采空区的岩土工程问题及治理措施
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摘要
本文以乌鲁木齐市外环路东北段(南湖东路—北京南路)道路拟建工程穿越的六道湾煤矿采空区为背景,研究该采空区的稳定性和空区引起的地面变形及其影响因素,确定该采空区对拟建工程的影响并提出治理措施。通过分析,对采空区稳定性及采空区引起的地面变形具有较大影响的因素有:地层岩土体结构、地质构造、地震作用、构造应力、岩土体力学性质、开采方式和顶板管理方法、开采厚度与宽度、采空区埋藏深度等。对地面变形的类型、特征、时空性和连续性进行分析得出该采空区主要有沉降、地面塌陷、地裂等变形类型;采空区的地面最大沉降发生在空体上方,采空区两侧的地面变形不对称,两侧变形差异很大;采空区地面变形连续且具有时空性。通过地面变形优势指标:埋藏优势指标DR=1、时间优势指标TR=1、采空区处理方式优势指标PR=0.9、扰动岩土体物理力学优势指标MR=0.5-0.95,表明采空区地面变形受空区埋藏深度、开采时间及处理方式的控制较为明显。将采空区各区域的顶、底板岩体建立力学模型,得出岩体条块两侧的侧向力之间的关系式及滑动安全系数的关系式,计算结果显示1、2区岩体条块多数为倾倒模式,在现有条件下3区岩体滑动安全系数fs=0.27<1,采空区顶、底板岩体不稳定。以稳定边界和变形边界影响范围分析采空区对拟建工程的影响,结果显示K1+360m—K2+290m地段拟建道路均受到采空区地面变形的影响,面积约1.01km~2。结合采空区场地状况及条件,选择充填处理法对拟建工程穿越的采空区进行治理。对已形成的小型塌陷坑充填,充填要密实;对地下充填不实和地下埋深大于30m的空体进行钻孔注浆充填处理。
To study and research the goaf to cause the deformation of ground, influencing factor,stability of goaf and to decide the extent of effect for the project and to provide the processed measure, it based on the goaf of coal mine of liudaowan that the northeast road which out ring the city about urumqi to pass through. To sum up the literatures to get mains influencing factors of ground deformation of goaf and to combine together with actuality condition to analyze the effect level about of influencing factors.The influencing factors such as stratum texture of rock ,geological structure,earthquake action,mechanics character of rock,way of mine and office procedure of roof, thickness and width of mine, deepness of goaf to bury and so on. Analysis the type, characteristic, space-time and continuity for ground deformation to get the main type of deformation are sttlement, ground to sink and fracture.The sttlement of goaf was happened on top of goaf,it is asymmetry and more difference for two sides. The sttlement of goaf have space-time and continuity.Use preferred index such as burial preferred index DR=1,time preferred index TR=1,gob handling preferred index PR=0.9,disturbed geotechnical body preferred index MR=0.5-0.95,the result to make clear that the ground deformation preferred is strong. To divide three parts from roof and floor, established the model of mechanics to detrude the formula about the force from tow side of the rock strip be nonactive condition,and detrude the formula of slidable safety factor.The result is that the legionary rock strip in 1 and 2 part are dumping,the safety factor of 3 part fs=0.27<1,the roof and floor of goaf are instability.According to the nonactive boundary and deformed boundary make an analysis about the effect of the project on the goaf,the result is that the K1+360m—K2+290m of the project was be influenced with ground deformation of goaf,and the size of influencing limit is 1.01km~2.According to the actual condition,the final choose is the fill method,use this method to manage the goaf.For the miniative pit,must be filled close-grained;The uncompacted and goaf deep buried below 30m use serosity to fill it.
To study and research the goaf to cause the deformation of ground, influencing factor,stability of goaf and to decide the extent of effect for the project and to provide the processed measure, it based on the goaf of coal mine of liudaowan that the northeast road which out ring the city about urumqi to pass through. To sum up the literatures to get mains influencing factors of ground deformation of goaf and to combine together with actuality condition to analyze the effect level about of influencing factors.The influencing factors such as stratum texture of rock ,geological structure,earthquake action,mechanics character of rock,way of mine and office procedure of roof, thickness and width of mine, deepness of goaf to bury and so on. Analysis the type, characteristic, space-time and continuity for ground deformation to get the main type of deformation are sttlement, ground to sink and fracture.The sttlement of goaf was happened on top of goaf,it is asymmetry and more difference for two sides. The sttlement of goaf have space-time and continuity.Use preferred index such as burial preferred index DR=1,time preferred index TR=1,gob handling preferred index PR=0.9,disturbed geotechnical body preferred index MR=0.5-0.95,the result to make clear that the ground deformation preferred is strong. To divide three parts from roof and floor, established the model of mechanics to detrude the formula about the force from tow side of the rock strip be nonactive condition,and detrude the formula of slidable safety factor.The result is that the legionary rock strip in 1 and 2 part are dumping,the safety factor of 3 part fs=0.27<1,the roof and floor of goaf are instability.According to the nonactive boundary and deformed boundary make an analysis about the effect of the project on the goaf,the result is that the K1+360m—K2+290m of the project was be influenced with ground deformation of goaf,and the size of influencing limit is 1.01km~2.According to the actual condition,the final choose is the fill method,use this method to manage the goaf.For the miniative pit,must be filled close-grained;The uncompacted and goaf deep buried below 30m use serosity to fill it.
