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ASCE 7-16 Seismic Base Shear <br />LIC# : KW-06019412, Build:20.24.08.01 Simple Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Seismic Base Shear Analysis <br />Project File: enercalc warbler.ec6 <br />Project Title:Warbler St Residence <br />Engineer:Simple Engineering LLC <br />Project ID: <br />Project Descr:Kitchen and Master Bedroom Addition <br />Risk Category <br />ASCE 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 1.5-2 <br />Specific Description: Single Story Addition : 2314 S. Warbler Street, Santa Ana, CA 92704 <br />USER DEFINED Ground Motion ASCE 7-16 11.4.2 <br />Max. Ground Motions, 5% Damping : <br />S =1.299 <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 & 11.4-2 <br />(using straight-line interpolation from table values) <br />Fa =1.20 <br />Fv =1.84 <br />Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.559=MS <br />S = Fv * S1 =0.853M1 ASCE 7-16 Eq. 11.4-2 <br />Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.039DSMS <br />=0.569 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1 <br />Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=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 footnotes. <br />Building height Limits :Response Modification Coefficient " R "=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 12.8.2 <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 12.8-7Determine Building Period <br />Structure Type for Building Period Calculation :All Other Structural Systems <br />" Ct " value 0.020= <br />" x " value <br />" hn " : Height from base to highest level =12.50 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) =0.133 <br />0.75 <br />sec <br />= <br />Building Period " Ta " Calculated from Approximate Method selected=0.133 <br />" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 <br />S : Short Period Design Spectral Response 1.039 <br />" R " : Response Modification Factor 6.50 <br />" I " : Seismic Importance Factor =1 <br />0.160From Eq. 12.8-2, Preliminary Cs = <br />0.658From Eq. 12.8-3 & 12.8-4 , Cs need not exceed= <br />From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.046 <br />DS <br />=Cs : Seismic Response Coefficient =0.1599 <br />= <br />= <br />9 <br />2314 S Warbler St <br />ADDITION12/12/2024