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HomeMy WebLinkAbout1 LEGOLAND DR; STRUCT; PC2018-0050; Permit (3)PC2018-0050 1 LEGOLAND DR STRUCTURAL 3 0 F 4 CALCS ).. • • Gravity Beam Design RAM Steel 15.11.00.26 DataBase: .SSE Lateral Model 11-1-18 OCBF IBentIey Building Code: IBC 11/01/1812:55:43 Steel Code: AJSC 360-10 ASD Load Dist DL LL Red% Type PartL 17 13.088 0.118 0.000 --- NonR 0.000 13.891 0.000 0.000 0.000 12 13.088 0.011 0.228 0.0% Red 0.000 13.891 0.000 0.000 0.000 19 13.891 0.118 0.000 --- NonR 0.000 20.427 0.118 0.000 0.000 20 13.891 0.011 0.228 0.0% Red 0.000 20.427 0.011 0.228 0.000 21 0.000 0.022 0.000 --- NonR 0.000 20.427 0.022 0.000 0.000 SHEAR: Max Va (DL+LL) = 8.97 kips Vin/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 0 Mn / g kip-ft ft ft kip-ft Center Max+ DL+LL 49.6 9.8 0.0 1.00 1.67 82.83 Controlling DL+LL 49.6 9.8 0.0 1.00 1.67 82.83 REACTIONS (kips): Left Right DL reaction 2.95 2.94 Max +LL reaction 6.02 5.73 Max +total reaction 8.97 8.68 DEFLECTIONS: Dead load (in) at 10.21 ft = -0.198 LID = 1238- Live load (in) at 10.11 ft = -0.434 L/D = 565 Net Total load (in) at 10.11 ft = -0.632 L/D = 388 m1i PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 0 Mn/a ft kip-ft 0.0 1.00 1.67 110.28 0.0 1.00 1.67 110.28 Gravity Beam Design RAM Steel 15.11.00.26 RMiSInjcturMSm DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/1812:55:43 iBenttey, Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 168 SPAN INFORMATION (ft): I-End (29.15,53.67) J-End (52.03,53.67) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 22.89 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 4.520 0.04 7.520 0.04 0.00 0.0 4.04 0.00 0.0 10.210 0.04 0.00 0.0 4.04 0.00 0.0 13.210 0.04 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.236 0.000 --- NonR 22.885 0.236 0.000 2 0.000 0.023 0.456 0.0% Red 22.885 0.023 0.456 3 0.000 0.026 0.000 --- NonR 22.885 0.026 0.000 SHEAR: Max Va (DL+LL) = 13.52 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma Center Max + DL+LL Controlling DL+LL REACTIONS (kips): kip-ft ft 88.3 10.2 88.3 10.2 Left Right 3.36 3.32 10.17 8.34 13.52 11.66 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 11.44 ft = -0.208 L/D = 1321 at 11.10 ft = -0.688 L/D = 399 at 11.10 ft = -0.896 L/D = 307 Gravity Beam Design UM RAM Steel 15.11.00.26 RA!IIStructuraISytem DataBase: SSE Lateral Model 11-1-18 OCBF iBenttey, Building Code: IBC Floor Type: Level 2 Beam Number = 169 SPAN INFORMATION (ft): I-End (0.00,53.67) J-End (29.15,53.67) Beam Size (Optimum) = W16X31 Total Beam Length (ft) = 29.15 Mp (kip-ft) = 225.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 10.409 0.09 0.09 0.0 0.00 0.00 0.0 0.00 13.455 0.09 0.09 0.0 0.77 0.00 0.0 0.00 16.187 0.09 0.09 0.0 1.68 0.00 0.0 0.00 19.233 0.09 0.09 0.0 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.118 0.000 --- NonR 0.000 29.145 0.118 0.000 0.000 2 0.000 0.011 0.228 0.0% Red 0.000 29.145 0.011 0.228 0.000 3 0.000 0.118 0.000 --- NonR 0.000 10.408 0.118 0.000 0.000 4 0.000 0.011 0.228 0.0% Red 0.000 10.408 0.011 0.228 0.000 5 10.409 0.000 0.000 --- NonR 0.000 11.212 0.118 0.000 0.000 6 10.409 0.000 0.000 0.0% Red 0.000 11.212 0.011 0.228 0.000 7 11.212 0.118 0.000 --- NonR 0.000 13.455 0.118 0.000 0.000 8 11.212 0.011 0.228 0.0% Red 0.000 13.455 0.011 0.228 0.000 9 13.455 0.000 0.000 --- NonR 0.000 14.258 0.118 0.000 0.000 10 13.455 0.000 0.000 0.0% Red 0.000 14.258 0.011 0.228 0.000 11 14.259 0.118 0.000 --- NonR 0.000 16.187 0.118 0.000 0.000 12 14.259 0.011 0.228 0.0% Red 0.000 16.187 0.011 0.228 0.000 13 16.187 0.000 0.000 --- NonR 0.000 16.990 0.118 0.000 0.000 14 16.187 0.000 0.000 0.0% Red 0.000 16.990 0.011 0.228 0.000 15 16.991 0.118 0.000 --- NonR 0.000 19.233 0.118 0.000 0.000 16 16.991 0.011 0.228 0.0% Red 0.000 19.233 0.011 0.228 0.000 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Red% PartL 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 0 Mn/0 ft kip-ft 0.0 1.00 1.67 134.73 0.0 1.00 1.67 134.73 Gravity Beam Design RAM Steel 15.11.00.26 PM Structmal DataBase: SSE Lateral Model 11-1-18 OCBF ieenttey Building Code: IBC Load Dist DL LL Red% Type 17 19.234 0.000 0.000 --- NonR 20.036 0.118 0.000 18 19.234 0.000 0.000 0.0% Red 20.036 0.011 0.228 19 20.037 0.118 0.000 --- NonR 29.145 0.118 0.000 20 20.037 0.011 0.228 0.0% Red 29.145 0.011 0.228 21 0.000 0.031 0.000 --- NonR 29.145 0.031 0.000 SHEAR: Max Va (DL+LL) = 12.22 kips Vn/1.50 = 87.45 kips MOMENTS: Span Cond LoadCombo Ma Center Max + DL+LL Controlling DL+LL REACTIONS (kips): kip-ft ft 96.2 15.1 96.2 15.1 Left Right 4.30 4.30 7.80 7.92 12.10 12.22 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 14.57 ft = -0.445 LID = 786 at 14.57 ft = -0.878 LID = 398 at 14.57 ft = -1.323 L/D = 264 Gravity Beam Design RAM Steel 15.11.00.26 RAMSIrutui&Syitm DataBase: SSE Lateral Model 11-1-18 OCBF %lBenney-Building Code: IBC Floor Type: Level 2 Beam Number = 170 SPAN INFORMATION (ft): I-End (19.23,53.67) J-End (20.04,49.11) 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Beam Size (User Selected) = W8X18 Total Beam Length (ft) = 4.63 Mp (kip-ft) = 70.83 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.020 0.000 --- NonR 4.625 0.020 0.000 2 0.000 0.002 0.040 0.0% Red 4.625 0.002 0.040 3 0.000 0.018 0.000 --- NonR 4.625 0.018 0.000 SHEAR: Max Va (DL+LL) = 0.18 kips Vnl1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 0.2 2.3 Controlling DL+LL 0.2 2.3 REACTIONS (kips): Fy = 50.0 ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb •Cb 0 Mn/2 ft kip-ft 4.6 1.14 1.67 42.42 4.6 1.14 1.67 42.42 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.09 0.09 0.09 0.09 0.18 0.18 at 2.31 ft = -0.000 at 2.31 ft = -0.000 at 2.31 ft = -0.000 Floor Type: Level 2 Beam Number = 171 SPAN INFORMATION (ft): I-End (16.19,53.67) J-End (16.99,49.11) Beam Size (User Selected) = W8X18 Fy = .50.0 ksi Total Beam Length (ft) = 4.63 Mp (kip-ft) = 70.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 3.709 0.00 0.00 0.0 8.50 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): PartL 0.000 0.000 0.000 0.000 0.000 0.000 Load Dist DL LL Red% Type 1 0.000 0.020 0.000 --- NonR 4.625 0.020 0.000 2 0.000 0.002 0.040 0.0% Red 4.625 0.002 0.040 3 0.000 0.018 0.000 --- NonR 4.625 0.018 0.000 SHEAR: Max Va (DL+LL) = 7.00 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 6.4 3.7 Controlling DL+LL 6.4 3.7 REACTIONS (kips): Lb Cb 0 Mn/2 ft kip-ft 4.6 1.41 1.67 42.42 4.6 1.41 1.67 42.42 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.09 0.09 1.78 6.91 1.87 7.00 at 2.31 ft = -0.000 at 2.61 ft = -0.010 at 2.61 ft = -0.010 L/D = 5597 L/D = 5472 Floor Type: Level 2 Beam Number = 172 SPAN INFORMATION (ft): I-End (13.46,53.67) J-End (14.26,49.11) Beam Size (User Selected) = W8X18 Fy = 50.0 ksi Total Beam Length (ft) = 4.63 Mp(kip-ft) = 70.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 4.209 0.00 0.00 0.0 8.50 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.020 0.000 --- NonR 4.625 0.020 0.000 2 0.000 0.002 0.040 0.0% Red 4.625 0.002 0.040 3 0.000 0.018 0.000 --- NonR 4.625 0.018 0.000 SHEAR: Max Va (DL+LL) = 7.92 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 3.3 4.2 Controlling DL+LL 3.3 4.2 REACTIONS (kips): PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 92 Mn/Il ft kip-ft 4.6 1.48 1.67 42.42 4.6 1.48 1.67 42.42 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.09 0.09 0.86 7.83 0.95 7.92 at 2.31 ft = -0.000 at 2.64 ft = -0.005 at 2.64 ft = -0.005 L/D = 11459 L/D = 10948 Gravity Beam Design RAM Steel 15 110026 RAMSlructwaISptm DataBase: SSE Lateral Model 11-1-18 OCBF %J13enney-Building Code: IBC 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 173 SPAN INFORMATION (ft): I-End (10.41,53.67) J-End (11.21,49.11) Beam Size (User Selected) = W8X18 Fy = 50.0 ksi Total Beam Length (ft) = 4.63 Mp (kip-ft) = 70.83 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.020 0.000 --- NonR 0.000 4.625 0.020 0.000 0.000 2 0.000 0.002 0.040 0.0% Red 0.000 4.625 0.002 0.040 0.000 3 0.000 0.018 0.000 --- NonR 0.000 4.625 0.018 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.18 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 0 Mn /0 kip-ft ft ft kip-ft Center Max+ DL+LL 0.2 2.3 4.6 1.14 1.67 42.42 Controlling DL+LL 0.2 2.3 4.6 1.14 1.67 42.42 REACTIONS (kips): Left Right DL reaction 0.09 0.09 Max +LL reaction 0.09 0.09 Max +total reaction 0.18 0.18 DEFLECTIONS: Dead load (in) at 2.31 ft = -0.000 Live load (in) at 2.31 ft = -0.000 Net Total load (in) at 2.31 ft = -0.000 Gravity Beam Design RAM Steel 15 110026 RAMSImcturnISym DataBase: SSE Lateral Model 11-1-18 OCBF iBenttey Building Code: ifiC 11/01/1812:55:43 Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 174 SPAN INFORMATION (ft): I-End (65.12,49.11) J-End (65.92,53.67) Beam Size (User Selected) = W8X18 Fy = 50.0 ksi Total Beam Length (ft) = 4.63 Mp (kip-ft) = 70.83 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.020 0.000 --- NonR 0.000 4.625 0.020 0.000 0.000 2 0.000 0.002 0.040 0.0% Red 0.000 4.625 0.002 0.040 0.000 3 0.000 0.018 0.000 --- NonR 0.000 4.625 0.018 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.18 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 0 Mn / kip-ft ft ft kip-ft Center Max+ DL+LL 0.2 2.3 0.0 1.00 1.67 42.42 Controlling DL+LL 0.2 2.3 0.0 1.00 1.67 42.42 REACTIONS (kips): Left Right DL reaction 0.09 0.09 Max +LL reaction 0.09 0.09 Max +total reaction 0.18 0.18 DEFLECTIONS: Dead load (in) at 2.31 ft = ' -0.000 Live load (in) at 2.31 ft = -0.000 Net Total load (in) at 2.31 ft = -0.000 Gravity Beam Design RAM Steel 15.11.00.26 RAMSrutwSym DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/18 12:55:43 %113enttey-Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 175 SPAN INFORMATION (ft): I-End (62.07,49.11) J-End (62.88,53.67) Beam Size (User Selected) = W8X18 Fy = 50.0 ksi Total Beam Length (ft) = 4.63 Mp(kip-ft) = 70.83 POINT LOADS (kips): Dist DL RedLL Red% NonB.LL StorLL Red% RoofLL Red% PartL 0.417 0.00 0.00 0.0 8.50 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.020 0.000 --- NonR 4.625 0.020 0.000 2 0.000 0.002 0.040 0.0% Red 4.625 0.002 0.040 3 0.000 0.018 0.000 --- NonR 4.625 0.018 0.000 SHEAR: Max Va (DL+LL) = 7.92 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 3.3 0.4 Controlling DL+LL 3.3 0.4 REACTIONS (kips): PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb Il Mn/Il ft kip-ft 4.6 1.48 1.67 42.42 4.6 1.48 1.67 42.42 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.09 0.09 7.83 0.86 7.92 0.95 at 2.31 ft = -0.000 at 1.99 ft = -0.005 at 1.99 ft = -0.005 L/D = 11459 L/D = 10948 Floor Type: Level 2 Beam Number = 176 SPAN INFORMATION (ft): I-End (59.34,49.11) J-End (60.14,53.67) Beam Size (User Selected) = W8X18 Fy = 50.0 ksi Total Beam Length (ft) = 4.63 Mp (kip-ft) = 70.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 0.917 0.00 0.00 0.0 8.50 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): PartL 0.000 0.000 0.000 0.000 0.000 0.000 Load Dist DL LL Red% Type 1 0.000 0.020 0.000 --- NonR 4.625 0.020 0.000 2 0.000 0.002 0.040 0.0% Red 4.625 0.002 0.040 3 0.000 0.018 0.000 --- NonR 4.625 0.018 0.000 SHEAR: Max Va (DL+LL) = 7.00 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 6.4 0.9 Controlling DL+LL 6.4 0.9 REACTIONS (kips): Lb Cb 0 Mn/i) ft kip-ft 4.6 1.41 1.67 42.42 4.6 1.41 1.67 42.42 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.09 0.09 6.91 1.78 7.00 1.87 at 2.31 ft = -0.000 at 2.01 ft = -0.010 at 2.01 ft = -0.010 L/D = 5597 L/D = 5472 Beam Size (User Selected) = W8X18 Total Beam Length (ft) = 4.63 Mp (kip-ft) = 70.83 LINE LOADS (k/ft): Load Dist DL LL .Red% Type 1 0.000 0.020 0.000 --- NonR 4.625 0.020 0.000 2 0.000 0.002 0.040 0.0% Red 4.625 0.002 0.040 3 0.000 0.018 0.000 --- NonR 4.625 0.018 0.000 SHEAR: Max Va (DL+LL) = 0.18 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 0.2 2.3 Controlling DL+LL 0.2 2.3 REACTIONS (kips): Fy = 50.0 ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 0 Mn/1 ft kip-ft 4.6 1.14 1.67 42.42 4.6 1.14 1.67 42.42 Gravity Beam Design RAM Steel 15.11.00.26 SImMal DataBase: SSE Lateral Model 11-1-18 OCBF 'IBentLey Building Code: IBC Floor Type: Level 2 Beam Number = 177 SPAN INFORMATION (ft): I-End (56.29,49.11) "J-End (57.10,53.67) 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Left Right 0.09 0.09 0.09 0.09 0.18 0.18 at 2.31 ft = -0.000 at 2.31 ft = -0.000 at 2.31 ft = -0.000 DL reaction Max +LL reaction 1 Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design RAM Steel 15.11.00.26 RMStnictutaISym DataBase: SSE Lateral Model 11-1-18 OCBF %Jaenttey-Building Code: IBC Floor Type: Level 2 Beam Number = 178 SPAN INFORMATION (ft): I-End (42.36,49.11) J-End (42.36,53.67) Beam Size (User Selected) = W8X18 Total Beam Length (ft) = 4.56 Mp (kip-ft) = 70.83 LINE LOADS (k/ft): Load. Dist DL LL Red% Type ' PartL 1 0.000 0.018 0.000 --- NonR 0.000 4.555 0.018 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.04 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center Max + DL 0.0 2.3 4.6 Controlling DL 0.0 2.3 4.6 REACTIONS (kips): 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Cb Q Mn/ kip-ft 1.14 1.67 42.42 1.14 1.67 42.42 DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.04 0.04 0.04 0.04 at 2.28 ft = -0.000 at 2.28 ft = -0.000 at 2.28 ft = -0.000 Gravity Beam Design RAM Steel 15.11.00.26 RAMSkutwalSyxem DataBase: SSE Lateral Model 11-1-18 OCBF %i3enttew Building Code: IBC Floor Type: Level 2 Beam Number = 179 SPAN INFORMATION (ft): I-End (39.36,49.11) J-End (39.36,53.67) Beam Size (User Selected) = W8X18 Total Beam Length (ft) = 4.56 Mp (kip-ft) = 70.83 POINT LOADS (kips): Dist DL RedLL •Red% NonRLL StorLL Red% RoofLL 2.167 0.00 0.00 0.0 8.50 0.00 0.0 0.00 LINE LOADS (k/ft): 11/01/18 12:55:43 Steel Code: AJSC 360-10 ASD Fy = 50.0 ksi Red% PartL 0.0 0.00 Load Dist DL LL Red% Type 1 0.000 0.018 0.000 --- NonR 4.555 0.018 0.000 SHEAR: Max Va (DL+LL) = 4.50 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 9.7 2.2 Controlling DL+LL 9.7 2.2 REACTIONS (kips): PartL 0.000 0.000 Lb Cb 0 Mn/Il ft kip-ft 4.6 1.34 1.67 42.42 4.6 1.34 1.67 42.42 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.04 0.04 4.46 4.04 4.50 4.08 at 2.28 ft = -0.000 at 2.23 ft = -0.016 at 2.23 ft = -0.016 LID = 3403 L/D = 3383 Gravity Beam Design RAM Steel 15.11.00.26 RAMStiuctwaISysm DataBase: SSE Lateral Model 11-1-18 OCBF %ji3enney-Building code: IBC Floor Type: Level 2 Beam Number 180 SPAN INFORMATION (ft): I-End (36.67,49.11) J-End (36.67,53.67) Beam Size (User Selected) = W8X18 Total Beam Length (ft) = 4.56 Mp(kip-ft) = 70.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 2.167 0.00 0.00 0.0 8.50 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.018 0.000 --- NonR 0.000 4.555 0.018 0.000 0.000 SHEAR: Max Va (DL+LL) = 4.50 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center Max + DL+LL 9.7 2.2 4.6 Controlling DL+LL 9.7 2.2 4.6 REACTIONS (kips): Left Right DL reaction 0.04 0.04 Max +LL reaction 4.46 4.04 Max +total reaction 4.50 4.08 DEFLECTIONS: Dead load (in) at 2.28 ft = -0.000 Live load (in) at 2.23 ft = -0.016 Net Total load (in) at 2.23 ft = -0.016 11/01/18 12:55:43 Steel Code: AJSC 360-10 ASD Fy = 50.0 ksi Red% PartL 0.0 0.00 Cb 0 Mn/a kip-ft 1.34 1.67 42.42 1.34 1.67 42.42 L/D = 3403 L/D = 3383 Gravity Beam Design RAM Steel 15.11.00.26 RAMS1mctwaISym DataBase: SSE Lateral Model 11-1-18 OCBF 'IBenttey Building Code: IBC Floor Type: Level 2 Beam Number = 181 SPAN INFORMATION (ft): I-End (33.67,49.11) J-End (33.67,53.67) Beam Size (User Selected) = W8X18 Total Beam Length (ft) = 4.56 Mp (kip-ft) = 70.83 - LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.018 0.000 --- NonR 0.000 4.555 0.018 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.04 kips Vn/1.50 = 37.44 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center Max+ DL 0.0 2.3 4.6 Controlling DL 0.0 2.3 4.6 REACTIONS (kips): Left Right DL reaction 0.04 0.04 Max +total reaction 0.04 0.04 DEFLECTIONS: Dead load (in) at 2.28 ft = -0.000 Live load (in) at 2.28 ft = -0.000 Net Total load (in) at 2.28 ft = -0.000 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Cb 0 Mn/a kip-ft 1.14 1.67 42.42 1.14 1.67 42.42 Fy = 56.0ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 0 Mn/a ft kip-ft 0.0 1.00 1.67 82.83 0.0 1.00 1.67 82.83 Floor Type: Level 2 Beam Number = 182 SPAN INFORMATION (ft): I-End (52.03,58.23) J-End (72.46,58.23) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 20.43 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.236 0.000 --- NonR 20.427 0.236 0.000 2 0.000 0.023 0.456 00% Red 20.427 0.023 0.456 3 0.000 0.022 0.000 --- NonR 20.427 0.022 0.000 SHEAR: Max Va (DL+LL) = 7.52 kips Vn/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 38.4 10.2 Controlling DL+LL 38.4 10.2 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 2.86 2.86 4.65 4.65 7.52 7.52 at 10.21 ft = -0.190 L/D = 1288 at 10.21 ft = -0.309 L/D = 793 at 10.21 ft = -0.500 L/D = 491 Gravity Beam Design RAM Steel 15.11.00.26 RW Simmal SyMm DataBase: SSE Lateral Model 11-1-18 OCBF iBent(ey Building Code: IBC 11/01/1812:55:43 Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 183 SPAN INFORMATION (ft): I-End (29.15,58.23) J-End (52.03,58.23) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 22.89 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.236 0.000 --- NonR 0.000 22.885 0.236 0.000 0.000 2 0.000 0.023 0.456 0.0% Red 0.000 22.885 0.023 0.456 0.000 3 0.000 0.022 0.000 --- NonR 0.000 22.885 0.022 0.000 0.000 SHEAR: Max Va (DL+LL) = 8.42 kips Vn/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 0 Mn /D kip-ft ft ft kip-ft Center Max+ DL+LL 48.2 11.4 0.0 1.00 1.67 82.83 Controlling DL+LL 48.2 11.4 0.0 1.00 1.67 82.83 REACTIONS (kips): Left Right DL reaction 3.21 3.21 Max +LL reaction 5.21 5.21 Max +total reaction 8.42 8.42 DEFLECTIONS: Dead load (in) at 11.44 ft = -0.300 L/D = 916 Live load (in) at 11.44 ft = -0.487 L/D = 564 Net Total load (in) at 11.44 ft = -0.787 L/D = 349 Gravity Beam Design RAM Steel 15.11.00.26 RAMSftutw.ISym DataBase: SSE Lateral Model 11-1-18 OCBF nNIf3enney-Building Code: IBC Floor Type: Level 2 Beam Number = 184 SPAN INFORMATION (ft): I-End (0.00,58.23) J-End (29.15,58.23) Beam Size (Optimum) = W16X26 Total Beam Length (ft) = 29.15 Mp (kip-ft) = 184.17 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.236 0.000 --- NonR 0.000 29.145 0.236 0.000 0.000 2 0.000 0.023 0.456 0.0% Red 0.000 29. 145 0.023 0.456 0.000 3 0.000 0.026 0.000 --- NonR 0.000 29.145 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 10.78 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center Max + DL+LL 78.6 14.6 0.0 Controlling DL+LL 78.6 14.6 0.0 REACTIONS (kips): Left Right DL reaction 4.15 4.15 Max +LL reaction 6.64 6.64 Max +total reaction 10.78 10.78 DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Cb 0 Mn/Q kip-ft 1.00 1.67 110.28 1.00 1.67 110.28 at 14.57 ft = -0.529 LID = 661 at 14.57 ft = -0.847 LID = 413 at 14.57 ft = -1.376 L/D = 254 Gravity Beam Design ______ RAM Steel 15.11.00.26 RAMSIrutuiaISyum DataBase: SSE Lateral Model 11-1-18 OCBF 8enttey. Building Code: .IBC Floor Type: Level 2 Beam Number = 185 SPAN INFORMATION (ft): I-End (29.15,62.78) J-End (29.15,77.50) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 14.72 Mp (kip-ft) = 277.08 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 4.508 3.18 5.16 5.3 0.00 0.00 0.0 0.00 4.508 4.11 6.57 5.3 0.00 0.00 0.0 0.00 9.017 3.57 5.84 5.3 0.00 0.00 0.0 0.00 9.017 3.63 5.59 5.3 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Red% PartL 0:0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Load Dist DL LL Red% Type PartL 1 0.000 0.035 0.000 --- NonR 0.000 14.718 0.035 0.000 0.0.00 SHEAR: Max Va (DL+LL) = 20.00 kips Vn/1.50 = 106.20 kips MOMENTS: Span Cond LoadCombo Ma Center Max + DL+LL Controlling DL+LL REACTIONS (kips): kip-ft ft 96.0 9.0 96.0 9.0 Lb Cb 0 Mn/a ft kip-ft 5.7 1.66 1.67 165.92 5.7 1.66 1.67 165.92 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 8.10 6.90 11.90 10.03 20.00 16.93 at 7.29 ft = -0.100 L/D = 1768 at 7.29 ft = -0.147 L/D = 1198 at 7.29 ft = -0.247 L/D = 714 PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb Q Mn/a ft kip-ft 0.0 1.00 1.67 82.83 0.0 1.00 1.67 82.83 Gravity Beam Design wM RAM Steel 15.11.00.26 RAMSInlclu!.ISyI.m DataBase: SSE Lateral Model 11-1-18 OCBF Benttey Building Code: IBC Floor Type: Level 2 Beam Number = 186 SPAN INFORMATION (ft): I-End (0.00,77.50) J-End (24.30,77.50) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 24.30 Mp(kip-ft) = 138.33 POINT LOADS (kips): 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 6.592 0.18 0.19 0.0 0.00 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.147 0.000 --- NonR 24.302 0.147 0.000 2 0.000 0.014 0.285 0.0% Red 24.302 0.014 0.285 3 0.000 0.147 0.000 --- NonR. 6.591 0.147 0.000 4 0.000 0.014 0.285 0.0% Red 6.591 0.014 0.285 5 6.592 0.034 0.000 --- NonR 24.302 0.034 0.000 6 6.592 0.003 0.067 0.0% Red 24.302 0.003 0.067 7 0.000 0.022 0.000 --- NonR 24.302 0.022 0.000 SHEAR: Max Va (DL+LL) = 9.19 kips Vn/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 47.4 11.4 Controlling DL+LL 47.4 11.4 REACTIONS (kips): Left Right DL reaction 3.53 2.85 Max +LL reaction 5.66 4.52 Max +total reaction 9.19 7.37 DEFLECTIONS: Dead load (in) at 12.03 ft = -0.342 LID = 854 Live load (in) at 12.03 ft = -0.541 L/D = 539 Net Total load (in) at 12.03 ft = -0.882 L/D = 330 Fy = 50.0 ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb Il Mn/Il ft kip-ft 0.0 1.00 1.67 165.92 0.0 1.00 1.67 165.92 Floor Type: Level 2 Beam Number = 187 SPAN INFORMATION (ft): I-End (52.03,77.50) J-End (83.83,77.50) Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 31.80 Mp (kip-ft) = 277.08 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.295 0.000 --- NonR 31.802 0.295 0.000 2 0.000. 