预应力混凝土连续刚构桥毕业设计计算书

1、以跨中梁底为原点，曲线方程：Y=-0.0011008X2。3,横桥向的尺寸拟定图2 主梁截面尺寸图顶板厚取28cm跨中处底板厚32cm以便布置预应力束，支点处底板厚为预应力混凝土连续刚构桥第一部分方案简介及上部结构尺寸拟定.本设计经方案比选后，桥跨布置为：全桥采用80米+135米+80米预应力混凝土变截面连续刚构结构，全长295米。上部结构桥面宽采用净 9+2*1.5 m 。截面形式采用单箱单室。比伤1: 1000pr7图1桥位地形图二.桥型布置.主跨径的拟定主跨径定为135m边跨采用0.59倍的中跨径80m,桥梁全长为:80+135+80=295(m).顺桥向梁的尺寸拟定墩顶处梁高：根据规范

2、，梁高为1/161/20L,取L/18.75,约取偏安全的7.2 m。跨中梁高：根据规范，梁高为 L/45,即3.0 m。梁底曲线：选用二次抛物线。120cm，中间底板板厚成抛物线性变化；腹板厚度由于要布置预应力钢束锚头， 故 采用70cm；顶板承托尺寸采用45cmX45cmf口 30cmX60cmi板承托尺寸采用45cm X45cm横隔板共设4道，两支点各两道，厚度取100cm,板上留有人孔，尺寸 为200cmx 200cm人行道板具体尺寸如图3所示。图3 人行道板构造.桥面铺装桥面铺装：根据桥梁工程（上）选用8cm厚的防水混凝土作为铺装层，上 加2cm厚的沥青混凝土磨耗层，共计10cm厚。

3、桥面横坡：根据规范规定为1.5%3.0%,取2.0%,该坡度由箱梁顶板坡度控制。.下部构造桥墩采用双薄壁形式，桥墩壁厚 3.0米，宽7米，两壁中心距为7米。 基础均为桩基础。桥台为埋置式桥台，放置在基岩上。.施工要点及注意事项.桥梁上部采用挂篮悬臂浇注施工，施工时要对称浇注，应注意立摸高程的合理设置，准确控制悬浇高程，主梁边中跨合拢高差应控制在1cm以内。.施工后的主梁备用预应力束孔处理如下： 顶板束孔灌浆封填，底板束孔留下 备用，但不穿预应力束。.箱梁悬浇施工时在底板上的施工孔不封堵，作为箱梁的通气孔。.本桥主要材料参照规范规定，该桥材料取用如下。.混凝土箱梁采用50号，墩身采用40号，承台

4、、盖梁、耳背墙、防撞护栏、人行道 采用30号。.钢材1）纵、横向预应力采用ASTMA416-92-27C&钢绞线，标准强度为1860Mpa 直径为15.24mm面积140mm弹性模量为1.9X105Mpq采用OVM苗具。 2）带肋钢筋应符合钢筋混凝土用热轧带肋钢筋GB1499-91的规定、光圆钢筋应符合钢筋混凝土用热轧光圆钢筋GB1499-91的规定。.伸缩缝伸缩缝采用HXC-80As型产品。.桥梁支座桥台处安装一个GPZI向活动和双向活动盆式支座。五.桥梁设计荷载根据设计任务书规定：荷载等级为汽车-20级、挂车-100级、人群荷载为3.0kN/m2。第二部分内力计算与荷载组合一.全桥结构计算

5、图式的确定本设计的单元划分，每一个施工阶段自然划分为一个单元。 这样便于模拟施 工过程，而且这些截面正是需要验算的截面。另外，在墩顶、跨中和一些构造变 化位置相应增设了几个单元。这样整个主桥划分成98个单元，99个截面，如图4所示。r.gd.ZOOO图4 主桥单元划分示意图（尺寸单位：mD二.全桥施工阶段的划分.为了方便全桥的施工分段，更好地根据起吊重量来划分，特用程序将划分的梁的单元的截面特性和单元重量计算出来，具体结果见表1:截面特性及单元重量计算结果表单R#左梁高 (m)左面积 (m2)右梁高 (m)右面积 (m2)单兀重量(kN)13.08.453.08.452.64e+0323.08

6、.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+03135.8614.36.0214.6905146.0214.66.1914.992315

7、6.1914.96.3615.2941166.3615.26.5315.5959176.5315.56.715.8978186.715.86.8616.1996196.8616.17.0316.41.01e+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+03256.8616.16.715.8996266.715.86.5315.5978276.5315.56.3615.2380286.3615.2

8、6.1914.9941296.1914.96.0214.6923306.0214.65.8614.3905315.8614.35.6514.01.06e+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+03393.779.53.449.041.16e+03403.449.043.18.591.1e

9、+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+03505.2512.55.4513.6981515.4513.65.6514.01.04e+03525.6514.05.8614.31.06e+03535.8614.

