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REV2 REVIEWED BLD BLD2021-0088+Structural_Calculations+1.9.2023_9.38.14_AM+3303937
REVISION 1 Jan 09 2023 BLD2021-0088 q)ff CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY ANTHOLOGY OF EDMONDS CITY OF EDMONDS 21200 72nd Ave W EDMONDS WASHINGTON 98026 STRUCTURAL CALCULATIONS FOR STEEL CANOPY KPFF PROJECT NO. 10021900393 DATE: 01/03/2023 N. I NCB, 14% z y `" 9 kpi'l January 03, 2023 Mr. Richard Grimes ANKROM MOISAN ARCHITECTS, INC 38 NORTHWEST DAVIS, SUITE 300 P PORTLAND, OR 97209 Re: Edmonds Senior Living Community — Steel Canopy Dear Richard: Attached please find calculation sheets dated 1/3/2023, which verify the structural adequacy of the Steel Canopy at level 2 for the Edmonds Senior Living Community project. Design is based on the requirements of the 2015 International Building Code (IBC) with Washington amendments. If you have any questions or need further information, please call me. Sincerely, Tianxiang Lan Attachments Project No. 1002190393 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 227-3251 kpff.com 1q)ff Project Steel Canopy By TL Sheet No. L-1-1 Location 21200 72nd Ave W Edmonds Date 01/03/23 Client Revision Job No. 10021900393 Subject Loads Rev. Date REVISION # DATE SHEETS Loads Ref. Drawing 1/S6.02, 2/S6.02 i,1 CANOPY -BASE PLAN \ V4.. _ ,._p. Project Steel Canopy By TL Sheet No. Location 21200 72nd Ave W Edmonds Date 1/3/2023 L-1-1.1 Client Revision Job No. Subject Loads Rev. Date 10021900393 2 CANOPY -ROOF PLAN Project Steel Canopy By TL Sheet No. Location 21200 72nd Ave W Edmonds Date 1/3/2023 kliff L-1-2 Client Revision Job No. Subject Loads Rev. Date 10021900393 Dead Load PSF HSS 4x2x3/16 Steel Beam 1.2 Area: 400 ft2 HSS 6x6x3/8 Steel Girder 6.7 Weight = 4647.08 Ibs DL*A HSS 6x6x3/8 Steel Column 2.2 Polycarbonate Panel 0.5 Misc. 1 Total = 11.6 Live Load PSF Canopy Roof 25 Snow Load Per ASCE7-16 Chapter 7 Steel Canopy Roof: pg 25.0 psf Ground Snow Load Is 1.0 Importance Factor,Table 1.5-2 Ct= 1.2 Thermal Factor, Table 7-3 CQ 1.0 Exposure Factor, Table 7-2 CS 1.0 Roof Slop Factor, Table 7.4-1 21.0 psf 0.7Ce.C,*I,*pg*C,(Eq.7.3-1) Design Snow load 25 psf Wind Load V = 110 mph Basic Wind speed Kd = 0.85 Wind Directionality Factor, Table 26.6-1 Exposure Categ.= B Section 26.7.3 K, = 1.0 Topographic Factor, Section 26.8-1 Ke= 1.0 Ground Elevation Factor, Table 26.9-1 G = 0.85 Gust Effect Factor, low rise structure k,= 0.7 Velocity pressure coefficent, Table 26.10-1 q = 18.43 psf 0.00256KiK,KdKeV2 CN, Net Pressure coefficient, 27.3-4 B = 9.46 Wind Direction Normal to Ridge,y=0° Normal to Ridge,y=180° Parallel to Ridge,y=90° Case A Case B Case A Case B Case A Case B CNw -0.68 -1.53 1.00 1.53 -0.8 0.8 CNL -1.08 0.00 1.65 0.38 CN = -0.88 min(CN) value to envlope all case for uplift load CN =( CNw + CNL) /2 for monoslope roof CN = 1.325 max(CN) value to envlope all case for downward load CN =( CNw + CNL) /2 p = -13.79 psf gKdGCN, uplift p = 20.76 psf gKdGCN, downward Based Shear = 1365 Ibs sin(9)*p*Area Project Steel Canopy By TL Sheet No. lmff Location 21200 72nd Ave W Edmonds Date 1/3/2023 L-1-3 Client Revision Job No. Subiect Loads Rev. Date 10021900393 Site Ground Motions Per ASCE 7-16 Chapter 11&12 Site Class: D Ss 1.273 ATC Hazard Report S1= 0.497 ATC Hazard Report Fa 1.000 From Table 11.4-1 F,= 1.503 From Table 11.4-2 SMS= 1.273 Fa*Ss SM1= 0.747 F *Sl Sos= 0.849 2/3*SMS SD1= 0.498 2/3*SM1 TD= 0.117 0.2*SD1/SDs Ts 0.587 SD1/SDS TL= 16 Chapter22 Ta = 0.2 12.8-7 % = N/A If T < To, Sa = SDs*(0.4+0.6T/TD) or Sa = 0.849 If TD<=T<=Ts, Sa = SDS or Sa = N/A If Ts<T<=TL, Sa=SDl/T or Sa = N/A If T > Tt, Sa = SD1 *TjTz USE Sa = 0.85 Risk Category = II Table 1.5-1 Seismic Design Category = D Section 11.6 Ta, Section12.8-7 Ct= 0.02 hn= 24 x= 0.75 R = 3.5 Table 12.2-1 Steel Ordinary Moment Frames la = 1 Table 1.5-2 R/la= 3.5 Cs 0.242 SDs/(R/IQ) Section 12.8-2 Upper Bound Cs, Cs= 0.661fT<=TL,CS=SDl/(T*(R/le)) Section12.8-3 Cs= N/A If T> TL, C, = SD1.Ti/(Tz*(R/IQ)) Section 12.8-4 Lower Bound Cs, Cs= 0.04 0.044SDS*IQ >= 0.01 Section 12.8-5 Cs= N/A If S1>= 0.6, Cs = 0.551/(R/la) Section 12.8-6 DE 0.242 W Project Steel Canopy By TL Sheet No. Location 21200 72nd Ave W Edmonds Date 1/3/2023 L-1-4 Client Revision Job No. Subject Loads Rev. Date 10021900393 Cs= 0.242 Ref. 1-3 Vertical Distribution Building Bldg. Wt. Height (ft) Ewx Ewxhxk EC� EFx V 10.5 4.6 k 48.3 1.0 1.1 1.1 k Floor Elevation Floor Wt. Level Height hx wx wxhxk Cvx Fx Vx Roof 0.00 ft 10.50 ft 4.6 k 48.3 1.00 1.12 k 0 Ground 10.50 ft 0.00 ft 0.0 k 0.0 0.00 0.00 k 1 k p = 1.3 redundancy factor. 12.3.4 Emh = 1450 Ibs p*QE,section 12.4.2.1 40 = 3 Overstrength Factor Emh = 3346.2 Ibs DOQE,section 12.4.3.1 Sesmic Based Shear: 1115.4 Ibs v= 2.79 psf t4'-0 C1 C2 Column TribuatryArea C1C2 = 56 ftZ C3C4 = 98 ftZ a C5C6 = 42 ftZ C1C2 = 156 Ibs TA*v o C3C4 = 273 Ibs TA*v C5C6 = 117 Ibs TA*v a I I I C3 o, o C4 Ia -- --- t+' I I I I_ � C5 C6 t .� Project Steel Canopy By TL Sheet No. 1q)ff Location 21200 72nd Ave W Edmonds Date 01/03/23 CC-1-1 Client Revision Job No. Subject Canopy Connection Rev. Date 10021900393 DATE SHEETS Canopy Connection Project Steel Canopy Location 21200 72nd Ave W Edmonds P, Client Subject Canopy Connection HSS4x2x3/16Beam to HSS6x6x3/8 girder Evelope Design using max beam end load(Ref. RISA M14-M18 Load) Axial: 882 Ibs y shear: 1520 Ibs z shear: 10 Ibs Mz moment: 3.4 k-ft My moment: 0 k-ft By TL Sheet No. Date 1/3/2023 CC-1-2 Revision Job No. Rev. Date 10021900393 Weld Check d = 4 in b= 2 in Lw= 12 in 2*(d+b) FExx 70 ksi0.7s x-CA _x i Zw = bd + 3 w = 3/16 in weld size �)*Rn = 4.2 kip/in 0.75*0.707*w*0.6*FExx fv= 0.20 kip/in (yshear+Tension)/Lw z = 13.33 in' bd+dZ/3 fb= 3.06 kip/in fn= 3.26 kip/in fb+fv DCR = 0.78 <1.0, OK fn/(�*Rn HSS6x6x3/8 Girder to HSS6x6x3/8 Column Evelope Design using max end load(Ref. RISA M6-M13 Load) Axial 700 Ibs y shear: 3300 Ibs z shear: 200 Ibs Mz moment: 11.3 k-ft My moment: 1 k-ft Weld Check d = 6 in b= 6 in Lw= 24 in 2*(d+b) FExx 70 