0.029 0.570 0.0% Red 31.802 0.029 0.570 3 0.000 0.035 0.000 --- NonR 31.802 0.035 0.000 SHEAR: Max Va (DL+LL) = 14.77 kips Vn/1.50 = 106.20 kips MOMENTS: Span Cond LoadCombo Ma Center Max + DL+LL Controlling DL+LL REACTIONS (kips): kip-ft ft 117.4 15.9 117.4 15.9 Left Right 5.70 5.70 9.07 9.07 14.77 14.77 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 15.90 ft = -0.558 LID = 684 at 15.90 ft = -0.887 LID = 430 at 15.90 ft = -1.445 L/D = 264 Fy = 50.0 ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb Mn/0 ft kip-ft 0.0 1.00 1.67 165.92 0.0 1.00 1.67 165.92 Gravity Beam Design RAM Steel 15.11.00.26 RAMSInicturnISptim DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/18 12:55:43 'IBenttey, Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 188 SPAN INFORMATION (ft): I-End (52.03,71.80) J-End (83.83,71.80) Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 31.80 Mp (kip-ft) = 277.08 LINE LOADS (k/It): Load Dist DL LL Red% Type 1 0.000 0.264 0.000 --- NonR 31.802 0.264 0.000 2 0.000 0.026 0.511 0.0% Red 31.802 0.026 0.511 3 0.000 0.035 0.000 --- NonR 31.802 0.035 0.000 SHEAR: Max Va (DL+LL) = 13.28 kips Vn/1.50 = 106.20 kips MOMENTS: Span Cond LoadCombo Ma Center Max + DL+LL Controlling DL+LL REACTIONS (kips): kip-ft ft 105.6 15.9 105.6 15.9 Left Right 5.16 5.16 8.12 8.12 13.28 13.28 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 15.90 ft = -0.505 L/D = 756 at 15.90 ft = -0.794 LID = 480 at 15.90 ft = -1.299 L/D = 294 Gravity Beam Design RAM Steel 15.11.00.26 RAMSntwaISym DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/18 12:55:43 n-jjf3enttey-Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 189 SPAN INFORMATION (ft): I-End (29.15,71.80) J-End (52.03,71.80) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 22.89 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.264 0.000 --- NonR 0.000 22.885 0.264 0.000 0.000 2 0.000 0.026 0.511 0.0% Red 0.000 22.885 0.026 0.511 0.000 3 0.000 0.022 0.000 --- NonR 0.000 22.885 0.022 0.000 0.000 SHEAR: Max Va (DL+LL) = 9.41 kips Vn/1.50 = 63.02 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 53.8 11.4 Controlling DL+LL 53.8 11.4 REACTIONS (kips): Lb Cb 0 Mn/c' ft kip-ft 0.0 1.00 1.67 82.83 0.0 1.00 1.67. 82.83 Left Right DL reaction 3.57 3.57 Max +LL reaction 5.84 5.84 Max +total reaction 9.41 9.41 DEFLECTIONS: Dead load (in) at 11.44 ft = -0.333 L/D = 824 Live load (in) at 11.44 ft = -0.546 L/D = 503 Net Total load (in) at 11.44 ft = -0.879 L/D = 312 Gravity Beam Design RAM Steel 15.11.00.26 RStnitw.ISplm DataBase: SSE Lateral Model 11-1-18 OCBF iBenttey Building Code: IBC Floor Type: Level 2 Beam Number = 190 SPAN INFORMATION (ft): I-End (0.00,71.80) J-End (29.15,71.80) 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 29.15 Mp(kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 6.592 0.18 0.19 0.0 0.00 0.00 0.0 0.00 0.0 0.00 24.302 0.18 0.19 0.0 0.00 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.147 0.000 --- NonR 0.000 6.591 0.147 0.000 0.000 2 0.000 0.014 0.285 0.0% Red 0.000 6.591 0.014 0.285 0.000 3 6.592 0.034 0.000 --- NonR 0.000 24.302 0.034 0.000 0.000 4 6.592 0.003 0.067 0.0% Red 0.000 24.302 0.003 0.067 0.000 5 24.303 0.147 0.000 --- NonR 0.000 29.145 0.147 0.000 0.000 6 24.303 0.014 0.285 0.0% Red 0.000 29.145 0.014 0.285 0.000 7 0.000 0.117 0.000 --- NonR 0.000 29.145 0.117 0.000 0.000 8 0.000 0.011 0.225 0.0% Red 0.000 29.145 0.011 0.225 0.000 9 0.000 0.026 0.000 --- NonR 0.000 29.145 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 9.54 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Q kip-ft ft ft Center Max+ DL+LL 59.3 14.3 0.0 1.00 1.67 Controlling DL+LL 59.3 14.3 0.0 1.00 1.67 REACTIONS (kips): Left Right DL reaction 3.74 3.63 Max +LL reaction 5.80 5.59 Max +total reaction 9.54 9.22 DEFLECTIONS: Dead load (in) at 14.57 ft = -0.420 L/D = 833 Live load (in) at 14.57 ft = -0.639 L/D = 547 kip-ft 110.28 110.28 Gravity Beam Design RAM Steel 15.11.00.26 RAMSkuctwaISyMm DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/18 12:55:43 iBenttey, Building Code: IBC Steel Code: AISC 360-10 ASD Net Total load (in) at 14.57 ft = -1.059 L/D = 330 Gravity Beam Design RAM Steel 15.11.00.26 M,ijtuiaIm DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/18 12:55:43 IBentiey Building Code: IBC Steel Code: AISC 360-10 ASD Floor Type: Level 2 Beam Number = 191 SPAN INFORMATION (ft): I-End (24.30,71.80) J-End (24.30,77.50) Beam Size (User Selected) = W12X26 Total Beam Length (if) = 5.70 Mp (kip-ft) = 155.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.034 0.000 --- NonR 5.701 0.034 0.000 2 0.000 0.003 0.067 0.0% Red 5.701 0.003 0.067 3 0.000 0.026 0.000 --- NonR 5.701 0.026 0.000 SHEAR: Max Va (DL+LL) = 0.37 kips Vn/1.50 = 56.12 kips MOMENTS: Span Cond LoadCombo Ma kip-ft ft Center Max + DL+LL 0.5 2.9 Controlling DL+LL 0.5 2.9 REACTIONS (kips): Fy = 50.0 ksi PartL 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb 0 Mn/0 ft kip-ft 5.7 1.14 1.67 92.81 5.7 1.14 1.67 92.81 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.18 0.18 0.19 0.19 0.37 0.37 at 2.85 ft = -0.000 at 2.85 ft = -0.000 at 2.85 ft = -0.001 Gravity Beam Design RAM Steel 15.11.00.26 RMShuctwnlSym DataBase: SSE Lateral Model 11-1-18 OCBF IBentteu Building Code: IBC Floor Type: Level 2 Beam Number = 192 SPAN INFORMATION (ft): I-End (6.59,71.80) J-End (6.59,77.50) Beam Size (User Selected) = W12X26 Total Beam Length (ft) = 5.70 Mp (kip-ft) = 155.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.034 0.000 --- NonR 0.000 5.701 0.034 0.000 0.000 2 0.000 0.003 0.067 0.0% Red 0.000 5.701 0.003 0.067 0.000 3 0.000 0.026 0.000 --- NonR 0.000 5.701 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 0.37 kips Vn/1.50 = 56.12 kips MOMENTS: Span Cond LoadCombo Ma @ . Lb kip-ft ft ft Center Max + DL+LL 0.5 2.9 5.7 Controlling DL+LL 0.5 2.9 5.7 REACTIONS (kips): Left Right DL reaction 0.18 0.18 Max +LL reaction 0.19 0.19 Max +total reaction 0.37 0.37 DEFLECTIONS: Dead load (in) at 2.85 ft = -0.000 Live load (in) at 2.85 ft = -0.000 Net Total load (in) at 2.85 ft = -0.001 11/01/18 12:55:43 Steel Code: AISC 360-10 ASD Fy = 50.0 ksi Cb 0 Mn/Q kip-ft 1.14 1.67 92.81 1.14 1.67 92.81 Gravity Beam Design UW RAM Steel 15.11.00.26 RAM$hucturnISym DataBase: SSE Lateral Model 11-1-18 OCBF Ieenteu Building Code: IBC Floor Type: Level 2 Beam Number = 193 SPAN INFORMATION (ft): 1-End (0.00,67.29) J-End (29.15,67.29) Beam Size (Optimum) = W16X26 Total Beam Length (ft). = 29.15 Mp (kip-ft) = 184.17 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.233 0.000 --- NonR 0.000 29.145 0.233 0.000 0.000 2 0.000 0.023 0.451 0.0% Red 0.000 29.145 0.023 0.451 0.000 3 0.000 0.026 0.000 --- NonR 0.000 29.145 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 10.68 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb kip-ft ft ft Center Max + DL+LL 77.8 14.6 0.0 Controlling DL+LL 77.8 14.6 0.0 REACTIONS (kips): 11/01/18 12:55:43 Steel Code: A1SC 360-10 ASD Fy = 50.0 ksi Cb 0 Mn/12 kip-ft 1.00 1.67 110.28 1.00 1.67 110.28 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 4.11 4.11 6.57 6.57 10.68 10.68 at 14.57 ft = -0.524 L/D = 667 at 14.57 ft = -0.839 L/D = 417 at 14.57 ft = -1.363 L/D = 257 5TRLJC1 VRIAL SJ 5Y5rr.M5 I.NCtINU..RNG GRAVITY COLUMN CALCULATIONS STRUCTURAL SYSTEMS ENGINEERING, LLC 613 Heritage Road Easley, SC 29640 864.505.9776 -14 4: Il if 4, II 4, 3 43 3 :3 3 44 3 3, I: 5 6 liii :C23 : i ii i I:1111 ir IL 1,8 4 rD A.4) (Th RAM Structural System V15.11.00.26. - Floor Plan: Level 2 DataBase: SSE Lateral Model 11-1-18 OCBF 11/01/18 12:55:43 r2. 12/17/18 08:11:09 Steel Code: AISC360-16 LRFD Column Line 2-B Level Pu Mux Muy LC Interaction Eq. Angle Level 12.6 5.5 0.0 1 0.06EqH1-1b 10.0 Level 2 28.5 0.0 0.0 1 0.09 Eq Axial 10.0 Fy Size 50 W10X33 50 W10X33 Column Line 2-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 3 10.1 -4.0 0.0 1 0.04 Eq Hi-lb 170.0 50 W10X33 Level 2 23.6 0.0 0.0 1 0.08 Eq Axial 170.0 50 W10X33 Column Line 3-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 2 82.9 16.2 18.4 14 0.96 Eq Hi-la 90.0 50 HSS6X6X5/16 Column Line 24.30ft-83.201t Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 28.6 4.6 3.9 6 0.74EqH1-1a 90.0 50 HSS4X4X1/4 Column Line 3-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 110.8 0.0 0.0 1 0.35EqAxial 90.0 50 W10X33 Level 2 216.5 0.0 0.0 1 0.68 Eq Axial 90.0 50 W10X33 Column Line 4-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 3 107.9 0.0 0.0 1 0.34 Eq Axial 90.0 50 W10X33 Level 221.4 0.0 0.0 1 0.70EqAxial 90.0 50 W10X33 Column Line 4-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 38.2 -4.1 8.8 12 0.90EqHl-la 0.0 50 HSS4X4X5/16 Column Line 5-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 61.6 0.0 2.9 4 0.67 Eq Hi-la 90.0 50 W10X33 Level 3 68.1 0.0 -7.4 4 0.34 Eq Hi-la 90.0 50 W10X33 Level 2 96.5 0.0 -5.5 10 0.40 Eq Hi-la 90.0 50 W10X33 Column Line 6-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 3 107.7 0.0 0.0 1 0.34 Eq Axial 90.0 50 W10X33 Level 2 217.9 0.0 0.0 1 0.69 Eq Axial 90.0 50 W10X33 Gravity Column Design Summary RAM Steel 15.11.00.26 Page 2/2 RMSrutuiaISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:11:09 'tBenttey Building Code: IBC Steel Code: A15C360-16 LRFD Column Line 7-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 110.9 0.0 0.0 1 0.35 Eq Axial 90.0 50 W10X33 Level 215.6 0.0 0.0 1 0.68EqAxial 90.0 50 W10X33 Column Line 7-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 3 52.9 -13.8 -8.8 10 0.35 Eq Hi-lb 90.0 50 W10X33 Level 104.1 -6.2 -3.7 10 0.43 Eq HI-1a 90.0 50 W10X33 Column Line 8-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 10.3 4.1 0.0 1 0.04EqH1-lb 170.0 50 W10X33 Level 23.9 0.0 0.0 1 0.08EqAxial 170.0 50 W10X33 Column Line 8-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 12.6 -5.5 0.0 1 0.06EqHl-lb 10.0 50 W10X33 Level 30.9 0.0 0.0 1 0.loEqAxial 10.0 50 W10X33 Column Line 9-D Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 25.1 -7.2 -5.8 12 0.20EqH1-lb 90.0 50 W10X33 Level 2 46.7 0.0 0.0 1 0.15 Eq Axial 90.0 50 W10X33 Column Line 9-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Level 30.4 8.9 -7.2 8 0.25EqHl-lb 90.0 50 W10X33 Level 2 54.1 0.0 0.0 1 0.18 Eq Axial 90.0 50 W10X33 Gravity Column Design RAM Steel 15.11.00.26 !!wa!2m DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 BentLey Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 2-B, Column # 1 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 10.0 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 2.29 6.18 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + O.SRF) Pu (kip) = 12.64 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.031 0.90Pny (kip) = 317.99 Pu/0.90Pny = 0.040 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.040 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Axial (kip) 2.29 Moments Top Mx (kip-ft) 0.66 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.33 My (kip-ft) 0.00 Live Roof 6.18 0.00 2.98 0.00 0.00 0.00 2.31 0.00 0.00 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 12.64 0.90*Pn (kip) Mux (kip-ft) = 5.55 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 2.22 Cmx = 0.30 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.040 Eq Hi-ib: 0.020 +0.038 +0.000 =0.058 317.99 145.50 52.50 = 1.00 = 639.39 = 1.02 Gravity Column Design RAM Steel 15.11.00.26 Page 2/28 RMSIrnctuIaISy5tm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentteu Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 2-B, Column # 1 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 10.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 4.61 15.04 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 29.60 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.073 0.90Pny (kip) = 317.98 Pu/0.90Pny = 0.093 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.093 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 8: Dead Axial (kip) 4.61 Moments Top Mx (kip-ft) 0.33 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 14.38 0.00 2.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 28.53 0.90*Pn (kip) Mux (kip-ft) = 4.43 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy Pex (kip) = 2987.27 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.090 Eq Hl-lb: 0.045 + 0.030 + 0.000 = 0.075 = 317.98 = 145.50 = 52.50 = 1.00 = 639.38 = 1.05 Gravity Column Design RAM Steel 15.11.00.26 Page 3/28 RAMSrutmaISystm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBenttey Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 2-11, Column #5 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 170.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 2.11 4.76 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + O.SRF) Pu (kip) = 10.15 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.025 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.032 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.032 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Axial (kip) 2.11 Moments Top Mx (kip-ft) -0.54 My (kip-ft) 0.00 Bot Mx (kip-ft) -0.28 My (kip-ft) 0.00 Live Roof 4.76 0.00 -2.11 0.00 0.00 0.00 -1.89 0.00 0.00 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 10.15 0.90*Pn (kip) Mux (kip-ft) = -4.02 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 2.24 Cmx = 0.27 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.032 Eq HI-1b: 0.016 + 0.028 + 0.000 = 0.044 = 317.99 = 145.50 = 52.50 = 1.00 = 639.39 = 1.02 Gravity Column Design RAM Steel 15.11.00.26 Page 4/28 RAM SrI1waISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 2-11, Column #5 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 170.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation _______________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 4.23 12.25 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 24.67 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.060 0.90Pny (kip) = 317.98 Pu/0.90Pny = 0.078 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.078 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 12: Dead Axial (kip) 4.23 Moments Top Mx (kip-ft) -0.28 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 11.58 0.00 -2.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 23.61 0•90* (kip) Mux (kip-ft) = -3.68 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy Pex (kip) = 2987.27 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.074 Eq Hl-lb: 0.037 + 0.025 + 0.000 = 0.062 317.98 145.50 52.50 = 1.00 = 639.38 = 1.04 Dead Axial (kip) 31.33 Moments Top Mx (kip-ft) 5.69 My (kip-ft) 5.78 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 28.32 0.00 5.83 0.00 7.14 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 5/28 RAMStnictwalSpftm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBentteY Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 3-E, Column # 13 Fy (ksi) = 50.00 Column Size = HSS6X6X5/16 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 31.33 31.34 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 87.74 0.90Pnx (kip) = 231.15 Pu/0.90Pnx = 0.380 0.90Pny (kip) = 231.15 Pu/0.90Pny = 0.380 0.90Pn (kip) = 231.15 Pu/0.90Pn = 0.380 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 14: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 82.90 0.90*Pn (kip) Mux (kip-ft) = 16.16 0.90*Mnx (kip-ft) Muy (kip-ft) = 18.37 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cby Cmx = 0.60 Cmy Pex(kip) = 599.20 Pey(kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.359 Eq Hi-la: 0.359 +8/9(0.317 +0.360)=0.960 = 231.15 = 51.00 = 51.00 = 1.67 = 0.60 = 599.20 = 1.00 Gravity Column Design RAM Steel 15 110026 Page 6/28 RAM St,uctuIISystEm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 24.30ft-83.20ft, Column # 26 Fy (ksi) = 50.00 Column Size = HSS4X4X1/4 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K _______________ 1 1 Braced Against Joint Translation _______________ Yes Yes Column Eccentricity (in) Top 4.50 4.50 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 9.63 14.36 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 34.53 0.90Pnx (kip) = 90.38 Pu/0.90Pnx = 0.382 0.90Pny (kip) = 90.38 Pu/0.90Pny = 0.382 0.90Pn (kip) = 90.38 Pu/0.90Pn = 0.382 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 6: Dead Axial (kip) 9.63 Moments Top Mx (kip-ft) 1.27 My (kip-ft) 0.44 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 10.68 0.00 1.91 0.00 2.10 0.00 0.00 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 28.64 0.90*Pn (kip) Mux (kip-ft) = 4.58 0.90*Mnx (kip-ft) Muy (kip-ft) = 3.88 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cby Cmx = 0.60 Cmy Pex(kip) = 136.26 Pey(kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.317 Eq Hi-la: 0.317 +8/9(0.260 +0.221)=0.745 90.38 17.59 17.59 = 1.67 = 0.60 = 136.26 = 1.00 Dead Axial (kip) 20.95 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 53.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 7/28 RAMS!rutmaISm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBenttey Building Code: IBC Steel Code: A1SC360-16 LRFD Story level Level 3, Column Line 3-G, Column # 10 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 20.95 53.54 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 110.81 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.271 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.348 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.348 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 110.81 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex(kip) = 2987.30 Pey(kip) Bix = 1.04 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.348 Pr/Pc = 0.348 = 317.99 = 131.85 = 52.50 = 1.00 = 639.39 = 1.21 Gravity Column Design RAM Steel 15.11.00.26 Page 8/28 RAMSIrutuuaISpm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBentLey. Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 3-C, Column # 10 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 41.47 104.22 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 216.52 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.530 0.90Pny (kip) = 317.98 Pu/0.90Pny = 0.681 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.681 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 41.47 104.22 0.00 Moments Top Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 216.52 0.90*Pn (kip) = 317.98 Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = 131.85 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 52.50 Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) 2987.27 Pey (kip) = 639.38 Bix = 1.08 Bly = 1.51 INTERACTION EQUATION Pu/0.90*Pn = 0.681 Pr/Pc = 0.681 Dead Axial (kip) 23.49 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 49.