边坡稳定性计算书-6

***岩土工程勘察边坡稳定性计算书一．拟建场地南侧边坡稳定性计算工况1：自然状态:[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3坡面线号水平投影(m)竖直投影(m)超载数115.000-0.3300219.47019.8600334.8000.2001超载1距离12.280(m)宽22.460(m)荷载(210.00--210.00kPa)270.00(度)[土层信息]上部土层数2层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数114.90019.500---32.00022.000---------------------24.90019.000---23.00017.000---------------------下部土层数1层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数120.00019.500---32.00022.000---------------------不考虑水的作用[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:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(12.907,28.960)(m)滑动半径=29.236(m)滑动安全系数=1.187起始x终止xliCi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(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)------------------------------------------------------------------------15.13616.0265.2480.8932.0022.007.160.000.000.000.000.000.6630.541.0271616.02616.9167.0020.9032.0022.0021.250.000.000.000.000.002.5935.831.0343216.91617.8458.8020.9432.0022.0036.730.000.000.000.000.005.6242.851.0406717.84518.77510.6510.9532.0022.0051.030.000.000.000.000.009.4348.151.0461118.77519.70512.5110.9532.0022.0064.770.000.000.000.000.0014.0353.231.0505019.70520.63414.3850.9632.0022.0077.930.000.000.000.000.0019.3658.111.0537920.63421.56416.2740.9732.0022.0090.500.000.000.000.000.0025.3662.801.0559721.56422.49418.1820.9832.0022.00102.460.000.000.000.000.0031.9767.311.0570122.49423.42320.1110.9932.0022.00113.800.000.000.000.000.0039.1371.651.0568723.42324.35322.0641.0032.0022.00124.490.000.000.000.000.0046.7675.841.0555024.35325.28324.0451.0232.0022.00134.500.000.000.000.000.0054.8079.871.0528725.28326.21226.0571.0332.0022.00143.820.000.000.000.000.0063.1783.761.0489026.21227.14228.1041.0532.0022.00152.380.000.000.000.000.0071.7887.511.0435427.14228.07230.1901.0832.0022.00160.170.000.000.000.000.0080.5591.121.0367028.07229.00132.3221.1032.0022.00167.130.000.000.000.000.0089.3694.601.0283029.00129.93134.5061.1332.0022.00173.200.000.000.000.000.0098.1197.941.0182129.93130.83936.7211.1332.0022.00173.860.000.000.000.000.00103.9598.651.0064730.83931.74738.9751.1732.0022.00177.330.000.000.000.000.00111.54101.410.9929831.74732.65441.3041.2132.0022.00179.740.000.000.000.000.00118.64104.020.9774332.65433.56243.7191.2632.0022.00180.970.000.000.000.000.00125.07106.470.9596033.56234.47046.2361.3132.0022.00180.870.000.000.000.000.00130.62108.740.9392034.47035.28448.7321.2332.0022.00154.510.000.000.000.000.00116.1396.470.9171835.28436.09851.2151.3032.0022.00139.180.000.000.000.000.00108.4992.080.8935536.09836.91253.8411.3832.0022.00122.370.000.000.000.000.0098.8087.100.8667436.91237.72656.6441.4832.0022.00103.780.000.000.000.000.0086.6881.310.8361037.72638.54059.6751.6132.0022.0082.990.000.000.000.000.0071.6374.410.8007338.54039.22562.7171.4923.0017.0051.890.000.000.000.000.0046.1245.870.6888739.22539.90965.8161.6723.0017.0033.420.000.000.000.000.0030.4940.160.6462439.90940.59369.3541.9423.0017.0011.770.000.000.000.000.0011.0232.480.59527总的下滑力=1811.887(kN)总的抗滑力=2150.240(kN)土体部分下滑力=1811.887(kN)土体部分抗滑力=2150.240(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)工况2：暴雨+7°地震状态[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:圆弧滑动法地震烈度:7度水平地震系数:0.100地震作用综合系数:0.250地震作用重要性系数:1.000地震力作用位置:质心处水平加速度分布类型：矩形[坡面信息]坡面线段数3坡面线号水平投影(m)竖直投影(m)超载数115.000-0.3300219.47019.8600334.8000.2001超载1距离12.280(m)宽22.460(m)荷载(210.00--210.00kPa)270.00(度)[土层信息]上部土层数2层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数114.90020.000---30.00020.000---------------------24.90019.500---20.00014.000---------------------下部土层数1层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数120.00020.000---30.00020.000---------------------不考虑水的作用[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:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(12.867,29.360)(m)滑动半径=29.636(m)滑动安全系数=1.024起始x终止xliCi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(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)------------------------------------------------------------------------15.13916.0205.2510.8830.0020.007.210.000.180.000.000.000.8428.251.0285016.02016.9016.9650.8930.0020.0021.380.000.530.000.000.003.1133.011.0359516.90117.8328.7330.9430.0020.0037.450.000.940.000.000.006.5839.801.0426617.83218.76210.5580.9530.0020.0052.180.001.300.000.000.0010.7844.661.0485418.76219.69312.3950.9530.0020.0066.330.001.660.000.000.0015.7649.301.0533919.69320.62414.2440.9630.0020.0079.900.002.000.000.000.0021.4553.751.0571820.62421.55416.1090.9730.0020.0092.870.002.320.000.000.0027.8058.021.0598821.55422.48517.9920.9830.0020.00105.230.002.630.000.000.0034.7562.111.0614722.48523.41619.8940.9930.0020.00116.960.002.920.000.000.0042.2466.041.0619123.41624.34721.8201.0030.0020.00128.020.003.200.000.000.0050.1969.811.0611724.34725.27723.7731.0230.0020.00138.410.003.460.000.000.0058.5373.441.0591925.27726.20825.7551.0330.0020