礦庫(kù)壩體穩(wěn)定性分析報(bào)告

礦庫(kù)壩體穩(wěn)定性分析報(bào)告 1 2 2 2 3 3 4 4 5 5 6 7 7 7 8 8 9 9 28 35 35 36 選礦廠尾礦庫(kù)的安全運(yùn)行，根據(jù)《尾礦庫(kù)安全技術(shù)規(guī)程》局令第6號(hào)）的要求，唐山xx礦業(yè)有限公司委托xxxx工程勘察設(shè)計(jì)有限公司，對(duì)該公司xx尾礦庫(kù)進(jìn)行尾礦壩穩(wěn)定性分析。對(duì)尾礦壩的穩(wěn)定性進(jìn)行分析計(jì)算的目的是貫徹“安全第一、預(yù)防為主、綜合治理”的安全方針，提高尾礦庫(kù)的本質(zhì)安全程度和使用單位的安全管理水平，降低安全風(fēng)險(xiǎn)，預(yù)防事故發(fā)生，以確保不垮壩、不潰庫(kù)，切實(shí)保障人民生命和財(cái)產(chǎn)安全，同時(shí)，為安全監(jiān)督2.穩(wěn)定性計(jì)算分析依據(jù)2.1依據(jù)的法規(guī)文件《尾礦庫(kù)安全監(jiān)督管理規(guī)定》國(guó)家安全生產(chǎn)監(jiān)督管理總局令第6號(hào)2.2依據(jù)的其它文件《唐山xx礦業(yè)有限公司尾礦壩工程地質(zhì)勘察報(bào)告》xx工程勘察《唐山xx礦業(yè)有限公司xx尾礦庫(kù)整改設(shè)計(jì)方案》xx礦xx有限3．尾礦庫(kù)概述3.1庫(kù)區(qū)位置及自然地形地貌唐山xx礦業(yè)有限公司xx尾礦庫(kù)位于xx市xx鎮(zhèn)xx村，有鄉(xiāng)間xx市境內(nèi)河流較多，有灤河、青龍河、冷口沙河、白洋河、沙50km，水量充足，最大流量達(dá)24800m3/s。全市水資源總量達(dá)3.27xx市主要地貌類型為中低山區(qū)，地質(zhì)構(gòu)造位于燕山臺(tái)褶帶馬蘭草炭等。近年來(lái)，以鐵礦為主，采礦選礦及礦產(chǎn)品加工已成為該市的經(jīng)濟(jì)支柱。xx市政府大力支持本縣礦業(yè)的發(fā)展，加快3.2氣象特征xx市屬溫帶大陸性氣候。冬季寒冷干燥，夏季高溫潮濕，季風(fēng)根據(jù)xx市及盧龍縣氣象站的氣象觀測(cè)資料，區(qū)內(nèi)年降水量有3.3尾礦壩現(xiàn)狀唐山xx礦業(yè)有限公司xx尾礦庫(kù)位于xx市xx鎮(zhèn)xx村，有鄉(xiāng)間現(xiàn)場(chǎng)勘察時(shí)尾礦庫(kù)內(nèi)干灘長(zhǎng)度約50米，滿足規(guī)程要4.地勘報(bào)告概述xxxx工程勘察設(shè)計(jì)有限公司2007年1月受唐山xx礦業(yè)有限公4.1地層巖性采用地面調(diào)查與DZQ-12A高分辨地震儀相結(jié)合的方法進(jìn)行勘黃色，稍濕，較硬，屬中等—強(qiáng)風(fēng)化程度。松散易碎，塊狀構(gòu)該層厚度為4～19m左右，平均厚度為12m。4.2巖土物理力學(xué)性質(zhì)根據(jù)室內(nèi)土工試驗(yàn)結(jié)果及原位測(cè)試所取得的指標(biāo)①②③5.尾礦壩穩(wěn)定性分析5.1穩(wěn)定性分析概述5.1.1穩(wěn)定性分析流程邊坡穩(wěn)定性分析。穩(wěn)定性分析流程如下: ↓↓5.1.2計(jì)算剖面的確定5.1.3荷載工況的選取根據(jù)《尾礦庫(kù)安全技術(shù)規(guī)程》AQ2006－2005有關(guān)規(guī)定，尾礦壩荷載組合荷載類別12345正常運(yùn)行總應(yīng)力法有有有效應(yīng)力法有有有洪水運(yùn)行總應(yīng)力法有有有效應(yīng)力法有有有特殊運(yùn)行總應(yīng)力法有有有效應(yīng)力法有有有5.1.4計(jì)算方法的確定Σ[(W±V)sinα+Mc/R]K=Σ{[(W±V)cosα-ubsecα-Σ[(W±V)sinα+Mc/R]5.1.5計(jì)算軟件簡(jiǎn)介在對(duì)尾礦壩進(jìn)行滲流分析計(jì)算時(shí)，采用水工結(jié)構(gòu)有限元分析系對(duì)尾礦壩體進(jìn)行邊坡穩(wěn)定性分析時(shí)亦采用土石壩邊坡穩(wěn)定分析5.1.6計(jì)算參數(shù)的確定5.2正常運(yùn)行條件穩(wěn)定性分析5.2.1正常水位條件下的滲流穩(wěn)定