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 9/28 RAMStnittuialSptem DataBase:SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBent(ey Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 4-C, Column #7 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 23.49 49.82 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 107.90 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.264 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.339 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.339 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 107.90 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*1%4ny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.04 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.339 Pr/Pc = 0.339 317.99 131.85 52.50 = 1.00 = 639.39 = 1.20 Dead Axial (kip) 45.80 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 104.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 10/28 RAMShucIwaISm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 n-J113enney-Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 4-C, Column #7 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 45.80 104.04 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 221.42 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.542 0.90Pny(kip) = 317.98 Pu/0.90Pny = 0.696 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.696 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 221.42 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Bin = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.27 Pey (kip) Bix = 1.08 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.696 Pr/Pc = 0.696 317.98 131.85 52.50 = 1.00 = 639.38 = 1.53 V Gravity Column Design RAM Steel 15.11.00.26 Page 11/28 MSIruturiiISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBenttey, Building Code: ifiC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 4-E, Column if 15 Fy (ksi) = 50.00 Column Size = HSS4X4X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation _______________ Yes Yes Column Eccentricity (in) Top 4.50 4.50 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 13.21 15.94 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 41.35 0.90Pnx (kip) = 107.80 Pu/0.90Pnx = 0.384 0.90Pny(kip) = 107.80 Pu/0.90Pny = 0.384 0.90Pn (kip) = 107.80 Pu/0.90Pn = 0.384 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 12: Dead Axial (kip) 13.21 Moments Top Mx (kip-ft) -0.95 My (kip-ft) 2.80 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 13.96 0.00 -1.84 0.00 3.40 0.00 0.00 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + O.SRF) Pu (kip) = 38.18 0.90*Pn (kip) Mux (kip-ft) = -4.09 0.90*Mnx (kip-ft) Muy (kip-ft) = 8.79 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cby Cmx = 0.60 Cmy Pex(kip) = 159.67 Pey(kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.354 Eq Hi-la: 0.354 +8/9(0.195 +0.419)=:0.900 = 107.80 = 20.96 = 20.96 = 1.67 = 0.60 = 159.67 = 1.00 Dead Axial (kip) 27.63 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 1.32 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.66 Live Roof 0.00 17.76 0.00 0.00 0.00 0.81 0.00 0.00 -0.43 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 12/28 RNSucflnaISm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBenttey. Building Code: IBC Steel Code: AJSC360-16 LRFD Story level Roof, Column Line 5-E, Column # 1 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 24.00 24.00 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 27.63 0.00 17.76 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 61.57 0.90Pnx (kip) = 309.65 Pu/0.90Pnx = 0.199 0.90Pny(kip) = 99.69 Pu/0.90Pny = 0.618 0.90Pn (kip) = 99.69 Pu/0.90Pn = 0.618 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 4: Single curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + O.SLL + 1.6RF) Pu (kip) = 61.57 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 2.91 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 590.08 Pey (kip) Bix = 1.12 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.618 Eq Hi-la: 0.618 +8/9(0.000 +0.055)=0.667 = 99.69 = 81.02 = 52.50 = 0.52 = 126.30 = 1.01 Dead Axial (kip) 35.01 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 1.49 Bot Mx kip-ft 0.00 My (kip-ft) -1.06 Live Roof 10.75 17.76 0.00 0.00 2.17 0.00 0.00 0.00 -3.85 0.00 Gravity Column Design RAM Steel 15 110026 Page 13/28 RAM SruIwaISystm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBentLeu Building Code: IBC Steel Code: A1SC360-16 LRFD Story level Level 3, Column Line 5-E, Column #24 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 35.01 10.75 17.76 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 75.80 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.186 0.90Pny (kip) = 317.99 Pu/0.90Pny = 0.238 0.90Pn (kip) = 317.99 Pu/0.90Pn = 0.238 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 4: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.511F) Pu (kip) = 68.09 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = -7.43 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.02 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.214 Eq Hi-la: 0.214 +8/9(0.000 +0.142)=0.340 317.99 131.85 52.50 = 0.88 = 639.39 = 1.00 Dead Axial (kip) 50.34 Moments Top Mx (kip-ft) 0.00 My (kip-ft) -1.06 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 17.02 17.76 0.00 0.00 -2.62 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15 110026 Page 14/28 RMSIrutlwaISzm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBenttey Building Code: IBC Steel Code: A15C360-16 LRFD Story level Level 2, Column Line 5-E, Column # 18 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 50.34 22.66 17.76 DEMAND CAPACITY RATIO: (1.2131, + 1.6LL + 0.5RF) Pu (kip) = 105.53 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.259 0.90Pny(kip) = 317.98 Pu/0.90Pny = 0.332 0.90Pn(kip) = 317.98 Pu/0.90Pn = 0.332 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 10: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 96.51 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = -5.47 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.27 Pey (kip) Bix = 1.03 Bly INTERACTION EQUATION Pu/090*Pn = 0.304 Eq Hi-la: 0.304 +8/9(0.000 +0.104)=0.396 317.98 131.85 52.50 = 0.60 = 639.38 = 1.00 Dead Axial (kip) 23.35 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 49.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 15/28 RAMStructwaISy5tim DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code: IBC Steel Code: A1SC360-16 LRFD Story level Level 3, Column Line 6-G, Column #9 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 23.35 49.79 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.511F) Pu (kip) 107.68 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.264 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.339 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.339 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 107.68 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.04 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.339 Pr/Pc = 0.339 317.99 131.85 52.50 = 1.00 = 639.39 = 1.20 Gravity Column Design Page 16/28 12/17/18 08:12:34 Steel Code: AISC360-16 LRFD RAM Steel 15.11.00.26 StruMal DataBase: SSE Lateral Model 114-18 OCBF %Ji3enttey-Building Code: IBC Story level Level 2, Column Line 6-G, Column #9 Fy (ksi) = 50.00 Column Size Orientation (deg.) = 90.0 = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 45.56 102.05 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 217.95 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.534 0.90Pny (kip) = 317.98 Pu/0.90Pny = 0.685 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.685 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 45.56 102.05 0.00 Moments Top Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL +0.5111?) Pu (kip) = 217.95 0.90*Pn (kip) = 317.98 Mux (kip-ft) = 0.00 0.90*Mnx'(kipft) = 131.85 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 52.50 Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 2987.27 Pey (kip) = 639.38 Bix = 1.08 Bly = 1.52 INTERACTION EQUATION Pu/0.90*Pn = 0.685 Pr/Pc = 0.685 Dead Axial (kip) 21.07 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 53.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gravity Column Design RAM Steel 15.11.00.26 Page 17/28 RAMSftutwnISptm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %ji3entiey-Building Code:: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 7-C, Column #8 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 21.07 53.50 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 110.88 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.272 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.349 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.349 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 110.88 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.04 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.349 Pr/Pc = 0.349 = 317.99 = 131.85 = 52.50 = 1.00 = 639.39 = 1.21 Dead Axial (kip) 41.45 Moments Top Mx (kip-ft) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 103.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gravity Column Design Im RAM Steel 15.11.00.26 Page 18/28 RMlSInictmaISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBenttey, Building Code: IBC Steel Code: A1SC360-16 LRFD Story level Level 2, Column Line 7-C, Column #8 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K _______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 41.45 103.66 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 215.60 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.528 0.90Pny (kip) = 317.98 Pu/0.90Pny = 0.678 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.678 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 215.60 0.90*Pn (kip) Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy Pex (kip) = 2987.27 Pey (kip) Bix = 1.08 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.678 Pr/Pc = 0.678 317.98 131.85 52.50 = 1.00 = 639.38 = 1.51 Gravity Column Design Is RAM Steel 15.11.00.26 Page 19/28 DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentLey Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 7-E, Column #25 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 22.16 22.37 0.00 DEMAND CAPACITY RATIO: (1.2.DL + 1.6LL + 0.5RF) Pu (kip) = 62.38 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.153 0.90:Pny (kip) = 317.99 Pu/0.90Pny = 0.196 0.90Pn (kip) = 317.99 Pu/0.90Pn = 0.196 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 10: Dead Axial (kip) 22.16 Moments Top Mx (kip-ft) -4.87 My (kip-ft) -1.33 Bot Mx (kip-ft) -2.46 My (kip-ft) -0.67 Live Roof 16.42 0.00 -4.97 0.00 -4.50 0.00 0.00 0.00 1.61 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (102DL + 1.6LL + 0.5RF) Pu (kip) = 52.86 0.90*Pn (kip) Mux (kip-ft) = -13.79 0.90*1%4nx (kip-ft) Muy (kip-ft) = -8.80 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.94 Cmx = 0.51 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.166 EqH1-lb: 0.083 + 0.095 + 0.168 = 0.345 317.99 145.50 52.50 = 0.68 = 639.39 = 1.00 Dead Axial (kip) 44.40 Moments Top Mx (kip-ft) -2.46 My (kip-ft) -0.67 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 31.75 0.00 -2.03 0.00 -1.84 0.00 0.00 0.00 0.00 0.00 Gravity Column Design CA RAM Steel 15.11.00.26 Page 20/28 RPIdSInituzaISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 7-E, Column # 17 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top . 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Axial (kip) - 44.40 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 111.88 0.90Pnx(kip) = 0.90Pny(kip) = 0.90Pn (kip) = Live Roof 36.62 0.00 408.22 Pu/0.90Pnx = 0.274 317.98 Pu/0.90Pny = 0.352 317.98 Pu/0.90Pn = 0.352 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 10: Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 104.08 0.90*Pn (kip) Mux (kip-ft) = -6.20 0.90*Mnx (kip-ft) Muy (kip-ft) = -3.75 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy Pex (kip) = 2987.27 Pey (kip) - Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.327 Eq Hi-la: 0.327 + 8/9(0.043 + 0.071) = 0.429 317.98 145.50 52.50 = 0.60 = 639.38 = 1.00 Gravity Column Design RAM Steel 15.11.00.26 Page 21/28 RISy5Em DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 'IBenttey, Building Code: IBC Steel Code: A1SC360-16 LRFD Story level Level 3, Column Line 8-B, Column #4 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 170.0 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 2.07 4.89 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 10.30 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.025 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.032 0.90Pn (kip) = 317.99 Pu/0.90Pn = 0.032 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: - Dead Axial (kip) 2.07 Moments Top Mx (kip-ft) 0.52 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.26 My (kip-ft) 0.00 Live Roof 4.89 0.00 2.18 0.00 0.00 0.00 1.93 0.00 0.00 0.00 Reverse curvature about X-Axis Single curvature about V-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + O.SRF) Pu (kip) = 10.30 0.90*Pn (kip) Mux (kip-ft) = 4.12 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 2.24 Cmx = 0.27 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.032 Eq Hi-ib: 0.016 +0.028 +0.000 =0.044 317.99 145.50 52.50 = 1.00 = 639.39 = 1.02 Dead Axial (kip) 4.15 Moments Top Mx (kip-ft) 0.26 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 23.92 0.90*Pn (kip) = Mux (kip-ft) = 3.73 0.90*Mnx (kip-ft) = Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = Pex (kip) = 2987.27 Pey (kip) = Bix = 1.00 Bly = Live Roof 11.84 0.00 2.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 317.98 145.50 52.50 1.00 639.38 1.04 Gravity Column Design RAM Steel 15.11.00.26 Page 22/28 RAM Stmctu;aISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 ieenttey, Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 8-B, Column #4 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 170.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 4.15 12.50 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 24.99 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.061 0.90Pny(kip) = 317.98 Pu/0.90Pny = 0.079 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.079 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 8: INTERACTION EQUATION Pu/0.90*Pn = 0.075 Eq Hi-ib: 0.038 +0.026 +0.000 =0.063 J Gravity Column Design RAM Steel 15.11.00.26 Page 23/28 RNIStructuraISpt2m DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 8-H, Column #6 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 10.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes . Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 2.29 6.17 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 12.63 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.031 0.90Pny (kip) = 317.99 Pu/0.90Pny = 0.040 0.90Pn (kip) = 317.99 Pu/0.90Pn = 0.040 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Axial (kip) 2.29 Moments Top Mx (kip-ft) -0.66 My (kip-ft) 0.00 Bot Mx (kip-ft) -0.34 My (kip-ft) 0.00 Live Roof 6.17 0.00 -2.97 0.00 0.00 0.00 -2.76 0.00 0.00 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 12.63 0.90*Pn (kip) Mux (kip-ft) = -5.54 0.90*Mnx (kip-ft) Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 2.25 Cmx = 0.25 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.040 Eq Hi-ib: 0.020 +0.038 +0.000 =0.058 317.99 145.50 52.50 = 1.00 = 639.39 = 1.02 Gravity Column Design RAM Steel 15.11.00.26 Page 24/28 RAMSkuctwaISym DataBase: SSE. Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBentLey Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 8-H, Column #6 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 10.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 4.62 16.49 0.00 DEMAND CAPACITY RATIO: (12DL + 1.6LL + O.SRF) Pu (kip) = 31.92 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.078 0.90Pny(kip) = 317.98 Pu/0.90Pny = 0.100 0.90Pn(kip) = 317.98 Pu/0.90Pn = 0.100 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 12: Dead Live Roof Axial (kip) 4.62 15.82 0.00 Moments Top Mx (kip-ft) -0.34 -2.96 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 30.86 0.90*Pn (kip) = 317.98 Mux (kip-ft) = -5.14 0.90*Mnx (kip-ft) = 145.50 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 52.50 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 1.00 Pex (kip) = 2987.27 Pey (kip) = 639.38 Bix = 1.00 Bly = 1.05 INTERACTION EQUATION. Pu/0.90*Pn = 0.097 Eq HI-lb: 0.049 + 0.035 + 0.000 = 0.084 Gravity Column Design Page 25/28 12/17/18 08:12:34 Steel Code: AISC360-16 LRFD RAM Steel 15.11.00.26 RAM Swami Syst.m DataBase: SSE Lateral Model 11-1-18 OCBF IBenttey Building Code: IBC Story level Level 3, Column Line 9-D, Column #21 Fy (ksi) = 50.00 Column Size Orientation (deg.) = 90.0 = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft' 10.67 10.67 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top_ 7.36 6.48 Bottom 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 7.46 11.32 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL +0.5111?) Pu (kip) = 27.06 0.901?nx (kip) = 408.22 Pu/0.90Pnx = 0.066 0.90Pny (kip) = 317.99 Pu/0.90Pny = 0.085 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.085 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 12: Dead Axial (kip) 7.46 Moments Top Mx (kip-ft) -1.54 My (kip-ft) -1.54 Bot Ivix (kip-ft) -0.77 My (kip-ft) -0.77 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.51ff) Live Roof 10.07 0.00 -3.34 0.00 -2.50 0.00 0.38 0.00 -1.25 0.00 Pu (kip) = 25.07 0.90*Pn (kip) = Mux (kip-ft) = -7.19 0.90*Mnx (kip-ft) = Muy (kip-ft) = -5.85 0.90*Mny (kip-ft) = Rm = 1.00 Cbx = 1.72 Cmx = 0.58 = Cmy Pex (kip) = 2987.30 = Pey (kip) Bix = 1.00 = Bly INTERACTION EQUATION Pu/0.90*Pn = 0.079 Eq Hl-lb: 0.039 + 0.049 + 0.111 = 0.200 317.99 145.50 52.50 0.40 639.39 1.00 Gravity Column Design Is RAM Steel 15.11.00.26 Page 26/28 RAMSIrutwISpten DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 i6enttey Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 2, Column Line 9-D, Column # 19 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation ________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 14.94 19.03 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 48.37 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.118 0.90Pny(kip) = 317.98 Pu/0.90Pny = 0.152 0.90Pn (kip) = 317.98 Pu/0.90Pn = 0.152 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 12: Dead Axial (kip) 14.94 Moments Top Mx (kip-ft) -0.77 My (kip-ft) -0.77 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Live Roof 17.99 0.00 -1.44 0.00 -1.04 0.00 0.00 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 46.71 0.90*Pn (kip) Mux (kip-ft) = -3.24 0.90*Mnx (kip-ft) Muy (kip-ft) = -2.59 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy Pex (kip) = 2987.27 Fey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.147 EqH1-lb: 0.073+0.022+0.049=0.145 317.98 145.50 52.50 = 0.60 = 639.38 = 1.00 Gravity Column Design RAM Steel 1511.00.26 Page 27/28 RMSrutwaISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBenttey. Building Code: IBC Steel Code: AISC360-16 LRFD Story level Level 3, Column Line 9-F, Column #20 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation _________________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 7.36 6.48 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 8.84 13.63 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 32.42 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.079 0.90Pny(kip) = 317.99 Pu/0.90Pny = 0.102 0.90Pn(kip) = 317.99 Pu/0.90Pn = 0.102 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 8: Dead Axial (kip) 8.84 Moments Top Mx (kip-ft) 1.97 My (kip-ft) -1.90 Bot Mx (kip-ft) 0.99 My (kip-ft) -0.95 Live Roof 12.39 0.00 4.09 0.00 -3.09 0.00 -0.38 0.00 0.00 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 30.43 0.90*Pn (kip) Mux (kip-ft) = 8.91 0.90*Mnx (kip-ft) Muy (kip-ft) = -7.23 0.90*1V1ny (kip-ft) Rm = 1.00 Cbx = 1.74 Cmx = 0.57 Cmy Pex (kip) = 2987.30 Pey (kip) Bix = 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.096 EqH1-lb: 0.048+0.061+0.138=0.247 317.99 145.50 52.50 = 0.54 = 639.39 = 1.00 Gravity Column Design Is RAM Steel 15.11.00.26 Page 28/28 RAMSInJcturalSyMm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code: IBC Steel Code: A1SC360-16 LRFD Story level Level 2, Column Line 9-F, Column #20 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (deg.) