1、表表1 D1.5m圆圆管管涵涵结结构构分分析析计计算算书书一一、设设计计参参数数1 1、荷荷载载标标准准级级级级级级级2 2、设设计计安安全全等等级级三级三级三级三级三级三级三级3 3、环环境境条条件件（、）4、填填土土参参数数填土高(m)0.51246810土容重(kN/m3)19191919191919土内摩擦角(度)35353535353535土的侧压力系数0.2710.2710.2710.2710.2710.2710.2715、圆圆管管涵涵参参数数管壁厚(m)0.20.20.20.20.20.20.2内管径D(m)1.51.51.51.51.51.51.5外管径(m)1.91.91.92、1.91.91.91.9圆管涵砼标号40404040404040圆管涵混凝土抗压设计强度fcd（MPa）=18.418.418.418.418.418.418.4圆管涵混凝土抗拉设计强度ftb（MPa）=1.651.651.651.651.651.651.65钢筋混凝土容重(kN/m3)26262626262626钢筋类型（HPB235、HRB335、HRB400）HRB335HRB335HRB335HRB335HRB335HRB335HRB335钢筋直径(mm)10.010.010.010.010.012.012.0钢筋数量n7.07.07.07.09.09.011.0钢筋间隔数5.05.03、5.05.07.07.09.0钢筋设计间距(cm)18.2018.2018.2018.2013.0013.0010.11钢筋抗拉设计强度fsd（MPa）=280.0280.0280.0280.0280.0280.0280.0钢筋抗压设计强度fsd（MPa）=280.0280.0280.0280.0280.0280.0280.0二二、恒恒载载计计算算(1)(1)h/d0.2630.5261.0532.1053.1584.2115.263K1.1051.2111.4031.4551.4921.4391.387填土产生的垂直压力q土(kPa)10.523.053.3110.6170.1218.8264、3.5管节自重产生的垂直压力q自(kPa)5.205.205.205.205.205.205.20二二、恒恒载载计计算算(2)-(2)-考考虑虑土土柱柱效效应应He=2.25h(m)（填土高）3.7353.7353.7353.7353.7353.7353.735D(m)1.8201.8201.8201.8201.8201.8201.820BH、B(m)2.0802.3412.8613.7643.7643.7643.764=45o+/262.50062.50062.50062.50062.50062.50062.500填土产生的垂直压力q土=tan.(BH2-D2)/2D(kPa)(HHe)115、9.3197.9276.5355.1与原计算(30行)比较0.970.940.921.081.161.261.35三三、活活载载计计算算1、公路级车辆荷载的有关参数车辆重力标准值(kN)550550550550550550550前轴重力标准值(kN)30303030303030中轴重力标准值(kN)240240240240240240240后轴重力标准值(kN)280280280280280280280中后轮轴距(m)1.41.41.41.41.41.41.4轮距(m)1.81.81.81.81.81.81.8车辆外形尺寸（长x宽）(m)15x2.515x2.515x2.515x2.515x26、.515x2.515x2.5后轮着地宽度B(m)0.60.60.60.60.60.60.6后轮着地长度L(m)0.20.20.20.20.20.20.22、荷载横向分布宽度一个后轮单边荷载横向分布宽度(m)0.590.881.452.613.764.926.07荷载分布宽度a(m)1.183.057.8110.1212.4314.7417.05考虑横向车轮数目1.002.004.004.004.004.004.003、荷载纵向分布宽度一个车轮的纵向分布宽度(m)0.390.681.252.413.564.725.87荷载纵向分布宽度b(m)0.781.353.916.228.5310.84137、.15考虑纵向车轮数目1.001.002.002.002.002.002.004、汽车产生的垂直压力q汽(kPa)99.4343.9823.8511.576.874.563.25四四、管管壁壁弯弯距距计计算算填土产生的弯距M土(kNm)0.831.834.239.4715.7121.9528.18管节自重产生的弯距M自(kNm)1.391.391.391.391.391.391.39故恒载产生的弯距M自(kNm)2.223.215.6210.8517.0923.3329.57汽车荷载产生的弯距M汽(kNm)7.173.171.720.830.500.330.23计算：复核：表表1 D1.5m圆8、圆管管涵涵结结构构分分析析计计算算书书五五、荷荷载载组组合合1、承载力极限状态组合Md(kNm)12.718.309.1514.1921.2128.4635.812、正常使用状态组合短期组合Msd(kNm)7.245.436.8211.4417.4423.5629.73长期组合Mld(kNm)5.094.486.3111.1917.2923.4629.66六六、截截面面强强度度验验算算钢筋截面面积As(cm2)5.55.55.55.57.110.212.4预制管节长b(cm)99.099.099.099.099.099.099.0 