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I <br /> Brickley Addition Shear wall analysis <br /> loads LRFD Wood Shear Wall Design <br /> wall weight= 12 psf roof weight= 14 psf <br /> conc wall= 75 psf floor weight= 55 psf <br /> SW SCHEDULE CAP(plf) Holdowns Capacity _Straps Capacity <br /> EXSW 201 ABs ok 1 k LSTA24 1.2 k <br /> W6 416 HDU2 3.5 k LSTA36 2 k <br /> W4 600 HDU4 5.9 k MSTC40 3.9 k <br /> W3 780 HDU5 7.3 k MSTC66 7.5 k <br /> W2 1020 HDU8 10.2 k MST72 8.7 k <br /> 2W3 1560 HDU11 14.4 k HDU8 10.2 k <br /> TOO HIGH 1600 Capacities are adjusted fro LRFD values <br /> SW- A E/W Direction SW- B N/S Direction <br /> Roof-Main Floor Roof-_Main Floor <br /> H= 8.0 Mot= 9.7 k-ft H= 8.0 Mot= 16.8 k-ft <br /> L= 10.0 C= 1.0 k L= 9.0 C= 1.9 k <br /> Vapp= 1.2 Mres= 6.8 k-ft Vapp= 2.1 Mres= 8.1 k-ft <br /> WW= 0.9 T= 0.3 k WW= 0.8 T= 1.0 k <br /> TA= 4.0 2w1h= 2.5 TA= 9.0 2w/h= 2.3 <br /> Weight=_0.5 Co= 0.85 Weight= 1.0 Co= 1.0 <br /> Shear VLF= 142.4 W6 ABs ok Shear VLF= 233.3 W6 ABs ok <br /> SW- C N/S Direction <br /> Roof-Main Floor _ <br /> H= 8.0 Mot= 13.6 k-ft <br /> L= 9.0 C= 1.5 k <br /> Vapp= 1.7 Mres= 8.1 k-ft <br /> WW= 0.8 T= 0.6 k <br /> TA= 9.0 2w/h= 2.3 <br /> _ Weight= 1.0 Co= 1.0 <br /> Shear VLF= 188.9 W6 ABs ok <br />