2.00 f,=V/(Aw*1000)= 0.51 ksi t(in)= 0.08 Check Fb (Aluminum Assn Aluminum Design Manual 2015 ed Chapter F) A=2.3*(LbSc/(Cbsgrt(Iy3)))1/2= 25.15 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))+(tc2EASxc)/Cc3)/(Sxcflb)= 11.69 ksi (AA§F.4) flb= 1.65 (AA§F.1) Check F, (Aluminum Assn Aluminum Design Manual 2015 ed Chapter G) b/t= 56.25 F.=0.6Fn/0„= 10.91 ksi (AA§G.2) Al=(Bs-Fs,.)/1.25D,= 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) F� =0.6*Fty= 15.00 ksi (AA Table A.3.1) Fs=(Bs-1.25Dsb/t)/(lv= 8.00 ksi with()y= 1.65 (AA§G.1&G.2) Stress ratios fb/Fb= 0.19 < 1.0 OK f,/Fs= 0.06 < 1.0 OK Interaction (fb/Fb)2+(fs/FS)2= 0.04 < 1.0 OK (AA Eq H.3.2) Deflection Check: 0=0.7*5wL4/384EIss= 0.05 in <L/175 OK (AAMA Tut-A11) 4paae= 0.02 in for worse case glass pane Lpene= 57.38 inches A=H/ 30129 < 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 Druhani O&M Clean Water Date 6/3/2018 1 STRUCTURES °jam No. 18-841 Sheet No. 10 Subject Mullions By SDF Ba LANCING fI.HIRONMEM AND DE,':=;. Horizontal Mullions: Tyne 5/6.02(EFCO Part No.9395+9397 Horizontal):6063-T6 Aluminum A= 1.7805 in2 wmb= 1.63 ft (ACAD Massprop) Isx= 1.2071 in4 L= 6.00 ft Ycg= 1.1142 in E= 10,100 ksi S,,= Ix,/y<g= 1.083 in3 Total area of glass= 9.75 ft2 P=Glass Area*Weight/2= 37 lbs a= 18 inches (1/4 point of span,8"minimum) A=Pa(3L2—4a2)/24EI= 0.032 inches <0.125 in max.OK <L/360 max.OK Type 11/6.04(EFCO Part No.28X6 Horizontal):6063-T6 Aluminum A= 0.8885 in2 wtrb= 1.04 ft (ACAD Massprop) = 0.3244 in4 L= 2.38 ft Ycg= 1.1275 in E= 10,100 ksi S,= I„/ye,= 0.288 in3 Total area of glass= 2.47 ft2 P=Glass Area*Weight/2= 9 lbs a= 7.125 inches (1/4 point of span,8"minimum) A=Pa(3L2—4a2)/24EI= 0.002 inches <0.125 in max.OK <L/360 max.OK Type 5/6.02(EFCO Part No.9336+9229 Horizontal):6063-T6 Aluminum A= 1.5151 in2 wtrib= 6.00 ft (ACAD Massprop) I„= 0.6401 in4 L= 2.04 ft Ycg= 1.082 in E= 10,100 ksi S,;= I„/Y5g= 0.592 in3 Total area of glass= 12.25 ft2 P=Glass Area*Weight/2= 46 lbs a= 6.125 inches (1/4 point of span,8"minimum) A=Pa(3L2—4a2)/24EI= 0.003 inches <0.125 in max.OK <L/360 max.OK Type 26/6.05(EFCO Part No.9336+9229 Horizontal):6063-T6 Aluminum A= 1.5151 in2 w = 5.00 ft (ACAD Massprop) I„„= 0.6401 in4 L= 6.08 ft Ysg= 1.082 in E= 10,100 ksi S,,= I„/y,= 0.592 in3 Total area of glass= 30.42 ft2 P=Glass Area*Weight/2= 114 lbs a= 9.125 inches (1/8 point of span,8"minimum) A=Pa(3L2—4a2)/24EI= 0.105 inches <0.125 in max.OK <L/360 max.OK ©Critical Structures,Inc /�L CRITIC /� 1 Project Druham O&M Clean Water Date 6/3/2018 � I STRUCTURES Project No. 18-841 Sheet No. 11 Subject Anchorage By SDF Anchorage into Concrete: Vmax= 379 lbs Review in Simpson Anchor Selector software,Factored load on anchors=379/0.6=632 lbs Per Simpson Anchor Designer Software USE(1)1/4"dia. Simpson Titen HD screw anchor with 1.75"embedment. 