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Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. <br />Seismic Demands on Non-Structural components <br />Location Lat 33.7616084 Long -117.8689459 <br />Site Class D <br />Site Specific Spectral Acceleration SEACO seismic design map <br />Max.Ss, S1 provided from USGS Site 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 <br />S DS = 2/3S MS 1.051 <br />S D1 = 2/3S M1 0.562 <br />Seismic design force ASCE 7-16, Section 13.3.1 <br />The concentrated force applied at <br />F pa = 0.4a p S DS I p (1+2z/h)W p /R p ASCE 7-16, EQ 13.3-1 <br />=227.06 <br /><1.6S DS I p W p =756.86 ASCE 7-16, EQ 13.3-2 <br />>0.3S DS I p W p =141.91 ASCE 7-16, EQ 13.3-3 <br />where, <br />F pa =227.06 Seismic design force <br />S DS =1.051 spectral acceleration <br />a p =1.0 component amplification factor <br />I p =1.0 component importance factor <br />W p =450 lb component operating weight <br />R p =2.5 component response modification factor <br />h =9.7 average roof height <br />z =9.7 height in structure point of attachement <br />For Allowable Stress Design Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv <br />V BASE = 0.7*F pa 158.94 >0.25 0.5 0.75 1 1.25 <>0.1 0.2 0.3 0.4 0.5 < <br />A 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 <br />B 1 1 1 1 1 B 1 1 1 1 1 <br />C 1.2 1.2 1.1 1 1 C 1.7 1.6 1.5 1.4 1.3 <br />D 1.6 1.4 1.2 1.1 1 D 2.4 2 1.8 1.6 1.5 <br />E 2.5 1.7 1.2 0.9 0.9 E 3.5 3.2 2.8 2.4 2.4 <br />F See Section 11.4.7 F See Section 11.4.7 <br />Lateral Load <br />66 of 81 <br />210 W 19th St <br />4/14/2025