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PROJECT NAME: HULTS RESIDENCE ADDITION <br /> JOB: X10-2854 <br /> Analysis of SW Grid Line A <br /> Design Rho = 1.3 <br /> Table 1 - Shears <br /> Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK <br /> ft ft Ratio lb lb lb lb plf plf plf <br /> 2 8.3 8.8 2.2** 1180 447 1627 1754 137 91 137 SW-1 <br /> 1 8.2 8.0 2.0 1990 654 2645 3872 225 202 225 SW-2 <br /> Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. <br /> Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by <br /> WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase <br /> the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. <br /> Level Max Aspect WSP 1/WSP Design Adjusted Revised <br /> Ratio Shear Shear SW MARK <br /> 2 2.19 0.98 1.02 137 141 SW-1 <br /> Notes <br /> 1. b = sum of all solid panels. <br /> 2. H / W = Maximum aspect ratio of all panels within a SW. <br /> 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. <br /> 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. <br /> 5. E + Ew = Total unfactored seismic load. <br /> 6. W - Unfactored wind forces(Summed between levels). <br /> 7. vE = 0.7 x vE(ASD factored shear). <br /> 8. wW = 0.6 x vW / 1.4. <br /> 9. * = Shear values includes effects of vertical shears due hold-down reactions <br /> from upper levels (if applicable). <br /> Table 2a - Vertical loads on panels <br /> Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift <br /> Type ft ft ft lb/ft lb/ft lb/ft lb/ft <br /> CUSTOM DESIGN & ENGINEERING, INC. <br /> March 3, 2022 Page 27 /67 <br /> Copyright Q 2022 Custom Design&Engineering,Inc_All rights reserved. <br />