道路专业设计计算书--K0+740堆载预压+塑料排水板(十涌东路）.docx

万顷沙区块企业配套道路工程道路专业设计计算书计算内容：K0+740堆载预压+塑料排水板（十涌东路）计算书编号：02一、K0+740堆载预压+塑料排水板计算1、概述利东横一路西起十涌东路，东至十一涌路，全长1078.525m,红线宽15m,工程 场地内地势平坦，场地内广泛分布素填土层1、淤泥质±2TA、2-lB,粉细砂 2-2、）粉细砂软土埋深较深，K0+030K2+580拟采用堆载预压+塑料排水 板加固。软基处理标准经计算，水泥搅拌桩处理的工后沉降为0.010m0.5m,稳定性系数为2.0241.2, 满足设计要求。道路等级快速路、主干路次干路、支路允许工后变形量<0.30m<0.50m2、计算模型及结果理正软土地基路堤设计软件计算工程：简单软土地基路基设计1计算时间：2021-12-31 22:43:43星期五原始条件:输出位置,相对于路堤中线O.OOO(m)(即X=19.860(m)输出深度为0. 000(m)时间(月)设计填土高度固结度(m)0. 000. 0000.0000. 200. 3680. 1000. 400. 7360.2000. 601. 1040.3000. 801.4720.4001. 001.8400.5001. 202. 2080.6001.402.5760. 7001.602. 9440.8001.803.3120.9002.003. 6801.0002.603. 6801.0003. 203. 6801.0003. 803. 6801.0004. 403. 6801.0005. 003. 6801.0005. 603. 6801.0006. 203. 6801.0006. 803. 6801.0007. 403. 6801.0008. 003. 6801.00020. 003. 6801.00032. 003. 6801.00044. 003. 6801.00056. 003. 6801.00068. 003. 6801.00080. 003. 6801.00092.003. 6801.000104. 003. 6801.000116. 003. 6801.000128. 003. 6801.000(五)稳定计算(1)第1级加荷,从0. 02. 0月，路基设计高度3. 680 (m),路基计算高度(考虑沉降影响)4. 430 (m), 加载结束时稳定结果抗滑力抗滑力抗滑力土条起始x 土条面 土条自 条上荷总重 ai Sinai Cosai Woi CqiqiUi giWli 下滑力 WoiCosai Ci Li ailiCos编号(m) 积(m2) 重(kN)重(kN) (kN) (度)(kN) (kPa)(度)(度)(kN) (kN) tg(Pqiaitg gi1 -19.700.071.110.001.11 -62.44 -0.890.4610,000.0-1.00.08.57.92 -19.440.415.290.005.29 -60.51 -0.870.4910.000.0-4.60.313.810.83 -18.992.0721.420.0021.42 -56.94 -0.840.551.11 15.005.29 15.0021.42 8.005.50 0.93955.50 0.78255.00 0.499015.000.04 -17.9915.000.05 -16.9915.000.06 -15.9915.000.07 -14.9915.000.08 -13.9915.000.09 -12.9915.000.010-11.9915.000.011 -10.9915.000.012 -10.0015.001315.001415.001515.001615.001715.001815.001915.002015.002115.002215.002315.002415.002515.002615.002715.002815.002915.003015.003115.003215.000.0-9.000.0-8.000.0-7.000.0-6.000.0-5.000.0-4.000.0-3.000.0-2.000.0-1.000.00.004.20.8312.31.6820.02.5227.83.3635.54.2143.25.0550.95.9051.36.6359.07.3683.48.3383.4-17.93.48-26.54.70-32.75.75-37.06.68-39.87.50-41.38.23-41.88.87-41.39.45-40.09.96-38.110.40-35.510.79-32.511.13-29.011.41-25.111.64-20.911.82-16.511.96-11.912.05-7.212.10-2.410.271.710.835.811.2110.411.5615.511.8821.212.1727.212.4333.810.9535.111.1041.214.6362.214.2568.61.0 33.461.843.762.552.723.360.604.067.574.773.775.379.275.984.166.588.487.092.277.595.577.998.418.2100.818.5102.798.8104.359.0105.529.2106.299.3106.689.392.857.8102.247.9109.507.8116.537.7123.327.6129.877.4136.177.2123.746.1130.035.9174.997.5 