岩土力学
巖土力學
암토역학
ROCK AND SOIL MECHANICS
2014年
z1期
156-164
,共9页
极限曲线法%变形破坏准则%安全度%破坏度
極限麯線法%變形破壞準則%安全度%破壞度
겁한곡선법%변형파배준칙%안전도%파배도
limit curve method%deformation failure criterion%degree of safety%degree of failure
基于滑移线场理论，按边坡坡面变形量评价其稳定性，提出均质边坡极限曲线法。该法是求有重边坡极限荷载的逆过程，也是强度折减法的对偶过程。以特征线法差分方程组（SCM）和试验方程近似公式（CCM）求得的极限坡面曲线与坡面线相交为变形破坏准则，定义了安全度（DOS）和破坏度（DOF）2个评价指标。该方法不必假设和搜索临界滑动面。经典考题和典型算例的验算表明，随着节点的增加 SCM 法计算精度增加，边界步长不变时，3次样条插值求得的变形破坏准则判断值不变，说明 SCM 算法稳定。典型算例的计算数据和图例表明，边坡角变大时边坡稳定性降低，极限坡面曲线与坡面由无交点变为有交点，证明了变形破坏准则的正确性。由2个例题计算结果对比可知，安全系数较大时，SCM 法、CCM法计算结果与其具有可比性，相对于原边界条件增加了外荷载；安全系数变小时，SCM 法、CCM 法偏于保守。34个样本计算正确率为安全系数法67.7%，应力状态法73.5%，CCM 法79.4%，SCM 法70.6%，表明 SCM 法和 CCM 法正确率较高，计算结果可靠，SCM 法、CCM 法因素敏感性分析结论与安全系数法完全一致。在露天矿边坡稳定性和最终边坡角的分析与计算中，SCM 法、CCM 法结论与原报告相同，当参数变小时 CCM 法更有利于实践，具有一定的工程应用价值。
基于滑移線場理論，按邊坡坡麵變形量評價其穩定性，提齣均質邊坡極限麯線法。該法是求有重邊坡極限荷載的逆過程，也是彊度摺減法的對偶過程。以特徵線法差分方程組（SCM）和試驗方程近似公式（CCM）求得的極限坡麵麯線與坡麵線相交為變形破壞準則，定義瞭安全度（DOS）和破壞度（DOF）2箇評價指標。該方法不必假設和搜索臨界滑動麵。經典攷題和典型算例的驗算錶明，隨著節點的增加 SCM 法計算精度增加，邊界步長不變時，3次樣條插值求得的變形破壞準則判斷值不變，說明 SCM 算法穩定。典型算例的計算數據和圖例錶明，邊坡角變大時邊坡穩定性降低，極限坡麵麯線與坡麵由無交點變為有交點，證明瞭變形破壞準則的正確性。由2箇例題計算結果對比可知，安全繫數較大時，SCM 法、CCM法計算結果與其具有可比性，相對于原邊界條件增加瞭外荷載；安全繫數變小時，SCM 法、CCM 法偏于保守。34箇樣本計算正確率為安全繫數法67.7%，應力狀態法73.5%，CCM 法79.4%，SCM 法70.6%，錶明 SCM 法和 CCM 法正確率較高，計算結果可靠，SCM 法、CCM 法因素敏感性分析結論與安全繫數法完全一緻。在露天礦邊坡穩定性和最終邊坡角的分析與計算中，SCM 法、CCM 法結論與原報告相同，噹參數變小時 CCM 法更有利于實踐，具有一定的工程應用價值。
기우활이선장이론，안변파파면변형량평개기은정성，제출균질변파겁한곡선법。해법시구유중변파겁한하재적역과정，야시강도절감법적대우과정。이특정선법차분방정조（SCM）화시험방정근사공식（CCM）구득적겁한파면곡선여파면선상교위변형파배준칙，정의료안전도（DOS）화파배도（DOF）2개평개지표。해방법불필가설화수색림계활동면。경전고제화전형산례적험산표명，수착절점적증가 SCM 법계산정도증가，변계보장불변시，3차양조삽치구득적변형파배준칙판단치불변，설명 SCM 산법은정。전형산례적계산수거화도례표명，변파각변대시변파은정성강저，겁한파면곡선여파면유무교점변위유교점，증명료변형파배준칙적정학성。유2개례제계산결과대비가지，안전계수교대시，SCM 법、CCM법계산결과여기구유가비성，상대우원변계조건증가료외하재；안전계수변소시，SCM 법、CCM 법편우보수。34개양본계산정학솔위안전계수법67.7%，응력상태법73.5%，CCM 법79.4%，SCM 법70.6%，표명 SCM 법화 CCM 법정학솔교고，계산결과가고，SCM 법、CCM 법인소민감성분석결론여안전계수법완전일치。재로천광변파은정성화최종변파각적분석여계산중，SCM 법、CCM 법결론여원보고상동，당삼수변소시 CCM 법경유리우실천，구유일정적공정응용개치。
Based on the theory of slip line field, this paper proposes a limit curve method of slope stability according to the deformation situation; the method is the inverse process for computing a heavy slope ultimate load and the dual process of strength reduction method. Defines two evaluation indexes: the degree of safety(DOS) and the degree of failure(DOF) according to the deformation failure criterion of the limit stable slope curve and the slope surface intersection computed by characteristic line difference method(SCM) and the slope limit experimental approximate formula(CCM). The method does not require assuming and searching critical slip surface. Classic examples and typical examples show that with the increase of nodes, the accuracy of SCM increases; when boundary step is constant, the judgment value obtained by three spline interpolation are unchanged, which proves the stability of SCM. Typical examples show that the larger the slope angle becomes, the lower the slope stability is; limit slope curve and slope is from without intersection to intersection, which proves that the correctness of the deformation failure criterion. Comparing the results from the two examples show that the safety factor is large and SCM, CCM results are comparable; this paper increases external load relative to the original boundary conditions; so the safety factor becomes smaller; SCM, CCM is conservative. To calculate the correct rate, this paper uses 34 samples: safety factor method is 67.7%, the stress state method is 73.5%, CCM is 79.4% and SCM is 70.6%, which indicates that SCM, CCM correct rate is higher. The conclusions of SCM, CCM factor sensitivity analysis and safety coefficient method are completely consistent. By analyzing and computing the slope stability and the ultimate slope angle of open pit mining, the report about SCM, CCM is the same as the original; when the parameter variable is smaller, CCM is more conducive to practice, which indicates that the method has a certain value in engineering applications.