x=fsd*As/(fcd*b)(cm)0.850.850.89、50.851.091.561.91受力钢筋中心至混凝土边缘距离(cm)4.504.504.504.504.504.604.60h0(cm)15.515.515.515.515.515.415.4bh0(cm)8.78.78.78.78.78.68.6故x-bh0满足满足满足满足满足满足满足fcdbx(h0-x/2)(kNm)23.223.223.223.229.641.750.30Md(kNm)11.447.478.2312.7719.0925.6132.23截面强度验算是否满足？满足满足满足满足满足满足满足七七、裂裂缝缝宽宽度度验验算算1、配筋率=As/(bh0)0.00360.00360.10、00360.00360.00460.00670.0082取值0.00600.00600.00600.00600.00600.00670.00822、钢筋应力ss(MPa)ss=Msd/(0.87*As*h0)97.773.392.0154.3183.0172.8178.43、其他参数c11.001.001.001.001.001.001.00c21.351.411.461.491.501.501.50c31.151.151.151.151.151.151.154、最大裂缝宽度Wtk(mm)C1*C2*C3*ss/Es*(30+d)/(0.28+10*)0.0890.0700.0910.155011、.1850.1800.179最大裂缝宽度限值(mm)0.200.200.200.200.200.200.20裂缝宽度验算是否满足？满足满足满足满足满足满足满足八八、基基底底应应力力验验算算1、基础资料基础宽度(m)2.902.902.902.902.902.902.90涵底下基础厚度(m)0.300.300.300.300.300.300.302、基础底应力q恒(kPa)64.478.8112.6170.8231.0278.7322.5N(kN)475.1356.0395.6528.9689.7821.5944.6地基应力(kPa)163.8122.8136.4182.4237.8283.3312、25.7九九、修修正正基基底底应应力力验验算算（地地基基与与基基础础设设计计规规范范3.3.43.3.4条条）基底埋置深度h(m)2.703.204.206.208.2010.2012.20采用基底埋置深度h(m)33.24.26.28.210.211.6基底修正系数K2(新近沉积黏性土)1.51.51.51.51.51.51.5修正地基应力(kPa)0.05.734.291.2148.2205.2245.1地基应力不均匀系数1.01.01.01.01.01.01.0修正后地基应力(kPa)163.8117.1102.291.289.678.180.6十十、如如地地基基承承载载力力不不足足，用13、用换换填填法法处处治治计计算算结结果果换填深度(m)1.01.01.01.01.01.01.0扩散角(度)30.030.030.030.030.030.030.0基础长度(m)1.01.01.01.01.01.01.0换填材料砂砾砂砾砂砾砂砾砂砾砂砾碎石换填材料容重(kN/m3)20.020.020.020.020.020.021.0扩散后的基底应力H1371049385847679计算：复核：级级级级级三级三级三级三级三级1214161820191919191935353535350.2710.2710.2710.2710.2710.20.20.20.20.21.51.51.51.51.5114、.91.91.91.91.9404040404018.418.418.418.418.41.651.651.651.651.652626262626HRB335HRB335HRB335HRB335HRB33516.016.016.016.016.08.09.010.011.012.06.07.08.09.010.015.1713.0011.3810.119.10280.0280.0280.0280.0280.0280.0280.0280.0280.0280.08.0009.33310.66712.00013.3331.2501.1331.1501.1501.150285.0301.5349.615、393.3437.05.205.205.205.205.203.7353.7353.7353.7353.7351.8201.8201.8201.8201.8203.7643.7643.7643.7643.76462.50062.50062.50062.50062.500433.7512.3590.9669.5748.11.521.701.691.701.7155055055055055030303030302402402402402402802802802802801.41.41.41.41.41.81.81.81.81.815