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1、边坡稳定性分析计算边坡岩、土体在一定坡高和坡角条件下的稳定程度。按照成因，边坡分为天然斜坡和人工边坡两类，后者又分为开挖边坡和堤坝边坡等。按照物质组成，边坡分为岩体边坡、土体边坡，以及岩、土体复合边坡3种。按照稳定程度，分为稳定边坡、不稳定边坡，以及极限平衡状态边坡。不稳定的天然斜坡和设计坡角过大的人工边坡，在岩、土体重力,水压力，振动力以及其他外力作用下，常发生滑动或崩塌破坏。大规模的边坡岩、土体破坏能引起交通中断，建筑物倒塌，江河堵塞，水库淤填，给人民生命财产带来巨大损失。研究边坡稳定性的目的，在于预测边坡失稳的破坏时间、规模，以及危害程度，事先采取防治措施，减轻地质灾害，使人工边坡的设计
2、达到安全、经济的目的。1、等厚土层土坡稳定计算控制参数: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坡面线号12水平投影(m)10.00010. 000竖直投影(m)8.0000. 000超载数01超载1 距离2. 000 (in) 宽6. 000 (in)荷载(50.0050. OOkPa) 270. 00 (度)土层信息上部土层数1层号层厚 重度十字板 强度增十字板羲(in) (kNm3)饱和重度粘聚力内摩擦角水下粘聚水下内摩 强度增长系全孔压(kNm3) (kPa)(度) 力(kPa)擦角(度)(kPa)长系数下值(kPa) 数水下值系数15
3、0.00018.00010.00025. 000下部土层数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 (in) (kNm3)强度增长系全孔压(kNn3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数14.00018.00010.00025. 000240.00018.00010.00025. 000不考虑水的作用计算条件圆弧稳定分析方法：瑞典条分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：给定圆心、半径计算安全系数条分法的土条宽度：1.000(In)圆心X坐标:5.000(in)圆心Y坐标：12.000(In)半径
4、:15.000(m)计算结果:滑动圆心滑动半径滑动安全系数=(5.000,12.000)(m)=15.000(m)=1.551起始X终止XIi加力X附加力Y下滑力抗滑力Ci(kPa)B条实重浮力地震力渗透力附(kN)(kN)(kN)(In)(kN)(m)(度)(m)(kN)(kN)(kN)(度)(kN)-4.OOO0.00-3.200-35.0040.980.00-2.3111.3110.0025.004.030.000.000.00-3.2000.00-2.400-31.3490.940.00-6.0213.9810.0025.0011.580.000.000.00-2.4000.00-1.
5、600-27.8320.900.00-8.4616.5210.0025.0018.130.000.000.00-1.6000.00-0.800-24.4260.880.00-9.8318.8910.0025.0023.780.000.000.00-0.8000.00-0.000-21.1090.860.00-10.3121.0310.0025.0028.620.000.000.000.0000.000.909-17.6490.950.00-13.1528.8110.0025.0043.370.000.000.000.9090.001.818-14.0370.940.00-14.4336.291
6、0.0025.0059.500.000.000.001.8180.002.727-10.4810.920.00-13.5843.4710.0025.0074.630.000.000.002.7270.003.636-6.9650.920.00-10.7750.2710.0025.0088.820.000.000.003.6360.004.545-3.4760.910.00-6.1956.6210.0025.00102.080.000.000.004.5450.005.455-0.0000.910.000.0062.4510.0025.00114.430.000.000.005.4550.006
7、.3643.4760.910.007.6367.7010.0025.00125.880.000.000.006.3640.007.2736.9650.920.0016.5472.3110.0025.00136.420.000.000.007.2730.008.18210.4810.920.0026.5676.2110.0025.00146.040.000.000.008.1820.009.09114.0370.940.0037.5279.3610.0025.00154.700.000.000.009.0910.0010.00017.6490.950.0049.2381.7010.0025.00
8、162.380.000.000.0010.0000.0010.80021.1090.860.0051.8071.1410.0025.00143.820.000.000.0010.8000.0011.60024.4260.880.0057.4767.8010.0025.00138.980.000.000.0011.60012.40027.8320.9010.0025.00133.330.000.000.000.0020.0071.5872.2712.40013.20031.3490.9410.0025.00126.780.000.000.000.0040.0086.7775.7813.20014
9、.00035.0040.9810.0025.00119.230.000.000.000.0040.0091.3470.5914.00014.90939.1091.1710.0025.00124.910.000.000.000.0045.47107.4873.3714.90915.81943.7531.2610.0025.00111.730.000.000.000.0045.47108.7265.5515.81916.72848.7971.3810.0025.0096.100.000.000.000.0045.47106.5257.3016.72817.63854.4211.5610.0025.
