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JOB NUMBER : 25655 <br />PLAN: <br />Story 1 Line :1 Redundancy(ρ) 1.3 Y Dir. <br />Lateral loads : <br />at B <br />Max. Drag Force : 654 lb Use Drag Type A (See Shear wall Schedule) Alt. ST22 <br />Total Wall Length : 18.75 ft Total Panel Length : 3.75 ft Net Length : 3.52 ft <br />Shear Diaphragm : 64 plf Design Wall Shear : 319 plf <br />Use ( 3 A35) or (3 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 2 ok Ratio Shear : 0.84 <br />Max. Panel Deflection :1.806 " < 1.92 "ok <br />Shear Wall Design <br />A 3.75 8 2.13 <br />Holdown & Deflection Check <br />A 3.75 3.52 8 2450 2854 2450 2854 4X4 4X4 2 24" <br />Holdown L. R. <br />H/L Adjust Factor Actual (plf)Height <br />(ft) <br />Length <br />(ft)SW Type Allowable (plf) <br />380 <br />Uplift <br />(lb) <br />Down <br />(lb)Holdown Uplift <br />(lb) <br />0.938 319 <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 />HDUE3 HDUE3 0.3225 <br />23.25 24.00 1088 737 <br />Sum :1196 737 <br />Right <br />2 <br />1Y_ROOF <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 />Panel <br />Span(ft) Seis. (lbs) Wind (lbs) <br />From Line 2 <br />Lateral Loads: <br />0% 0 0 <br />Uplift Above 00 lbs <br />DM = (4.0/1.0) X Ds X 1.4 = <br />0 1.75 4.75 8.5 11.5 13 15 18.7518.7518.7518.75 <br />4.75 8.50000000000 <br />A