ksi 6 = 0.7s x- - - - -x Zw = bd + 3 w = 5/16 in weld size 4)*Rn = 7.0 kip/in 0.75*0.707*w*0.6*FExx fv= 0.17 kip/in (yshear+Tension)/Lw Zz = 48.0 in bd+d2/3 Zy = 48.0 in bd+bZ/3 fb= 3.08 kip/in Mz/Zz+My/Zy fn= 3.24 kip/in fb+fv DCR = 0.47 <1.0, OK fn/(�*Rn Project Steel Canopy Location 21200 72nd Ave W Edmonds Client Subject Ca H55 6x6x3/8 Column to Base plate Evelope Design using max column endload(Ref. RISA M1-M6 Load) Axial: 1715 Ibs Tension y shear: 790 Ibs z shear: 820 Ibs Mz moment: 0 k-ft My moment: 0 k-ft Connection By TL Sheet No. Date 1/3/2023 CC-1-3 Revision Job No. Rev. Date 10021900393 Weld Check d = 6 in b= 6 in Lw= 24 in 2*(d+b) FExx 70 ksi0.7s x-CA _x i Zw = bd + 3 w = 1/4 in weld size �)*Rn = 5.6 kip/in 0.75*0.707*w*0.6*FExx fv= 0.10 kip/in (yshear+Tension)/Lw z = 48.00 in' bd+dz/3 fb= 0.00 kip/in fn= 0.10 kip/in fb+fv DCR = 0.02 <1.0, OK fn/(�*Rn x M13 M14 N8 oAN 4 N9 M15 ,moo M16 N10 3 M12 N11 CM M17 N12 23 N Mfg N14 M11 22 N 7 1 rn 2 KPFF Steel Canopy SK-1 Tianxiang.Lan Jan 03, 2023 10021900393 Steel Canopy.R3D IIIRISA A NEMETSCHEK COMPAN Company : KPFF Designer : Tianxiang.Lan Job Number : 10021900393 Model Name : Steel Canopy 1 /3/2023 10:50:35 AM Checked By : Tian Lan Node Coordinates Label X fftl Y fftl Z rftl Detach From Diaohraam 1 N1 0 0 0 2 N2 14 0 0 3 N3 14 28 0 4 N4 0 28 0 5 N5 0 28 9.33 6 N6 0 0 9.33 7 N7 14 0 11.66 8 N8 14 28 11.66 91 N9 14 24 11.66 10 N10 14 20 11.66 11 N11 14 16 11.66 12 N12 14 12 11.66 13 N13 14 8 11.66 14 N14 14 4 11.66 15 N 15 0 4 9.33 16 N16 0 8 9.33 17 N17 0 12 9.33 18 N18 0 16 9.33 19 N19 0 20 9.33 20 N20 0 24 9.33 21 N21 0 12 0 221 N22 14 12 0 231 N23 0 12 0 Member Area Loads (BLC 2: Dead Load) Node A Node B Node C Node D Direction Load Direction Magnitude s Ill N7 I N6 I N5 N8 Z Two Way -3 Member Area Loads (BLC 3: Live Load) Node A Node B Node C Node D Direction Load Direction Magnitude s 1 F N7 N6 N5 N8 Z Two Way -25 Member Area Loads (BLC 4: Wind Load) Node A Node B Node C Node D Direction Load Direction Magnitude Fps Ill N7 N6 N5 N8 Perp Two Way -20.76 Member Area Loads (BLC 5: Snow Load) Node A Node B Node C Node D Direction Load Direction Magnitude [psf] Ill N7 N6 N5 N8 Z Two Way -25 Node Loads and Enforced Displacements BLC 6: EL N-S ode Label L, D, M Direction Magnitude f(lb, k-ft), (in, rad), (lb*s2/ft, Ib*s2*ft)l 1 N7 L Y 117 2 N6 L Y 117 3 N8 L Y 156 4 N5 L Y 156 5 N17 L Y 273 6 N12 L Y 273 Seismic Load is divided by TA and applied to top of each column RISA-31D Version 20 [ Steel Canopy.R3D ] Page 1 E L 0 0 m 0 z�E L 0 1 0_ ♦L U E T a) ) U C y fN U)CD ' O c .3 a �r > T .N 0 IL IIIRISA A NEMETSCHEK COMPAN Company Designer Job Number Model Name KPFF Tianxiang.Lan 10021900393 Steel Canopy 1 /3/2023 10:50:35 AM Checked By : Tian Lan Node Loads and Enforced Displacements BLC 7: EL E- NndP I ahPl I _ D_ M nirPrtinn Mannitude f0h_ k-ftL (in_ rad)_ (lh*S2/ft_ Ih*S2*ftll 1 N8 L X 156 2 N7 L X 117 3 N5 L X 156 4 N6 L X 117 5 N17 L X 273 6 N12 L X 273 Seismic Load is divided by TA and applied to top of each column Basic Load Cases RI C nasrrintinn CatPnnry 7 Gravity Nndal nistrihutad ArP.a(MAmhar) 1 Self Weight DL -1 2 Dead Load DL 1 3 Live Load ILL 1 4 Wind Load WL 1 5 Snow Load SL 1 6 EL N-S None 6 7 EL E-W None 6 8 Thermal Force None 14 9 BLC 2 Transient Area Loads None 116 10 BLC 3 Transient Area Loads None 116 11 BLC 4 Transient Area Loads None 232 1-2-1 BLC 5 Transient Area Loads None 116 Thermal Force of 100 degree Fahrenheit differences is considered nPsrrintion snlvP P-nPlta RI C Fartor RI C Fartor RI C Fartnr RI C Fartnr RI C Fartnr RI C Fartnr 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y ILL 1 3 Deflection 3 Yes Y DL 1 ILL 1 4 IBC 16-1 Yes Y DL 1.4 8 -1 5 IBC 16-2 a Yes Y DL 1.2 ILL 1.6 ILLS 1.6 RILL 0.5 8 -1 6 IBC 16-2 b Yes Y DL 1.2 ILL 1.6 ILLS 1.6 SL 0.5 SLN 0.5 8 -1 7 IBC 16-2 c Yes Y DL 1.2 ILL 1.6 ILLS 1.6 8 -1 8 IBC 16-3 a Yes Y DL 1.2 RILL 1.6 ILL 0.5 ILLS 1 8 -1 9 IBC 16-3 c Yes Y DL 1.2 SL 1.6 SLN 1.6 LL 0.5 LLS 1 8 -1 10 IBC 16-1 Yes Y DL 1.4 8 1 11 IBC 16-2 a Yes Y DL 1.2 ILL 1.6 ILLS 1.6 RILL 0.5 8 1 12 IBC 16-2 b Yes Y DL 1.2 ILL 1.6 ILLS 1.6 SL 0.5 SLN 0.5 8 -1 13 IBC 16-2 c Yes Y DL 1.2 ILL 1.6 ILLS 1.6 8 1 14 IBC 16-3 a Yes Y DL 1.2 RILL 1.6 ILL 0.5 ILLS 1 8 1 15 IBC 16-3 c Yes Y DL 1.2 SL 1.6 SLN 1.6 ILL 0.5 ILLS 1 8 1 16 1.2D+E+0.5L+0.2S N-S Yes Y DL 1.2 ILL 0.5 6 1.3 SL 0.2 17 1.2D+E+0.5L+0.2S E-W Yes Y DL 1.2 ILL 0.5 7 1.3 SL 0.2 18 0.9D + E N-S Yes Y DL 0.9 6 1.3 19 0.9D + E E-W Yes Y DL 0.9 7 1.3 201.2D+Emh+0.5L+0.2S N-S Yes Y DL 1.2 ILL 0.5 6 3 S 0.2 21 1.2D+Emh+0.5L+0.2S E-W Yes Y DL 1.2 ILL 0.5 7 3 SLN 0.2 22 0.9D + Emh N-S Yes Y DL 0.9 6 3 23 0.9D + Emh E-W Yes Y DL 0.9 7 24 WL ositive -IBC 16-3 b Yes Y DL 1.2 RILL 1.6 WL 0.5 25 IBC 16-3 d Yes Y DL 1.2 SL 1.6 SLN 1.6 WL 0.5 26 IBC 16-3 f Yes Y DL 1.2 WL 0.5 271 IBC 16-4 a Yes Y DL 1.2 WL 1 ILL 0.5 ILLS 1 RILL 0.5 ,281 IBC 16-4 b Yes Y DL 1.2 WL 1 ILL 0.5 ILLS 1 SL 0.5 SLN 0.5 Over -strength Factor Redundancy Factor RISA-31D Version 20 [ Steel Canopy.R3D ] Page 2 a m 0 3 3 c 3 0 0 IIIRISA A NEMETSCHEK COMPAN Company Designer Job Number Model Name KPFF Tianxiang.Lan 10021900393 Steel Canopy 1 /3/2023 10:50:35 AM Checked By : Tian Lan Load Combinations (Continued) Desrrintinn Snlve P-Delta RLC Factor RL C Factnr BLC Factnr BLC Factnr RI C Factor RI C Factnr 29 IBC 16-4 c Yes Y DL 1.2 WL 1 ILL 0.5 ILLS 1 0 IBC 16-6 Yes Y DL 0.9 WL 1 31 WL negative IBC 16-3 b Yes Y DL 1.2 RILL 1.6 WL -0.5 32 IBC 16-3 d Yes Y DL 1.2 SL 1.6 SLN 1.6 WL -0.5 33 IBC 16-3 f Yes Y DL 1.2 WL -0.5 34 IBC 16-4 a Yes Y DL 1.2 WL -1 ILL 0.5 ILLS 1 RILL 0.5 35 IBC 16-4 b Yes Y DL 1.2 WL -1 ILL 0.5 ILLS 1 SL 0.5 SLN 0.5 36 IBC 16-4 c Yes Y DL 1.2 WL -1 ILL 0.5 ILLS 1 37 IBC 16-6 Yes Y DL 0.9 WL -1 W Envelope A/SC 15TH (360-16): LRFD Member Steel Code Checks Member Shaoe Code Check Locrftl LCS hear CheckLocrftlDirLCDhi*Pnc flblDhi*Pnt flblDhi*Mn v-v rk-ftlDhi*Mn z-z rk-ftl Cb Eon 1 M1 HSS6X6X6 0.199 0 15 0.007 11.66 z 21259168.936 341100 59.25 59.25 1.667H1-1b 2 M2 HSS6X6X6 0.184 