10、0077.200.000.000.000.0045.4799.7748.9217.63818.54760.9921.8810.0025.0053.360.000.000.000.0018.1162.5034.9318.54719.45769.5552.6110.0025.0019.970.000.000.000.000.0018.7129.32总的下滑力总的抗滑力 体部分下滑力 土体部分抗滑力=905.096 (kN)二 M03. 885 (kN)二 905. 096 (kN)=1403. 885 (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(k
11、N)2、倾斜土层土坡稳定计算控制参数: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坡面线号2水平投影(in)竖直投影(m)超载数110.0008.000210.0000.000超载1距离2.000(m)宽6.000 (m)荷载(50.0050. OOkPa) 270. 00 (度)土层信息上部土层数3层号定位高 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层底线倾全孔压力(kPa)擦角(度)度(m)(kNm3)(kNm3)(kPa)(度)层号定位深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层
12、顶线倾全孔压12.00018.00010.00025.000一2.00024.00018.00010.00025.000-3.00037.00018.00010.00025.000-I一一一一一2.000(kPa)长系数下值(kPa)数水下值角(度)系数下部上层数3度(m)(kNm3)(kNm3)(kPa)(度)(kPa)长系数 下值(kPa) 数水下值角(度)系数14. 00018.00010. 00025. 000 -3. 00026. 00018.00010. 00025. 000-一 5. 00039. 00018.00010. 00025. 000一一 4. 000 不考虑水的作用力
13、(kPa)擦角(度)计算条件圆弧稳定分析方法：瑞典条分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：给定圆心、半径计算安全系数条分法的土条宽度：LOOO(In)圆心X坐标:5.000(m)圆心Y坐标：12.000(m)半径：15.000(m)计算结果:滑动圆心滑动半径滑动安全系数=(5.000,12.000)(m)=15.000(m)=1.551起始X终止XIi加力X附加力Y下滑力抗滑力(in)(in) (度)(m)(kN) (kN) (kN) (kN)CiB条实重浮力地震力渗透力附(kPa)(度)(kN)(kN)(kN)(kN)-4.000-3.200-35.0040.981
14、0.0025.004.030.000.000.000.000.00-2.3111.31-3.200-2.400-31.3490.9410.0025.0011.580.000.000.000.000.00-6.0213.98-2.400-1.600-27.8320.9010.0025.0018.130.000.000.000.000.00-8.4616.52-1.600-0.800-24.4260.8810.0025.0023.780.000.000.000.000.00-9.8318.89-0.800-0.000-21.1090.8610.0025.0028.620.000.000.000.0
15、00.00-10.3121.030.0000.833-17.7990.8810.0025.0039.140.000.000.00O.OO0.00-11.9626.130.8331.667-14.4840.8610.OO25.OO52.76O.OOO.OOO.OOO.OOO.OO-13.2032.431.6672.500-11.2170.8510.OO25.OO65.61O.OOO.OOO.OOO.OOO.OO-12.7638.512.5003.333-7.987O.8410.OO25.OO77.73O.OOO.OOO.OOO.OOO.OO-10.8044.313.3334.167-4.782O
16、.8410.OO25.OO89.13O.OOO.OOO.OOO.OOO.OO-7.4349.784.1675.000-1.5920.8310.OO25.OO99.83O.OOO.OOO.OOO.OOO.OO-2.7754.875.OOO5.9381.7920.9410.OO25.OO124.21O.OOO.OOO.OOO.OOO.OO3.8867.275.9386.8755.3820.9410.OO25.OO135.87O.OOO.OOO.OOO.OOO.OO12.7472.506.8757.8138.9940.9510.OO25.OO146.53O.OOO.OOO.OOO.OOO.OO22.
17、9176.987.8138.75012.6420.9610.OO25.OO156.16O.OOO.OOO.OOO.OOO.OO34.1880.668.7509.37515.7180.6510.OO25.OO108.96O.OOO.OOO.OOO.OOO.OO29.5255.409.37510.OOO18.214O.6610.0025.OO112.44O.OOO.OOO.OOO.OOO.OO35.1556.3910.OOO10.80021.109O.8610.0025.OO143.82O.OOO.OOO.OOO.OOO.OO51.8071.1410.80011.60024.4260.8810.0
18、025.OO138.98O.OO0.00O.OOO.OOO.OO57.4767.8011.60012.40027.832O.9010.0025.OO133.33O.OOO.OOO.OOO.OO20.OO71.5872.2712.40013.20031.349O.9410.0025.OO126.78O.OOO.OOO.OOO.OO40.OO86.7775.7813.20014.OOO35.004O.9810.0025.OO119.23O.OOO.OOO.OOO.OO40.OO91.3470.5914.OOO14.87439.0201.1310.0025.OO120.33O.OOO.OOO.OOO
19、.OO43.72103.2870.6914.87415.74943.4711.2110.OO25.OO108.23O.OOO.OOO.OOO.OO43.72104.5463.4715.74916.53148.0071.1710.0025.OO84.90O.OOO.OOO.OOO.OO39.1392.1850.3916.53117.31452.7091.2910.0025.OO71.55O.OOO.OOO.OOO.OO39.1388.0544.1917.31418.09657.9971.4810.0025.OO55.49O.OOO.OOO.OOO.OO34.3276.1636.9618.0961
