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• <br /> PROJECT NAME: HUTS RESIDENCE ADDITION <br /> JOB: X10-2854 <br /> Exterior wall weight = 12.0 psf <br /> Interior partition wall weight = 10.0 psf <br /> Level 1, Floor weight = 12.0 psf <br /> Exterior wall weight = 12.0 psf <br /> Interior partition wall weight = 10.0 psf <br /> Building weights lumped on roof and floor diaphragms <br /> Total levels = 2 <br /> At Roof Level <br /> W R = Roof weight xArea + 1/2 xPartition weight xArea + 1/2 xExt Wall weight <br /> xPerim xHeight <br /> W R = 15.0 psf x1328 sq.ft. + 1/2 x10.0 psf x1328 sq.ft. + 1/2 x12.0 psf <br /> x160 ft x8.8 ft = 34960 lb <br /> At Floor Level 1 <br /> At typical floor level, <br /> W F= Floor weight xArea + Partition weight xArea + (1/2 Ext Wall-upr + 1/2 <br /> Ext Wall-lwr) xAve Perim x Ave Height <br /> W I = 12.0 psf x1503 sq.ft. + 10.0 psf x1503 sq.ft. + (1/2 x 12.0 psf + 1/2 x <br /> 12.0 psf) x160 ft x8.9 ft = 50106 lb <br /> Total weight = 34960 + 50106 = 85066 lbs <br /> Compute structure period <br /> Structure type: All other structures <br /> Cr = 0.020 (Table 12.8-2) <br /> Structure height, hn = 17.75 ft. <br /> Ta = Cr (hn )3/4 = 0.020(17.75)3/4 = 0.173 sec. (Eq 12.8-7) <br /> Compute base shear <br /> The design value of Cs is the smaller value of <br /> Cs = Ie S Ds / R = 1.00 (1.09) /6.50 = 0.1670 EQ 12.8-2 <br /> and <br /> C5 = IeS Di / (R Ta ) = 1.00(0.61) /[ (6.50) (0.17) ] = 0.5453 EQ <br /> 12.8-3 <br /> but not less <br /> Cs = 0.01 EQ 12.8-4 <br /> Therefore Cs = 0.1670 <br /> Design base shear, V = Cs W = 0.167 (85066) = 14205 lbs (14.2 kips) Eq 12.8-1 <br /> Vertical distribution of force <br /> CUSTOM DESIGN & ENGINEERING, INC. <br /> March 3, 2022 Page 9 / 67 <br /> Copyright 2022 Custom Design&Engineering,Inc.All rights reserved. <br />