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70 ENGINEERED DESIGN <br /> Footnotes to Tables 2.5A and 2.5B <br /> 1 The total shear load equals the tabulated unit lateral load multiplied by the building length perpendicular to <br /> the wind direction. <br /> 2 Tabulated unit lateral loads are based on 10 foot wall heights and a 1 foot floor depth. For other wall <br /> heights, H,tabulated values for floor diaphragms shall be permitted to be used when multiplied by(H+1)/11. <br /> 3 Tabulated unit lateral loads assume a building located in Exposure B with a mean roof height of 33 feet. For <br /> buildings located in other exposures,the tabulated values shall be multiplied by the appropriate adjustment <br /> factor in Section 2.1.3.1. <br /> 4 Hip roof systems shall be designed using Table 2.5A for both orthogonal directions. <br /> 5 Shear capacity requirements for roof diaphragms,shear walls,and floor diaphragms shall be calculated as <br /> follows: <br /> Calculating Calculating Calculating Total <br /> Total Diaphragm Shear Wall <br /> Shear Capacity Unit Shear Capacity Shear Capacity <br /> Requirements Requirements Requirements <br /> Vroof,Vflo°r Vroof.Vfloor Vwall <br /> (lbs) (PM (plf) <br /> Wind Wind Wind Wind Wind Wind <br /> Perpendicular Parallel Perpendicular Parallel Perpendicular Parallel <br /> to Ridge to Ridge to Ridge to Ridge to Ridge to Ridge <br /> ("w"from Table 2.5A) ("w"from Table 2.5B) <br /> �oajl _ wroojl(L) V'aolll = w roof l'(B) Vravll V roof, Shear Wall Bracing <br /> V =w (I,) = w (B) V.°°jl — 2(B) v'.°°I' — 2(L) Roof&Ceiling <br /> floor(i)_1_ floor(1)I Vfloor(i)j, floor(i)II _ <br /> ran �oof1 V __un111' V o°J I, <br /> Vnoor(i)1 V11„r,r(,r <br /> vfloor(i)1 = 2(B) •vfloor(l) = 1(L) Shear Wall Bracing <br /> Roof/Ceiling&1 Floor <br /> V,,,,lli = V,r°ul = <br /> V,.„„1, + V=,1, + <br /> VNuor(1)1 V/lonr('IF <br /> Shear Wall Bracing <br /> Roof/Ceiling&2 Floors <br /> V,,,ii, = V,r°llr = <br /> Vr„„11 + Vr,,,,11I + <br /> Vfluor(I I1 + V fir no(I),; + <br /> V <br /> howl'_11. Vn,»(21;I <br /> AMERICAN WOOD COUNCIL L 1.6 <br />