袁大滩矿主斜井冻结壁变形规律及稳定性研究
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摘要
以袁大滩矿主斜井冻结法凿井施工为工程背景,利用数值模拟软件FLAC~(3D),建立斜井冻结壁模型,计算井筒掘砌过程中,冻结壁空帮段和新浇筑外层井壁段冻结壁变形,研究冻结壁塑性区分布和稳定性。结果表明:冻结壁空帮段暴露1 d后,顶板和两帮变形分别为194和124 mm,最大变形速度为9 mm/h;外层井壁施工后,冻结壁变形得到有效控制。为避免冻结壁产生长期蠕变变形,应及时浇筑内层井壁;空帮段塑性区范围约为2.5 m,大部分区域仍处于弹性状态。
Based on the freezing shaft sinking of the main inclined shaft in Yuandatan Mine as the engineering background,a numerical simulation software FLAC~(3 D) was applied to establish the freezing wall model of the inclined shaft,to calculate the freezing wall deformation at the empty section of the freezing wall and at the new poured outer shaft liner section during the excavation and lining process of the mine shaft,and to study the distribution and stability of the plastic zone in the freezing wall.The results showed that after the empty section of the freezing wall was exposed for one day,the deformation of the roof and the two sidewalls would be 194 and 124 mm individually,and the max deformation rate was 9 mm/h.After the outer shaft liner was constructed,the deformation of the freezing wall was effectively controlled.In order to avoid a long term creep deformation occurred in the freezing wall and the inner shaft liner should timely pour.The plastic zone scope at the empty section was about 2.5 m and the most area was yet in the plastic status.
Based on the freezing shaft sinking of the main inclined shaft in Yuandatan Mine as the engineering background,a numerical simulation software FLAC~(3 D) was applied to establish the freezing wall model of the inclined shaft,to calculate the freezing wall deformation at the empty section of the freezing wall and at the new poured outer shaft liner section during the excavation and lining process of the mine shaft,and to study the distribution and stability of the plastic zone in the freezing wall.The results showed that after the empty section of the freezing wall was exposed for one day,the deformation of the roof and the two sidewalls would be 194 and 124 mm individually,and the max deformation rate was 9 mm/h.After the outer shaft liner was constructed,the deformation of the freezing wall was effectively controlled.In order to avoid a long term creep deformation occurred in the freezing wall and the inner shaft liner should timely pour.The plastic zone scope at the empty section was about 2.5 m and the most area was yet in the plastic status.
引文
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[2] 姚直书,程桦,江开尧.深厚冲积层冻结法凿井外壁受力变形监测分析[J].煤炭工程,2015,47(10):38-41.
[3] 姚直书,王再举,程桦.冻结壁融化期间井壁受力变形分析与壁间注浆机理[J].煤炭学报,2015,40(6):1383-1389.
[4] 王育平,杜磊,张坤,等.基于ANSYS冻结壁径向位移变化规律模拟研究[J].煤炭技术,2015,34(11):49-52.
[5] 马茂艳,程桦.深井井壁砌筑前后冻结壁稳定性力学分析模型探讨[J].煤矿安全,2010,41(7):138-141.
[6] 赵明.袁大滩矿主斜井冻结壁稳定性研究[D].北京:中国矿业大学(北京),2017.
[7] 沈慰安,王建州.深厚表土层冻结壁厚度计算方法研究[J].中国工程科学,2011,13(11):89-93.
[8] 杨维好,杨志江,柏东良.基于与围岩相互作用的冻结壁弹塑性设计理论[J].岩土工程学报,2013,35(1):175-180.
[9] 陈章庆,张步俊.斜井冻结壁厚度计算方法[J].建井技术,2013,34(2):39-42.
[10] 姜自华,姚兆明,陈军浩.含砂率和含水率对人工冻土单轴抗压强度的影响[J].矿业研究与开发,2016,36(12):47-50.
[11] 姚蔚利,王楷,刘晓敏.立井煤层冻结温度场数值模拟与分析[J].建井技术,2015,36(6):41-43.
[12] 许常伦,姚兆明,陈军浩.冻结砂岩单轴压缩试验及剪应变局部化带数值模拟[J].煤炭技术,2017,36(11):47-50.