地震荷载计算

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，h30m，建筑场地类别为类，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 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：1/14491/550(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： A轴框架柱剪力和梁柱端弯矩计算成果表层号KN/KNym635.062466164100.2639.210.3517.969.6717.96565.3562466164100.26317.190.4030.9420.6340.61489.6362466164100.26323.570.4538.8931.8259.523107.8462466164100.26328.360.4546.7938.2978.612119.9862466164100.26331.530.5047.3047.3085.591126.0560999193330.31739.960.6047.9571.9395.25 B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.m635.062466164100.41614.560.4324.9018.7814.6910.21565.3562466164100.41627.190.4544.8636.7137.5526.08489.6362466164100.41637.290.4957.0554.8255.3238.443107.8462466164100.41644.860.5067.2967.2972.0450.072119.9862466164100.41649.910.5074.8774.8783.8758.291126.0560999193330.33341.970.5556.6669.2577.6053.93C轴框架柱剪力和梁柱端弯矩计算成果表层号KN/KNym635.062466164100.32111.240.3820.9112.8120.91565.3562466164100.32120.980.4335.8627.0648.67489.6362466164100.32128.770.4547.4738.8474.533107.8462466164100.32134.620.4854.0149.8592.852119.9862466164100.32138.510.5057.7757.77107.621126.0560999193330.35044.120.5559.5672.80117.33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-65.237.41-5.23-2.18-2.187.41510.5920.53-10.59-9.94-9.9420.53414.9130.92-14.91-16.01-16.0130.92320.4339.26-20.43-1