边坡稳定性分析例题(共10页).doc
精选优质文档-倾情为你奉上曲线滑动面的路基边坡稳定分析题目：某路堤高H=15m，路基宽b12m，填土为粘性土，内摩擦角，粘聚力，填土容重，荷载分布全路基（双车道），试验算路堤边坡稳定性。1.边坡稳定性分析原理1.1等代荷载土层厚度计算=4.09(N=2,Q=550KN,B=12M,L=12.8M,r=17.5KN/M3)1.2圆心辅助线的确定（4.5H法）1) 4.5H得E点E2)由得F点-查表得1=26度，2=35度1.3假设滑动圆弧位置，求圆心位置一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，O2，O3，O4，O5，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积各土条横距图-圆心在O1图-圆心在O2图-圆心在O3图-圆心在O4图-圆心在O51.6数据填入EXCEL表格并计算五种滑动面的计算数据汇总圆弧法边坡稳定性分析表-O1分段XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL126.750.0.682136.6224115.89279.84.31.406222.070.0.7975113.1051229.339182.138.317.1250.0.8836617.457305.498269.143.413.0130.355710.934615.8602277.554259.98.59.87480.0.962888.4375147.656142.39.64.13160.0.99360.53059.283759.1.78合计942.505.R=36.582Xa=3.1353Xb=29.635K=1.圆弧法边坡稳定性分析表-O2分段XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL126.0690.0.6112416.1607282.812172.223.34.673220.7370.0.7769325.4912446.096346.280.315.2770.46380.8859425.6378448.662397.208.410.250.0.9503526.2598459.547436.143.55.41220.0.9864118.0611316.069311.51.61.14860.0.999395.8908103.089103.3.78合计1768.47095911.R=32.938Xa=-1.842Xb=27.658K=1.圆弧法边坡稳定性分析表-O3分段XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL123.8690.0.6250320.0794351.39219.62848274.38.238219.1660.0.7791938.8931680.629530.426.314.3630.0.8828238.5938675.392596.24831317.49.12630.0.9544235.7511625.644597.186.54.6350.0.9884529.8233521.908515.79.6-3.304-0.108060.9941416.8884295.547293.-31.7-4.202-0.13740.990522.306840.36939.-5.8合计2793.027721246.R=30.578Xa=-5.86Xb=26.64K=1.圆弧法边坡稳定性分析表-O4分段XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL123.0590.0.6095822.329390.758238.309.42.124219.3870.0.7455349.3117862.955643.575.314.0010.0.8765553.4268934.969819.450.48.8050.0.9530947.417829.798790.87019251.54.16350.143130.989742.6951747.164739.106.6-3.294-0.113220.9935730.1196527.093523.-59.7-5.64-0.193870.9810312.5422219.489215.-42.8-8.936-0.307180.951650.11261.97051.-0.合计3972.34361590.R=29.089Xa=-9.269Xb=26.232K=1.圆弧法边坡稳定性分析表-O5分段XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL123.0720.0.5763625.1032439.306253.359.46.352218.5660.0.7533555.0529963.426725.633.313.7380.0.8736368.72331202.661050.68089585.48.79120.0.9502863.54021111.951056.67075346.53.77650.0.9910154.5968955.444946.127.6-1.122-0.039750.9992145.1172789.551788.-31.7-5.961-0.211140.9774527.4401480.202469.-101.8-6.182-0.218970.975736.1231107.154104.-23.合计5396.05511895.58023R=28.232Xa=-12.26Xb=26.235K=1.3.计算结果分析与结论3.1计算结果分析稳定系数K与滑动面位置变化示意图。重点说明：稳定系数在滑动面在路基最左端时最大,然后逐渐减小,当滑动面在路基中间时达到最小,为1.51,然后当滑动面在路基上的点继续向右移动时,稳定系数又逐渐增大，到达最右端时为1.64。3.2结论1)由于Kmin=1.51,大于规范规定的1.201.25,故边坡稳定。2)不满足要求,如何处理:1.减小边坡坡度2.换添路基土 ,选择粘性系数较大的土3.加固边坡专心-专注-专业
