市政基础设施建设项目——纵一线高边坡计算书.docx

市政基础设施建设项目纵一线高边坡计算书I、1#高边坡计算项目：等厚土层土坡稳定计算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7坡面线号水平投影(m)竖直投影(m)超载数110.1705.080022.0000.0001超载1距离0.010(m)宽2.000(m)荷载(5.005.OOkPa)270.00(度)314.0008.000042.0000.0001超载1距离0.010(m)宽2.000(m)荷载(5.005.OOkPa)270.00(度)512.0008.000063.7500.0001超载1距离0.010(In)宽3.750(m)荷载(5.005.OOkPa)270.00(度)715.0000.0001超载1距离0.010(m)宽15.000(In)荷载(12.7512.75kPa)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)(kNm3)(kNm3)(kpa)力系数121.08020.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)（度）力（kPa）擦角（度）12.00035.000层号十字板T强度增十字板T水强度增长系(kPa)长系数下值（kPa）数水下值1一-下部土层数2层号层厚重度饱和重度粘结强度孔隙水压(m)(kNm3)(kNm3)(kpa)力系数13.00020.000120.00025.00025.100120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)（度）力（kPa）擦角彼）12.00023.0002410.40030.270层号十字板T强度增十字板T水强度增长系(kPa)长系数下值（kPa）数水下值12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：0.500加）搜索时的圆心步长：1OOO加）搜索时的半径步长：0.500(m)计算结果:计算结果图=(9.046,29.058)(m)=24.003(m)=1.509最不利滑动面：滑动圆心滑动半径滑动安全系数起始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i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)12.58413.0699.0630.4912.00035.000.970.000.000.000.000.000.151.561.060590.000.0013.06913.55510.2380.4932.00035.002.860.000.000.000.000.000.512.791.066530.000.0013.55514.04011.4170.4952.00035.004.650.000.000.000.000.000.923.941.072040.000.0014.04014.52512.6010.4972.00035.006.340.000.000.000.000.001.385.021.077120.000.0014.52515.01013.7910.5002.00035.007.920.000.000.000.000.001.896.031.081760.000.0015.01015.49614.9870.5022.00035.009.410.000.000.000.000.002.436.961.085950.000.0015.49615.98116.1890.5052.00035.0010.780.000.000.000.000.003.017.821.089690.000.0015.98116.46617.3990.5082.00035.0012.050.000.000.000.000.003.608.611.092970.000.0016.46616.95118.6170.5122.00035.0013.210.000.000.000.000.004.229.331.095770.000.0016.95117.43619.8440.5162.00035.0014.260.000.000.000.000.004.849.981.098100.000.0017.43617.92221.0800.5202.00035.0015.190.000.000.000.000.005.4710.551.099940.000.0017.92218.40722.3270.5252.00035.0016.010.000.000.000.000.006.0811.061.101270.000.0018.40718.89223.5850.5292.00035.0016.710.000.000.000.000.006.6811.491.102080.000.0018.89219.37724.8550.5352.00035.0017.280.000.000.000.000.007.2611.861.102370.000.0019.37719.86226.1380.5402.00035.0017.720.000.000.000.000.007.8112.141.102110.000.0019.86220.34827.4360.5472.00035.0018.040.000.000.000.000.008.3112.351.101280.000.0020.34820.83328.7490.5532.00035.0018.210.000.000.000.000.008.7612.481.099870.000.0020.83321.31830.0780.5612.00035.0018.250.000.000.000.000.009.1512.521.097850.000.0021.31821.80331.4260.5692.00035.0018.140.000.000.000.000.009.4612.481.095200.000.0021.80322.28832.7940.5772.00035.0017.870.000.000.000.000.009.6812.351.091890.000.0022.28822.77434.1830.5872.00035.0017.450.000.000.000.000.009.8012.121.087890.000.0022.77423.25935.5950.5972.00035.0016.850.000.000.000.000.009.8111.791.083170.000.0023.25923.74437.0330.6082.00035.0016.080.000.000.000.000.009.6911.351.077700.000.0023.74424.22938.4980.6202.00035.0015.130.000.000.000.000.009.4210.791.071410.000.0024.22924.71439.9940.6332.00035.0013.970.000.000.000.000.008.9810.101.064280.000.0024.71425.20041.5230.6482.00035.0012.600.000.000.000.000.008.359.271.056230.000.0025.20025.68543.0900.6642.00035.0011.000.000.000.000.000.007.528.281.047210.000.0025.68526.17044.6970.6832.00035.009.160.000.000.000.000.006.447.121.037130.000.0026.17026.56446.1920.5702.00035.005.030.000.000.000.001.925.015.511.027040.000.0026.56426.95947.5700.5852.00035.001.700.000.000.000.001.972.713.311.017110.000.00总的下滑力=179.342(kN)总的抗滑力=270.957(kN)土体部分下滑力=179.342(kN)土体部分抗滑力=270.957(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)2、2#高边坡计算项目：等厚土层土坡稳定计算1计算简图控制参数:采用规范：建筑边坡工程技术规范(503302013)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)超教数115.0006.000022.0000.0001超载1距离0.010(m)宽2.000(m)荷载(5.005.OOkPa)270.00(度)315.0006.000042.0000.0001超载1距