性分析單寬滲流量＝6.65E-06(上游水位:3.50)上圖中紅線表示在正常水位條件下尾礦壩的滲流浸潤(rùn)線，從中壓力水頭,1.60E-01to4.28E-01壓力水頭,1.60E-01to4.28E-01單寬滲流量＝6.65E-06(上游水位:3.50)水頭水頭,2.18E+00to2.80E+00單寬滲流量＝6.65E-06(上游水位:3.50)流速流速,Vmax=8.83E-06單寬滲流量＝6.65E-06(上游水位:3.50)總流速,2.35E-06總流速,2.35E-06to2.88E-06單寬滲流量＝6.65E-06(上游水位:3.50)y方向流速,-3.44E-07to-1.73E-07單寬滲流量＝6.65E-06(上游水位:3.50)y方向流速,-3.44E-07to-1.73E-07單寬滲流量＝6.65E-06(上游水位:3.50)總水力坡降,1.59E-01to1.91E-01總水力坡降,1.59E-01to1.91E-01單寬滲流量＝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單寬滲流量＝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單寬滲流量＝6.65E-06(上游水位:3.50)5.2.2正常條件下壩體邊坡穩(wěn)定性分析3.50,正常運(yùn)用,上游水位MinFs=1.4352(運(yùn)行期,下游坡,有效應(yīng)力-瑞典法)上圖為計(jì)算結(jié)果圖?？芍谡＿\(yùn)行條件下，壩體最危險(xiǎn)滑動(dòng)圓分析計(jì)算過程控制如下:工程名稱;D:\2007.4.16穩(wěn)定行分析\xxxx\分析過程\邊坡分析\正常邊坡.dwg土條寬度:0.2174工況:運(yùn)行期，下游坡計(jì)算方法:有效應(yīng)力法，1-瑞典法(圓弧)安全系數(shù):1.4352地震加速度:0.00g計(jì)算日期:07-04-19,=======================分條基本數(shù)據(jù)==================================h1=浸潤(rùn)線以上、同時(shí)坡外水位以上部分的高度，自然容重h2=浸潤(rùn)線以下、坡外水位以上部分的高度，飽和容重h3=浸潤(rùn)線以上、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、同時(shí)浸潤(rùn)線以下部分的高度，浮容重z=土條底部淹沒在坡外水位以下的高度z1+土條頂部淹沒在水位以下的高度z2土條號(hào)地面高程總高度zh1h2h3h4y方向超載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========================分條計(jì)算數(shù)據(jù)==================================條號(hào)SinACosA總重(慣性力用)土條重分母重(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洪水運(yùn)行條件穩(wěn)定性分析5.3.1最高洪水位下滲流穩(wěn)定性分析將這些參數(shù)輸入分析軟件，計(jì)算得到該尾礦壩正常運(yùn)行期間的浸潤(rùn)單寬滲流量＝8.85E-06(上游水位:4.00)由上圖可以清楚地看到在洪水運(yùn)行條件下的滲流浸潤(rùn)線與正常浸潤(rùn)線的逸出點(diǎn)高度為0.83m。略高于正常運(yùn)行條件下的0.67米逸等壓線227222757571262壓力水頭,5.11E-01to6.27E-0157571262水頭,2.81E+00to3.29E+00水頭,2.81E+00to3.29E+00單寬滲流量＝8.85E-06(上游水位:4.00)流速流速,Vmax=9.67E-06單寬滲流量＝8.85E-06(上游水位:4.00)總流速,2.81E-06to3.61E-06單寬滲流量＝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單寬滲流量＝8.85E-06(上游水位:4.00)y方向流速,-4.07E-07to-3.42E-07單寬滲流量＝8.85E-06(上游水位:4.00)總水力坡降,1.78E-01總水力坡降,1.78E-01to2.09E-01單寬滲流量＝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單寬滲流量＝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單寬滲流量＝8.85E-06(上游水位:4.00)流分析的結(jié)果文字如下:穩(wěn)定滲流滲進(jìn)流量=滲出流量=8.85E-06-8.85E-065.3.2洪水運(yùn)行期間壩體邊坡穩(wěn)定性分析計(jì)算根據(jù)《尾礦庫(kù)安全技術(shù)規(guī)程》要求尾礦壩穩(wěn)定性分析考慮洪水運(yùn) 