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JOB NUMBER :24162 <br />PLAN: <br />Story 1 Line :C Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force :689 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length :11.50 ft Total Panel Length :4.50 ft Net Length :4.50 ft <br />Shear Diaphragm :38 plf Design Wall Shear :98 plf <br />Use ( 2 A35) or (1 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 2 ok Ratio Shear :0.26 <br />Max. Panel Deflection :0.558 " <2.16 "ok <br />Holdown & Deflection Check <br />. <br />A 2.25 2.25 4 359 448 0 92 4X4 4X4 2 <br />B 2.25 2.25 4 0 92 359 448 4X4 4X4 2 <br />(*)Use at least two anchor bolts inside opening <br />(**)See next page for shear wall with opening report <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 <br />HDU2HDU2 <br />0.0996 <br />0.0996 <br />10.5 12.0 260 443 <br />Sum :326 443 <br />Right <br />2X_ROOF <br />Post size <br />Panel Length <br />(ft) <br />Net L <br />(ft) <br />Height <br />(ft) <br />Left <br />Seis. Wall (lbs)66 <br />Down <br />(lb) <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 2.25 9.25 11.511.511.511.511.511.511.511.5 <br />0 2.25 9.25 11.500000000 <br />A B <br />Page 29