(32+48+32)m预应力混凝土连续梁施工阶段及运营阶段的常规设计分析

1.施工阶段的常规设计分析表1对各施工阶段的描述编号名称激活或钝化单元激活或钝化荷载激活或钝化边界10号块浇筑激活0号块激活自重激活0号块临时支承20号块张拉/激活0号块预应力荷载/31号块浇筑激活1号块激活挂篮1荷载/41号块张拉/激活1号块预应力荷载/52号块浇筑激活2号块激活挂篮2荷载钝化挂篮1荷载/62号块张拉/激活2号块预应力荷载/73号块浇筑激活3号块激活挂篮3荷载钝化挂篮2荷载/83号块张拉/激活3号块预应力荷载/94号块浇筑激活4号块激活挂篮4荷载钝化挂篮3荷载/104号块张拉/激活4号块预应力荷载/115号块浇筑激活5号块激活挂篮5荷载钝化挂篮4荷载/125号块张拉/激活5号块预应力荷载/13边跨现浇段施工激活边跨现浇段/激活边跨永久及临时支承14边跨合龙段施工激活边跨合龙段激活边跨合龙段挂篮荷载钝化挂篮5荷载/15边跨合龙段钢束张拉/激活边跨合龙段钢束荷载/16中跨合龙段施工激活中跨合龙段激活中跨合龙段挂篮荷载激活0号块永久支承钝化所有临时支承17中跨合龙段钢束张拉/激活中跨合龙段钢束/18分批张拉钢束1/激活剩余钢束1钝化所有挂篮荷载/19分批张拉钢束2/激活剩余钢束2/20放置60天///21二期恒载/激活二期恒载/22收缩徐变1///23收缩徐变2///表2第1施工阶段恒荷载（结构自重+横隔板荷载）引起截面内力对比单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m12RBMS①0.00.00.00.01008.8-1487.0MIDASCivil②-0.40.00.0-81.6967.8-1429.8桥梁博士③0.00.00.00.01050.0-1550.0|①−②②|×100%|①−③③|×100%15RBMS①0.0-639.9-2124.50.0-309.7-1744.8MIDASCivil②0.0-628.6-2038.70.0-316.0-1660.8桥梁博士③0.0-653.0-2220.00.0-316.0-1830.0|①−②②|×100%|①−③③|×100%对MIDASCivil中竖向荷载作用下产生轴力的解释：在MIDASCivil中梁单元截面偏心的设置对结构的分析结果是有影响的。截面上的偏心点就是单元的节点位置，结构的边界条件和节点荷载是施加在节点位置的。程序计算时是以换算截面的形心位置为准的。当设置偏心时，边界条件施加在节点上，节点与截面形心间程序内部会设置刚臂，以保证计算时以形心位置为准，此时的梁结构相当于很矮的刚架，因此会有轴力产生。（《桥梁工程软件Midascivil常见问题解答》邱顺冬P142）表3第1施工阶段恒荷载（结构自重+横隔板荷载）引起截面应力对比单元号软件及差值截面应力左截面右截面上缘应力MPa下缘应力MPa上缘应力MPa下缘应力MPa12RBMS①0.000.000.10-0.13MIDASCivil②0.000.000.08-0.11桥梁博士③0.000.000.11-0.13|①−②②|×100%|①−③③|×100%15RBMS①0.15-0.150.15-0.15MIDASCivil②0.12-0.120.10-0.10桥梁博士③0.16-0.160.16-0.16|①−②②|×100%|①−③③|×100%表5第2施工阶段钢束张拉引起截面内力对比单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m12RBMS①74.46.9-56.175.64.9-96.1MIDASCivil②85.315.1-64.987.411.4-109.8桥梁博士③74.87105.0-54.376.6363753.4-94.8|①−②②|×100%|①−③③|×100%15RBMS①77.20.0-111.177.20.0-111.9MIDASCivil②80.60.0-118.480.50.0-118.3桥梁博士③77.7-6.6-109.877.76.6-109.8|①−②②|×100%|①−③③|×100%表6第2施工阶段钢束张拉引起截面应力对比单元号软件及差值截面应力左截面右截面上缘应力MPa下缘应力MPa上缘应力MPa下缘应力MPa12RBMS①-0.93-0.67-1.010.64MIDASCivil②-1.14-0.12-1.260.14桥梁博士③-1.1-0.11-1.310.17|①−②②|×100%|①−③③|×100%15RBMS①-1.010.57-1.220.66MIDASCivil②-1.280.19-1.270.19桥梁博士③-1.370.22-1.640.31|①−②②|×100%|①−③③|×100%表7第2施工阶段钢束张拉引起最远悬臂端节点位移对比节点号软件及差值节点位移水平位移mm竖直位移mm转角°12RBMS①0.110.130.003MIDASCivil②0.130.190.003桥梁博士③0.070.100.003|①−②②|×100%|①−③③|×100%表8第3施工阶段恒荷载（结构自重）引起截面内力对比单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m11RBMS①0.00.00.00.0914.2-1350.2MIDASCivil②-1.0-0.10.0-59.7872.7-1289.7桥梁博士③0.00.00.00.0954.0-1410.0|①−②②|×100%|①−③③|×100%12RBMS①0.0932.9-1377.80.0932.9-4176.5MIDASCivil②-73.4871.6-1289.7-73.5874.1-3917.6桥梁博士③0.0954.0-1410.00.0954.0-4270.0|①−②②|×100%|①−③③|×100%表9第3施工阶段集中荷载（挂篮）引起截面内力对比单