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STRUCTURAL CALCULATIONS <br /> WC DProject Name: CHASE OVP 48200R004495 New Construction <br /> Location: 132nd St.SE,Everett,WA 98208 <br /> Project No.: CN040623 <br /> ASCE 7-16 Seismic Base Shear Project File:Enercalc 132nd.ec6 <br /> t IC# Kv'.Dei147518,SiiiI 12C 22 12 1NCp n ASSOCIATES 1cl ENERCArC INC 19B.1.2721i <br /> DESCRIPTION: Seismic Base Shear Analysis <br /> Specific Description:New Building <br /> Risk Category Calculations lint ASCE 7-18 <br /> Risk Category of Building or Other Structure: "II" All Buildings and other structures except those listed as Category SCE 7-16,Page 4, Table 1 5-1 <br /> I,III.and IV <br /> Seismic Importance Factor 1 ASCF 7-16,Page 5 Table 1 5-2 <br /> USER DEFINED Ground Motion ASCE 7-16 11.4 2 <br /> Max Ground Motions.5%Damping <br /> S S = 1.369 g,0.2 sec response <br /> S 1 0.4860 g,1.0 sec response <br /> For the closest datapoint grid location.. <br /> Latitude = 0.000 deg North <br /> Longitude = 0.000 deg West <br /> Site Class,Site Coeff.and Design Category <br /> Classification- "D":Shear Wave Velocity 600 to 1.200 ft/sec = D (By Default per 11.4,3) ASCE 7-16 Table 20 3 1 <br /> Site Coefficients Fa&Fv Fa = 1.20 ASCE 7.16 Table 11.4.1& 11.4.2 <br /> (using straight-line interpolation from fable va, Fv = 1.81 <br /> Maximum Considered Earthquake Accelera SMS =Fa•Ss = 1.643 ASCE 7-16 Eq. 11,4-1 <br /> SM1 =Fv•S1 = 0.882 ASCE 7-16 Eq. 11.4-2 <br /> Design Spectral Acceleration SOS`S MS•2/3 r 1.095 ASCE 7-16 Eq. 11.4-3 <br /> SDt-SM1 '2l3 = 0,588 ASCE 7-16 Eq 11.4-4 <br /> Seismic Design Category : D ISCE 7-16 Table 11.6-1&-2 <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 /> Response Modification Coefficient ' = 6.50 B:fld.ng height Limits: <br /> System Overstrength Factor 'Wo" = 2.50 Category'A&B"Limit: No Limit <br /> Deflection Amplification Factor "Cd' = 4.00 Category'C'limit: No Limit <br /> Category"D'Limit: Limit=65 <br /> NOTE,See ASCE 7 16 for A'applicable footnl 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 bring usaQ according to the nmvisions of ASCE 7-16 12 5 <br /> Determine Building Period Use ASCE 12.8 7 <br /> Structure Type for Building Period Calcul,All Other Structural Systems <br /> 'Ct"value = 0.020 "hn":Height from base to highest leve 12 50 R <br /> 'x'value = 0.75 <br /> "Ta'Approximate fundemenlal period using Eq.12.8-7: Ta=Ct•(hn"x) = 0.133 sec <br /> "TV:Long-period transition period per ASCE 7 16 Maps 22-14->22-17 8,000 sec <br /> Building Period"Ta"Calculated from Approximate Method sel= 0.133 <br /> "Cs"Response Coefficient ASCE 7-16 Section 12.8,1 1 <br /> Sps:Short Period Design Spectral Response = 1.095 From Eq.12.8-2, Preliminary Cs = 0.168 <br /> "R":Response Modification Factor = 6.50 From Eq,12.8-3&12.8-4,Cs need not excei = 0.680 <br /> "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.048 <br /> Cs :Seismic Response Coefficient = = 0.1685 <br /> ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I 916-251-9798 I www.WCDAssociates.com <br /> Page 5 of 89 <br />