矿库坝体稳定性分析报告

矿库坝体稳定性分析报告 1 2 2 2 3 3 4 4 5 5 6 7 7 7 8 8 9 9 28 35 35 36 选矿厂尾矿库的安全运行，根据《尾矿库安全技术规程》局令第6号）的要求，唐山xx矿业有限公司委托xxxx工程勘察设计有限公司，对该公司xx尾矿库进行尾矿坝稳定性分析。对尾矿坝的稳定性进行分析计算的目的是贯彻“安全第一、预防为主、综合治理”的安全方针，提高尾矿库的本质安全程度和使用单位的安全管理水平，降低安全风险，预防事故发生，以确保不垮坝、不溃库，切实保障人民生命和财产安全，同时，为安全监督2.稳定性计算分析依据2.1依据的法规文件《尾矿库安全监督管理规定》国家安全生产监督管理总局令第6号2.2依据的其它文件《唐山xx矿业有限公司尾矿坝工程地质勘察报告》xx工程勘察《唐山xx矿业有限公司xx尾矿库整改设计方案》xx矿xx有限3．尾矿库概述3.1库区位置及自然地形地貌唐山xx矿业有限公司xx尾矿库位于xx市xx镇xx村，有乡间xx市境内河流较多，有滦河、青龙河、冷口沙河、白洋河、沙50km，水量充足，最大流量达24800m3/s。全市水资源总量达3.27xx市主要地貌类型为中低山区，地质构造位于燕山台褶带马兰草炭等。近年来，以铁矿为主，采矿选矿及矿产品加工已成为该市的经济支柱。xx市政府大力支持本县矿业的发展，加快3.2气象特征xx市属温带大陆性气候。冬季寒冷干燥，夏季高温潮湿，季风根据xx市及卢龙县气象站的气象观测资料，区内年降水量有3.3尾矿坝现状唐山xx矿业有限公司xx尾矿库位于xx市xx镇xx村，有乡间现场勘察时尾矿库内干滩长度约50米，满足规程要4.地勘报告概述xxxx工程勘察设计有限公司2007年1月受唐山xx矿业有限公4.1地层岩性采用地面调查与DZQ-12A高分辨地震仪相结合的方法进行勘黄色，稍湿，较硬，属中等—强风化程度。松散易碎，块状构该层厚度为4～19m左右，平均厚度为12m。4.2岩土物理力学性质根据室内土工试验结果及原位测试所取得的指标①②③5.尾矿坝稳定性分析5.1稳定性分析概述5.1.1稳定性分析流程边坡稳定性分析。稳定性分析流程如下: ↓↓5.1.2计算剖面的确定5.1.3荷载工况的选取根据《尾矿库安全技术规程》AQ2006－2005有关规定，尾矿坝荷载组合荷载类别12345正常运行总应力法有有有效应力法有有有洪水运行总应力法有有有效应力法有有有特殊运行总应力法有有有效应力法有有有5.1.4计算方法的确定Σ[(W±V)sinα+Mc/R]K=Σ{[(W±V)cosα-ubsecα-Σ[(W±V)sinα+Mc/R]5.1.5计算软件简介在对尾矿坝进行渗流分析计算时，采用水工结构有限元分析系对尾矿坝体进行边坡稳定性分析时亦采用土石坝边坡稳定分析5.1.6计算参数的确定5.2正常运行条件稳定性分析5.2.1正常水位条件下的渗流稳定性分析单宽渗流量＝6.65E-06(上游水位:3.50)上图中红线表示在正常水位条件下尾矿坝的渗流浸润线，从中压力水头,1.60E-01to4.28E-01压力水头,1.60E-01to4.28E-01单宽渗流量＝6.65E-06(上游水位:3.50)水头水头,2.18E+00to2.80E+00单宽渗流量＝6.65E-06(上游水位:3.50)流速流速,Vmax=8.83E-06单宽渗流量＝6.65E-06(上游水位:3.50)总流速,2.35E-06总流速,2.35E-06to2.88E-06单宽渗流量＝6.65E-06(上游水位:3.50)y方向流速,-3.44E-07to-1.73E-07单宽渗流量＝6.65E-06(上游水位:3.50)y方向流速,-3.44E-07to-1.73E-07单宽渗流量＝6.65E-06(上游水位:3.50)总水力坡降,1.59E-01to1.91E-01总水力坡降,1.59E-01to1.91E-01单宽渗流量＝6.65E-06(上游水位:3.50)水力坡降x方向水力坡降,-1.75E-01to-1.54E-01单宽渗流量＝6.65E-06(上游水位:3.50)水力坡降y方向水力坡降,-2.43E-02to-1.43E-02y方向水力坡降,-2.43E-02to-1.43E-02单宽渗流量＝6.65E-06(上游水位:3.50)5.2.2正常条件下坝体边坡稳定性分析3.50,正常运用,上游水位MinFs=1.4352(运行期,下游坡,有效应力-瑞典法)上图为计算结果图。可知在正常运行条件下，坝体最危险滑动圆分析计算过程控制如下:工程名称;D:\2007.4.16稳定行分析\xxxx\分析过程\边坡分析\正常边坡.dwg土条宽度:0.2174工况:运行期，下游坡计算方法:有效应力法，1-瑞典法(圆弧)安全系数:1.4352地震加速度:0.00g计算日期:07-04-19,=======================分条基本数据==================================h1=浸润线以上、同时坡外水位以上部分的高度，自然容重h2=浸润线以下、坡外水位以上部分的高度，饱和容重h3=浸润线以上、坡外水位以下部分的高度，自然容重－水容重h4=坡外水位以下、同时浸润线以下部分的高度，浮容重z=土条底部淹没在坡外水位以下的高度z1+土条顶部淹没在水位以下的高度z2土条号地面高程总高度zh1h2h3h4y方向超载CFy15.00E+004.13E-010.00E+004.13E-010.00E+000.00E+000.00E+000.00E+007.84E+0034.00025.00E+001.10E+000.00E+001.10E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00035