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JOB NUMBER :24162 <br />PLAN: <br />Story 1 Line :B Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :655 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :26.25 ft Total Panel Length :5.00 ft Net Length :8.50 ft <br />Shear Diaphragm :64 plf Design Wall Shear :336 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 :0.88 <br />Max. Panel Deflection :1.754 " <2.16 "ok <br />Holdown & Deflection Check <br />. <br />A 5.00 5.00 9 3068 3304 3068 3304 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 />HDU4 HDU4 0.3131 <br />23 27.0 1187 1236 <br />443 <br />Sum :1555 1678 <br />Right <br />1X_ROOF <br />2X_ROOF 10.5 12 260 <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)108 <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 />M = (4.0/1.0) X s X 1.4 = <br />0 2.25 10.25 15.25 18.25 19.75 24.75 26.2526.2526.2526.25 <br />00 10.25 15.2500000000 <br />A <br />Page 28