复杂土层土坡稳定计算 1.docx

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1、计算项目：复杂土层土坡稳定计算1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9坡而线号水平投影Gn)竖直投影加)超载数12.1911.099020.2500.000030.050-0.050040.000-0.1000511.4140.000I超载1距离0.010(m)宽11.414(m)荷载(5.005.OOkPa)270.00(度)60.0000.100070.0500.050080.2500.000091.251-0.6290土层信息坡面节点数10编号X(m)Y(m)00.0000.000-12.1911.099-22.44

2、11.099-32.4911.049-42.4910.948-513.9050.948-613.9051.049-713.9551.099-814.2051.099-915.4550.470附加节点数48编号X(m)Y(m)1-9.247-10.652225.084-10.652325.084-5.595414.198-5.522511.598-5.46768.198-5.39275.598-5.36882.198-5.4429-0.402-5.60410-2.218-5.74711-6.306-6.04512-9.247-6.1761325.084-4.0951414.198-4.02215

3、11.598-4.018168.398-3.987178.198-3.992185.598-4.104192.198-4.34220-0.402-4.53621-2.361-4.67722-6.906-4.96523-9.247-5.0642425.084-2.6912514.198-2.7222611.598-2.753278.198-2.792285.598-2.810292.198-2.84230-0.401-2.88931-9.247-3.1373225.0840.4053314.7770.4743414.205-0.1013513.605-0.101362.791-0.101372.

4、191-0.101381.9490.14039-0.402-0.02940-8.210-0.59241-9.247-0.5904213.6050.6994313.9050.6994413.9050.748452.4910.748462.4910.699472.7910.699482.7910.598不同土性区域数8区号重度饱和重度粘结强度孔隙水压节点(kNm3)(kNm3)(kpa)力系数编号123.50023.0000.001(1,2,3,4,5,6,7,8,9,10,11,12,)223.00023.0000.00112,11,10,9,8,7,6,5,4,3,13,14,15,16,17

5、,18,19,20,21,22,23,)319.50023.0000.00123,22,21,20,19,18,17,16,15,14,13,24,25,26,27,28,29,30,31,)420.00024.0000.00131,30,29,28,27,26,25,24,32,-9,33,34,35,36,37,38,0,39,40,41,)523.00024.0000.001(36,35,42,43,44,45,46,47,48,)623.00023.5000.001(-9,-8,34,33,)724.00020.0000.00134,-8,-7,-6,-5,-4,-3,-2,-1,37

6、,36,48,47,46,45,44,43,42,35,)823.00020.0000.001(0,38,37,-1,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)（度）力（kPa）擦角（度）1300.00032.5000.00035.000220.00030.0000.00035.000313.00010.0000.00035.00045.00028.000500.00045.00050.00035.000300.00032.50060.00035.00010.00015.0007500.00045.0007.0005.00080.00035.0007.0005.000区号十字板T强度增十字

7、板T水强度增长系(kPa)长系数下值(kPa)数水下值1235678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：自动搜索最危险滑裂面条分法的土条宽度：5.OOO(m)搜索时的圆心步长：5.000(m)搜索时的半径步长：1000(In)计算结果:计算结果图最不利滑动面：滑动圆心滑动半径滑动安全系数=(1.519,1.899)(m)=6.226(m)=5.115起始X终止XIiCii条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地宸力(kN)(kN)(kN)(kN)(kN)(kN)(m)(m)(度)(m)(kPa)(

8、度)(kN)(kN)(kN)(kN)-4.410-4.302-70.7310.3285.000-0.321.700.000.0028.000.340.000.000.000.000.00-4.302-2.393-54.0723.2925.000-50.3135.840.000.0028.0062.130.000.000.000.000.00-2.393-0.402-28.4492.27713.000-65.8051.010.000.0010.00138.120.000.000.000.000.00-0.402-0.401-17.9680.00113.000-0.030.030.000.0010

9、.000.080.000.000.000.000.00-0.4010.000-16.0400.41813.000-8.9910.940.000.0010.0032.520.000.000.000.000.000.0001.949-5.0771.96513.000-16.3658.010.000.0010.00184.870.000.000.000.000.001. 9492.1915.0810.24313.0002. 347.790.000.0010.0026.370.000.000.000.000.002.1912.1986.2300.00713.0000.080.230.000.0010.

10、000.770.000.000.000.000.002. 1982.4417.3900.24513.0003. 477.900.000.0010.0026.960.000.000.000.000.002.4412.4918.7500.05113.0000.841.620.000.0010.005.530.000.000.000.000.002.4912.79110.3870.30513.0006.049.780.000.0010.0032.070.000.000.000.001.452.7915.59126.3203.15813.000120.9684.170.000.0010.00258.8

11、10.000.000.000.0014.005.5917.41456.0563.3045.00085.3747.070.000.0028.0093.790.000.000.000.009.127.4147.63775.3060.8790.0004.220.770.000.0035.003.250.000.000.000.001.117.6377.67180.2850.203500.0000.170.25101.500.000.0045.000.080.000.000.000.00总的下滑力=81.775(kN)总的抗滑力=418.364(kN)土体部分下滑力=81.775(kN)土体部分抗滑力=418.364(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)