地震分析报告文案.doc

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1、....地震分析1、概述本桥动力计算采用midas/civil桥梁结构计算软件，计算模型如下：全桥共3284个单元，其中只受拉索单元424个，梁单元2860个。锚固处及塔底均约束位移自由度，桁架左端约束位移自由度，右端仅约束Y，Z向自由度。2、动力特性自振特性计算前400阶，计算结果如下：模态号频率频率周期(rad/sec)(cycle/sec)(sec)11.5374960.24474.08663621.7555010.2793973.57914131.8975390.3020033.31122842.4561620.390912.55

2、813152.5827880.4110642.43271463.4078240.5423721.84375373.4145180.5434371.84013883.7597310.598381.6711894.0219640.6401151.562218104.1548310.6612621.51226…………396121.54619.3446530.051694397122.378519.4771370.051342398122.986119.5738530.051089399123.631419.676550.050822400125

3、.407819.959270.050102........振型参与质量表模态号TRAN-XTRAN-YTRAN-ZROTN-XROTN-YROTN-Z质量(%)合计(%)质量(%)合计(%)质量(%)合计(%)质量(%)合计(%)质量(%)合计(%)质量(%)合计(%)1000.050.05000.020.020027.5527.5520042.3742.42007.67.6300027.553000.0142.420007.6327.2627.26027.5540024.0566.47008.3816.01027.26027.55500

4、066.4713.4713.47016.01027.26027.5560.050.050.0166.4838.4551.92016.010.0127.270.6728.23700.060.0266.513.1555.070.0116.03027.277.9936.22800.061.868.310.155.170.0716.09027.270.0136.2390.010.070.0168.3213.8969.06016.090.0627.33036.23100.050.12068.320.2269.27016.096.8234.15036

5、.231100.12068.320.0569.32016.090.1434.290.0636.291200.12068.320.0769.39016.090.3434.630.0136.31300.12068.32069.39016.09034.63036.31400.122.5770.89069.391.4917.58034.63036.31500.122.4473.33069.392.8920.47034.630.0136.321600.12073.33069.39020.47034.630.0136.321700.12073.330

6、69.39020.47034.63036.32180.180.3073.334.6374.02020.47034.64036.32190.010.30.0773.410.3274.340.0320.5034.64036.32200.010.310.0573.460.3374.670.0220.52034.64036.32…………………………………396095.27097.87081.04096.690.0150.15093.48397095.27097.87081.04096.690.0250.17093.48398095.27097.8

7、7081.04096.69050.17093.48399095.27097.87081.04096.69050.170.0193.5400095.28097.87081.04096.690.0250.2093.5........3、前6阶振型如下图4、反映谱分析4.1谱曲线如下：多遇地震........罕遇地震4.2计算结论仅考虑地震作用，其中，三个地震方向中，竖向地震效应组合系数取0.5。4.2.1支点反力结果：节点荷载FX(kN)FY(kN)FZ(kN)位置1多遇地震40.4570.56821.895主缆锚固点65多遇地震40.237

8、0.76224.235119多遇地震40.5680.56821.954183多遇地震40.3340.76224.291237多遇地震5.0028.71591.854塔底238多遇地震6.013