边坡课程设计.doc

边坡稳定性验算1.资料：某浸水路堤H1=10m-15m，堤顶宽度B=10-12m，设计最大水深为7.0m,，m=1.5。试验得知：土的重度，干重度，孔隙率，换算土柱高。2.设计内容（1）试用条分法计算其边坡稳定性。（2）利用上述资料，如果此路堤为非浸水路堤，试计算其边坡稳定性。 浸水边坡稳定性计算条分法计算边坡稳定性 ：1最危险滑弧圆心位置的确定辅助线的作图角值表边坡坡度边坡角1:0.560°00'29°40°1:145°00'28°37°1:1.530°40'26°35°1:226°34'25°35°1:318°26'25°35°1:414°03'25°36°1:511°19'25°37° 则取=26°，=35°。(1) 按1:1比例作图，用4.5H法作圆心辅助线。(2) 取第一个圆心Q1划分九个土条；量得R1=18.53m，d1=14.12m，干土条=3.39m ，取=0.08。如图所示：（3）分别量取各土条重心与竖局的间距a（左正右负），计算；量面积（干与湿分开），分别计算重力Q。其中湿重度：（26-9.80）（1-0.31）=11.18KN/。 （4）量滑动圆弧两端点对竖局的间距，计算圆心角和全弧长L，浸水圆弧长=L-= 23.1m。（5）分别计算各土条圆弧面上的法向力与切向力（区分正负）如下表：土条x（m）asinacosaFi()QiNi=Qi*cosaTi=Qi*sinaLF1F2Q1Q2Ni1Ni2Ti1Ti216.5519.85 0.34 0.94 2.60 049.40.00 46.46446.4616.8 16.783.3924.2513.03 0.23 0.97 7.74 3.77147.0642.15 184.34184.342.7 42.6523.131.374.23 0.07 1.00 8.72 11.7165.68130.36 295.23295.221.8 21.8543.9712.18 0.21 0.98 4.94 12.393.86137.63 226.27226.348.9 48.8556.419.42 0.33 0.94 1.81 15.434.39172.17 194.82194.868.7 68.6668.7626.17 0.44 0.90 0.00 17.20192.30 172.59172.684.8 84.8713.7339.30 0.63 0.77 0.00 14.10157.64 121.9912299.8 99.84815.1142.67 0.68 0.74 0.00 6.92077.37 56.88856.8952.4 52.43918.8751.24 0.78 0.63 0.00 3.47038.79 24.28824.2930.3 30.25合计25.81 84.8490.39948.40 1322.91323466.1 466.1(6)计算动水压力0.089.8*84.8=66.51kN. (7)浸水边坡稳定系数 带入数据得: K=1.49>1.25第二滑动面计算结果如下表所示：土条x（m）asinacosaFi()QiNi=Qi*cosaTi=Qi*sinaLF1F2Q1Q2Ni1Ni2Ti1Ti2115.5942.20 0.67 0.74 2.94 055.860.00 41.38441.3837.5 37.523.6212.9936.01 0.59 0.81 11.10 6.49210.972.56 229.3229.3166.6 166.620.9310.2829.14 0.49 0.87 4.95 9.1994.05102.74 171.89171.995.8 95.8247.9322.85 0.39 0.92 1.81 12.734.39142.32 162.85162.868.6 68.6157.0420.39 0.35 0.94 0.00 9.690108.33 101.55101.537.7 37.7564.4613.08 0.23 0.97 0.00 6.77075.69 73.72573.7317.1 17.1372.667.84 0.14 0.99 0.00 10.20113.59 112.53112.515.5 15.58-0.391.15 0.02 1.00 0.00 6.23069.65 69.63769.641.4 1.4029-1.725.08 0.09 1.00 0.00 3.62040.47 40.31340.313.6 3.584合计20.80 64.9395.2725.36 1003.21003443.9 443.9计算动水压力0.089.8*64.9= 50.86kN. 