10、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+03647.0316.46.8616.11.01e+03656.8616.16.715.8996666.715.86.5315

11、.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+03774.4410.44.119.961.27e+03784.119.963.779.51.22e+03793.779.53

12、.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+03903.012.03.012.02.4e+03913.012.03.012.02.4e+03923.012.03

13、.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.横隔板重量的计算 横隔板重：Q=(622 X 600-2 X 120X 26-2 X 20X 20-105 X 90-200 X 200) X80X 10-6 X 26=792(kN).桥面铺装和人行道板每米重量计算Q=9 X 0.1 X 25+4X 0.3 义 23=55(kN/m).主跨施

14、工分段施工分段见图4。全桥共分98个单元(82个桥面单元)、99个节点，其中两 个边跨各有20个单元，中跨有19个单元，再后面的包载、活载、施工及验算等 内力的计算时，代入程序的单元划分形式都以以上这种划分方式填写数据文件。图5主梁施工分段三.恒载内力计算恒载内力主要包括一期恒载和二期恒载的内力叠加。全桥主要施工阶段的内力如图6所示。1.悬臂浇注阶段：在支架或托架上浇注3号梁段，拼装挂篮，悬臂浇注各箱梁梁段并张拉相应顶板纵向预应力束，悬臂浇注结束时全桥的恒载内力如表2所示。表2最大悬臂阶段内力计算结果表单元号节点号车忖剪力弯矩33 I1.37e+0043.29e+00316.66e+00441

15、.5e+0041.1e+0031.62e+004442.619e+0041.369e+0033.465e+00452.86e+0042.17e+003 12.52e+004554.34e+0049644.36e+00464.49e+0043.48e+0034.8e+004665.84e+004-2406.19e+00476.0e+0044.75e+00316.35e+004777.29e+004-8827.92e+00487.49e+0045.81e+0038.43e+004888.35e+004-3.23e+00319.31e+00498.51e+0046.91e+0038.96e+0049

16、99.43e+004-4.54e+0039.27e+0041019.51e+0045.71e+003 18.9e+00410101.04e+005-2.84e+00319.12e+004111.05e+0054.94e+0039.43e+00411111.14e+005-1.87e+0039.53e+004121.15e+0055.57e+00311.01e+00512121.25e+005-2.95e+0031.01e+005131.26e+0056.8e+0031.04e+00513131.36e+005-4.48e+00311.03e+005141.37e+0056.73e+0031.0

17、5e+00514141.47e+005-4.72e+0031.02e+005151.48e+0057.27e+00311.04e+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+004181.81e+0057.13e+00319.58e+00518181.9e+005-3.26e+0038.54e+004191.9e+0055.22e+0049.

18、59e+0041919191.98e+0051868.43e+004201.99e+0052.48e+0031.03e+00520202.1e+005-2.48e+0031.2e+005212.13e+0051.01e+00411.34e+00521212.13e+005-1.01e+0041.34e+005223.365e+0053.403e+0047.255e+00522222.14e+0052.46e+00411.08e+005232.14e+0052.64e+0047.54e+0052,边跨合龙阶段：安装排架并按施工要求进行预压，现浇边跨等高粱段， 达到强度要求后,浇注边跨合龙段，张拉

19、边跨底板纵向预应力束。此时全桥恒载内力如表3所示。表3边跨合龙阶段内力计算结果表单R#节点号轴力剪力弯矩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+0047.193e+0031.152e+004441.054e+005-4.003e+0032.033e+00451.072e+0058.373e+0031

20、.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+0035.856e+00491.223e+0051.028e+0047.991e+004991.314e+005-7.923e+0038.305e+00410

21、1.103e+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+0031.541e+00513131.311e+005-5.333e+0031.528e+005141.320e+0057.583e+0031.518e+00514

22、141.418e+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+0031.302e+005181.756e+0057.985e+0031.326e+00518181.849e+005-4.112e+0031.223e+00

23、5191.856e+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+0047.856e+00422222.113e+0051.027e+0041.066e+005232.109e+0051.861e+0041.193e+005

24、中跨合龙阶段：拼装中跨合龙吊架，焊接合龙段骨架，绑扎合龙段钢筋, 浇注中跨合龙段，张拉中跨底板纵向预应力束和剩余次中跨底板纵向预应力 束。中跨合龙完成后的全桥包载内力如表 4所示。表4中跨合龙阶段内力计算结果表单R#节点号轴力剪力弯矩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+0044.995e+003-4.651e+004339.167e+004-1.834e+003-4.011e+00449.425e+0045.493e

25、+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+005-5.397e+003-9.623e+00281.349e+0058.886e+0032.724e+004881.434e+005-6.332e+00

26、33.893e+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+0054.875e+0031.559e+00512121.235e+005-2.255e+0031.558e+005131.251e+0056.102e+0031.

27、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+005-4.806e+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.