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SHEAR WALLS <br />Longitudinal <br />Note: For "Special Case", lateral analysis are provided on following pages <br />E W <br />LINE Total <br />Length Shear Shear <br />per ft.Shear Shear <br />per ft. <br />ASD, va <br />(plf)Model # lbs Min. Thickness Strap lbs Min. Thickness <br />1 4.000 1349 337 1116 279 A 200 SDS =1.043 HDU2 3075 3.5 CS16 1705 1.5 <br />2 4.000 1349 337 1116 279 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3 <br />C 510 0 =2.50 HDU5 5645 3.5 CMSTC16 4690 3 <br />D 665 Cd =4 HDU8 7870 5.5 CMST14 6475 3.5 <br />E 870 HDU11 11175 7.25 CMST12 9215 3.5 <br /> b h h / <br /> b <br /> rf = M <br />I <br />N [ 2b <br />/ <br />h , 1 <br />] <br /> Q w Q f d D w = Q <br /> w * d * <br /> <br />b <br /> /2 <br /> D f = Q <br /> f * h * <br /> <br />b <br /> /2 <br />E 0.7  E <br /> U i = <br />h <br /> *  E <br /> U i + <br />1 <br /> U n = ( <br /> .7 <br /> <br /> U i + U <br />i + <br />1 <br /> <br />) - (0 <br />.6 - .14 S DS ) ( D <br />w + <br /> <br /> W 0.6 <br /> n W <br /> U i = <br />h <br /> *  W <br /> U n + <br />1 <br /> U n = . <br />6 <br /> U i + U <br />n + <br />1 <br /> - .6 ( D w + D <br /> f ) <br />Line Length Height Aspect <br />Ratio <br />Reduction <br />Factor Wall Load Floor <br />Load <br />Tributary <br />Depth <br />Resisting <br />Dead Load <br />Wall <br />Resisting <br />Dead Load <br />Floo <br />Shear ASD <br />Shear Uplift <br />Uplift <br />From <br />bove <br />Net Uplift Shear ASD Shear Uplift <br />Uplift <br />From <br />bove <br />Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold <br />Down Min. End Post <br />1 4.00 8.00 2.00 1.00 15 15 10.083 240 302.49 337 307 2698 0 2209 279 167 2233 0 1014 B 340 CS14 HDU2 4x4 <br />2 4.00 8.00 2.00 1.00 15 15 10.083 240 302.49 337 307 2698 0 2209 279 167 2233 0 1014 B 340 CS14 HDU2 4x4 <br />Transverse <br />VE W <br />LINE Total <br />Length Shear Shear <br />per ft.Shear Shear <br />per ft.Note: For "Special Case", lateral analysis are provided on following pages <br />A 4.00 1349 337 1112 278 <br />B 4.00 1349 337 1112 278 <br /> b h h / <br /> b <br /> rf = M <br />I <br />N [ 2b <br />/ <br />h , 1 <br />] <br /> Q w Q f d D w = Q <br /> w * d * <br /> <br />b <br /> /2 <br /> D f = Q <br /> f * h * <br /> <br />b <br /> /2 <br />E 0.7  E <br /> U i = <br />h <br /> *  E <br /> U n + <br />1 <br /> U n = ( <br /> .7 <br /> <br /> U i + U <br /> <br />n + <br />1 <br /> <br />) - (0 <br />.6 - .14 S DS )( D w + <br /> <br /> W 0.6 <br /> n W <br /> U i = <br />h <br /> *  W <br /> U i + <br />1 <br /> U n = . <br />6 <br /> U i + U <br /> <br />i + <br />1 <br /> - .6 ( D w + D <br /> f ) <br />Line Length Height Aspect <br />Ratio <br />Reduction <br />Factor Wall Load Floor <br />Load <br />Tributary <br />Depth <br />Resisting <br />Dead Load <br />Wall <br />Resisting <br />Dead Load <br />Floo <br />Shear ASD <br />Shear Uplift <br />Uplift <br />From <br />bove <br />Net Uplift Shear ASD Shear Uplift <br />Uplift <br />From <br />bove <br />Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold <br />Down End Post <br />A 4.00 8.00 2.00 1.00 15 15 1.33 240 40 337 307 2698 0 2328 278 167 2225 0 1167 B 340 CS14 HDU2 4x4 <br />B 4.00 8.00 2.00 1.00 15 15 1.33 240 40 337 307 2698 0 2328 278 167 2225 0 1167 B 340 CS14 HDU2 4x4 <br />1606 N Mabury St <br />4/28/2025