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Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. <br />Seismic Base Shear <br />Location Lat 33.7616084 Long -117.8689459 Decimal <br />Building Usage House <br />Site Class D ASCE 7-16, Section 11.4.3 <br />Response Modification Coefficient ASCE 7-16, Table 12.2-1 <br />R =6.5 <br />Site Specific Spectral Acceleration OSHPD seismic design map <br />Max.Ss, S1 provided from USGS Site CoefficientsSite Coefficients <br />S s (0.2 sec)1.314 g F a 1.2 ASCE 7-16, Table 11.4-1 <br />S 1 (1.0 sec)0.468 g F v 1.8 ASCE 7-16, Table 11.4-2 <br />Ajusted MCE spectral response acceleration ASCE 7-16, EQ 11.4-1,2 <br />S MS = F a S s 1.577 <br />S M1 = F v S 1 0.842 <br />Design Spectral Response Acceleration Parameters ASCE 7-16, EQ 11.4-3,4 <br />S DS = 2/3S MS 1.051 <br />S D1 = 2/3S M1 0.562 <br />Risk Category II CBC 2022, Table 1604.5 <br />Importance Factor 1 ASCE 7-16, Section 11.5.1 <br />Design Base Shear <br />Determine the Structural Period <br />C t =0.020 ASCE 7-16, Table 12.8-2 <br />h n =32.5 ft <br />x =0.75 ASCE 7-16, Table 12.8-2 <br />T a = C t * (h n )2 0.272 sec <br />Determine the Seismic Response Coefficient Cs On short period Occupancy Factor <br />Use the smaller value of Value of SDS I or II III IV <br />0.162 SDS < 0.167 A A A <br />0.167 <SDS< 0.33 B B C <br />0.33 <SDS< 0.50 C C D <br />0.317 for T<TL 0.5 <SDS D D D <br />On 1-S period Occupancy Factor <br />C s shall not be less than 0.01 Value of SDS I or II III IV <br />C s shall not be less than 0.5*S1/(R/I)SD1 < 0.067 A A A <br />Design Value for Cs 0.067 <SD1< 0.133 B B C <br />C s =0.162 0.133 <SD1< 0.20 C C D <br />Design Base Shear 0.20 <SDS D D D <br />V 1 = C s *W 0.162 W <br />Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv <br />For Allowable Stress Design >0.25 0.5 0.75 1 1.25 1.5 >0.1 0.2 0.3 0.4 0.5 0.6 <br />V BASE = 0.7*V 1 0.113 W A 0.8 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 0.8 <br />B 0.9 0.9 0.9 0.9 0.9 0.9 B 0.8 0.8 0.8 0.8 0.8 0.8 <br />C 1.3 1.3 1.2 1.2 1.2 1.2 C 1.5 1.5 1.5 1.5 1.5 1.4 <br />D 1.6 1.4 1.2 1.1 1 1 D 2.4 2.2 2 1.9 1.8 1.7 <br />E 2.4 1.7 1.3 Section 11.4.8 E 4.2 See Section 11.4.8 <br />F See Section 11.4.8 F See Section 11.4.8 <br />Values of approximate period parameters <br />Ct and x <br />Structure type x <br />Steel moment-resisting frames 0.8 <br />Concrete moment-resisting frames 0.9 <br />Eccentrically braced steel frames 0.8 <br />All other structural systems 0.8 <br />Seismic Design Category D CBC 2022, Chapter 1613 <br />ASCE 7-16, Chapter 11.6 <br />0.02 <br />0.03 <br />0.016 <br />0.028 <br />Ct <br />    <br />DS <br />S1 <br />SC = =R <br />I <br />    <br />D1 <br />S2 <br />SC = =TR <br />I <br />Lateral Load <br />64 of 81 <br />210 W 19th St <br />4/14/2025