1、預應力混凝土連續(xù)剛構(gòu)橋第一部分方案簡介及上部結(jié)構(gòu)尺寸擬定一 本設計經(jīng)方案比選后，橋跨布置為：全橋采用80米+135米+80米預應力混凝土變截面連續(xù)剛構(gòu)結(jié)構(gòu)，全長295米。上部結(jié)構(gòu)橋面寬采用凈9+2*1.5 m。截面形式采用單箱單室。圖1 橋位地形圖二 橋型布置1. 主跨徑的擬定主跨徑定為135m，邊跨采用0.59倍的中跨徑 80m，橋梁全長為：80+135+80=295(m)2順橋向梁的尺寸擬定（1） 墩頂處梁高：根據(jù)規(guī)范，梁高為1/161/20L，取L/18.75, 約取偏安全的7.2 m。（2） 跨中梁高：根據(jù)規(guī)范，梁高為 L/45,即3.0 m。（3） 梁底曲線：選用二次拋物線。以跨中梁

2、底為原點，曲線方程：Y=-0.0011008X2。3 橫橋向的尺寸擬定根據(jù)任務書規(guī)定，行車道為凈-9m，另外兩邊各有寬1.5m的人行道。圖2 主梁截面尺寸圖頂板厚取28cm；跨中處底板厚32cm，以便布置預應力束，支點處底板厚為 120cm,中間底板板厚成拋物線性變化；腹板厚度由于要布置預應力鋼束錨頭，故采用70cm；頂板承托尺寸采用45cmX45cm和30cmX60cm,底板承托尺寸采用45cm×45cm；橫隔板共設4道，兩支點各兩道，厚度取100cm，板上留有人孔，尺寸為200cm×200cm；人行道板具體尺寸如圖3所示。 圖3 人行道板構(gòu)造4.橋面鋪裝 橋面鋪裝：根據(jù)

3、橋梁工程（上）選用8cm厚的防水混凝土作為鋪裝層，上加2cm厚的瀝青混凝土磨耗層，共計10cm厚。 橋面橫坡：根據(jù)規(guī)范規(guī)定為1.5%3.0%,取2.0%,該坡度由箱梁頂板坡度控制。5下部構(gòu)造橋墩采用雙薄壁形式，橋墩壁厚3.0米，寬7米，兩壁中心距為7米。基礎均為樁基礎。橋臺為埋置式橋臺，放置在基巖上。三施工要點及注意事項1.橋梁上部采用掛籃懸臂澆注施工，施工時要對稱澆注，應注意立摸高程的合理設置，準確控制懸澆高程，主梁邊中跨合攏高差應控制在cm以內(nèi)。2.施工后的主梁備用預應力束孔處理如下：頂板束孔灌漿封填，底板束孔留下備用，但不穿預應力束。3.箱梁懸澆施工時在底板上的施工孔不封堵，作為箱梁的通

4、氣孔。四.本橋主要材料參照規(guī)范規(guī)定，該橋材料取用如下。1混凝土箱梁采用50號，墩身采用40號，承臺、蓋梁、耳背墻、防撞護欄、人行道采用30號。2鋼材1) 縱、橫向預應力采用ASTMA416-92-270級鋼絞線，標準強度為1860Mpa，直徑為15.24mm，面積140mm2,彈性模量為1.9×105 Mpa，采用OVM錨具。2) 帶肋鋼筋應符合鋼筋混凝土用熱軋帶肋鋼筋GB1499-91的規(guī)定、光圓鋼筋應符合鋼筋混凝土用熱軋光圓鋼筋GB1499-91的規(guī)定。3伸縮縫伸縮縫采用HXC-80A定型產(chǎn)品 。4橋梁支座橋臺處安裝一個GPZ單向活動和雙向活動盆式支座。五橋梁設計荷載根據(jù)設計任務

5、書規(guī)定：荷載等級為汽車-20級、掛車-100級、人群荷載為3.0kN/m2。第二部分 內(nèi)力計算與荷載組合一全橋結(jié)構(gòu)計算圖式的確定 本設計的單元劃分，每一個施工階段自然劃分為一個單元。這樣便于模擬施工過程，而且這些截面正是需要驗算的截面。另外，在墩頂、跨中和一些構(gòu)造變化位置相應增設了幾個單元。這樣整個主橋劃分成98個單元，99個截面，如圖4所示。圖4 主橋單元劃分示意圖（尺寸單位：m）二全橋施工階段的劃分1為了方便全橋的施工分段，更好地根據(jù)起吊重量來劃分，特用程序?qū)澐值牧旱膯卧慕孛嫣匦院蛦卧亓坑嬎愠鰜恚唧w結(jié)果見表1：表1 截面特性及單元重量計算結(jié)果表單元號左梁高（m）左面積(m2)右梁高

