胜利露天煤矿边坡稳定性预测研究
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摘要
胜利露天煤矿位于内蒙古锡林浩特市北郊6km。地理座标:东经115°30'~116°26',北纬43°57'~44°14'。1979年12月投入生产, 2004年4月,完成该矿的初步设计。5煤层已形成50~60m高的帮坡,6煤层出露后边坡高度将达到150m,排土场最终排弃高度为60m。自2005年起,在非工作帮的中区、北区及北端帮已多次发生滑坡、坍塌。根据边坡变形性质、发育特征、运动形式,将滑坡分为松散层滑坡和沿基岩接触面滑坡两种类型。
影响边坡稳定性的自然因素有:地质构造、软弱夹层、水等;主要诱发因素是降水及爆破震动。软弱层岩性以泥岩或炭质泥岩为主,为边坡失稳的主要滑动面。
根据滑坡类型不同,以东部非工作帮中部(DH2)为研究区,以网格状形式布置监测点14个,并将坡顶后缘拉裂缝附近和前缘弯曲隆起部位的监测点作为监测重点。
根据边坡变形特点,滑坡位移─时间曲线可认为是二次曲线和指数曲线组合,构造新灰色预测模型,对边坡变形进行预测。预测过程中为提高预测精度,该模型在计算中改进了背景值的计算方法并采用了数据新陈代谢法。
将新灰色预测模型与尖点突变模型相结合,构造了灰色─突变模型,用失稳判别式对边坡的稳定性进行预测。
Sheng Li Open-pit Coal Mine locates 6km away from North suburbs of Xi Lin Hao Te city of Inner Mongolia. Geographical coordinate is E115°30'~116°26', N 43°57'~44°14'. Sheng Li Open-pit Coal Mine worked from December ,1979.The initially plan of Sheng Li Open-pit Coal Mine was done in April,2004.The hight of 5th coals has reached 50~60m and the hight of 6th coals has reached 150m. Slide and collapse has occurred many times in the middle and north of easten non-workable side and north side from 2005. Based on the comprehensive analysis on the deformation, fissures development, movement style and the induced factors of the landslide, two types of landslide were generalized including unconsolidated formation sliding and sliding along the contact plane of bedrock.
According to diffrent slope types, the middle easten non-workable side is considered as researching zone.Placing 14 supervision dots in net, mainly use the data of the front side to forecast.
Considering the character of open-pit mine side slope, slope distortion forecasting method has been constructed. To get higher degree of accuracy, a modified calculation method of background value and a data metabolism method were used.
Combined with the modified grey model and mutation forcasting model, the suitable method of landslide catastrophe forecasting has been given. A discriminant formula and related formation has been used to forecast stability of slope.
影响边坡稳定性的自然因素有:地质构造、软弱夹层、水等;主要诱发因素是降水及爆破震动。软弱层岩性以泥岩或炭质泥岩为主,为边坡失稳的主要滑动面。
根据滑坡类型不同,以东部非工作帮中部(DH2)为研究区,以网格状形式布置监测点14个,并将坡顶后缘拉裂缝附近和前缘弯曲隆起部位的监测点作为监测重点。
根据边坡变形特点,滑坡位移─时间曲线可认为是二次曲线和指数曲线组合,构造新灰色预测模型,对边坡变形进行预测。预测过程中为提高预测精度,该模型在计算中改进了背景值的计算方法并采用了数据新陈代谢法。
将新灰色预测模型与尖点突变模型相结合,构造了灰色─突变模型,用失稳判别式对边坡的稳定性进行预测。
Sheng Li Open-pit Coal Mine locates 6km away from North suburbs of Xi Lin Hao Te city of Inner Mongolia. Geographical coordinate is E115°30'~116°26', N 43°57'~44°14'. Sheng Li Open-pit Coal Mine worked from December ,1979.The initially plan of Sheng Li Open-pit Coal Mine was done in April,2004.The hight of 5th coals has reached 50~60m and the hight of 6th coals has reached 150m. Slide and collapse has occurred many times in the middle and north of easten non-workable side and north side from 2005. Based on the comprehensive analysis on the deformation, fissures development, movement style and the induced factors of the landslide, two types of landslide were generalized including unconsolidated formation sliding and sliding along the contact plane of bedrock.
According to diffrent slope types, the middle easten non-workable side is considered as researching zone.Placing 14 supervision dots in net, mainly use the data of the front side to forecast.
Considering the character of open-pit mine side slope, slope distortion forecasting method has been constructed. To get higher degree of accuracy, a modified calculation method of background value and a data metabolism method were used.
Combined with the modified grey model and mutation forcasting model, the suitable method of landslide catastrophe forecasting has been given. A discriminant formula and related formation has been used to forecast stability of slope.
引文
[1]马新民,霍起元,芮勇勤.露天煤矿边坡工程研究[J].露天采煤技术, 1997, (1): 2-7.
[2]贺佑国,王端武,白占平.国内外露天煤矿的发展趋势[J].中国煤炭, 1996, 24(8): 13-17.
[3]牛成俊.现代露天开采理论与实践[M].北京:科学出版社, 1990:11-17
[4]陈胜宏.高坝复杂岩石地基及岩石高边坡稳定分析[M].北京:中国水利水电出版社,2001:31-35.
