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Lateral Load Resisting System Design (Cont.) <br />Vertical Diaphragm Design <br />Roof Shear Walls Loading Case 1 <br />Shear Wall 1.6 (S-1.6) Blocked Panel Segmented Shear Wall <br />Length, bs =3.50 ft <br />Height, h =9.0 ft <br />h/bs Ratio =2.6 >2:1 Reduction Required <br />Aspect Ratio Factor, (WPS) = 0.9 ANSI/AWC SDPWS-2015 4.3.4.2 <br />Tributary Area, AT =340 ft2 for Shear Wall Line <br />Diaphragm Area Load =7.0 psf see Diaphragm Calculations <br />Load from SW Line above =0 lb for Shear Wall Line <br />Linear Shear Wall Load, w =Vu /bs =250 plf <br />Use TYPE A Shear Wall Aspect Ratio Applied <br />Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs <br />DCR=Vu/φVs =0.611 <1 Satisfactory <br />Deflection Calculation <br />use 4x4 DF-L No.2 end posts minimum <br />Elastic Modulus of End Posts, E = 1600000 psi <br />End Post Cross-Sectional Area, A =12.25 in2 <br />Apparent Shear Wall Stiffness, Ga =13.0 kips/in <br />Anchorage Elongation, Δa =0.078 in <br />Shear Wall Deflection, δ sw =0.394 in ANSI/AWC SDPWS-2015 (4.3-1) <br />Holdown Design <br />Roof Ceiling Ext. Wall <br />DL, psf 15 10 17 <br />WT, ft 5 5 9.0 <br />Du = (0.9-0.2SDS)D = 191 plf <br />Post Compression Load, C=hw = 2247 lb <br />Holdown Tension Load from SW above =0 lb <br />Strap, lb <br />Load 1913 <br />Provide S 75% Holdown Reduction applied <br />Capacity 4913 see Holdown Capacity Calcs <br />DCR 0.389 Satisfactory0.581 <br />G <br />3294 <br />Holdowns <br />Footing, lb <br />1913