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CARLISLE PROPERTIES February 22, 2022 SDA Job# 9476 7 <br /> Lateral Calculation Key-for Shearwalls Only(See attached caics for other lateral load resisting system designs) <br /> iP2 <br /> T, V=Shear,plf <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 /> �P7 <br /> E <br /> I <br /> 'T=V x H -0.5P1-P2=Tension reaction to be resisted by holdown <br /> T C 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 E uations (Uplift) <br /> 7 0.61D+0-6 W <br /> 8**.(0.6-0.14S0S)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*0+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.f <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)0+Emh <br /> Compression Equations <br /> 4. 1.2D+1 6W+L+O-5S <br /> 5**-(1+0.2SDS)D+Emh+L+0.2S <br /> 6. 1.2D+Ev+Eh+L+0.2S <br /> 6*. 1.2D+Ev+Emh+L+O 2S <br /> Load_SymboL[eger?ff; Abl7reviauo I Svmbai Leg„nd: <br /> D-Dead load HD-HOLDOWN <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 /> Em-Effect of horizontal seismic forces,including overstrength <br /> Emh-Vertical seismic load effect <br /> Shear Wall Coefficient La end: sea"SEGNIENTED SHEAR WALL DESIGN"parles.1 <br /> WL 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-SumatiOn of shear wall segments widths adjusted with aspect ratio(as required). <br /> S.G.-Specific Gravity Adjustment Factor for Hem-Fir Framing(may be increased to 1.0 for Douglas-Fir framing). <br /> ASD-Allowable Stress Design load combination factor. <br /> ALLOWED UNITSHEAR-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:W L FACTOR x S.G.x UNFACTORED SHEAR CAPACITY/(FACTOR OF SAFETY x ASD). <br /> SEISMIC CAPACITY-Ultimate shear value caulated per:S.G.x UNFACTORED SHEAR CAPACITY/(FACTOR OF SAFETY x ASO). <br />