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1、表表1 D1.5m圓圓管管涵涵結結構構分分析析計計算算書書一一、設設計計參參數數1 1、荷荷載載標標準準級級級級級級級2 2、設設計計安安全全等等級級三級三級三級三級三級三級三級3 3、環環境境條條件件（、）4、填填土土參參數數填土高(m)0.51246810土容重(kN/m3)19191919191919土內摩擦角(度)35353535353535土的側壓力系數0.2710.2710.2710.2710.2710.2710.2715、圓圓管管涵涵參參數數管壁厚(m)0.20.20.20.20.20.20.2內管徑D(m)1.51.51.51.51.51.51.5外管徑(m)1.91.91.92、1.91.91.91.9圓管涵砼標號40404040404040圓管涵混凝土抗壓設計強度fcd（MPa）=18.418.418.418.418.418.418.4圓管涵混凝土抗拉設計強度ftb（MPa）=1.651.651.651.651.651.651.65鋼筋混凝土容重(kN/m3)26262626262626鋼筋類型（HPB235、HRB335、HRB400）HRB335HRB335HRB335HRB335HRB335HRB335HRB335鋼筋直徑(mm)10.010.010.010.010.012.012.0鋼筋數量n7.07.07.07.09.09.011.0鋼筋間隔數5.05.03、5.05.07.07.09.0鋼筋設計間距(cm)18.2018.2018.2018.2013.0013.0010.11鋼筋抗拉設計強度fsd（MPa）=280.0280.0280.0280.0280.0280.0280.0鋼筋抗壓設計強度fsd（MPa）=280.0280.0280.0280.0280.0280.0280.0二二、恒恒載載計計算算(1)(1)h/d0.2630.5261.0532.1053.1584.2115.263K1.1051.2111.4031.4551.4921.4391.387填土產生的垂直壓力q土(kPa)10.523.053.3110.6170.1218.8264、3.5管節自重產生的垂直壓力q自(kPa)5.205.205.205.205.205.205.20二二、恒恒載載計計算算(2)-(2)-考考慮慮土土柱柱效效應應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填土產生的垂直壓力q土=tan.(BH2-D2)/2D(kPa)(HHe)115、9.3197.9276.5355.1與原計算(30行)比較0.970.940.921.081.161.261.35三三、活活載載計計算算1、公路級車輛荷載的有關參數車輛重力標準值(kN)550550550550550550550前軸重力標準值(kN)30303030303030中軸重力標準值(kN)240240240240240240240后軸重力標準值(kN)280280280280280280280中后輪軸距(m)1.41.41.41.41.41.41.4輪距(m)1.81.81.81.81.81.81.8車輛外形尺寸（長x寬）(m)15x2.515x2.515x2.515x2.515x26、.515x2.515x2.5后輪著地寬度B(m)0.60.60.60.60.60.60.6后輪著地長度L(m)0.20.20.20.20.20.20.22、荷載橫向分布寬度一個后輪單邊荷載橫向分布寬度(m)0.590.881.452.613.764.926.07荷載分布寬度a(m)1.183.057.8110.1212.4314.7417.05考慮橫向車輪數目1.002.004.004.004.004.004.003、荷載縱向分布寬度一個車輪的縱向分布寬度(m)0.390.681.252.413.564.725.87荷載縱向分布寬度b(m)0.781.353.916.228.5310.84137、.15考慮縱向車輪數目1.001.002.002.002.002.002.004、汽車產生的垂直壓力q汽(kPa)99.4343.9823.8511.576.874.563.25四四、管管壁壁彎彎距距計計算算填土產生的彎距M土(kNm)0.831.834.239.4715.7121.9528.18管節自重產生的彎距M自(kNm)1.391.391.391.391.391.391.39故恒載產生的彎距M自(kNm)2.223.215.6210.8517.0923.3329.57汽車荷載產生的彎距M汽(kNm)7.173.171.720.830.500.330.23計算：復核：表表1 D1.5m圓8、圓管管涵涵結結構構分分析析計計算算書書五五、荷荷載載組組合合1、承載力極限狀態組合Md(kNm)12.718.309.1514.1921.2128.4635.812、正常使用狀態組合短期組合Msd(kNm)7.245.436.8211.4417.4423.5629.73長期組合Mld(kNm)5.094.486.3111.1917.2923.4629.66六六、截截面面強強度度驗驗算算鋼筋截面面積As(cm2)5.55.55.55.57.110.212.4預制管節長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受力鋼筋中心至混凝土邊緣距離(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滿足滿足滿足滿足滿足滿足滿足fcdbx(h0-x/2)(kNm)23.223.223.223.229.641.750.30Md(kNm)11.447.478.2312.7719.0925.6132.23截面強度驗算是否滿足？