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JOB NUMBER :25111 <br />PLAN: <br />Story 1 Line :A Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :833 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :18.75 ft Total Panel Length :6.00 ft Net Length :6.00 ft <br />Shear Diaphragm :88 plf Design Wall Shear :274 plf <br />Use ( 4 A35) or (3 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 2 ok Ratio Shear :0.72 <br />Max. Panel Deflection :1.387 " <2.16 "ok <br />Holdown & Deflection Check <br />A 6.00 6.00 9 2466 2688 2466 2688 4X4 4X4 2 56" <br />Holdown L.R.Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <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 />HDU2 HDU2 0.2476 <br />42.25 18.75 1529 1281 <br />Sum :1645 1281 <br />Right <br />1X_ROOF <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)115 <br />Down <br />(lb) <br />Span(ft)Seis. (lbs)Wind (lbs) <br />From Line 1 <br />Lateral Loads: <br />0%0 0 <br />Uplift Above 00 lbs <br />M = (4.0/1.0) X s X 1.4 = <br />0 0.5 9.5 18.7518.7518.7518.7518.7518.7518.7518.75 <br />9.5 15.50000000000 <br />A