171.737.114.70.0013.10.0012.00.0011.20.0010.60.0010.10.009.70.009.40.009.10.008.90.008.70.008.50.008.40.008.30.008.20.008.10.008.00.008.00.008.00.006.60.006.80.006.80.006.80.006.90.006.90.007.00.006.10.006.20.008.30.008.520.133.46 -52.44 -0.795.743.76 -48.36 -0.751.452.72 -44.58 -0.70 0.960.60 -41.04 -0.660.567.57 -37.69 -0.610.273.77 -34.47 -0.570.079.27 -31.38 -0.520.084.16 -28.39 -0.48 0.088.48 -25.48 -0.430.092.27 -22.64 -0.38 0.095.57 -19.85 -0.34 0.098.41 -17.12 -0.29 0.0100.81 -14.42 -0.25 0.0102.79 -11.76 -0.200.0104.350.0105.520.0106.290.0106.680.092.8511.4102.2412.9109.5014.1116.5315.4123.3216.7129.8718.0136.1719.3123.7418.0130.0319.3 174.9926.6171.7326.8-9.12 -0.16-6.50 -0.11-3.89 -0.07-1.30 -0.021.083.255.457.669.8812.1114.3616.4818.4720.8223.530.610.660.710.750.790.020.820.850.880.900.920.940.960.970.980.990.991.001.001.000.060.100.130.170.210.250.280.320.360.401.001.000.990.990.980.970.960.950.930.9233.46 8.00 5.00 0.15乃43.76 8.00 5.00 0.040852.72 8.00 5.00 0.027960.60 8.00 5.00 0.016667.57 8.00 5.00 0.006573.77 8.00 5.00 0.001879.27 8.00 5.00 0.001584.16 8.00 5.00 0.001288.48 8.00 5.00 0.001092.27 8.00 5.00 0.000895.57 8.00 5.00 0.000698.41 8.00 5.00 0.0005100.81 8.00 5.00 0.0003102.79 8.00 5.00 0.0002104.35 8.00 5.00 0.0001105.52 8.00 5.00 0.0001106.29 8.00 5.00 0.0001106.68 8.00 5.00 0.000188.69 8.00 5.00 0.588389.93 8.00 5.00 0.588389.47 8.00 5.00 0.588388.77 8.00 5.00 0.588387.84 8.00 5.00 0.588386.66 8.00 5.00 0.588385.23 8.00 5.00 0.588472.44 8.00 5.00 0.588471.01 8.00 5.00 0.588591,62 8.00 5.00 0.588588.36 8.00 5.00 0.58863315.003415.003515.003615.003715.003815.003915.004015.004115.004215.004310.00449.3013.81168.0183.474.56.610.2713.32163.8183.479.86.111.2412.76159.0983.484.55.612.2112.14153.7883.488.45.013.1811.44147.8383.491.54.414.1410.65141.1583.493.63.815.119.77133.6283.494.43.116.088.76125.1083.493.92.417.057.62115.3483.491.71.718.026.28103.9683.487.21.018.992.4144.2038.938.50.319.441.2223.560.00 168.01 26.318.7 27.20.00 163.81 29.158.9 27.50.00 159.09 32.079.2 28.00.00 153.78 35.109.5 28.50.00 147.83 38.239.9 29.30.00 141.15 41.510.44 0.900.49 0.870.53 0.850.57 0.820.62 0.790.66 0.7510.430.30.00133.62 44.97 0.71 0.7111.031.50.00125.10 48.65 0.75 0.6611.733.10.00115.34 52.6312.837.90.00103.96 57.0114.249.00.0044.20 60.5113.818.80.0023.56 62.440.79 