滿足滿足滿足滿足滿足滿足滿足七七、裂裂縫縫寬寬度度驗驗算算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、鋼筋應力ss(MPa)ss=Msd/(0.87*As*h0)97.773.392.0154.3183.0172.8178.43、其他參數c11.001.001.001.001.001.001.00c21.351.411.461.491.501.501.50c31.151.151.151.151.151.151.154、最大裂縫寬度Wtk(mm)C1*C2*C3*ss/Es*(30+d)/(0.28+10*)0.0890.0700.0910.155011、.1850.1800.179最大裂縫寬度限值(mm)0.200.200.200.200.200.200.20裂縫寬度驗算是否滿足？滿足滿足滿足滿足滿足滿足滿足八八、基基底底應應力力驗驗算算1、基礎資料基礎寬度(m)2.902.902.902.902.902.902.90涵底下基礎厚度(m)0.300.300.300.300.300.300.302、基礎底應力q恒(kPa)64.478.8112.6170.8231.0278.7322.5N(kN)475.1356.0395.6528.9689.7821.5944.6地基應力(kPa)163.8122.8136.4182.4237.8283.3312、25.7九九、修修正正基基底底應應力力驗驗算算（地地基基與與基基礎礎設設計計規規范范3.3.43.3.4條條）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基底修正系數K2(新近沉積黏性土)1.51.51.51.51.51.51.5修正地基應力(kPa)0.05.734.291.2148.2205.2245.1地基應力不均勻系數1.01.01.01.01.01.01.0修正后地基應力(kPa)163.8117.1102.291.289.678.180.6十十、如如地地基基承承載載力力不不足足，用13、用換換填填法法處處治治計計算算結結果果換填深度(m)1.01.01.01.01.01.01.0擴散角(度)30.030.030.030.030.030.030.0基礎長度(m)1.01.01.01.01.01.01.0換填材料砂礫砂礫砂礫砂礫砂礫砂礫碎石換填材料容重(kN/m3)20.020.020.020.020.020.021.0擴散后的基底應力H1371049385847679計算：復核：級級級級級三級三級三級三級三級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審核：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滿足滿足滿足滿足滿足62.970.076.983.690.238.8945.5852.2959.0065.72滿足滿足滿足滿足滿足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滿足滿足滿足滿足滿足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砂礫砂礫砂礫砂礫砂礫20.020.020.020.020.091101135166197審核：表表1 D1.8m圓圓管管涵涵結結構構分分析析計計算算書書一一、設設計計參參數數1 1、荷荷載載標標準準級級級級級級級2 2、設設計計安安全全等等級級三級三級三級三級三級三級三級3 3、環環境境條條件件（、）4、填填土土參參數數填土高(m)0.51246810土容重20、(kN/m3)19191919191919土內摩擦角(度)35353535353535土的側壓力系數0.2710.2710.2710.2710.2710.2710.2715、圓圓管管涵涵參參數數管壁厚(m)0.20.20.20.20.20.20.2內管徑D(m)1.81.81.81.81.81.81.8外管徑(m)2.22.22.22.22.22.22.2圓管涵砼標號40404040404040圓管涵混凝土抗壓設計強度fcd（MPa）=18.418.418.418.418.418.418.4圓管涵混凝土抗拉設計強度ftb（MPa）=1.651.651.651.651.651.651.65鋼筋混21、凝土容重(kN/m3)26262626262626鋼筋類型（HPB235、HRB335、HRB400）HRB335HRB335HRB335HRB335HRB335HRB335HRB335鋼筋直徑(mm)10.010.010.010.012.012.016.0鋼筋數量n7.07.07.09.010.012.09.0鋼筋間隔數5.05.05.07.08.010.07.0鋼筋設計間距(cm)18.2018.2018.2013.0011.389.1013.00鋼筋抗拉設計強度fsd（MPa）=280.0280.0280.0280.0280.0280.0280.0鋼筋抗壓設計強度fsd（MPa）=28022、.0280.0280.0280.0280.0280.0280.0二二、恒恒載載計計算算(1)(1)h/d0.2270.4550.9091.8182.7273.6364.545K1.0911.1821.3641.4411.4861.4681.423填土產生的垂直壓力q土(kPa)10.422.551.8109.5169.4223.2270.3管節自重產生的垂直壓力q自(kPa)5.205.205.205.205.205.205.20二二、恒恒載載計計算算(2)-(2)-考考慮慮土土柱柱效效應應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填土產生的垂直壓力q土=tan.