0 15 0.008 9.33 20286086.76 341100 59.25 59.25 1.667H1-1b 3 M3 HSS6X6X6 0.17 9.3315 0.008 9.33 22286086.76 341100 59.25 59.25 1.667H1-1b 4 M4 HSS6X6X6 0.212 11.6635 0.009 11.66 z 35 59168.936 341100 59.25 59.25 1.667H1-1b 5 M5 HSS6X6X6 0.131 0 15 0.006 9.33 z 23286086.76 341100 59.25 59.25 1.667H1-1b 6 M6 HSS6X6X6 0.147 0 15 0.006 11.66 z 21 59168.936 341100 59.25 59.25 1.667H1-1b 7 M7 HSS6X6X6 0.142 12 9 0.099 0 15254990.569 341100 59.25 59.25 2.53 H1-1b 8 M8 HSS6X6X6 0.194 0 9 0.132 16 15203350.846 341100 59.25 59.25 1.914H1-lb 9 M9 HSS6X6X6 0.149 12 191 0.099 0 y 1115254990.569 341100 59.25 59.25 2.562H1-1b 10 M10 HSS6X6X6 0.195 0 121 0.133 16 y 115203350.846 341100 59.25 59.25 1.902H1-1b 11 M11 HSS6X6X6 0.101 14.19321 0.013 0 35 27055.076 341100 59.25 59.25 1.805H1-1b 12 M12 HSS6X6X6 0.106 7.54 9 0.021 0 35 27055.076 341100 59.25 59.25 1.145H1-lb 13 M13 HSS6X6X6 0.108 14.19321 0.016 0 21227055.076 341100 59.25 59.25 1.839H1-1b 14 M14 HSS4X2X3 0.386 14.19315 0.047 0 15 9502.008 85050 5.363 8.775 1.677H1-1b 15 M15 HSS4X2X3 0.37 14.19315 0.047 0 12 9502.008 85050 5.363 8.775 1.546H1-1b 16 M16 HSS4X2X3 0.385 14.19315 0.047 0 12 9502.008 85050 5.363 8.775 1.622H1-1b 17 M17 HSS4X2X3 0.392 14:19315 0.047 0 v.121 9502.008 1 85050 5.363 8.775 1.746H1-1b 18 M18 IHSS4X2X3 0.394 114.1931151 0.047 0 12 9502.008 1 85050 1 5.363 8.775 1.797H1-1b Envelope Beam Deflection Checks Ream Dasinn Rules Snan Deft finl Ratin I(, DPfi Fin'! Ratin I(, Defi rinl Rntin I(, 1 M7 Typical 1 0 1 DL -0.019 7514 2 LL -0.026 5632 3 DL+LL 2 M8 Typical 1 -0.032 1 DL -0.096 1994 2 LL -0.128 1498 3 DL+LL 3 M9 Typical 1 0 n8604 1 DL -0.019 7462 2 LL -0.026 5590 3 DL+LL 4 M10 T ical 1 -0.033 1 DL -0.1 1911 2 LL -0.134 1436 3 DL+LL 5 M11 T ical 1 -0.02 1 DL -0.052 3267 2 LL -0.072 2367 3 DL+LL 6 M12 TVpical 1 -0.026 6472 1 1(DL)I -0.095 1797 2 LL -0.121 1406 3 DL+LL 7 M13 Typical 1 -0.021 8023 1 DL -0.06 2838 2 LL -0.081 2095 3 DL+LL 8 M14 TVpical 1 -0.068 2510 1 DL -0.341 498 2 LL -0.409 416 3 DL+LL 9 M15 Typical 1 -0.073 2337 1 DL -0.37 460 2 LL -0.443 384 3 DL+LL 10 M16 Typical 1 -0.07 2442 1 DL -0.353 482 2 LL -0.423 402 3 DL+LL 11 M17 Typical 1 -0.065 2613 1 DL -0.328 520 2 LL -0.393 433 3 DL+LL 12 M18 TVpical 1 -0.063 2684 1 DL -0.317 537 2 LL -0.38 447 3 DL+LL Envelope Node Reactions Nnde I ahel X flhl LC Y FIN LC 7 rlhl LC MX fk-ftl LC MY fk-ftl I C M7 fk-ftl I C 1 N 1 max 412.932 15 389.285 15 2874.683 15 0 37 0 37 0 37 2 min -550.469 23 -550.192 22 -266.855 22 0 1 0 1 0 1 3 N2 max 250.786 30 274.493 15 2974.756 15 0 37 0 37 0 37 4 min -566.438 21 -405.808 22 -350.533 30 0 1 0 1 0 1 RISA-31D Version 20 [ Steel Canopy.R3D ] Page 3 IIIRISA A NEMETSCHEK COMPAN Company Designer Job Number Model Name KPFF Tianxiang.Lan 10021900393 Steel Canopy 1 /3/2023 10:50:35 AM Checked By : Tian Lan Envelope Node Reactions Continued ode Label X [lb] LC Y [Ib] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 5 N3 max 1 291.911 30 82.879 30 3919.427 15 0 37 0 37 0 37 6 min -640.103 21 -538.428 20 -586.861 30 0 1 0 1 0 1 7 N4 max 487.636 15 118.698 30 3819.932 15 0 37 0 37 0 37 8 min -624.193 23 -735.481 20 -79.658 23 0 1 0 1 0 1 9 N22 max 373,091 30 208.497 9 7843.402 9 0 37 0 37 0 37 10 min -800.311 1 35 -561.028 22 -1442.482 30 0 1 0 1 0 1 11 N21 max 751.307 15 306.512 12 7677.667 9 0 37 0 37 0 37 12 min -659.437 23 -783.299 22 -752.021 30 0 1 0 1 0 1 13 Totals: max 1354.382 30 0 12 27841.507 9 14 min -3276 21 -3276 22 1 -2904.093 30 Envelope forces to design column base anchor RISA-31D Version 20 [ Steel Canopy.R3D ] Page 4 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M1 Load Combination: Envelope Code check: 0.199 (LC 15) Input Data Shape: HSS6X6X6 I Node: N8 Member Type: Column J Node: N3 x Length (ft): 11.66 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 11.66 Ky_y: 1 Seismic DR: None Lb Z_Z (ft): 11.66 KZ_Z: 1 Max Defl Ratio: L/1117 Lcomp top: Lbyy y sway: No Max Defl Location: 4.98 Lcomp bot (ft): 11.66 z sway: No Span: N/A Ltorque (ft): 11.66 Function: Lateral zb: 1 M1 N8 N3 Diagrams: y Deflection (in) 0.281 at 0.12 ft -0.686 at 0 ft z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 5 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 3919.427 at 11.66 ft 182.998 at 0 ft -857.533 at 0 ft Axial Force (lb) Torsion (k-ft) -549.169 at 0 ft y Shear Force (lb) 0.968 at 0 ft -6.403 at 0 ft z-z Moment (k-ft) 0.517 at 11.66 ft 15.836at0ft 290.459 at 0 ft -652.872 at 0 ft z Shear Force (lb) 6.938 at 0 ft y-y Moment (k-ft) -0.113at0ft-5.836at0ft -6.938at0ft Axial Stress (ksi) Bending Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis Gov. LC Required Available Unity Check Result 15 - - 21 - - 15 0lb 3.411e+5lb - - 15 3558.531lb 2.592e+5lb - - 15 5.401 k-ft 59.25 k-ft - - - 5.973 k-ft 59.25 k-ft - - 21 170.084lb 93344.234lb 0.002 PASS 21 652.872lb 93344.234lb 0.007 PASS 15 - - 0.199 PASS 15 0 k-ft 49.783 k-ft 0 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 6 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M2 Load Combination: Envelope Code check: 0.184 (LC 15) Input Data Shape: HSS6X6X6 I Node: N5 Member Type: Column J Node: N4 x Length (ft): 9.33 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 9.33 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 9.33 KZ_Z: 1 Max Defl Ratio: L/304 Lcomp top: Lbyy y sway: No Max Defl Location: 0 Lcomp bot (ft): 9.33 z sway: No Span: N/A Ltorque (ft): 9.33 Function: Lateral zb: 1 M2 N5 N4 Diagrams: y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 7 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy :tR1 Q Qq;) t Q q:t ft 1118.703 at O ft Axial Force (lb) Torsion (k-ft) -746.387 at 0 ft y Shear Force (lb) 0.504 at 9.33 ft 16.347 at 0 ft z-z Moment (k-ft) 485.224 at 0 ft -623.116 at 0 ft z Shear Force (lb) 5.299 at 0 ft y-y Moment (k-ft) -0.039at0ft-6.347at0ft -5.299at0ft Axial Stress (ksi) Bending Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis Gov. LC Required Available Unity Check Result 15 - - 20 - - 15 0lb 3.411e+5lb - 15 3531.153lb 2.861e+5lb - 