.00E+001.60E+000.00E+001.60E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00045.00E+002.00E+000.00E+002.00E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00055.00E+002.34E+000.00E+002.34E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00064.84E+002.48E+000.00E+002.48E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00074.65E+002.55E+000.00E+002.55E+005.09E-040.00E+000.00E+000.00E+007.84E+0034.00084.45E+002.59E+000.00E+002.39E+001.92E-010.00E+000.00E+000.00E+007.84E+0034.00094.25E+002.60E+000.00E+002.24E+003.60E-010.00E+000.00E+000.00E+007.84E+0034.000104.05E+002.60E+002.38E-082.09E+005.08E-010.00E+000.00E+000.00E+007.84E+0034.000113.85E+002.58E+000.00E+001.94E+006.39E-010.00E+000.00E+000.00E+007.84E+0034.000123.66E+002.54E+000.00E+001.79E+007.54E-010.00E+000.00E+000.00E+007.84E+0034.000133.46E+002.49E+00-1.19E-081.63E+008.55E-010.00E+000.00E+000.00E+007.84E+0034.000143.26E+002.43E+00-4.77E-081.48E+009.44E-010.00E+000.00E+000.00E+007.84E+0034.000153.06E+002.35E+00-2.38E-081.34E+001.01E+000.00E+000.00E+000.00E+007.84E+0034.000162.87E+002.26E+000.00E+001.21E+001.06E+000.00E+000.00E+000.00E+007.84E+0034.000172.67E+002.17E+004.77E-081.07E+001.10E+000.00E+000.00E+000.00E+007.84E+0034.000182.47E+002.06E+002.38E-089.32E-011.13E+000.00E+000.00E+000.00E+007.84E+0034.000192.27E+001.94E+004.77E-087.96E-011.15E+000.00E+000.00E+000.00E+007.84E+0034.000202.08E+001.82E+000.00E+006.60E-011.16E+000.00E+000.00E+000.00E+007.84E+0034.000211.88E+001.68E+00-2.38E-085.50E-011.13E+000.00E+000.00E+000.00E+007.84E+0034.000221.68E+001.54E+00-2.38E-084.43E-011.10E+000.00E+000.00E+000.00E+007.84E+0034.000231.48E+001.39E+00-4.77E-083.50E-011.04E+000.00E+000.00E+000.00E+007.84E+0034.000241.28E+001.23E+002.38E-082.58E-019.69E-010.00E+000.00E+000.00E+007.84E+0034.000251.09E+001.06E+00-2.38E-081.66E-018.94E-010.00E+000.00E+000.00E+007.84E+0034.000268.90E-018.84E-01-1.19E-088.44E-028.00E-010.00E+000.00E+000.00E+007.84E+0034.000276.92E-017.01E-011.19E-084.22E-026.58E-010.00E+000.00E+000.00E+007.84E+0034.000284.94E-015.10E-01-2.38E-081.40E-024.96E-010.00E+000.00E+000.00E+007.84E+0034.000292.97E-013.11E-01-1.19E-089.15E-043.10E-010.00E+000.00E+000.00E+007.84E+0034.000309.89E-021.05E-01-2.98E-091.02E-029.48E-020.00E+000.00E+000.00E+007.84E+0034.000========================分条计算数据==================================条号SinACosA总重(惯性力用)土条重分母重(降落期)施工重sigma-ysigma-nsigma3uu'19.67E-012.55E-011.58E+001.58E+001.58E