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1、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
2、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=GisinAiL126.750.0.682136.6224115.89279.84.31.406222.070.0.7975113.1051229.339182.138.317.1250.0.8836
3、617.457305.498269.143.413.0130.355710.934615.8602277.554259.98.59.87480.0.962888.4375147.656142.39.64.13160.0.99360.53059.283759.1.78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=GisinAiL126.0690.0.6112416.1607282.812172.223.34.673220.7370.0.7769325.491244
4、6.096346.280.315.2770.46380.8859425.6378448.662397.208.410.250.0.9503526.2598459.547436.143.55.41220.0.9864118.0611316.069311.51.61.14860.0.999395.8908103.089103.3.78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=GisinAiL123.8690.0.6250320.0794351.392
5、19.62848274.38.238219.1660.0.7791938.8931680.629530.426.314.3630.0.8828238.5938675.392596.24831317.49.12630.0.9544235.7511625.644597.186.54.6350.0.9884529.8233521.908515.79.6-3.304-0.108060.9941416.8884295.547293.-31.7-4.202-0.13740.990522.306840.36939.-5.8合计2793.027721246.R=30.578Xa=-5.86Xb=26.64K=
6、1.圆弧法边坡稳定性分析表-O4分段XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL123.0590.0.6095822.329390.758238.309.42.124219.3870.0.7455349.3117862.955643.575.314.0010.0.8765553.4268934.969819.450.48.8050.0.9530947.417829.798790.87019251.54.16350.143130.989742.6951747.164739.106.6-3.294-0.113220.9935730.1196527.09352
7、3.-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=GisinAiL123.0720.0.5763625.1032439.306253.359.46.352218.5660.0.7533555.0529963.426725.633.313.7380.0.8736368.7233120
8、2.661050.68089585.48.79120.0.9502863.54021111.951056.67075346.53.77650.0.9910154.5968955.444946.127.6-1.122-0.039750.9992145.1172789.551788.-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
9、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.加固边坡各产品过程检验的检验时机应在操作者对首件加工完成后自检，并判定合格。再由车间依据计划将需进行专检的部件填写报检单报检，在报检后首先由检验人员应检查车间是否按程序文件的规定开展了自检，然后接受报检进行检验、记录及判定。9
