某边坡稳定性计算书.docx
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某边坡稳定性计算书
------------------------------------------------------------------------
计算项目:
34---34’剖面现状边坡稳定计算
------------------------------------------------------------------------
[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
18.8006.4000
25.5700.0000
38.0704.8500
46.140-1.8600
510.8308.7000
610.0000.0001
超载1距离1.000(m)宽10.000(m)荷载(150.00--150.00kPa)270.00(度)
[土层信息]
上部土层数2
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
度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数
11.86018.300---10.00014.000-------------------18.000---
21.86022.300---30.00022.000------------------0.000---
下部土层数1
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_强度增长系层顶线倾全孔压
度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数
15.00023.600---60.00025.000------------------0.000---
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(m)
圆心X坐标:
0.252(m)
圆心Y坐标:
73.686(m)
半径:
71.000(m)
------------------------------------------------------------------------
计算结果:
------------------------------------------------------------------------
滑动圆心=(0.252,73.686)(m)
滑动半径=71.000(m)
滑动安全系数=1.009
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)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)
--------------------------------------------------------------------------------------------------------------------
3.8174.7883.2710.9710.0014.005.780.000.000.000.000.000.3311.17
4.7885.7604.0560.9710.0014.0017.230.000.000.000.000.001.2214.02
5.7606.5204.7570.7610.0014.0021.330.000.000.000.000.001.7712.93
6.5207.2805.3730.7610.0014.0028.080.000.000.000.000.002.6314.60
7.2808.0405.9890.7610.0014.0034.720.000.000.000.000.003.6216.25
8.0408.8006.6070.7710.0014.0041.240.000.000.000.000.004.7417.87
8.8009.7287.2930.9410.0014.0053.300.000.000.000.000.006.7722.54
9.72810.6578.0490.9410.0014.0051.180.000.000.000.000.007.1722.01
10.65711.5858.8060.9410.0014.0048.840.000.000.000.000.007.4821.43
11.58512.5139.5650.9410.0014.0046.290.000.000.000.000.007.6920.80
12.51313.44210.3260.9410.0014.0043.530.000.000.000.000.007.8020.11
13.44214.37011.0880.9510.0014.0040.550.000.000.000.000.007.8019.38
14.37015.26711.8400.9210.0014.0040.550.000.000.000.000.008.3219.06
15.26716.16312.5800.9210.0014.0046.210.000.000.000.000.0010.0620.43
16.16317.06013.3220.9210.0014.0051.670.000.000.000.000.0011.9121.75
17.06017.95714.0670.9210.0014.0056.920.000.000.000.000.0013.8423.01
17.95718.85314.8140.9310.0014.0061.980.000.000.000.000.0015.8524.21
18.85319.75015.5640.9310.0014.0066.830.000.000.000.000.0017.9325.36
19.75020.64716.3170.9310.0014.0071.470.000.000.000.000.0020.0826.44
20.64721.54317.0720.9410.0014.0075.890.000.000.000.000.0022.2827.47
21.54322.44017.8310.9410.0014.0080.110.000.000.000.000.0024.5328.43
22.44023.31718.5840.9310.0014.0075.880.000.000.000.000.0024.1827.19
23.31724.19419.3330.9310.0014.0066.770.000.000.000.000.0022.1125.01
24.19425.07120.0850.9310.0014.0057.470.000.000.000.000.0019.7422.80
25.07125.94920.8400.9410.0014.0047.950.000.000.000.000.0017.0620.56
25.94926.82621.5990.9410.0014.0038.220.000.000.000.000.0014.0718.29
26.82627.70322.3630.9510.0014.0028.270.000.000.000.000.0010.7616.00
27.70328.58023.1300.9510.0014.0018.100.000.000.000.000.007.1113.69
28.58029.56023.9481.0710.0014.0017.640.000.000.000.000.007.1614.75
29.56030.54124.8171.0810.0014.0023.800.000.000.000.000.009.9916.19
30.54131.52125.6911.0910.0014.0029.630.000.000.000.000.0012.8417.53
31.52132.50126.5721.1010.0014.0035.130.000.000.000.000.0015.7118.79
32.50133.48127.4601.1010.0014.0040.290.000.000.000.000.0018.5819.96
33.48134.46228.3561.1110.0014.0045.100.000.000.000.000.0021.4221.03
34.46235.44229.2591.1210.0014.0049.550.000.000.000.000.0024.2222.02
35.44236.42230.1691.1310.0014.0053.640.000.000.000.000.0026.9622.90
36.42237.40231.0891.1410.0014.0057.360.000.000.000.000.0029.6223.69
37.40238.07231.8690.7910.0014.0041.100.000.000.000.000.0021.7016.58
38.07238.74132.5070.7910.0014.0042.530.000.000.000.000.0022.8516.88
38.74139.41033.1490.8010.0014.0043.820.000.000.000.000.0023.9617.14
39.41040.24333.8771.0010.0014.0051.080.000.000.000.000.0028.4720.61
