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JOB NUMBER : 24162 <br />PLAN: <br />Story 1 Line :A Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force : 725 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length : 26.50 ft Total Panel Length : 4.00 ft Net Length : 7.06 ft <br />Shear Diaphragm : 51 plf Design Wall Shear : 337 plf <br />Use ( 4 A35) or (3 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 3 ok Ratio Shear : 0.69 <br />Max. Panel Deflection :1.805 " < 2.16 "ok <br />Shear Wall Design <br />A 4.00 9 2.25 <br />Holdown & Deflection Check <br />. <br />A 4.00 3.56 9 3242 3369 3242 3369 4X4 4X4 2 32" <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)161 <br />Down <br />(lb) <br />Panel <br />1X_ROOF 23 27.0 1187 1236 <br />Sum :1348 1236 <br />Right <br />3 <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 0.3223 <br />Holdown L. R. <br />H/L Adjust Factor Actual (plf)Height <br />(ft) <br />Length <br />(ft)SW Type Allowable (plf) <br />490 <br />Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <br />0.889 337 <br />DM = (4.0/1.0) X Ds X 1.4 = <br />0 3.5 8.5 11.75 14.25 18.25 23.25 26.526.526.526.5 <br />00 14.25 18.2500000000 <br />A <br />Page 27