6、（m）右面積(m2)單元重量(kN)13.08.453.08.452.64e+0323.08.453.18.5932033.18.593.449.041.1e+0343.449.043.779.51.16e+0353.779.54.119.961.22e+0364.119.964.4410.41.27e+0374.4410.44.7110.81.06e+0384.7110.84.9811.11.1e+0394.9811.15.2512.51.18e+03105.2512.55.4513.6981115.4513.65.6514.01.04e+03125.6514.05.8614.31.06e+

7、03135.8614.36.0214.6905146.0214.66.1914.9923156.1914.96.3615.2941166.3615.26.5315.5959176.5315.56.715.8978186.715.86.8616.1996196.8616.17.0316.41.01e+03207.0316.47.216.71.03e+03217.216.77.216.71.25e+03227.216.77.216.72.91e+03237.216.77.216.41.03e+03247.0316.46.8616.11.01e+03256.8616.16.715.8996266.7

8、15.86.5315.5978276.5315.56.3615.2380286.3615.26.1914.9941296.1914.96.0214.6923306.0214.65.8614.3905315.8614.35.6514.01.06e+03325.6514.05.4513.61.04e+03335.4513.65.2512.5981345.2512.54.9811.11.18e+03354.9811.14.7110.81.1e+03364.7110.84.4410.41.08e+03374.4410.44.119.961.27e+03384.119.963.779.51.22e+03

9、393.779.53.449.041.16e+03403.449.043.18.591.1e+03413.18.593.08.45320423.08.453.18.59320433.18.593.449.041.1e+03443.449.043.779.51.16e+03453.779.54.119.961.22e+03464.119.964.4410.41.27e+03474.4410.44.7110.81.06e+03484.7110.84.9811.11.1e+03494.9811.15.2512.51.18e+03505.2512.55.4513.6981515.4513.65.651

10、4.01.04e+03525.6514.05.8614.31.06e+03535.8614.36.0214.6905546.0214.66.1914.9923556.1914.96.3615.2941566.3615.26.5315.5959576.5315.56.715.8978586.715.86.8616.1996596.8616.17.0316.41.01e+03607.0316.47.216.71.03e+03617.216.77.216.71.25e+03627.216.77.216.72.91e+03637.216.77.0316.41.03e+03647.0316.46.861

11、6.11.01e+03656.8616.16.715.8996666.715.86.5315.5978676.5315.56.3615.2959686.3615.26.1914.9941696.1914.96.0214.6923706.0214.65.8614.3905715.8614.35.6514.01.06e+03725.6514.05.4513.61.04e+03735.4513.65.2512.5981745.2512.54.9811.11.18e+03754.9811.14.7110.81.1e+03764.7110.84.4410.41.06e+03774.4410.44.119

12、.961.27e+03784.119.963.779.51.22e+03793.779.53.449.041.16e+03803.449.043.18.591.1e+03813.18.593.08.45320823.012.03.012.02.64e+03833.012.03.012.02.4e+03843.012.03.012.02.4e+03853.012.03.012.02.4e+03863.012.03.012.02.22e+03873.012.03.012.02.4e+03883.012.03.012.02.4e+03893.012.03.012.02.4e+03903.012.03

13、.012.02.4e+03913.012.03.012.02.4e+03923.012.03.012.02.4e+03933.012.03.012.02.4e+03943.012.03.012.02.4e+03953.012.03.012.02.4e+03963.012.03.012.02.4e+03973.012.03.012.02.4e+03983.012.03.012.02.4e+032橫隔板重量的計算 橫隔板重： Q=(622×600-2×120×26-2×20×20-105×90-200×200) ×80

