大红山铁矿露天采场边坡稳定性研究
发布时间：2018-08-29 09:33
【摘要】：大红山浅部熔岩铁矿位于矿区曼岗河以东,矿体埋藏较浅,适合采用沿岸坡露天开采。设计的采场坡顶线标高为1165m,坡底线标高为730m,垂直高度430米。通过对比类似露采矿山的开采经验设定开采台阶坡面角为65°,边坡的最终坡角为46°。采场现已开采至910平台,为保证安全生产提高开采效益,需对采场边坡进行稳定性评估,在此基础上进行开挖坡角的优化,以提高矿山经济利益。本文以岩体质量为基础,在此基础上根据CSMR法对边坡的稳定性进行定性评估,依据两条典型剖面的地层分布情况,利用有限元强度折减软件——Midas GTS NX模拟了边坡在各开采阶段的稳定稳定性系数,对比两条剖面最终的稳定性系数,取最小值作为采场边坡的安全性系数。取得的主要成果和认识如下:1、根据边坡岩体的岩性特征将采场岩体划分为四个工程岩组:松散岩组、半坚硬沉积岩组、坚硬变质岩组、坚硬侵入岩组;将采场边坡分为俩个区段,950平台之上的片岩边坡区段;950平台之下的熔岩边坡区段。2、统计分析采场主要岩体的节理裂隙,得出片岩边坡岩体主要发育有四组优势结构面,其中J3节理不利于边坡的稳定;熔岩边坡区段岩体发育俩组优势结构面,与边坡呈反向分布,有利于边坡的稳定。3、依据采场岩体RMR评分值判断采场岩体除砂岩外均为好岩体。采用CSMR法对采场边坡的稳定性进行分级,求得的最小CSMR值为61.9,据此将边坡稳定性等级定为ⅡI级稳定,边坡出现局部的掉块以点状加固为主。4、采用Hoek-Brown准则求取岩体力学强度参数,利用有限元强度折减软件——Midas GTS NX求取边坡在各开采阶段的稳定性系数。5、根据潜在滑移面云图知采场边坡潜在滑移面为弧形,随着开采深度的增加潜在滑移面下移,稳定系数减小,采场的最终稳定性系数介于1.34-1.44之间。6、对A36号剖面进行放大台阶坡面角模拟,求得的最终边坡的稳定性系数为1.21,满足矿山安全生产,因此在采场的未开采区可以根据矿石的分布情况采取放大台阶坡面角的方式进行开采以提高开采效益。
[Abstract]:Dayongshan shallow lava iron deposit is located in the east of Mangang River, and the orebody is shallow buried, so it is suitable for open-pit mining along the coast slope. The elevation of the slope top line is 1165 m, the bottom line elevation is 730 m, and the vertical height is 430 m. By comparing the mining experience of similar open mining mines, the slope angle of mining step is 65 掳and the final slope angle of slope is 46 掳. The stope has been mined to 910 platform. In order to ensure safe production and improve mining efficiency, it is necessary to evaluate the stability of stope slope, and on this basis to optimize the excavation slope angle in order to improve the economic benefits of the mine. Based on the quality of rock mass, the stability of slope is evaluated qualitatively by CSMR method, and the stratigraphic distribution of two typical sections is analyzed. Using the finite element strength reduction software Midas GTS NX, the stability coefficient of the slope in each mining stage is simulated, the final stability coefficient of the two sections is compared, and the minimum value is taken as the safety coefficient of the stope slope. According to the lithologic characteristics of the slope rock mass, the stope rock mass is divided into four engineering rock groups: loose rock group, semi-hard sedimentary rock group, hard metamorphic rock group, hard intrusive rock group; The stope slope is divided into two sections, the schist slope section above the platform of Kui 950, and the section of lava slope below the platform of platform No. 950. By statistical analysis of the joints and fractures of the main rock mass in the stope, it is concluded that there are four groups of dominant structural planes mainly developed in the schist slope rock mass. J3 joints are not conducive to the stability of the slope, and two groups of dominant structural planes are developed in the section of the lava slope, which is opposite to the slope, which is favorable to the stability of the slope. According to the RMR score of the stope rock mass, it is judged that the stope rock mass is a good rock mass except sandstone. The stability of stope slope is classified by CSMR method, and the minimum CSMR value is 61.9. According to this, the slope stability grade is classified as 鈪，
本文编号：2210803
[Abstract]:Dayongshan shallow lava iron deposit is located in the east of Mangang River, and the orebody is shallow buried, so it is suitable for open-pit mining along the coast slope. The elevation of the slope top line is 1165 m, the bottom line elevation is 730 m, and the vertical height is 430 m. By comparing the mining experience of similar open mining mines, the slope angle of mining step is 65 掳and the final slope angle of slope is 46 掳. The stope has been mined to 910 platform. In order to ensure safe production and improve mining efficiency, it is necessary to evaluate the stability of stope slope, and on this basis to optimize the excavation slope angle in order to improve the economic benefits of the mine. Based on the quality of rock mass, the stability of slope is evaluated qualitatively by CSMR method, and the stratigraphic distribution of two typical sections is analyzed. Using the finite element strength reduction software Midas GTS NX, the stability coefficient of the slope in each mining stage is simulated, the final stability coefficient of the two sections is compared, and the minimum value is taken as the safety coefficient of the stope slope. According to the lithologic characteristics of the slope rock mass, the stope rock mass is divided into four engineering rock groups: loose rock group, semi-hard sedimentary rock group, hard metamorphic rock group, hard intrusive rock group; The stope slope is divided into two sections, the schist slope section above the platform of Kui 950, and the section of lava slope below the platform of platform No. 950. By statistical analysis of the joints and fractures of the main rock mass in the stope, it is concluded that there are four groups of dominant structural planes mainly developed in the schist slope rock mass. J3 joints are not conducive to the stability of the slope, and two groups of dominant structural planes are developed in the section of the lava slope, which is opposite to the slope, which is favorable to the stability of the slope. According to the RMR score of the stope rock mass, it is judged that the stope rock mass is a good rock mass except sandstone. The stability of stope slope is classified by CSMR method, and the minimum CSMR value is 61.9. According to this, the slope stability grade is classified as 鈪，
本文编号：2210803
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