15 6.031 k-ft 59.25 k-ft - - 4.527 k-ft 59.25 k-ft - 20 746.387lb 93344.234lb 0.008 PASS 20 281.357lb 93344.234lb 0.003 PASS 15 - - 0.184 PASS 15 0 k-ft 49.783 k-ft 0 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 8 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M3 Load Combination: Envelope Code check: 0.170 (LC 15) Input Data Shape: HSS6X6X6 I Node: N21 Member Type: Column J Node: N17 x Length (ft): 9.33 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 9.33 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 9.33 KZ_Z: 1 Max Defl Ratio: L/277 Lcomp top: Lbyy y sway: No Max Defl Location: 9.33 Lcomp bot (ft): 9.33 z sway: No Span: N/A Ltorque (ft): 9.33 Function: Lateral zb: 1 M3 N21 N17 Diagrams: 0.099 at 7.97 ft -0.528 at 9.33 ft y Deflection (in) 0.72at9.33ft -0.304 at 9.33 ft z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 9 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 7677.667 at 0 ft 1.013 at 0 ft 789.653 at 0 ft -968.605 at 9.33 ft 1-312.8591 at 0 ft Axial Force (lb) y Shear Force (lb) Torsion (k-ft) -0.128 at 9.33 ft Axial Stress (ksi) 2.919 at 9.33 ft -7.367 at 9.33 ft z-z Moment (k-ft) 6.715 at 9.33 ft -6.715 at 9.33 ft Tr - Bending Strong Stress (ksi) 745.345 at 0 ft -660.463 at 0 ft z Shear Force (lb) 6.954 at 9.33 ft -6.162 at 9.33 ft y-y Moment (k-ft) 6.338 at 9.33 ft -6.338 at 9.33 ft Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 15 - - Applied Loading - Shear + Torsion 22 - - Axial Tension Analysis 15 0 lb 3.411 e+5 lb - Axial Compression Analysis 15 6807.008 lb 2.861e+5 lb - Flexural Analysis (Strong Axis) 15 2.413 k-ft 59.25 k-ft - - Flexural Analysis (Weak Axis) - 6.954 k-ft 59.25 k-ft - - Shear Analysis (Major Axis y) 22 789.653 lb 93344.234 lb 0.008 PASS Shear Analysis (Minor Axis z) 22 66.618 lb 93344.234 lb 0.0007137 PASS Bending & Axial Interaction Check (UC Bending Max) 15 - - 0.17 PASS Torsional Analysis 15 0 k-ft 49.783 k-ft 0 PASS RISA-3D Version 20 [ Steel Canopy.Ft3D ] Page 10 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M4 Load Combination: Envelope Code check: 0.212 (LC 35) Input Data Shape: HSS6X6X6 I Node: N22 Member Type: Column J Node: N12 x Length (ft): 11.66 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 11.66 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 11.66 KZ_Z: 1 Max Defl Ratio: L/889 Lcomp top: Lbyy y sway: No Max Defl Location: 6.68 Lcomp bot (ft): 11.66 z sway: No Span: N/A Ltorque (ft): 11.66 Function: Lateral zb: 1 M4 N22 N12 Diagrams: 0.124 at 9.72 ft -0.701 at 11.66 ft y Deflection (in) 0.721 at 11.42 ft -0.306 at 10.93 ft z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 11 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 7843.402 at 0 ft 1.035 at 0 ft 567.832 at 0 ft -1713.155 at 11.66 ft-214.849 at 0 ft Axial Force (lb) y Shear Force (lb) Torsion (k-ft) -0.226 at 11.66 ft Axial Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis 2.505 at 11.66 ft -6.621 at 11.66 ft z-z Moment (k-ft) 6.034 at 11.66 ft -6.034 at 11.66 ft Bending Strong Stress (ksi) 369.667 at 0 ft -820.279 at 0 ft z Shear Force (lb) 4.31 at 11.66 ft -9.564 at 11.66 ft y-y Moment (k-ft) 8.717 at 11.66 ft -8.717 at 11.66 ft Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result 35 - - 35 - - 35 0lb 3.411e+5lb - - 35 6756.216lb 2.592e+5lb - - 35 2.216 k-ft 59.25 k-ft - - - 9.564 k-ft 59.25 k-ft - - 35 190.076lb 93344.234lb 0.002 PASS 35 820.279lb 93344.234lb 0.009 PASS 35 - - 0.212 PASS 35 0 k-ft 49.783 k-ft 0 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 12 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M5 Load Combination: Envelope Code check: 0.131 (LC 15) Input Data Shape: HSS6X6X6 I Node: N6 Member Type: Column J Node: N1 x Length (ft): 9.33 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 9.33 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 9.33 KZ_Z: 1 Max Defl Ratio: L/343 Lcomp top: Lbyy y sway: No Max Defl Location: 0 Lcomp bot (ft): 9.33 z sway: No Span: N/A Ltorque (ft): 9.33 Function: Lateral zb: 1 M5 N6 N1 Diagrams: 0.113 at 1.65 ft -0.527 at 0 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 13 Company KPFF 1 11RISA0 Desgner INumber Tianxiang.Lan Job : 100219 0393 ANEMETSCHEK COMPANY Model Name : Steel Canopy 2874.683 at 9.33 ft, 1391.839 at 0 ft -483.44at0ft Axial Force (lb) Torsion (k-ft) -548.425 at 0 ft y Shear Force (lb) 0.379 at 9.33 ft d 4.663 at 0 ft z-z Moment (k-ft) -0.064 at 0 ft -4.663 at 0 ft Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis 1 /3/2023 10:50:49 AM Checked By : Tian Lan 411.44at0ft -549.205 at 0 ft z Shear Force (lb) y-y Moment (k-ft) Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result 15 - - 23 - - 15 0lb 3.411e+5lb - - 15 2585.904lb 2.861e+5lb - - 15 3.656 k-ft 59.25 k-ft - - - 3.839 k-ft 59.25 k-ft - - 23 17.534lb 93344.234lb 0.0001878 PASS 23 549.205lb 93344.234lb 0.006 PASS 15 - - 0.131 PASS 15 0 k-ft 49.783 k-ft 0 PASS RISA-3D Version 20 [ Steel Canopy.Fi3D ] Page 14 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M6 Load Combination: Envelope Code check: 0.147 (LC 15) Input Data Shape: HSS6X6X6 I Node: N7 Member Type: Column J Node: N2 x Length (ft): 11.66 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 11.66 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 11.66 KZ_Z: 1 Max Defl Ratio: L/1267 Lcomp top: Lbyy y sway: No Max Defl Location: 4.98 Lcomp bot (ft): 11.66 z sway: No Span: N/A Ltorque (ft): 11.66 Function: Lateral zb: 1 M6 N7 N2 Diagrams: 0.135 at 2.43 ft -0.701 at 0 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 15 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 2974.756 at 11.66 ft � 276.858 at 0 ft -621.205 at 0 ft Axial Force (lb) Torsion (k-ft) -405.202 at 0 ft y Shear Force (lb) 3.228 at 0 ft -4.725 at 0 ft z-z Moment (k-ft) 0.392 at 11.66 ft 14.306 at 0 ft -0.082 at 0 ft -4.306 at 0 ft Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis 249.915at0ft -575.67 at 0 ft z Shear Force (lb) y-y Moment (k-ft) Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result 15 - - 