0.610.84 0.540.87 0.490.89 0.4684.65 8.0080.45 8.0075.72 8.0070.41 8.0064.46 8.0057.78 8.0050.26 8.0041.73 8.0031.97 8.0020.59 8.005.00 0.58875.00 0.58885.00 0.58895.00 0.58905.00 0.59165.00 0.59575.00 0.60035.00 0.60555.00 0.65895.00 0.79595.29 15.00 5.50 0.91041.11 15.00 5.50 0.975110.0022.420.90.08.512.1土条起始x 土条面抗滑力 抗滑力编号(ni) 积(m2)WiCosaitgOq CiLi土条自 条上荷总重重(kN) 重(kN) (kN)ai Sinai CosaiCqi qi下滑力(度)(kPa)(度)(kN)4519.701.0219.850.0019.8563.890.900.440.0032.005.460.004619.951.9237.610.0037.6166.540.920.4017.0030.008.6525.184720.541.0221.430.0021.4370.780.940.3317.0030.004.0730.464821.130.112.610.002.6174.290.960.2717.0030.0017.8334.5020.232.520.4115.54最不利滑动面： 滑动圆心 滑动半径 滑动安全系数 总的下滑力 总的抗滑力 土体局部下滑力 土体局部抗滑力 筋带的抗滑力地震作用下滑力二(0. 000000, 9. 966595) (m)二 22, 081318 (m)二 1. 789二 793. 449 (kN)二 1419. 207 (kN)二 793. 449 (kN)二 1339. 207 (kN)=80. 000 (kN)=0. 000 (kN)(2)第2级加荷,从2. 08.0月，路基设计高度3. 680 (m),路基计算高度(考虑沉降影响)4. 816 (m), 加载结束时稳定结果土条起始x 土条面 土条自 条上荷总重 ai Sinai Cosai Cqiqi下滑力抗滑力 抗滑力编号(m) 积(m2) 重(kN)重(kN) (kN) (度)(kPa)(度)(kN)WiCosaitgOq CiLi1 0.360.070.890.002 0.760.445.200.003 1.450.799.300.004 2.141.4416.650.005 3.011.8420.760.006 3.882.1523.180.007 4.761.6916.0211.738 5.391.7515.7712.329 6.021.8716.1514.1010 6.691.7914.8115.5611 7.361.3310.0615.9412 7.960.825.4519.5013 8.560.170.9116.301.46 -12.66 -0.220.98 0.00 32.00-0.32-1.20-0.711.626.1311.7812.3415.5220.1623.6720.8115.303.681.46 0.008.40 0.0014.89 0.0026.70 0.0033.78 0.0038.91 0.0030.36 0.0031.42 0.0034.48 0.0034.90 0.0027.14 0.0017.98 0.004.00 0.008.40 -8.2414.89 -2.7426.70 3.4733.78 10.4638.91 17.6130.36 23.9931.42 29.6034.48 35.7734.90 42.7027.14 50.0617.98 58.334.00 66.69-0.14 0.99-0.05 1.000.06 1.000.18 0.980.30 0.950.41 0.910.49 0.870.58 0.810.68 0.730.77 0.640.85 0.520.92 0.400.00 32.000.00 32.000.00 32.000.00 32.000.00 32.0017.00 30.0017.00 30.0017.00 30.0017.00 30.0017.00 30.0017.00 30.0017.00 30.00最不利滑动面：(2. 140607, 7. 224549) (m)7. 215008 (m)2. 024128. 769 (kN)260. 580 (kN)128. 769 (kN)260. 580 (kN)0. 000 (kN)0. 000 (kN)滑动圆心 滑动半径 滑动安全系数 总的下滑力 总的抗滑力 土体局部下滑力 土体局部抗滑力 筋带的抗滑力地震作用下滑力地基承载力计算1.下卧土层承载力验算计算点深度pzpczpz + pczfaz(m)(m)(kPa)(kPa)(kPa)(kPa)0. 000. 000.00.00.070.00. 001.305.222.928. 182.90. 0013. 9031.3256.0287.3416.00. 0016. 9033.2316.0349.2376.00. 0019. 4034. 1359.8393.9589.80. 0023. 4034.8439. 7474.5669.80. 0039. 4032.2759.8792.0989. 71.000. 