第七章渗流分析Word文件下载.docx

1、70.967.664.260.556.752.5484337.42.设计洪水位时的渗流分析上游水位为1858.22m,下游相应水位假设为1793m则上游水深H, =1858.22-1782=76m,下游水深 H2 =1793-1782=11m.|_ L 1 H1 76 = 31.7 m1+2m 1+2沢2.5L =（1865.07 -1858.55） 2.5 13 （1865.07 -1798）2.5-（1798 -1793） 1 =198.35mLlL L =31.7 198.35 = 230.02m代入式 h。一 L2 （H1-H2）2-LH12-（Hz+h。）2ho=9.O7m，代入式

2、q 2L_8 3q=5.3x10 m/s,带入浸润线方程：表6.6.2_2设计洪水位渗流曲线坐标值7672.869.465.862.158.153.849.24438.23.校核洪水位时的渗流分析上游水位为1862.45m,下游相应水位假设为1795,则上游水深H1 =1862.45_1782=80m,下游水深 H 2 =1795_1782=13m.|_ L m1 H i 80 = 33.33m1 +2m1 1+2 7.5L =（1865.07 -1862.45） 2.5 13 （1865.07 -1798）2.5-（1798 -1795） 1 = 200.05mL l_ L =33.33 2

3、00.0233.68m代入式h。L2 （已一出）2 - Lq = k【H1 TH、 2Lho=9.41m，代入式， ,k=0.45x10-6cm/sq=5.6x10-8m/s,带入浸润线方程：表6.6.2-3校核洪水位渗流曲线坐标值76.773.269.565.661.55752.247414.将前面几种工况计算所得的渗流曲线绘制在图 6.6.2-4中图6.6.2-3渗流曲线图结果分析；由于图中三种工况下的三条渗流曲线没有交点，说明渗流分析结果合理。6.6.3 稳定分析1.稳定分析的目的 对土石坝进行稳定分析的目的，是通过计算坝体剖面的稳定安全度来 检验坝坡在各种工况下是否安全，断面尺寸是否经

4、济合理。 计算工况与安全系数（1）稳定渗流期。校核两种工况的上、下游坝坡稳定：上游为正常蓄 水位或设计洪水位至死水位之间的的某一水位，下游为相应的水位 的正常运用条件；上游为校核洪水位，下游为相应水位的非常运 用条件 I 。（2）水库水位降落期。校核两种工况下的上游坝坡稳定：水库水位处 于正常蓄水位或设计洪水位与死水位之间的某一水位发生降落的正 常运用条件；水库水位自校核洪水位降落至死水位以下或是水库 以大流量快速泄空的非常运用条件 I ；（3）地震作用时。与正常运用条件的作用相组合验算上、下游坝坡的稳 定。属于非常运用条件 II2.稳定分析计算本次设计采用瑞典圆弧法，其中原理假定滑动面为一圆

5、柱面。将滑动 面内的土体看成是刚体，失稳时土体绕圆弧的中心旋转，沿着坝轴线方向 取单宽段，按平面问题进行分析。计算时将滑动面以上的土体分成若干铅 直土条，求出土条对圆弧中心的抗滑力矩之和以及滑动力矩之和。二者的 比值为该滑动面抗滑稳定安全系数 Kc.3.最危险圆弧的确定根据规范查的取B 1=25, B 2=35，在图中做出 M1, M2.如图663-1 所示：图 6.6.3-1 滑动面位置计算公式:二 Wi sin ajZ W cosctj tan 出 + 送 Gb kc式中:illll川川I川川I 土条编号：W |川川川I山川I 土条重量：bMl川川I山川I 土条宽度：a山I川川I山川I 土

6、条沿滑裂面的夹角，单位（?）：C,丨川川川川川）1有效抗剪强度指标：4.稳定分析计算：设计洪水位上游坝坡稳定计算4.1 第一次试算：R=231.37m,b=23.13m。计算结果记入下表4.1-1中。图4.1-1设计洪水位上游坝坡稳定计算简图A1A2A3Y 1Y 2Y 3149.0620.419.816.5447.84122.49626.25419.43622.49721.21625.991022.2616.911305.1469.5323.621266.4895.65417.57695.57567.9451.56W1W2W3ws ina刀 Wcosatan 0Cbseca2459.49103

7、2.99462.67389.363103.532425.3010333.135358.548304.7110271.097801.8414279.9610328.8410335.6920240.7512839.22344.9625840.987746.7511605.6613392.25492.296601.8525076.301578.2317623.1911845.26545.498518.4313772.2914328.197171.78603.8811585.981020.899657.423403.49719.6876284.595136.94T=81421.53S=53214.47

8、K=1.531.5basi nacosasecatan 0c23.130.001.0023.000.4220.000.340.941.0632.000.530.851.1840.000.640.771.3150.001.56第二次试算：R=236.97m,b=23.3m。计算结果记入下表4.1-2中。110.451822.43331.355467.2834.72513.22687.468468.13232462.334593.67628.45453.84323.328986.035334.78664.43131.2613155.72165.79782.181.3515487.222.28680

9、.1513467140.11358.252858.247093.35191.655.043909.6699.79W土刀 W土 cosatan 0TS K765.424662296.269155.593845.3512222.055133.2614320.813706.505809.79482.4415321.504479.576153.85487.2944767.7328611.69 1.5615509.445304.546121.12495.9113466.976528.924946.96532.809951.595708.003423.78568.884009.452884.161169.

10、78670.83合计28611.6939665.585102.1623.3123150.260.971.04170.290.961.0529.000.480.871.14350.570.821.22460.720.691.44第三次试算 R=246.51m,b=25.35m计算结果记入下表4.1-3中。128.522120.58385.576361.9171.33572.51412.39446.25318.72581.286310.79591.12582.02549.25115249062.63863.43360.25170965944.131090.796.49215951592.0955.

11、881015.5114020107382.97461.437812.69136.3400.9711.598179.8229.48W土 wsina 刀 W土 cosatan 0 Cbseca T S K890.645072672.0010858.584560.6115901.786678.7520586.628646.3863166.91 40021.23 1.5823040.044000.869529.80514.8223187.557930.619151.45539.5421247.4510623.727728.35585.4316948.9011119.485372.43671.78840

12、9.276346.562317.13772.80合计 40021.23 57547.54 5619.3725.35100.17360.9851.0150.3421.064300.50.8661.1550.65610.7551.325490.75470.6561.5244.2正常蓄水位的下游坝坡的稳定计算第一次试算，取 R=253.3m,b=23.3m. 计算过程见表4.2-1 :表4.2-1下游坝坡稳定计算A4A5Y 4Y 5110.8920.518332.68483.2971.18211.2949.52469.2627.92343.92257.35253.01350.62.41289.824

13、39.23180.11373.37516.6912.66465.07350.04635.42100.95400.77W4W5WW堆石1829.71996.021829.6855489.25988.245489.227974.31459.28699.227974.28510158.414310.32980.57742.8572.366190.5613033.66762.923437.635249.945009.65784.943.3816044.444163.835912.338696.82971.817580.96013.027616.7510230208.8918056.17915.2794

14、87.436930.816418.228700.3312962.571998.814961.389415.508175.718175.7085979.33刀 Wsina= 45624.92W土 cosata n 0W堆 cosatan 0 刀 Wcosata n 0776.701674.862451.562330.175024.737354.913385.088523.9211909.015448.715588.55473.1911037.266578.7935.166613.957013.016889.09518.475910.50549.504935.74599.632366.94683.295200.4266481.96T=71682.4S=45624.9K=1.57满足要求0 tan 0 0.840.170.981.02260.440.901.1132390.63