(BH2-D2)/2D(kPa)(HHe)119.3197.9276.5355.1與原計算(30行)比較0.980.970.941.091.171.241.31三三、活活載載計計算算1、公路級車輛荷載的有關參數車輛重力標準值(kN)550550550550550550550前軸重力標準值(kN)303030324、0303030中軸重力標準值(kN)240240240240240240240后軸重力標準值(kN)280280280280280280280中后輪軸距(m)1.41.41.41.41.41.41.4輪距(m)1.81.81.81.81.81.81.8車輛外形尺寸（長x寬）(m)15x2.515x2.515x2.515x2.515x2.515x2.515x2.5后輪著地寬度B(m)0.60.60.60.60.60.60.6后輪著地長度L(m)0.20.20.20.20.20.20.22、荷載橫向分布寬度一個后輪單邊荷載橫向分布寬度(m)0.590.881.452.613.764.926.07荷25、載分布寬度a(m)1.183.057.8110.1212.4314.7417.05考慮橫向車輪數目1.002.004.004.004.004.004.003、荷載縱向分布寬度一個車輪的縱向分布寬度(m)0.390.681.252.413.564.725.87荷載縱向分布寬度b(m)0.781.353.916.228.5310.8413.15考慮縱向車輪數目1.001.002.002.002.002.002.004、汽車產生的垂直壓力q汽(kPa)99.4343.9823.8511.576.874.563.25四四、管管壁壁彎彎距距計計算算填土產生的彎距M土(kNm)1.142.475.691326、.1021.7430.3739.01管節自重產生的彎距M自(kNm)1.921.921.921.921.921.921.92故恒載產生的彎距M自(kNm)3.064.397.6115.0223.6632.2940.93汽車荷載產生的彎距M汽(kNm)9.934.392.381.160.690.460.32計算：復核：表表1 D1.5m圓圓管管涵涵結結構構分分析析計計算算書書五五、荷荷載載組組合合1、承載力極限狀態組合Md(kNm)17.5711.4112.4719.6529.3539.3949.572、正常使用狀態組合短期組合Msd(kNm)10.017.469.2815.8324.1432.27、6141.15長期組合Mld(kNm)7.036.148.5615.4923.9332.4841.06六六、截截面面強強度度驗驗算算鋼筋截面面積As(cm2)5.55.55.57.111.313.618.1預制管節長b(cm)99.099.099.099.099.099.099.0 x=fsd*As/(fcd*b)(cm)0.850.850.851.091.742.092.78受力鋼筋中心至混凝土邊緣距離(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滿足滿足滿足滿足滿足滿足滿足fcdbx(h0-x/2)(kNm)23.223.223.229.646.054.670.00Md(kNm)15.8110.2711.2217.6826.4235.4544.61截面強度驗算是否滿足？滿足滿足滿足滿足滿足滿足滿足七七、裂裂縫縫寬寬度度驗驗算算1、配筋率=As/(bh0)0.00360.00360.00360.00460.00740.00890.0120取值0.00600.00600.00600.00600.00740.00890.01202、鋼筋應力ss(MPa)ss=Msd/(0.87*As*h0)135.0100.6125.2166.1129、59.3179.3172.03、其他參數c11.001.001.001.001.001.001.00c21.351.411.461.491.501.501.50c31.151.151.151.151.151.151.154、最大裂縫寬度Wtk(mm)C1*C2*C3*ss/Es*(30+d)/(0.28+10*)0.1230.0960.1240.1670.1620.1760.170最大裂縫寬度限值(mm)0.200.200.200.200.200.200.20裂縫寬度驗算是否滿足？滿足滿足滿足滿足滿足滿足滿足八八、基基底底應應力力驗驗算算1、基礎資料基礎寬度(m)3.603.603.603.630、03.603.603.60涵底下基礎厚度(m)0.300.300.300.300.300.300.302、基礎底應力q恒(kPa)70.284.2117.4176.7237.6290.9337.1N(kN)610.8461.5508.5677.8880.01063.71225.3地基應力(kPa)169.7128.2141.2188.3244.5295.5340.4九九、修修正正基基底底應應力力驗驗算算（地地基基與與基基礎礎設設計計規規范范3.3.43.3.4條條）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基底修正系數K2(新近沉積黏性土)1.51.51.51.51.51.51.5修正地基應力(kPa)0.014.342.899.8156.8213.8270.8地基應力不均勻系數1.01.01.01.01.01.01.0修正后地基應力(kPa)169.7114.098.588.587.781.769.6十十、如如地地基基承承載載力力不不足足，用用換換填填法法處處治治計計算算結結果果換填深度(m)1.01.01.01.01.01.01.0擴散角(度)30.030.030.030.030.030.030.0基礎長度(m)1.01.01.01.01.01.01.0換填材料砂礫砂礫砂礫砂32、礫砂礫砂礫碎石換填材料容重(kN/m3)20.020.020.020.020.020.021.0擴散后的基底應力H1481069587868274計算：復核：級級級級級三級三級三級三級三級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審核：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滿足滿足滿足滿足滿足76.990.2101.5110.7119.453.8363.0972.3781.6690.96滿足滿足滿足滿足滿足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滿足滿足滿足滿足滿足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砂礫砂礫砂礫砂礫砂礫20.020.020.020.020.05277100119152審核：