4.00,正常運(yùn)用,上游水位MinFs=1.3698(運(yùn)行期,下游坡,有效應(yīng)力-瑞典法)弧面的最小安全系數(shù)FS=1.3698。計(jì)算控制過程如下:工程名稱;D:\2007.4.16穩(wěn)定行分析\xxxx\分析過程\邊坡分析\洪水邊坡.dwg土條寬度:0.2174工況:運(yùn)行期，下游坡計(jì)算方法:有效應(yīng)力法，1-瑞典法(圓弧)安全系數(shù):1.3698地震加速度:0.00g計(jì)算日期:07-04-18,16:03:58=======================分條基本數(shù)據(jù)==================================h1=浸潤(rùn)線以上、同時(shí)坡外水位以上部分的高度，自然容重h2=浸潤(rùn)線以下、坡外水位以上部分的高度，飽和容重h3=浸潤(rùn)線以上、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、同時(shí)浸潤(rùn)線以下部分的高度，浮容重z=土條底部淹沒在坡外水位以下的高度z1+土條頂部淹沒在水位以下的高度z2土條號(hào)地面高程總高度zh1h2h3h4y方向超載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========================分條計(jì)算數(shù)據(jù)==================================條號(hào)SinACosA總重(慣性力用)土條重分母重(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特殊運(yùn)行條件穩(wěn)定性分析據(jù)尾礦壩現(xiàn)狀及設(shè)計(jì)書，確定在尾礦壩目前洪水運(yùn)行條件下的庫(kù)水4.00,正常運(yùn)用,上游水位MinFs=1.2242(運(yùn)行期,下游坡,有效應(yīng)力-瑞典法,0.15g)上圖為計(jì)算結(jié)果圖?？芍谔厥膺\(yùn)行條件下，壩體最危險(xiǎn)滑動(dòng)圓弧面的最小安全系數(shù)FS=1.2242。計(jì)算控制過程如下:工程名稱;D:\2007.4.16穩(wěn)定行分析\xxxx\分析過程\邊坡分析\特殊邊坡.dwg土條寬度:0.2174工況:運(yùn)行期，下游坡計(jì)算方法:有效應(yīng)力法，1-瑞典法(圓弧)安全系數(shù):1.2242地震加速度:0.15g壩底高程:0壩頂高程:5計(jì)算日期:07-04-18,15:35:45=======================分條基本數(shù)據(jù)==================================h1=浸潤(rùn)線以上、同時(shí)坡外水位以上部分的高度，自然容重h2=浸潤(rùn)線以下、坡外水位以上部分的高度，飽和容重h3=浸潤(rùn)線以上、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、同時(shí)浸潤(rùn)線以下部分的高度，浮容重z=土條底部淹沒在坡外水位以下的高度z1+土條頂部淹沒在水位以下的高度z2土條號(hào)地面高程總高度zh1h2h3h4y方向超載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========================分條計(jì)算數(shù)據(jù)==================================條號(hào)SinACosA總重(慣性力用)土條重分母重(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-