涪陵新城区集绣大道道路工程高边坡工程设计计算书

页共27页1、工程概况集绣大道位于涪陵新城区北部片区，基本贯穿整个规划区东西走向，为规划区内一条重要的横向主干道。道路西起银滩路西侧打清沟，向东延伸，下穿马鞍互通连接线后，与规划中的太白大道北延线平交，然后下穿规划的景观通廊后，继续向东延伸，与规划中的倪峰路、太乙大道二期平交，最终止于与规划的实验支路。道路全长3.3Km，以太乙大道二期为界分为西、东两段，道路红线宽度分别为40m和32m，双向六车道，城市主干路，设计速度为50km/h，沿线重要结构物为下穿景观通廊地下通道一座，长度155米，宽度28m。根据重庆市城乡建设委员会“渝建发〔2010〕166号”文件精神：（一）高切坡：岩质边坡高度≥15m，岩土混合边坡高度≥12m且土层厚度≥4m，土质边坡高度≥8m。（二）深基坑：岩质基坑高度≥12m，岩土混合基坑高度≥8m且土层厚度≥4m，土质基坑高度≥5m。（三）高填方：填方边坡高度≥8m。边坡分段项目桩号位置边坡高度（m）长度（m）岩土类型边坡面积（m2）安全等级坡段1高填方K0+172.557~K0+292.121左侧8.0～13.297.619土质2745.517安全等级为一级。坡段2高填方K0+128.989~K0+257.023右侧8.0～13.1129.223土质2804.165坡段3高切坡K0+413.641~K0+448.359右侧15～16.855.977岩质1072.561坡段4高填方K0+612.134~K0+719.338左侧8.0～20.2117.535土质3699.213坡段5高填方K0+574.176~K0+796.780右侧8.0～13.4224.664土质4819.548坡段6高切坡K1+550.524~K1+617.267右侧12～1679.524岩土质1866.102坡段7高切坡K1+855.120~K1+906.389右侧15～17.1107.356岩质1449.543坡段8高填方K2+210.721~K2+256.470左侧8.0～8.231.605土质758.420坡段9高填方K2+289.736~K2+343.874左侧8.0～16.380.253土质937.092坡段10高切坡K2+173.971~K2+391.186右侧15～21.6215.506岩质7872.692坡段11高填方K2+509.724~K2+601.144左侧8.0～14.1153.451土质2132.540坡段12高填方K2+628.495~K2+712.556左侧8.0～13.149.705土质2038.579坡段13高填方K2+533.126~K2+612.056右侧8.0～12.979.301土质1704.926坡段14高填方K2+808.276~K3+015.642左侧8.0～17.1205.898土质5416.340坡段15高切坡K3+148.646~K3+317.255右侧15～31.4132.746岩质9017.414坡段16深基坑K1+341.000~K1+472.000两侧5～11.3131土质3668安全等级为二级。2、设计依据、主要技术规范及计算软件2.1设计依据（1）与业主签订的设计合同；（2）业主提供的道路沿线1:500地形图；（3）《涪陵区新城区集绣大道（K0+000～K3+317.255）道路工程工程地质勘察报告》（补充勘察）（重庆江北地质工程勘察院，2019年06月）。(4)《关于集绣大道边坡调整的函》（重庆市涪陵区新城区开发（集团）有限公司2019.10.23）2.2主要技术规范（1）国家（地方）标准《建筑边坡工程技术规范》（GB50330-2013）《建筑边坡支护技术规范》（DB50/5018-2001）《混凝土结构设计规范》（GB50010-2012）2015版（2）交通部规范《公路路基设计规范》（JTGD30-2015）《公路工程质量检验评定标准》（JTGF80/1-2012）《公路工程抗震设计规范》（JTJB02-2013）《公路桥涵设计通用规范》(JTGD60-2015)（3）建设部规范《城市道路工程设计规范》（CJJ37-2012）《市政公用工程设计文件编制深度规定》（2013版）2.3计算软件理正岩土工程计算分析软件6.0版3、岩土体设计参数3.3.1岩土体物理力学指标建议值根据《涪陵区新城区集绣大道（K0+000～K3+317.255）道路工程工程地质勘察报告》（补充勘察），岩土体物理力学指标建议值如下：岩土体物理力学指标建议值岩土名称项目素填土(压实后)粉质粘土泥岩粉砂质泥岩砂岩强风化中等风化强风化中等风化强风化中等风化重度(kN/m3)天然20.5*19.524.4*25.424.9*25.923.9*24.9饱和21.0*19.8//////岩石单轴极限抗压强度(MPａ)天然///6.8/13.1/36.9饱和///4.3/8.7/29.5地基承载力特征值fa(kPa)压实后实测200250*2710300*5180350*14620地基承载力基本容许值[fa0]压实后实测180*200*700*300*1000*400*2000*土体水平抗力系数的比例系数(MN/m4)6*20*120*/120*/150*/岩体水平抗力系数(MN/m3)///60*/100*/180*岩土与挡墙底面摩擦系数0.25*0.20*0.30*0.40*0.30*0.45*0.35*0.55*岩、土抗剪强度指标标准值凝聚力(kPa)天然0～5.026.0/330/640/1500饱和0.018.3//////内摩擦角(°)天然30*13.2/30.9/32.4/34.8饱和26*10.9//////岩体抗拉强度(kPa)120280640岩体变形模量(104MPa)0.080.160.41岩体弹性模量(104MPa)0.110.210.40岩体泊松比0.290.210.13临时边坡坡率值(h≤10.0m)1:1.25*1:1.0*1:0.75*1:0.50*1:0.75*1:0.40*1:0.50*1:0.30*备注1.带“*”者为经验值，临时边坡建议坡率值为没有外倾结构面的情况。2.素填土压实系数λc≥0.94时，建议地基承载力特征值fa取140kPa；建议地基承载力基本容许值[fa0]取160kPa。2.