地震分析报告

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:TlTrnTrrrnTiTTl Il.ill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.v _ e.,.r. n i i i - -uum i i , i i I i ij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.

2、3020033.31122842.4561620.390912.55813152.5827880.4110642.43271463.4078240.5423721.84375373.4145180.5434371.84013883.7597310.598381.6711894.0219640.6401151.562218104.1548310.6612621.51226396121.54619.3446530.051694397122.378519.4771370.051342398122.986119.5738530.051089399123.631419.676550.0508224001

3、25.407819.959270.050102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 (%)1000.050.05000.020.020027.5527.5520042.3742.42007.67.6300027.553000.0142.420007.6327.2627.26027.5540024.0566.47008.3816.01027.26027.55500066.4713.4713.47016.01

4、027.26027.5560.050.050.0166.4838.4551.92016.010.0127.270.6728.23700.060.0266.513.1555.070.0116.03027.277.9936.22800.061.868.310.155.170.0716.09027.270.0136.2390.010.070.0168.3213.8969.06016.090.0627.33036.23100.050.12068.320.2269.27016.096.8234.15036.231100.12068.320.0569.32016.090.1434.290.0636.291

5、200.12068.320.0769.39016.090.3434.630.0136.31300.12068.32069.39016.09034.63036.31400.122.5770.89069.391.4917.58034.63036.31500.122.4473.33069.392.8920.47034.630.0136.321600.12073.33069.39020.47034.630.0136.321700.12073.33069.39020.47034.63036.32180.180.3073.334.6374.02020.47034.64036.32190.010.30.07

6、73.410.3274.340.0320.5034.64036.32200.010.310.0573.460.3374.670.0220.52034.64036.32396095.27097.87081.04096.690.0150.15093.48397095.27097.87081.04096.690.0250.17093.48398095.27097.87081.04096.69050.17093.48399095.27097.87081.04096.69050.170.0193.5400095.28097.87081.04096.690.0250.2093.53、前6阶振型如下图& M

7、od? 44、反映谱分析4.1谱曲线如下:L反应谱故据一缶无至铜加速度(sec)却昔互.弗 (g|1a .ooqo0.05402a .06000.09363Q.10QO0.12004a.12000.12005a.ieoo0.12006a .24000.120070.30000.120090.36000.120090.0000.1200100.42000.114S110.418000.101812Q.54Q00.0916120.6000o.oasiUa .56000.0765说讶尽rm:尝由=：-.亍.!.知项厂11的大重力加速度-团形jS项r *轴为对教刻度r煽为时敬胡度疔成天每故：I1L品兀

8、值.I52|&巳E农阻UH-C.CHr加匣度r位移(1.1235Z1.1121521 .祯gOjO! D.51 ijQi L. 1.01 l.&i M周期融L5时，场地二压 多遇地荒芭I皿阻敬 取消&49.DB52W0.D6352O43.D5J52040.34JE2D4。曲 KC40.DBE2C40,011S2W导心件辰压谄教会4无里天坦出度feet)顼谱故据 (g)1a .00000.324D2a .060005615ao.iaoo0 72QD40.1200Cl 了20 D50.1S000 72QD60.240 flCl 了20 D7o.3aoo0 72QD80.36000 720D90.4

9、0000 720D100.42000 6891110.43000 011012Q.54000.549B130.60000.49990.66000.4583C谏所重由F用吾J.000f最大隹:遂袖大系数:迁，、 明消|.适月茵日 |，111分蛆_，以互_1 ISQ.临也-IT三:固也言.R-1 4K.芝罕遇地震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40.2370.76224.235119多遇地震40.5680.

10、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6.0138.56095.781239多遇地震5.0048.70491.672240多遇地震6.0168.55495.674269多遇地震122.7403.07515.500桁架支座270多遇地震0.0001.40715.488273多遇地震124.5927.34615.403274多遇地震0.0003.28315.2581192多遇地震0.0000.00013.470油管端1193多遇地震0.0000.00013.7961194多遇地震41.63810.6088.

11、379风缆锚固点1195多遇地震42.90711.1908.6661196多遇地震41.63610.5118.4201197多遇地震42.89110.9278.6091罕遇地震231.8740.623125.411主缆锚固点65罕遇地震232.0700.819139.600119罕遇地震231.7820.623125.359183罕遇地震231.9920.819139.549237罕遇地震28.07218.299258.032塔底238罕遇地震33.92718.666271.095239罕遇地震28.08518.265257.720240罕遇地震33.94218.641270.762269罕遇地震471.66912.35165.808桁架支座270罕遇地震0.0003.12069.336273罕遇地震482.86517.08664.618274罕遇地震0.0005.49368.5421192罕遇地震0.0000.00078.206油管端1193罕遇地震0.0000.00080.1941194罕遇地震91.63323.92419.016风缆锚固点1195罕遇地震96.94425.92020.0561196罕遇地震91.62423.48319.8871197罕遇地震96.89825.24420.5054.2.2内力