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu(ft) 10.67 10.67 K ______________ 1 1 Braced Against Joint Translation _______________ Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 17.69 21.53 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 55.68 0.90Pnx (kip) = 408.22 Pu/0.90Pnx = 0.136 0.90Pny (kip) = 317.98 Pu/0.90Pny = 0.175 0.90Pn(kip) = 317.98 Pu/0.90Pn = 0.175 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 8: Dead Live Roof Axial (kip) 17.69 20.56 0.00 Moments Top Mx (kip-ft) 0.99 1.65 0.00 My (kip-ft) -0.95 -1.21 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 54.12 0.90*Pn (kip) = 317.98 Mux (kip-ft) = 3.82 0.90*Mnx (kip-ft) = 145.50 Muy (kip-ft) = -3.07 0.90*Mny (kip-ft) = 52.50 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 2987.27 Pey (kip) = 639.38 Bix = 1.00 Bly = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.170 Eq Hi-ib: 0.085 +0.026 +0.059 =0.170 5TRVCThRAL 5Y5T1M5 .NCtlNTLi:R.NG STEEL BRACED FRAME CALCULATIONS STRUCTURAL SYSTEMS ENGINEERING, LLC 613 Heritage Road Easley, Sc 29640 864.505.9776 Criteria. Mass and Exposure Data RMSkucwIalSpm RAMFrame 15.11.00.26 jlsenfiey 9 , DataBase: SSE Lateral Model 11-1-18 OCBF CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: Level 2 Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in): 0.0 100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) DIAPHRAGM DATA: Story Diaph # Diaph Type Roof 1 Pseudo - Flexible Level 1 Rigid Level 1 Rigid Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: Includes Self Mass of: Beams Columns (Half mass of columns above and below) Walls (Half mass of walls above and below) Slabs/Deck Calculated Values: Story Diaph # Weight Mass MMI Xm Ym kips k-s2/ft ft-k-s2 ft ft Roof 1 958.59 29.77 111361 40.60 77.50 Level 1 735.02 22.83 32747 35.94 77.46 None 871.96 27.08 126685 44.14 77.50 Level 1 627.26 19.48 25511 36.97 77.53 None 536.59 16.66 77960 44.14 77.50 Story Diaph # Combine Roof 1 None Level 3 1 None None None Level 2 1 None None None 12/17/18 08:12:34 EccX EccY ft ft 4.20 7.76 4.20 3.62 4.20 3.62 11 Criteria Mass and Exposure Data RAM Frame 15.11.00.26 %113enttew DataBase: SSE Lateral Model 11-1-18 OCBF Page 2/2 12/17/18 08:12:34 Some mass has been detected on one or more stories that is not associated with any diaphragms. It will be ignored in Analysis unless it is combined with one or more diaphragms. See the Loads - Masses command. WIND EXPOSURE DATA: Calculated Values: Story Diaph # Building Extents (ft) Expose Parapet Min X Max X Min Y Max Y ft Roof 1 -0.08 83.92 -0.08 155.08 Full 0.00 Level3 1 -0.08 83.92 41.33 113.67 Full 0.00 Level2 1 -0.08 83.92 41.33 113.67 Full 0.00 STORY GRAVITY LOADS DATA: Includes Weight of: Beams Columns Walls Slabs/Deck Live Load Reduction (Calculated) Reducible: 50.00% Storage: 0.00% Roof: 40.00% Calculated Values: Story Diaph # Dead Xc Yc Live Xc Yc kips ft ft kips ft ft Roof 1 1868.75 40.57 77.50 0.00 0.00 0.00 Level3 1 553.68 36.74 77.45 401.66 38.16 77.49 None 536.59 44.14 77.50 0.00 0.00 0.00 Level2 1 553.03 36.73 77.53 466.88 38.24 77.53 None 536.59 44.14 77.50 0.00 0.00 0.00 Story Diaph # Roof Xc Yc Combine kips ft ft Roof 1 138.00 39.74 77.50 None Level3 1 0.00 0.00 0.00 None None 0.00 0.00 0.00 None Level2 1 0.00 0.00 0.00 None None 0.00 0.00 0.00 None Some Gravity Load has been detected on one or more stories that is not associated with any diaphragms. It will be ignored in Notional Loads unless it is combined with one or more diaphragms. See the Loads - Gravity for Notional command. Loads and Applied Forces RAM Frame 15.11.00.26 %jeenney-DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 LOAD CASE: Wind Wind ASCE 7-10 Exposure: C Basic Wind Speed (mph): 110.0 Apply Directionality Factor, Kd = 0.85 Use Topography Factor, Kzt: 1.00 Use Natural Frequency for X-Direction (Hz) = 1.00 Use Natural Frequency for Y-Direction (Hz) = 1.00 Gust Factor for Rigid Structures, G: Use Calculated G for X-Dir. Gust Factor for Rigid Structures, G: Use Calculated G for Y-Dir. Damping Ratio for Flexible Structures= 0.01 Mean Roof Height (ft): Top Story Height + Parapet = 34.67 Ground Level: . Level 2 WIND PRESSURES: X-Direction: Natural Frequency = 1.000 Structure is Rigid Y-Direction: Natural Frequency = 1.000 Structure is Rigid CpWindward = 0.80 qLeeward (qh) = 26.66 psf GCpn (Parapet): Windward = 1.50 Leeward = -1.00 Height I(z Kzt qz Gust Factor G CpLeeward Pressure (pst) ft psf X Y X Y X Y 34.67 1.013 1.000 26.662 0.851 0.867 -0.500 -0.331 29.508 26.139 10.67 0.849 1.000 22.351 0.851 0.867 -0.500 -0.331 26.572 23.148 0.00 0.849 1.000 22.351 0.851 0.867 -0.500 -0.331 26.572 23.148 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_1_X Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 65.73 0.00 41.92 77.50 Level 1 10.67 34.17 0.00 41.92 77.50 APPLIED STORY FORCES Type: Wind_ASCE710_1_X Level Ht Fx Fy ft kips kips Roof 34.67 65.73 0.00 Level 10.67 34.17 0.00 99.89 0.00 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_1_Y Level Diaph.# Ht Fx Fy X Y APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_X-E Level Diaph.# Roof 1 Level 1 APPLIED STORY FORCES Type: Wind_ASCE710_2_X-E Level Ht ft .Roof 34.67 Level 3 10.67 Ht Fx Fy X Y ft kips kips ft ft 34.67 49.29 0.00 41.92 54.23 10.67 25.62 0.00 41.92 66.65 Fx Fy kips kips 49.29 0.00 25.62 0.00 Loads and Applied Forces RAMStniclwaISpm RAM Frame 15.11.00.26 Page 2/8 'IBenttey DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Roof 1 Level 1 APPLIED STORY FORCES Type: Wind_ASCE710_1_Y Level Ht ft Roof 34.67 Level 10.67 ft kips kips ft ft 34.67 0.00 25.34 41.92 77.50 10.67 0.00 34.71 41.92 77.50 Fx . Fy kips kips 0.00 25.34 0.00 34.71 [11111 'F11 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_X+E Level Diaph.# Roof 1 Level 1 APPLIED STORY FORCES Type: Wind_ASCE710_2_X+E Level Ht ft Roof 34.67 Level 3 10.67 Ht Fx Fy X Y ft kips kips ft ft 34.67 49.29 0.00 41.92 100.78 10.67 25.62 0.00 41.92 88.35 Fx Fy kips kips 49.29 0.00 25.62 0.00 74.92 0.00 Page 3/8 12/17/18 08:12:34 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_Y+E Level. Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 0.00 19.01 54.52 77.50 Level 3 1 10.67 0.00 26.03 54.52 77.50 APPLIED STORY FORCES Type: Wind_ASCE710_2_Y+E Level Ht Fx Fy ft kips kips Roof 34.67 0.00 19.01 Level 10.67 0.00 26.03 0.00 45.04 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_2_Y-E Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 0.00 19.01 29.32 77.50 Level 1 10.67 0.00 26.03 29.32 77.50 APPLIED STORY FORCES Type: Wind_ASCE710_2_Y-E Level Ht Fx Fy ft kips kips Roof 34.67 0.00 19.01 Level 10.67 0.00 26.03 0.00 45.04 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_3_X+Y Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 49.29 19.01 41.92 77.50 Level 1 10.67 25.62 26.03 41.92 77.50 Loads and Applied Forces Page 4/8 12/17/18 08:12:34 RAMStnictwaISyMm RAM Frame 15.11.00.26 ta IBentteu DataBase: SSE Lateral Model 114-18 OCBF APPLIED STORY FORCES Type: Wind_ASCE710_3_X+Y Level Ht Fx Fy ft kips kips Roof 34.67 49.29 19.01 Level 10.67 25.62 26.03 74.92 45.04 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_3_X-Y Level Diaph.# Roof 1 Level 1 APPLIED STORY FORCES Type: Wind_ASCE710_3_X-Y Level Ht ft Roof 34.67 Level 10.67 Ht Fx Fy X Y ft kips kips ft ft 34.67 49.29 -19.01 41.92 77.50 10.67 25.62 -26.03 41.92 77.50 Fx Fy kips kips 49.29 -19.01 25.62 -26.03 74.92 -45.04 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X+Y_CW Level Diaph.# Roof 1 Level 3 1 APPLIED STORY FORCES Type: Wind_ASCE710-4_X+Y_CW Level Ht ft Roof 34.67 Level 10.67 Ht Fx Fy X Y ft kips kips ft ft 34.67 36.97 14.26 29.32 100.78 10.67 19.22 19.52 29.32 88.35 Fx Fy kips kips 36.97 14.26 19.22 19.52 56.19 33.78 Loads and Applied Forces RAM SructwaISptim RAMFrame 15.11.00.26 Page 5/8 'lBent1ey. DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X+Y_CCW Level Diaph.# Roof 1 Level 3 1 APPLIED STORY FORCES Type: Wind_ASCE710_4_X+Y_CCW Level Ht ft Roof 34.67 Level 10.67 Ht Fx Fy X Y ft kips kips ft ft 34.67 36.97 14.26 54.52 54.23 10.67 19.22 19.52 54.52 66.65 Fx Fy kips kips 36.97 14.26 19.22 19.52 56.19 33.78 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X-Y_CW Level Diaph.# Roof 1 Level 1 APPLIED STORY FORCES Type: Wind_ASCE710_4_X-Y_CW Level Ht ft Roof 34.67 Level 10.67 Ht Fx Fy X Y ft kips kips ft ft 34.67 36.97 -14.26 54.52 100.78 10.67 19.22 -19.52 54.52 88.35 Fx Fy kips kips 36.97 -14.26 19.22 -19.52 56.19 -33.78 APPLIED DIAPHRAGM FORCES Type: Wind_ASCE710_4_X-Y_CCW Level Diaph.# Roof 1 Level 3 1 Ht Fx Fy X Y ft kips kips ft ft 34.67 36.97 -14.26 29.32 54.23 10.67 19.22 -19.52 29.32 66.65 APPLIED STORY FORCES Type: Wind_ASCE710_4_X-Y_CCW Level Ht Fx Fy Loads and Applied Forces RAM uaIm RAM Frame 15.11.00.26 Page 6/8 iBenttey DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 ft kips kips Roof 34.67 36.97 -14.26 Level 10.67 19.22 -19.52 56.19 -33.78 Loads and Applied Forces RAM Frame 15.11.00.26 IBentLey DataBase: SSE Lateral Model 11-1-18 OCBF Page 7/8 12/17/18 08:12:34 LOAD CASE: Seismic Seismic ASCE 7-10 Equivalent Lateral Force Site Class: D Importance Factor: 1.00 Ss: 1.169 g 51: 0.449 g IL: 8.00 s Fa: 1.032 Fv: 1.551 SDs: 0.805 g SDI: 0.464 g Occupancy Category: IT Seismic Design Category: D Provisions for: Force Ground Level: Level 2 Dir Eccent R Ta Equation Building Period-T X + And - 3.3 Std,Ct=0.030,x=0.75 Calculated Y + And - 5.0 Std,Ct=0.030,x0.75 Calculated Dir Ta Cu T T-used Cs Cs(max) Cs(min) Cs-used k Eq12.8-2 Eq12.8-3 Eq12.8-5 X 0.429 1.400 27.025 0.600 0.248 0.238 0.035 0.238 1.050 Dir Ta Cu T T-used Cs Cs(max) Cs(min) Cs-used k Eq12.8-2 Eq12.8-3 Eq12.8-5 Y 0.429 1.400 77.687 0.600 0.161 0.155 0.035 0.155 1.050 Total Building Weight (kips) = 1693.61 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 329.83 0.00 40.60 85.26 Level 3 1 10.67 73.36 0.00 35.94 81.08 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_F Level Ht Fx Fy ft kips kips Roof 34.67 329.83 0.00 Level 10.67 73.36 0.00 403.19 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 329.83 0.00 40.60 69.74 Level 3 1 10.67 73.36 0.00 35.94 73.85 Loads and Applied Forces Page 8/8 12/17/18 08:12:34 RAM StmctwalSym RAMFrame 15.11.00.26 iBent(ey DataBase: SSE Lateral Model 11-1-18 OCBF APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_F Level Ht Fx Fy ft kips kips Roof 34.67 329.83 0.00 Level 10.67 73.36 0.00 403.19 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_+E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 0.00 214.39 44.80 77.50 Level 3 1 10.67 0.00 47.69 40.14 77.46 APPLIED STORY FORCES Type: EQ_ASCE710_Y_+E_F Level Ht Fx Fy ft kips kips Roof 34.67 0.00 214.39 Level 10.67 0.00 47.69 0.00 262.08 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_-E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 34.67 0.00 214.39 36.40 77.50 Level 3 1 10.67 0.00 47.69 31.74 77.46 APPLIED STORY FORCES Type: EQ_ASCE710_Y_-E_F Level Ht Fx Fy ft kips kips Roof 34.67 0.00 214.39 Level 10.67 0.00 47.69 0.00 262.08 i$t I it Vax/(Vnx/1.50) = 0.000 Vay/(Vny/1.67) = 0.000 Pa/(Pnx/1.67) = 0.141 Pa/(Pny/1.67) = 0.181 Pa/(Pn/1.67) = 0.181 38.39 0.00 0.00 -0.00 0.43 211.57 96.81 34.93 65.93 Member Code Check RAM Frame 15.11.00.26 RAMstwctw.I Sym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentLeu Building Code: IBC Steel Code: A11C360-10 ASD COLUMN INFORMATION: Story Level = Level 3 Frame Number = 1 Column Number = 18 Fy (ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K _________________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D + 0.910 El Shear Top Vmajor (kip) Vminor (kip) Shear Bot. Vmajor (kip) Vminor (kip) SHEAR CHECK: Vax (kip) = -0.00 Vnx/1.50 (kip) Vay (kip) = -0.06 Vny/1.67 (kip) CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp - 0.683 El AXIAL CHECK: Pa(kip) = 38.39 Pnx/1.67(kip) = 271.60 Pny/1.67(kip) = 211.57 PnJ1.67(kip) = 211.57 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp - 0.683 El Axial Load (kip) Moment Top Mmajor (kip-ft) Mminor (kip-ft) Moment Bot. Mmajor (kip-ft) Mminor (kip-ft) CALCULATED PARAMETERS: Pa (kip) = 38.39 Pn/1.67 (kip) Max (kip-ft) = -0.00 Mnx/1.67 (kip-ft) = May (kip-ft) = 0.43 Mny/1.67 (kip-ft) = KL/Rx = 30.50 KL/Ry Cbx = 1.68 INTERACTION EQUATION: Pa/(Pn/1. 67)),=,0. 181 Eq Hi-ib: 0.091 + 0.000 + 0.012 = 0.103 56.43 124.40 Member Code Check ri RAlivi Frame 15.11.00.26 Page 2/22 RMIStmIwiPSym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %Jsenttey-Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level = Level 3 Frame Number = 1 Column Number = 19 Fy(ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K ________________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D + 0.910 El Shear Top Vmajor (kip) -0.00 Vminor (kip) -0.06 Shear Bot. Vmajor (kip) -0.00 Vminor (kip) -0.06 SHEAR CHECK: Vax (kip) = -0.00 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = 0.000 Vay (kip) = -0.06 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = 0.000 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp + 0.683 El AXIAL CHECK: Pa (kip) = 45.50 Pnx/1.67(kip) = 271.60 Pa/(Pnx/1.67) = 0.168 Pny/1.67(kip) = 211.57 Pa/(Pny/1.67) = 0.215 Pn/1.67(kip) = . 211.57 Pa/(Pn/1.67) = 0.215 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp + 0.683 El Axial Load (kip) 45.50 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) -0.01 Mminor (kip-ft) -0.48 CALCULATED PARAMETERS: Pa (kip) = 45.50 Pn/1.67 (kip) = 211.57 Max (kip-ft) = -0.01 Mnx/1.67 (kip-ft) = 96.81 May (kip-ft) = -0.48 Mny/1.67 (kip-ft) = 34.93 KL/Rx = 30.50 KL/Ry = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa/Pn/1.67)),=,0.215 Eq Hi-la: 0.215 +8/9(0.000 +0.014)=0.227 Member Code Check RAM Frame 15.11.00.26 nictutaISm DataBase: SSE Lateral Model 11-1-18 OCBF %18enttey-Building Code: IBC Page 3/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level = Level 3 Frame Number = 1 Beam Number = 208 Fy (ksi) = 50.00 Beam Size = W14X43 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 22.89 8.00 Lu for Bending (ft) 22.89 8.00 K ___________________________________ 1.00 1.00 Top Flange Continuously Braced ________________ No Bottom Flange Continuously Braced _______________ No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end _______________________ 0.00 j - end 22.89 SHEAR CHECK: Vax (kip) = -8.62 Vnx/1.50 (kip) = 83.57 Vax/(Vnx/1.50) = 0.103 Vay (kip) = 0.00 Vny/1.67 (kip) = 152.34 Vay/(Vny/1.67) = 0.000 CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 1.000 D Segment distance (ft) i - end ______________________ 0.00 j - end 22.89 AXIAL CHECK: Pa (kip) = 0.00 . Pnx/1.67 (kip) = 377.25 Pa/(Pnx/1.67) = 0.000 Pny/1.67 (kip) = 377.25 Pa/(Pny/1.67) = 0.000 Pn/1.67 (kip) = 377.25 Pa/(Pn/1.67) = 0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) I - end ______________________ 0.00 j - end 22.89 CALCULATED PARAMETERS: Pa (kip) = 0.00 Pn/1.67 (kip) = 377.25 Max (kip-ft) = 49.30 Mnx/1.67 (kip-ft) = 173.65 May (kip-ft) = 0.00 Mny/1.67 (kip-ft) = 43.16 Cbx = 1.14 INTERACTION EQUATION: Pa/(Pn/1. 67)),=,0. 000 Eq Hl-lb: 0.000 + 0.284 + 0.000 = 0.284 Member Code Check . RAM Frame 15.11.00.26 RAM tr.ISpWm DataBase: SSE Lateral Model 11-1-18 OCBF iBenttey Building Code: IBC Page 4/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level = Level 3 Frame Number = 1 Brace Number = 3 Fy (ksi) = 46.00 Brace Size = HSS4X4X1/4 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 17.49 17.49 Lu for Bending (ft) 17.49 17.49 K _________________________________________ 0.90 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.00 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.67 (kip) = 25.42 Vax/(Vnx/1.67) = 0.000 Vay (kip) = 0.00 Vny/1.67 (kip) = 25.42 Vay/(Vny/1.67) = 0.000 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.111 D + 0.910 El AXIAL CHECK: Pa (kip) = 28.88 Pnx/1.67 (kip) = 32.85 Pa/(Pnx/1.67) = 0.879 Pny/1.67(kip) = 32.85 Pa/(Pny/1.67) = 0.879 Ph/1.67 (kip) = 32.85 Pa/Pn/1.67) = 0.879 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.111 D + 0.910 El Axial Load (kip) 28.88 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 28.88 PnI1.67 (kip) = 32.85 Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = 10.77 May (kip-ft) = 0.00 Mny/1.67 (kip-ft) = 10.77 KL/Rx = 124.18 KLfRy = 124.18 Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1. 67)),=,0. 879 Eq Hi-la: 0.879 +8/9(0.000 +0.000)=0.879 Member Code Check RAM Frame 15.11.00.26 Page 5/22 MSnitwaISystm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 t-JIBentley-Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level = Level 3 Frame Number = 1 Brace Number = 4 Fy (ksi) = 46.00 Brace Size = HSS3.5X3.5X5/16 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 13.97 13.97 Lu for Bending (ft) 13.97 13.97 K _________________________________________ 0.90 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) 0.00 Vminor (kip) -0.00 Shear Bot. Vmajor(kip) 0.00 Vminor (kip) -0.00 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.67 (kip) = 25.27 Vax/(Vnx/1.67) = 0.000 Vay (kip) = -0.00 Vny/1.67 (kip) = 25.27 Vay/(Vny/1.67) = 0.000 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp - 0.683 El AXIAL CHECK: Pa (kip) = 32.05 Pnx/1.67 (kip) = 38.53 Pa/(Pnx/1.67) = 0.832 Pny/1.67 (kip) = 38.53 Pa/(Pny/1.67) = 0.832 PnI1.67(kip) = 38.53 Pa/(Pn/1.67) = 0.832 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp - 0.683 El Axial Load (kip) 32.05 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 32.05 Pn/1.67 (kip) = 38.53 Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = 9.50 May (kip-ft) = 0.00 Mny/1.67 (kip-ft) = 9.50 KL/Rx = 117.13 KL/Ry = 117.13 Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1. 67)),=,0. 832 Eq Hi-la: 0.832 +8/9(0.000 +0.000)=0.832 Member Code Check RAM Frame 15.11.00.26 Page 6/22 PAM SIructwaISpm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentLey. Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level = Level 2 Frame Number = 1 Column Number = 21 Fy (ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K _________________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D + 0.910 El Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.06 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.06 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = 0.000 Vay (kip) = 0.06 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = 0.000 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp - 0.683 El AXIAL CHECK: Pa (kip) = 70.94 Pnx/1.67 (kip) = 271.60 Pa/(Pnxl1.67) = 0.261 Pny/1.67 (kip) = 211.57 Pa/(Pny/1.67) = 0.335 Pn/1.67(kip) = 211.57 Pa/(Pn/1.67) = 0.335 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp - 0.683 El Axial Load (kip) 70.94 Moment Top Mmajor (kip-ft) -0.00 Mminor (kip-ft) 0.43 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 70.94 Pn/1.67 (kip) = 211.57 Max (kip-ft) = -0.00 Mnx/1.67 (kip-ft) = 96.81 May (kip-ft) = 0.43 Mny/1.67 (kip-ft) = 34.93 KLfRx = 30.50 KL/Ry = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa/(PnJ1.67)),=,0.335 Eq Hi-la: 0.335 +8/9(0.000 +0.012)=0.346 Member Code Check WM RAM Frame 15.11.00.26 DataBase: SSE Lateral Model 11-1-18 OCBF iBentteu Building Code: IBC COLUMN INFORMATION: Story Level = Level 2 Frame Number = 1 Fy(ksi) = 50.00 Column Size = HSS4X4X5/16 INPUT DESIGN PARAMETERS: X-Axis Lu for Axial (ft) 10.67 Lu for Bending (ft) 10.67 K 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D - 0.910 E3 Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.00 Page 7/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD Column Number = 22 Y-Axis 10.67 10.67 1.00 SHEAR CHECK: Vax (kip) = 0.00 - Vnx/1.67 (kip) = 32.69 Vay (kip) = 0.00 Vny/1.67 (kip) = 32.69 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.000 D + 1.000 Lp AXIAL CHECK: Pa(kip) = 24.25 Pnx/1.67 (kip) = 71.72 Pny/1.67(kip) = 71.72 Pn/1.67(kip) = 71.72 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Axial Load (kip) Moment Top Mmajor (kip-ft) Mminor (kip-ft) Moment Bot. Mmajor (kip-ft) Mminor (kip-ft) CALCULATED PARAMETERS: Pa (kip) = 24.25 Pn/1.67 (kip) = Max (kip-ft) = -0.00 Mnx/1.67 (kip-ft) = May (kip-ft) = 0.00 Mny/1.67(kip-ft) = KLfRx = 85.73 KL/Ry = Cbx = 1.67 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.338 Eq Hi-la: 0.338 +8/9(0.000 +0.000)=0.338 Vaxl(Vnx/1. 