高速铁路加筋土挡土墙及夯实水泥土桩复合地基处理设计

，寸后，对其各项稳定性进行详细的验算，以确采用夯实水泥土法对地基进行加固处理，加固后对地基的和沉降进行AbstractHigh-speedrailwayshaveextremelystrictrequirementsforengineeringgeologicalconditions.Toensurethatthebearingcapacityofthenaturalfoundationcanmeetthestrictconstructionstandards,professionalfoundationtreatmentmeasuresmustbeimplementedforthesubgrade.Inthisdesign,reinforcedsoilretainingwallsandcompactedcementsoilpilecompositefoundationtreatmenttechnologyareselected.Theprinciples,designkeypoints,constructiontechnologyandqualitycontrolmethodsofthesetwotechnologiesareintroducedindetail.Throughspecificengineeringexamples,variousdesigncalculationsofthereinforcedsoilretainingwallandthecompactedcementsoilcompositefoundationarecompleted.Thefinalresultsshowthatitcanmeetthesafetyandsmoothnessrequirementsofhigh-speedrailwaysandensurethestabilityandreliabilityoftheproject.Retainingwallsarebuiltonbothsidesoftheembankment.Theretainingwallsaredesignedaccordingtothegeologicalconditions.Inthisdesign,reinforcedsoilretainingwallsaresetonbothsidesoftheshoulder.Afterthestructuraldimensionsoftheretainingwallaredetermined,variousstabilitychecksarecarriedoutindetailtoensurethatthedesignrequirementsaremet.Inthisdesign,thecompactedcementsoilmethodisadoptedforfoundationtreatment.Thefoundationisreinforcedbythecompactedcementsoilmethod,andafterreinforcement,thebearingcapacityandsettlementofthefoundationarecheckedtoensurethatthefoundationmeetstherequirement目录第1章绪论 11.1概述 11.1.1基本原理与组成 11.1.2设计关键技术 21.1.3施工工艺与质量控制 21.1.4适用场景与优势 31.2设计时需要考虑的稳定性因素 31.2.1加筋土挡土墙稳定性设计因素 31.2.2夯实水泥土桩复合地基稳定性设计因素 41.2.3协同设计与综合验算 51.3设计时需要考虑的特殊要求 51.3.1严苛的变形控制标准 51.3.2动力荷载长期作用下的可靠性 51.3.3特殊地质与环境的适应性设计 5第2章工程及地质概况 72.1地质资料 72.2路基设计 82.3轨道及列车荷载 9第3章加筋土挡土墙设计 113.1基础 113.2墙面板 113.3拉筋 113.4填料 113.5沉降缝和伸缩缝 113.6帽石与栏杆 123.7钢塑复合拉筋的加筋土挡土墙设计 133.7.1设计资料及截面、结构设计 133.7.2荷载计算 133.7.3拉筋长度计算 143.7.4分板稳定与全墙稳定抗拔计算 153.7.5整体稳定性验算 163.7.6墙面板设计 17第4章边坡稳定性分析 194.1边坡土质分析 194.2边坡稳定性分析计算 19第5章夯实水泥土桩及复合地基处理 285.1桩体参数的确定 285.2复合地基承载力、压缩模量的计算 285.3褥垫层设计 315.4复合地基的沉降计算 31第6章施工流程 356.1地基预处理 356.2夯实水泥土桩施工 356.3加筋土挡土墙施工 356.4褥垫层施工 356.5关键节点控制 36第7章结论 37参考文献 38第4章边坡稳定性分析4.1边坡土质分析4.2边坡稳定性分析计算图4-1瑞典条分法分条圆心1表4-1瑞典条分法圆心1计算序号起始x终止xαliCiΦi条实重wi下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)1-3.36-2.24-22.371.2110.0019.204.90-1.8713.69续表4-12-2.24-1.12-15.571.1610.0019.2013.12-3.5216.033-1.120.00-8.991.1310.0019.2018.32-2.8617.6440.001.00-2.871.0010.0019.20113.52-5.6849.5051.002.002.871.0010.0019.20113.525.6849.5062.003.008.641.0110.0019.20111.6016.7648.5473.004.0014.501.0310.0019.20107.7126.9646.6584.005.0020.521.0710.0019.20101.6935.6443.8595.006.0026.791.123.5326.1993.4942.1445.01106.007.0033.441.200.0030.0082.2745.3339.64117.008.0040.651.320.0030.0067.8444.1929.72128.009.0048.781.520.0030.0048.8436.7418.58139.0010.0058.641.930.0030.0022.4119.146.731410.0010.1765.290.400.0030.000.560.510.14∑259.16425.22（2）图4-2瑞典条分法分条圆心1图示表4-2瑞典条分法圆心1计算序号起始x终止xαliCiΦi条实重wi下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)1-4.36-3.27-22.461.1810.0019.204.66-1.7813.302-3.27-2.18-15.841.1310.0019.2012.53-3.4215.533-2.18-1.09-9.421.1110.0019.2017.60-2.8817.104-1.090.00-3.131.0910.0019.2020.09-1.1017.9050.001.022.921.0210.0019.20115.595.8950.4061.022.048.801.0310.0019.20113.5617.3749.3972.043.0614.771.0510.0019.20109.4427.9047.3983.064.0720.911.0910.0019.20103.0836.7944.4494.075.0927.321.152.7527.0394.3643.3145.93105.096.1030.0082.4546.2739.40116.117.1341.571.360.0030.0067.0444.4828.96127.138.1550.011.590.0030.0046.5635.6717.27138.159.1760.492.070.0030.0017.4115.154.95∑263.65391.96（3）图4-3瑞典条分法分条圆心1图示表4-3瑞典条分法