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F3 <br />F2 <br />F1 <br />15. Light-frame (wood) walls sheathed with wood structural panels rated for <br />shear resistance <br />Seismic Force-Resisting System: <br />R = 6.5, Cd = 5, Omega = 2.5 <br />Lateral Analysis Method: Equivalent Lateral Force Procedure <br />Seismic Loading Analysis & Distribution: <br />Level <br />L3 <br />L2 <br />L1 <br />Unit Weight <br />(w - psf) <br />w3 <br />w2 <br />w1 <br />Level Area <br />(A - sf) <br />A3 <br />Floor Weight <br />(Wi - lbs) <br />W3 = w3 x A3 <br />A2 <br />A1 <br />W2 = w2 x A2 <br />W1 = w1 x A1 <br />Total: Wtotal = <br />Sum(Wi) <br />Floor Height <br />(h - ft) <br /> h3 <br /> h2 <br /> h1 <br />Wi x hi <br />W3 x h3 <br />W2 x h2 <br />W1 x h1 <br />Total: <br />Sum(Wi x hi) <br />CVX <br />CV3=(W3 h3)/Sum(Wi hi) <br />CV2=(W2 h2)/Sum(Wi hi) <br />CV1=(W1 h1)/Sum(Wi hi) <br />FX (lbs) <br />F3=CV3V <br />F2=CV2V <br />F1=CV1V <br />Fi (lbs) <br />F3 <br />F2+F3 <br />F1+F2+F3 <br />unit Fi (psf) <br />F3 / A3 <br />(F2+F3) / A2 <br />(F1+F2+F3) / A1 <br />unit Fi_ASD (psf) <br />0.7 x p x Fi <br />0.7 x p x Fi <br />0.7 x p x Fi <br />Seismic Response Coefficient, Cs: <br />Cs Min: <br />where S1 >= 0.6, Cs Min: <br />where T<= TL, Cs, Max: <br />Approx. Fundamental Period, Ta: <br />Cs =0.044SDS I e ≥0.01 (12.8-5) <br />Cs =0.5S1 ∕ðR∕I e Þ (12.8-6) <br />Cs =SD1 <br />T <br />! <br />R <br />I e <br />"(12.8-3) <br />T a =Ct hx <br />n (12.8-7) <br />Seismic Base Shear, V: <br />Vertical Distribution Factor, CVX: <br />Lateral Seismic Force, FX: <br />V =Cs W (12.8-1) <br />Cvx =wx hk <br />x <br />X <br />n <br />i =1 <br />wi hk <br />i <br />(12.8-12) <br />F x =Cvx V (12.8-11) <br />T C <br />F <br />v <br />h <br />L - 6" <br />Shear Wall Design: <br />unit shear, v = Fwall / Lwall <br />T (Uplift) = -Fwall x h / (Lwall - 6") + (0.6-0.7*0.2Sds)D <br />C (Comp) = Fwall x h / (Lwall - 6") + (1+0.7*0.2Sds)D <br />Governing Load Comb. for <br />Compression: <br />Governing Load Comb. for <br />Uplift: <br />0.7Eh = 0.7pQE: <br /> for Compression, <br />D+0.7Ev=(1+0.7*0.2Sds)D: <br />for Uplift, <br />0.6D-0.7Ev=(0.6-0.7*0.2Sds)D: <br />8. 1.0D þ 0.7Ev þ 0.7Eh <br />þ þ <br />10. 0.6D −0.7Ev þ 0.7Eh <br />F = unit Fi_ASD x A_trib <br />D = 2' x 10' x ( 15psf + 10psf) <br />(Assume 2' trib. width to post, 10' Span <br />for floor/ joist span, 10' Wall&Rim height) <br />D = 2' x 10' x (10psf) <br />(Assume 2' trib. width to post, 0' Span for <br />floor/ joist span, 10' Wall&Rim height) <br />Shear Wall Demand: <br />(2.4.5) <br />(2.4.5) <br />(12.4-3) <br />(12.4-4a) <br />(12.4-4a) <br />Seismic Analysis Parameters:Seismic Response Coefficient, Cs: <br />SEISMIC DESIGN EQUATIONS <br />Page 48 of 48 <br />1005 S Virlee St <br />Unit# 28/26/2024