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Customer S&H Systems <br />Project Collectors.com <br />Job Number <br />3 FRAME & COLUMN ANAL.Page 7.3 <br />Platform PLT1 <br />Frame Line Location EW Frame Int col perim col. <br />Average Deflection at 1st Level, using Direct Method Ag = 2.58 2.58 <br />Max Floor to Floor Deflection= Δ1i = Cd/ρ * F* H^3 / [(Fact * E' (NCex*Ixext+Ncint*Ixint )]Py = Fy Ag = 258 <br />Max Floor to Floor Deflection= Δ2i = Δ1+ Δ1i*Y * H^2 / [(Fact * E' (NCex*Ixext+Ncint*Ixint )]αPr=α*maxΣP 2 <br />Seismic Design Cat. D Cd / ρ = 1.92 Fact= 3 H1 = 42 in Vn/Ω =.6FyAv/1.67 46 <br />P-Δ effect, ASCE 7 Sect 12.8.7, ASIC 360 APPENDIX 7, AISC DG 28 Sect 5.1.4 β = F*Load Fact / (Vn/Ω) <br />θ = P*Δ1*(E'/E)*Ie / ( F*H*Cd ) θmax = ( 0.5 / (β*Cd ) <= 0.25 τb = 1.00 <br />θ <= 0.1 ; P*Δ effect can be ignored β = 0.0142 θmax = 0.25 LC 5,6,8 E' = 0.8τbE = 23600 <br />δe = Ecc*Y * H^2 / [(Fact * E' (NCex*Ixext+Ncint*Ixint )]Ie = 1.00 <br />Defection Under LC 2 shaking ; F=max( 0.01 *1* LL, 50 Lbs)0.01 <br />Allowable Defection Under LC 2 shaking 0.094 in Int Ecc = 0.0 Ext Ecc= 0.0 <br />P-Δ AND SECOND ORDER For Direct Method STORY DRIFT <br />LC Cd /ρ Deflection θ Deflection Deflection Δ2nd / Δ1st δ δe δe (Δ1st*E'/E)/H allowable <br />Δ1st, in Δ1/(1.0-θ) Δ2nd, in Int Col. Ext Col.Δallow / H <br />2 0.0 1.00 0.00 0.002 0.00 0.00 1.00 0.00 0.00 0.00 0.0001 0.002 <br />5 0.3 1.92 0.06 0.000 0.06 0.06 1.00 0.01 0.00 0.00 0.0011 0.025 <br />6 0.3 1.92 0.06 0.002 0.06 0.06 1.00 0.01 0.00 0.00 0.0011 0.025 <br />8 0.3 1.92 0.06 0.000 0.06 0.06 1.00 0.01 0.00 0.00 0.0011 0.025 <br />Table 12.12-1 <br />Δmax = Δ1st*E'/ E =0.04 in Story Drift is Acceptable Structural System AOS-CC <br />θ <= θmax, Structure is Stable if 0.1 < θ <= θmax, multipy Δ1 and member forces by 1.0 / (1.0-θ) <br />Direct Design Method; Reduced E, P-Δ, and P-δ effects are included, K =1 <br />Show on the cover sheet <br />The maximum lateral seismic deflection of the SSI structure is 0.04 inchesxxxxx <br />For Multiple Stories Number of Stories 1 ASCE 7-10 Section 12.8.3 <br />LC 5, 6, 8 <br />use Load Comb 5 to determine distribution factors Cvx and Ave H <br />Ĥ=42 in Top of framing <br />Cvx = wxhx <br />k T=0.1*NF =0.1 <br />Σ wihi <br />k K = 1.00 <br />Cs= 1.060 <br />Level x hx NonFactor wxhx <br />k Cvx Wx*Cvx hx*Wx*Cvx <br />in wx, K K-Ft <br />5 NA NA 0.0 0 0.000 0.0 0 <br />4 NA NA 0.0 0 0.000 0.0 0 <br />3 NA NA 0.0 0 0.000 0.0 0 <br />2 NA NA 0.0 0 0.000 0.0 0 <br />1 1 42 0.3 14 1.000 0.3 13 <br />0 0 0.0 0 0.000 0.0 0 <br />Total 0.3 14 1.00 0.3 13 <br />Ave H =hx*Wx*Cvx / Wx*Cvx 42 in 3.5 ft <br />Fx = Σwx*Cvx <br />Solutions Inc. <br />Steele <br />10010 <br />Non <br />Factor F <br />6737 W. Washington St. West Allis, WI 53214