.00148.090.003.700.000.000.0067.1976.931.0559226.20827.13927.7711.0530.0020.00157.020.003.930.000.000.0076.0880.291.0513127.13928.06929.8251.0730.0020.00165.160.004.130.000.000.0085.1183.511.0452628.06929.00031.9221.1030.0020.00172.470.004.310.000.000.0094.1886.601.0377129.00029.93134.0681.1230.0020.00178.890.004.470.000.000.00103.1989.571.0285329.93130.83936.2421.1330.0020.00179.550.004.490.000.000.00109.0290.021.0177730.83931.74738.4511.1630.0020.00183.360.004.580.000.000.00116.8392.441.0053431.74732.65440.7301.2030.0020.00186.110.004.650.000.000.00124.1594.730.9909432.65433.56243.0901.2430.0020.00187.700.004.690.000.000.00130.8296.870.9743833.56234.47045.5451.3030.0020.00187.980.004.700.000.000.00136.6498.840.9554034.47035.32348.0311.2830.0020.00168.420.004.210.000.000.00127.3391.780.9343935.32336.17650.5631.3430.0020.00151.560.003.790.000.000.00118.8887.460.9111936.17637.03053.2401.4330.0020.00133.050.003.330.000.000.00108.1482.570.8847337.03037.88356.0971.5330.0020.00112.550.002.810.000.000.0094.6776.910.8543637.88338.73659.1861.6730.0020.0089.600.002.240.000.000.0077.9070.200.8191338.73639.43762.2511.5120.0014.0054.530.001.360.000.000.0048.8040.030.6822239.43740.13765.3291.6820.0014.0035.060.000.880.000.000.0032.1935.260.6398440.13740.83868.8281.9420.0014.0012.330.000.310.000.000.0011.6128.870.58942总的下滑力=1934.741(kN)总的抗滑力=1981.060(kN)土体部分下滑力=1934.741(kN)土体部分抗滑力=1981.060(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)二、拟建1#楼东侧基坑边坡稳定性计算[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3坡面线号水平投影(m)竖直投影(m)超载数15.5006.030021.0405.0000313.6000.0801超载1距离5.800(m)宽8.000(m)荷载(210.00--210.00kPa)270.00(度)[土层信息]上部土层数3层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数12.20017.500---6.00010.000---------------------26.04019.000---23.00017.000---------------------32.76019.500---32.00022.000---------------------下部土层数1层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数110.00019.500---32.00022.000---------------------不考虑水的作用[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:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(2.294,14.563)(m)滑动半径=14.563(m)滑动安全系数=0.571起始x终止xliCi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(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)------------------------------------------------------------------------0.1461.076-6.6400.946.0010.009.190.000.000.000.000.00-1.067.520.957401.0762.007-2.9640.936.0010.0027.070.000.000.000.000.00-1.4010.540.982612.0072.8800.5880.876.0010.0041.450.000.000.000.000.000.4312.511.003132.8803.7534.0290.886.0010.0056.800.000.000.000.000.003.9914.971.019343.7534.6277.4840.886.0010.0071.340.000.000.000.000.009.2917.271.031914.6275.50010.9680.896.0010.0085.060.000.000.000.000.0016.1819.441.040795.5005.96013.6490.476.0010.0057.470.000.000.000.000.0013.5612.341.045015.9606.53415.7530.606.0010.0097.900.000.000.000.000.0026.5819.781.046716.5346.54016.9390.016.0010.001.220.000.000.000.000.000.360.241.047056.5407.40218.7440.916.0010.00167.380.000.000.000.000.0053.7833.141.046717.4028.26522.3710.936.0010.00162.580.000.000.000.000.0061.8832.451.042888.2659.12726.0950.966.0010.00156.790.000.000.000.000.0068.9731.721.034609.1279.99029.9431.006.0010.00149.940.000.000.000.000.0074.8430.951.021459.99010.89434.0481.0923.0017.00148.040.000.000.000.000.0082.8958.451.1299010.89411.79738.4651.1523.0017.00136.730.000.000.000.000.0085.0555.991.1177711.79712.70143.1751.2423.0017.00123.380.000.000.000.0075.83136.3174.431.0975212.70113.60548.2871.3623.0017.00107.490.000.000.000.00189.79221.91104.651.0671613.60514.50853.9841.5423.0017.0088.200.000.000.000.00189.79224.86103.371.0233314.50815.41260.6381.8423.0017.0063.830.000.000.000.00189.79221.04102.490.9593915.41215.91366.7641.2732.0022.0022.080.000.000.000.00105.18116.9464.351.0480615.91316.41472.5501.6732.0022.008.630.000.000.000.00105.18108.5763.380.9783816.41416.43676.0170.0932.0022.000.020.000.000.000.004.614.492.760.93180总的下滑力=1529.464(kN)总的抗滑力=872.752(kN)土体部分下滑力=1529.464(kN)土体部分抗滑力=872.752(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)三、拟建1#楼北侧基坑边坡稳定性计算[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3坡面线号水平投影(m)竖直投影(m)超载数13.6206.100020.8705.110035.3000.0801超载1距离3.700(m)宽6.100(m)荷载(20.49--20.49kPa)270.00(度)[土层信息]上部土层数3层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数13.20017.500---6.00010.000---------------------25.00019.000---23.00017.000---------------------33.00019.500---32.00022.000---------------------下部土层数1层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数110.00019.500---32.00022.000---------------------不考虑水的作用[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:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(-1.409,11.250)(m)滑动半径=11.338(m)滑动安全系数=0.536起始x终止xliCi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(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)---------------------------------------------------------------------