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0029.31E-013.66E-014.23E+004.23E+004.23E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0038.95E-014.46E-016.12E+006.12E+006.12E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0048.60E-015.11E-017.66E+007.66E+007.66E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0058.24E-015.66E-018.97E+008.97E+008.97E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0067.89E-016.15E-019.51E+009.51E+009.51E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0077.54E-016.57E-019.77E+009.77E+009.77E+000.00E+000.00E+000.00E+001.00E+025.09E-030.00E+0087.18E-016.96E-011.02E+011.02E+011.02E+010.00E+000.00E+000.00E+001.00E+021.92E+000.00E+0096.83E-017.30E-011.05E+011.05E+011.05E+010.00E+000.00E+000.00E+001.00E+023.60E+000.00E+00106.48E-017.62E-011.07E+011.07E+011.07E+010.00E+000.00E+000.00E+001.00E+025.08E+000.00E+00116.13E-017.90E-011.08E+011.08E+011.08E+010.00E+000.00E+000.00E+001.00E+026.39E+000.00E+00125.77E-018.17E-011.08E+011.08E+011.08E+010.00E+000.00E+000.00E+001.00E+027.54E+000.00E+00135.42E-018.40E-011.07E+011.07E+011.07E+010.00E+000.00E+000.00E+001.00E+028.55E+000.00E+00145.07E-018.62E-011.06E+011.06E+011.06E+010.00E+000.00E+000.00E+001.00E+029.44E+000.00E+00154.72E-018.82E-011.04E+011.04E+011.04E+010.00E+000.00E+000.00E+001.00E+021.01E+010.00E+00164.36E-019.00E-011.01E+011.01E+011.01E+010.00E+000.00E+000.00E+001.00E+021.06E+010.00E+00174.01E-019.16E-019.83E+009.83E+009.83E+000.00E+000.00E+000.00E+001.00E+021.10E+010.00E+00183.66E-019.31E-019.46E+009.46E+009.46E+000.00E+000.00E+000.00E+001.00E+021.13E+010.00E+00193.31E-019.44E-019.03E+009.03E+009.03E+000.00E+000.00E+000.00E+001.00E+021.15E+010.00E+00202.95E-019.55E-018.57E+008.57E+008.57E+000.00E+000.00E+000.00E+001.00E+021.16E+010.00E+00212.60E-019.66E-018.01E+008.01E+008.01E+000.00E+000.00E+000.00E+001.00E+021.13E+010.00E+00222.25E-019.74E-017.41E+007.41E+007.41E+000.00E+000.00E+000.00E+001.00E+021.10E+010.00E+00231.90E-019.82E-016.75E+006.75E+006.75E+000.00E+000.00E+000.00E+001.00E+021.04E+010.00E+00241.55E-019.88E-016.05E+006.05E+006.05E+000.00E+000.00E+000.00E+001.00E+029.69E+000.00E+00251.19E-019.93E-015.30E+005.30E+005.30E+000.00E+000.00E+000.00E+001.00E+028.94E+000.00E+00268.40E-029.96E-014.50E+004.50E+004.50E+000.00E+000.00E+000.00E+001.00E+028.00E+000.00E+00274.88E-029.99E-013.60E+003.60E+003.60E+000.00E+000.00E+000.00E+001.00E+026.58E+000.00E+00281.36E-021.00E+002.64E+002.64E+002.64E+000.00E+000.00E+000.00E+001.00E+024.96E+000.00E+0029-2.17E-021.00E+001.62E+001.62E+001.62E+000.00E+000.00E+000.00E+001.00E+023.10E+000.00E+0030-5.69E-029.98E-015.34E-015.34E-015.34E-010.00E+000.00E+000.00E+001.00E+029.48E-010.00E+005.3洪水运行条件稳定性分析5.3.1最高洪水位下渗流稳定性分析将这些参数输入分析软件，计算得到该尾矿坝正常运行期间的浸润单宽渗流量＝8.85E-06(上游水位:4.00)由上图可以清楚地看到在洪水运行条件下的渗流浸润线与正常浸润线的逸出点高度为0.83m。