14、×10-6×26=792(kN)3橋面鋪裝和人行道板每米重量計算 Q=9×0.1×25+4×0.3×23=55(kN/m)4主跨施工分段 施工分段見圖4。全橋共分98個單元（82個橋面單元）、99個節(jié)點，其中兩個邊跨各有20個單元，中跨有19個單元，再后面的恒載、活載、施工及驗算等內(nèi)力的計算時，代入程序的單元劃分形式都以以上這種劃分方式填寫數(shù)據(jù)文件。圖5 主梁施工分段三 恒載內(nèi)力計算恒載內(nèi)力主要包括一期恒載和二期恒載的內(nèi)力疊加。全橋主要施工階段的內(nèi)力如圖6所示。1懸臂澆注階段：在支架或托架上澆注3號梁段，拼裝掛籃，懸臂澆注各箱梁梁段并

15、張拉相應頂板縱向預應力束，懸臂澆注結(jié)束時全橋的恒載內(nèi)力如表2所示。表2 最大懸臂階段內(nèi)力計算結(jié)果表單元號節(jié)點號軸力剪力彎矩331.37e+0043.29e+0036.66e+00441.5e+0041.1e+0031.62e+004442.619e+0041.369e+0033.465e+00452.86e+0042.17e+0032.52e+004554.34e+0049644.36e+00464.49e+0043.48e+0034.8e+004665.84e+004-2406.19e+00476.0e+0044.75e+0036.35e+004777.29e+004-8827.92e+00

16、487.49e+0045.81e+0038.43e+004888.35e+004-3.23e+0039.31e+00498.51e+0046.91e+0038.96e+004999.43e+004-4.54e+0039.27e+004109.51e+0045.71e+0038.9e+00410101.04e+005-2.84e+0039.12e+004111.05e+0054.94e+0039.43e+00411111.14e+005-1.87e+0039.53e+004121.15e+0055.57e+0031.01e+00512121.25e+005-2.95e+0031.01e+0051

17、31.26e+0056.8e+0031.04e+00513131.36e+005-4.48e+0031.03e+005141.37e+0056.73e+0031.05e+00514141.47e+005-4.72e+0031.02e+005151.48e+0057.27e+0031.04e+00515151.58e+005-5.47e+0039.92e+004161.59e+0057.64e+0031.01e+00416161.69e+005-5.5e+0039.51e+004171.7e+0057.71e+0039.8e+00417171.8e+005-4.96e+0039.07e+0041

18、81.81e+0057.13e+0039.58e+00518181.9e+005-3.26e+0038.54e+004191.9e+0055.22e+0049.59e+0041919191.98e+0051868.43e+004201.99e+0052.48e+0031.03e+00520202.1e+005-2.48e+0031.2e+005212.13e+0051.01e+0041.34e+00521212.13e+005-1.01e+0041.34e+005223.365e+0053.403e+0047.255e+00522222.14e+0052.46e+0041.08e+005232

19、.14e+0052.64e+0047.54e+0052邊跨合龍階段：安裝排架并按施工要求進行預壓，現(xiàn)澆邊跨等高粱段，達到強度要求后，澆注邊跨合龍段，張拉邊跨底板縱向預應力束。此時全橋恒載內(nèi)力如表3所示。表3 邊跨合龍階段內(nèi)力計算結(jié)果表單元號節(jié)點號軸力剪力彎矩117.510e+0043.051e+003-1.401e+00327.645e+004-1.113e+0021.888e+004227.645e+004-6.208e+0031.888e+00437.671e+0046.544e+0031.304e+004339.004e+004-3.346e+0031.952e+00449.213e+0

20、047.193e+0031.152e+004441.054e+005-4.003e+0032.033e+00451.072e+0058.373e+0031.048e+004551.204e+005-5.196e+0032.166e+00461.225e+0059.617e+0039.445e+003661.358e+005-6.421e+0032.318e+00471.375e+0051.089e+0049.184e+003771.503e+005-7.053e+0032.474e+00481.320e+0051.052e+0044.683e+004881.406e+005-7.957e+00

21、35.856e+00491.223e+0051.028e+0047.991e+004991.314e+005-7.923e+0038.305e+004101.103e+0057.761e+0031.099e+00510101.192e+005-4.893e+0031.122e+005111.001e+0055.794e+0031.502e+00511111.089e+005-2.725e+0031.512e+005121.104e+0056.426e+0031.535e+00512121.197e+005-3.801e+0031.535e+005131.214e+0057.654e+0031.

