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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 per <br />ft.Shear Shear per <br />ft. <br />SD, v <br />(plf)Model # lbs Min. Thickness Strap lbs Min. <br />Thickness <br />L1 8.000 2891 361 858 107 A 200 SDS =1.180 HDU2 3075 3.5 CS16 1705 1.5 <br />L2 8.000 3355 419 1118 140 B 340  =1.3 HDU4 4565 3.5 CS14 2490 3 <br />L3 7.330 464 63 261 36 C 510 0 =2.50 HDU5 5645 3.5 CMST16 4990 3 <br />D 665 Cd =4 HDU8 5980 3.5 CMST14 6475 3.5 <br />E 870 HDU8 6970 3.5 CMST12 9215 3.5 <br /> b h h / b <br /> MIN <br /> <br />[ <br /> <br />2 <br />b <br />/ <br />h <br /> <br />, <br /> <br />1 <br /> <br />] <br /> Q w Q f d D w = Q w * d * <br /> <br />b <br /> <br />/ <br />2 <br /> D f = Q f * h * <br /> <br />b <br /> <br />/ <br />2 <br />E 0.7 <br /> E <br /> U i = h <br />* <br /> <br /> E <br /> U i + 1 <br /> U n = ( .7 <br /> <br /> <br /> U i + U i + 1 ) - (0 <br />. <br />6 <br /> - .14 <br /> <br />S <br /> <br />DS <br /> )( D <br /> w + D f ) <br /> W 0.6 n W <br /> U i = h <br />* <br /> <br /> W <br /> U i + 1 <br /> U n = .6 <br />U <br /> <br />i + U i + 1 - .6 <br />( <br /> <br />D <br /> <br />w + D f ) <br />Line Length Height Aspect <br />Ratio <br />Reduction <br />Factor Wall Load Floor Load Tributary <br />Depth <br />Resisting <br />Dead Load <br />Wall <br />Resisting <br />Dead Load <br />Floor <br />Shear ASD <br />Shear Uplift <br />Uplift <br />From <br />Above <br />Net Uplift Shear ASD Shear Uplift <br />Uplift <br />From <br />Above <br />Net Uplift Shear Type Floor To <br />Floor <br />Foundation <br />Hold Down <br />L1 8.00 9.00 1.13 1.00 15 15 1.33 540 80 361 329 3252 2690 107 64 965 207 B CMST16 HDU2 <br />L2 8.00 9.00 1.13 1.00 15 15 1.33 540 80 419 382 3775 3165 140 84 1258 383 C CMST16 HDU4 <br />L3 7.33 9.00 1.23 1.00 15 15 1.33 495 73 63 58 570 272 36 21 320 -149 A CS16 HDU2 <br />Transverse <br />VE VW <br />LINE Total <br />Length Shear Shear per <br />ft.Shear Shear per <br />ft.Note: For "Special Case", lateral analysis are provided on following pages <br />T1 8.00 1365 171 1215 152 <br />T2 8.00 3355 419 2575 322 <br />T3 4.75 1990 419 1359 286 <br /> b h h / b <br /> MIN <br /> <br />[ <br /> <br />2 <br />b <br />/ <br />h <br /> <br />, <br /> <br />1 <br /> <br />] <br /> Q w Q f d D w = Q w * d * <br /> <br />b <br /> <br />/ <br />2 <br /> D f = Q f * h * <br /> <br />b <br /> <br />/ <br />2 <br />E 0.7 <br /> E <br /> U i = h <br />* <br /> <br /> E <br /> U i + 1 <br /> U n = ( .7 <br /> <br /> <br /> U i + U i + 1 ) - (0 <br />. <br />6 <br /> - .14 <br /> <br />S <br /> <br />DS <br /> )( D <br /> w + D f ) <br /> W 0.6 n W <br /> U i = h <br />* <br /> <br /> W <br /> U i + 1 <br /> U n = .6 <br />U <br /> <br />i + U i + 1 - .6 <br />( <br /> <br />D <br /> <br />w + D f ) <br />Line Length Height Aspect <br />Ratio <br />Reduction <br />Factor Wall Load Floor Load Tributary <br />Depth <br />Resisting <br />Dead Load <br />Wall <br />Resisting <br />Dead Load <br />Floor <br />Shear ASD <br />Shear Uplift <br />Uplift <br />From <br />Above <br />Net Uplift Shear ASD Shear Uplift <br />Uplift <br />From <br />Above <br />Net Uplift Shear Type Floor To <br />Floor <br />Foundation <br />Hold Down <br />T1 8.00 9.00 1.13 1.00 15 15 9 540 540 171 155 1535 927 152 91 1367 172 A CS16 HDU2 <br />T2 8.00 9.00 1.13 1.00 15 15 9 540 540 419 382 3774 2965 322 193 2896 1090 C CMST16 HDU2 <br />T3 4.75 9.00 1.89 1.00 15 15 6 321 214 419 381 3771 3199 286 172 2575 1224 C CMST16 HDU4 <br />15