略高于正常运行条件下的0.67米逸等压线227222757571262压力水头,5.11E-01to6.27E-0157571262水头,2.81E+00to3.29E+00水头,2.81E+00to3.29E+00单宽渗流量＝8.85E-06(上游水位:4.00)流速流速,Vmax=9.67E-06单宽渗流量＝8.85E-06(上游水位:4.00)总流速,2.81E-06to3.61E-06单宽渗流量＝8.85E-06(上游水位:4.00)流速x方向流速,-3.35E-06x方向流速,-3.35E-06to-2.74E-06单宽渗流量＝8.85E-06(上游水位:4.00)y方向流速,-4.07E-07to-3.42E-07单宽渗流量＝8.85E-06(上游水位:4.00)总水力坡降,1.78E-01总水力坡降,1.78E-01to2.09E-01单宽渗流量＝8.85E-06(上游水位:4.00)水力坡降x方向水力坡降,-2.05E-01to-1.69E-01单宽渗流量＝8.85E-06(上游水位:4.00)水力坡降to-2.20E-02y方向水力坡降,-2.53E-02to-2.20E-02单宽渗流量＝8.85E-06(上游水位:4.00)流分析的结果文字如下:稳定渗流渗进流量=渗出流量=8.85E-06-8.85E-065.3.2洪水运行期间坝体边坡稳定性分析计算根据《尾矿库安全技术规程》要求尾矿坝稳定性分析考虑洪水运 4.00,正常运用,上游水位MinFs=1.3698(运行期,下游坡,有效应力-瑞典法)弧面的最小安全系数FS=1.3698。计算控制过程如下:工程名称;D:\2007.4.16稳定行分析\xxxx\分析过程\边坡分析\洪水边坡.dwg土条宽度:0.2174工况:运行期，下游坡计算方法:有效应力法，1-瑞典法(圆弧)安全系数:1.3698地震加速度:0.00g计算日期:07-04-18,16:03:58=======================分条基本数据==================================h1=浸润线以上、同时坡外水位以上部分的高度，自然容重h2=浸润线以下、坡外水位以上部分的高度，饱和容重h3=浸润线以上、坡外水位以下部分的高度，自然容重－水容重h4=坡外水位以下、同时浸润线以下部分的高度，浮容重z=土条底部淹没在坡外水位以下的高度z1+土条顶部淹没在水位以下的高度z2土条号地面高程总高度zh1h2h3h4y方向超载CFy15.00E+004.13E-010.00E+004.13E-010.00E+000.00E+000.00E+000.00E+007.84E+0034.00025.00E+001.10E+000.00E+001.10E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00035.00E+001.60E+000.00E+001.60E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00045.00E+002.00E+000.00E+002.00E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00055.00E+002.34E+000.00E+002.34E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00064.84E+002.48E+000.00E+002.41E+006.64E-020.00E+000.00E+000.00E+007.84E+0034.00074.65E+002.55E+000.00E+002.27E+002.78E-010.00E+000.00E+000.00E+007.84E+0034.00084.45E+002.59E+00-2.38E-082.12E+004.62E-010.00E+000.00E+000.00E+007.84E+0034.00094.25E+002.60E+000.00E+001.98E+006.24E-010.00E+000.00E+000.00E+007.84E+0034.000104.05E+002.60E+000.00E+001.83E+007.66E-010.00E+000.00E+000.00E+007.84E+0034.000113.85E+002.58E+004.77E-081.69E+008.90E-010.00E+000.00E+000.00E+007.84E+0034.000123.66E+002.54E+004.77E-081.54E+009.98E-010.00E+000.00E+000.00E+007.84E+0034.000133.46E+002.49E+000.00E+001.40E+001.09