I have a 100x160ft long 1 story fabric building located in Watsonville California. I am trying to compare the base shear from the seismic analysis to wind design. I have a value of 16426.7lb for seismic and 54510.4lb for wind. This seems impossible to me. I thought that in that area seismic would control. I used Simplified Lateral force Analysis Procedure ASCE 7-05. Is this wrong? I read through all the limitations and since I am using a Cat 1 with site class d I fall in the guidlines. If anyone has experience in California lateral design please let me know if my figures seem off.
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