21 - - 15 0lb 3.411e+5lb - 15 2613.859lb 2.592e+5lb - 15 3.228 k-ft 59.25 k-ft - - 5.156 k-ft 59.25 k-ft - 21 105.695lb 93344.234lb 0.001 PASS 21 575.67lb 93344.234lb 0.006 PASS 15 - - 0.147 PASS 15 0 k-ft 49.783 k-ft 0 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 16 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M7 Load Combination: Envelope Code check: 0.142 (LC 9) Input Data Shape: HSS6X6X6 I Node: N6 Member Type: Beam J Node: N17 x Length (ft): 12 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 12 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 12 KZ_Z: 1 Max Defl Ratio: L/2656 Lcomp top: Lbyy y sway: No Max Defl Location: 3.875 Lcomp bot (ft): 12 z sway: No Span: 1 Ltorque (ft): 12 Function: Lateral zb: 1 M7 N6 N17 Diagrams: 0.072 at 0 ft -0.102 at 3.88 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 17 Company KPFF 1 11RISA0 Desgner INumber Tianxiang.Lan Job : 100219 0393 ANEMETSCHEK COMPANY Model Name : Steel Canopy 397.27 at 8 ft -152.948at0ft Axial Force (lb) 2.535 at 8 ft -4.085at0ft Torsion (k-ft) 0.052 at 8 ft 1650.746 at 0 ft 156.262 at 0 ft 1 /3/2023 10:50:52 AM Checked By : Tian Lan -2460.422 at 12 ft-161.335 at Oft y Shear Force (lb) z Shear Force (lb) -5.142at0ft z-z Moment (k-ft) 8.267 at 12 ft 7.535 at 12 ft y-y Moment (k-ft) 0.912 at 12 ft -0.02 at 0 ft -7.535 at 12 ft -0.912 at 12 ft T� Axial Stress (ksi) Bending Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result] Applied Loading - Bending/Axial 9 - - Applied Loading - Shear + Torsion 15 - - Axial Tension Analysis 9 0 lb 3.411 e+5 lb - Axial Compression Analysis 9 147.067 Ib 2.55e+5 lb - - Flexural Analysis (Strong Axis) 9 8.267 k-ft 59.25 k-ft - - Flexural Analysis (Weak Axis) - 0.112 k-ft 59.25 k-ft - - Shear Analysis (Major Axis y) 15 9254.448 lb 93344.234 lb 0.099 PASS Shear Analysis (Minor Axis z) 15 7606.744 lb 93344.234 lb 0.081 PASS Bending & Axial Interaction Check (UC Bending Max) 9 - - 0.142 PASS Torsional Analysis 9 2.535 k-ft 49.783 k-ft 0.051 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 18 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M8 Load Combination: Envelope Code check: 0.194 (LC 9) Input Data Shape: HSS6X6X6 I Node: N17 Member Type: Beam J Node: N5 x Length (ft): 16 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 16 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 16 KZ_Z: 1 Max Defl Ratio: L/774 Lcomp top: Lbyy y sway: No Max Defl Location: 8.333 Lcomp bot (ft): 16 z sway: No Span: 1 Ltorque (ft): 16 Function: Lateral zb: 1 M8 N17 N5 Diagrams: y Deflection (in) 0.726 at 2.83 ft -0.313 at 5.5 ft z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 19 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 629.116 at 0 ft -208.105 at 0 ft Axial Force (lb) 5.206 at 12 ft -4.308 at 0 ft Torsion (k-ft) 0.083 at 0 ft 3216.173 at 0 ft 10.181 at 0 ft y Shear Force (lb) z-z Moment (k-ft) 176.902 at 15 ft -180.946 at 15 ft z Shear Force (lb) -0.916 at 0 ft y-y Moment (k-ft) 0.835at0ft 0.519 at 16 ft -0.027 at 0 ft - 10.181 at 0 ft - 0.835 at 0 ft T� Axial Stress (ksi) Bending �� Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 9 - - Applied Loading - Shear + Torsion 15 - - Axial Tension Analysis 9 0 lb 3.411 e+5 lb - Axial Compression Analysis 9 431.943 lb 2.034e+5 lb - Flexural Analysis (Strong Axis) 9 11.171 k-ft 59.25 k-ft - Flexural Analysis (Weak Axis) - 0.268 k-ft 59.25 k-ft - Shear Analysis (Major Axis y) 15 12282.299 lb 93344.234 lb 0.132 PASS Shear Analysis (Minor Axis z) 15 9694.41 lb 93344.234 lb 0.104 PASS Bending & Axial Interaction Check (UC Bending Max) 9 - - 0.194 PASS Torsional Analysis 9 4.282 k-ft 49.783 k-ft 0.086 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 20 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M9 Load Combination: Envelope Code check: 0.149 (LC 9) Input Data Shape: HSS6X6X6 I Node: N7 Member Type: Beam J Node: N12 x Length (ft): 12 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 12 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 12 KZ_Z: 1 Max Defl Ratio: L/2648 Lcomp top: Lbyy y sway: No Max Defl Location: 3.875 Lcomp bot (ft): 12 z sway: No Span: 1 Ltorque (ft): 12 Function: Lateral zb: 1 M9 N7 N12 Diagrams: y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 21 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 268.959 at 4 ft -116.832 at 8 ft Axial Force (lb) Torsion (k-ft) 0.035 at 4 ft 1632.018 at 0 ft 158.842 at 0 ft -171.875 at 0 ft y Shear Force (lb) z Shear Force (lb) -4.807 at 0 ft z-z Moment (k-ft) -0.015 at 8 ft T� Axial Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis 8.807at12ft 10.711atOft 8.027 at 12 ft -8.027 at 12 ft Bending Strong Stress (ksi) -0.914 at 12 ft y-y Moment (k-ft) 0.833 at 12 ft -0.833 at 12 ft Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result] 9 - - 15 - - 9 0lb 3.411e+5lb - 9 91.985lb 2.55e+5lb - - 9 8.807 k-ft 59.25 k-ft - - - 0.017 k-ft 59.25 k-ft - - 15 9276.547lb 93344.234lb 0.099 PASS 15 7667.5lb 93344.234lb 0.082 PASS 9 - - 0.149 PASS 9 2.6 k-ft 49.783 k-ft O.OS2 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 22 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M10 Load Combination: Envelope Code check: 0.195 (LC 12) Input Data Shape: HSS6X6X6 I Node: N12 Member Type: Beam J Node: N8 x Length (ft): 16 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 16 Ky_y: 1 Seismic DR: None LbZ_Z (ft): 16 KZ_Z: 1 Max Defl Ratio: L/735 Lcomp top: Lbyy y sway: No Max Defl Location: 8.333 Lcomp bot (ft): 16 z sway: No Span: 1 Ltorque (ft): 16 Function: Lateral zb: 1 M10 N12 N8 Diagrams: -0.297 at 9.17 ft y Deflection (in) 0.09 at 16 ft 0.727 at 3.33 ft -0.314 at 5.67 ft z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 23 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 490.15 at 8 ft 1 3262.688 at O ft 207.57 at 15 ft -40.141 at0ft Axial Force (lb) 4.44at0ft -5.265 at 12 ft Torsion (k-ft) 0.065 at 8 ft -2582.818 at 16 ft y Shear Force (lb) 11.378 at 0 ft -7.149 at 8 ft z-z Moment (k-ft) 10.37at0ft -0.005at0ft-10.37at0ft Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check -190.288 at 15 ft z Shear Force (lb) 0.54 at 16 ft -0.819 at 0 ft y-y Moment (k-ft) Bending Weak Stress (ksi) Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 12 - - Applied Loading - Shear + Torsion 15 - - Axial Tension Analysis 12 0 lb 3.411 e+5 lb - - Axial Compression Analysis 12 322.118 lb 2.034e+5 lb - - Flexural Analysis (Strong Axis) 12 11.378 k-ft 59.25 k-ft - - Flexural Analysis (Weak Axis) - 0.131 k-ft 59.25 k-ft - - Shear Analysis (Major Axis y) 15 12382.988 lb 93344.234 lb 0.133 PASS Shear Analysis (Minor Axis z) 15 9825.859 lb 93344.234 lb 0.105 PASS Bending & Axial Interaction Check (UC Bending Max) 12 - - 0.195 PASS Torsional Analysis 12 4.345 k-ft 49.783 k-ft 0.087 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 24 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 ChecTianxiang.LanOAM ked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M11 Load Combination: Envelope Code check: 0.101 (LC 21) Input Data Shape: HSS6X6X6 I Node: N7 Member Type: Beam J Node: N6 x Length (ft): 14.193 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/1175 Lcomp top: Lbyy y sway: No Max Defl Location: 7.244 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M11 N7 N6 Diagrams: 0.082 at 9.31 ft -0.241 at 7.24 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 25 Company KPFF 1/3/2023 1 Des11RISA0 INumber Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 563.845 at 14.19 ft 1213.406 at Oft 101.07 at 0 ft -205.881 at 0 ft-879.758 at 14.19 ft-73.721 at 0 ft Axial Force (lb) y Shear Force (lb) z Shear Force (lb) 0.096 at 0 ft -0.061 at 0 ft Torsion (k-ft) 0.074 at 14.19 ft 4.793 at 0 ft -0.027 at 0 ft T 1 Axial Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis -0.72 at 0 ft z-z Moment (k-ft) 4.806 at 14.19 ft -10.657at0ft 0.714 at 14.19 ft, y-y Moment (k-ft) -4.806 at 14.19 ft -0.657 at 0 ft Bending Strong Stress (ksi) Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result 21 - - 35 - - 21 0lb 3.411e+5lb 21 30.8lb 2.271e+5lb 21 5.273 k-ft 59.25 k-ft - 0.714 k-ft 59.25 k-ft 35 1253.117lb 93344.234lb 0.013 PASS 35 116.677lb 93344.234lb 0.001 PASS 21 - - 0.101 PASS 21 0.0001383 k-ft 49.783 k-ft 2.779e-6 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 26 Company KPFF 1/3/2023 Desgner 1 11RISA0 INumber Tianxiang.Lan 10:51:01 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M12 Load Combination: Envelope Code check: 0.106 (LC 9) Input Data Shape: HSS6X6X6 I Node: N12 Member Type: Beam J Node: N17 x Length (ft): 14.193 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/703 Lcomp top: Lbyy y sway: No Max Defl Location: 7.244 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M12 N12 N17 Diagrams: 0.121 at 8.57 ft -0.29 at 7.69 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 27 Company KPFF 1/3/2023 1 11RISA0 Desgner INumber Tianxiang.Lan 10:51:02 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 969.19 at 14.19 ft 1896.938 at Oft 110.166 at 0 ft -245.197 at 0 ft-1596.844 at 14.19 ft-36.644 at 0 ft Axial Force (lb) y Shear Force (lb) z Shear Force (lb) 0.041 at 0 ft d 5.253 at 0 ft -0.048 at 0 ft 6.189 at 7.39 ft Torsion (k-ft) z-z Moment (k-ft) 0.128 at 14.19 ft q 5.641 at 7.39 ft -0.032 at 0 ft 5.641 at 7.39 ft TI Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Applied Loading - Bending/Axial 9 - Applied Loading - Shear + Torsion 35 - Axial Tension Analysis 9 0 lb Axial Compression Analysis 9 653.318 lb Flexural Analysis (Strong Axis) 9 6.188 k-ft Flexural Analysis (Weak Axis) - 0.007 k-ft Shear Analysis (Major Axis y) 35 1957.641 lb Shear Analysis (Minor Axis z) 35 70.69 lb Bending & Axial Interaction Check (UC Bending Max) 9 - Torsional Analysis 9 0.041 k-ft 0.776 at 14.19 ft, -0.787 at 0 ft y-y Moment (k-ft) Bending Weak Stress (ksi) Available Unity Check Result 3.411e+5 lb 2.271 e+5 lb 59.25 k-ft 59.25 k-ft 93344.234lb 0.021 PASS 93344.234lb 0.0007S73 PASS - 0.106 PASS 49.783 k-ft 0.00081S1 PASS RISA-3D Version 20 [ Steel Canopy.R3D ] Page 28 Company KPFF 1/3/2023 Desgner 1 11RISA0 INumber Tianxiang.Lan 10:51:03 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M13 Load Combination: Envelope Code check: 0.108 (LC 21) Input Data Shape: HSS6X6X6 I Node: N8 Member Type: Beam J Node: N5 x Length (ft): 14.193 1 Release: Fixed z Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/1043 Lcomp top: Lbyy y sway: No Max Defl Location: 7.244 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M13 N8 N5 Diagrams: 0.094 at 9.17 ft -0.263 at 7.24 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 29 Company KPFF 1/3/2023 1 11RISA0 Desgner INumber Tianxiang.Lan 10:51:04 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 629.702 at 14.19 ft 1266.773 at Oft 92.004 at 0 ft -236.526 at 0 ft-866.997 at 14.19 ft-75.647 at 0 ft Axial Force (Ib) y Shear Force (lb) z Shear Force (lb) 0.056 at 0 ft -0.15 at 0 ft Torsion (k-ft) 5.068 at 0 ft 0.653 at 14.19 ft 4 -0.653 at 0 ft z-z Moment (k-ft) y-y Moment (k-ft) 0.083 at 14.19 ft d 5.416 at 14.19 ft. :L 0.595 at 14.19 ft -0.031 at 0 ft -5.416 at 14.19 ft -0.595 at 14.19 ft T-7 Axial Stress (ksi) Bending Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result] Applied Loading - Bending/Axial 21 - - Applied Loading - Shear + Torsion 21 - - Axial Tension Analysis 21 0 lb 3.411 e+5 lb - Axial Compression Analysis 21 20.074 Ib 2.271e+5 lb - Flexural Analysis (Strong Axis) 21 5.942 k-ft 59.25 k-ft - Flexural Analysis (Weak Axis) - 0.477 k-ft 59.25 k-ft - Shear Analysis (Major Axis y) 21 1512.368 lb 93344.234 lb 0.016 PASS Shear Analysis (Minor Axis z) 21 312.152 lb 93344.234 lb 0.003 PASS Bending & Axial Interaction Check (UC Bending Max) 21 - - 0.108 PASS Torsional Analysis 21 0.132 k-ft 49.783 k-ft 0.003 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 30 Company KPFF 1/3/2023 Desgner 1 11RISA0 INumber Tianxiang.Lan 10:51:05 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M14 Load Combination: Envelope Code check: 0.386 (LC 15) Input Data Shape: HSS4X2X3 