E+000.00E+000.00E+000.00E+007.84E+0034.000143.26E+002.43E+000.00E+001.25E+001.17E+000.00E+000.00E+000.00E+007.84E+0034.000153.06E+002.35E+004.77E-081.13E+001.22E+000.00E+000.00E+000.00E+007.84E+0034.000162.87E+002.26E+004.77E-081.01E+001.26E+000.00E+000.00E+000.00E+007.84E+0034.000172.67E+002.17E+000.00E+008.81E-011.29E+000.00E+000.00E+000.00E+007.84E+0034.000182.47E+002.06E+000.00E+007.56E-011.30E+000.00E+000.00E+000.00E+007.84E+0034.000192.27E+001.94E+000.00E+006.32E-011.31E+000.00E+000.00E+000.00E+007.84E+0034.000202.08E+001.82E+00-4.77E-085.07E-011.31E+000.00E+000.00E+000.00E+007.84E+0034.000211.88E+001.68E+000.00E+003.95E-011.29E+000.00E+000.00E+000.00E+007.84E+0034.000221.68E+001.54E+004.77E-083.02E-011.24E+000.00E+000.00E+000.00E+007.84E+0034.000231.48E+001.39E+000.00E+002.09E-011.18E+000.00E+000.00E+000.00E+007.84E+0034.000241.28E+001.23E+00-4.77E-081.16E-011.11E+000.00E+000.00E+000.00E+007.84E+0034.000251.09E+001.06E+00-2.38E-082.23E-021.04E+000.00E+000.00E+000.00E+007.84E+0034.000268.90E-018.84E-01-1.19E-086.04E-038.78E-010.00E+000.00E+000.00E+007.84E+0034.000276.92E-017.01E-01-1.19E-085.35E-036.95E-010.00E+000.00E+000.00E+007.84E+0034.000284.94E-015.10E-01-2.38E-084.66E-035.05E-010.00E+000.00E+000.00E+007.84E+0034.000292.97E-013.11E-01-1.19E-082.50E-022.86E-010.00E+000.00E+000.00E+007.84E+0034.000309.89E-021.05E-01-1.49E-095.45E-025.05E-020.00E+000.00E+000.00E+007.84E+0034.000========================分条计算数据==================================条号SinACosA总重(惯性力用)土条重分母重(降落期)施工重sigma-ysigma-nsigma3uu'19.67E-012.55E-011.58E+001.58E+001.58E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0029.31E-013.66E-014.23E+004.23E+004.23E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0038.95E-014.46E-016.12E+006.12E+006.12E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0048.60E-015.11E-017.66E+007.66E+007.66E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0058.24E-015.66E-018.97E+008.97E+008.97E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0067.89E-016.15E-019.60E+009.60E+009.60E+000.00E+000.00E+000.00E+001.00E+026.64E-010.00E+0077.54E-016.57E-011.01E+011.01E+011.01E+010.00E+000.00E+000.00E+001.00E+022.78E+000.00E+0087.18E-016.96E-011.06E+011.06E+011.06E+010.00E+000.00E+000.00E+001.00E+024.62E+000.00E+0096.83E-017.30E-011.08E+011.08E+011.08E+010.00E+000.00E+000.00E+001.00E+026.24E+000.00E+00106.48E-017.62E-011.10E+011.10E+011.10E+010.00E+000.00E+000.00E+001.00E+027.66E+000.00E+00