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JOB NUMBER : 24077 <br />PLAN: <br />Story 1 Line :B Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force : 1745 lb Use Drag Type B (See Shear wall Schedule) <br />Total Wall Length : 31.75 ft Total Panel Length : 6.00 ft Net Length : 6.00 ft <br />Shear Diaphragm : 75 plf Design Wall Shear : 397 plf <br />Use ( 6 A35) or (5 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 3 ok Ratio Shear : 0.81 <br />Max. Panel Deflection :1.947 " < 2.4 "ok <br />Holdown & Deflection Check <br />A 6.00 6.00 10 3970 4278 3970 4278 4X4 4X4 2 56" <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)144 <br />Down <br />(lb) <br />1X_ROOF <br />2X_ROOF 10.5 21.25 435 <br />24.75 31.8 1594 1788 <br />594 <br />Sum :2173 2382 <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 0.3477 <br />Holdown L. R.Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <br />DM = (4.0/1.0) X Ds X 1.4 = <br />0 1 2.5 8.5 10 11 31.2531.7531.7531.7531.75 <br />2.5 8.50000000000 <br />A