22、541e+00513131.311e+005-5.333e+0031.528e+005141.320e+0057.583e+0031.518e+00514141.418e+005-5.573e+0031.489e+005151.429e+0058.118e+0031.482e+00515151.531e+005-6.323e+0031.437e+005161.540e+0058.493e+0031.429e+00516161.639e+005-6.350e+0031.371e+005171.650e+0058.558e+0031.374e+00517171.748e+005-5.812e+00

23、31.302e+005181.756e+0057.985e+0031.326e+00518181.849e+005-4.112e+0031.223e+005191.856e+0056.073e+0031.302e+00519191.933e+005-6.681e+0021.186e+005201.943e+0053.341e+0031.351e+00520202.048e+005-3.341e+0031.514e+005212.084e+0051.097e+0041.632e+00521212.084e+005-1.097e+0041.632e+005222.090e+0053.711e+00

24、47.856e+00422222.113e+0051.027e+0041.066e+005232.109e+0051.861e+0041.193e+005中跨合龍階段：拼裝中跨合龍吊架，焊接合龍段骨架，綁扎合龍段鋼筋，澆注中跨合龍段，張拉中跨底板縱向預應力束和剩余次中跨底板縱向預應力束。中跨合龍完成后的全橋恒載內(nèi)力如表4所示。表4 中跨合龍階段內(nèi)力計算結(jié)果表單元號節(jié)點號軸力剪力彎矩117.769e+004-1.976e+003-1.380e+00327.824e+0044.663e+003-4.306e+004227.824e+004-4.663e+003-4.306e+00437.850e+

25、0044.995e+003-4.651e+004339.167e+004-1.834e+003-4.011e+00449.425e+0045.493e+003-3.981e+004441.075e+005-2.317e+003-3.104e+00451.094e+0056.683e+003-3.222e+004551.226e+005-3.519e+003-2.109e+00461.248e+0057.936e+003-2.469e+004661.380e+005-4.753e+003-1.101e+00471.399e+0059.214e+003-1.645e+004771.526e+005

26、-5.397e+003-9.623e+00281.349e+0058.886e+0032.724e+004881.434e+005-6.332e+0033.893e+00491.255e+0058.668e+0036.652e+004991.346e+005-6.324e+0036.965e+004101.139e+0056.185e+0031.028e+00510101.227e+005-3.324e+0031.050e+005111.040e+0054.242e+0031.475e+00511111.127e+005-1.179e+0031.486e+005121.142e+0054.87

27、5e+0031.559e+00512121.235e+005-2.255e+0031.558e+005131.251e+0056.102e+0031.615e+00513131.348e+005-3.785e+0031.602e+005141.357e+0056.033e+0031.634e+00514141.455e+005-4.027e+0031.605e+005151.466e+0056.569e+0031.639e+00515151.567e+005-4.777e+0031.595e+005161.576e+0056.945e+0031.629e+00516161.675e+005-4

28、.806e+0031.570e+005171.685e+0057.013e+0031.615e+00517171.783e+005-4.271e+0031.543e+005181.791e+0056.444e+0031.609e+00518181.884e+005-2.577e+0031.506e+005191.890e+0054.540e+0031.626e+00519191.967e+0058.568e+0021.510e+005201.977e+0051.824e+0031.716e+00520202.081e+005-1.824e+0031.879e+005212.117e+0059.

29、440e+0032.037e+00521212.117e+005-9.440e+0032.037e+005222.123e+0053.713e+0041.203e+00522222.103e+005-7.242e+0031.963e+005232.102e+0053.768e+0048.416e+0044橋面鋪裝階段：橋面鋪裝、人行道板等橋面系安裝完畢大橋建成后的全橋恒載內(nèi)力如表5所示。表5 橋面鋪裝階段內(nèi)力計算結(jié)果表單元號節(jié)點號軸力剪力彎矩117.697e+004-6.359e+002-1.374e+003127.755e+0044.013e+003-3.062e+004227.755e+0

30、04-4.013e+003-3.062e+004237.781e+0044.426e+003-3.320e+004339.094e+004-1.275e+003-2.681e+004349.356e+0045.209e+003-2.461e+004441.068e+005-2.042e+003-1.587e+004451.087e+0056.674e+003-1.647e+004551.218e+005-3.519e+003-5.377e+003561.240e+0058.202e+003-9.775e+003661.372e+005-5.028e+0033.864e+003671.391e+

