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JOB NUMBER :24162 <br />PLAN: <br />Story 1 Line :2 Redundancy(ρ)1.3 Y Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :595 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :11.00 ft Total Panel Length :2.25 ft Net Length :1.45 ft <br />Shear Diaphragm :68 plf Design Wall Shear :332 plf <br />Use ( 2 A35) or (2 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 4 ok Ratio Shear :0.52 <br />Max. Panel Deflection :1.606 " <1.68 "ok <br />Shear Wall Design <br />A 2.25 7 3.11 <br />Holdown & Deflection Check <br />A 2.25 1.45 7 2753 2753 2753 2753 4X4 4X4 2 <br />Holdown L.R. <br />H/L Adjust Factor Actual (plf)Height <br />(ft) <br />Length <br />(ft)SW Type Allowable (plf) <br />640 <br />Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <br />0.643 332 <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 />HDU4 HDU4 0.2868 <br />12 11.0 282 748 <br />Sum :307 748 <br />Right <br />4 <br />2Y_ROOF <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)24 <br />Down <br />(lb) <br />Panel <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 1.75 8.75 1111111111111111 <br />8.75 110000000000 <br />A <br />Page 25