引文
[1] Wang Yong-jia.Boundary Element Method for Viscoelastic Problem in Rock Mechanics[J].Press of Northeast Univ of Tech,1986(3):131-135.
[2] Chen W F.Limit Analysis and Soil Plasticity[M].New York:Elsevier Scientific Publishing Company,1975.
[3]丁春林,朱世友,周顺华.地应力释放对盾构隧道围岩稳定性和地面沉降变形的影响[J].岩石力学与工程学报,2002,21(11): 1633-1638.
[4]刘宝琛.矿山岩体力学概论[M].长沙:湖南科技出版社, 1982.
[5] [波]M.鲍莱茨基,M.胡戴克著,于振海,刘天泉译.矿山岩体力学[M].北京:煤炭工业出版社, 1985.
[6]哈秋船.岩石(体)力学中的系统工程一兼论新奥法在地下工程中的应用[J].岩石力学与工程学报, 1999, 2: 111.
[7]范秋雁.试论软岩支护的理论基础[J].地下空间, 1999, 10 (4):17-19.
[8]麻风海.岩层移动及动力学过程的理论与实践[M].北京:煤炭工业出版社, 1997.
[9]李增琪.计算矿山压力和岩层移动的三维层体模型[J].煤炭学报, 1994, 4:152-157.
[10]王连富,李卫东,刘道文,等.综放采场覆岩破坏高度的实测方法及应用[J].矿业安全与环保,2005,32(2):70-71.
[11]张玉卓,仲惟林.岩层移动的错位理论解与边界元法计算[J].煤炭学报, 1987, 2:19-23.
[12]谢和平,陈至达.非线性大变形有限元分析及在岩层移动中应用[J].中国矿业大学学报, 1988, 2: 56-58.
[13]杨建军,吴汉宁,冯兵,等.煤矿采空区探测效果研究[J].煤田地质与勘探, 2006, 1: 78-80.
[14]吴立新,王金庄.建(构)筑物下压煤条带开采理论与实践[M].徐州:中国矿业大学出版社, 1994.
[15]林崇德.层状岩石顶板破坏机理数值模拟过程分析[J].岩石力学与土程学报,1999,18(4):392-396.
[16]廖江南.洛阳栾川钼业公司三道庄矿区采空区处理研究[J].工程设计与研究,1995,1:1-5.
[17]刘红元,刘建新,唐春安.采动影响下覆岩垮落过程的数值模拟[J].岩土工程学报,2001,23(2): 201-204.
[18]蔡美峰,来兴平.非线性地下岩土结构与工程安全监控新理论[J].金属矿山, 2000, 4(11): 4-7.
[19]郭广礼.老采空区上方建筑地基变形机理及其控制[M].徐州:中国矿业大学出版社, 2001.
[20]徐水太,饶运章,潘建平.地下开采引起地表移动和不均匀沉降的机理分析[J].有色金属, 2004,3(56):19-21.
[21]黄志安,童海方,张英华等.采空区上覆岩层”三带”的界定准则和仿真确定[J].北京科技大学学报, 2006, 7(28): 609-612.
[22]陈晓斌,张家生,安关峰,等.高速公路采空区地面变形计算方法[J].岩土工程学报,2007, 2(29): 191-196.
[23]胡海峰,赵阳开,康建荣,等.煤矿采空区跨度和延续时间与地面残余变形的相关规律及实证[J].岩石力学与工程学报, 2008,1(27): 65-70.
[24]王运敏,刘海林,孙国权.CMS实测地下矿采空区建模及稳定性分析研究[J].金属矿山,2009, 8(398): 5-9.
[25] J.Torano,R.Rodriguez,P.R amirez-Oyanguren.Probabilistican alysisofs ubsidence-induceds trainsat thesur face abovest eepseammining[J].Intenrational Journal of Rock Mechanicsand Mining Sciences .2000,3 (7):1161-1167.