31、0059.755e+003-3.737e+003771.518e+005-5.947e+0031.172e+004781.342e+0059.659e+0033.693e+004881.427e+005-7.110e+0034.860e+004891.250e+0059.672e+0037.233e+004991.341e+005-7.331e+0037.546e+0049101.137e+0057.421e+0031.039e+00510101.225e+005-4.563e+0031.061e+00510111.039e+0055.653e+0031.444e+00511111.126e+

32、005-2.593e+0031.454e+00511121.141e+0056.451e+0031.483e+00512121.234e+005-3.833e+0031.482e+00512131.250e+0057.842e+0031.490e+00513131.347e+005-5.528e+0031.476e+00513141.356e+0057.911e+0031.463e+00514141.454e+005-5.907e+0031.435e+00514151.465e+0058.585e+0031.421e+00515151.566e+005-6.795e+0031.376e+005

33、15161.576e+0059.099e+0031.359e+00516161.675e+005-6.962e+0031.300e+00516171.685e+0059.304e+0031.290e+00517171.783e+005-6.566e+0031.218e+00517181.791e+0058.874e+0031.226e+00518181.883e+005-5.012e+0031.122e+00518191.891e+0057.109e+0031.181e+00519191.967e+005-1.721e+0031.065e+00519201.977e+0054.531e+003

34、1.205e+00520202.082e+005-4.531e+0031.368e+00520212.118e+0051.228e+0041.458e+00521212.118e+005-1.228e+0041.458e+00521222.124e+0054.092e+0045.215e+00422222.105e+005-8.609e+0031.304e+00522232.105e+0054.023e+0045.940e+003 圖6 主梁主要施工階段內(nèi)力圖a)最大懸臂階段內(nèi)力；b)邊跨合龍階段內(nèi)力；c)中跨合龍階段內(nèi)力；d)橋面鋪裝階段內(nèi)力四 溫度及支座沉降次內(nèi)力計算 （一）溫度次內(nèi)力計算

35、方法及結(jié)果 按矩陣位移法求解溫度次內(nèi)力。本設計考慮主梁上下緣溫差5，溫度次內(nèi)力結(jié)果如圖7所示。（二）支座沉降次內(nèi)力計算方法及結(jié)果由于各個支座處的豎向支座反力和地質(zhì)條件的不同引起支座的不均勻沉降，連續(xù)體系是一種對支座不均勻沉降特別敏感的結(jié)構(gòu)，所以由它引起的內(nèi)力是構(gòu)成內(nèi)力的重要組成部分. 按矩陣位移法求解支座沉降次內(nèi)力。在橋梁設計中，支座沉降工況的選取是應慎重考慮的問題。一般應綜合考慮橋址處的地質(zhì)、水文等情況，根據(jù)已建橋梁的設計經(jīng)驗來定。有時需選取幾種沉降工況計算，這樣就存在一個工況組合的問題。程序一般對每一個截面挑最不利的工況內(nèi)力值作為沉降次內(nèi)力。 本設計考慮1號墩下降1 .0cm，0號橋臺下降

36、1.0cm。沉降次內(nèi)力如圖8所示。五.活載內(nèi)力計算（一）影響線的計算將單位荷載P=1作用在各橋面的節(jié)點上，求得結(jié)構(gòu)的變形及內(nèi)力，可得位移影響線和內(nèi)力影響線。（二）人群、履帶車、掛車加載人群加載只需求出影響的正、負區(qū)段面積；履帶車離散為若干集中力；掛車按集中荷載加載。（三）汽車加載掛車、履帶車全橋只考慮一輛。汽車荷載是由主車和重車組成的車隊，車距又受到約束，求其最大、最小效應是個較復雜的問題。這種情況下，車輛數(shù)和車距都是未知參數(shù)，隨具體影響線而變化，問題歸結(jié)為求具有多個變量的函數(shù)在約束條件下的極值。此問題的解決借助于計算機程序完成。全橋活載內(nèi)力如圖9所示。1 汽車最大、最小彎矩如表6所示。表6

37、汽車荷載效應汽車MaxM結(jié)果:單元號節(jié)點號軸力剪力彎矩110.000e+0000.000e+0000.000e+00020.000e+000-1.801e+0024.171e+003220.000e+0001.801e+0024.171e+00330.000e+000-2.744e+0024.442e+003330.000e+0001.544e+0024.442e+00340.000e+000-1.984e+0025.053e+003440.000e+0007.837e+0015.054e+00350.000e+000-1.322e+0025.453e+003550.000e+0001.220