1.75"min edge distance &6"min spacing @,at ea side of vertical mullion,installation per ICC ESR-2713 Anchorage into Cold Form Steel Vmu„= 379 lbs D= 0.216 in de= 1 in Through aluminum sill w/wall thickness 0.063"into 22 ga steel try(2)anchors per side ta„m;u„m= 0.0625 in tsteel= 22 ga tsteel/tal,,minum= 0.4784 V per anchor=Vmax/4=94.9 lbs Aluminum: Fn,= 30 ksi Cold Form Steel: Fu= 58 ksi P,u=4.2(t�eets*D)'"*Facel= 585 lbs 4-Governs Pns=2.7*taluminum*d*Faluminum= 1093.5 lbs (AISI E4.3) P s=2.7*ts,„i*d*F, i= 1011.39 lbs SL= 3 Pn,/Sl= 195.1146 Check ICC ESR-1976 Table 3,Vau"w in steel= 560 lbs (379/195*4)=0.49 < 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 ®Critical Structures,Inc CRITICAL ITI A Project Druham O&M Clean Water Date 6/3/2018 STRUCTURES Project No. 18-841 Sheet No. 12 Subject Fallout By SDF Fallout Calculations Worst case per ASCE 7,Table 12.12-1 Story Drift Ratio= 0.020 Max lite height,h= 5.00 ft Dp=h*Story Drift= 1.20 in A>_1.25*Ie*Dp= 1.25*1*1.2 in= 1.5 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: D��2 1.25Dp — Dclear> 1.25Dp,Fallout OK (ASCE 7 Eqn.13.5-2) D �=2c1(1+(hpc2/bpc1))= 1.60 in hp= 60 in (height of rectangular glass panel) by= 73 in (width of rectangular glass panel) ct= 0.438 in (average clearance between vertical glass edge and frame) c2= 0.438 in (clearance between horizontal glass edge and frame) ©Critical Structures,Inc ( CRITICAL 13 STRUCTURES ~^ ` BALANCING ENVIRONMENT AND DESIGN ACAD MASSPROP FOR MULLIONS 9320 Area: 1.0832 Perimeter: 27.3854 Bounding box: X:-1.1976 -- 0.8024 Y:-2.2689 -- 2.2311 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:2.8004 Y:0.4443 Product of inertia: XY:0.0041 Radii of gyration: X: 1.6079 Y:0.6404 Principal moments and X-Y directions about centroid: I:2.8004 along[1.0000 0.0017] J:0.4443 along[-0.0017 1.0000] 9394+9399 Area: 2.1373 Perimeter: 36.8727 Bounding box: X:-1.1246 -- 0.8754 Y:-2.2169 -- 2.2866 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:4.4368 Y: 1.0210 Product of inertia: XY:0.0301 Radii of gyration: X: 1.4408 Y:0.6912 Principal moments and X-Y directions about centroid: I:4.4371 along[1.0000 0.0088] J: 1.0207 along[-0.0088 1.0000] 16F5 Area: 1.0038 Perimeter: 24.8309 Bounding box: X:-0.6704 -- 1.3296 Y:-2.2500 -- 2.2500 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:2.6181 Y:0.4320 Product of inertia: XY:0.0000 Radii of gyration: X: 1.6150 Y:0.6560 Principal moments and X-Y directions about centroid: I:2.6181 along[1.0000 0.0000] J:0.4320 along[0.0000 1.0000] 1852 Lomita Boulevard,Suite 210,Lomita,CA 90717 310.530.3050 CRITICAL 14 STRUCTURES BALANCING ENVIRONN.ENI AND DESIGN 9208 Area: 1.2787 Perimeter: 31.5925 Bounding box: X:-0.9997 -- 1.0003 Y:-2.2500 -- 2.2500 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:2.9576 Y:0.7198 Product of inertia: XY:0.0000 Radii of gyration: X: 1.5209 Y:0.7503 Principal moments and X-Y directions about centroid: I:2.9576 along.