x2.515x2.515x2.515x2.515x2.50.60.16、60.60.60.60.20.20.20.20.27.238.389.5410.6911.8519.3621.6723.9826.2828.594.004.004.004.004.007.038.189.3410.4911.6515.4617.7720.0822.3824.692.002.002.002.002.002.431.891.511.241.0334.4240.6646.9053.1459.381.391.391.391.391.3935.8142.0548.2954.5260.760.180.140.110.090.07审核：43.2250.6558.1065.5573.0235.17、9342.1448.3654.5960.8235.8842.1048.3354.5660.7916.118.120.122.124.199.099.099.099.099.02.472.783.093.403.714.804.804.804.804.8015.215.215.215.215.28.58.58.58.58.5满足满足满足满足满足62.970.076.983.690.238.8945.5852.2959.0065.72满足满足满足满足满足0.01070.01200.01340.01470.01600.01070.01200.01340.01470.0160168.9176.118118、.9186.6190.61.001.001.001.001.001.501.501.501.501.501.151.151.151.151.150.1730.1750.1740.1730.1720.200.200.200.200.20满足满足满足满足满足2.902.902.902.902.900.300.300.300.300.30341.5355.9404.3448.0491.7997.41037.51176.81302.81428.9343.9357.8405.8449.2492.714.2016.2018.2020.2022.2011.611.611.611.611.61.51.51.519、1.51.5245.1245.1245.1245.1245.11.01.01.01.01.098.8112.7160.7204.1247.61.01.01.01.01.030.030.030.030.030.01.01.01.01.01.0砂砾砂砾砂砾砂砾砂砾20.020.020.020.020.091101135166197审核：表表1 D1.8m圆圆管管涵涵结结构构分分析析计计算算书书一一、设设计计参参数数1 1、荷荷载载标标准准级级级级级级级2 2、设设计计安安全全等等级级三级三级三级三级三级三级三级3 3、环环境境条条件件（、）4、填填土土参参数数填土高(m)0.51246810土容重20、(kN/m3)19191919191919土内摩擦角(度)35353535353535土的侧压力系数0.2710.2710.2710.2710.2710.2710.2715、圆圆管管涵涵参参数数管壁厚(m)0.20.20.20.20.20.20.2内管径D(m)1.81.81.81.81.81.81.8外管径(m)2.22.22.22.22.22.22.2圆管涵砼标号40404040404040圆管涵混凝土抗压设计强度fcd（MPa）=18.418.418.418.418.418.418.4圆管涵混凝土抗拉设计强度ftb（MPa）=1.651.651.651.651.651.651.65钢筋混21、凝土容重(kN/m3)26262626262626钢筋类型（HPB235、HRB335、HRB400）HRB335HRB335HRB335HRB335HRB335HRB335HRB335钢筋直径(mm)10.010.010.010.012.012.016.0钢筋数量n7.07.07.09.010.012.09.0钢筋间隔数5.05.05.07.08.010.07.0钢筋设计间距(cm)18.2018.2018.2013.0011.389.1013.00钢筋抗拉设计强度fsd（MPa）=280.0280.0280.0280.0280.0280.0280.0钢筋抗压设计强度fsd（MPa）=28022、.0280.0280.0280.0280.0280.0280.0二二、恒恒载载计计算算(1)(1)h/d0.2270.4550.9091.8182.7273.6364.545K1.0911.1821.3641.4411.4861.4681.423填土产生的垂直压力q土(kPa)10.422.551.8109.5169.4223.2270.3管节自重产生的垂直压力q自(kPa)5.205.205.205.205.205.205.20二二、恒恒载载计计算算(2)-(2)-考考虑虑土土柱柱效效应应He=2.25h(m)（填土高）3.7353.7353.7353.7353.7353.7353.735D23、(m)1.8201.8201.8201.8201.8201.8201.820BH、B(m)2.0802.3412.8613.7643.7643.7643.764=45o+/262.50062.50062.50062.50062.50062.50062.500填土产生的垂直压力q土=tan.