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m12RBMS①0.0441.00.00.0441.0-1323.0MIDASCivil②-37.7448.40.0-37.7448.4-1350.0桥梁博士③0.0450.00.00.0450.0-1350.0|①−②②|×100%|①−③③|×100%15RBMS①0.00.0-1710.00.00.0-1710.0MIDASCivil②0.00.0-1710.00.00.0-1710.0桥梁博士③0.00.0-1710.00.00.0-1710.0|①−②②|×100%|①−③③|×100%表10第3施工阶段截面累计应力对比单元号软件及差值截面应力左截面右截面上缘应力MPa下缘应力MPa上缘应力MPa下缘应力MPa12RBMS①-1.02-0.24-0.84-0.42MIDASCivil②-1.06-0.25-0.89-0.35桥梁博士③-0.99-0.25-0.82-0.43|①−②②|×100%|①−③③|×100%15RBMS①-0.76-0.40-0.93-0.41MIDASCivil②-0.80-0.31-0.82-0.28桥梁博士③-0.74-0.43-0.91-0.45|①−②②|×100%|①−③③|×100%表11第21施工阶段二期恒载引起该阶段截面内力对比单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m15RBMS①0.04842.9-42113.80.05022.1-46059.8MIDASCivil②0.04866.5-42855.30.05045.7-46820.2桥梁博士③0.04870.0-43000.00.05050.0-47000.0|①−②②|×100%|①−③③|×100%25RBMS①0.0-224.018340.20.00.018452.2MIDASCivil②0.0-224.117578.80.0-0.117690.9桥梁博士③0.0-224.017400.00.00.017500.0|①−②②|×100%|①−③③|×100%表12第21施工阶段累计截面应力对比单元号软件及差值截面应力左截面右截面上缘应力MPa下缘应力MPa上缘应力MPa下缘应力MPa15RBMS①-6.1-3.5-6.4-4.7MIDASCivil②-6.4-2.4-5.9-2.9桥梁博士③-6.5-3.4-6.9-4.6|①−②②|×100%|①−③③|×100%25RBMS①-3.6-8.3-3.6-8.3MIDASCivil②-5.2-6.0-5.2-5.9桥梁博士③-5.0-6.7-5.0-6.5|①−②②|×100%|①−③③|×100%表13第21施工阶段边跨与中跨跨中节点累加位移对比节点号软件及差值节点位移水平位移mm竖直位移mm转角°9RBMS①8.007.330.053MIDASCivil②4.063.65-0.027桥梁博士③3.363.09-0.021|①−②②|×100%|①−③③|×100%26RBMS①15.2224.020.0MIDASCivil②-3.871.880.0桥梁博士③-3.552.340.0|①−②②|×100%|①−③③|×100%表14第23施工阶段收缩徐变引起边跨与中跨跨中截面的累计内力单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m15RBMS①-64916.611008.717586.4-64973.311525.09089.6MIDASCivil②-68514.310625.628492.1-68641.211122.620003.5桥梁博士③-66100.011300.013500.0-66300.011800.04810.0|①−②②|×100%|①−③③|×100%25RBMS①-44668.2-456.7-14151.4-44699.7-7.3-14000.9MIDASCivil②-46795.2-464.4-3773.2-46732.0-14.0-3489.2桥梁博士③-45800.0-468.0-6910.0-45300.0-3.91-6080.0|①−②②|×100%|①−③③|×100%运营阶段1号支座沉降引起跨中节点位移对比节点号软件及差值节点位移水平位移mm竖直位移mm转角°9RBMS①-0.30-1.82-0.0089MIDASCivil②-0.09-1.79-0.0087桥梁博士③-0.10-1.78-0.0089|①−②②|×100%|①−③③|×100%26RBMS①-0.250.830.0013MIDASCivil②0.130.830.0011桥梁博士③-0.0580.840.0013|①−②②|×100%|①−③③|×100%43RBMS①-0.27-0.210.0MIDASCivil②0.10-0.210.0桥梁博士③0.08-0.230.0|①−②②|×100%|①−③③|×100%运营阶段2号支座沉降引起跨中节点位移对比节点号软件及差值节点位移水平位移mm竖直位移mm转角°9RBMS①0.14-3.670.0089MIDASCivil②0.16-3.720.0085桥梁博士③0.01-3.750.0089|①−②②|×100%|①−③③|×100%26RBMS①0.05-3.33-0.0091MIDASCivil②-0.22-3.33-0.0085桥梁博士③-0.03-3.34-0.0091|①−②②|×100%|①−③③|×100%43RBMS①0.110.700.0MIDASCivil②-0.020.720.0桥梁博士③0.040.760.0|①−②②|×100%|①−③③|×100%表运营阶段1号支座沉降引起单元内力对比单元号软件及差值截面内力左节点右节点轴力kN剪力kN弯矩kN·m轴力kN剪力kN弯矩kN·m8RBMS①0.0104.31355.60.0104.3-1772.8MID