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ASCE 7-16 Seismic Base Shear <br />LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202 <br />DESCRIPTION:Seismic Base Shear Analysis <br />Project File: Design Check_2 Story.ec <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 <br />S : Short Period Design Spectral Response 1.064 <br />" R " : Response Modification Factor 6.50 <br />" I " : Seismic Importance Factor =1 <br />0.154From Eq. 12.8-2, Preliminary Cs = <br />0.401From Eq. 12.8-3 & 12.8-4 , Cs need not exce = <br />From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044 <br />DS <br />=Cs : Seismic Response Coefficient =0.1538User has selected ASCE 12.8.1.3 : Regular structure, <br />Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calcul <br />= <br />= <br />Seismic Base Shear ASCE 7-16 Section 12.8.1 <br />W ( see Sum Wi below ) =62.30 kCs = 0.153 from 12.8.1.1 <br />Seismic Base Shear V = Cs * W =9.58 k <br />Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8. <br />" k " : hx exponent based on Ta =1.00 <br />Table of building Weights by Floor Level... <br />Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # <br />2 20.90 17.00 355.30 0.517 4.96 4.96 0.00 <br />1 41.40 8.00 331.20 0.482 4.62 9.58 44.64 <br />Sum Wi = 62.30 k Total Base Shear = 9.58 k <br />Base Moment = <br />686.50 k-ftSum Wi * Hi = <br />121.3 k-ft <br />Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 <br />Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min <br />2 20.90 4.96 4.96 20.90 4.96 4.45 8.90 4.96 4.96 <br />1 41.40 4.62 9.58 62.30 6.37 8.81 17.62 8.81 8.81 <br />Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it. <br />Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. <br />Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above <br />0.20 * S * I * WpxMIN Req'd Force @ Level . . . DS <br />DSMAX Req'd Force @ Level . . 0.40 * S * I * Wpx <br />Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level <br />EQ Shear (to design shear elements) <br />EQ (v2) = 4.96 * 1000 * 1.3 / (28 * 27) = 8.5 psf <br />EQ (v1) = 4.62 * 1000 * 1.3 / (38 * 27) = 6.0 psf <br />Pa e 48 of 54