67) Vay/(Vny/1.67) Pa/(Pnx/1.67) = 0.338 Pa/(Pny/1 .67) = 0.338 Pa/(Pn/1.67) = 0.338 24.25 -0.00 0.00 0.00 0.00 71.72 13.95 13.95 85.73 Member Code Check OW RAM Frame 15.11.00.26 RAMS!nzctwalSpt.m DataBase: SSE Lateral Model 11-1-18 OCBF %lBenttey-Building Code: IBC COLUMN INFORMATION: Story Level = Level 2 Frame Number = 1 Fy (ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis Lu for Axial (ft) 10.67 Lu for Bending (ft) 10.67 K 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D + 0.910 El Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.06 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.06 Page 8/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD Column Number = 23 Y-Axis 10.67 10.67 1.00 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = Vay (kip) = 0.06 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp + 0.683 El AXIAL CHECK: Pa (kip) = 80.94 Pnx/1.67 (kip) = 271.60 Pa/(Pnx/1.67) = Pny/1.67 (kip) = 211.57 Pa/(Pny/1.67) = Pn/1.67 (kip) = 211.57 Pa/(Pn/1.67) = CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp + 0.683 El Axial Load (kip) . 80.94 Moment Top Mmajor (kip-ft) -0.01 Mminor (kip-ft) -0.48 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 80.94 Pn/1.67 (kip) = 211.57 Max (kip-ft) = -0.01 Mnxi1.67 (kip-ft) = 96.81 May (kip-ft) = -0.48 Mny/1.67 (kip-ft) = 34.93 KL/Rx = 30.50 KL/Ry = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.383 Eq Hi-la: 0.383 + 8/9(0.000 + 0.014) = 0.395 0.298 0.383 0.383 Member Code Check ______ RAM Frame 15.11.00.26 RAM Stiuclijrnl Sy5tim DataBase: SSE Lateral Model 11-1-18 OCBF %113enttey-Building Code: IBC BEAM INFORMATION: Story Level = Level 2 Frame Number = 1 Fy (ksi) = 50.00 Beam Size = W14X48 INPUT DESIGN PARAMETERS: Lu for Axial (ft) Lu for Bending (ft) K Top Flange Continuously Braced Bottom Flange Continuously Braced CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end - end SHEAR CHECK: Vax (kip) = -5.26 Vnx/1.50 (kip) = 93.84 Vay (kip) = 0.00 Vny/1.67 (kip) = 171.66 CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 1.000 D Segment distance (ft) i - end - end Page 9/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD Beam Number = 224 X-Axis Y-Axis 13.86 8.00 13.86 8.00 1.00 1.00 No No 0.00 13.86 Vax/(Vnx/1.50) = 0.056 Vay/(Vny/1.67) = 0.000 0.00 13.86 AXIAL CHECK: Pa (kip) = 0.00 Pnx/1.67 (kip) = 422.16 Pa/(Pnx/1.67) = 0.000 Pny/1.67 (kip) = 422.16 Pa/(Pny/1.67) = 0.000 Pn/1.67 (kip) = 422.16 Pa/(Pn/1.67) = 0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end ______________________ 0.00 j - end 13.86 CALCULATED PARAMETERS: Pa (kip) = 0.00 Pn/1.67 (kip) = 422.16 Max (kip-ft) = 18.22 Mnxl1.67 (kip-ft) = 195.61 May (kip-ft) = 0.00 Mny/1.67 (kip-ft) = 48.90 Cbx - = 1.14 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.000 Eq Hl-lb: 0.000 + 0.093 + 0.000 = 0.093 Member Code Check RAM Frame 15.11.00.26 Page 10/22 RMSrnztwMSym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentLey, Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level = Level 2 Frame Number = 1 Beam Number = 225 Fy(ksi) = 50.00 Beam Size = W14X48 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu for Axial (ft) 9.02 8.00 Lu for Bending (ft) 9.02 8.00 K________________________________________ 1.00 1.00 Top Flange Continuously Braced _________________ No Bottom Flange Continuously Braced ______________ No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end _______________________ 0.00 j - end 9.02 SHEAR CHECK: Vax (kip) = -3.42 Vnxl1.50 (kip) = 93.84 Vax/(Vnx/1.50) = 0.036 Vay(kip) = 0.00 Vny/1.67(kip) = 171.66 Vay/(Vny/1.67) = 0.000 CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 1.000 D Segment distance (ft) i - end _______________________ 0.00 j - end 9.02 AXIAL CHECK: Pa(kip) = 0.00 Pnx/1.67 (kip) = 422.16 Pa/(Pnx/1.67) = 0.000 Pny/1.67 (kip) = 422.16 Pa/(Pny/1.67) = 0.000 Pn/1.67 (kip) = 422.16 Pa/(Pn/1.67) = 0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end ______________________ 0.00 j - end 9.02 CALCULATED PARAMETERS: Pa (kip) = 0.00 Pn/1.67 (kip) = 422.16 Max (kip-ft) = 7.71 Mnx/1.67 (kip-ft) = 195.61 May (kip-ft) = 0.00 Mny/1.67(kip-ft) = 48.90 Cbx = 1.14 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.000 Eq Hi-ib: 0.000 +0.039 +0.000 =0.039 Member Code Check RAM Frame 15.11.00.26 RAMStructwalSystEm DataBase: SSE Lateral Model 11-1-18 OCBF %1senney-Building Code:: IBC BRACE INFORMATION: Story Level = Level 2 Frame Number = 1 Fy (ksi) = 46.00 Brace Size = HSS3.5X3.5X5/16 INPUT DESIGN PARAMETERS: X-Axis Lu for Axial (ft) Lu for Bending (ft) K 17.49 17.49 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.00 Page 11/22 12/17/18 08:12:34 Steel Code: ATSC360-10 ASD Brace Number = 3 Y-Axis 17.49 17.49 0.90 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.67 (kip) = 25.27 Vay (kip) = 0.00 Vny/1.67 (kip) = 25.27 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.000 D + 1.000 Lp AXIAL CHECK: Pa (kip) = 7.74 Pnx/1.67 (kip) = 24.59 Pny/1.67(kip) = 24.59 PnI1.67 (kip) = 24.59 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Axial Load (kip) Moment Top Mmajor (kip-ft) Mminor (kip-ft) Moment Bot. Mmajor (kip-ft) Mminor (kip-ft) CALCULATED PARAMETERS: Pa (kip) = 7.74 PnJ1.67 (kip) = Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = May (kip-ft) = 0.00 Mny/1.67 (kip-ft) = KL/Rx = 146.67 KLfRy = Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.3 15 Eq Hi-la: 0.315 + 8/9(0.000 + 0.000) = 0.315 Vax/(Vnx/1.67) Vay/(Vny/1.67) Pa/(Pnx/1. 67) = 0.315 Pa/(Pny/1.67) = 0.315 Pa/(Pnh1.67) = 0.315 7.74 0.00 0.00 0.00 0.00 24.59 9.50 9.50 146.67 Member Code Check Page 12/22 12/17/18 08:12:34 Steel Code: AJSC360-10 ASD RAM Frame 15.11.00.26 MMSrniztmaISytnm DataBase: SSE Lateral Model 11-1-18 OCBF iBenttey, Building Code: IBC BRACE INFORMATION: Stow Level = Level 2 Frame Number = 1 Fy (ksi) = 46.00 Brace Size = HSS3.5X3.5X5/16 INPUT DESIGN PARAMETERS: Brace Number = 4 X-Axis V-Axis Lu for Axial (ft) 17.49 17.49 Lu for Bending (ft) 17.49 17.49 K _________________________________________ 0.90 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.00 SHEAR CHECK: Vax (kip) = 0.00 Vnxl1.67 (kip) = 25.27 Vax/(Vnx/1.67) = Vay (kip) = 0.00 Vny/1.67 (kip) = 25.27 Vay/(Vny/1.67) = CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.000 D + 1.000 Lp AXIAL CHECK: Pa (kip) = 12.26 Pnx/1.67 (kip) = 24.59 Pa/(Pnx/1.67) = Pny/1.67 (kip) = 24.59 Pa/(Pny/1.67) = Pn/1.67 (kip) = 24.59 Pa/(Pn/1.67) = CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Axial Load (kip) 12.26 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 12.26 Pn/1.67 (kip) = 24.59 Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = 9.50 May (kip-ft) = 0.00 Mnyl1.67 (kip-ft) = 9.50 KL/Rx = 146.67 KLfRy = 146.67 Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.499 Eq Hi-la: 0.499 +8/9(0.000 +0.000)=0.499 0.499 0.499 0.499 Member Code Check RAM Frame 15.11.00.26 Page 13/22 RAMSIructw.ISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentte, Building Code: IBC Steel Code: A1SC360-10 ASD COLUMN INFORMATION: Story Level = Level 3 Frame Number = 2 Column Number = 22 Fy (ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K _________________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D + 0.910 E2 Shear Top Vmajor (kip) -0.00 Vminor (kip) -0.06 Shear Bot. Vmajor (kip) -0.00 Vminor (kip) -0.06 SHEAR CHECK: Vax (kip) = -0.00 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = 0.000 Vay (kip) = -0.06 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = 0.000 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp - 0.683 E2 AXIAL CHECK: Pa (kip) = 48.54 Pnx/1.67 (kip) = 271.60 Pa/(Pnx/1.67) = 0.179 Pny/1.67(kip) = 211.57 Pa/(Pny/1.67) = 0.229 Pn/1.67 (kip) = 211.57 Pa/(Pn/1.67) = 0.229 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp - 0.683 E2 Axial Load (kip) 48.54 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) -0.01 Mminor (kip-ft) 0.43 CALCULATED PARAMETERS: Pa (kip) = 48.54 Pn/1.67 (kip) = 211.57 Max (kip-ft) = -0.01 Mnx/1.67 (kip-ft) = 96.81 May (kip-ft) = 0.43 Mny/1.67 (kip-ft) = 34.93 KLfRx = 30.50 KLfRy = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa/(Pnh1.67)),=,0.229 Eq Hi-la: 0.229 +8/9(0.000 +0.012)=0.241 Member Code Check RAM Frame 15.11.00.26 Page 14/22 RMSwcWrnISym DataBase: .SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %Benttey-Building Code: IBC Steel Code: A1SC360-10 ASD COLUMN INFORMATION: Story Level = Level 3 Frame Number = 2 Column Number = 23 Fy (ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K ________________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D - 0.910 E3 Shear Top Vmajor (kip) -0.03 Vminor (kip) -0.00 Shear Bot. Vmajor (kip) -0.03 Vminor (kip) -0.00 SHEAR CHECK: Vax (kip) = -0.03 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = 0.001 Vay (kip) = -0.00 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = 0.000 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp + 0.683 E2 AXIAL CHECK: Pa (kip) = 47.53 Pnx/1.67 (kip) = 271.60 Pa/(Pnx/1.67) = 0.175 Pny/1.67(kip) = 211.57 Pa/(Pny/1.67) = 0.225 Pn/1.67(kip) = 211.57 Pa/(Pn/1.67) = 0.225 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp + 0.683 E2 Axial Load (kip) 47.53 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) -0.00 Moment Bot. Mmajor (kip-ft) -0.01 Mminor (kip-ft) -0.48 CALCULATED PARAMETERS: Pa (kip) = 47.53 Pn/1.67 (kip) = 211.57 Max (kip-ft) = -0.01 Mnx/1.67 (kip-ft) = 96.81 May (kip-ft) = -0.48 Mnyi1.67 (kip-ft) = 34.93 KLfRx = 30.50 KL/Ry = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.225 Eq Hi-la: 0.225 + 8/9(0.000 + 0.014) = 0.237 Member Code Check RAM Frame 15 110026 Page 15/22 RMI StructwaISy.tm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBenttey, Building Code: IBC Steel Code: AISC360-10 ASD BEAM INFORMATION: Story Level = Level 3 Frame Number = 2 Beam Number = 232 Fy(ksi) = 50.00 Beam Size = W14X48 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 22.89 8.00 Lu for Bending (ft) 22.89 8.00 K _________________________________________ 1.00 1.00 Top Flange Continuously Braced _________________ No Bottom Flange Continuously Braced ______________ No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end - end SHEAR CHECK: Vax (kip) = -8.68 Vnx/1.50 (kip) = 93.84 Vay (kip) = -0.00 Vny/1.67 (kip) = 171.66 CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 1.000 D Segment distance (ft) I - end - end AXIAL CHECK: Pa (kip) = 0.00 Pnx/1.67 (kip) = 422.16 Pny/1.67(kip) = 422.16 Pn/1.67(kip) = 422.16 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end - end CALCULATED PARAMETERS: 0.00 22.89 Vax/(Vnx/1.50) = 0.092 Vay/(Vny/1.67) = 0.000 0.00 22.89 Pa/(Pnx/1.67) = 0.000 Pa/(Pny/1.67) = 0.000 Pa/(Pn/1.67) = 0.000 0.00 22.89 Pa (kip) = 0.00 PnI1.67 (kip) = 422.16 Max (kip-ft) = 49.64 Mnx/1.67 (kip-ft) = 195.61 May (kip-ft) = -0.00 Mnyl1.67 (kip-ft) = 48.90 Cbx = 1.14 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.000 Eq Hi-ib: 0.000 +0.254 +0.000 =0.254 Member Code Check RAM Frame 15.11.00.26 Page 16/22 RAM SlruclwaISyzm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 BentLey Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level = Level 3 Frame Number = 2 Brace Number = 1 Fy (ksi) = 46.00 Brace Size = HSS3.5X3.5X5/16 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 15.64 15.64 Lu for Bending (ft) 15.64 15.64 K _________________________________________ 0.90 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) -0.00 Vminor (kip) -0.00 Shear Bot. Vmajor (kip) -0.00 Vminor (kip) -0.00 SHEAR CHECK: Vax (kip) = -0.00 Vnx/1.67 (kip) = 25.27 Vax/(Vnx/1.67) = 0.000 Vay (kip) = -0.00 Vny/1.67 (kip) = 25.27 Vay/(Vny/1.67) = 0.000 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.111 D + 0.910 E2 AXIAL CHECK: Pa (kip) = 27.33 Pnx/1.67 (kip) = 30.75 Pa/(Pnx/1.67) = 0.889 Pny/1.67 (kip) = 30.75 Pa/(Pny/1.67) = 0.889 Pn/1.67 (kip) = 30.75 Pa/(Pn/1.67) = 0.889 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.111 D + 0.910 E2 Axial Load (kip) 27.33 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) 0.00 Mininor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 27.33 Pn/1.67 (kip) = 30.75 Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = 9.50 May (kip-ft) = 0.00 Mny/1.67(kip-ft) = 9.50 KL/Rx = 131.16 KL/Ry = 131.16 Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1 .67)),=,0. 889 Eq Hi-la: 0.889 +8/9(0.000 +0.000)=0.889 Member Code Check RAM Frame 15.11.00.26 RAShucIutaISyMim DataBase: SSE Lateral Model 11-1-18 OCBF iBenttey Building Code: IBC BRACE INFORMATION: Story Level = Level 3 Frame Number = 2 Fy (ksi) = 46.00 Brace Size = HSS3.5X3.5X5/16 INPUT DESIGN PARAMETERS: X-Axis Lu for Axial (ft) 15.64 Lu for Bending (ft) 15.64 K 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) -0.00 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) -0.00 Vminor (kip) 0.00 Page 17/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD Brace Number = 2 Y-Axis 15.64 15.64 0.90 SHEAR CHECK: Vax (kip) = -0.00 Vnx/1.67 (kip) = 25.27 Vay (kip) = 0.00 Vny/1.67 (kip) = 25.27 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.111 D - 0.910 E2 AXIAL CHECK: Pa(kip) = 25.51 Pnx/1.67 (kip) = 30.75 Pny/1.67(kip) = 30.75 Ph/1.67 (kip) = 30.75 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.111 D - 0.910 E2 Axial Load (kip) Moment Top Mmajor (kip-ft) Mminor (kip-ft) Moment Bot. Mmajor (kip-ft) Mminor (kip-ft) CALCULATED PARAMETERS: Pa (kip) = 25.51 Pn/1.67 (kip) = Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = May (kip-ft) = 0.00 Mny/1.67 (kip-ft) = KLfRx = 131.16 KL/Ry = Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1. 67)),=,0. 830 Eq Hi-la: 0.830 +8/9(0.000 +0.000)=0.830 Vax/(Vnx/1.67) = Vay/(Vny/1.67) = Pa/(Pnx/1. 67) = Pa/(Pny/1.67) = Pa/(Pn/1.67) = 0.830 0.830 0.830 25.51 0.00 0.00 0.00 0.00 30.75 9.50 9.50 131.16 Member Code Check ri RAM Frame 15.11.00.26 Page 18/22 RAMScISym DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %lBenttey-Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level = Level 2 Frame Number = 2 Column Number = 15 Fy(ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K ________________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D + 0.910 E2 Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.06 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.06 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = 0.000 Vay (kip) = 0.06 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = 0.000 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp - 0.683 E2 AXIAL CHECK: Pa (kip) = 82.34 Pnx/1.67 (kip) = 271.60 Pa/Pnx/1.67) = 0.303 Pny/1.67(kip) = 211.57 Pa/(Pny/1.67) = 0.389 Pn/1.67(kip) = 211.57 Pa/(Pn/1.67) = 0.389 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp - 0.683 E2 Axial Load (kip) 82.34 Moment Top Mmajor (kip-ft) -0.01 Mminor (kip-ft) 0.44 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 82.34 Pn/1.67 (kip) 211.57 Max (kip-ft) = -0.01 Mnx/1.67 (kip-ft) = 96.81 May (kip-ft) = 0.44 Mny/1.67 (kip-ft) = 34.93 KLfRx = 30.50 KLfRy = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa./(Pn/1.67)),=,0.389 Eq Hi-la: 0.389 +8/9(0.000 +0.012)=0.400 Member Code Check RAM Frame 15.11.00.26 Page 19/22 RAMSIructuI.ISy5Im DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %lBenttey- Building Code: IBC Steel Code: AISC360-10 ASD COLUMN INFORMATION: Story Level = Level 2 Frame Number = 2 Column Number = 16 Fy(ksi) = 50.00 Column Size = W10X33 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 10.67 10.67 Lu for Bending (ft) 10.67 10.67 K______________________________________ 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.111 D - 0.910 E3 Shear Top Vmajor (kip) 0.03 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) 0.03 Vminor (kip) 0.00 SHEAR CHECK: Vax (kip) = 0.03 Vnx/1.50 (kip) = 56.43 Vax/(Vnx/1.50) = 0.000 Vay (kip) = 0.00 Vny/1.67 (kip) = 124.40 Vay/(Vny/1.67) = 0.000 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.083 D + 0.750 Lp + 0.683 E2 AXIAL CHECK: Pa (kip) = 78.39 Pnx/1.67 (kip) = 271.60 Pa/(Pnx/1.67) = 0.289 Pny/1.67(kip) = 211.57 Pa/(Pny/1.67) = 0.371 Pn/1.67(kip) = 211.57 Pa/(PnI1.67) = 0.371 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp + 0.683 E2 Axial Load (kip) 78.39 Moment Top Mmajor (kip-ft) -0.01 Mminor (kip-ft) -0.48 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 78.39 Pn/1.67 (kip) = 211.57 Max (kip-ft) = -0.01 Mnx/1.67 (kip-ft) = 96.81 May (kip-ft) = -0.48 Mny/1.67 (kip-ft) = 34.93 KLfRx = 30.50 KL/Ry = 65.93 Cbx = 1.67 INTERACTION EQUATION: Pa/(Pn/1.67)),=,0.371 Eq Hi-la: 0.371 + 8/9(0.000 + 0.014) = 0.383 X-Axis 11.44 11.44 1.00 No No Y-Axis 8.00 8.00 1.00 Member Code Check Page 20/22 12/17/18 08:12:34 Steel Code: AISC360-10 ASD RAM Frame 15.11.00.26 RAMShucWiaISm DataBase: SSE Lateral Model 11-1-18 OCBF ieenttey. Building Code:IBC BEAM INFORMATION: Story Level = Level 2 Frame Number = 2 Fy(ksi) = 50.00 Beam Size = W14X48 INPUT DESIGN PARAMETERS: Lu for Axial (ft) Lu for Bending (ft) K Top Flange Continuously Braced Bottom Flange Continuously Braced CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.000 D + 1.000 Lp Segment distance (ft) i - end - end SHEAR CHECK: Vax (kip) = -5.40 Vnx/1.50 (kip) = 93.84 Vay (kip) = 0.00 Vny/1.67 (kip) = 171.66 CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 1.111 D + 0.910 E2 Segment distance (ft) i -end - end AXIAL CHECK: Pa (kip) = 15.78 Pnx/1.67 (kip) = 405.54 Pny/1.67(kip) = 350.91 Pn/1.67(kip) = 350.91 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.083 D + 0.750 Lp + 0.683 E2 Segment distance (ft) i - end - end CALCULATED PARAMETERS: Pa ( kip) = 12.64 Pnx/1.67 (kip) = Pny/1.67 (kip) = Max (kip-ft) = -10.70 Mnx/1.67 (kip-ft) = May (kip-ft) = -0.00 Mny/1.67(kip-ft) = Mcx (kip-ft) = KL/Rx = 23.44 KL/Ry = Cbx = 2.01 INTERACTION EQUATION: Pa/(Pn/1.67)),,0.03 1 Eq Hi-2: 0.053 + 0.001 = 0.054 Eq Hi-lb Per Hl.3: 0.016 +0.055 +0.000 =0.070 Beam Number = 161 0.00 11.44 Vax/(Vnx/1.50) = 0.058 Vay/(Vny/1.67) = 0.000 11.44 22.89 Pa/(Pnx/1.67) = 0.039 Pa/(Pny/1.67) = 0.045 Pa/(Pn/1.67) = 0.045 11.44 22.89 405.54 350.91 195.61 48.90 189.21 50.28 EME Member Code Check ______ RAM Frame 15.11.00.26 Page 21/22 RAMStrub.aISy.tim DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 iBentIey, Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level = Level 2 Frame Number = 2 Brace Number = 1 Fy (ksi) = 46.00 Brace Size = HSS3.5X3.5X5/16 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 15.64 15.64 Lu for Bending (ft) 15.64 15.64 K ___________________________________________ 0.90 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) 0.00 Vminor (kip) -0.00 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) -0.00 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.67 (kip) = 25.27 Vax/(Vnx/1.67) = 0.000 Vay (kip) = -0.00 Vny/1.67 (kip) = 25.27 Vay/(Vny/1.67) = 0.000 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.000 D + 1.000 Lp AXIAL CHECK: Pa (kip) = 16.83 Pnx/1.67 (kip) = Pny/1.67(kip) = Pn/1.67(kip) = CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Axial Load (kip) Moment Top Mmajor (kip-ft) Mminor (kip-ft) Moment Bot. Mmajor (kip-ft) Mminor (kip-ft) CALCULATED PARAMETERS: Pa (kip) = 16.83 Pn/1.67 (kip) Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) May (kip-ft) = 0.00 Mny/1.67(kip-ft) KL/Rx = 131.17 KL/Ry Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1.67)),,0. 547 Eq Hi-la: 0.547 +8/9(0.000 +0.000)=0.547 30.75 Pa/(Pnx/1.67) = 0.547 30.75 Pa/(Pny/1.67) = 0.547 30.75 Pa/Pn/1.67) = 0.547 16.83 0.00 0.00 0.00 0.00 30.75 9.50 9.50 131.17 Member Code Check CA RAM Frame 15.11.00.26 Page 22/22 RAM Shulw.ISy.tm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %lBentiew Building Code: IBC Steel Code: AISC360-10 ASD BRACE INFORMATION: Story Level = Level 2 Frame Number = 2 Brace Number = 2 Fy (ksi) = 46.00 Brace Size = H553.5X3.5X5/16 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft) 15.64 15.64 Lu for Bending (ft) 15.64 15.64 K _________________________________________ 0.90 0.90 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.000 D Shear Top Vmajor (kip) 0.00 Vminor (kip) 0.00 Shear Bot. Vmajor (kip) 0.00 Vminor (kip) 0.00 SHEAR CHECK: Vax (kip) = 0.00 Vnx/1.67 (kip) = 25.27 Vax/(Vnx/1.67) = 0.000 Vay (kip) = 0.00 Vny/1.67 (kip) = 25.27 Vay/(Vny/1.67) = 0.000 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.000 D + 1.000 Lp AXIAL CHECK: Pa (kip) = 17.21 Pnx/1.67 (kip) = 30.75 Pa/(Pnx/1.67) = 0.560 Pny/1.67 (kip) = 30.75 Pa/(Pny/1.67) = 0.560 Pn/1.67 (kip) = 30.75 Pa/(Pn/1.67) = 0.560 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.000 D + 1.000 Lp Axial Load (kip) 17.21 Moment Top Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 Moment Bot. Mmajor (kip-ft) 0.00 Mminor (kip-ft) 0.00 CALCULATED PARAMETERS: Pa (kip) = 17.21 Pn/1.67 (kip) = 30.75 Max (kip-ft) = 0.00 Mnx/1.67 (kip-ft) = 9.50 May (kip-ft) = 0.00 Mny/1.67(kip-ft) = 9.50 KL/Rx = 131.17 KL/Ry = 131.17 Cbx = 1.00 INTERACTION EQUATION: Pa/(Pn/1. 