116.13E-017.90E-011.11E+011.11E+011.11E+010.00E+000.00E+000.00E+001.00E+028.90E+000.00E+00125.77E-018.17E-011.11E+011.11E+011.11E+010.00E+000.00E+000.00E+001.00E+029.98E+000.00E+00135.42E-018.40E-011.11E+011.11E+011.11E+010.00E+000.00E+000.00E+001.00E+021.09E+010.00E+00145.07E-018.62E-011.09E+011.09E+011.09E+010.00E+000.00E+000.00E+001.00E+021.17E+010.00E+00154.72E-018.82E-011.07E+011.07E+011.07E+010.00E+000.00E+000.00E+001.00E+021.22E+010.00E+00164.36E-019.00E-011.04E+011.04E+011.04E+010.00E+000.00E+000.00E+001.00E+021.26E+010.00E+00174.01E-019.16E-011.01E+011.01E+011.01E+010.00E+000.00E+000.00E+001.00E+021.29E+010.00E+00183.66E-019.31E-019.70E+009.70E+009.70E+000.00E+000.00E+000.00E+001.00E+021.30E+010.00E+00193.31E-019.44E-019.26E+009.26E+009.26E+000.00E+000.00E+000.00E+001.00E+021.31E+010.00E+00202.95E-019.55E-018.78E+008.78E+008.78E+000.00E+000.00E+000.00E+001.00E+021.31E+010.00E+00212.60E-019.66E-018.23E+008.23E+008.23E+000.00E+000.00E+000.00E+001.00E+021.29E+010.00E+00222.25E-019.74E-017.61E+007.61E+007.61E+000.00E+000.00E+000.00E+001.00E+021.24E+010.00E+00231.90E-019.82E-016.95E+006.95E+006.95E+000.00E+000.00E+000.00E+001.00E+021.18E+010.00E+00241.55E-019.88E-016.24E+006.24E+006.24E+000.00E+000.00E+000.00E+001.00E+021.11E+010.00E+00251.19E-019.93E-015.50E+005.50E+005.50E+000.00E+000.00E+000.00E+001.00E+021.04E+010.00E+00268.40E-029.96E-014.60E+004.60E+004.60E+000.00E+000.00E+000.00E+001.00E+028.78E+000.00E+00274.88E-029.99E-013.65E+003.65E+003.65E+000.00E+000.00E+000.00E+001.00E+026.95E+000.00E+00281.36E-021.00E+002.65E+002.65E+002.65E+000.00E+000.00E+000.00E+001.00E+025.05E+000.00E+0029-2.17E-021.00E+001.59E+001.59E+001.59E+000.00E+000.00E+000.00E+001.00E+022.86E+000.00E+0030-5.69E-029.98E-014.73E-014.73E-014.73E-010.00E+000.00E+000.00E+001.00E+025.05E-010.00E+005.4特殊运行条件稳定性分析据尾矿坝现状及设计书，确定在尾矿坝目前洪水运行条件下的库水4.00,正常运用,上游水位MinFs=1.2242(运行期,下游坡,有效应力-瑞典法,0.15g)上图为计算结果图。可知在特殊运行条件下，坝体最危险滑动圆弧面的最小安全系数FS=1.2242。计算控制过程如下:工程名称;D:\2007.4.16稳定行分析\xxxx\分析过程\边坡分析\特殊边坡.dwg土条宽度:0.2174工况:运行期，下游坡计算方法:有效应力法，1-瑞典法(圆弧)安全系数:1.2242地震加速度:0.15g坝底高程:0坝顶高程:5计算日期:07-04-18,15:35:45=======================分条基本数据==================================h1=浸润线以上、同时坡外水位以上部分的高度，自然容重h2=浸润线以下、坡外水位以上部分的高度，饱和容重h3=浸润线以上、坡外水位以下部分的高度，自然容重－水容重h4=坡外水位以下、同时浸润线以下部分的高度，浮容重z=土条底部淹没在坡外水位以下的高度z1+土条顶部淹没在水位以下的高度z2土条号地面高程总高度zh1h2h3h4y方向超载CFy15.00E+004.13E-010.00E+004.13E-010.00E+000.00E+000.00E+000.00E+007.84E+0034.00025.00E+001.10E+000.00E+001.10E