实腹式拱桥计算书

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1、等截面悬连线实腹式石砌拱桥哈工大交通学院陈大鹏10932101032012/6/14-19-/20等截面实腹式拱桥计算书1设计资料设计荷载公路——Ⅰ级汽车荷载，人群荷载桥面净宽净附人行道净跨径净矢高净矢跨比拱圈厚度拱圈宽度主拱顶填土高度拱圈材料重力密度拱上建筑材料重力密度路面及填料重力密度拱圈材料抗压强度设计值拱圈材料抗剪强度设计值拱圈材料弹性模量1确定拱轴系数暂时假定，据此可求得（由表查出），和假设的m值相符。根据拱脚截面值确定拱轴线：，，-19-/20截面号　　　　拱脚012.780364.67469610.7183880.556802

2、4.1178945.231498112.247854.1810660.8944040.7482110.5346083.6464584.715675211.715333.729170.7977350.7764920.5151373.2140334.244307311.182823.3157530.7092980.8030260.4981162.8176373.813869410.65032.9378390.6284560.8276630.4832892.454553.421127510.117792.5927050.5546250.85031

3、0.4704172.1222883.06312269.585272.2778680.4872760.870930.4592791.8185892.73714779.0527551.991060.4259230.8895370.4496721.5413882.44073288.520241.7302160.3701240.9061860.4414111.2888052.17162697.9877251.4934570.3194770.9209650.4343271.059131.927784107.455211.279080.2736180.

4、933990.428270.850811.70735116.9226951.0855390.2322160.9453880.4231070.6624331.508646拱跨1/4126.390180.9114430.1949740.9552970.4187180.4927251.330161135.8576650.7555360.1616220.9638550.4150.3405361.170536145.325150.6166970.1319220.9711970.4118630.2048341.028559154.7926350.493

5、9250.1056590.9774510.4092280.0846970.903153164.260120.3863370.0826440.9827330.407028-0.020690.793366173.7276050.2931580.0627120.9871490.405207-0.112050.698366183.195090.2137180.0457180.9907920.403718-0.190.617435192.6625750.1474430.0315410.9937420.402519-0.255080.549962202

6、.130060.0938570.0200780.9960660.40158-0.307720.495437211.5975450.0525740.0112460.9978180.400875-0.34830.453448221.065030.0232960.0049830.999040.400384-0.377090.423681230.5325150.0058140.0012440.9997610.400095-0.394280.405909拱顶2400010.4-0.40.4拱圈几何性质表表格1.1-12不及弹性压缩的自重水平推力-19

7、-/20半拱的形心位置如图所示，填料和拱圈的面积分别为和3弹性中心位置和弹性压缩系数弹性中心离拱顶距离（根据《拱桥手册》附表3-3求得）根据《拱桥手册》公式4-18，由于弹性压缩引起的弹性中心赘余力为。系数、可以由手册附表3-9和附表3-11求得。则由于弹性压缩引起的弹性中心赘余力为4自重效应1）拱顶截面（24号截面），计入弹性压缩的水平推力轴向力弹性压缩弯矩2）拱脚截面（0号截面）-19-/20，计入弹性压缩的水平推力，轴向力弹性压缩弯矩5《规范》第5.1.4条拱的强度验算用的公路一级汽车荷载效应每车道均布荷载为，集中荷载用直线内插法求得

8、：拱圈宽度为8.5m，承担双车道一级车道荷载，每米拱宽承担均布荷载，承担集中荷载1）拱顶截面拱顶截面弯矩及其相应的轴向力影响线面积和坐标通过查表《拱桥手册》附表3-14和计算得到