67)),=,0. 560 Eq Hi-la: 0.560 + 8/9(0.000 + 0.000) = 0.560 Seismic Provisions Member Code Check QW RAM Structural System 15.11.00.26 MM Stnm=l DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBenttey Building Code: IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 3 Frame No: 1 Member No: 18 Fy (ksi): 50.00 • Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength - OK Compression: Max Pa (kip) = 44.45 --- Combination: 1.083 D + 0.750 Lp - 1.050 El Max Pa/(Pn/) = 0.21 OK Tension: Max Pa (kip) = 16.43 -- Combination: 0.489 D + 1.400 El Max Pa/(Pn/) = 0.06 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from DI. 4a. Required shear for column splice is max result from D2. 5b and D2. 5c Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.5H Where Mpc .is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check 13 RAM Structural System 15.11.00.26 Page 2/22 RAMSkuciuralSystem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 !IBentLey Building Code: IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 3 Frame No: 1 Member No: 19 Fy (ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength --- OK Compression: Max Pa (kip) = 52.25 --- Combination: 1.083 D + 0.750 Lp + 1.050 El Max Pa/(Pn/) = 0.25 OK Tension: Max Pa (kip) = 17.13 --- Combination: 0.489 D - 1.400 El Max Pa/(Pn/Q) = 0.06 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from DI. 4a. Required shearfor column splice is max resultfrom D2.5b and D2.5c Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.5H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code. Check RAM Structural System 15.11.00.26 Page 3/22 DataBase: S SE. Lateral Model 1.1-1-18 OCBF 12/17/18 08:12:34 %113enttey-Building Code:: IBC Steel Code: AISC341-10 - ASD Beam Parameters Story: Level 3 Frame No: 1 Member No: 208 Fy (ksi): 50.00 Size: W14X43 Frame Type: Ordinary Concentrically Braced Frame No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check own RAM Structural System 15.11.00.26 Page 4/22 DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 n-ji3enttey-Building Code: IBC Steel Code: AISC341-10 - ASD Brace Parameters Story: Level 3 Frame No: 1 Member No: 3 Fy (ksi): 46.00 Size: HSS4X4X1/4 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (D1.1 Moderately Ductile) - OK Flange b/tf= 14.17 Limit = 16.07 OK Web h/tw = 14.17 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 42.12 Seismic Load Combo: 1.111 D + 1.400 El Expected Compression force (kip) = 16.46 Maximum Tension force (kip) = 35.93 Seismic Load Combo: 0.489 D - 1.400 El Expected Tension force (kip) = 144.69 Bolt Slip Compression (kip) = 28.88 Standard Load Combo: 1.111 D + 0.910 El Bolt Slip Tension (kip) = 22.69 Standard Load Combo: 0.489 D - 0.910 El Seismic Provisions Member Code Check VAM RAM Structural System 15.11.00.26 Page 5/22 RAM SinicturalSystem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Ieenttey Building Code: JBC Steel Code: AISC341-10 - ASD Brace Parameters Story: Level 3 Frame No: 1 Member No: 4 Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (Dl.! Moderately Ductile) -- OK Flange b/tf= 9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace COnnections Maximum Compression force (kip) = 41.01 Seismic Load Combo: 1.111 D - 1.400 El Expected Compression force (kip) = 19.30 Maximum Tension force (kip) = 30.46 Seismic Load Combo: 0.489 D + 1.400 El Expected Tension force (kip) = 151.13 Bolt Slip Compression (kip) = 32.05 Standard Load Combo: 1.083 D + 0.750 Lp - 0.683 El Bolt Slip Tension (kip) = 18.67 Standard Load Combo: 0.489 D + 0.910 El Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 6/22 flAMSftutturalSystem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 tBentLey Building Code IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 2 Frame No: 1 Member No: 21 Fy (ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength -- OK Compression: Max Pa (kip) = 76.54 --- Combination: 1.083 D + 0.750 Lp - 1.050 El Max Pa/(Pn/) = 0.36 OK Tension: Max Pa (kip) = 4.88 --- Combination: 0.489 D + 1.400 El Max Pa/(Pn/) = 0.02 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from DI. 4a. Required shear for column splice is max result from D2. 5b and D2. 5c Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.5H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check Is RAM Structural System 15.11.00.26 Page 7/22 RAMStiucuraISytem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IeentLey. Building Code: IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 2 Frame No: 1 Member No: 22 Fy (ksi): 50.00 Size: HSS4X4X5/16 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength --- OK Compression: Max Pa (kip) = 22.94 --- Combination: 1.083 D + 0.750 Lp - 1.050 El Max Pa/(Pn/) = 0.32 OK Tension: No tension on column D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from DJ.4a. Required shearfor. column splice is max resultfrom D2.5b and D2.5c Refer to AISC 341. section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 15.53 15.53 Column Splice Shear Force Required Mpc / 1.5H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 8/22 DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 !tBenttey Building Code: IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 2 Frame No: 1 Member No: 23 Fy (ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength --- OK Compression: Max Pa (kip) = 87.70 --- Combination: 1.083 D + 0.750 Lp + 1.050 El Max Pa/(Pn/) = 0.41 OK Tension: Max Pa (kip) = 6.85 --- Combination: 0.489 D - 1.400 El Max Pa/(Pn/) = 0.02 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from DI. 4a. Required shear for column splice is max result from D2. 5b and D2. 5c Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.51-1 Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check ow RAM Structural System 15.11.00.26 Page 9/22 RAM SlnicturalSysWm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Benttey. Building Code: IBC Steel Code: AISC341-10 - ASD Beam Parameters Story: Level 2 Frame No: 1 Member No: 224 Fy (ksi): 50.00 Size: W14X48 Frame Type: Ordinary Concentrically Braced Frame No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 10/22 RAM SiniciuralSystem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBenttey Building Code: IBC Steel Code: AISC341-10 - ASD Beam Parameters Story: Level 2 Frame No: 1 Member No: 225 Fy (ksi): 50.00 Size W14X48 Frame Type: Ordinary Concentrically Braced Frame No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check ww RAM Structural System 15.11.00.26 Page 11/22 RAMSI,ucIutatSitem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 IBentLey Building Code: IBC Steel Code: AISC34I-10 - ASD Brace Parameters Story: Level 2 Frame No: 1 Member No: 3 Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (D1.1 Moderately Ductile) -- OK Flange b/tf= 9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 7.32 Seismic Load Combo: 1.083 D + 0.750 Lp - 1.050 El Expected Compression force (kip) = 12.32 Bolt Slip Compression (kip) = 7.13 Standard Load Combo: 1.083 D + 0.750 Lp - 0.683 El Seismic Provisions Member Code Check &a RAM Structural System 15.11.00.26 Page 12/22 DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 !Ieenttey. Building Code: IBC Steel Code: AISC341-10 - ASD Brace Parameters Story: Level 2 Frame No: 1 Member No: 4 Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (Dl.! Moderately Ductile) -- OK Flange b/tf= 9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 12.86 Seismic Load Combo: 1.083 D + 0.750 Lp - 1.050 El Expected Compression force (kip) = 12.32 Maximum Tension force (kip) = 0.66 Seismic Load Combo: 0.489 D + 1.400 El Expected Tension force (kip) = 151.13. Bolt Slip Compression (kip) = 12.11 Standard Load Combo: 1.083 D+0.750 Lp - 0.683 El Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 13/22 DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Benttey Building Code: IBC Steel Code: AISC34I-10 - ASD Column Parameters Story: Level 3 Frame No: 2 Member No: 22 Fy (ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength --- OK Compression: Max Pa (kip) = 54.81 --- Combination: 1.083 D + 0.750 Lp - 1.050 E2 Max Pa/(Pn/) = 0.26 OK Tension: Max Pa (kip) = 14.33--- Combination: 0.489 D + 1.400 E2 Max Pa/(Pn/) = 0.05 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and* compression strength from DJ.4a. Required shear for column splice is max result from D2. 5b and D2. Sc Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.51-1 Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 14/22 RAMStiucturaIStem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 !Ieenttey Building Code: IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 3 Frame No: 2 Member No: 23 Fy (ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength OK Compression. Max Pa (kip) = 53.80 --- Combination: 1.083 D + 0.750 Lp + 1.050 E2 Max Pa/(Pn/) = 0.25 OK Tension: Max Pa (kip) = 14.69 --- Combination: 0.489 D - 1.400 E2 Max Pa/(Pn/Q) = 0.05 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from Dl. 4a. Required shear for column splice is max result from D2. 5b and D2. Sc Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 15H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 15/22 SbucIuiaISys*om DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Ieenttey. Building Code: IBC Steel Code: AISC341-10 - ASD Beam Parameters Story: Level 3 Frame No: 2 Member No: 232 Fy (ksi): 50.00 Size: W14X48 Frame Type: Ordinary Concentrically Braced Frame No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 16/22 RAMSIiuctwaISysem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Ieenttey, Building Code: IBC Steel Code: AISC341-10 - ASD Brace Parameters Story: Level 3 Frame No: 2 Member No: Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (Dl.! Moderately Ductile) -- OK Flange b/tf= 9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 39.59 Seismic Load Combo: 1.111 D + 1.400 E2 Expected Compression force (kip) = 15.41 Maximum Tension force (kip) = 33.03 Seismic Load Combo: 0.489 D - 1.400 E2 Expected Tension force (kip) = 151.13 Bolt Slip Compression (kip) = 27.33 Standard Load Combo: 1.111 D + 0.910 E2 Bolt Slip Tension (kip) = 20.77 Standard Load Combo: 0.489 D - 0.910 E2 Seismic Provisions Member Code Check own RAMStructural System 15.11.00.26 Page 17/22 DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 JBenttey. Building Code: IBC Steel Code: A1SC341-10 - ASD Brace Parameters Story: Level 3 Frame No: 2 Member No: 2 Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (D1.1 Moderately Ductile) OK Flange b/tf= 9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 37.77 Seismic Load Combo: 1.111 D - 1.400 E2 Expected Compression force (kip) = 15.41 Maximum Tension force (kip) = 33.83 Seismic Load Combo: 0.489 D + 1.400 E2 Expected Tension force (kip) = 151.13 Bolt Slip Compression (kip) = 25.51 Standard Load Combp: 1.111 D - 0.910 E2 Bolt Slip Tension (kip) = 21.57 Standard Load Combo: 0.489 D + 0.910 E2 Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 18/22 RAMSInicturaISystm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Ieenttey. Building Code: IBC Steel Code: A15C34140 - ASD Column Parameters Story: Level 2 Frame No: 2 Member No: 15 Fy (ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength OK Compression: Max Pa (kip) = 88.61 --- Combination: 1.083 D + 0.750 Lp - 1.050 E2 Max Pa/(Pn/2) = 0.42 OK Tension: Max Pa (kip) = 4.42 --- Combination: 0.489 D + 1.400 E2 Max Pa/(Pn/) = 0.02 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from Dl. 4a. Required shear for column splice is max result from D2. 5b and D2. Sc Refer to AISC 341 section D2. 5bfor additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.5H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 19/22 RAM StrucnualSystm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Benttey, Building Code: IBC Steel Code: AISC341-10 - ASD Column Parameters Story: Level 2 Frame No: 2 Member No: 16 Fy(ksi): 50.00 Size: W10X33 Frame Type: Ordinary Concentrically Braced Frame D1.4a Required Strength -- OK Compression: Max Pa (kip) = 84.66 --- Combination: 1.083 D + 0.750 Lp + 1.050 E2 Max Pa/(Pn/) = 0.40 OK Tension: Max Pa (kip) = 5.57 --- Combination: 0.489 D - 1.400 E2 Max Pa/(Pn/) = 0.02 OK D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces: Required tension and compression strength from DI. 4a. Required shear for column splice is max result from D2. 5b and D2. 5c Refer to AISC 341 section D2.5b for additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ft) 107.78 38.89 Column Splice Shear Force Required Mpc / 1.5H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 20/22 HAMStzucIuraISy5tem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 Benttey. Building Code: IBC Steel Code: AISC341-10 - ASD Beam Parameters Story: Level 2 Frame No: 2 Member No: 161 Fy (ksi): 50.00 Size: W14X48 Frame Type: Ordinary Concentrically Braced Frame No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check El RAM Structural System 15.11.00.26 Page 21/22 umstmcmispm DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 %Ji3enttey-Building Code: IBC Steel Code: A15C341-10 - ASD Brace Parameters Story: Level 2 Frame No: 2 Member No: Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (Dl.! Moderately Ductile) -- OK Flange b/tf= 9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 17.09 Seismic Load Combo: 1.083 D + 0.750 Lp - 1.050 E2 Expected Compression force (kip) = 15.41 Bolt Slip Compression (kip) = 16.27 Standard Load Combo: 1.083 D + 0.750 Lp - 0.683 E2 Seismic Provisions Member Code Check RAM Structural System 15.11.00.26 Page 22/22 RAMStructuralSystem DataBase: SSE Lateral Model 11-1-18 OCBF 12/17/18 08:12:34 I8enttey. Building Code: IBC Steel Code: AISC341-10 - ASD Brace Parameters Story: Level 2 Frame No: 2 Member No: 2 Fy (ksi): 46.00 Size: HSS3.5X3.5X5/16 Frame Type: Ordinary Concentrically Braced Frame F1.5a Basic Requirements (D1.1 Moderately Ductile) - OK Flange b/tf= .9.03 Limit = 16.07 OK Web h/tw = 9.03 Limit = 16.07 OK F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 17.42 Seismic Load Combo: 1.083 D + 0.750 Lp + 1.050 E2 Expected Compression force (kip) = 15.41 Bolt Slip Compression (kip) = 1661 Standard Load Combo: 1.083 D + 0.750 Lp + 0.683 E2 5TRLJCTUI?AL \ 5Y5TrM5 INGINDRING STRUCTURAL STEEL CONNECTION CALCULATIONS STRUCTURAL SYSTEMS ENGINEERING, LLC 613 Heritage Road Easley, SC 29640 864.505.9776 V4S I S rI tcri ruIii; Standard Shear Tab Connection Conventional Configuration (pg. 10-87 & 88) LISTBOXES FOR SHAPES AISC Code LPL±J WF Beam Information: Size: I_!h16x26 L: I0bevdeg Grade: A992 [Beamsetback .[Shear : 42 kijj [EDhbeam 1.5] Date: 7/6/2018 AISC 15th Ed. 3-1/2 MAX. WF BEAM T. 01 0, SHEAR PL. w/I-$ORZ.SSL WELDED TO SUPPORT WF SUPPORT BEAM Support Information: Size: IWioX15 Orientation: lweb J Grade: IA992 zJ Support Type: Column J WF Beam Cooe (as aDnhicabte: Max. Length: Top Depth: [d := 2.5i] Bottom Depth: cb:= 0in Tab Plate Information: Thickness: tpIate : O.3757 Grade: A36 _J±J Edge Dist: [EDhOrz := I lEDvert := 1.5Ii] Bolt Information: Bolt Size: r 3L4_ii Grade: LiLJ Hole Type:r7F JJ Surface Class: LJ [] Safety Factors Beam & Support Data Shear Plate Geometry 0bev ebevdeg•deg Lpiate (n— 1).b + 2EDvert Wpiate := Hbolt + EDhorz Bolt Properties [] Geometry Checks Maximum Plate Thickness Bolt Rows: Vertical Spacing: Vert Dist to First Hole: Hoiz Dist to Bolt Row: 3 in Lpiate = 12 inches Wpiate = 4.5 inches Coped Shear Tab Connection . SC-2.1A_4 ROWS.xmcd SSE iIii.rui ,:rI ru,Iil;;oc Maximum Plate Thickness: tmax = "Unlimited" W= Bolt Eccentricity Boft Capacity Date: 7/6/2018 ICkplate = "OK" kgeometry = OK" Ckcope =0K 1 = 11.93 kipslbolt ebolt = 1.5 inches Cbolt = 3.556 Reb CbOiilwV Peb = 42.4 kiPS_j Beam Web Limit Checks Gross Beam Shear: := )vy0.6FYbeamho tWbeam I*V = 66 kips I Beam Web Bearing: Cboit r ( d, hi v - 0.0625'\] _____ rbb := I)brgtWbeamFUbeam min[2.4.dbOIt 1.2•V - dal — - - 2 Irbb = 48.5 kips + (n - 1).min[2.4.dboit, 1.2.[b - (dbm hi v 0.0625)]j Beam Web Rupture: V := r0.6FUbeamtWbeam(ho - n.dbmhLv)IVrb = 47.3 kips Beam Block Shear: (El Block Shear Parameters Vbb := 4)bV(min(FuAnv, FyAgv) + FuAnt) jVbb = 44.9 kips j Beam Bending Check Section Modulus/Buckling Check *ex Mn Rbend := c + Beamsetback ip I bend = 48.1 ks Shear Plate Limit Checks Plate Shear Yielding: vyp := . 0.6. FYconrf tpiate Lpiate IVyp = 64.8 kips Plate Shear Rupture: Vrp := r.0.6.Fuconn1piate.(Lpiate _ n.dCfl_hi_V) IVrp = 55.5 kips Plate Bearing: Cboit _______ rb, 4'brg Fuconn.tpiate._.rmin[1.2.[EDvert - 0.5(dcn_hLv - 0.0625)] ,2.4 dboI1 ... 1 [rbP = 64.9 kips n [+ (n - 1).min[1.2.[b - (dCfl hl - 0.0625)J,2.4.dbolj ] Coped Shear Tab Connection SC-2.1A_4 ROWS.xmcd V4S u cyr, run io.v ot Plate Block Shear: J Block Shear Parameters Vbp := bV(mifl(FuAflVp, FyAgvp) + FuAnt) Shear Plate Weld to Support tplate 5.16 Dreq := 8 Dreq = 3.75 /16thS Dused := max(ceil(Dreq) '4) Dused = /16ths t 0 := if(sup—or = "Flange" tf,, tw) Date: 7/6/2018 53.1i;kiS I Ckweld "Need Thicker Support" "OK" otherwise if support 3.09. 0req <Fusup JSkewed Weld [] Connection Checks Summary of Checks IOWIWIM ] Output Summary 1Dr'ltet = 4 /16th5 inch fillet weld I IControl = 42.4 kipJ [tSUPPreq = 0.178 inches tHSSreq = 0.152 inches weld at shear plate to support Coped Shear Tab Connection SC-2.1A-4 ROWS.xmcd SETBACK 'dVF BEAM 3 SIDES (YP) 04 I E s; ! W ; r U 1 I v ; r 0 C Welded-Bolted Double Angle Shear Connection (Welded NSL and Bolted OSL) (JLISTBOXES FOR SHAPES Date: 12/14/2017 AISC 15th Ed. AISC Code I_Q. J:J WF Beam information: Size: Ic Grade: 1. A992 i±.J [iamsetback := 0.5 in WF Beam Cone (as applicable): Max. Length: g:= 6 in Top Depth: ct:= 2.5 in Bottom Depth: jdcb = 0 in Double Angle Information: Size: L4x3x5/l6j Grade: Orientation: FSLBB L::J [ge := 5.5 inchesl [EDvertangie __1.25 inches Bolt information: Bolt Size: Grade: FA325N .J Hole Type: I Surface Class: ICLASS_77D [] Safety Factors Beam & Support Data Angle Properties El Bolt Properties Bolt Checks Support Information: Size: ILJ! Grade: F92J Orientation: Column Web i±J Bolt Rows: Vertical Spacing: Lb := 3I7 Vert. Dist. to First Hole: 4.= 4i7 Bolt Shear: = 11.93 kips/bolt Reb := 2n•,r, Arnie Edge Distance/Length Check: Langie := (n - 1) b + 2 EDvert_angie Check Joint Configuration SHEAR - CLIP ANGLES SC-3. 1A—Sample Calc.xmcd V4S 'SE ru i rulu;rt Beam Web Limit Checks Beam Web Yielding: Vyu := 0.6 FYbeam beam dbeam VYC := 0.6 FYbeam beam h0 Beam Block Shear: [fl Block Shear Parameters Vbb := I)bV(min(FuAnv, FyAgv) + UbS•FuAnt) Date: 12/14/2017 IVYU = 78.5 kips lvyc = 66 kips IVbb = 65.3 kips Beam Bending Check [El Section Modulus/Buckling Check *flex Mn Rbend c + Beamsetback IRbend = 55.5 kIPS 1 Angle Limit Checks Angle Yielding: Vya : iIi. 0.6 Fy,y tangle* Langie 2 ic = 103.5 kips7771 Angle Rupture: Vra := r 0.6Fuconn tangle- (Langie - n.dcn_hLv)2 IVra = 87 kips Angle BeannglTearout: rba 'brg2 Fuconn tangiefmin[1 .2.[ED_ _L(ccn hlv - 0.0625). 0.5Jj ,2.4 dbolj ...1 frba = 110.8 kips ] [+ (n - 1). min[1 .2. Lb - (dcfl hl V - 0.0625)] ,2.4 dbOI J Angle Block Shear: [El Block Shear Parameters Vba := l)bv2(m1fl(FuAnva,FyAgva) + Ubs.FuAnta) jVba 86.2 kips 1 Eccentric Weld Angle Weld to Beam ki = 2.5 Cweld = 1.322 !DHIet := 4 /16thS inch fillet weld Dfihlet min := min(ceil (min (tang,e, tWbeam)4) + 1,5) DfihleLmjn = 2 /16ths inch (Min.fillet weld size for marl thickness.) (1'r 0.6• Funn• tangle Or'0.6. Fubeam• beam Dfihlet max := mini - Dm1, 2D11, Dfiuletmax = 2.626 /16ths inch (Max.fillet weld size due to Base Metal.) Rweld Cweld Langie min(Dfih,et, Dfihlet_max) 2 Id = 79.9 ps SHEAR - CLIP ANGLES SC-VA—Sample Calc.xmcd V4 S r r , I E Date: 12/14/2017 Supporting Member Limitations Bearing on Supporting Member Ibrg FusUp. 