I Node: N9 Member Type: Beam J Node: N20 Length (ft): 14.193 1 Release: Fixed ro Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/210 Lcomp top: Lbyy y sway: No Max Defl Location: 7.096 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M14 N9 N20 Diagrams: 0.322 at 7.24 ft -1.065 at 7.1 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 31 Company KPFF 1/3/2023 1 11RISA0 Desgner INumber Tianxiang.Lan 10:51:06 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 273.028 at 14.19 ft 1517.668 at 0 ft 8.896 at 0 ft -234.067 at 0 ft -1508.033 at 14.19 ft -4.723 at 0 ft Axial Force (lb) y Shear Force (Ib) z Shear Force (lb) 0.002 at 0 ft -0.004at0ft Torsion (k-ft) 0.144 at 14.19 ft J 21.643 at 0 ft z-z Moment (k-ft) 0.063 at 14.19 ft -0.063 at 0 ft y-y Moment (k-ft) 0.622 at 14.19 ft -0.124 at 0 ft -21.643 at 0 ft -0.622 at 14.19 ft T� Axial Stress (ksi) Bending Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result] Applied Loading - Bending/Axial 15 Applied Loading - Shear + Torsion 15 - - - ] Axial Tension Analysis 15 0 lb 85050 lb - Axial Compression Analysis 15 273.028 lb 9502.009 lb - Flexural Analysis (Strong Axis) 15 3.229 k-ft 8.775 k-ft - Flexural Analysis (Weak Axis) - 0.021 k-ft 5.362 k-ft - Shear Analysis (Major Axis y) 15 1540.826 lb 32679.287 lb 0.047 PASS Shear Analysis (Minor Axis z) 15 12.72 lb 13887.288 lb 0.0009159 PASS Bending & Axial Interaction Check (UC Bending Max) 15 - - 0.386 PASS Torsional Analysis 15 0.004 k-ft 5.424 k-ft 0.0007146 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 32 Company KPFF 1/3/2023 Desgner 1 11RISA0 INumber Tianxiang.Lan 10:51:07 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M15 Load Combination: Envelope Code check: 0.370 (LC 15) Input Data Shape: HSS4X2X3 I Node: N10 Member Type: Beam J Node: N19 Length (ft): 14.193 1 Release: Fixed ro Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 E5 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/194 Lcomp top: Lbyy y sway: No Max Defl Location: 7.096 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M15 N10 N19 Diagrams: 0.358 at 7.24 ft -1.1 7 at 7.1 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 33 Company KPFF 1/3/2023 1 11RISA0 Desgner INumber Tianxiang.Lan 10:51:08 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 241.403 at 14.19 ft 4 11516.998 at 0 ft -262.892 at 0 ft Axial Force (lb) 0.003 at 0 ft -0.002 at 0 ft Torsion (k-ft) 3.161 at Oft 0.128 at 14.19 ft -120.726 at 0 ft -1508.841 at 14.19 ft y Shear Force (lb) -2.685 at 7.1 ft z-z Moment (k-ft) 0.685at0ft z Shear Force (lb) y-y Moment (k-ft) -0.139 at O ft-20.726 at O ft -0.685 at O ft T� Axial Stress (ksi) Bending Strong Stress (ksi) Bending Weak Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 15 - - Applied Loading - Shear + Torsion 12 - - - Axial Tension Analysis 15 0 lb 85050 lb - Axial Compression Analysis 15 240.595 lb 9502.009 lb - Flexural Analysis (Strong Axis) 15 3.107 k-ft 8.775 k-ft - - Flexural Analysis (Weak Axis) - 0.016 k-ft 5.362 k-ft - - Shear Analysis (Major Axis y) 12 1532.239 lb 32679.287 lb 0.047 PASS Shear Analysis (Minor Axis z) 12 10.994 lb 13887.288 lb 0.0007917 PASS Bending & Axial Interaction Check (UC Bending Max) 15 - - 0.37 PASS Torsional Analysis 15 0.001 k-ft 5.424 k-ft 0.000205 PASS RISA-3D Version 20 [ Steel Canopy.Fi3D ] Page 34 Company KPFF 1/3/2023 Desgner 1 11RISA0 INumber Tianxiang.Lan 10:51:09 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M16 Load Combination: Envelope Code check: 0.385 (LC 15) Input Data Shape: HSS4X2X3 I Node: N11 Member Type: Beam J Node: N18 Length (ft): 14.193 1 Release: Fixed ro Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/203 Lcomp top: Lbyy y sway: No Max Defl Location: 7.096 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M16 N11 N18 Diagrams: y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 35 Company KPFF 1/3/2023 1 11RISA0 Desgner INumber Tianxiang.Lan 10:51:09 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 275.689 at 14.19 ft, � 1518.504 at 0 ft -228.87 at 0 ft Axial Force (lb) 0.004 at 0 ft -0.002 at 0 ft Torsion (k-ft) 0.146 at 14.19 ft d21.274at0ft -1507.954 at 14.19 ft y Shear Force (lb) z-z Moment (k-ft) -0.121 at Oft - 21.274 at 0 ft T� Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis z Shear Force (lb) 0.056 at 14.19 ft, -0.056 at 14.19 ft y-y Moment (k-ft) 0.555 at 14.19 ft -0.555 at 14.19 ft Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result] 15 12 - - - ] 15 0lb 85050lb - - 15 274.618lb 9502.009lb - - 15 3.178 k-ft 8.775 k-ft - - - 0.045 k-ft 5.362 k-ft - - 12 1537.672lb 32679.287lb 0.047 PASS 12 16.078lb 13887.288lb 0.001 PASS 15 - - 0.385 PASS 15 0.0008326 k-ft 5.424 k-ft 0.0001535 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 36 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By, : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M17 Load Combination: Envelope Code check: 0.392 (LC 15) Input Data Shape: HSS4X2X3 I Node: N13 Member Type: Beam J Node: N16 Length (ft): 14.193 1 Release: Fixed ro Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/219 Lcomp top: Lbyy y sway: No Max Defl Location: 7.096 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M17 N13 N16 Diagrams: 0.281 at 7.39 ft -0.85 at 7.1 ft y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 37 Company KPFF 1/3/2023 I' RISA JobIgner Number : 100219 0393 Checked By, : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 265.738 at 14.19 ft, 11519.862 at 0 ft -241.224 at 0 ft Axial Force (lb) 0.002 at 0 ft -0.002 at 0 ft Torsion (k-ft) 0.141 at 14.19 ft 122.105 at 0 ft _—, ,-, -1506.621 at 14.19 ft y Shear Force (lb) z-z Moment (k-ft) -0.128 at 0 ft -22.105 at 0 ft T� Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check Limit State Applied Loading - Bending/Axial Applied Loading - Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis z Shear Force (lb) 0.068 at 14.19 ft -0.067 at 0 ft y-y Moment (k-ft) 0.666 at 14.19 ft -0.666 at 14.19 ft Bending Weak Stress (ksi) Gov. LC Required