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为进一步探讨岩溶洞穴盖层稳定性分析方法,运用ANSYS软件对不同尺寸共36个洞穴模型进行了模拟分析,得到了关于地表拉压应力区范围的线性拟合公式;根据地表压应力区范围和洞穴跨径大小将其分为Ⅰ型和Ⅱ型洞穴,并对塌落体周界水平应力分布进行了修正,采用极限平衡理论得到了岩溶洞穴盖层塌落体稳定系数计算式。实例分析表明,跨径为6 m的Ⅰ型洞穴盖层塌落体稳定系数随半径呈先减小后增大的趋势,稳定性最差的塌落体半径约1.4 m,即该洞穴容易局部失稳发生坛形塌陷,计算结果与现实情况较为吻合,表明本文中提出的岩溶洞穴土质盖层稳定性计算方法具有一定的理论参考价值。
In order to further explore the method of analyzing the stability of karst caverns, ANSYS software was used to simulate a total of 36 cave models with different sizes. The linear fitting formula of the range of surface tension and compression stress zones was obtained. According to the range of surface compressive stress zones and The caves are divided into type I and type II caves according to the span size, and the horizontal stress distribution in the perimeter of the slump body is corrected. The calculation formula of the stability coefficient of the caving cave caving body is obtained by using the limit equilibrium theory. The case study shows that the stability coefficient of type I caverns with a span of 6 m decreases first and then increases with the increase of radius, and the worst stability slump has a radius of about 1.4 m, ie, the cave is prone to local instability The alluvial-shaped collapse has occurred. The calculation results are in good agreement with the actual situation, which shows that the calculation method of the stratum stability in karst cave soil proposed in this paper has certain theoretical reference value.