边坡稳定性分析例题Word格式.docx

1、XisinAicosAiSiGi=Si*rNi=GicosAiTi=GisinAiL126.750.7312310.682136.6224115.89279.053374884.74384731.406222.070.6033020.7975113.1051229.339182.900962138.3608673317.1250.4681320.8836617.457305.498269.955499143.0131154413.0130.355710.934615.8602277.554259.40044898.728682859.87480.2699360.962888.4375147.6

2、56142.17499339.8577425464.13160.1129410.99360.53059.283759.224349971.04851406478合计942.709627505.7527691R=36.582Xa=3.1353Xb=29.635K=1.99506211圆弧法边坡稳固性剖析表-O226.0690.7914420.6112416.1607282.812172.867321223.829529334.67320.7370.6295810.7769325.4912446.096346.587551280.853539615.2770.46380.8859425.63784

3、48.662397.487072208.089329310.250.3111870.9503526.2598459.547436.729458143.00477785.41220.1643140.9864118.0611316.069311.77324951.934689461.14860.0348710.999395.8908103.089103.0263023.5948650771768.47095911.306730532.938-1.84227.6581.54501031圆弧法边坡稳固性剖析表-O323.8690.7806020.6250320.0794351.39219.628482

4、74.295299638.23819.1660.6267830.7791938.8931680.629530.342059426.606933814.3630.4697140.8828238.5938675.392596.24831317.24065239.12630.2984580.9544235.7511625.644597.129171186.72835944.6350.1515790.9884529.8233521.908515.87721679.11003333-3.304-0.108060.9941416.8884295.547293.816367-31.9369993-4.202

5、-0.13740.990522.306840.36939.9861159-5.5467736332793.027721246.49750630.578-5.8626.641.51882406圆弧法边坡稳固性剖析表-O423.0590.7927220.6095822.329390.758238.199448309.761919342.12419.3870.6664780.7455349.3117862.955643.354395575.14000314.0010.4813140.8765553.4268934.969819.545349450.01383598.8050.3026930.9530

6、947.417829.798790.87019251.17371194.16350.143130.989742.6951747.164739.471348106.9417666-3.294-0.113220.9935730.1196527.093523.703649-59.67846139-5.64-0.193870.9810312.5422219.489215.323994-42.5532538-8.936-0.307180.951650.11261.97051.87522758-0.6053030473972.34361590.19421929.089-9.26926.2321.53906

7、982圆弧法边坡稳固性剖析表-O523.0720.8171990.5763625.1032439.306253.196238359.000594346.35218.5660.6576240.7533555.0529963.426725.793355633.571765113.7380.4865860.8736368.72331202.661050.68089585.19682498.79120.3113870.9502863.54021111.951056.67075346.24777243.77650.1337650.9910154.5968955.444946.857533127.8047

8、302-1.122-0.039750.9992145.1172789.551788.926914-31.38638895-5.961-0.211140.9774527.4401480.202469.375592-101.3916866-6.182-0.218970.975736.1231107.154104.553828-23.463381565396.05511895.5802328.232-12.2626.2351.639177393.盘算成果剖析与结论3.1盘算成果剖析稳固系数K与滑动面地位变化示意图.重点解释：稳固系数在滑动面在路基最左端时最大,然后逐渐减小,当滑动面在路基中央时达到最小,为1.51,然后当滑动面在路基上的点持续向右移动时,稳固系数又逐渐增大,到达最右端时为1.64.3.2结论1）因为Kmin=1.51,大于规范划定的1.201.25,故边坡稳固.2）不知足请求,若何处理: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