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JOB NUMBER :24162 <br />PLAN: <br />Story 1 Line :3 Redundancy(ρ)1.3 Y Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :1165 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :32.75 ft Total Panel Length :5.50 ft Net Length :5.50 ft <br />Shear Diaphragm :60 plf Design Wall Shear :360 plf <br />Use ( 5 A35) or (4 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 3 ok Ratio Shear :0.74 <br />Max. Panel Deflection :1.564 " <2.16 "ok <br />Holdown & Deflection Check <br />A 5.50 5.50 9 3260 3519 3260 3519 4X4 4X4 2 48" <br />Uplift Above 00 lbs <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 />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)209 <br />Down <br />(lb) <br />1Y_ROOF <br />2Y_ROOF 12 11 269 <br />27 22.8 1186 1233 <br />748 <br />Sum :1664 1981 <br />Right <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 0.2793 <br />Holdown L.R.Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <br />M = (4.0/1.0) X s X 1.4 = <br />0 2 8 13.5 16.5 18.75 21.75 24.75 30.75 32.7532.75 <br />8 13.50000000000 <br />A <br />Page 26