0012.80.012.870.01.001.3013.922.936.882.91.0013. 9035. 1256.0291. 1416.01.0016. 9036.4316.0352.4376.01.0019. 4036.9359.8396.7589.81.001.003. 003. 003. 003. 003. 003. 003. 005. 605. 605. 605. 605. 605. 605. 607. 367. 367. 367. 367. 367. 367. 369. 369. 369. 369. 369. 369. 369. 3611.3611.3611. 3611. 3611.3611.3611. 3613. 3613. 3613. 3613. 3613. 3613. 3613. 3615. 3615. 3615. 3615. 3615. 3615. 3615. 3617. 3617. 3617. 3617. 3623.4039. 400. 001. 3013. 9016. 9019. 4023.4039. 400. 001. 3013. 9016. 9019. 4023.4039.400. 001. 3013. 9016. 9019.4023.4039. 400. 001. 3013. 9016. 9019.4023.4039. 400. 001. 3013. 9016. 9019.4023.4039.400. 001. 3013. 9016. 9019.4023.4039.400. 001. 3013. 9016. 9019.4023.4039.40 0.001. 3013. 9016. 9037.033.336.336.543.043.042.6 41. 735.467.0 67. 153.6 51.750. 1 47.637.993.086.960.557.455.051.439.593.092.4 67.663. 360. 155. 5 41.293.092.9 73. 568.464.659.042.693.093.878.272.668.261.943.8105. 9102.381.7 75. 771.064. 144.6105.9105. 684.0 77. 7439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0359.8439.7759.80.022.9256.0316.0476.8793.036.359.4299.0 359.0 402.4 481.4 795. 167.090.0309.6367.7409.9487.3797.793.0 109.8 316.5 373.4 414.8 491.2 799.393.0115.3323.6 379.3419.9 495.2 800.993.0115.8329.5 384.4 424.3 498.7 802.393.0 116. 7 334.2 388.6 428.0 501.6 803.5 105.9 125.2 337.7 391. 7 430. 7 503.8 804.4 105.9 128.5 340.0 393.7669.8989. 770.082.9416.0376.0589.8669.8989.770.082.9416.0376.0589.8669.8989.770.082.9416.0376.0589.8669.8989. 770.082.9416.0376.0589.8669.8989.770.082.9416.0376.0589.8669.8989. 770.082.9416.0376.0589.8669.8989. 770.082.9416.0376.0589.8669.8989. 770.082.9416.0376. 017. 3619. 4072. 7359.8432.5589.817. 3623. 4065.5439.7505.3669.817. 3639. 4045.2759.8804.9989. 719. 360. 00105.90.0105.970.019. 361.30105.822.9128. 782.919. 3613. 9084.9256.0340.9416. 019. 3616. 9078.5316.0394.5376.019. 3619. 4073.5359.8433.2589.819. 3623. 4066. 1439.7505.9669.819. 3639. 4045.4759.8805.2989. 721. 360. 00105.90.0105.970.021.361.30105.822.9128.782.921.3613. 9084.6256.0340.6416.021.3616. 9078.3316.0394.3376.021.3619. 4073.2359.8433.0589.821.3623. 4065.9439. 7505.7669.821.3639. 4045.4759.8805. 1989. 723. 360. 00105.90.0105.970.023. 361.30105.022.9127.982.923. 3613. 9083.0256.0339.0416.023. 3616. 9076.8316.0392.8376.023. 3619. 4072.0359.8431.7589.823. 3623.4064.9439. 7504. 7669.823. 3639. 4045.0759.8804.7989. 725. 360. 0093.00.093.070.025. 