浸水边坡稳定系数 带入数据得K=1.24<1.25 所以边坡在浸水状态下不稳定非浸水边坡稳定性计算第一滑动面计算表格：土条号xiaisinaicosaiFiQiNi=Qi*cosaTi=Qi*sinaL16.5519.85 0.34 0.94 2.60 49.446.5 16.8 26.524.2513.03 0.23 0.97 11.51 218.69213.1 49.3 31.374.23 0.07 1.00 20.38 387.22386.2 28.6 43.9712.18 0.21 0.98 17.25 327.75320.4 69.2 56.419.42 0.33 0.94 17.21 326.99308.4 108.7 68.7626.17 0.44 0.90 17.20 326.8293.3 144.1 713.739.30 0.63 0.77 14.10 267.9207.3 169.7 815.142.67 0.68 0.74 6.92 131.4896.7 89.1 918.951.24 0.78 0.63 3.47 65.9341.3 51.4 合计110.64 2102.21871.8 675.4 由式：第二滑动面计算表格如下：土条号xiaisinaicosaiFiQiNi=Qi*cosaTi=Qi*sinaL115.642.20 0.67 0.74 2.94 55.8641.4 37.5 24.521336.01 0.59 0.81 17.59 334.21270.4 196.5 310.329.14 0.49 0.87 14.14 268.66234.7 130.8 47.9322.85 0.39 0.92 14.54 276.26254.6 107.3 56.0417.59 0.30 0.95 9.69 184.11175.5 55.6 64.4613.08 0.23 0.97 6.77 128.63125.3 29.1 72.667.84 0.14 0.99 10.16 193.04191.2 26.3 80.391.15 0.02 1.00 6.23 118.37118.3 2.4 91.725.08 0.09 1.00 3.62 68.7868.5 6.1 合计85.68 1627.921479.9 591.6 由式：第三滑动面计算表格如下：土条号xiaisinaicosaiFiQiNi=Qi*cosaTi=Qi*sinaL116.0951.67 0.78 0.62 4.86 92.3457.3 72.4 22.7214.2443.97 0.69 0.72 6.13 116.4783.8 80.9 312.4537.37 0.61 0.79 11.64 221.16175.8 134.2 410.3830.40 0.51 0.86 9.83 186.77161.1 94.5 58.2123.60 0.40 0.92 9.58 182.02166.8 72.9 66.6518.92 0.32 0.95 6.13 116.47110.2 37.8 75.2314.77 0.25 0.97 5.62 106.78103.3 27.2 83.259.12 0.16 0.99 7.28 138.32136.6 21.9 90.591.65 0.03 1.00 3.75 71.2571.2 2.0 合计64.82 1231.58994.7 541.8 由式：第四滑动面计算表格如下：土条号xiaisinaicosaiFiQiNi=Qi*cosaTi=Qi*sinaL117.4152.96 0.80 0.60 1.49 28.3117.1 22.6 21.4216.1947.93 0.74 0.67 4.03 76.5751.3 56.8 314.4141.35 0.66 0.75 9.09 172.71129.6 114.1 412.3634.52 0.57 0.82 6.28 119.3298.3 67.6 510.4928.75 0.48 0.88 8.36 158.84139.3 76.4 68.2822.31 0.38 0.93 8.59 163.21151.0 62.0 76.3416.90 0.29 0.96 4.21 79.9976.5 23.3 84.8512.85 0.22 0.97 3.65 69.3567.6 15.4 92.787.32 0.13 0.99 3.70 70.369.7 9.0 合计49.40 938.6730.7 447.2 由式：第五滑动面计算表格如下：土条号xiaisinaicosaiFiQiNi=Qi*cosaTi=Qi*sinaL117.5350.07 0.77 0.64 2.83 53.7734.5 41.2 20.5215.7343.48 0.69 0.73 6.46 122.7489.1 84.5 313.9237.51 0.61 0.79 5.24 99.5679.0 60.6 412.4533.00 0.54 0.84 5.33 101.2784.9 55.2 510.8528.34 0.47 0.88 4.82 91.5880.6 43.5 69.0423.29 0.40 0.92 6.61 125.59115.4 49.7 77.1118.12 0.31 0.95 3.79 72.0168.4 22.4 85.4713.84 0.24 0.97 3.11 59.0957.4 14.1 93.669.21 0.16 0.99 2.05 38.9538.4 6.2 合计40.24 764.56609.3 371.1 由式：所以边坡在不浸水时稳定