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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 />4 1.000 761 761 1219 1219 A 200 SDS =1.076 HDU2 3075 3.5 CS16 1705 1.5 <br />5 4.000 761 190 1219 305 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3 <br />C 510 0 =2.50 HDU5 5645 3.5 CMST16 4690 3 <br /> b h h / <br /> b <br /> rf = MIN [ 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  U i + U <br />i + <br />1 <br /> <br />) - (0 <br />.6 - .1 <br />4 S DS ) ( D 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 ( <br /> D w + D <br /> <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 />4 1.00 8.00 8.00 0.25 15 15 7.08 60 53.1 761 693 6092 0 5493 1219 731 9749 0 5782 Special Case Special Case CMST14 HDU8 4x6 <br />5 4.00 8.00 2.00 1.00 15 15 7.83 240 234.9 190 173 1523 0 1172 305 183 2437 0 1177 A 200 CS16 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 />E 8.00 1948 244 1753 219 <br />F 4.00 1765 441 1392 348 <br /> b h h / <br /> b <br /> rf = MIN [ 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  U i + U <br />n + <br />1 <br /> ) - (0 <br />.6 - .1 <br />4 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 />i + <br />1 <br /> - .6 ( <br /> D w + D <br /> <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 />E 8.00 8.00 1.00 1.00 15 15 5.33 480 320 244 222 1948 0 1414 219 131 1753 0 572 B 340 CS16 HDU2 4x4 <br />F 4.00 8.00 2.00 1.00 15 15 18 240 540 441 402 3530 0 2862 348 209 2785 0 1203 C 510 CMST16 HDU2 4x4 <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024