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00035.00E+001.60E+000.00E+001.60E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00045.00E+002.00E+000.00E+002.00E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00055.00E+002.34E+000.00E+002.34E+000.00E+000.00E+000.00E+000.00E+007.84E+0034.00064.84E+002.48E+000.00E+002.41E+006.64E-020.00E+000.00E+000.00E+007.84E+0034.00074.65E+002.55E+000.00E+002.27E+002.78E-010.00E+000.00E+000.00E+007.84E+0034.00084.45E+002.59E+00-2.38E-082.12E+004.62E-010.00E+000.00E+000.00E+007.84E+0034.00094.25E+002.60E+000.00E+001.98E+006.24E-010.00E+000.00E+000.00E+007.84E+0034.000104.05E+002.60E+000.00E+001.83E+007.66E-010.00E+000.00E+000.00E+007.84E+0034.000113.85E+002.58E+004.77E-081.69E+008.90E-010.00E+000.00E+000.00E+007.84E+0034.000123.66E+002.54E+004.77E-081.54E+009.98E-010.00E+000.00E+000.00E+007.84E+0034.000133.46E+002.49E+000.00E+001.40E+001.09E+000.00E+000.00E+000.00E+007.84E+0034.000143.26E+002.43E+000.00E+001.25E+001.17E+000.00E+000.00E+000.00E+007.84E+0034.000153.06E+002.35E+004.77E-081.13E+001.22E+000.00E+000.00E+000.00E+007.84E+0034.000162.87E+002.26E+004.77E-081.01E+001.26E+000.00E+000.00E+000.00E+007.84E+0034.000172.67E+002.17E+000.00E+008.81E-011.29E+000.00E+000.00E+000.00E+007.84E+0034.000182.47E+002.06E+000.00E+007.56E-011.30E+000.00E+000.00E+000.00E+007.84E+0034.000192.27E+001.94E+000.00E+006.32E-011.31E+000.00E+000.00E+000.00E+007.84E+0034.000202.08E+001.82E+00-4.77E-085.07E-011.31E+000.00E+000.00E+000.00E+007.84E+0034.000211.88E+001.68E+000.00E+003.95E-011.29E+000.00E+000.00E+000.00E+007.84E+0034.000221.68E+001.54E+004.77E-083.02E-011.24E+000.00E+000.00E+000.00E+007.84E+0034.000231.48E+001.39E+000.00E+002.09E-011.18E+000.00E+000.00E+000.00E+007.84E+0034.000241.28E+001.23E+00-4.77E-081.16E-011.11E+000.00E+000.00E+000.00E+007.84E+0034.000251.09E+001.06E+00-2.38E-082.23E-021.04E+000.00E+000.00E+000.00E+007.84E+0034.000268.90E-018.84E-01-1.19E-086.04E-038.78E-010.00E+000.00E+000.00E+007.84E+0034.000276.92E-017.01E-01-1.19E-085.35E-036.95E-010.00E+000.00E+000.00E+007.84E+0034.000284.94E-015.10E-01-2.38E-084.66E-035.05E-010.00E+000.00E+000.00E+007.84E+0034.000292.97E-013.11E-01-1.19E-082.50E-022.86E-010.00E+000.00E+000.00E+007.84E+0034.000309.89E-021.05E-01-1.49E-095.45E-025.05E-020.00E+000.00E+000.00E+007.84E+0034.000========================分条计算数据==================================条号SinACosA总重(惯性力用)土条重分母重(降落期)施工重sigma-ysigma-nsigma3uu'19.67E-