【《某预应力混凝土简支梁T型梁桥的主梁构件内力计算案例》1600字】

某预应力混凝土简支梁T型梁桥的主梁构件内力计算案例目录TOC\o"1-3"\h\u9541某预应力混凝土简支梁T型梁桥的主梁构件内力计算案例 1111701.1恒荷载集度 164311.2活荷载效应计算 5153171.2.1冲击系数和车道折减系数 529101.2.2计算主梁构件荷载横向分布系数的数值 5189961.2.3车道荷载的取值 9184471.2.4计算活荷载效应 959751.3主梁构件内力组合 14100231.3.1 14138731.3.2 14264501.3.3 1411295计算结果如下表 141.1恒荷载集度（1）预应力梁构件1）2）3）4）：：：5）（2）1）2）：：3）（3）1）：：2）：：7.854+2.7=10.554kN/m表3.1荷载集度表26.571.5967.79138.71627.393.8177.65137.71627.393.6177.75138.716（4）恒荷载效应设，并令，：QQxMxa(1-a)la(1-a)lM(i.l)ilaaQ(i.）表3.21号梁构件恒荷载作用效应表作用效应跨中部位四分点部位变化点部位距支点部位h/2处支点部位α=0.5α=0.25α=0.1746α=0.128α=0一期弯矩5251.753461.212772.99560.700.7剪力0.3278.81370.61527.56541.25二期弯矩341.04242.28191.0834.860.4剪力0.217.9527.4029.1234.90三期弯矩1898.211518.621109.03237.560.6剪力0.6105.47146.47199.49210.94∑弯矩76615592.114172.183.120.5剪力0.4407.23499.48691.17803.09表3.3构件恒荷载表作用效应跨中部位四分点部位变化点部位距支点部位h/2处支点部位α=0.5α=0.250.1846α=0.238α=0一期弯矩5127.403692.952699.60496.270.6剪力0.3267.30354.18495.84494.60二期弯矩694.72598.52499.6079.080.5剪力0.439.1949.2371.1169.42三期弯矩1898.211508.621109.03197.560.7剪力0.592.47187.47202.49214.94∑弯矩6960.336020.09768.23842.910.9剪力0.6407.96492.88741.44805.961.2活荷载效应计算1.2.1冲击系数和车道折减系数按照《桥规》4.2.2规定，简支梁构件桥的基频可采取以下计算公式计算根据基频，算出了车辆荷载冲击系数：按照«桥规»的规定两车道车道折减系数为1；1.2.2计算主梁构件荷载横向分布系数的数值1.2.2.1跨中部位断面荷载横向分布系数桥设6道横隔梁，长宽比依据修正的刚性横隔梁构件绘制（1）计算主梁构件抗扭转惯矩于跨中部位截面而言，：表3.4主梁构件抗扭转惯矩汇总表分块区域名称翼缘部位板部位19018.5414.791∕33.55634腹板部位159.86218.4930.2973.91548马蹄部位61501.50.167436.62555∑410.8689.5424.7830.7944314.09737（2）计算公式中的：；；；；；；；（3）算横向影响线Y向坐标值：计算公式中：；计算所得的值见下表：梁构件编号ηi1ηi2ηi3ηi4ηi510.44920.40160.20.0324-0.162320.34860.30130.20.13170.049330.20.20.20.20.2（4）计算荷载横向分布系数数值进行最危险布载图3.计算图：：：：数值如下：1.2.2.2.3支点部位断面的荷载横向分布系数数值：按照杠杆原理法绘制影响线并布载图4.m0(单位为：mm)：：：：：人群横向分布系数数值如下：1.2.2.3横向分布系数计算点部位区域取,梁构件端处取。表3.5构件梁荷载大小梁构件编号荷载位置车辆荷载人群荷载1号梁构件跨中部位0.23900.5991支点部位0.38861.275602号梁构件跨中部位0.61900.4216支点部位0.84410.00003号梁构件跨中部位0.4200.4000支点部位0.79910.00001.2.3车道荷载的取值计算弯矩时：计算剪力时：1.2.4计算活荷载效应。1.2.4.1跨中部位断面最大弯矩值和剪力值活荷载（人群）标准荷载： 图2.6跨中部位断面作用效应计算图式1.2.4.2四分点部位断面最大弯矩值和剪力值：图3.7影响线图1.2.4.3变化点部位断面最大弯矩值和剪力值图3.8变化点部位断面弯矩剪力1.2.4.4部位h/2处断面（1）活荷载（车辆）标准荷载：（2）：图3.9h/2处断面弯矩剪力1.2.4.5支点部位断面图3.10支点部位断面弯矩剪力1.3主梁构件内力组合1.3.11.3.21.3.3计算结果如下表表3.61号梁构件内力组合表荷载类别跨中部位断面L/4断面变化点部位断面h/2处断面支点部位断面M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)荷载总值7672.0000.0005632.110378.3604162.300520.360825.360726.1400.000745.280车辆荷载3723.480148.3402844.580244.6802085.260329.010410.310415.2400.000424.210人群荷载545.24015.170442.250345.240344.25339.34069.36057.2400.00066.360基本组合14422.90248.24811321.47918.5248269.3401148.5931648.2451462.2880.0001642.353短期组合10452.14123.4897932.26548.1435485.356745.2151489.2501144.2500.0001189.36长期组合9148.3464.58776485.247525.2674822.242523.148832.483894.2150.000854.217表3.72号梁构件内力组合汇总集合表荷载类别跨中部位断面L/4断面变化点部位断面h/2处断面支点部位断面M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)荷载总值7862.2300.0005789.090385.2504289.360545.280848.340775.3600.000748.250车辆荷载3142.6301753.202483.360250.3601863.250306.240380.360452.3600.000378.690表3.82号梁构件内力组合汇总集合表续上表人群荷载450.3609.630278.36017.360148.36028.25056.36030.2500.00030.250基本组合14863.26149.36211203.36799.3627822.3691086.3951863.2231427.1680.0001593.654短期组合9753.65378.2587533.658460.325782.3691206.3571113.0521020.3680.0001023.365长期组合4865.21438.2146821.320503.2145023.147652.327862.214886.2460.000945.216表3.93号梁构件内力组合汇总集合表荷载类别跨中部位断面L/4断面变化点部位断面h/2处断面支点部位断面M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)M(KNm)V(KN)荷载总值7845.3240.000785.2140400.2144632.210521.270875.210784.2100.000800.240车辆荷载2520.310145.2101842.210187.2401452.210245.240287.240285.3200.000300.140人群荷载172.3504.210119.3208.21078.32014.52017.25018.2400.00018.320基本组合13021.488177.2149432.250748.2557452.368966.218