斜截面强度验算：
9.5 m20+20+20钢筋混凝土箱梁斜截面抗剪计算一、横隔梁边缘截面验算荷载组合组合一剪力验算截面尺寸b??1.2?1000h??1.6375?1000上限值下限值构造配筋0.5?10uk???3Q1??4373Q1?4.373?1030.51?10?3?40?b?(h?5)?6.319?103?Qj?1.65?b?(h?5)?1.616?10uk?5.028?10?33?Qj需计算配筋3?2.011?100b?100p??100?10?4.909?100b?(h?12.5)?3p?0.252Qhk??0.9?1.1?0.45?10Qhk?3.819?10vsd??0.75?10vsd?548.5613?b?(h?5)?(2?0.6p)?40?uk?280?Qj需设置弯起钢筋 ?3?280?6?6.157?100?sin??45?3.1415926?180???Q??Qhk?vsdQ?4.368?103满足
二、腹板变厚度截面验算荷载组合组合一剪力验算截面尺寸b??0.72?1000h??1.6375?1000上限值下限值0.51?10?3Q1??3243Q1?3.243?103?40?b?(h?5)?3.791?103?Qj构造配筋0.5?10uk???3?1.65?b?(h?5)?969.705uk?5.586?10?3?Qj需计算配筋箍筋3肢间距15cm3?2.011?100b?150p??100?38?4.909?100b?(h?12.5)?3p?1.594Qhk??0.9?1.1?0.45?10Qhk?2.832?10vsd??0.75?10vsd?548.561Q??Qhk?vsd3?b?(h?5)?(2?0.6p)?40?uk?280?Qj需设置弯起钢筋 ?3?280?6?6.157?100?sin??45?3.1415926?180???
Q?3.38?103满足
二、端部支点截面验算荷载组合组合一剪力验算截面尺寸b??0.72?1000h??1.6375?1000上限值下限值0.51?10?3Q1??3818Q1?3.818?103?40?b?(h?5)?3.791?103?Qj构造配筋0.5?10uk???3?1.65?b?(h?5)?969.705uk?8.379?10?3?Qj需计算配筋箍筋3肢间距15cm3?2.011?100b?100p??100?38?4.909?100b?(h?12.5)?3p?1.594Qhk??0.9?1.1?0.45?10?b?(h?5)?(2?0.6p)?40?uk?280Qhk?3.468?10?33?Qj3.1415926?180需设置弯起钢筋 vsd??0.75?10vsd?548.561?280?6?6.157?100?sin??45????Q??Qhk?vsdQ?4.017?103满足
二、端部腹板变厚度面验算荷载组合组合一剪力验算截面尺寸b??0.72?1000h??1.6375?1000上限值下限值0.51?10?3Q1??2058Q1?2.058?103?40?b?(h?5)?3.791?103?Qj构造配筋0.5?10uk???3?1.65?b?(h?5)?969.705uk?5.586?10?3?Qj需计算配筋箍筋3肢间距15cm3?2.011?100b?150p??100?38?4.909?100b?(h?12.5)?3p?1.594Qhk??0.9?1.1?0.45?10?b?(h?5)?(2?0.6p)?40?uk?280Qhk?2.832?103?Qj不需设置弯起钢筋
1）8.7m20+20+20+20箱梁计算结果 B01联弯道半径260m。按照图纸桥梁中心线位置建立midas模型。模型如下： MIDAS/CivilPOST-PROCESSORREACTION FORCE内力-Z最小反力节点= 85FZ: 4.6509E+002 恒载反力 1320.46849 1341.34113最大反力节点= 86FZ: 1.5761E+003 1576.05933 1540.93934 679.25403 465.09284 1574.72146 1539.89188 679.54945 465.16999MIDAS/CivilPOST-PROCESSORBEAM DIAGRAM弯矩-yCB: 恒载累计4.09842e+0033.22369e+003MAX : 86MIN : 852.34897e+003文件:单位:日期:81.47425e+003kN5.99523e+00203/04/20050.00000e+000表示-方向X:0.000-1.14992e+003-2.02465e+003Y:0.000-2.89937e+003Z:1.000-3.77410e+003-4.64882e+003-5.52354e+003CB: 恒载累计MAX : 72MIN : 21文件:8单位:kN*m日期:03/04/2005表示-方向X:0.000Y:-1.000Z:0.000