稳定计算案例

1、水工建筑物 土石坝枢纽设计实例稳定计算一、分析情况选择 以上游正常高水位，而下游无水：上游设计洪水位而下游相应水位来验证下游坝坡的稳定。以库水位为1/3坝高处，而下游无水来验证上游坝坡稳定分析。二、滑裂面形式对于均质坝，上下游坝坡均为曲线滑裂面。采用圆弧法进行稳定计算。三、不计条块间作用力的总应力法的稳定分析步骤如下：（1）利用B.B方捷耶夫法和费兰纽斯法确定最危险滑弧所对应圆心的范围。在一扇形范围内的M1、M2延长线附近。（2）取0为圆心，以R=75m为半径，作滑弧。（3）分条编号：b=0.1R，从圆心作垂线为0号土条的中心线，向上依次为1，2，3，；向下依次为-1，-2，.（4）列表计算荷

2、载，参见下表1，表2，表3。（5）利用公式计算抗滑稳定安全系数kc。式中：wi=r1h1+r3(h2+h3)+r4h4 r1、r3坝体土的湿重度、浮重度，r4、h4本设计不考虑 wi=r1h1+r2h2+r3h3+r4h4 r1、r2、r3坝体上的湿容重、饱和容重、浮容重。由提供的资料可知，本建筑物是3级建筑物。r1=19.5KN/m3 ， r2=20.1KN/m3 ， r3=20.5-9.81=10.7KN/m3。三种情况计算结果如下：正常运用期表1 正常蓄水位情况下下游坝坡稳定计算表土条编号h1h2r1h1r3h2r2h2wiwisinicosiwicosiWisini(1)(2)(3)(

3、4)(5)(6)=(3)+(4)(7)=(3)+(5)(8)(9)(10)(11)81.6031.20031.231.20.80.618.7224.96791.5175.516.0530.75191.55206.250.70.7113.6144.38696.5175.569.55133.25245.05308.750.60.8109.04185.2557.510.5146.25112.35215.25258.6361.50.50.87224.98180.7546.512126.75128.4246255.15372.750.40.92234.4149.135.513.5107.25144.45

4、276.75251.73.840.30.95239.12115.22411.578123.05235.75201.05313.750.20.98197.0362.751412.578133.75256.25211.75334.250.10.99209.6333.4303.510.568.25112.35215.25180.6283.50000-146.57869.55133.25147.55211.23-0.10.99146.07-21.13-26.50126.7500126.75126.75-0.20.98124.22-25.35-31.33025.940025.9425.94-0.30.9

5、524.64-7.78合计1664.19841.56 上游为设计洪水，下游相应水位表2 设计洪水位情况下下游坡坝稳定计算表土条编号h1h2h3r1h1r2h2r3h2r3h3wiwisinicosiwicosiWisini(1)(2)(3)(4)(5)(6)(3)+(4)(7)(3)+(5)(8)(9)(10)(11)831.7058.534.8518.19076.6993.250.80.861.3574.6873.856.5075.08133.2569.550144.63208.330.70.71102.69145.8362.511.5048.75235.75123.050171.8284.

6、50.60.8137.44170.75115019.5307.5160.501803270.50.87158.6163.540.516.509.75338.25176.550186.33480.40.93123.26139.230.5160.759.75328171.28.03188.98345.780.30.95179.53103.7320.75132.514.63266.5139.126.75180.48307.880.20.98176.8761.5810.610.53.511.710.25112.3537.45161.559.40.10.991605.9400.757.75414.631

7、58.8882.9342.8140.36216.3101140.360-11.54.53.529.2592.2548.1537.45114.85158.95-0.10.99113.7-15.9-23.50268.250021.489.6589.65-0.20.9887.86-17.93-31.401.427.30014.9842.2842.28-0.30.9512.68-12.68合计1504.34818.65当上游水位为坝高处，上游坝坡的K为： 表3上游水位为坝高处上游坝坡抗滑稳定计算表土条编号h1h2r1h1r3h3wiwisinicosiwicosiWisini(1)(2)(3)(4)(

8、5)(3)+(4)(6)(3)+(4)(7)(8)(9)(10)80.101.9501.951.950.80.61.171.5675091.5097.597.50.70.7169.2368.25690175.50175.5175.50.60.8140.4105.35130253.50253.5253.50.50.87220.55126.75413.51263.2510.7275.95273.950.40.92252.03109.58310519553.5248.5248.50.30.95236.0874.5527.57.5146.2580.25226.5226.50.20.98221.9745.314.5987.7596.3184.05184.050.10.99182.2118.4101.51029.25107136.25136.2501136.250-108.509