[1.0000 0.0000] J:0.7198 along[0.0000 1.0000] 9309+9311 Area: 1.7448 Perimeter: 45.6062 Bounding box: X:-0.9287 -- 1.0723 Y:-2.3049 -- 2.1951 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:4.0591 Y:0.7476 Product of inertia: XY:-0.0002 Radii of gyration: X: 1.5252 Y:0.6546 Principal moments and X-Y directions about centroid: I:4.0591 along[1.0000-0.0001] I:0.7476 along[0.0001 1.0000] 9395+9397 Horizontal Area: 1.7805 Perimeter: 31.4727 Bounding box: X:-2.1926 -- 2.2764 Y:-1.0108 -- 1.1142 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X: 1.2071 Y:3.9810 Product of inertia: XY:-0.0008 Radii of gyration: X:0.8234 Y: 1.4953 Principal moments and X-Y directions about centroid: I: 1.2071 along[1.0000 0.0003] J:3.9810 along[-0.0003 1.0000] 1852 Lomita Boulevard,Suite 210,Lomita,CA 90717 310.530.3050 11, CRITICAL i s t .4." STRUCTURES BALANCING ENVINONMENI AND DESIGN 28X6 Horizontal Area: 0.8885 Perimeter: 22.1804 Bounding box: X:-2.4418 -- 2.0282 Y:-1.1275 - 0.8725 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:0.3244 Y:2.2524 Product of inertia: XY:-0.2747 Radii of gyration: X:0.6043 Y: 1.5922 Principal moments and X-Y directions about centroid: I:0.2860 along[0.9904 0.1384] J:2.2907 along[-0.1384 0.9904] 9336+9229 Horizontal Area: 1.5151 Perimeter: 40.3432 Bounding box: X:-2.1549 -- 2.3141 Y:-0.9190 - 1.0820 Centroid: X:0.0000 Y:0.0000 Moments of inertia: X:0.6401 Y:3.1844 Product of inertia: XY:-0.1657 Radii of gyration: X:0.6500 Y: 1.4498 Principal moments and X-Y directions about centroid: I:0.6294 along[0.9979 0.0647] J:3.1952 along[-0.0647 0.9979] 1852 Lomita Boulevard,Suite 210,Lomita,CA 90717 310.530.3050 16 SIMPSON Anchor DesignerTm Company: Critical Structures,Inc. Date: 6/3/2018 Software Engineer: SDF Page: 1/5 Stro t Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd 9210 • Phone: 310-530-3050 E-mail: 1.Prolect Information Customer company:Window Tech Project description:Durham O&M Clean Water 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 Stale:Cracked Anchor Information: Compressive strength, (psi):2500 Anchor type:Concrete screw 4 v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):1.750 Reinforcement provided at corners:No Effective Embedment depth,her(inch):1.300 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 hem(inch):3.29 cs.(Inch):3.44 Base Plate Cm.,(inch):1.50 Length s Width x Thickness(inch):3.00 x 10.00 x 0.12 See cinch):1.50 Recommended Anchor Anchor Name:Titen HD®-114"0 Titan HD,hnom:1.75"(44mm) 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:925.560.9900 Fax:925.847.3871 www.strongtie.com 18 SIMPSON Anchor Designer TM Company: Critical Structures,Inc. Date: 6/3/2018 Engineer: SDF Page: 3/5 Stro ie Software Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mall: <Figure 2> 10.00 p rV `Y w 6.00 r^ 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. Shnpsun Strong-Tie Company Inc. 6966 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 19 SIMPSON Anchor DesignerTMt Company: Critical Structures,Inc. Date: 6/3/2018 Engineer: SDF Page: 4/5 g Software Project: Strop Tie Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 e • Phone: 310-530-3050 E-mail: 3.ReauHina Anchor Form Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.,..