圆心1计算序号起始x终止xαliCiΦi条实重wi下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)1-2.69-1.80-17.440.9410.0019.202.40-0.7210.212-1.80-0.90-10.360.9110.0019.206.21-1.1211.263-0.900.00-3.440.9010.0019.208.07-0.4811.8040.001.033.961.0410.0019.20107.217.4047.6051.032.0711.951.0610.0019.20104.3621.6146.1262.073.1020.191.106.0123.5198.7034.0646.9173.104.1328.911.180.0030.0089.1843.1145.0784.135.1638.461.320.0030.0075.5446.9834.1595.166.2049.601.600.0030.0055.5942.3320.80106.207.2365.122.470.0030.0021.8419.815.31∑210.68279.23（4）图4-4瑞典条分法分条圆心1图示表4-4瑞典条分法圆心1计算序号起始x终止xαliCiΦi条实重wi下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)1-2.78-1.86-16.890.9710.0019.202.48-0.7210.53续表4-42-1.86-0.93-10.040.9410.0019.206.42-1.1211.633-0.930.00-3.330.9310.0019.208.34-0.4812.2040.000.953.410.9510.0019.2098.765.8743.8550.951.9010.280.9710.0019.2096.6917.2542.7961.902.8517.301.009.2919.9692.5027.5141.3372.853.8024.611.050.0030.0085.8735.7645.0783.804.7532.391.130.0030.0076.5040.9837.3094.755.7040.931.260.0030.0063.6341.6927.76105.706.6550.831.510.0030.0045.6835.4116.66116.657.6064.012.170.0030.0017.5815.804.45∑217.95293.57（5）图4-5瑞典条分法分条圆心1图示表4-5瑞典条分法圆心1计算序号起始x终止xαliCiΦi条实重wi下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)1-4.00-3.00-24.371.1010.0019.204.30-1.7812.352-3.00-2.00-17.141.0510.0019.2011.54-3.4014.313-2.00-1.00-10.181.0210.0019.2016.17-2.8615.71续表4-54-1.000.00-3.381.0010.0019.2018.44-1.0916.4350.001.023.431.0210.0019.20115.186.8950.2261.022.0310.341.0310.0019.20112.8020.2548.9772.033.0517.411.0710.0019.20107.9432.3046.5283.054.0624.781.129.3719.88100.4042.0743.4594.065.0832.611.210.0030.0089.5648.2743.55105.086.0941.241.350.0030.0074.7049.2432.43116.097.1151.271.630.0030.0053.9042.0519.47127.118.1264.822.400.0030.0020.8418.865.12∑250.8348.53（6）图4-6瑞典条分法分条圆心1图示表4-6瑞典条分法圆心1计算序号起始x终止xαliCiΦi条实重wi下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)1-4.12-3.09-23.681.1310.0019.204.43-1.7812.672-3.09-2.06-16.671.0810.0019.2011.88-3.4114.733-2.06-1.03-9.911.0510.0019.2016.66-2.8716.19续表4-64-1.030.00-3.291.0310.0019.2019.00-1.0916.9450.001.063.381.0610.0019.20120.287.1052.4561.062.1210.201.0810.0019.20117.7320.8551.1372.123.1817.171.1110.0019.20112.5033.2148.5483.184.2424.421.178.8420.45104.4343.1745.7794.245.3032.121.250.0030.0092.7949.3345.37105.306.3640.551.400.0030.0076.9450.0233.75116.367.4350.291.660.0030.0054.9242.2520.26127.438.4963.062.350.0030.0021.0318.745.50∑255.52363.3（7）图4-7瑞典条分法分条圆心1图示表4-7瑞典条分法圆心1计算序号起始x终止xαCiΦi条实重wi下滑力抗滑力(m)(m)(度)(kPa)(度)(kN)(kN)(kN)1-1.87-0.94-16.4610.0019.202.46-0.7010.592-0.940.00-9.9610.0019.206.38-1.1011.7030.001.00-3.3810.0019.20103.94-6.1246.1641.001.993.3610.0019.20103.336.0545.89续表4-751.992.9910.1210.0019.20101.1117.7744.7762.993.9817.038.8720.4296.6228.3043.6273.984.9824.220.0030.0089.4636.6947.1084.985.9731.840.0030.0079.4041.8938.9495.976.9740.180.0030.0065.6542.3528.96106.977.9649.760.0030.0046.6235.5917.39117.968.9562.140.0030.0017.7615.714.79∑216.43339.91第5章夯实水泥土桩及复合地基处理5.1桩体参数的确定5.2复合地基承载力、压缩模量的计算 (5-1)——桩体周长(m);——桩体周围第i层土的侧摩阻力标准值(kPa);——第i层土的厚度(m)；——桩端土端阻力特征值(kPa);——桩的截面面积()；各土层的摩阻力参数可由表(4-1)可知。表5-1各土层的摩阻力参数表层号土的名称层厚（m）侧摩阻力（kPa）桩端阻力（kPa）1黏土层①1.8142黏土层②3.919续表5-13黏土层③5.0305全风化砂岩3.5851500(5-2)(5-3)(5-4)(5-5)(5-6)=1.13s=1.13×1.2=1.356==8.7%表5-2土层的力学参数表地层编号地层名称复合地基承载力特征值(kPa)复合地基的压缩模量Espi(MPa)1黏土层①408.42040.0252黏土层②400.20357.8073黏土层③412.52958.9325.3褥垫层设计5.4复合地基的沉降计算（5-7）EQ\*jc3\*hps12\o\al(\s\up11(s),z)（5-9）表5-3条形面积竖直均布荷载作用时的应力系数值nm0.000.5000.4990.4980.4890.4680.4400.4090.3750.3480.2750.250.9990.9880.9360.7970.6790.5860.5110.4500.4010.2980.500.9990