PROJECT SECTION 1TITLE Canadian Seismic Design of Steel Structures - Case Studies DATE 04/22/23

FILE TIME 5:58 AM

DESCRIPTION

Determine the Seismic Force on Model 1 (Ductile Moment Resistance Frame) Using Quasi-Static Analysis

INPUT

Story height hx = 4.0 [m]Number of storey n = 4.0Frame length L = 12.0 [m]Weight of each floor Wx = 1000.0 [kN]25% Snow load Ws = 1000.0 [kN]Zone velocity ratio v = 0.2 NBCC Appendix C Acceleration seismic zone Za = 4.0 NBCC Appendix C Velocity seismic zone Zv = 4.0 NBCC Appendix C Seismic importance factor I = 1.0 NBCC 4.1.9.1.10 (Other Building)Foundation Factor F = 1.3 NBCC Table 4.1.9.1.C (Firm Soil)Force reduction factor R = 4.0 NBCC Table 4.1.9.1.B (Ductile MRP)Calibration factor U = 0.6 NBCC 4.1.9.1.4

CALCULATIONS

Total building height h = (hx*n) = 16.0 [m]Total building weight W = (Wx*n)+Ws = 5000.0 [kN]Seismic response factor S = (1.5)/(T^0.5) = 1.8 NBCC Table 4.1.9.1.A (T>0.5)Period T = 0.085*(h^(3/4)) = 0.7 [s] NBCC 4.1.9.1.7b (Steel Frame)Base Shear Ve = (v*S*I*F*W) = 2364.7 [kN] NBCC 4.1.9.1.5Lateral Seismic Force V = (Ve/R)*U = 354.7 [kN] NBCC 4.1.9.1.4Extra load at roof Ft = (0.07*T*V) = 16.9 [kN] NBCC 4.1.9.1.13 (0.7s<T<3.6s)F and S requirement FS = F*S = 2.4

if(FS>3.0, "Not OK", "OK") = OK NBCC 4.1.9.1.11 (Za=Zv)

Weight x Height Level 4 wh4 = (Wx+Ws)*(hx*4) = 32000.0 [kNm]Weight x Height Level 3 wh3 = Wx*(hx*3) = 12000.0 [kNm]Weight x Height Level 2 wh2 = Wx*(hx*2) = 8000.0 [kNm]Weight x Height Level 1 wh1 = Wx*(hx*1) = 4000.0 [kNm]

RESULTS

Lateral Force on level 4 F4 = (V-Ft)*wh4/(wh1+wh2+wh3+wh4)+Ft = 209.9 [kN] NBCC 4.1.9.1.13Lateral Force on level 3 F3 = (V-Ft)*wh3/(wh1+wh2+wh3+wh4) = 72.4 [kN]Lateral Force on level 2 F2 = (V-Ft)*wh2/(wh1+wh2+wh3+wh4) = 48.3 [kN]Lateral Force on level 1 F1 = (V-Ft)*wh1/(wh1+wh2+wh3+wh4) = 24.1 [kN]

Uniform load on roof U2 = (Wx+Ws)/L = 166.7 [kN/m]Uniform load on other level U1 = (Wx)/L = 83.3 [kN/m]

SUMMARYBeam Section = W460x128 [SI] (From Cheops2000)Column Section = W760x185 [SI] (From Cheops2000)

PROJECT SECTION 2TITLE Canadian Seismic Design of Steel Structures - Case Studies DATE 04/22/23

FILE TIME 5:58 AM

DESCRIPTION

Determine the Seismic Force on Model 2 (Ductile Concentrically Braced Frame) Using Quasi-Static Analysis

INPUT

Story height hx = 4.0 [m]Number of storey n = 4.0Frame length L = 12.0 [m]Weight of each floor Wx = 1000.0 [kN]25% Snow load Ws = 1000.0 [kN]Zone velocity ratio v = 0.2 NBCC Appendix C Acceleration seismic zone Za = 4.0 NBCC Appendix C Velocity seismic zone Zv = 4.0 NBCC Appendix C Seismic importance factor I = 1.0 NBCC 4.1.9.1.10 (Other Building)Foundation Factor F = 1.3 NBCC Table 4.1.9.1.C (Firm Soil)Force reduction factor R = 3.0 NBCC Table 4.1.9.1.B (Ductile CBF)Calibration factor U = 0.6 NBCC 4.1.9.1.4

CALCULATIONS

Total building height h = (hx*n) = 16.0 [m]Total building weight W = (Wx*n)+Ws = 5000.0 [kN]Seismic response factor S = (1.5)/(T^0.5) = 1.8 NBCC Table 4.1.9.1.A (T>0.5)Period T = 0.085*(h^(3/4)) = 0.7 [s] NBCC 4.1.9.1.7b (Steel Frame)Base Shear Ve = (v*S*I*F*W) = 2364.7 [kN] NBCC 4.1.9.1.5Lateral Seismic Force V = (Ve/R)*U = 472.9 [kN] NBCC 4.1.9.1.4Extra load at roof Ft = (0.07*T*V) = 22.5 [kN] NBCC 4.1.9.1.13 (0.7s<T<3.6s)F and S requirement FS = F*S = 2.4

if(FS>3.0, "Not OK", "OK") = OK NBCC 4.1.9.1.11 (Za=Zv)

