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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 4.000 450 112 532 133 A 200 SDS =1.076 HDU2 3075 3.5 CS16 1705 1.5 <br />2 6.090 2194 360 2123 349 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3 <br />3 8.000 1689 211 1316 165 C 510 0 =2.50 HDU5 5645 3.5 CMST16 4690 3 <br />D 665 Cd =4 HDU8 7870 5.5 CMST14 6475 3.5 <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 />1 4.00 8.00 2.00 1.00 15 15 3.58 240 107.4 112 102 900 0 663 133 80 1063 0 429 A 200 CS16 HDU2 4x4 <br />2 3.17 8.00 2.52 0.79 15 15 5.58 190.2 132.6645 360 328 2882 0 2478 349 209 2789 0 1480 C 404 CMST16 HDU2 4x4 <br />2 2.92 8.00 2.74 0.73 15 15 3.08 175 67 360 328 2882 0 2514 349 209 2789 0 1528 C 372 CMST16 HDU2 4x4 <br />3 8.00 8.00 1.00 1.00 15 15 480 0 211 192 1689 0 1322 165 99 1316 0 502 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 />A 5.08 2139 421 2015 397 <br />B 3.75 505 135 1206 322 <br />C 3.75 1744 465 1620 432 <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 />A 5.08 8.00 1.57 1.00 15 15 12.83 305 489 421 383 3369 0 2709 397 238 3173 0 1428 C 510 CMST16 HDU2 4x4 <br />B 3.75 8.00 2.13 0.94 15 15 5.17 225 145 135 123 1077 0 814 322 193 2573 0 1322 A 188 CS16 HDU2 4x4 <br />C 3.75 8.00 2.13 0.94 15 15 1 225 28 465 423 3721 0 3273 432 259 3456 0 1922 C 478 CMST16 HDU4 4x4 <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024