361.3096.522.9119.482.925. 3613. 9080. 1256.0336. 1416.025. 3616. 9074.3316.0390.3376.025. 3619. 4069.7359.8429. 5589.825. 3623. 4063. 1439.7502.8669.825. 3639. 4044.2759.8804. 0989. 727. 360. 0093.00.093.070.027. 361.3093.222.9116. 182.927. 3613. 9076.0256.0332.0416.027. 3616. 9070.6316.0386.6376.027. 3619. 4066.5359.8426.2589.827. 3623. 4060. 5439. 7500. 3669.827. 3639. 4043.2759.8803.0989. 729. 360. 0093.00.093.070.029. 361.3092.722.9115.682.929. 3613. 9070. 7256.0326.7416. 029. 3616. 9066.0316.0382.0376. 029. 3619. 4062.4359.8422.2589.829. 3623. 4057.3439. 7497.0669.829. 3639. 4041.9759.8801. 7989.732. 360. 0093.00.093.070.032. 361.3086.922.9109.882.932. 3613. 9060. 5256.0316. 5416.032. 3616. 9057.4316.0373.4376.032. 3619. 4055.0359.8414.8589.832. 3623. 4051.4439. 7491.2669.832. 3639. 4039.5759.8799.3989. 734. 120. 0067.00.067.070.034. 121.3067. 122.990.082.934. 1213. 9053.6256.0309.6416.034. 1216. 9051. 7316.0367.7376.034. 1219.4050. 1359.8409.9589.834. 1223.4047.6439.7487.3669.834. 1239.4037.9759.8797.7989. 736. 120. 0043.40.043.470.036. 121. 3043. 522.966.482.936. 1213.9045.5256.0301.5416.036. 1216.9045.0316.0361.0376.036. 1219.4044.4359.8404. 1589.836. 1223. 4043.0439.7482.8669.836. 1239.4036.0759.8795.7989. 738. 720.0012.80.012.870.038. 721.3013.922.936.882.938. 7213.9035. 1256.0291. 1416.038. 7216.9036.4316.0352.4376.038. 7219.4036.9359.8396.7589.838. 7223.4037.0439.7476.8669.838. 7239.4033.3759.8793.0989. 739. 720.000.00.00.070.039. 721.305.222.928. 182.939. 7213.9031.3256.0287.3416.039. 7216.9033.2316.0349.2376.039. 7219.4034. 1359.8393.9589.839. 7223.4034.8439.7474.5669.839. 7239.4032.2759.8792.0989. 7验算给定点下卧土层承载力计算点深度pzpczpz + pczyRfaz 是否满足(m)(H1)(kPa)(kPa)(kPa)(kPa)0. 000. 000.00.00.070. 0 满足！0. 001.305.222.928. 182.9 满足！0. 0013.9031.3256.0287.3416.0 满足！0. 0016. 9033.2316.0349.2376.0 满足！0. 0019.4034. 1359.8393.9589. 8 满足！0. 0023.4034.8439.7474.5669.8 满足！0. 0039.4032.2759.8792.0989.7 满足！*pz 下卧层顶面处的附加应力值(kPa)*pcz -下卧层顶面处土的自重压力值(kPa)*faz 下卧层顶面处经深度修正后的地基承载力值(kPa)39 720计算目标：计算沉降、承载力和稳定 路堤设计高度：3.680（m）路堤设计顶宽：25. 000 （m）路堤边坡坡度：1:1.500终止时间（月）填土高度（m）是否作稳定计算序号起始时间（月）10.00022.000工后沉降基准期结束时间：120（月） 荷载施加级数：22.0003.680是8.0000.000是路堤土层数: 层号12超载号算是否考虑路堤土层数: 层号12超载号算是否考虑2 超载个数:层厚度(m)2. 8000. 660定位距离(m)7. 500重度(kN/m3) 18.000 24. 000分布宽度(m)10.000内聚力(kPa)17.00017. 000超载值(kPa)12. 963内摩擦角（度）30. 00030. 000沉降计算是否考虑稳定计是是地基土层