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JOB NUMBER : 24077 <br />PLAN: <br />Story 1 Line :3 Redundancy(ρ)1.3 Y Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force : 1620 lb Use Drag Type B (See Shear wall Schedule) <br />Total Wall Length : 35.50 ft Total Panel Length : 13.75 ft Net Length : 13.51 ft <br />Shear Diaphragm : 111 plf Design Wall Shear : 291 plf <br />Use ( 10 A35) or (7 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 2 ok Ratio Shear : 0.76 <br />Max. Panel Deflection :1.927 " < 2.4 "ok <br />Holdown & Deflection Check <br />A 9.00 9.00 10 2568 3056 2568 3056 4X4 4X4 3 40" <br />B 4.75 4.51 10 2890 3150 2890 3150 4X4 4X4 2 40" <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 <br />HDU2HDU2 <br />0.2458 <br />0.3441 <br />31.75 24.8 1711 2071 <br />1857 <br />Sum :2418 3928 <br />Right <br />1Y_ROOF <br />2Y_ROOF 21.25 10.5 437 <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)270 <br />Down <br />(lb) <br />Span(ft) Seis. (lbs) Wind (lbs) <br />From Line 1 <br />Lateral Loads: <br />0% 0 0 <br />From Line 100% 0 0 <br />Uplift Above 00 lbs <br />DM = (4.0/1.0) X Ds X 1.4 = <br />0 9.25 13.25 16.25 20.25 26.75 30.75 35.535.535.535.5 <br />0 9 22 26.7500000000 <br />A B