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JOB NUMBER :25111 <br />PLAN: <br />Story 1 Line :B Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :753 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :18.50 ft Total Panel Length :5.75 ft Net Length :5.75 ft <br />Shear Diaphragm :89 plf Design Wall Shear :285 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 :0.75 <br />Max. Panel Deflection :1.477 " <2.16 "ok <br />Holdown & Deflection Check <br />A 5.75 5.75 9 2588 2798 2588 2798 4X4 4X4 2 48" <br />Uplift Above 00 lbs <br />Span(ft)Seis. (lbs)Wind (lbs) <br />From Line 1 <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)119 <br />Down <br />(lb) <br />1X_ROOF 42 18.8 1520 1274 <br />Sum :1639 1274 <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 />HDU2 HDU2 0.2637 <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 1.25 4.25 10 16.25 18.518.518.518.518.518.5 <br />4.25 100000000000 <br />A