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ASCE 7-16 Seismic Base Shear <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Seismic Base Shear Analysis <br />Project File: Design Check.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />Risk Category <br />SCE 7-16, Page 4, Table 1.5-1 <br />Calculations per ASCE 7-16 <br />"II" : All Buildings and other structures except those listed as Category <br />I, III, and IV <br />Risk Category of Building or Other Structure : <br />Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5- <br />Specific Description: <br />USER DEFINED Ground Motion ASCE 7-16 11.4.2 <br />Max. Ground Motions, 5% Damping <br />S =1.306 <br />Longitude = 0.000 deg West <br />S <br />Latitude = 0.000 <br />g, 0.2 sec response <br />deg North <br />S 0.46501 g, 1.0 sec response= <br />For the closest datapoint grid location . . . <br />Site Class, Site Coeff. and Design Category <br />Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D <br />Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4- <br />(using straight-line interpolation from table va <br />Fa =1.20 <br />Fv =1.84 <br />Maximum Considered Earthquake Accelera ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.567=MS <br />S = Fv * S1 =0.853M1 ASCE 7-16 Eq. 11.4- <br />Design Spectral Acceleration ASCE 7-16 Eq. 11.4-S = S * 2/=1.045DS MS <br />=0.569 ASCE 7-16 Eq. 11.4-4S = S * 2/D1 M1 <br />Seismic Design Category ASCE 7-16 Table 11.6-1 & -=D <br />(By Default per 11.4.3) <br />Resisting System ASCE 7-16 Table 12.2-1 <br />Basic Seismic Force Resisting System . . .Bearing Wall Systems <br />15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. <br />NOTE! See ASCE 7-16 for all applicable footn <br />Building height Limits :Response Modification Coefficient " = 6.50 <br />Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 2.50 Category "C" Limit: No LimitDeflection Amplification Factor " Cd = 4.00 Category "D" Limit: Limit = 65 <br />Category "E" Limit: Limit = 65 <br />Category "F" Limit: Limit = 65 <br />Lateral Force Procedure ASCE 7-16 Section 12.8. <br />Equivalent Lateral Force Procedure <br />The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 <br />Use ASCE 12.8-Determine Building Period <br />Structure Type for Building Period Calculatill Other Structural Systems <br />" Ct " value 0.020= <br />" x " value <br />" hn " : Height from base to highest leve 13.0 ft <br />" Ta " Approximate fundemental period using Eq. 12.8-7 : <br />8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec <br />Ta = Ct * (hn ^ x) =0.137 <br />0.75 <br />sec <br />= <br />Building Period " Ta " Calculated from Approximate Method sel = 0.137 <br />" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 <br />S : Short Period Design Spectral Response 1.045 <br />" R " : Response Modification Factor 6.50 <br />" I " : Seismic Importance Factor =1 <br />0.161From Eq. 12.8-2, Preliminary Cs = <br />0.639From 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 =0.046 <br />DS <br />=Cs : Seismic Response Coefficient =0.1607 <br />= <br />= <br />Pa e - 2 <br />2010 W Alco Ave Unit <br />#24/22/2025