(BH2-D2)/2D(kPa)(HHe)119.3197.9276.5355.1与原计算(30行)比较0.980.970.941.091.171.241.31三三、活活载载计计算算1、公路级车辆荷载的有关参数车辆重力标准值(kN)550550550550550550550前轴重力标准值(kN)303030324、0303030中轴重力标准值(kN)240240240240240240240后轴重力标准值(kN)280280280280280280280中后轮轴距(m)1.41.41.41.41.41.41.4轮距(m)1.81.81.81.81.81.81.8车辆外形尺寸（长x宽）(m)15x2.515x2.515x2.515x2.515x2.515x2.515x2.5后轮着地宽度B(m)0.60.60.60.60.60.60.6后轮着地长度L(m)0.20.20.20.20.20.20.22、荷载横向分布宽度一个后轮单边荷载横向分布宽度(m)0.590.881.452.613.764.926.07荷25、载分布宽度a(m)1.183.057.8110.1212.4314.7417.05考虑横向车轮数目1.002.004.004.004.004.004.003、荷载纵向分布宽度一个车轮的纵向分布宽度(m)0.390.681.252.413.564.725.87荷载纵向分布宽度b(m)0.781.353.916.228.5310.8413.15考虑纵向车轮数目1.001.002.002.002.002.002.004、汽车产生的垂直压力q汽(kPa)99.4343.9823.8511.576.874.563.25四四、管管壁壁弯弯距距计计算算填土产生的弯距M土(kNm)1.142.475.691326、.1021.7430.3739.01管节自重产生的弯距M自(kNm)1.921.921.921.921.921.921.92故恒载产生的弯距M自(kNm)3.064.397.6115.0223.6632.2940.93汽车荷载产生的弯距M汽(kNm)9.934.392.381.160.690.460.32计算：复核：表表1 D1.5m圆圆管管涵涵结结构构分分析析计计算算书书五五、荷荷载载组组合合1、承载力极限状态组合Md(kNm)17.5711.4112.4719.6529.3539.3949.572、正常使用状态组合短期组合Msd(kNm)10.017.469.2815.8324.1432.27、6141.15长期组合Mld(kNm)7.036.148.5615.4923.9332.4841.06六六、截截面面强强度度验验算算钢筋截面面积As(cm2)5.55.55.57.111.313.618.1预制管节长b(cm)99.099.099.099.099.099.099.0 x=fsd*As/(fcd*b)(cm)0.850.850.851.091.742.092.78受力钢筋中心至混凝土边缘距离(cm)4.504.504.504.504.604.604.80h0(cm)15.515.515.515.515.415.415.2bh0(cm)8.78.78.78.78.68.68.5故x28、-bh0满足满足满足满足满足满足满足fcdbx(h0-x/2)(kNm)23.223.223.229.646.054.670.00Md(kNm)15.8110.2711.2217.6826.4235.4544.61截面强度验算是否满足？满足满足满足满足满足满足满足七七、裂裂缝缝宽宽度度验验算算1、配筋率=As/(bh0)0.00360.00360.00360.00460.00740.00890.0120取值0.00600.00600.00600.00600.00740.00890.01202、钢筋应力ss(MPa)ss=Msd/(0.87*As*h0)135.0100.6125.2166.1129、59.3179.3172.03、其他参数c11.001.001.001.001.001.001.00c21.351.411.461.491.501.501.50c31.151.151.151.151.151.151.154、最大裂缝宽度Wtk(mm)C1*C2*C3*ss/Es*(30+d)/(0.28+10*)0.1230.0960.1240.1670.1620.1760.170最大裂缝宽度限值(mm)0.200.200.200.200.200.200.20裂缝宽度验算是否满足？