岩石与锚固体极限粘结强度标准值(注浆等级M30)：中等风化泥岩取0.36MPa，中等风化粉砂质泥岩取0.42MPa，中等风化砂岩取1.20MPa。4.结构面抗剪强度根据工程地质类比法及《建筑边坡工程技术规范》（GB50330-2013）表4.3.1，按经验法确定取值如下：裂隙①、②的抗剪强度C取51kPa，φ取19°；岩层层面抗剪强度C取28kPa，φ取12°；5.岩土界面天然抗剪强度：C=23.4kPa，φ=11.8°（经验值）；饱和抗剪强度：C=16.4kPa，φ=9.8°（经验值）；6.填土以下原始地面天然抗剪强度：C=0kPa，φ=26°；饱和抗剪强度：C=0kPa，φ=23.4°（折减系数0.9）。3.3.2其他参数取值推荐：本设计为了增加边坡稳定性及保证填筑土体的压实度，要求路基分层回填碾压。且回填材料要求采用级配较好的砾类土、砂类土等粗粒土作为填料。考虑到土工格栅和分层碾压及强夯补强处理的作用，土体计算参数按粘聚力10Kpa，内摩擦角度30度，填料重度按20KN/m3。4、主要技术标准和参数1）边坡工程安全等级：一级（临时深基坑二级）。2）边坡稳定安全系数：1.35（一级）、1.20（临时边坡二级）。3）边坡使用年限：按永久边坡考虑，边坡设计使用年限取50年。按临时边坡考虑，边坡设计使用年限取2年。4）荷载等级：汽车荷载：城-A级人群荷载：5kPa5、边坡计算结果5.1换填坡段稳定性计算方案措施:填方边坡第一级边坡按1：1.5放坡，第二级按1:1.75放坡，第三级按1:2.00放坡，每8m设置一道平台，平台宽度为2.0m。采用土工格栅进行加固；边坡采用花格植草护坡进行防护，同时在坡脚设置护脚挡墙，底部粉质黏土采用砂砾石换填（具体范围详见平面及地质横断面）。边坡顶部考虑1.0米土柱车行荷载。计算断面选取最不利位置地勘报告18-18’剖面进行计算：[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数6坡面线号水平投影(m)竖直投影(m)超载数18.4004.200022.0000.0000314.0008.000042.0000.0000512.0008.0000640.0000.0003超载1距离0.010(m)宽8.000(m)荷载(5.00--5.00kPa)270.00(度)超载2距离8.000(m)宽24.000(m)荷载(20.00--20.00kPa)270.00(度)超载3距离32.000(m)宽8.000(m)荷载(5.00--5.00kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数120.20021.00020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)110.00030.000================================================================下部土层数3层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数12.50021.00020.00022.30019.80020.000350.00025.40020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)110.00030.000218.30010.9003640.00032.400[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定圆弧出入、口范围搜索危险滑面条分法的土条宽度:1.000(m)圆弧入口起点x坐标:30.000(m)圆弧入口终点x坐标:50.000(m)圆弧出口起点x坐标:-10.000(m)圆弧出口终点x坐标:0.000(m)搜索时的圆心步长:1.000(m)入口搜索步长:1.000(m)出口搜索步长:1.000(m)搜索圆弧底的上限:1000.000(m)搜索圆弧底的下限:-1000.000(m)圆弧限制最小矢高:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(12.643,26.659)(m)滑动半径=31.428(m)滑动安全系数=1.363起始x终止x?liCi謎条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力m鑙超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-4.000-3.000-30.9141.16610.00030.006.290.000.000.000.000.00-3.2321.320.639370.000.00-3.000-2.000-28.8111.14110.00030.0018.350.000.000.000.000.00-8.8430.680.671190.000.00-2.000-1.000-26.7501.12010.00030.0029.420.000.000.000.000.00-13.2438.470.701490.000.00-1.0000.000-24.7251.10110.00030.0039.550.000.000.000.000.00-16.5444.950.730380.000.000.0000.919-22.8130.99710.00030.0048.960.000.000.000.000.00-18.9849.500.756830.000.000.9191.854-20.9911.00218.30010.9066.030.000.000.000.000.00-23.6533.790.882810.000.001.8542.789-19.1750.99018.30010.9081.540.000.000.000.000.00-26.7836.550.897910.000.002.7893.725-17.3790.98018.30010.9096.440.000.000.000.000.00-28.8139.130.911960.000.003.7254.660-15.6010.97118.30010.90110