2. if(Sup_Or = I , ff,, twp)[2.4. dboit + (n - 1). min[2.4. dboit, 1.2.[b - (dbolt + .0625IflJ rbS := Sides Connection Checks— Summary of Checks Output Summary I = 4 I16 inch fillet weld j weld at angles to supported beam web lUncoped = 78 kips 1 capacity of uncoped beam lCoped = 65 kips connection capacity of coped beam [Cope = 55 kips coped beam capacity iwbllm = 0.25 inches N1requ = 0.167 inches ] required support thickness at single side conx (uncoped) tW2requ = 0.333 inches7 required support thickness at double side conx (uncoped). bAl1reqc = 0.139 inches 1 required support thickness at single side conx (coped). 2reqc = 0.278 inches J required support thickness at double side conx (coped). SHEAR - CLIP ANGLES SC-11A—Sample Calc.xmcd (0!..)SS i E lI IItI IIflIfII Date: 11/13/2018 WF Beam Information: Size: 1. W14X22 Grade: FT992 1±1 [Shear := 10 kip-Li !Axial := 3 kips __I Tab Plate Information: Thickness: [tpiate : O.37iii7 Grade: Edge Dist.: [Dhorz := 1.5 i tEDvert : 1.5i7 Support Information: Size: jW18X35 - Grade: A992 Bolt Information: Bolt Size: Grade: A325SCJ Hole Type: FSS7. Surface Class: j CLASS ()Safety Factors J Beam & Support Data Shear Plate Geometry rebevdeg := 0• de IEDhbeam := 1,5 i WF Beam Cone (as applicable): Max. Length: Top Depth: [d := 1.5 i7 Bottom Depth: jdCb:= 1.5 in 1 Orientation: I Web - Support Type: Bolt Rows: Vertical Spacing: Bolt Columns: = i] Horizontal Spacing: 1&.:-.3 i AISC 14th Ed. Hbolt EDhorz FACE OF SUPPORT - WFBEAM i—I - 4 - TAB PLATE I EDhbeam Shear Plate with Axial and Shear Loading Beam to Support with Cope Option !J LISTBOXES FOR SHAPES AISC Code Setba Vert. Dist. to First Hole: 3 in Horz. Dist. to Bolt Row: [11olt := 23W7 Combined := JShear2 + Axial2 Combined = 10.44 °bev 0bevde9 de9 -plate := (n - 1). b + 2 EDvert Lpiate = 9 inches Wpiate := Hbolt + EDhO + (M - 1).g Wpiate = 4 inches Bolt Properties - Shear Plate with Axial SSI (W14).xmcd roa... S SE ur t ILII Date: 11/13/2018 [] Geometry Checks Bolt Capacity aboit := Hbolt+ (m - 1).g.0.5 abolt = 2.5 inches J Bolt Eccentricity = 5.4 kips/bolt ebort = 2.5 inches Cbolt = 1.966 Reb := Cboir,I,ry IReb10.6 kips Beam Web Limit Checks Beam Web Yielding: Vybv := yO.6FYbeam tWbeam dbeam !Vybv = 63 kips Tyba := yFYbeam A9beam fTyba = 194.3 kips 1 Beam Web BearinqlTearout: Cboit rbb Ibrg.FUbeam.tWbeam.[+M(n—l).min[I.2.(b--d—bm—hl—V+0.0625),2.4-dbolt] 1n[1.2.[v - 0.5(dbm hi v 0.0625)],2.4.dboI ].__. Irbb = 26.4 kips Beam Net Tension: Trba := rFUbeam U(A9beam - fl.dbmhLv4.Jbeam) ITrba = 133.912 1 Beam Block Shear (Axial): A, beam2[(m— 1).g +(Hboit — Beamsetback) — (m — 0.5)dbm hi hI Av = 0.489 in2 A := twbeam{(n - 1)b - (n - 1)dbmhLv] At = 0.978 in2 FuAnt:= FUbeam At FuAnt = 63.538 kips FuAnv : 0.6FUbeam Av FuAnv = 19.061 kips FyAgt := twbeam[(n - l)b]FYbeam FyAgt = 69 kips FyAgv := 0.6.tWbeam.2.[(m - 1).g + (Hbolt— Beamsetback)].Fybeam FyAgv = 20.7 kips Vbba := 4bv(FuAnt + min(FuAnv, FyAgv)) I'bba = 41.3 kips Beam Bending Check Section Modulus/Buckling Check I)flexMn Rbend := C + Beamsetback Shear Plate Limit Checks Plate Yield: vypv := 0.6• tpiate Lpiate IRbend = 39.4 kips jVypy = 48.6 kips Shear Plate with Axial SSI (W14).xmcd tiS S E Date: 11/13/2018 $IfCL Iiiiii Typa Iy, tpiate Lpiate ITypa = 72.8 kips J Plate Ruoture: Vrpv *r 0.6 FUconn tpiate (Lpiate - fl dcflv) lVrpv = 41.6 kips Trpa := r Fuconn tpiate (Lpiate n.dCfl_hi_V) Trpa = 69.3 kips Plate BearinqlTearout: rbP 'l'brg FUconn tpratefmin1.2tEDvert - 0.5(d hi v - 0.0625)1, 2.4dboI Cbolt l L (n - 1).min[1.2.(b - O.0625,2.4.dbo j]' Irbp = 35 kips 1 Plate Block Shear w/ Respect to Shear: Ub, := if(m> I ,0.5, 1.0) Block Shear w/Respect to Shear Vbpv := )bV.(FuAntP.UbS+ min(FuAnv, FyAgv)) jVbpv = 40.9 kips 1 EEl Block Shear w/Respect to Axial Plate Block Shear wl Respect to Axial: Vbpa := min(vbpal , V P ) I'bpa = 58.4 kipS Shear Tab Bendina Check: 'kfIex FYconntpiate Lpiate 2 Rbendp x := IRbendp_x = 65.5 kips 4-abolt tpiate 2 Rbendp_y := *flex.Lpiate 4 Opiate + tWbeam). 0.5 IRbendpj, = 22.5 kips Net Section Modulus of Plate: tpiate Lpiate2 b2 . (n2 - 1).t plate,dcfl_hi_v SXnetp = 5.625 in3 SXnetp - 4Lpiate Net Bending of the Plate: Rnbendp := l'r SXnetp ________ Hbolt IRnbendp = 65.3 kips Shear Tab Axial Buckling Check: :=29OOOksi Buckling Parameters Pc lc Lpiate tpiate Fcrp JPc = 69.9 kips Plate Shear/Tension Interaction: Mx := Shear.abO, tWbeam + tpiate My:= Axial 2 Shear Plate with Axial SS1 (W14).xmcd Mx = 25 My = 0.907 (bS S 1 E $Ii.1, IU (IStULuI Mx : Rbendp x• a,0fl My := Rbendp.J (tpiate + tWbeam)• 0.5 V := min(Vybv,Vypv,Vrpv,rbp,Vbpv) = 35.002 Mx MY (Axial')2 Controlinteraction := -+ xp y) pc ) (Shear v ) ] = 0.294 Date: 11/13/2018 Mx = 163.698 My = 6.821 I Control eraction = 0.294 1 Weld of the Shear Tab to the Support 0 = 16.699- deg Eccentric Weld tsup if(Sup_Or = I ,tfsup,twp) 4Shear2 + Axial2 Cweld = 0.8 Dreq ._ . LpIate weId /16ths inch fillet weld Diiet_mjn min(ceil(max(tpiate, t)4) + 1,5) Dfihletmjn = 3 /16ths inch (Min.fihlet weld size for mat'lthickness) f'tI)r 0.6W tplate 4'r 0.6 Fu• tsu D ) Dfihletmax := min (*r. ,.2 ' D, Diietmax = 3.515 I16ths inch (Max.flllet weld size due to Base Metal.) Check_weld := if(Dreq :5 Dflhlet_max, "OK", "Base Metal Controls") Dfihlet := max(Dfitweld, DfiIet mi Dreq) Rweld := Lpiate 2 CweId min(Dfihlet, Dfihletmax) Dreq = 0.725 I16ths inch ICheck_weld = "OK" I IDfihIet = 4 ,ths inch fillet weld IeId = 50.6 kips [j]Connection Check Summary of Checks Controlshear = 35 kips IControlaxial = 22.5 kips IControlcombined = 10.6 kips Itroljnteractjon = 0.29 1 ieckconx = 'OK' ICheckv = "OK "j [Checka = "OK" ICheckbW = "OK"] [Checkgeomet = Idckcope = "OK" ICheckinterp = "OK" ICheckupp = "OK" Output Summary Shear Plate with Axial SS1 (W14).xmcd Date: 11/13/2018 weld at shear plate to support Shear Plate with Axial SS1 (W14).xmcd 'StStE IvirI s tilt fisiuctu Shear Plate with Axial and Shear Loading Beam to Support with Cope OptiOn USTBOXES FOR SHAPES AISC Code IAsDLJ WF Beam Information: Size: W16X26 Obevdeg := 0•de Grade: A992 .L1 [earn : 1.5 ii [ear := 12 kiiJ [Axial := 5 kifrjJ Tab Plate Information: WF Beam Cone (as applicable): Thickness: := O375 in— J Max. Length: := 4 in - Top Depth: dct :=1.5i] Grade: A36 IZJ Bottom Depth: dcb := 1.5 in Edge Dist.: [EDhOFZ := 1.51i7 [EDvert := 1.5iJ Support Information: Size: IW18X35LJ Orientation: LWe!. 1iJ Grade: 992 Support Type: Beam J Bolt Information: Bolt Size: E/4 Bolt Rows: fi:= 4Ii Grade: A325SCJ Vertical Spacing: _______ Bolt Columns: := i] Hole Type: I! J.J Horizontal Spacing: Surface Class: rn e.g.... es...... Date: 11/13/2018 AISC 14th Ed. HboIt-.. EDhorz FACE OF SUPPORT tL1 JWFBEAM F- TAB PLATE hb earn Vert. Dist. to First Hole: 3 in 1 Horz. Dist. to Bolt Row: [Hbort := 2.5 in] LM "'7 • LJU Beam & Support Data Shear Plate Geometry Combined := jShear2 + Axial2 Combined = 13 ebev := Obevdeg.deg Lplate : (ii - 1).b + 2EDvert Lpiate = 12 inches Wpiate := Hbolt+ EDhorz+ (m - 1).g Wpiate = 4 inches Bolt Properties - Shear Plate with Axial SS1 (W16).xmcd 'S S i E5It;ir, Srullilifl Date: 11/13/2018 Geometry Checks Bolt Capacity abolt Hbolt+ (m— 1)•g.0.5 abolt = 2.5 inches Bolt Eccentricity = 5.4 kips/bolt ebolt = 2.5 inches Reb := CbOl.rV Beam Web Limit Checks Beam Web YleldinQ: Vybv :=iovy.°6 FYbeamtWbeamdbeam Tyba := 14)y FYbeam A9beam Cbolt = 3.015 IReb = 16.3 kips Vybv = 78.5 kips Tyba = 229.9 kips 1 Beam Web Bearinq!Tearout: rbb $br9 Fubeam.tWbeam.[min[1.2.[V - 0.5(dbm hi - 0.0625)], 2.4dbol L (n - 1). min[l .2 (b - dbm hl--v+ 0.0625), 2.4.dbol] J Beam Net Tension: Trj, := 'kr FUbeam U (Agbeam - n• dbm hlv tWbeam) Beam Block Shear (Axial): A := Av:= twbeam.2.[(m - 1).g + (HbOIt — Beamsetback) - (m - 0.5)dbmhLh1 At := twbeam[(n - 1)b - (n - 1)dbmhLv] FuAnt := FUbeam At FuAnv 0.6 FUbeam A FyAgt := beam[(fl - l)b]FYbeam FyAgv := 0.6 tWbeam 2.[( m - 1). g + (HbOlt - Beamsetback)]. FYbeam Vbba := )bv (FUAflt + min(FuAnv, FyAgv)) Beam Bending Check Section Modulus/Buckling Check *flex Mn Rbend := c + Beamsetback Shear Plate Limit Checks Plate Yield: vypv := 0.6. tpIate Lpiate Irbb = 44.1 kips ITrba = 154.814 A,= 0.531 in2 At = 1.594 in2 FuAnt = 103.594 kips FuAnv = 20.719 kips FyAgt = 112.5 kips FyAgv = 22.5 kips I"bba = 62.2 kipsJ Rbend = 60.4 kips = 64.8 kips 1 Shear Plate with Axial SS1 (W16).xmcd jS S E$SIIfI SliStittit Date: 11/13/2018 Typa := 1)• FYnntpiate Lpiate [Typa = 97 kips ___j Plate Rupture: Vrpv : I'r 0.6 FU ony tpIate (Lpiate - fl dcn_p_v) Trpa := tplate (Lpiate — n. dCflV) Plate Bearinq!Tearout: rbP := l'brg FUconn.tpiate [+M(n ifl[1.2.[EDvert - 0.5(dcn_hL 5) v — O.0625fl,2.4 dbol Cbolt j[ - 1).min[1.2.(b — dcfl hi 0.062,2.4•dbOIj] N'rpv = 55.5 kips ITrpa = 92.4 kips 1 [rbP = 55 kips 1 Ubs := if(m> 1,0.5,1.0) Plate Block Shear wl Respect to Shear: Block Shear w/Respect to Shear Vbpv := 4bv (FuAnip. Ubs + min(FuAnv, FyAgvp)) j Block Shear w/Respect to Axial Plate Block Shear w/ Respect toAxiall: Vbpa := min(Vbpal ,Vbpa2) Shear Tab Bending Check: 2 *flex. Fyconntpiate Lpiate Rbendpx := 'S. abolt tplate 2 Rbendp_y := flex Lpiate 4. (tpiate + tWbeam). 0.5 Net Section Modulus of Plate: tpIate Lpiate2 — b2 n. (n2 - tpIate dcn_hl_v SXnetp := 4. Lpiate Net Bending of the Plate: lbr. SXr,ptn IVbpv = 53.1 kips 1'bpa = 81.5 kips lRbendp_x= 116.4 kips lRbendpy = 29.1 kips SXnetp = 9.809 Rnbendp := -- Hbolt IRnbendp = 113.6 kips Shear Tab Axial Buckling Check: EEl Buckling Parameters LjiIksIi Pc := 14)c Lpiate tplate Fcrp Plate Shear/Tension Interaction: = 93.2 kips Mx := Shear. 8bolt My tWbearn+ tplate Axial Mx = 30 My= 1.563 Shear Plate with Axial SS1 (W16).xmcd Date: 11/13/2018 Mx := Rbendp_X abolt My := Rbendp.J (tpiate + tWbeam). 0.5 V1 := min(VYbV, Vypv, Vrpv, rbP, Vbpv) = 53.06 Mx + (Axial .2 + Shear)I =Controlinteraction := + L(Mxp Myp)pc ( vn 0.28 Mx = 291.018 My = 9.094 IControlinteraction = 0.28 1 Weld of the Shear Tab to the Support 0 = 22.62. deg W= Eccentric Weld tsup := if(Sup_Or = I ,ffsUp,tw) 4hear2 + Axial2 Cweld = 0.881 0req LpIateL -'weld iDfiIw&d =I /16ths inch fillet weld Dfihlet_mjn := min(ceil(max(tpiate, t)4) + 1, 5) 0filletmin = 3 /16ths inch (Min.fillet weld size for mat'l thickness.) Dfihlet max := min " 0.6 tplate tl)r 0.6 Fu• tp) tIr D,.2 ' D, Dfihletmax = 3.515 /16ths inch (Max.fillet weld size due to Base Metal.) Check_weld := if(Dreq < 0fillet_max' "OK" ,"Base Metal Controls") Dfihlet := max(Dfilweld, °fihlet_min' Dreq) Rweld := Lptate 26 Cweld min(Dfihlet, Dfihletmax) Dreq = 0.615 /16ths inch ICheck_weld 77'01<- I I0riIlet = 4 ,ths inch fillet weld I Rweld = 74.3 kips Connection Check Summary of Checks IControl,h,,r = 53.1 kips Controlaxai = 29.1 kips 1 IControlcombined = 16.3 kips tQpntrolinteraction = 0.28 ICheckconx [Check = "0K' IChecka = 'OK" ICheckbW = "OK" 1 ICheckgeomet = "OK" ICheckcope = "0KJ ICheckinte = "OK'] [Check pp = "OK" 1 Output Summary Shear Plate with Axial SSI (W16).xmcd (0!~.)S $11L II91IICI Date: 11/13/2018 weld at shear plate to support Shear Plate with Axial SS1 (W16).xmcd S ! S I E Istporth STEEL 11411111% Date: 11/13/2018 Shear Plate with Axial and Shear Loading Beam to Support with Cope Option USTBOXES FOR SHAPES AISC Code IASD J WF Beam Information: Size: w18X35J I0bevdeg := 0•de Grade: Ii±i Abearn 1.51w] IShear := 20 kipJ [Axial := 5kips I Tab Plate Information: WF Beam Cope (as applicable): Thickness: [tpiate := Max. Length: Top Depth: Grade: tdct:1.5i7 A36 _J Bottom Depth: dcb := 1.5 in 1 Edge Dist.: [EDhorz : 1.517 [EDvert := 1.51] Support Information: Size: 18X35 - Orientation: Web - - Grade: A992 Support Type: Beam 'J AISC 14th Ed. Hbolt.\ ,,EDhorz FACE OF SUPPORT WF BEAM 1 I'- I- - TABPLATE 'EDhb earn ..It Setback Bolt Information: Bolt Size: Grade: J A325SCJ Hole Type: Surface Class: CLASS At ,- no Safety Factors [E] Beam & Support Data Shear Plate Geometry Combined := 4he2 + Axial2 Bolt Rows: Vertical Spacing: Bolt Columns: := 1] Horizontal Spacing: := 3]3 Vert. Dist. to First Hole: := 2.875]I1 Horz. Dist. to Bolt Row: [i := 2.51] Combined = 20.616 °bev 0bevdegde9 Lpiate := (n - 1)-b + 2 EDvert Lpiate = 15 inches Wpiate := Hbolt + Whom + (m - 1)-g Wpiate = 4 inches J Bolt Properties - Shear Plate with Axial SS1 (W18).xmcd 1S S E Date: 11/13/2018 tIIEtLIltlIfjI1 Geometry Checks Bolt Capacity abolt:= HbOI+(m - 1).g.0.5 abOl= 2.5 inches [El Bolt Eccentricity = 5.4 kips/bolt ebolt = 2.5 inches Cboit = 4.1 Reb CboIrl)ry IReb = 22.1 kips 1 Beam Web Limit Checks Beam Web Yielding: Vybv := *vyO.6FYbeam tWbeam dbeam I"ybv = 106.2 kips 1 Tyba := 1y FYbeamA9beam ITyba = 308.4 kips 1 Beam Web BearinqlTearout: 1n[1.2.[V - 0.5(dbm hi v 0.0625)],2.4dboI Cbolt rbb := )brg.FubeamWbeam. [+M(n—l).min[I.2.(b : bm hL v 0.0625),2.4.dbOI 1 Irbb = 72 kips 1 Beam Net Tension: Trba := Or FUbeam U (Agbeam - n dbm hi v tWbeam) ITrba = 204.466 Beam Block Shear (Axial): A tWbeam 2,1(m - 1). g + (Hbolt - Beamsetback) - (m - 0.5). dbm hLh] A, = 0.638 in 2 At twbeam.[(n - 1)b - (n - 1)dbm hL v] At = 2.55 in2 FuAnt := FUbeam At FuAnt = 165.75 kips FuAnv := 0.6 FUbeam Av FuAnv = 24.862 kips FyAgt := tWbeam[(fl - l)b1FYbeam FyAgt = 180 kips FyAgv 0.6tWbeam.2.[(m - 1)•g + (Hbolt — Beamsetback)].Fybeam FyAgv = 27 kips Vbba := 'tl)bV(FuAnt + min(FuAnv, FyAgv)) I'bba = 95.3 kips Beam BendinQ Check [El Section Modulus/Buckling Check tl)flexMn Rbend := c + Beamsetback Shear Plate Limit Checks Plate Yield: V, := 0.6. tplate Lpiate IRbend = 97 kips IVypv = 81 kips Shear Plate with Axial SS1 (W18).xmcd S ( S i E Igo Typa := ,• Fy• tpIate Lpiate Date: 11/13/2018 ITYpa 121.3 kips 1 Plate Rupture: Vrpv := 'I'r 0.6 FU 0 tplate (Lpiate - fl dcn_iii_v) T,pa := Funntpiate(Lptate - n.dCfl_hl_V) Plate Bearinq!Tearout: rbP ''brg FUconn tp,ateFmin[1.2[EDvert - 0.5(d n hi v - 0.0625 2.4- 2.4 dbolil Cbolt L (n - 1).min[1.2.(b - dcfl hIv 0.O625),2.4dboj I 1"rpv = 69.3 EPT7771 ITrpa = 115.5 kips IrbP = 75.9 kips Plate Block Shear WI Respect to Shear: Block Shear w/Respect to Shear Vbpv := lbv (FuAnt. Ubs + min(FuAnvp, FyAgvp)) Block Shear w/Respect to Axial Plate Block Shear wl Respect to Axial: Vbpa := min(Vbpal , Vbpa2) Ubs := if(m> 1,0.5,1.0) 1VbPV = 65.2 kips 1 = 104.6 kips Shear Tab Bending Check: *flex- FYconntpiate Lpiate2 Rbendp x 4. abolt tplate 2 Rbendp_y := *flex,Fy 0. Lpiate 4. (tpiate + tWbeam). 0.5 Net Section Modulus of Plate: tptate Lpiate2 - b2 n. (2 - 1).t plate dcn_hl_v SXnetp := 4Lpiate Net Bending of the Plate: 4r SXnetp Rnbendp := Hbolt Pbendp_x 181.9 kips lRbendpj, = 33.7 kips SXnetp = 15.188 in3 I Rnbendp = 176.2 kipsj Shear Tab Axial Buckling Check: E 29000 kS J j Buckling Parameters Pc := 11)c Lpiate tplate Fcrp 116.5 kips Plate Shear/Tension Interaction: Mx := Shear. abolt beam + tplate My:= •Axial 2 Shear Plate with Axial SS1 (W18).xmcd Mx = 50 My= 1.688 (2bS S 'Esiiru stue Mx : Rbendp,( abolt My := Rbendp.y(tplate + tWbeam).0.5 V := min(Vybv,Vypv,Vrpv,rbp,Vbpv) = 65.21 ar Controljnteraction := + +Axial'2 + ;=0. 1(-izXp 269 Myp) 1.. J Date: 11/13/2018 Mx = 454.716 My= 11.368 Iontrolinteractjon = 0.269 Weld of the Shear Tab to the Support e = 14.036-deg Eccentric Weld tsup := if(Sup_Or = I , tw) D 4Shear2 + Axial2 = 0.907 req °req = 0.758 /l6ths inch Lpiate2CweId /16ths inch fillet weld Dfiulet_min := min(ceil(max(tpiate, t).4) + 1,5) Diietmin = 3 /16ths inch (Min.fillet weld size for mat'l thickness.) ('Pr 0.6 Fuonn tpiate 'Pr 0.6 t gp Dfihlet max := mini - D,.2 D, Dfihiet max = 3.515 /16ths inch (Max.fillet weld size due to Base Metal.) Check_weld := if(Dreq :9 Dflhlet_max, "OK" ,"Base Metal Controls") ICheck_weld = "OK" 1 Dfiulet := max(Dfliwetd, 0fihlet_min Dreq) lOfihiet = 4 jths inch fillet weld Rweid := Lptate 2 Cweid min(Dfihiet , Dfihiet_max) IRweid = 95.6 kips 1 [] Connection Check Summary of Checks IControIshear = 65.2 kips ICheckconx = "OK" 1 Checkgeomet = IControlaxiai = 33.7 kips ICheckv = "OK" Checkcope = "Plate too Low" IControlcombined = 22.1 kips 1 IChecka = "OK" iheckjnterp Iontroljnteractjon ICheckbw = "OK" IChecksupp = "OK" Output Summary Shear Plate with Axial SS1 (W18).xmcd A19..5 1 StE uhI IIeIILIu Date: 11/13/2018 weld at Shear plate to support Shear Plate with Axial SSI (W18).xmcd Cq S i SIE fI S(Ilu Shear Plate with Axial and Shear Loading Beam to Support with Cope Option USTBOXES FOR SHAPES AISC Code LP_LJ WF Beam Information: Size: W16X26 Grade: I_.?iJ [hear := 12 kipJ !Axial := 5 kips I Tab Plate Information: Thickness: tpiate : 0.3751i7 Grade: LJ Edge Dist.: [EDhOTZ := 1.517 [ED,., 1.51 Support Information: Date: 11/13/2018 AISC 14th Ed. HboIt' g EDhorz / ' ft' WF BEAM 144J FACE OF SUPPORT a. bevdeg := 0de L hbeam:= 1.&] WF Beam Cope (as applicable: LU Max. Length: Top Depth: .01 in Setback Bottom Depth: [drb I TAB PLATE EDhbeam Size: W10X33 J Orientation: J Web Grade: A992 Support Type: Column J Bolt Information: Bolt Size: Grade: [A325ScJ Hole Type: SSL Surface Class: CLASS A!±J (] Safety Factors Beam & Support Data Shear Plate Geometry Bolt Rows: Vertical Spacing: Bolt Columns: = 2 Horizontal Spacing: = 3 in Vert. Dist. to First Hole: =2.87511 Horz. Dist. to Bolt Row: lHbolt := 5.25 Combined := JShear2 + Axial2 Combined = 13 °bev Obevdeg.deg Lpiate := (n - 1).b + 2EDve,.t Lpiate = 12 inches Wpiate := Hbolt+ EDhO +(m — 1)g Wpiate = 9.5 inches Bolt Properties - Shear Plate with Axial SS2 (W16 to Column).xmcd C13S S~~E 111110110, iiisi fj Geometry Checks Bolt Capacity abolt := Hbolt+ (rn- 1).g.0.5 abolt = 6.5 inches Bolt Eccentricity = 5.4 kips/bolt ebolt = 6.5 inches Cbolt = 3.552 Reb := CbOlr)rV IReb = 19.2 kips Beam Web Limit Checks Beam Web Yielding: Vybv := FYbeam1Wbeamdbeam IVybv = 78.5 kips 1 Tyba := 4y FYbeamA9beam ITyba = 229.9 kips 1 Beam Web BearinqlTearout: Cbolt rbb := 4'brg FUbeam Nbeam. IT ifl[1.2.[V - 0.5(dbm hi v - 0.0625)],,,2.4- dbol (n - 1). min[1.2. (b: dbm_hLv + 0.0625), 2.4. dbOi I Irbb = 52 kips 1 Beam Net Tension: Trba := I'r FUbeam U(Agbeam - n.dbm hi twbeam) ITrba = 154.814 Beam Block Shear (Axial): A,, := tWbem.2:[(m— 1).g +(HbOit — Bearnsetback)—(rn— 0.5)dbm hIh] A = 1.594 in At :=twbeam.[(n-1)b—(n-1).dbm hi v] At1.594 12 FuAnt FUbeam At FuAnt = 103.594 kips FuAnv : 0.6FUbeam Av FuAnv = 62.156 kips FyAgt := twbeam[(n - l)b]FYbeam FyAgt = 112.5 kips FyAgv := 0.61Wbeam 2.[(m - 1).g + (HbOit — Beamset ck)].Fybeam FyAgv = 67.5 kips Vbba := ,bV(FuAnt + min(FuAnv, FyAgv)) I"bba = 82.9 kips Beam Bending Check [El Section Modulus/Buckling Check *flex Mn ____________________ Rbend := c+ Bearnsetback Pbend = 221.8 kips Shear Plate Limit Checks Plate Yield: Vypv yO.6FYconn tpiate Lpiate 1"ypv = 64.8 kips 1 Shear Plate with Axial SS2 (W16 to Colurnn).xmcd S S E U Ilttip SIEIL (IIIUUI Typa I'y• tplate Lpiate Date: 11/13/2018 Typa = 97 kipE771 Plate Rupture: Vrpv : 0.6 FUconn tp1ate (Lpiate - fl dcn_i_v) Trpa Or. FUconn tpIate (1-plate - fl dcnhv) Plate BearinqlTearout: rbP brg.Fuconn.tpiate.[m1fl[1.2{EDvert— 0.5(d hi v 0.0625)l,2.4dbo, Cboit l [+ (n - 1). min[1 .2. (b - + 0.0625) ,2.4 dboj I Vrpv = 55.5 kips j Trpa = 92.4 kips bp = 64.8 kips Plate Block Shear wl Respect to Shear: Block Shear w/Respect to Shear Vbpv := Ibv (FuAnt. Ubs + min(FuAnv, FyAgv)) Block Shear w/Respect to Axial Plate Block Shear w/ Respect to Axial: Vbpa : min(Vbpal Vbpa2) Shear Tab Bending Check: Rbendp x Iflex Fyconntpiate Lpiate 2 := 4•abolt tpiate 2 Rbendp_y := 4flex Lptate 4. (tpiate + tWbeam). 