40.24341.07734.6911.0110.0014.0042.410.000.000.000.00100.0481.0739.34
41.07741.91035.5131.0210.0014.0033.480.000.000.000.00125.0292.0742.41
41.91042.74436.3441.0310.0014.0024.260.000.000.000.00125.0288.4740.33
42.74443.57737.1831.0510.0014.0014.770.000.000.000.00125.0284.4838.23
43.57744.41138.0331.0610.0014.004.970.000.000.000.00125.0280.0936.11
总的下滑力=1008.485(kN)
总的抗滑力=1017.296(kN)
土体部分下滑力=1008.485(kN)
土体部分抗滑力=1017.296(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)
------------------------------------------------------------------------
计算项目:
10—10’剖面人工整平边坡(品质提升型)稳定计算------------------------------------------------------------------------
[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
115.90011.0700
23.1200.9000
33.8808.9000
421.7700.0000
53.9902.7300
610.7800.0001
超载1距离1.000(m)宽10.000(m)荷载(200.00--200.00kPa)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
度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数
110.80018.300---10.00014.000-------------------8.000---
24.00022.300---30.00022.000-------------------9.000---
30.00123.600---60.00025.000------------------2.000---
下部土层数1
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_强度增长系层顶线倾全孔压
度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数
15.00023.600---60.00025.000------------------0.000---
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(m)
圆心X坐标:
21.000(m)
圆心Y坐标:
22.000(m)
半径:
15.000(m)
------------------------------------------------------------------------
计算结果:
------------------------------------------------------------------------
滑动圆心=(21.000,22.000)(m)
滑动半径=15.000(m)
滑动安全系数=0.74
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)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)
--------------------------------------------------------------------------------------------------------------------
13.19813.969-29.6460.8960.0025.008.890.000.000.000.000.00-4.4056.87
13.96914.741-26.3070.8660.0025.0026.130.000.000.000.000.00-11.5862.56
14.74115.512-23.0620.8460.0025.0042.370.000.000.000.000.00-16.6068.49
15.51215.900-20.6680.4160.0025.0027.170.000.000.000.000.00-9.5936.72
15.90016.680-18.3080.8260.0025.0062.920.000.000.000.000.00-19.7677.16
16.68017.460-15.1940.8160.0025.0071.380.000.000.000.000.00-18.7180.62
17.46018.240-12.1270.8060.0025.0079.020.000.000.000.000.00-16.6083.90
18.24019.020-9.0940.7960.0025.0085.850.000.000.000.000.00-13.5786.93
19.02019.990-5.7230.9860.0025.00137.350.000.000.000.000.00-13.70122.23
19.99020.960-2.0070.9760.0025.00189.780.000.000.000.000.00-6.65146.69
20.96021.9301.7010.9760.0025.00240.780.000.000.000.000.007.15170.46
21.93022.9005.4160.9760.0025.00290.330.000.000.000.000.0027.40193.25
22.90023.8379.0900.9560.0025.00302.470.000.000.000.000.0047.79196.24
23.83724.77512.7390.9660.0025.00298.470.000.000.000.000.0065.82193.42
24.77525.71216.4410.9860.0025.00293.070.000.000.000.000.0082.95189.72
25.71226.64920.2161.0060.0025.00286.190.000.000.000.000.0098.90185.17
26.64927.58624.0851.0360.0025.00277.740.000.000.000.000.00113.34179.85
27.58628.52428.0751.0660.0025.00267.580.000.000.000.000.00125.93173.84
28.52429.46132.2211.1160.0025.00255.510.000.000.000.000.00136.24167.29
29.46130.39836.5671.1760.0025.00241.290.000.000.000.000.00143.75160.41
30.39831.33641.1751.2560.0025.00224.530.000.000.000.000.00147.83153.54
31.33632.27346.1381.3560.0025.00204.680.000.000.000.000.00147.58147.32
32.27333.21051.6061.5160.0025.00180.810.000.000.000.000.00141.71142.95
33.21034.12657.7711.7260.0025.00148.180.000.000.000.000.00125.35139.93
34.12635.04265.2302.1960.0025.00111.040.000.000.000.000.00100.82152.95
35.04235.95777.5444.2660.0025.0044.800.000.000.000.000.0043.74260.10
总的下滑力=1425.143(kN)
总的抗滑力=1054.606(kN)
土体部分下滑力=1425.143(kN)
土体部分抗滑力=1054.606(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)
------------------------------------------------------------------------
计算项目:
10—10’剖面人工整平边坡(标准型)稳定计算
------------------------------------------------------------------------
[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
115.90011.0700
23.1200.9000
33.8805.6000
421.7700.0000
57.9705.4600
610.7800.0001
超载1