Available Unity Check Result 15 - - 12 - - - 15 0lb 85050lb - 15 265.738lb 9502.009lb - 15 3.286 k-ft 8.775 k-ft - - 0.018 k-ft 5.362 k-ft - 12 1532.975lb 32679.287lb 0.047 PASS 12 9.55lb 13887.288lb 0.0006877 PASS 15 - - 0.392 PASS 15 0.001 k-ft 5.424 k-ft 0.0002S03 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 38 Company KPFF 1/3/2023 Desgner 1 11RISA0 INumber Tianxiang.Lan 10:51:13 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy Detail Report: M18 Load Combination: Envelope Code check: 0.394 (LC 15) Input Data Shape: HSS4X2X3 I Node: N14 Member Type: Beam J Node: N15 Length (ft): 14.193 1 Release: Fixed ro Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset: N/A Internal Sections: 97 J Offset: N/A Design Code: AISC 15th (360-16): T/C Only: Both Way LRFD Material Properties Material: A992 Therm. Coeff. V1 ES 0.65 Fu (ksi): 65 F): E (ksi): 29000 3 Density (k/ft ): 0.49 Rt: 1.1 G (ksi): 11154 Fy (ksi): 50 Nu: 0.3 Ry: 1.1 Design Properties Lb y_y (ft): 14.193 Ky_y: 1 Seismic DR: None Lb Z-Z (ft): 14.193 KZ_Z: 1 Max Defl Ratio: L/226 Lcomp top: Lbyy y sway: No Max Defl Location: 7.096 Lcomp bot (ft): 14.193 z sway: No Span: 1 Ltorque (ft): 14.193 Function: Lateral zb: 1 M18 N14 N15 Diagrams: y Deflection (in) z Deflection (in) RISA-3D Version 20 [ Steel Canopy.R3D ] Page 39 Company KPFF 1/3/2023 1 11RISA0 Desgner INumber Tianxiang.Lan 10:51:13 AM Job : 100219 0393 Checked By : Tian Lan ANEMETSCHEK COMPANY Model Name : Steel Canopy 261.505 at 14.19 ft. � 1518.778 at 0 ft -247.34 at 0 ft Axial Force (lb) 0.003 at 0 ft 1 -0.003 at 0 ft Torsion (k-ft) 0.138 at 14.19 ft 22.426 at 0 ft ', ,-,, -1506.592 at 14.19 ft y Shear Force (lb) z-z Moment (k-ft) -0.131 at Oft -22.426 at 0 ft T� Axial Stress (ksi) Bending Strong Stress (ksi) AISC 15th (360-16): LRFD Code Check z Shear Force (lb) 0.055 at 14.19 ft, -0.055 at 0 ft y-y Moment (k-ft) 0.538 at 0 ft -0.538 at 0 ft Bending Weak Stress (ksi) Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 15 - - Applied Loading - Shear + Torsion 12 - - - Axial Tension Analysis 15 0 lb 85050 lb - Axial Compression Analysis 15 261.505 lb 9502.009 lb - Flexural Analysis (Strong Axis) 15 3.333 k-ft 8.775 k-ft - - Flexural Analysis (Weak Axis) - 0.0005521 k-ft 5.362 k-ft - - Shear Analysis (Major Axis y) 12 1537.952 lb 32679.287 lb 0.047 PASS Shear Analysis (Minor Axis z) 12 9.568 lb 13887.288 lb 0.000689 PASS Bending & Axial Interaction Check (UC Bending Max) 15 - - 0.394 PASS Torsional Analysis 15 0.003 k-ft 5.424 k-ft 0.0004613 PASS RISA-3D Version 20 [ Steel Canopy.FZ3D ] Page 40 Anchor DesignerT"' Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AWS Type A Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 4.000 Anchor category: - Anchor ductility: Yes hmin (inch): 5.25 Cmin (inch): 1.25 Smin (inch): 2.00 Company: Date: 12/19/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: Headed Stud - 1 /2" fd AWS Type A Headed Stud Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 14.00 State: Uncracked Compressive strength, F. (psi): 6000 q).,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 0.25 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 !+'71►��11+7•J►0 Anchor DesignerTM Software Version 3.0.7947.0 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: Nua [lb]: 1443 Wax [lb]: 800 Way [lb]: 785 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Mu [ft-lb]:0 <Figure 1> 0 ft-lb 800 lb Z 0 ft-lb Company: Date: 12/19/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 1443 Ib 3 0 ft-lb 785 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 -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer" Software Version 3.0.7947.0 <Figure 2> Company: Date: 12/19/2022 Engineer: Page: 3/5 Project: Address: Phone: E-mail: 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 Anchor DesignerT"' Software Version 3.0.7947.0 Company: Date: 12/19/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) Vuax (lb) Way (lb) �(Vuax)z+(Way )z (Ib) 1 360.8 200.0 196.3 280.2 2 360.8 200.0 196.3 280.2 3 360.8 200.0 196.3 280.2 4 360.8 200.0 196.3 280.2 Sum 1443.0 800.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1443 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 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) 11975 0.75 8981 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = ko;,JFohef' 5 (Eq. 17.4.2.2a) kc %a fc (psi) hef (in) Nb (Ib) 785.0 <Figure 3> 1120.8 e., 4 3 Y 01 o2 24.0 1.00 6000 4.000 14872 ONcbg =0 (ANc/ANco)Yec,NYed,NYgNYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2) ANco (in2) Ca,min (in) 'Pe c,N iI'ed,N i'qN 'Icp,N Nb (Ib) ONcbg (Ib) 400.00 144.00 - 1.000 1.000 1.25 1.000 14872 0.70 36148 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) ONpn = /`%c,PNp = 0111,P8Abrgfc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) 1c,P Abrg (in2) fc (psi) 0 ONpn (Ib) 1.4 0.59 6000 0.70 27707 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 Anchor Designer" Software Version 3.0.7947.0 110 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (Ib) Ogrow 0 OgrwtroVsa (lb) 11975 1.0 0.65 7784 Company: Date: 12/19/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 10. Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3) OVcpg = Ok�^bg = ok�p(A-IANco)Yec,NYed,NY'�,NYcp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2) AN- (in2) '1Bc,N 'ed,N 'IqN t1cp,N Nb (Ib) Vcpg (ib) 2.0 400.00 144.00 1.000 1.000 1.250 1.000 14872 0.70 72296 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nu (lb) Design Strength, oNn (lb) Ratio Status Steel Concrete breakout Pullout Shear 361 8981 0.04 Pass (Governs) 1443 36148 0.04 Pass 361 27707 0.01 Pass Factored Load, Va (lb) Design Strength, OW (lb) Ratio Status Steel 280 7784 0.04 Pass (Governs) Pryout 1121 72296 0.02 Pass Interaction check Nua/r^ VuaIOVn Combined Ratio Permissible Status Sec. 17.6..1 0.04 0.00 4.0% 1.0 Pass 1/2" 0 AWS Type A Headed Stud with hef = 4.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. 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