0.5 Net Section Modulus of Plate: tpiate Lpiate2 - b2 n. (2 - 1).t plate*dcn_hi_v SXnetp := 4 Lpiate Net Bending of the Plate: FUcrjnn SXnetp Rnbendp := Hboit Ubs := if(m> 1,0.5,1.0) Vbpv = 58.3 kips N'bpa = 99.1 kips kbendp_x = 44.8 kips Ibendp_y = 29.1 kips SXnetp = 9.809 in3 Il%bendp = 56.9 kips Shear Tab Axial Buckling Check: JjJ Buckling Parameters Pc := 'I)c Lpiate tp1ate Fcrp [P = 73.8 kips Plate Shear/Tension Interaction: Mx := Shear. abOlt beam + tpiate My:= .Axial 2 Shear Plate with Axial SS2 (W16 to Column).xmcd Mx = 78 My= 1.563 Date: 11/13/2018 bS S iE t tell ltu Mx : Rbendp abolt My := Rbendpy(tplate + tWbeam)0.5 V := min(VYbV, Vypv, Vrpv, rbP , Vbpv) = 55.462 r Mx !Y.!!.'1 + (Axiai'2 +(Shear)41 Controlinteractia,, := + LL Mx My) pc ) vn = 0.447 Mx = 291.018 My = 9.094 [Controlinteraction = 0.447 Weld of the Shear Tab to the Support 9 = 22.62. deg Eccentric Weld tsup := if(Su p_Or if , tw5up) Dreq:.J Shear + Axial2 Cweld = 0.562 LpIate '-'weld FDfilW&d:=41, /16ths inch fillet weld Dfillet_min := min(ceil(max(tpiate, t)4) + 1,5) 0fi11etm1n = 3 /16ths inch (Min.fillet weld size for matl thickness.) " 0.6- tplate *r-0.6-Fusup-tsup DfihleLmax := minI Ir D1,.2 D,1, Diietmax = 3.515 /16ths inch (Max.fillet weld size due to Base Metal.) Check_weld if(Dreq :9 Dfihlet_max, "OK", Base Metal Controls') Dfihlet := max(Dfilweld, DfiIt mi Dreq) Rweld Lpiate 2 CweId min(Dfihlet, Dfihletmax) 0req = 0.964 /16ths inch Check_weld = "OK" I I0fiflet = 4 11ths inch fillet weld IRweld = 47.4 kips Connection Check Summary of Checks IControIshear = 44.8 kips IControlaxial = 29.1 kips [Control mbIfled = 19.2 kips Iontrolinteractjon = 0.45 ICheckconx = "OK" 1 ICheckv = "OK" IChecka = "OK" lCheckbW = "OK 1 ICheckgeomet = "OK" [Checkcope = "OK" 1 Checkjnte,,, lChecksupp = "OK' Output Summary Shear Plate with Axial SS2 (W16 to Column).xmcd C13S' S t E tift hUt tiStuhhlt Date: 11/13/2018 weld.at shear plate to support Shear Plate with Axial SS2 (W16 to Column).xmcd ''S 1 S I E Date: 11/13/2018 )IE1I IIIIIII) Shear Plate with Axial and Shear Loading AISC 14th Ed. Beam to Support with Cope Option J LISTBOXES FOR SHAPES AISC Code HboIt.. ,EDhorz 9. WF Beam Information: FACE OF SUPPORT Size: W18X35 L0bevdeg : 0deg - - WF BEAM Grade: I22._i.i [EDhbearn := 1.5IT] IShear := 21 kips Axial := 5 IpS I Tab Plate Information: WF Beam Cope (as applicable): TAB PLATE Thickness: [tpiate 0.3757 Max. Length: := .01 in 1 tEDhbeam Grade: A36 _J Top Depth: .[dt .01 in 1 Setback) Bottom Depth: = 0 in ] Edge Dist.: 1EDho := 1.5I] I ED,., := 1.51i7 Support Information: Size: W10X33 Orientation: I Web Grade: A992 Support Type: i±I Bolt Information: Bolt Size: Grade: IS]J Hole Type: F SSL -771 Surface Class: CLASS AJ [El Safety Factors [E] Beam & Support Data Shear Plate Geometry Bolt Rows: [ := Vertical Spacing: Bolt Columns: Horizontal Spacing: := 31] Vert. Dist. to First Hole: := 2.8751i Horz. Dist. to Bolt Row: [Hbolt := 5.21ii1 Combined := JShear2 + Axial2 Combined = 21.587 0bev Obevdeg.deg Lpiate := (n - 1).b + 2EDvert Lpiate = 15 inches Wpiate : Hbolt+ EDhorz + (m 1).g Wpiate = 9.5 inches Bolt Properties Shear Plate with Axial SS2 (W18 or W21 to Column).xmcd CO3S S Ez I,IIuiLfl [] Geometry Checks Bolt Capacity abolt := Hbolt+ (m - 1).g.0.5 a,Oft = 6.5 inches Bolt Eccentricity , = 5.4 kips/bolt ebolt = 6.5 inches Cbolt = 5.037 Reb := Cbolrry IRIb = 27.2 kips 1 Beam Web Limit Checks Beam Web Yielding: Vybv := Ivy 0.6 FYbeam beam dbeam IVybv = 106.2 kips Tyba := thy Fybem Agb m ITyba = 308.4 kips Beam Web Bearinq!Tearout: Cbolt in[1.2{V - 0.5(dbm hi - 0.0625)], 2.4 dbOl rbb t'brg Fubeam.twbeam. [+M(n - 1). min[1.2. (b - dbm hlv + 0.0625),2.4- dboI ] Irbb = 88.4 kips Beam Net Tension: [U:=ó. Ta := Or FUbeam U (Agbeam - n, dbm hI v1Wbeam) lTrba = 204.46j Beam Block Shear (Axial): A tWbeam.2.[(m - 1).g + (HbOIt - Beamsetback) - (m - 0.5)dbm hLh] Av = 1.912 in2 A1 := twbeam{(n - 1)b - (n - 1)dbm hL v] At = 2.55 in2 FuAnt : FUbeam At FuAnt = 165.75 kips FuAnv : 0.6FUbeam Av FuAnv = 74.587 kips FyAgt beam[(fl - 1)b]FYbeam FyAgt = 180 kips FyAgv := 0.6.tWbeam.2.[(m - 1).g + (HbO,t — Beamsetck)].Fybeam FyAgv = 81 kips Vbba := I)bV (FuAnt + min(FuAnv, FyAgv)) I"bba = 120.2 kips Beam Bending Check Section Modulus/Buckling Check 4)exMn Rbend := c + Beamsetback Shear Plate Limit Checks Plate Yield: vypv := 'I'vy 0.6. tplate Lppate bend = 336.9 TipS jVypv = 81 kips Shear Plate with Axial 552 (W18 or W21 to Column).xmcd Cl~PS h$SiE ,i:uitiri I,,IILI Typa := y Fy• tplate Lpiate Date: 11/13/2018 Typa = 121.3 kips Plate Rupture: Vrpv := 'I'r 0.6 FUconn tplate (Lpiate - fl dcn_ip_v) Tma := Fuc,jnn tpiate (Lpiate - n. dCflV) Plate BearinqlTearout: Cbolt brg tpiate IT in[1.2[EDvert - 0.5(d hi v - 0.0625)112.4- dboIl (n - 1). min[1.2. (b - Nv + 0.0625 ,2.4. dboj I [Vrpv = 69.3 kips 71 1Trpa = 115.5 kips Irbp = 93.3 kips 71 Plate Block Shear wl Respect to Shear: Block Shear w/Respect to Shear Vbpv := Ibv (FuAnt. Ubs + min(FuAnv, FyAgv)) Block Shear WI Respect to Axial Plate Block Shear w/ Respect to Axial: Vbpa := min(Vbpal , Vbpa2) Shear Tab Bending Check: 'kflex FYconntpiate Lpiate 2 Rbendp x := 4. a,0ft tplate 2 Rbendp_y := *flex,Lpiate 4. (tplate + tWbeam). 0.5 Net Section Modulus of Plate: tp1ate Lpiate2 - b2 ,. (2 - tp1ate dcn_hl_v SXnetp := 4 Lpite Net Bending of the Plate: I'r SXnetp Rnbendp := Hbolt Ubs := if(m> 1,0.5,1.0) IVbpv = 70.5 kips I'bpa = 122.2 kips Ibendp_x = 70 kips __j IRbendpy = 33.7 kips Sxnetp = 15.188 in3 lRnbendp = 88.1 kipj Shear Tab Axial Buckling Check: EEl Buckling Parameters Pc := Lpiate tplate Fcrp JPc = 92.3 kips ] Plate Shear/Tension Interaction: Mx := Shear. a Oi beam + tplate My:= •Axial 2 Mx = 136.5 My= 1.688 Shear Plate with Axial SS2 (W18 or W21 to Column).xmcd CI~PS S i EII IIrL r.11u1n Mx p : Rbendp x a 0ft My := Rbendp.J (tpiate + tWbeam). 0.5 V := min(VYbV ,VYPV,V.,,V,rbP ,VbPV) = 69.328 Controlinteraction := I + ~ M I + - 0.46 Mx My "2 (Shear)4] - MXp MY,,) Date: 11/13/2018 Mx = 454.716 My= 11.368 IControlinteraction = 0.46 Weld of the Shear Tab to the Support e = Oz Eccentric Weld tsup := if(Sup_Or = I tf,,' tw5up) Dreq := 4hear2 + Axial2 Cweld = 0.636 Lpiate 2 Cweld Dfilweld := 41 /16ths inch fillet weld Diiet_mjn := min(ceil(max(tpiate, t,,).4) + 1 ,5) °fihletmin = 3 /16ths inch (Min.fillet weld size for mat'l thickness.) DfihleLmax := min 'l)r 0.6 Fu 0 tptate $r 0.6 tsup t D1,.2 ' D1, = 3.515 /16ths inch (Max.fillet weld size due to Base Metal.) Check—weld := if(Dreq :9 Dniiet_max, "OK" ,"Base Metal Controls") Dfihlet := max(Dfilwe,d, Dfihlet mine Dreq) Rweld := Lpiate 2 CweId min(Dfih,et, Dfihlet max) Dreq = 1.131 /16ths inch ICheck_weld = "OK" I0rIiIet = 4 /thS inch fillet weld [R weld = 67.1 kips Connection Check Summary of Checks [Controlshear = 69.3 kips IControlaxial = 33.7 kips 1 [Control mbjfled = 27.2 kips Control interaction = 0.46 ICheckconx [Check, = IChecka = "OK] ICheckbW = "OK" 1 [Checkgeomet = "OK" ICheckcope ICheckintem Output Summary Shear Plate with Axial SS2 (W18 or W21 to Column).xmcd S S E Date: 11/13/2018 IIIti still IISIuiIfl weld at shear plate to support Shear Plate with Axial SS2 (W18 or W21 to Column).xmcd SETBACK WF BEAM 3 SIDES (TYP) V4S I S IE C C r ii 0 I Date: 11/13/2018 Double Angle with Axial and Shear Loading AISC 15th Ed. (Welded NSL and Bolted OSL) !B USTBOXES FOR SHAPES AISC Code IASD LJ WF Beam information: Size: W14X22 [J Grade: A992 i7msetback := 0.51 Shear := 12 kipJ LAxiaikip!..J WF Beam Cone (as applicable): Max. Length: Top Depth: [dct:01n ] Bottom Depth: cb := 0 in Double Annie informaticn: Size: I& 1J Grade: L36 _ Orientation: I SLBB I,- [_G ge := 5.5 inches 1 r EDvert. angie := 1.25 inchesl Bolt information: Bolt Size: I_3L4. i.±J Grade: A325SCJ Hole Type: I. SSL. J Surface Class: I CLASS A IV [E Safety Factors [El Beam & Support Data [El Angie Properties (EJ Bolt Properties Combined Loading Combined := JShear2 + Axial2 Bolt Checks Bolt Shear: = 5.39 kips/bolt Reb := 2n•',r, SHEAR - CLIP ANGLES Suoort information: Size: I W10X33 J Grade: FA992 Orientation: Column Flange J-I Opposing Beam?: INOIJ Near Col. Top?: NO j (assume full width) Bolt Rows: Vertical Spacing: Vert. Dist. to First Hole: 3.51i SS4 (W14).xmcd '4S I ,,r, Angle Edge Distance/Lenoth Check: Langie := (n - 1) b + 2. EDvert_angie Date: 11/13/2018 11-angle = 8.5 Inches [EJ Check Joint Configuration Beam Web Limit Checks Beam Web Yielding: VYC := y O.6FYbeam tWbeam ho jVy, = 63 kips [El Block Shear Parameters (Shear) Beam Block Shear (due to shear): Vbb := kkbV(min(FUAnV, FyAgv) + UbS.FuAnt) IVbb = 55.8 kips Beam Gross Tension: Tgt := FYbeam if(C = 0, A9beam, h0 tWbeam) [Tgt = 94.3 kips Beam Net Tension (U0.7 per Table D3.1, AISC 15th Ed.): U := 0.7 Tt := r FUbeam U(if(C = 0,Agbeam, ho* twbeam)) ITnt = 71.7 kips - 31ock Shear Parameters (Axial) Beam Block Shear (due to axial): Vbb axial := $bv(min(FuAnvaxial, FyAgvaxjai) + 0bs FUAfltaxiai) j'/bbax,al = 97.6 kips Beam Bending Check [El Section Modulus/Buckling Check I)flexMn Rbend c + Beamsetback IRbend = 633.6 kips 1 Angle Limit Checks Angle Yielding: Vya := frya = 76.5 kips Ante Tensile Yielding: Vta := tky, Fy0 tangle Langie 2 [Vta = 115 kips Angle Rupture: Vra := Or0.6Fuconn tangle- (Langie - n.dCfl_hLV .2 I'ra = 63.9 kips ] Angle BearinglTearout: brg.2.Fuconn.tangIe IT in[1.2{EDcn_v _L(dcn hi 0.0625).0.5J2.4.dboijJ ...1 Irba = 83.6 kips (n - 1). min[1.2.[b - (den hi - 0.0625)] ,2.4 dboi ] Angle Block Shear: [E]Block Shear Parameters SHEAR - CLIP ANGLES SS4 (W14).xmcd V4S I S i E r rlj1uI;f Vba := 13bv2(mifl(FUAnva, FyAgva) + Ubs FuAnta) J Eccentric Weld Angle Weld to Beam kl = 2.5 Cweld = 1.4 Dfihlet min min(ceil(min(tangle,twbeam).4) + 1,5) Dfihletmin = 2 /16ths inch (Min.fillet weld size for marl thickness.) (4'r 0.6 FUconn tangle 'Ir 0.6 FUbeam tWbeam " DfihleL max := min , 3J Dp 2.D, Dfihletmax = 2.416 I16ths inch (Max.flllet weld size due to Base Metal.) Rweld := Cweld Langie min(Dfihlet mm. Dfluletmax)2 Dfillet := min(Dfihlet min °jillet max) 2 Angle Prying Action Angle Prying Analysis j if( Code = "LRFD" ,4.44,6.68). r• b tc:=,j p•Fu 0 nn Date: 11/13/2018 t= 1.304 inches &(1 1 a2 + p) angi —11= 11.48. I [(tc2 1 := e) J t Taii := tangle 2'\ rn.I—I t •(1 +8) if a2> I ) rn if OL'2< 0 Taii = 1.88 kips/bolt I r.I 1 .(i +8 .&2) otherwise I" t / if(Code = "LRFD" ,4.44,6.68). rut. b req .- p.Fu.(1 + 8-0 olumn Flange Prying (as applicable) Li~j Column Web Yielding (as applicable) Girder Web Yielding (as applicable) SHEAR - CLIP ANGLES SS4 (W14).xmcd iSSE Date: 11/13/2018 TrI ruø,uI; Supporting Member Limitations Bearing on Supi,ortinci Member: 4rg Fusup 2if(SUP_0r = I ,tfsup,twsup)[2.4dboIt+ (n - 1).min[2.4.dbo11, 1.2.[1b - (dbolt+ .0625)E rbS := 152.685 Beam0pp - - Irbs= 152.7 kips [] Connection Checks Summary of Checks Output Summary ICheckgeomet = "OK ] lDfihlet = 2 ,16ths inch fillet weld weld at angles to supported beam web Checkangie_t = OK" I Check,0 = "OK" ICheckboIt_shear = OK" Checkfl9 = °0K] jCheckng ten = "OK ICheckweb...e,d = heckweb crip = "OK" 1 IcheckcolJ,jeldIjfle FCheckconn = SHEAR - CLIP ANGLES SS4 (W14).xmcd WF BEAM 3 SIDES (TYP) 1S S r E Date: 11/13/2018 iy;ri rIIu;4 Double Angle with Axial and Shear Loading AISC 15th Ed. (Welded NSL and Bolted OSL) J LISTBOXES FOR SHAPES AISC Code SETBACK WF Beam Information: Size: Grade: • _i.I amsetback :=0.5 in [Shear := 15 kip!_] Kxial 5 kips WF Beam Cone (as aDDlicable): Max. Length: lk= .01 in Top Depth: Bottom Depth: [dcb Double Arnie Information: Size: !zJ Grade: Orientation:LLBB [—Gage := 5.5 inches [Dvertangie_:= 1.25 inches Bolt Information: Bolt Size: I 3/4 LJ Grade: 6325SCJ Hole Type: I SSL J Surface Class: I CLASS A Safety Factors [ElBeam & Support Data (El Angle Properties (E]Bolt Properties Combined Loading Combined := /Shear2 + Axial2 Bolt Checks Bolt Shear: = 5.39 kips/bolt Reb := 2n•Ir, SHEAR - CLIP ANGLES SuDoort Information: Size: 1__!10x33 j Grade: FA992 Orientation: Column Flange J Opposing Beam?: NoJ Near Col. Top?: [o j (assume full width). Bolt Rows: Vertical Spacing: Vert. Dist. to First Hole: 7L7-3 .51 SS4 (W16).xrncd Date: 11/13/2018 '4S, fill tyrri full An-gle Edge Distance/Length Check: Langie := (n - 1).b + 2EDvert_angie IEl Check Joint Configuration Beam Web Limit Checks Beam Web 'Yielding: VYC := vy 0.6. FYbeam beam h0 (El Block Shear Parameters (Shear) Beam Block Shear (due to shear): Vbb := I)bV(min( FuAnv, FyAgv) + Ubs• FuAnt) Beam Gross Tension: T9t '4)y FYbeam if(C = 0, A9beam, h0 tWbeam) Beam Net Tension (U0.7 per Table 03.1. AISC 15th Ed.): U := 0.7 Tt Or. FUbeam U(if(C = 0,Agbeam, ho* twbeam)) - lock Shear Parameters (Axial) Beam Block Shear (due to axial): Vbb axial := '4)bv(min(FuAnvaxial, FyAgvaxjai) + Ubs FuAntax,ai) Beam Bending Check f Section Modulus/Buckling Check 1)flexMn Rbend := c + Beamsetback Angle Limit Checks Angle Yielding: Vya := 0.6. Fy 0. tangle* Langie 2 Angle Tensile Yielding: Via Iy Fyconn tangle* Langie 2 Angle Rupture: Vra 4 0.6 Fuconn tangle (Langie - fl dcn_hI_v) 2 Angle BeaiinqlTearout: rba 'I'brg 2 Fuconn tang,eimin[1.2{EDcn v - r(d hi - 0.0625). 0.511 , 2.4. dboI] (n - 1).min5.2.[b_ @cn_hLv 0.0625)]2.4.dbOI] ...] Angle Block Shear: [a Block Shear Parameters SHEAR - CLIP ANGLES 11-angle = 11.5 inches IVyc = 78.5 kips 1 LVbb = 71.9 kips ] ITgt= 117.5 kips lTnt = 89.3 kips I'bb_axiai = 130.5 kips I Rbend = 904.4 kips 103.5 kips IVta = 155 kips 1ra = 87 kips Irba = 116.2 kips SS4 (W16).xmcd 1SS i E. Iflhl!r cI,ul;ae Vba := )bv2(min(FuAnva , FyAgVa) + UbS FuAnta) Date: 11/13/2018 E Eccentric Weld Angle Weld to Beam kl=2.5 Cweld = 1.352 Dfihletmin := min(ceil (min (taflgle,twbeam).4) + 1,5) Dfihletmin = 2 /16ths inch (Min.fihlet weld size for mat'l thickness.) ('I'r 0.6 tangle $r 0.6 FUbeam beam ' Dfihletmax := min( \ , D11, 2- D* Dfihletmax = 2.626 /16ths inch (Max.fillet weld size due to Base Metal.) Rweld := Cweld Langie min(Dnoet_min, Dfihlet_max)2 °fihlet := min(Dfiuet min Dfihlet max) = 2 Angle Prying Action Angle Prying Analysis I if(Code = "LRFD" ,4.44,6.68).r.b t = 1.291 inches := p. Fuconn I —11=11.222 I 0L2 1 5.(1 +p) tangie) ] / ang "tc Tail := rn[ !!ei (1 +8) if 0L2> I Tall = 1.92 kips/bolt rn if 02<0 r.I tangle) .(i +6 .a'2) otherwise L t' Jif(Code = "LRFD" ,4.44,6.68).r t.b treq 4 P. Fu 0 .(1 + 6.a') 'olumn Flange Prying (as applicable) w column Web Yielding (as applicable) Girder Web Yielding (as applicable) SHEAR - CLIP ANGLES SS4 (W16).xmcd /'7LD9 SSE auI.ri i;ri rIIlu;;oc Date: 11/13/2018 Supporting Member Limitations Bearing on Supporting Member: )brg Fusup 2if(SUP_Or= I ,tfSup,twsup)[2.4dboIt+ (n — I).min[2.4.dbolt, 1.2.[b — (dbolt+ .0625)Jfl rbS := Beam0 = 203.58 IrbS = 203.6 kips [El Connection Checks Summary of Checks Output Summary ICheckgeomet = OK' iDrillet = 2 ,161hs inch fillet weld weld at angles to supported beam web ICheckangiet 77'0K" ICheckboILten = "OK"] ICheckbott shear = "OK" ICheckng_t = "OK" Checkflgten = "OK" CheckwebJ,je,d = "OK" Iheckwebcrjp = "OK" 1 Icheckcou,ieIdIine = "OK"] ICheckbm..ieIdIine = "OK" ICheckconn = "OK" SHEAR — CLIP ANGLES SS4 (W16).xmcd WebLocalYielding Rn/Q= 49.3 k Continuity Plate Stiffener Force = 79.8 k Plate Thickness = 0.5 in Plate Width = 3.875 in ASTM Designation: A572-50 StiffenerPlateYielding Pn/O= 97.9 k WebCompressionBuckling (J10-2) Rn/O= 53.7 k (J 10-8) Corner Clip, Cl = 0.75 in Corner Clip, C2 = 1.125 in Weld, B= 0.1875 in Weld, C = 0.3125 in StiffenerPlateShear (1312-11) Rn /.Q = 149.6 k (J2-4) (J2-4) (J4-3) (O S I SIE 12/17/2018 Strong-Axis Moment Connection Rev.: 0 Ref: AISC Specification for Structural Steel Buildings (ANSI/AISC 360-10) By: KLM Allowable Stress Design (ASD) Job: Legoland Connection ID: MCI (Level 21 Job Number: 18-214 DesignOK Beam & Column ProDerties Beam Size: W18x35 Column Size: Wi0x33 ASTM Designation: A992 ASTM Designation: A992 Connection Type: Cantilever Fexx = 70 ksi BeamEndReactions Shear= 63 k Moment = 166 k-ft (beam moment capacity) ColumnForces Flange Force= 115 k Column Analysis Flange Local Bending Web Crippling Rn/O= 35.4 k (J10-1) Rn/Q= 53.2 k (J 10-4) MCi (Level 2) 1of3 (O S ,SiE Sill, FS F K S U I L I I 12/17/2018 Strong-Axis Moment Connection Rev.: 0 Ref: AISC Specification for Structural Steel Buildings (ANSI/AISC 360-10) By: KLM Allowable Stress Design (AS D) Job: Legoland Connection ID: MCi (Level 2) Job Number: 18-214 ShearConnection Clip Angle Properties Clip Angle Size: L4x3x5/16 (Long Leg Outstanding) ASTM Designation: A36 Beam Offset = 0.5 in WeldProperties Weld, A= 0.1875 in (J24) Bolt Properties Bolt Size: 0.75 in ASTM Designation: A325 Connection Type: N, Pretensioned Hole Type: Short Slots, Transverse Loading Surface Class: Not Applicable Bolt Rows = 4 Vertical Spacing = 3 in Vertical Edge = 1.5 in Bolt Gage = 5.5 in Bolt Design Strength A Shear Yielding of Clip Angle Rn / 0 = 11.93 k/bolt (J3) Rn /D= 108.0 k (J4-3) BoltGroupCapacity ShearRuptureof ClipAngle Rn I 0 = 95.4 k (J3) Rn/D= 92.4 k (J4-4) Bolt Group Bearing_ Capacity _at Clip Angle BlockShearRuptureof Clip Angle Rn /.Q = 121.7 k (J3-6) Rn / 0 = 86.6 k (J4-5) Bolt Group Bearing_ Capacity _atColumn BeamWebShear Capacity Rn! C) = 203.6 k (J3-6) Rn IC) = 106.2 k (G2-1) MCi (Level 2) 2of3 (O SISIE IS IUS4I 12/17/2018 Strong-Axis Moment Connection Rev.: 0 Ref: AISC Specification for Structural Steel Buildings (ANSI/AISC 360-10) By: 'KLM Allowable Stress Design (ASD) Job: Legoland Connection ID: MCi (Level 2) Job Number: 18-214 WebDoublerPlateNotRequired MCI (Level 2) 3of3 (O S I SIE If IIII 12/17/2018 Strong-Axis Moment Connection Rev.: 0 Ref: AISC Specification for Structural Steel Buildings (ANSIIAISC 360-10) By:KLM Allowable Stress Design (ASD) Job: Legoland Connection ID: MCi (Level 3) Job Number: 18-214 I Design OKI Beam & Column Properties Beam Size: W18x35 Column Size: W10x33 ASTM Designation: A992 ASTM Designation: A992 Connection Type: Cantilever Fexx = 70 ksi Beam End Reactions Shear= 63 k Moment 166 k-ft (beam moment capacity) Column Forces Flange Force= 115 k Column Analysis Flange Local Bending Web Crippling Rn /0 = 35.4 k (J10-1) Rn! 0 = 53.2 k (JIO-4) Web Local Yielding Web Compression Buckling Rn /.Q 49.3 k (J 10-2) ROD= 53.7 k (J10-8) Continuity Plate Stiffener Force = 79.8 k Plate Thickness = 0.5 in Plate Width = 3.875 in ASTM Designation: A572-50 Stiffener Plate Yielding Pn/0= 97.9 k Cap Plate Design Plate Thickness = 0.625 in ASTM Designation: A572-50 Plate Width= 9.5 in Plate Length = 11.25 in Corner Clip, Cl = 0.75 in Corner Clip, C2 = 1.125 in Weld, B = 0.1875 in Weld, C = 0.3125 in Stiffener Plate Shear (D2-1) Rn /0 149.6 k Weld, D = 0.1875 in Weld, E= 0.1875 in (J2-4) (J2-4) (J4-3) (J2-4) (J2-4) MCI (Level 3) 1of3 (SS! S I E 12/17/2018 I,tuLI,SSms Strong-Axis Moment Connection Ref: AISC Specification for Structural Steel Buildings (ANSI/AISC 360-10) Allowable Stress Design (ASD) Job: Legoland Connection ID: MCI (Level 3) Job Number: 18-214 Rev.: 0 By: KLM Shear Connection ClipAngleProperties Clip Angle Size: L4x3x5/16 (Long Leg Outstanding) ASTM Designation: A36 Beam Offset = 0.5 in WeldProperties Weld, A = 0.1875 in (J2-4) BoltProperties Bolt Size: 0.75 in ASTM Designation: A325 Connection Type: N, Pretensioned Hole Type: Short Slots, Transverse Loading Surface Class: Not Applicable Bolt Rows = 4 Vertical Spacing = 3 in Vertical Edge = 1.5 in Bolt Gage = 5.5 in Bolt DesignStrength Shear Yieldingof Clip Angle Rn / C) = 11.93 k/bolt (J3) Rn I C) = 108.0 k (J4-3) Bolt GroupCapacity ShearRuptureof Clip Angle Rn I C) = 95.4 k (J3) Rn I () = 92.4 k (J4-4) Bolt Group Bearing_ Capacity _at Clip Angle BlockShearRuptureof Clip An-gle Rn/Q= 121.7 k (J3-6) Rn / C) = 86.6 k (J4-5) Bolt Group Bearing _Capacity atColumn BeamWebShearCapacity RnIC)= 203.6 k (J3-6) Rn/O= 106.2 k (G2-1) MCi (Level 3) 20f3 (OS I S I E 12/17/2018 Strong-Axis Moment Connection Rev.: 0 Ref: AISC Specification for Structural Steel Buildings (ANSI/AISC 360-10) By: KLM Allowable Stress Design (ASD) Job: Legoland Connection ID: MCi (Level 31 Job Number: 18-214 Web Doubler Plate Not Require d MCi (Level 3) 30f3 DfihleLbrmax = 4 /16ths Fillet Weld Dmjnbr = 3 /I6ths Fillet Weld VBF1-1.xmcd Sr0q...S ii.tE 111(1 fill [III Date: 11/13/2018 AISC 14th Ed. HSS Brace to WF Column at Base Plate Design Based on Uniform Force Method USTBOXES FOR SHAPES AISC Code I LRFDJ HSS Brace Information: Size: HSS3-1/2x3-1/2X±j [Pten : 14 kips Grade: := 14 ki] W.P. Localión: IJP__J OIoad := 44-de FRAMES TO COLUMN FLANGE OR WEB Brace to Gusset Weld: Weld Size: [9etbr_:= 4 I16ths Fillet Weld I Brace Lap (Weld Length): dbrjn=_4 inches WF Column Information: Size IWmX33I±J Grade: Frames to: Web Gusset Plate Information: Thickness: Usset .= 0.37iII] Grade: Clearances: [Vciear := IHcIear 1 [] Safety Factors [] Beam & Support Data Brace Limit Checks Brace to Gusset Weld: D= 1.392 Base Plate Information: Thickness: e—pi : 1 Half Length: Base._plate eflgth := 8.5 inches ] Grade: A36j Gusset Edge Angle: I0whitmore := 207de Note: If ewhjtmore<30, a reduced whitmore section is used Gusset Clip: Lc := I inchesi I 4'r O.6FUbr t_dSbr ' 4r O.6Fugusset• tgusset Dfihletbrmax := ceil ( min D 2D J) Dmin_br := mln(ceil(min(tgusset,t_dsbr).4 + 1),5) Lweldbr := max[Hbr ceill1 max(Pten, Pcomp) 2 Diiiet br) 8]. ] L4D min(Dflhlet br' Dflhletbrmax) + 16 HSS Bracing to Column Base Plate