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JOB NUMBER : 24077 <br />PLAN: <br />Story 1 Line :C Redundancy(ρ)1.3 X Dir. <br />Lateral loads : <br />at A <br />Max. Drag Force : 262 lb Use Drag Type A (See Shear wall Schedule) <br />Total Wall Length : 21.25 ft Total Panel Length : 4.00 ft Net Length : 3.20 ft <br />Shear Diaphragm : 28 plf Design Wall Shear : 150 plf <br />Use ( 2 A35) or (2 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule <br />USE TYPE 2 ok Ratio Shear : 0.40 <br />Max. Panel Deflection :1.118 " < 2.4 "ok <br />Shear Wall Design <br />A 4.00 10 2.50 <br />Holdown & Deflection Check <br />A 4.00 3.20 10 1523 1729 1523 1729 4X4 4X4 2 32" <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 />0.800 150 <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 />HDU2 HDU2 0.1996 <br />10.5 21.3 435 594 <br />Sum :601 594 <br />Right <br />2 <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)166 <br />Down <br />(lb) <br />Panel <br />Span(ft) Seis. (lbs) Wind (lbs) <br />From Line 1 <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 5 8 13.25 16.25 21.2521.2521.2521.2521.2521.25 <br />8 120000000000 <br />A