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• 4TH AVE W DUPLEX October 10, 2022 1 SDA Job# 9676 I 7 <br /> Lateral Calculation Key-for Shearwalls Only(See attached calcs for other lateral load resisting system designs) <br /> P2 <br /> V 1 <br /> V=Shear,pit <br /> H=Height of shearwall <br /> L=Length of shearwall <br /> P1 =Weight of shearwall and connected framing <br /> P2=Weight of adjacent wall <br /> �P 1 <br /> I *T=V x H -0 5P1-P2=Tension reaction to be resisted by holdown <br /> T IC C=V x H+0.5P1 =Compression reaction <br /> 'Holdown tension load supporting roof framing includes wind uplift from'Zone G'&'Zone H' <br /> ASD Basic Load Combinations <br /> For calculation of tension and compression forces in compliance with ASCE 7-16 2.4.1 <br /> Tension Equations(Uplift) <br /> 7 0 6D+0.6 W <br /> 8V' (0 6-0.14SDS)D+0.7Emh <br /> 10,0 6D-0 7Ev+0 7Eh <br /> 10*.0.6D-0 7Ev+0.7Emh <br /> Compression Equations <br /> 5.D+0 6W <br /> 5**(1+0.14SDS)D+0 7Emh <br /> 6.D+0 75L+0,75(0.6W)+0.75S <br /> 6b**(1+0.105SDS)D+0 525Emh+0.75L+0.75S <br /> 8 D+0 7Ev+0 7Eh <br /> 8*D+0 7Ev+0 7Emh <br /> 9 D+0.525Ev+0.525Eh+0 75L+0 75S <br /> 9*D+0 525Ev+0.525Emh+0.75L+0.75S <br /> LRFD Basic Load Combinations (Where Applicable) <br /> For calculation of tension and compression forces in compliance with ASCE 7-16 2.3.1 <br /> Tension Equations (Uplift) <br /> 5.0 9D+W <br /> 7.0.9D-Ev+Eh <br /> 7".0.9D-Ev+Emh <br /> 7"' (0 9-0.2SDS)D+Emh <br /> Compression Equations <br /> 4.1.2D+1 6W+L+0.5S <br /> 5** (1+0 2SDS)D-Emh+L+O 2S <br /> 6 1 2D+Ev+Eh+L+0 2S <br /> 6' 1 2D"-Ev+Emh i-L+0.2S <br /> oad Symucl I egr od Abbreviation Symbol Leftend <br /> 0-Dead load HD-HOEDOWN <br /> L Live load <br /> S Snow load <br /> W-Wind load <br /> SOS-Design spectral response acceleration <br /> Eh-Effect of horizontal seismic forces <br /> Ev-Effect of vertical seismic forces <br /> Ern-Effect of horizontal seismic forces,including overstrength <br /> Emh-Vertical seism.c load effect <br /> St?e,u-LVaRI.oefficienrtrjend-_(sr-c_StOihttNlfDD SHEAR WAti DFSIE,N_;iraws1 <br /> WI.FACTOR-Factor for increasing seismic capacity to wind load capacity per SDPWS-2015 T4 3A. <br /> ASPECT RATIO Full height segmented shear wall reduction factor per SDPWS-2015 4.3.3.4.1.Shear walls with similar stiffness per 4.3.4 2. <br /> TOTAL ADJ.LENGTH-Sumat on of shear wall segments widths adjusted with aspect,ano(as required). <br /> S.G. Specific Gravity Adjustment Factor for hem Fir Framing(may be increased to 1.0 for Doug'as-Fir framing). <br /> ASO-Allowable Stress Design load combination factor <br /> ALLOWED UNIT SHEAR-Unit shear capacity per SDPWS-2015 T4.3A Shear values adjusted with FACTOR OF SAFETY per 4.3 3. <br /> WIND CAPACITY-Ultimate shear value calculated per:Wt FACTOR x S G x UNFACCORED SHEAR CAPACITY/(FACTOR OF SAFETY x ASD) <br /> SEISMIC CAPACITY-Ultimate shear value cau atad per:S G.x UNFACTORED SHEAR CAPACITY J(FACTOR OF SAFETY x ASD). <br /> F/S/ <br />