38、e+0015.453e+00360.000e+000-7.885e+0015.507e+003660.000e+000-4.115e+0015.507e+00370.000e+0008.980e+0015.167e+003770.000e+000-8.979e+0015.167e+00380.000e+0001.336e+0024.665e+003880.000e+000-1.336e+0024.665e+00390.000e+0001.818e+0024.013e+003990.000e+000-1.818e+0024.013e+003100.000e+0007.412e+0013.279e

39、+00310100.000e+000-7.412e+0013.279e+003110.000e+0002.096e+0022.738e+00311110.000e+000-2.096e+0022.738e+003120.000e+0001.274e+0022.348e+00312120.000e+000-1.274e+0022.348e+003130.000e+0001.372e+0021.958e+00313130.000e+000-1.372e+0021.958e+003140.000e+0001.450e+0021.638e+00314140.000e+000-1.450e+0021.6

40、38e+003150.000e+0003.353e+0011.348e+00315150.000e+000-1.535e+0021.348e+003160.000e+0001.589e+0021.045e+00316160.000e+000-1.589e+0021.045e+003170.000e+000-1.245e+0018.093e+00217170.000e+000-1.075e+0028.093e+002180.000e+000-8.945e+0006.038e+00218180.000e+0008.946e+0006.039e+002190.000e+0001.129e+0024.

41、318e+00219190.000e+000-1.129e+0024.317e+002200.000e+000-3.778e+0002.897e+00220200.000e+0003.778e+0002.898e+002210.000e+0001.179e+0021.631e+00221210.000e+000-1.179e+0021.630e+002220.000e+0007.367e+0010.000e+0002222-5.999e+001-1.304e+0028.754e+002230.000e+0000.000e+0000.000e+000汽車MinM結(jié)果:單元號節(jié)點號軸力剪力彎矩11

42、0.000e+0000.000e+0000.000e+000120.000e+0003.393e+001-4.242e+002220.000e+000-3.393e+001-4.242e+002230.000e+0003.393e+001-4.751e+002330.000e+000-3.393e+001-4.751e+002340.000e+0003.407e+001-6.474e+002440.000e+000-3.407e+001-6.474e+002450.000e+0003.407e+001-8.178e+002550.000e+000-3.407e+001-8.178e+00256

43、0.000e+0003.380e+001-1.013e+003660.000e+000-3.324e+001-1.013e+003670.000e+0003.320e+001-1.211e+003770.000e+000-3.320e+001-1.211e+003780.000e+0003.320e+001-1.372e+003880.000e+000-3.320e+001-1.372e+003890.000e+0003.320e+001-1.518e+003990.000e+000-3.320e+001-1.518e+0039100.000e+0009.538e+001-1.850e+003

44、10100.000e+000-9.512e+001-1.850e+00310110.000e+0001.713e+002-2.197e+00311110.000e+000-1.713e+002-2.197e+00311120.000e+0002.387e+002-2.921e+00312120.000e+000-2.387e+002-2.921e+00312130.000e+0002.757e+002-3.684e+00313130.000e+000-2.757e+002-3.684e+00313140.000e+0003.822e+002-4.503e+00314140.000e+000-3

45、.822e+002-4.503e+00314150.000e+0004.058e+002-5.483e+00315150.000e+000-4.058e+002-5.483e+00315160.000e+0004.283e+002-6.513e+00316160.000e+000-4.283e+002-6.513e+00316170.000e+0004.501e+002-7.604e+00317170.000e+000-4.501e+002-7.604e+00317180.000e+0005.631e+002-8.820e+00318180.000e+000-5.631e+002-8.820e

46、+00318190.000e+0005.761e+002-1.024e+00419190.000e+000-5.761e+002-1.024e+00419200.000e+0006.137e+002-1.172e+00420200.000e+000-6.137e+002-1.172e+00420210.000e+0006.137e+002-1.325e+00421210.000e+000-6.137e+002-1.325e+00421220.000e+0006.374e+002-1.515e+00422226.316e+001-3.032e+001-1.519e+00422239.900e+0014.990e+002-1.792e+004 汽車MaxQ結(jié)果:單元號節(jié)點號軸力剪力彎矩110.000e+0004.605e+0020.000e+000120.000e+000-2.924e+0023.656e+003220.000e+0002.924e+0023.646e+003230