.750.000.000.000.000.00-29.7941.560.924990.000.004.6605.595-13.8380.96318.30010.90124.480.000.000.000.000.00-29.7743.840.937040.000.005.5956.530-12.0890.95618.30010.90137.650.000.000.000.000.00-28.8346.010.948110.000.006.5307.465-10.3500.95118.30010.90150.270.000.000.000.000.00-27.0048.060.958230.000.007.4658.400-8.6220.94618.30010.90162.340.000.000.000.000.00-24.3450.000.967430.000.008.4009.400-6.8411.00718.30010.90181.110.000.000.000.000.00-21.5754.490.975980.000.009.40010.400-5.0081.00418.30010.90183.160.000.000.000.000.00-15.9954.450.983790.000.0010.40011.398-3.1820.99918.30010.90190.120.000.000.000.000.00-10.5555.390.990580.000.0011.39812.395-1.3620.99818.30010.90202.840.000.000.000.000.00-4.8257.530.996350.000.0012.39513.3930.4580.99818.30010.90214.950.000.000.000.000.001.7259.581.001100.000.0013.39314.3912.2770.99818.30010.90226.420.000.000.000.000.009.0061.561.004850.000.0014.39115.3884.0991.00018.30010.90237.260.000.000.000.000.0016.9663.471.007590.000.0015.38816.3865.9251.00318.30010.90247.480.000.000.000.000.0025.5565.311.009310.000.0016.38617.3847.7571.00718.30010.90257.060.000.000.000.000.0034.7067.091.010000.000.0017.38418.3819.5981.01218.30010.90265.990.000.000.000.000.0044.3568.811.009660.000.0018.38119.37911.4481.01818.30010.90274.270.000.000.000.000.0054.4470.491.008270.000.0019.37920.37713.3101.02518.30010.90281.890.000.000.000.000.0064.9072.121.005810.000.0020.37721.37415.1871.03418.30010.90288.830.000.000.000.000.0075.6773.711.002250.000.0021.37422.37217.0811.04418.30010.90295.070.000.000.000.000.0086.6775.260.997570.000.0022.37223.36918.9941.05518.30010.90300.600.000.000.000.000.0097.8476.780.991740.000.0023.36924.36720.9301.06818.30010.90305.380.000.000.000.000.00109.0978.260.984710.000.0024.36724.40021.9360.03510.00030.0010.130.000.000.000.000.003.785.681.086530.000.0024.40025.40022.9581.08610.00030.00303.970.000.000.000.000.00118.57170.691.086740.000.0025.40026.40024.9541.10310.00030.00294.640.000.000.000.000.00124.30165.831.086130.000.0026.40027.36226.9431.07910.00030.00280.320.000.000.000.000.00127.01158.151.084220.000.0027.36228.32428.9291.09910.00030.00282.970.000.000.000.000.00136.88160.031.081010.000.0028.32429.28630.9541.12210.00030.00284.730.000.000.000.000.00146.45161.661.076400.000.0029.28630.19832.9671.08610.00030.00270.480.000.000.000.000.00147.18154.391.070490.000.0030.19831.10934.9711.11210.00030.00270.350.000.000.000.000.00154.95155.371.063290.000.0031.10932.02037.0251.14210.00030.00269.300.000.000.000.000.00162.16156.081.054550.000.0032.02032.93239.1371.17510.00030.00267.250.000.000.000.000.00168.68156.501.044160.000.0032.93233.84341.3141.21310.00030.00264.120.000.000.000.000.