[26]庄乾城.地下工程环境效应-地面变形研究[D].南京:南京大学, 2003, 5.
[27]廖灿平.采矿引起地表下沉及位移计算的模糊影响函数法[J].煤炭学报, 1993, 18 (4): 25-35.
[28]刘成飞.分层崩落法采矿护顶层的补充[J].云南冶金,2005,6(34): 103-104.
[29]刘敦文,赵新民.厂坝铅锌矿群采空区处理技术[J].矿业快报,2003,9(19): 21-23.
[30]采矿设计手册编委会.采矿设计手册[M].北京:中国建筑工业出版社,1987.
[31]采矿手册编委会.采矿手册(1-4) [M].北京:冶金工业出版社,1990.
[32]王青.采矿学[M].冶金工业出版社,2001.
[33]周崇仁.矿柱回采与空区处理[M].北京:冶金工业出版社,1989.
[34]金筱田.平阳矾矿采空区处理的研究[J].工业安全与防尘, 1991,8(12): 1-8.
[35]胡爱华.用爆破法处理采空区[J].世界采矿快报, 1993, 33(9): 14-17.
[36]孟月松.江苏韦岗铁矿矿体上部采用井下深孔大爆破处理采空区[J].钢铁设计, 1994, 3(13): 10-13.
[37]石昱祯.鲁地拉水电站蓄水后朵美砂金采空区的稳定性研究[D].成都:成都理工大学, 2008,5.
[38]郭广礼,张国信,刘丙方.地面荷载对地下采空区的临界扰动深度及其影响[J].矿山压力与顶板管理,2004, 1: 72-77.
[39]孙超,薄景山,刘红帅.采空区地表沉降影响因素研究[J].吉林大学学报(地球科学版),2009, 3(39):499-501.
[40]朱真.广西岩溶塌陷特征及防治对策[J].水文地质工程地质,2002, 3: 75-76.
[41]张俊英,黄乐亭.许建军基岩地表建筑物间接保护措施与数值分析[J].煤炭学报,1995, 20 (5): 474-478.
[42]郭广礼,邓喀中,谭志祥,等.深部老采区残余沉降预计方法及其应用[J].辽宁工程技术大学学报, 2002,21(1):1-3.
[43] P.R.Sheorey,J.P.Loui,K.B.Singh,S.K.Singh.Grounds ubsidenceo bservationsan damodified in fluencefun ction methodf or completes ubsidencep rediction[J].Intenrational Jounralof Rock Mechanic sand Mining Sciences. 37(2000):801-818.
[44]刘文娟,田俊良,张晓强.用注浆充填法治理郑少高速公路采空区[J].铁道建筑, 2005, 5:47-49.
[2] Chen W F.Limit Analysis and Soil Plasticity[M].New York:Elsevier Scientific Publishing Company,1975.
[3]丁春林,朱世友,周顺华.地应力释放对盾构隧道围岩稳定性和地面沉降变形的影响[J].岩石力学与工程学报,2002,21(11): 1633-1638.
[4]刘宝琛.矿山岩体力学概论[M].长沙:湖南科技出版社, 1982.
[5] [波]M.鲍莱茨基,M.胡戴克著,于振海,刘天泉译.矿山岩体力学[M].北京:煤炭工业出版社, 1985.
[6]哈秋船.岩石(体)力学中的系统工程一兼论新奥法在地下工程中的应用[J].岩石力学与工程学报, 1999, 2: 111.
[7]范秋雁.试论软岩支护的理论基础[J].地下空间, 1999, 10 (4):17-19.
[8]麻风海.岩层移动及动力学过程的理论与实践[M].北京:煤炭工业出版社, 1997.
[9]李增琪.计算矿山压力和岩层移动的三维层体模型[J].煤炭学报, 1994, 4:152-157.
[10]王连富,李卫东,刘道文,等.综放采场覆岩破坏高度的实测方法及应用[J].矿业安全与环保,2005,32(2):70-71.
[11]张玉卓,仲惟林.岩层移动的错位理论解与边界元法计算[J].煤炭学报, 1987, 2:19-23.
[12]谢和平,陈至达.非线性大变形有限元分析及在岩层移动中应用[J].中国矿业大学学报, 1988, 2: 56-58.
[13]杨建军,吴汉宁,冯兵,等.煤矿采空区探测效果研究[J].煤田地质与勘探, 2006, 1: 78-80.
