摘要
为了评价某西藏露天矿边坡在极端恶劣条件下的稳定性,以矿区边坡A-A剖面为典型研究对象,通过岩土力学室内试验和经验类比法确定岩体力学参数,采用ANSYS软件建立矿区边坡A-A剖面的计算模型,然后加载积雪和地震荷载,运用FLAC3D软件分析边坡的位移、剪应变增量和塑性区大小。结果表明:在开采过程中碎石土区域最大累计位移约为84.6 mm,岩质台阶面部位剪应变增量很小,为0.001以下,碎石土台阶边坡局部区域最大剪应变增量小于0.009 36,岩质台阶面部位以及碎石土边坡区域无塑性区,整体边坡以及局部碎石土区域台阶边坡稳定;在积雪和地震工况作用下,最大累计位移约为366.8 mm,岩质台阶面部位剪应变增量很小,为0.01以下,碎石土台阶边坡局部区域最大剪应变增量小于0.082,岩质台阶面部位有少量塑性区,碎石土边坡区域出现了较大的塑性区,其稳定性有所降低,但整体边坡仍能保持稳定。
In order to evaluate the stability of the mine slope of a certain open-pit copper mine under extreme conditions in Tibet,with the mining slope A-A profile as the typical research object,the rock mechanical parameters were gained through the rock and soil mechanics laboratory test and the experience analogy method,and the calculation model of slope A-A profile was established by ANSYS software. Then,loaded the heavy rains and seismic loading,the slope displacement,the shear strain increment and the plastic zone size were analyzed by FLAC3 Dsoftware. The results showed that under the condition of excavation,the biggest cumulative displacement of gravel soil area is about 84. 6 mm,and the facial shear strain increment is very small,which is under0. 001. The maximum shear strain increment of gravel soil slope steps rock is less than 0. 009 36. There is no plastic zone on the rocky steps and in the gravel soil slope area,and slope step and local gravel soil slope area step are stable. Under the heavy rains and seismic condition,the maximum cumulative displacement is about 366. 8 mm,and the maximum cumulative displacement of gravel soil area is about 84. 6 mm,with very small facial shear strain increment of under 0. 01. The maximum shear strain increment of local gravel soil slope steps rock is less than 0. 082. Rock face has a small plastic zone,and the gravel soil slope steps of area has a larger plastic zone wit a lower stability. But the slope remains stable as a whole.
出处
《金属矿山》
CAS
北大核心
2015年第8期143-146,共4页
Metal Mine
基金
国家自然科学基金青年基金项目(编号:51404305)