012.55E-011.58E+001.58E+001.58E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0029.31E-013.66E-014.23E+004.23E+004.23E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0038.95E-014.46E-016.12E+006.12E+006.12E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0048.60E-015.11E-017.66E+007.66E+007.66E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0058.24E-015.66E-018.97E+008.97E+008.97E+000.00E+000.00E+000.00E+001.00E+020.00E+000.00E+0067.89E-016.15E-019.60E+009.60E+009.60E+000.00E+000.00E+000.00E+001.00E+026.64E-010.00E+0077.54E-016.57E-011.01E+011.01E+011.01E+010.00E+000.00E+000.00E+001.00E+022.78E+000.00E+0087.18E-016.96E-011.06E+011.06E+011.06E+010.00E+000.00E+000.00E+001.00E+024.62E+000.00E+0096.83E-017.30E-011.08E+011.08E+011.08E+010.00E+000.00E+000.00E+001.00E+026.24E+000.00E+00106.48E-017.62E-011.10E+011.10E+011.10E+010.00E+000.00E+000.00E+001.00E+027.66E+000.00E+00116.13E-017.90E-011.11E+011.11E+011.11E+010.00E+000.00E+000.00E+001.00E+028.90E+000.00E+00125.77E-018.17E-011.11E+011.11E+011.11E+010.00E+000.00E+000.00E+001.00E+029.98E+000.00E+00135.42E-018.40E-011.11E+011.11E+011.11E+010.00E+000.00E+000.00E+001.00E+021.09E+010.00E+00145.07E-018.62E-011.09E+011.09E+011.09E+010.00E+000.00E+000.00E+001.00E+021.17E+010.00E+00154.72E-018.82E-011.07E+011.07E+011.07E+010.00E+000.00E+000.00E+001.00E+021.22E+010.00E+00164.36E-019.00E-011.04E+011.04E+011.04E+010.00E+000.00E+000.00E+001.00E+021.26E+010.00E+00174.01E-019.16E-011.01E+011.01E+011.01E+010.00E+000.00E+000.00E+001.00E+021.29E+010.00E+00183.66E-019.31E-019.70E+009.70E+009.70E+000.00E+000.00E+000.00E+001.00E+021.30E+010.00E+00193.31E-019.44E-019.26E+009.26E+009.26E+000.00E+000.00E+000.00E+001.00E+021.31E+010.00E+00202.95E-019.55E-018.78E+008.78E+008.78E+000.00E+000.00E+000.00E+001.00E+021.31E+010.00E+00212.60E-019.66E-018.23E+008.23E+008.23E+000.00E+000.00E+000.00E+001.00E+021.29E+010.00E+00222.25E-019.74E-017.61E+007.61E+007.61E+000.00E+000.00E+000.00E+001.00E+021.24E+010.00E+00231.90E-019.82E-016.95E+006.95E+006.95E+000.00E+000.00E+000.00E+001.00E+021.18E+010.00E+00241.55E-019.88E-016.24E+006.24E+006.24E+000.00E+000.00E+000.00E+001.00E+021.11E+010.00E+00251.19E-019.93E-015.50E+005.50E+005.50E+000.00E+000.00E+000.00E+001.00E+021.04E+010.00E+00268.40E-029.96E-014.60E+004.60E+004.60E+000.00E+000.00E+000.00E+001.00E+028.78E+000.00E+00274.88E-029.99E-013.65E+003.65E+003.65E+000.00E+000.00E+000.00E+001.00E+026.95E+000.00E+00281.36E-