00174.37156.601.031970.000.0033.84334.75543.5671.25810.00030.00259.790.000.000.000.000.00179.05156.321.017780.000.0034.75535.66645.9081.31010.00030.00254.120.000.000.000.000.00182.51155.611.001370.000.0035.66636.57748.3521.37110.00030.00246.940.000.000.000.000.00184.52154.390.982460.000.0036.57737.48950.9201.44610.00030.00238.020.000.000.000.000.00184.77152.540.960660.000.0037.48938.40053.6391.53710.00030.00227.060.000.000.000.000.00182.85149.880.935470.000.0038.40039.23356.4141.50710.00030.00191.130.000.000.000.004.12162.65133.380.907600.000.0039.23340.06759.2741.63110.00030.00167.880.000.000.000.004.17147.89122.810.876650.000.0040.06740.90062.4011.79910.00030.00141.660.000.000.000.004.17129.24110.110.840310.000.0040.90041.73365.9012.04110.00030.00111.410.000.000.000.004.17105.5094.220.796660.000.0041.73342.56769.9822.43510.00030.0075.100.000.000.000.004.1774.4772.900.742050.000.0042.56743.40075.1713.25710.00030.0027.540.000.000.000.004.1730.6539.930.667210.000.00总的下滑力=3316.568(kN)总的抗滑力=4521.211(kN)土体部分下滑力=3316.568(kN)土体部分抗滑力=4521.211(kN)=============================================================安全系数1.371＞1.35，满足规范设计要求。5.2非换填坡段稳定性计算方案措施:填方边坡第一级边坡按1：1.5放坡，第二级按1:1.75放坡，第三级按1:2.00放坡，每8m设置一道平台，平台宽度为2.0m。采用土工格栅进行加固；边坡采用花格植草护坡进行防护，同时在坡脚设置护脚挡墙，底部粉质黏土采用砂砾石换填（具体范围详见平面及地质横断面）。边坡顶部考虑1.0米土柱车行荷载。计算选取边坡最高高度21.6m进行计算：[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数6坡面线号水平投影(m)竖直投影(m)超载数111.2005.600022.0000.0000314.0008.000042.0000.0000512.0008.0000640.0000.0003超载1距离0.010(m)宽8.000(m)荷载(5.00--5.00kPa)270.00(度)超载2距离8.000(m)宽24.000(m)荷载(20.00--20.00kPa)270.00(度)超载3距离32.000(m)宽8.000(m)荷载(5.00--5.00kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数121.60021.00020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)110.00030.000================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数150.00021.00020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)10.00026.000[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定圆弧出入、口范围搜索危险滑面条分法的土条宽度:1.000(m)圆弧入口起点x坐标:30.000(m)圆弧入口终点x坐标:50.000(m)圆弧出口起点x坐标:-10.000(m)圆弧出口终点x坐标:0.000(m)搜索时的圆心步长:1.000(m)入口搜索步长:1.000(m)出口搜索步长:1.000(m)搜索圆弧底的上限:1000.000(m)搜索圆弧底的下限:-1000.000(m)圆弧限制最小矢高:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(4.718,43.141)(m)滑动半径=44.976(m)滑动安全系数=1.465起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-8.000-7.111-15.8370.9240.00026.002.350.000.000.000.000.00-0.641.320.870840.000.00-7.111-6.222-14.6630.9190.00026.006.880.000.000.000.000.00-1.743.800.882830.000.00-6.222-5.333-13.4950.9140.00026.0011.040.000.000.000.000.00-2.586.020.894400.000.00-5.333-4.444-12.3340.9100.00026.0014.840.000.000.000.000.00-3.178.000.905530.000.00-4.444-3.556-11.1770.9