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* * * * * Property of Engineers Northwest, Inc.- Seattle Use by others unlawful * * * * * <br />ASCE 7-16 <br />Seismic Loads per ASCE 7-16- Chapter 12 Seismic Design Requirements for Building Structures <br />Input Cells = <br />Project Number: <br />Project Name: <br />Location: <br />Design By: <br />2018 IBC Section 1613 / ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure <br />All references below are to ASCE 7-16 (U.N.O.) <br />Basic Seismic Force Resisting System = <br />Basic Seismic Force Resisting System = <br />Is diaphragm considered flexible? = <br />Structural height, hn = <br />Ss = <br />S, = <br />TL = <br />Site Class (soil) = <br />Risk Category = <br />Top of wall elevation (parapet) = <br />Elev. of top of wall lateral support (max.) <br />Elev. of top of wall lateral support (min.) = =1 <br />Regular structure <_ 5 stories ? =1 <br />p =1 <br />33. Steel ordinary <br />concentrically braced frames <br />BFS <br />= Building Frame Systems <br />ft <br />spectral response acceleration at a period of 0.2s for Site Class B <br />spectral response acceleration at a period of 1.0s for Site Class B <br />Long -period transition period <br />Table 1.5-1 <br />ft <br />ft (roof high point- minimum parapet) <br />Ift (roof low point- maximum parapet; <br />ISection 12.8.1.3 <br />ISection 12.3.4.2 <br />YES <br />28 <br />1.377 <br />0.489 <br />6 <br />D <br />II <br />32 <br />28 <br />26 <br />YES <br />1.0 <br />Output <br />Site Coefficient, Fa = <br />1 <br />Table 11-4.1 <br />Site Coefficient, Fv = <br />1.811 <br />Table 11-4.2 <br />SMs = <br />1.377 <br />Eqn 11.4-1 <br />SM, = <br />0.886 <br />Eqn 11.4-2 <br />Sos = <br />0.918 <br />Eqn. 11.4-3 <br />Sp, = <br />0.591 <br />Eqn. 11.4-3 <br />Seismic Design Category (SDC) = <br />D <br />Section 11.6 & Tables 11.6-1 & 11.6-2 <br />To = <br />0.129 <br />Section 11.4.5, 0.2Sd1/Sds <br />Ts = <br />0.644 <br />Section 11.4.5, Sd1/Sds <br />Ct = <br />0.02 <br />Table 12.8-2 <br />Period, T = <br />0.243 <br />sec, Section 12.8.2.1 (Eqn 12.8-7) <br />Sa = <br />0.918 <br />Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) <br />Response Modification Coefficient, R = <br />3.25 <br />Table 12.2-1 <br />System Overstrength Factor, Q. = <br />2 <br />Table 12.2-1 <br />Deflection Amplification Factor, Cd = <br />3.25 <br />Table 12.2-1 <br />Importance Factor, le = <br />1 <br />Table 1.5-2, by Risk Category <br />Detailing Reference Section = <br />14.1 <br />Cs calo = <br />0.282 <br />Section 12.8.1.1, Eqn 12.8-2 <br />Cs max = <br />0.748 <br />Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 <br />Cs min = <br />0.04 <br />Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 <br />Cs,se = <br />0.282 <br />Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 <br />V„ = <br />0.282 <br />* W (LRFD) Section 12.8.1, Eqn 12.8-1 <br />V = <br />0.197 <br />* W (ASD) <br />E = 0.184 * D = +/- Sps D (Eqn 12.4-4) - May be zero <br />for proportioning foundations. <br />0.282 x 150 pcf x (5571 ZT) x 6' x (1572) = 872 # <br />WIND CONTROLS <br />