20、9.01064.9452.1610.0025.OO38.44O.OOO.OOO.OOO.OO0.0034.8229.1919.01019.45771.8021.4310.0025.OO5.46O.OOO.OOO.OOO.OOO.OO5.1915.10总的下滑力总的抗滑力 体部分下滑力 土体部分抗滑力=905.681 (kN)二 M04. 536 (kN)二 905. 681 (kN)=1404. 536 (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)3、复杂土层土坡稳定计算控制参数：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
21、动法不考虑地震坡面信息坡面线段数坡面线号2水平投影(m)110.000210.000竖直投影(m)8.0000. 000超载数01超载1 距离2. 000 (in) 宽6. 000 (in)荷载(50.0050. OOkPa) 270. 00 (度)土层信息坡面节点数3Y(m)编号X(m)00.0000.000-110.0008.000-220.0008.000附加节点数7编号X(in)Y(m)1-6.000-5.00029.000-6.00038.0002.000420.000-6.000515.0003.000625.0005.0007-8.0000.000不同土性区域数5区号重度饱和重度
22、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节点编号(kNm3)(kNm3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数118.00010.00025.000一一一0,7,1,2,3,)10.00025. 000- (10. 00025. 000-(10. 00025. 000-(10. 00025. 000218.0002, 4,5,3,)318.0000,3,-1,)418.0003, 5,-2,-1,)518.0005,4,6,-2,)不考虑水的作用计算条件圆弧稳定分析方法：瑞典条分法土条重切向分力与滑动方向反向时：当下滑力对待稳
23、定计算目标：给定圆心、半径计算安全系数条分法的土条宽度：1.000(In)圆心X坐标:5.000(in)圆心Y坐标：12.000(In)半径:15.000(m)计算结果:滑动圆心滑动半径滑动安全系数=(5.000,12.000)(m)=15.000(m)=1.550起始X终止XIiCiB条实重浮力地震力加力X附加力Y下滑力抗滑力(m)(kN)(m)(度)(m)(kN)(kN)(kN)(kPa)(度)(kN)(kN)(kN)-4.000-3.200-35.0040.9810.0025.004.030.000.000.000.00-2.3111.31-3.200-2.400-31.3490.941
24、0.0025.0011.580.000.000.000.00-6.0213.98-2.400-1.600-27.8320.9010.0025.0018.130.000.000.000.00-8.4616.52-1.600-0.800-24.4260.8810.0025.0023.780.000.000.000.00-9.8318.89-0.800-0.000-21.1090.8610.0025.0028.620.000.000.000.00-10.3121.030.0000.889-17.6890.9310.0025.0042.230.000.000.000.00-12.8328.090.88
25、91.778-14.1560.9210.0025.0057.670.000.000.000.00-14.1035.241.7782.667-10.6770.9010.0025.0072.180.000.000.000.00-13.3742.122.6673.556-7.2370.9010.0025.0085.800.000.000.000.00-10.8148.653.5564.444-3.8240.8910.0025.0098.560.000.000.000.00-6.5754.774.4445.333-0.4250.8910.0025.00110.470.000.000.000.00-0.
26、8260.405.3336.2222.9740.8910.0025.00121.530.000.000.000.006.3065.506.2227.Ill6.3820.8910.0025.00131.740.000.000.000.0014.6470.007.Ill8.0009.8140.9010.0025.00141.090.000.000.000.0024.0573.858.0008.57112.6550.5910.0025.0095.200.000.000.000.0020.8649.178.5719.28615.1870.7410.0025.00123.640.000.00渗透力附(k
27、N)0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00总的下滑力总的抗滑力土体部分下滑力 体部分抗滑力=905.809 (kN)=1404. 302(kN)=905. 809 (kN)二 1404. 302 (kN)O.OOO.OO32.3963.059.28610.00018.0360.7510.0025.00128.250.000.000.000.000.0039.7164.3810.00010.83321.1780.8910.0025.00149.710.000.000.000.000.0054.0974.03
28、10.83311.66724.6370.9210.0025.00144.420.000.000.000.000.0060.2070.3811.66712.50028.1940.9510.0025.00138.210.000.000.000.0025.0077.1176.5312.50013.33331.8740.9810.0025.00130.970.000.000.000.0041.6791.1678.1813.33314.16735.7091.0310.0025.00122.590.000.000.000.0041.6795.8772.4614.16715.00039.7401.0810.
29、0025.00112.900.000.000.000.0041.6798.8266.2615.00015.78943.9031.1010.0025.0096.620.000.000.000.0039.4694.3656.6815.78916.64648.4641.2910.0025.0091.580.000.000.000.0042.85100.6254.4916.64617.50353.6991.4510.0025.0075.120.000.000.000.0042.8595.0747.0517.50318.36059.7111.7010.0025.0054.810.000.000.000.0024.8468.7835.7318.36019.21767.1822.2110.0025.0027.790.000.000.000.000.0025.6127.1419.21719.45772.9700.8210.0025.001.690.000.000.00O.OOO.OO1.628.42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)
