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JOB NUMBER :25111 <br />PLAN: <br />Story 1 Line :2 Redundancy(ρ)1.3 Y Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :1053 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :41.75 ft Total Panel Length :6.00 ft Net Length :6.00 ft <br />Shear Diaphragm :39 plf Design Wall Shear :271 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 :0.71 <br />Max. Panel Deflection :1.370 " <2.16 "ok <br />Holdown & Deflection Check <br />A 6.00 6.00 9 2428 2663 2428 2663 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 0.2446 <br />18.75 42.25 1370 694 <br />Sum :1629 694 <br />Right <br />1Y_ROOF <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)259 <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 14.75 21 26 29 35.75 4141.7541.7541.7541.75 <br />8.75 14.750000000000 <br />A