地震荷载计算.doc

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1、4.6水平地震作用计算4.6.1荷载的确定a恒载屋面板重力值：楼面板重力值：梁重力值：每层柱重力值：墙重力值：b活载重力荷载代表值：4.6.2地震作用的计算1各层水平地震作用力的确定根据设计资料，设防烈度为7度，h<30m，建筑场地类别为Ⅱ类，故地震特征周期，框架结构基本自振周期按下公式计算：自振周期：s则有顶部附加地震作用则水平地震影响系数最大值水平地震影响系数建筑结构的阻尼比取值则有各层水平地震作用力的确定因为所以顶部附加地震作用系数则各层水平力为：由此得出各层的水平剪力为：第六层第五层第四层第三层第二层第一层表4.6.2.2

2、地震作用下框架侧移计算层次/kN/(KN/m)/m/h635.035.0624660.000561/5357530.3565.35624660.001061/2830424.2889.63624660.001431/2098318.21107.84624660.001731/1734212.14119.98624660.001921/156316.07126.05609990.002071/1449侧移验算：层间侧移最大值：1/1449<1/550(满足要求)3弯矩的计算框架柱的杆端弯矩、梁端弯矩按下式计算：中柱处的梁：边柱处的梁

3、：A轴框架柱剪力和梁柱端弯矩计算成果表层号KN/KNym635.062466164100.2639.210.3517.969.6717.96565.3562466164100.26317.190.4030.9420.6340.61489.6362466164100.26323.570.4538.8931.8259.523107.8462466164100.26328.360.4546.7938.2978.612119.9862466164100.26331.530.5047.3047.3085.591126.05609991933

4、30.31739.960.6047.9571.9395.25B轴框架柱剪力和梁柱端弯矩计算成果表层号KNKN/mKN/m/KNymKN.mKN.mKN.m635.062466164100.41614.560.4324.9018.7814.6910.21565.3562466164100.41627.190.4544.8636.7137.5526.08489.6362466164100.41637.290.4957.0554.8255.3238.443107.8462466164100.41644.860.5067.2967.297

5、2.0450.072119.9862466164100.41649.910.5074.8774.8783.8758.291126.0560999193330.33341.970.5556.6669.2577.6053.93C轴框架柱剪力和梁柱端弯矩计算成果表层号KN/KNym635.062466164100.32111.240.3820.9112.8120.91565.3562466164100.32120.980.4335.8627.0648.67489.6362466164100.32128.770.4547.4738.847

6、4.533107.8462466164100.32134.620.4854.0149.8592.852119.9862466164100.32138.510.5057.7757.77107.621126.0560999193330.35044.120.5559.5672.80117.33表4.6.2.4地震作用下框架柱轴力与梁端剪力层梁端剪力/KN柱轴力/KNAB跨BC跨A轴B轴C轴-65.237.41-5.23-2.18-2.187.41510.5920.53-10.59-9.94-9.9420.53414.9130.92-14

7、.91-16.01-16.0130.92320.4339.26-20.43-18.83-18.8339.26222.8445.59-22.84-22.75-22.7545.59123.6846.41-23.68-22.73-22.7346.41