1、4.6水平地震作用計算4.6.1荷載的確定 a 恒載 屋面板重力值： 樓面板重力值： 梁重力值： 每層柱重力值： 墻重力值： b 活載重力荷載代表值： 4.6.2地震作用的計算1 各層水平地震作用力的確定根據設計資料，設防烈度為7度，h<30m，建筑場地類別為類，故地震特征周期，框架結構基本自振周期按下公式計算：自振周期：s則有頂部附加地震作用 則水平地震影響系數最大值 水平地震影響系數 建筑結構的阻尼比取值 則有 各層水平地震作用力的確定 因為所以頂部附加地震作用系數則各層水平力為： 由此得出各層的水平剪力為：第六層 第五層 第四層 第三層 第二層 第一層 表4.6.2.2 地震作用下

2、框架側移計算層次/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側移驗算：層間側移最大值：1/1449<1/550(滿足要求)3 彎矩的計算框架柱的桿端彎矩、梁端彎矩按下式計算：中柱處的梁： 邊柱處的梁： a軸框架柱剪力和梁柱端彎矩計算成果表層號kn/knym635

3、.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軸框架柱剪力和梁柱端彎矩計算成果表層號knkn/mkn/m/k

4、nymkn.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.

5、6669.2577.6053.93c軸框架柱剪力和梁柱端彎矩計算成果表層號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地震作用下框架柱軸力與梁端剪力層梁端剪力/kn柱軸力/knab跨bc跨a軸b軸c軸-65.237.41-5.23-2.18-2.187.41510.5920.53-10.59-9.94-9.9420.53414.9130.92-14.91-16.01-16.0130.92320.4339.26-20.43-18.83-