(Ib) V..y(Ib) d(V,e.)2+(Vu.r)2(Ib) 1 0.0 316.0 0.0 316.0 2 0.0 316.0 0.0 316.0 Sum 0.0 632.0 0.0 632.0 Maximum concrete compression strain(%.):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'ax(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'sy(inch):0.00 ly Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 O'i -► 02 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X■ 8.Steel Strength of Anchor in Shear(Sec.D.6.11 V.(Ib) tysrw.r 0 Ogrvur0V..(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: Vex=7(l./d.)024 d.2'fvca's(Eq.D-24) 1.(in) d.(in) A P.(psi) c.,(in) Vex(lb) 1.30 0.250 1.00 2500 1.75 563 0Vms4_0(Avc/AV)Fv,vy'.¢v ,vy'e,vVex(Sec.D.4.1 8 Eq.D-22) Av.(in2) Avoo(in2) y''mv Tc.d.v nv nv Vex(Ib) 0 /Vroyx(Ib) 27.56 13.78 1.000 1.000 1.000 1.000 563 0.70 789 Shear parallel to edge In x-direction: Vey=7(l./d.)°2A)d..ihrrocet's(Eq.D-24) is(In) d.(in) A Pv(psi) car(in) Vey(lb) 1.30 0.250 1.00 2500 4.00 1947 9V0>x=0(2)(Av./Av..)%dy <,vy'e,vVey(Sec.D.4.1,D.6.2.1(c)&Eq.D-21) Av.(in2) Av.,'(In2) y'.d.v y'av 7'e.v V.y(lb) 0 0Vrox(lb) 22.50 72.00 1.000 1.000 1.000 1947 0.70 852 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 • • 20 SIMPSON Anchor Designer TM Company: Critical Structures,Inc. Date: 6/3/2018 Software Engineer: SDF Page: 5/5 Strong-Tie Project: Version 2.6.6682.1 Address: 1852 Lomita Blvd#210 Phone: 310-530-3050 E-mail: Aiwa=dk,Nas=¢kv(Anr/Am..,)kirVia.mhcNy'w.NNu(Eq.D-31) km An (ins) An (in2) Korn y'w.n y4,N W a.n NS(Ib) 0V,(Ib) 1.0 28.86 15.21 1.000 0.969 1.000 1.000 1260 0.70 1622 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,V,a(Ib) Design Strength,oV„(Ib) Ratio Status Steel 316 1212 0.26 Pass T Concrete breakout x+ 632 789 0.80 Pass(Governs) j(Concrete breakout y- 316 852 0.37 Pass(Governs) Pryout 632 1622 0.39 Pass 1f4"t3 Titen HD,hnom:1.75"(44mm)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-71e Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.cam OFFICE COPY RECEIVED IIM AUG 2 9 2018 ` BUm(OFGA I D NG DIVISION mwa :architects Submittal Review To: Tim Rondeau,CWS From:Nathan Streib,MWA Architects MWA Project/No:20145.05 CWS Project No.6687 Submittal:08 41 13-3.0 Aluminum Storefront Shop Drawings ® No Exceptions Noted ❑ Make Corrections Noted ❑ Submit Specified Item O Revise and Resubmit O Rejected This conditional review is limited in scope and not detailed and is only for conformance with the visual design concept set forth in the Contract Documents. The Contractor is responsible for confirming quantities and quality,verifying dimensions,selecting fabrication procedures and construction techniques,coordinating,and safely performing the work. The Architect has not reviewed and is not responsible for the substitutions to or deviations from the Contract Documents not clearly noted by the Contractor and specifically accepted by the Architect in writing. Specification reviewed Product Description Aluminum 08 41 13 Storefront Shop No Exceptions Taken. Drawings Comments: 1