Weight x Height Level 4 wh4 = (Wx+Ws)*(hx*4) = 32000.0 [kNm]Weight x Height Level 3 wh3 = Wx*(hx*3) = 12000.0 [kNm]Weight x Height Level 2 wh2 = Wx*(hx*2) = 8000.0 [kNm]Weight x Height Level 1 wh1 = Wx*(hx*1) = 4000.0 [kNm]

RESULTS

Lateral Force on level 4 F4 = (V-Ft)*wh4/(wh1+wh2+wh3+wh4)+Ft = 279.9 [kN] NBCC 4.1.9.1.13Lateral Force on level 3 F3 = (V-Ft)*wh3/(wh1+wh2+wh3+wh4) = 96.5 [kN]Lateral Force on level 2 F2 = (V-Ft)*wh2/(wh1+wh2+wh3+wh4) = 64.3 [kN]Lateral Force on level 1 F1 = (V-Ft)*wh1/(wh1+wh2+wh3+wh4) = 32.2 [kN]

Uniform load on roof U2 = (Wx+Ws)/L = 166.7 [kN/m]Uniform load on other level U1 = (Wx)/L = 83.3 [kN/m]

SUMMARYBeam Section = W460x128 [SI] (From Cheops2000)Column Section = W460x128 [SI] (From Cheops2000)Brace Section = HS203x203x11 (From Cheops2000)

PROJECT SECTION 2TITLE Canadian Seismic Design of Steel Structures - Case Studies DATE 04/22/23

FILE TIME 5:58 AM

DESCRIPTION

Determine the Seismic Force on Model 2 (Ductile Concentrically Braced Frame) Using Quasi-Static Analysis

INPUT

Story height hx = 4.0 [m]Number of storey n = 4.0Frame length L = 12.0 [m]Weight of each floor Wx = 1000.0 [kN]25% Snow load Ws = 1000.0 [kN]Zone velocity ratio v = 0.2 NBCC Appendix C Acceleration seismic zone Za = 4.0 NBCC Appendix C Velocity seismic zone Zv = 4.0 NBCC Appendix C Seismic importance factor I = 1.0 NBCC 4.1.9.1.10 (Other Building)Foundation Factor F = 1.3 NBCC Table 4.1.9.1.C (Firm Soil)Force reduction factor R = 4.0 NBCC Table 4.1.9.1.B (Ductile CBF)Calibration factor U = 0.6 NBCC 4.1.9.1.4

CALCULATIONS

Total building height h = (hx*n) = 16.0 [m]Total building weight W = (Wx*n)+Ws = 5000.0 [kN]Seismic response factor S = (1.5)/(T^0.5) = 1.8 NBCC Table 4.1.9.1.A (T>0.5)Period T = 0.085*(h^(3/4)) = 0.7 [s] NBCC 4.1.9.1.7b (Steel Frame)Base Shear Ve = (v*S*I*F*W) = 2364.7 [kN] NBCC 4.1.9.1.5Lateral Seismic Force V = (Ve/R)*U = 354.7 [kN] NBCC 4.1.9.1.4Extra load at roof Ft = (0.07*T*V) = 16.9 [kN] NBCC 4.1.9.1.13 (0.7s<T<3.6s)F and S requirement FS = F*S = 2.4

if(FS>3.0, "Not OK", "OK") = OK NBCC 4.1.9.1.11 (Za=Zv)

Weight x Height Level 4 wh4 = (Wx+Ws)*(hx*4) = 32000.0 [kNm]Weight x Height Level 3 wh3 = Wx*(hx*3) = 12000.0 [kNm]Weight x Height Level 2 wh2 = Wx*(hx*2) = 8000.0 [kNm]Weight x Height Level 1 wh1 = Wx*(hx*1) = 4000.0 [kNm]

RESULTS

Lateral Force on level 4 F4 = (V-Ft)*wh4/(wh1+wh2+wh3+wh4)+Ft = 209.9 [kN] NBCC 4.1.9.1.13Lateral Force on level 3 F3 = (V-Ft)*wh3/(wh1+wh2+wh3+wh4) = 72.4 [kN]Lateral Force on level 2 F2 = (V-Ft)*wh2/(wh1+wh2+wh3+wh4) = 48.3 [kN]Lateral Force on level 1 F1 = (V-Ft)*wh1/(wh1+wh2+wh3+wh4) = 24.1 [kN]

Uniform load on roof U2 = (Wx+Ws)/L = 166.7 [kN/m]Uniform load on other level U1 = (Wx)/L = 83.3 [kN/m]

SUMMARYBeam Section = W460x128 [SI] (From Cheops2000)Column Section = W460x128 [SI] (From Cheops2000)Brace Section = HS203x203x11 (From Cheops2000)