060.00026.0018.300.000.000.000.000.00-3.559.740.916250.000.00-3.556-2.667-10.0250.9030.00026.0021.400.000.000.000.000.00-3.7311.270.926560.000.00-2.667-1.778-8.8770.9000.00026.0024.170.000.000.000.000.00-3.7312.590.936450.000.00-1.778-0.889-7.7320.8970.00026.0026.590.000.000.000.000.00-3.5813.710.945940.000.00-0.8890.000-6.5910.8950.00026.0028.670.000.000.000.000.00-3.2914.640.955030.000.000.0000.933-5.4240.9380.00026.0036.560.000.000.000.000.00-3.4618.500.963930.000.000.9331.867-4.2310.9360.00026.0047.250.000.000.000.000.00-3.4923.690.972620.000.001.8672.800-3.0390.9350.00026.0057.560.000.000.000.000.00-3.0528.620.980880.000.002.8003.733-1.8490.9340.00026.0067.480.000.000.000.000.00-2.1833.290.988700.000.003.7334.667-0.6600.9330.00026.0077.030.000.000.000.000.00-0.8937.720.996090.000.004.6675.6000.5300.9330.00026.0086.200.000.000.000.000.000.8041.911.003050.000.005.6006.5331.7190.9340.00026.0094.990.000.000.000.000.002.8545.891.009570.000.006.5337.4672.9090.9350.00026.00103.390.000.000.000.000.005.2549.651.015670.000.007.4678.4004.1000.9360.00026.00111.420.000.000.000.000.007.9753.211.021340.000.008.4009.3335.2930.9370.00026.00119.060.000.000.000.000.0010.9856.571.026570.000.009.33310.2676.4890.9390.00026.00126.320.000.000.000.000.0014.2859.741.031360.000.0010.26711.2007.6870.9420.00026.00133.190.000.000.000.000.0017.8262.721.035720.000.0011.20012.2008.9321.0120.00026.00144.630.000.000.000.000.0022.4567.841.039760.000.0012.20013.20010.2241.0160.00026.00141.090.000.000.000.000.0025.0465.951.043440.000.0013.20014.04711.4210.8640.00026.00120.700.000.000.000.000.0023.9056.261.046380.000.0014.04714.89412.5240.8680.00026.00126.110.000.000.000.000.0027.3558.651.048680.000.0014.89415.74113.6320.8720.00026.00131.220.000.000.000.000.0030.9360.921.050600.000.0015.74116.58814.7460.8760.00026.00136.020.000.000.000.000.0034.6263.051.052130.000.0016.58817.43515.8640.8810.00026.00140.510.000.000.000.000.0038.4165.061.053270.000.0017.43518.41217.0761.02210.00030.00167.100.000.000.000.000.0049.0799.101.072080.000.0018.41219.38818.3821.02910.00030.00172.150.000.000.000.000.0054.29101.661.073730.000.0019.38820.36519.6981.03710.00030.00176.670.000.000.000.000.0059.55103.991.074830.000.0020.36521.34121.0251.04610.00030.00180.690.000.000.000.000.0064.83106.091.075360.000.0021.34122.31822.3641.05610.00030.00184.160.000.000.000.000.0070.07107.961.075310.000.0022.31823.29423.7161.06710.00030.00187.090.000.000.000.000.0075.25109.601.074670.000.0023.29424.27125.0821.07810.00030.00189.440.000.000.000.000.0080.31110.991.073410.000.0024.27125.24726.4641.09110.00030.00191.210.000.000.000.000.0085.21112.141.071510.000.0025.24726.22427.8621.10510.00