边坡稳定性分析例题

曲线滑动面的路基边坡稳定分析时间：2021.02.07命题人：欧阳物题目：某路堤高H“5m，路基宽b=12m，埴土为粘性土，内摩擦角旷灯，粘聚力c=20^,埴土容重尸17.5册/〃,，荷载分布全路基（双车道），试验算路堤边坡稳定性。L边坡稳定性分析原理1.1等代荷载土层厚度计算BLr=4.09（N=2/Q=550KN/B=12MrL=12.8M/r=17.5KN/M3）1.2圆心辅助线的确定（4.5H法）、- 4CH1)4.5H得E点2）由久佚得F点••…查表得p"26度，（52=35度・a1.3假设滑动圆珈位置，求圆心位置—般假设圆弧一端经过坡脚点，另一端经过的位置为：路基顶面左边缘、左1/4、中1/2、右1/4、右边缘等处，圆心分别对应O1，02，03，04，05，分别计算这五种滑动面的稳定安全系数，从中找出最小值。1.4对滑动土体进行条分……从滑动面顶端（路基上）向左每5m划分一个土条°1.5在AUTOCAD图中量取各计算数据量取半径各土条的面枳各土条横距图 圆心在Ol图 圆心在02图 圆心在03图 圆心在04图 圆心在051.6数据埴入EXCEL表格并计算分段XisinAicosAiSiGi=Si*rNi二GicosAiTi二GisinAiL126.750.7312310.682136.6224115.89279.053374884.74384731.406222.070.6033020.7975113.1051229.339182.900962138.3608673317.1250.4681320.8836617.457305.498269.955499143.0131154413.0130.355710.934615.8602277.554259.40044898.728682859.87480.2699360.962888.4375147.656142.17499339.8577425464.13160.1129410.99360.53059.283759.224349971.04851406478合詁/Nf+cL工Rtan0+c厶K _-T U，942.709627505.7527691R二36.582Xa=3.1353Xb=29.635K=L99506211五种滑动面的计算数据汇总分段XisinAicosAiSiGi=Si*rNi二GicosAiTi二GisinAiL126.0690.7914420.6112416.1607282.812172.867321223.8295293220.7370.6295810.7769325.4912446.096346.587551280.8535396315.2770.46380.8859425.6378448.662397.487072208.089329334.673410.250.3111870.9503526.2598459.547436.729458143.004777855.41220.1643140.9864118.0611316.069311.77324951.93468946

61.14860.0348710.999395・8908103.089103.0263023.59486507778合il-bNf+cL工Mtane+c厶1768.47095911.3067305R二32.938T DXa=-1.842Xb=27.658K=1.54501031弧法边11稳定性分析表园分段XisinAicosAiSiGi=Si*rNi二GicosAiTi二GisinAiL123.8690.7806020.6250320.0794351.39219.62848274.295299638.238219.1660.6267830.7791938.8931680.629530.342059426.6069338314.3630.4697140.8828238.5938675.392596.24831317.240652349.12630.2984580.9544235.7511625.644597.129171186.728359454.6350.1515790.9884529.8233521.908515.87721679.110033336-3.304-0.108060.9941416.8884295.547293.816367-31.93699937-4.202-0.13740.990522.306840.36939.9861159-5.54677363384口计(Nf+cL工N,a即+cL2793.027721246.497506R二30.578T 口X&二-5.86Xb二26.64K=1.51882406弧法边t1稳定性分析表园分段XisinAicosAiSiGi=Si*rNi二GicosAiTi二GisinAiL123.0590.7927220.6095822.329390.758238.199448309.761919342.124219.3870.6664780.7455349.3117862.955643.354395575.140003314.0010.4813140.8765553.4268934.969819.545349450.013835948.8050.3026930.9530947.417829.798790.87019251.173711954.16350.143130.989742.6951747.164739.471348106.94176666-3.294-0・113220.9935730.1196527.093523.703649-59.678461397-5.64-0.193870.9810312.5422219.489215.323994-42.55325388-8.936-0・307180.951650.11261.97051.87522758-0.6053030474口计(Nf+cL工N,a即+cL3972.34361590.194219R二29.089T 口Xa=-9.269Xb二26.232K=1.53906982

分段XisinAicosAiSiGi=Si*rNi二GicosAiTi二GisinAiL123.0720.8171990.5763625.1032439.306253.196238359.0005943218.5660.6576240.7533555.0529963.426725.793355633.5717651313.7380.4865860.8736368.72331202.661050.68089585.196824948.79120.3113870.9502863.54021111.951056.67075346.247772446.35253.77650.1337650.9910154.5968955.444946.857533127.80473026-1.122-0.039750.9992145.1172789.551788.926914-31.386388957-5.961-0・211140.9774527.4401480.202469.375592-101.39168668-6.182-0・218970.975736.1231107.154104.553828-23.463381564口计7Nf+cL工N,tan0+c厶/r