深部软岩大断面硐室围岩变形破坏机理及其控制  

Deformation and failure mechanism of surrounding rock of deep soft rock large section chamber and control

作　　者：唐进 吴开洪 王志修 刘鑫 吉昱钦 赵星如 TANG Jin;WU Kaihong;WANG Zhixiu;LIU Xin;JI Yuqin;ZHAO Xingru(Yiliang Chihong Mining Co.,Ltd.,Zhaotong 657600,China;BGRMM Technology Group,Beijing 102628,China;School of Resources and Geosciences,China University of Mining and Technology,Xuzhou 221116,China;Daye Nonferrous Metals Group Holdings Co.,Ltd.,Huangshi 435005,China)

机构地区：[1]彝良驰宏矿业有限公司,云南昭通657600 [2]矿冶科技集团有限公司,北京102628 [3]中国矿业大学资源与地球科学学院,江苏徐州221116 [4]大冶有色金属集团控股有限公司,湖北黄石435005

出　　处：《中国矿业》2025年第4期87-96,共10页China Mining Magazine

基　　金：国家重点研发计划项目“深井大规模开采岩体力学理论与动力灾害防治技术”资助(编号:2022YFC2904102);国家自然科学基金青年科学基金项目资助(编号:52204091);北京市科技新星计划项目资助(编号:20230484242)。

摘　　要：深井复杂地层矿山大断面软岩硐室在高应力、开挖扰动及自身软岩影响下,常发生严重变形破坏,威胁工程安全。本文以毛坪铅锌矿盲混合井大断面软岩卷扬机房硐室为研究对象,通过岩体质量评价、现场破坏形式调查及原支护方案下围岩变形破坏机制分析,系统探讨了软岩大断面硐室围岩变形破坏机理及影响因素。研究结果表明:①现场调查得出硐室围岩的岩体质量极差,节理裂隙发育,松散软弱,主要破坏形式有帮部开裂、顶部石炭系地层垮塌及支护结构破坏,破坏主要受地质因素、设计因素及施工因素共同影响;②通过软岩塑性区理论计算,揭示了支护力与塑性区半径的关系,提出了“720 kN级抗剪预应力长锚索+600 kN级预应力锚索+300 kN级预应力锚索+钢板+喷射混凝土+钢带+卷扬机基础底板C40钢筋混凝土”的综合加固方案;③采用FLAC3D数值模拟分析得出:硐室开挖后围岩应力集中明显,最大位移达11 cm,随时间增加变形持续增大,300 d后位移达29 cm;支护后围岩变形逐步收敛,位移稳定在31 cm,验证了加固方案的有效性;④现场监测数据显示,锚索应力计受力在60 d后趋于稳定,围岩变形得到有效控制,卷扬机房硐室围岩稳定性显著提升。该研究成果显著提高了围岩自承能力和整体支护强度,有效控制了围岩流变,为类似深井复杂地层大断面软岩硐室工程的设计与施工提供了理论依据和实践参考。Under the influence of high stress,excavation disturbance and soft rock,the large section soft rock refuge in deep complex stratum mines often undergoes serious deformation and damage,which threatens the safety of the project.In this paper,it takes the large section soft rock winch chamber of Maoping Lead-Zinc Mine as the object of study,and systematically investigate the deformation and damage mechanism of the soft rock chamber through the evaluation of the quality of the rock body,onsite investigation of the damage form,and analysis of the deformation and damage mechanism of the surrounding rock under the original support scheme.The results of the study show that:①the quality of the rock body of the refuge chamber is very poor,the joints and fissures are developed,loose and weak,and the main forms of damage are cracking in the gang part,collapse of the Carboniferous strata on the top,and destruction of the supporting structure,which is mainly affected by the geological factors,design factors,and construction factors.②Through the theoretical calculation of the soft rock plastic zone,the relationship between the supporting force and the radius of plastic zone is revealed,and the comprehensive reinforcement scheme of“720 kN grade shear prestressing long anchor cable+600 kN grade prestressing anchor cable+300 kN grade prestressing anchor cable+steel plate+shotcrete+steel belt+C40 reinforced concrete of winch foundation base plate”is proposed.③According to the numerical simulation analysis using FLAC3D,after the excavation of the chamber,the surrounding rock stresses are concentrated,and the maximum displacement reaches 11 cm,and the deformation continues to increase with time,and the displacement reaches 29 cm after 300 days;after the support,the surrounding rock deformation gradually converges,and the displacement is stabilized at 31 cm,which verified the validity of the reinforcement plan.④The on-site monitoring data show that the anchor stress gauge tends to be stabilized after 60 days,and the deform

关 键 词：软岩 大断面硐室 变形破坏机理 加固方案 数值模拟 

分 类 号：TD354[矿业工程—矿井建设]