普通钢筋混凝土上部结构计算书模板13米

普通钢筋混凝土上部结构计算书模板13米算例1.1基本资料1.1.1主要技术指标标准跨径：13m计算跨径：12.60m桥面总宽：8.5m,横向布置为0.25m（护栏）+lm（人行道）+6m（行车道）+lm（人行道）+0.25m（护栏）。设计荷载：公路口级。1.1.2材料规格；非预应力钢筋采用HRB335,R235;空心板块混凝土采用C30;桥面铺装采用C30防水混凝土。2.2截面几何尺寸图图2.2横截面尺寸图（尺寸单位：cm）第1页图2.3中板横截面尺寸图（尺寸单位：cm）图2.4边板横截面尺寸图（尺寸单位：cm）2.3毛截面几何特性计算中梁：毛截面面积A=3839m毛截面重心位置：y=28.10cm（距离空心板上缘距离）钱缝面积：A较二6622基准材料：中交新混凝土:C40混凝土2.4换算截面空心板截面的抗扭刚度可简化为图的单箱假面来近似计算。 第2页图2.5换算截面示意图(尺寸单位：cm)4b2h2IT??3.30871010(mm4)2h2b?tlt23内力计算及组合3.1永久作用效应计算2.1.1空心板自重(第一阶段结构自重)glgl?A???3839?10?4?24?9.21(KN/m)3.1.2桥面系自重(第二阶段结构白重)g2桥面铺装采用等厚度的15cm的C30混凝土,则全桥宽铺装每延米重力为：0.15x8.5x24=30.6(kN/m)人行道及栏杆重力参照其他桥梁设计资料，单侧按12(kN/m)：为计算方便近似按各板平均分担来考虑，则每块空心板分摊到的每延米桥面系重力为:g2?12?2?30.6?9.1(kN/m)63.1.3较缝自重(第二阶段结构自重)g3因为钱^自重可以近似看成C30混凝土来算，因此其自重为：g3?(662)?10?4?24?l.59(KN/m)第3页由此得空心板每延米总重力g为：gl?gl?9.21(kN/m)(第一阶段结构自重)g??gl?g2?l.59?9.l?10.69(kN/m)(第二阶段结构自重)g??g?gl?g??9.21?10.69?19.90(kN/m) 由此可计算出简支空心板的恒载(自重效应)，计算结果见表3-K表3-1永久作用效应汇总表项目作用种类作用效应M(kN?m)作用gi(kN/m)计算跨径l(m)跨中(1/4跨(支点作用效应V(kN)1/4跨12gl)832gl)32137.08l(gl)258.02l(gl)429.01跨中g?g?9.2112.6182.77010.6912.612.6212.14394.92159.11296.1967.35125.3733.6762.6900g?g??g?19.903.2可变作用效应计算本桥汽车荷载采用公路一II级荷载,公路一II级的车道荷载由qk?7.875(KN/m)?(3607180)(12.6?5)?的均布荷载和pk??180?)??0.75?157.8(KN/m)的集中荷载两部分(50?5)??组成。而在计算剪力效应时，集中荷载标准值pk乘以L2的系数，即计算剪力时pk?l.2?pk?189.36(KN/m)3.2.1汽车荷载横向分布系数计算根据截面几何尺寸特点,用钱接板法计算荷载横向分布系数表3-2各板的横向分配影响线竖标值表坐标X00.81#梁2#梁3#梁4#梁5#梁6#梁7#梁8#梁9#梁10#梁11#梁12#梁0.2750.1990.1450.1050.0770.0560.0410.0310.0230.2050.1490.1080.0790.0580.0420.0320.0240.0190.0180.0150.0140.0160.014第40.256页1.62.43.244.85.66.47.288.89.610.411.21212.813.614.415.21616.817.618.419.20.2370.2050.1720.210.20.190.1520.1110.0810.0590.0430.0320.0250.0190.0160.0150.1640.1190.0870.0640.0470.0350.0260.0210.0170.0160.1760.1280.0930.0680.170.050.0370.0280.0220.0190.0170.1490.1640.1430.1040.0760.0560.0420.0320.0250.0210.0190.1250.1380.1650.1580.1150.0840.0620.0460.0350.0280.0230.0210.1080.1190.1430.1550.1320.0960.0710.0530.0910.10.120.1530.1490.1090.080.060.070.040.0320.0260.0240.030.0270.0450.0360.0790.0870.1040.1320.1480.1270.0930.0530.0420.0350.0320.060.0480.040.0360.0660.0730.0880.1110.1460.1450.1070.0790.0580.0640.0760.0960.1270.1450.1250.0930.0710.0560.0470.0420.0490.0540.0640.0820.1070.1440.1440.1070.0820.0640.0540.0490.0420.0470.0560.0710.0930.1250.1450.1270.0960.0760.0640.0580.0360.040.0480.060.0790.1070.1450.1460.1110.0880.0730.0660.070.060.0930.1270.1480.1320.1040.0870.0790.080.1090.1490.1530.120.10.0910.0320.0350.0420.0530.0270.030.0360.0450.04 0.0240.0260.0320.0530.0710.0960.1320.1550.1430.1190.0280.0350.0460.0620.0840.1150.1580.1650.1380.1250.0320.0420.0560.0760.1040.1430.0170.0190.0220.0280.1640.1490.190.20.210.1720.2050.2370.0680.0930.0.0170.0210.0320.0430.0790.1080.1050.1450.0260.0350.0590.0810.1490.2050.1990.2750.0470.0640.Ill0.1520.2560.0140.0870.1190.0140.0160.0150.0180.1640.0150.0190.0240.0230.0310.1080.0210.0230.0190.0210.0250.0370.050.1780.1760.0160.0160.0190.0250.0320.0420.0580.0410.0560.077根据表3-2作出影响线，见图3.1、3.2。图3.1影响线图第5页感谢您的阅读，祝您生活愉快。