030.00192.380.000.000.000.000.0089.91113.041.068960.000.0026.22427.20029.2781.11910.00030.00192.920.000.000.000.000.0094.35113.671.065730.000.0027.20028.20030.7331.16310.00030.00191.430.000.000.000.000.0097.83113.521.061730.000.0028.20029.20032.2271.18210.00030.00178.570.000.000.000.000.0095.23107.011.056910.000.0029.20030.20033.7461.20310.00030.00171.940.000.000.000.000.0095.51103.941.051280.000.0030.20031.20035.2921.22510.00030.00171.490.000.000.000.000.0099.08104.341.044780.000.0031.20032.20036.8691.25010.00030.00170.180.000.000.000.000.00102.11104.361.037370.000.0032.20033.20038.4791.27710.00030.00167.960.000.000.000.000.00104.51103.961.029000.000.0033.20034.20040.1251.30810.00030.00164.770.000.000.000.000.00106.19103.111.019590.000.0034.20035.20041.8131.34210.00030.00160.530.000.000.000.000.00107.02101.761.009080.000.0035.20036.20043.5461.38010.00030.00155.150.000.000.000.000.00106.8999.840.997370.000.0036.20037.20045.3311.42310.00030.00148.550.000.000.000.000.00105.6597.290.984360.000.0037.20038.20047.1751.47110.00030.00140.600.000.000.000.000.00103.1294.000.969920.000.0038.20039.20049.0841.52710.00030.00131.160.000.000.000.000.0099.1189.870.953900.000.0039.20040.20051.0711.59210.00030.00120.040.000.000.000.000.0093.3884.720.936120.000.0040.20041.20053.1461.66710.00030.00107.040.000.000.000.000.0085.6578.350.916330.000.0041.20042.20055.3281.75810.00030.0084.850.000.000.000.004.9573.8569.160.894240.000.0042.20043.20057.6381.86810.00030.0053.100.000.000.000.005.0049.0750.080.869430.000.0043.20044.20060.1062.00710.00030.0018.260.000.000.000.005.0020.1727.850.841370.000.00总的下滑力=2490.774(kN)总的抗滑力=3641.697(kN)土体部分下滑力=2490.774(kN)土体部分抗滑力=3641.697(kN)============================================================安全系数1.371＞1.35，满足规范设计要求。5.3临时深基坑稳定性计算方案措施:采用坡率法进行放坡(放坡坡率：1:1.5，每8m设置一道平台，平台宽度为2.0m)。计算选取深基坑最高高度11.3m进行计算：[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数112.0008.000022.0000.000034.4403.3000430.0000.0000[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数111.30021.00020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)10.00026.000================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数150.00025.40020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)1640.00032.400[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定圆弧出入、口范围搜索危险滑面条分法的土条宽度:1.000(m)圆弧入口起点x坐标:12.000(m)圆弧入口终点x坐标:30.000(m)圆弧出口起点x坐标:-5.000(m)圆弧出口终点x坐标:5.000(m)搜索时的圆心步长:1.000(m)入口搜索步长:1.000(m)出口搜索步长:1.000(m)搜索圆弧底的上限:1000.000(m)搜索圆弧底的下限:-1000.000(m)圆弧限制最小矢高:5.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(6.418,12.187)(m)滑动半径=12.055(m)滑动安全系数=1.347起始x终止x?liCi謎条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力m鑙超载竖向