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ECHELBARGER-3 STORY I December 4, 2018 I SDA Job# 7976 I 5 <br /> Lateral Calculation Key <br /> P2 <br /> V <br /> 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 /> Ipi <br /> TIC T=V x H -0.5P1 -P2 =Tension reaction to be resisted by holdown <br /> C=V x H+0.5P1 =Compression reaction <br /> ASD Basic Load Combinations <br /> For calculation of tension and compression forces in compliance with ASCE 7-10 2.4.1 <br /> Tension Equations (Uplift) <br /> 7. 0.6D+0.6 W <br /> 8. (0.6-0.14SDS)D+E 0.48D+E <br /> *8. (0.6-0.14SDS)D+2.5 E 0.48 D+2.5 E <br /> Compression Equations <br /> 5. D+0.6 W <br /> 5. (1 +0.14SDS)D+E 1.12 D +E <br /> 6. D+0.75(0.6W)+0.75L+0.75S <br /> 6. (1.0+0.105SDS)D+0.75E +0.75L+0.75S 1.09 D+0.75 E+0.75 L+0.75 S <br /> *5. (1 +0.14SDS)D+2.5E 1.12 D+2.5 E <br /> *6. (1.0+0.105SDS)D+1.875E +0.75L+0.75S 1.09 D+1.875 E+0.75 L+0.75 S <br /> *Equations include overstrength factor. <br /> Note:The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design <br /> force Eh,but not Ev. Therefore this factor has been omitted from equations 5,6 and 8 where appropriate. <br />