1572218中框中柱(4.09+3.25)*/(2*4.74)=1.550.4372282518∑D876446(3)横向框架的自振周期按顶点位移法计算框架的自振周期。1 01.7T T?? ?式中α0——基本周期调整系数。考虑非承重填充墙时取0.6△T——框架的顶点位移。表3-6横向框架顶点位移层次Gi(KN)∑Gi(KN)Di(KN/m)层间相对位移δ=∑Gi/Di△i38976428088764460.04880.25028976517848764460.05910.2011110197619804365200.1420.142T1=1 01.7T T?? ?=1.7×0.6×343.0=0.597(s)(4)横向地震作用计算在工类场地二区,结构的特征周期Tg和地震影响系数αmax为:Tg=0.35(s)αmax=0.08由于T1=0.597(s)>1.4=1.4×0.35=0.49(s),应考虑顶点附加地震作用。按底部剪力法求得基部剪力,若按Fi=GiHiGiHiFE太原理工大学继续教育学院毕业(论文)纸-10-δn=0.08T1+0.01=0.08×0.597+0.01=0.0578结构横向总水平地震作用标准值:FEK=(Tg/T1)0.9×αmax×0.85??81iGi=2656KN顶点附加水平地震作用△Fn=δnFEK=0.0578×2656=31.46KN各层横向地震剪力见表如下表3-7各层横向地震作用及楼层地震剪力层次hiHiGiGiHi??81jGjHjGiHiFiVi33.311.4589761027750.1122802498.323.38.158976731540.080200.22698.514.854.8510197494510.0541352833.5注:
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