[14]吴立新,王金庄.建(构)筑物下压煤条带开采理论与实践[M].徐州:中国矿业大学出版社, 1994.
[15]林崇德.层状岩石顶板破坏机理数值模拟过程分析[J].岩石力学与土程学报,1999,18(4):392-396.
[16]廖江南.洛阳栾川钼业公司三道庄矿区采空区处理研究[J].工程设计与研究,1995,1:1-5.
[17]刘红元,刘建新,唐春安.采动影响下覆岩垮落过程的数值模拟[J].岩土工程学报,2001,23(2): 201-204.
[18]蔡美峰,来兴平.非线性地下岩土结构与工程安全监控新理论[J].金属矿山, 2000, 4(11): 4-7.
[19]郭广礼.老采空区上方建筑地基变形机理及其控制[M].徐州:中国矿业大学出版社, 2001.
[20]徐水太,饶运章,潘建平.地下开采引起地表移动和不均匀沉降的机理分析[J].有色金属, 2004,3(56):19-21.
[21]黄志安,童海方,张英华等.采空区上覆岩层”三带”的界定准则和仿真确定[J].北京科技大学学报, 2006, 7(28): 609-612.
[22]陈晓斌,张家生,安关峰,等.高速公路采空区地面变形计算方法[J].岩土工程学报,2007, 2(29): 191-196.
[23]胡海峰,赵阳开,康建荣,等.煤矿采空区跨度和延续时间与地面残余变形的相关规律及实证[J].岩石力学与工程学报, 2008,1(27): 65-70.
[24]王运敏,刘海林,孙国权.CMS实测地下矿采空区建模及稳定性分析研究[J].金属矿山,2009, 8(398): 5-9.
[25] J.Torano,R.Rodriguez,P.R amirez-Oyanguren.Probabilistican alysisofs ubsidence-induceds trainsat thesur face abovest eepseammining[J].Intenrational Journal of Rock Mechanicsand Mining Sciences .2000,3 (7):1161-1167.
[26]庄乾城.地下工程环境效应-地面变形研究[D].南京:南京大学, 2003, 5.
[27]廖灿平.采矿引起地表下沉及位移计算的模糊影响函数法[J].煤炭学报, 1993, 18 (4): 25-35.
[28]刘成飞.分层崩落法采矿护顶层的补充[J].云南冶金,2005,6(34): 103-104.
[29]刘敦文,赵新民.厂坝铅锌矿群采空区处理技术[J].矿业快报,2003,9(19): 21-23.
[30]采矿设计手册编委会.采矿设计手册[M].北京:中国建筑工业出版社,1987.
[31]采矿手册编委会.采矿手册(1-4) [M].北京:冶金工业出版社,1990.
[32]王青.采矿学[M].冶金工业出版社,2001.
[33]周崇仁.矿柱回采与空区处理[M].北京:冶金工业出版社,1989.
[34]金筱田.平阳矾矿采空区处理的研究[J].工业安全与防尘, 1991,8(12): 1-8.
[35]胡爱华.用爆破法处理采空区[J].世界采矿快报, 1993, 33(9): 14-17.
[36]孟月松.江苏韦岗铁矿矿体上部采用井下深孔大爆破处理采空区[J].钢铁设计, 1994, 3(13): 10-13.
[37]石昱祯.鲁地拉水电站蓄水后朵美砂金采空区的稳定性研究[D].成都:成都理工大学, 2008,5.
[38]郭广礼,张国信,刘丙方.地面荷载对地下采空区的临界扰动深度及其影响[J].矿山压力与顶板管理,2004, 1: 72-77.
[39]孙超,薄景山,刘红帅.采空区地表沉降影响因素研究[J].吉林大学学报(地球科学版),2009, 3(39):499-501.
[40]朱真.广西岩溶塌陷特征及防治对策[J].水文地质工程地质,2002, 3: 75-76.
[41]张俊英,黄乐亭.许建军基岩地表建筑物间接保护措施与数值分析[J].煤炭学报,1995, 20 (5): 474-478.
[42]郭广礼,邓喀中,谭志祥,等.深部老采区残余沉降预计方法及其应用[J].辽宁工程技术大学学报, 2002,21(1):1-3.
[43] P.R.Sheorey,J.P.Loui,K.B.Singh,S.K.Singh.Grounds ubsidenceo bservationsan damodified in fluencefun ction methodf or completes ubsidencep rediction[J].Intenrational Jounralof Rock Mechanic sand Mining Sciences. 37(2000):801-818.
[44]刘文娟,田俊良,张晓强.用注浆充填法治理郑少高速公路采空区[J].铁道建筑, 2005, 5:47-49.