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JOB NUMBER :25655 <br />PLAN: <br />Story 1 Line :2 Redundancy(ρ)1.3 Y Dir. <br />Lateral loads : <br />at B <br />Max. Drag Force :865 lb Use Drag Type A (See Shear wall Schedule)Alt.ST22 <br />Total Wall Length :18.75 ft Total Panel Length :5.00 ft Net Length :5.00 ft <br />Shear Diaphragm :63 plf Design Wall Shear :236 plf <br />Use ( 3 A35) or (3 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 2 ok Ratio Shear :0.62 <br />Max. Panel Deflection :1.127 " <1.92 "ok <br />Holdown & Deflection Check <br />A 5.00 5.00 8 1753 2090 1753 2090 4X4 4X4 2 40" <br />Uplift Above 00 lbs <br />Span(ft)Seis. (lbs)Wind (lbs) <br />From Line 2 <br />Lateral Loads: <br />0%0 0 <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)92 <br />Down <br />(lb) <br />1Y_ROOF 23.25 24.00 1088 737 <br />Sum :1180 737 <br />Right <br />Span (ft)Deep (ft)Wind (lbs)Seis. (lbs) <br />(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) <br />SHEAR WALL DESIGN <br />Deflection (in.)A.B.Spacing <br />(in.) <br />HDUE3 HDUE3 0.2013 <br />Holdown L.R.Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <br />M = (4.0/1.0) X s X 1.4 = <br />0 1.5 4.5 7.75 13.75 18.7518.7518.7518.7518.7518.75 <br />13.75 18.750000000000 <br />A