满足满足满足满足满足满足满足八八、基基底底应应力力验验算算1、基础资料基础宽度(m)3.603.603.603.630、03.603.603.60涵底下基础厚度(m)0.300.300.300.300.300.300.302、基础底应力q恒(kPa)70.284.2117.4176.7237.6290.9337.1N(kN)610.8461.5508.5677.8880.01063.71225.3地基应力(kPa)169.7128.2141.2188.3244.5295.5340.4九九、修修正正基基底底应应力力验验算算（地地基基与与基基础础设设计计规规范范3.3.43.3.4条条）基底埋置深度h(m)3.003.504.506.508.5010.5012.50采用基底埋置深度h(m)33.54.56.58.531、10.512.5基底修正系数K2(新近沉积黏性土)1.51.51.51.51.51.51.5修正地基应力(kPa)0.014.342.899.8156.8213.8270.8地基应力不均匀系数1.01.01.01.01.01.01.0修正后地基应力(kPa)169.7114.098.588.587.781.769.6十十、如如地地基基承承载载力力不不足足，用用换换填填法法处处治治计计算算结结果果换填深度(m)1.01.01.01.01.01.01.0扩散角(度)30.030.030.030.030.030.030.0基础长度(m)1.01.01.01.01.01.01.0换填材料砂砾砂砾砂砾砂32、砾砂砾砂砾碎石换填材料容重(kN/m3)20.020.020.020.020.020.021.0扩散后的基底应力H1481069587868274计算：复核：级级级级级三级三级三级三级三级1214161820191919191935353535350.2710.2710.2710.2710.2710.20.20.20.20.21.81.81.81.81.82.22.22.22.22.2404040404018.418.418.418.418.41.651.651.651.651.652626262626HRB335HRB335HRB335HRB335HRB33516.016.020.020.033、20.010.012.09.010.011.08.010.07.08.09.011.389.1013.0011.3810.11280.0280.0280.0280.0280.0280.0280.0280.0280.0280.06.6677.7788.88910.00011.1111.3171.2611.2061.1501.150300.2335.5366.5393.3437.05.205.205.205.205.203.7353.7353.7353.7353.7351.8201.8201.8201.8201.8203.7643.7643.7643.7643.76462.50062.50062.34、50062.50062.500433.7512.3590.9669.5748.11.441.531.611.701.7155055055055055030303030302402402402402402802802802802801.41.41.41.41.41.81.81.81.81.815x2.515x2.515x2.515x2.515x2.50.60.60.60.60.60.20.20.20.20.27.238.389.5410.6911.8519.3621.6723.9826.2828.594.004.004.004.004.007.038.189.3410.4911.6515.46135、7.7720.0822.3824.692.002.002.002.002.002.431.891.511.241.0347.6456.2864.9173.5582.181.921.921.921.921.9249.5658.2066.8375.4784.100.240.190.150.120.10审核：59.8270.1080.4190.73101.0749.7358.3366.9475.5584.1749.6658.2766.8975.5284.1420.124.128.331.434.699.099.099.099.099.03.093.714.354.835.314.804.805.0036、5.005.0015.215.215.015.015.08.58.58.48.48.4满足满足满足满足满足76.990.2101.5110.7119.453.8363.0972.3781.6690.96满足满足满足满足满足0.01340.01600.01900.02120.02330.01340.01600.01900.02000.0200187.0182.8181.4184.3186.61.001.001.001.001.001.501.501.501.501.501.151.151.151.151.150.1790.1650.1660.1660.1680.200.200.200.200.237、0满足满足满足满足满足3.603.603.603.603.600.300.300.300.300.30364.8398.9428.8454.4498.11322.01442.81549.01640.31796.9367.2400.8430.3455.6499.114.5016.5018.5020.5022.5014.414.414.414.414.41.51.51.51.51.5324.9324.9324.9324.9324.91.01.01.01.01.042.375.9105.4130.7174.21.01.01.01.01.030.030.030.030.030.01.01.01.01.01.0砂砾砂砾砂砾砂砾砂砾20.020.020.020.020.05277100119152审核：