[5]张至刚.边坡稳定性分析技术在我国金属露天矿山中的应用[J].云南冶金. 1999, 28 (3): 8-11.
[6]张四维.我国露天矿边坡工程研究成果与进展[J].地质灾害与环境保护. 2000, 11 (2): 98-101.
[7]中国科学院武汉岩土力学研究所编著.岩质边坡稳定性的试验研究与计算方法[M].北京:科学出版社, 1981:23-36.
[8]钱家欢,殷宗泽.土工原理与计算(第二版) [M].北京:中国水利水电出版社, 2001:42-49.
[9]FELLENIUS W.土坡稳定的静力计算[M].北京:水利出版社, 1957:65-77.
[10]DONNELLY L J.Engineering geological and geophysical investigations of a slope failure at Edinburgh Castle,Scotland.[A]Bulletin of Engineering Geology and the Envionment,2005,(6):59-64.
[11]AYDIN A. I Egeli. Stability of slopes cut in metasedimentary saprolites in HongKong.[A]Bulletin of Engineering Geology and the Envionment,2001,12:49-53.
[12]MELLAH R,AUVINET G,MASROURI F.Stochastic finite element method applied to non-linear analysis of embankments [J]. Probabilistic Engineering Mechanics,2001,15(3):251–259.
[13]AZM S,HOMOUD Al,SALAB Taqieddin Safwan Saket.Inwestigation on the geological and geotechnical factors leading to a major slope failure at a selected site on a Jordanian highway.[A]Natrual Hazards,1995,11:107-112.
[14]TER-MARTIROSYAN Z.G,PROSHIN,M.V.Short and Long-term Slope stability.Soil Mechanics and FoudationEngineering.2002,3:123-129.
[15]NAZAROV L.A., KOLESNIKOV Y.I.Estimate of Mountain Slope stability from the Mathematical Modeling Data.[A]Journal of Mining Science.2002,7:87-94.
[16] TEOMAN M.B, TOPAL T, ISIK N.S.Assessment of slope stability in Ankara clay:a case study along E90 highway.Envionmental Geology,2004,5:243-248.
[17]ZHU D Y,LEE C F,JIANG H D. Generalized framework of limit equilibrium methods for slope stability analysis [J]. Geotechnique,2003,53(4):377-395.
[18] REZNIKOV M.A.Estimating the stability of rock slopes in three dimensions.Journal of Mining Science,1980,11:78-86.
[19] KACEWICZ Marek.Fuzzy slope stability method .Mathematical Geology .1987,11:99-113.
[20] MASLOV I.A.Analytical method of caculating slope stability.[A]Power of Technology and Engineering,1989,12:109-124.
[21]谷德振.岩体工程地质力学基础[M].北京:科学出版社, 1979:33-46
[22]孙玉科.中国露天矿边坡稳定性研究[M].北京:中国科学技术出版社, 1999:99-123
[23]孙玉科,牟会龙,姚宝魁.边坡岩体稳定性分析方法[M].北京:科学出版社, 1988,69-72.
[24]何满潮,景海河,孙晓明.软岩工程力学[M].北京:科学出版社, 2002:56-89.
[25]姜清辉,王笑海,丰定祥,等.三维边坡稳定性极限平衡分析系统软件SLOPE~(3D)的设计及应用[J].岩石力学与工程学报. 2003, 22(7): 1121-1125.
[26]杜建成,黄大寿,胡定.边坡稳定的三维极限平衡分析法[J].四川大学学报(工程科学版).2001, 33(4):55-61.
[27]秦卫星,陈胜宏,陈士军.有限单元法分析边坡稳定的若干问题研究[J],岩土力学, 2006,27 (4): 586-590.
[28]许瑾,郑书英.边界元法分析边坡动态稳定性[J],西北建筑工程学院学报(自然科学版), 2000, 17 (4): 72-75.
[29]邱祥波,廖志刚,刘宗仁,等.小浪底工程边坡稳定性有限元流变分析[J].岩土力学, 1998, 19(3): 27-32.
[30]孙广忠.岩体结构力学[M].北京:科学出版社, 1988:77-89.
[31]王思敬.赤平极射投影方法及其在岩体工程中的应用.岩体工程地质力学问题(一),北京:科学出版社, 1976:67-73.
[32]孙树海,曹兰桂,张立新.露天矿边坡稳定性的模糊综合评判[A].辽宁工程技术大学学报,2007.4.
[33]QIN S Q,WANG S J.A Cusp Catastrophe model of instability of slip-buckling slope[J],Rock Mechanics and Rock Engineering,2001,34(2): 119-134.
[34]QIN S Q,WANG S J.A nonlinear catastrophe model of instability of planar-slip slope and chaotic dynamical mechanisms of its evolutionary process[J].International Journalof Solids and Structures.2001,38(44/45):8093-8109.
[35]DING X L,YIN J H,CHEN Y Q.A new generation of multi-antenna GPS system for landslide and structural deformation monitoring [C].Proc. Advances in Building Technology. Hong Kong .2002:1611-1618 .
[36]方建瑞,朱合华,蔡永昌.边坡稳定性研究与进展[A].地下空间与工程学报,2007.4:37-46.
[37]邓聚龙.灰色系统基本方法[M].武汉:华中理工大学出版社, 1987.23-102.
[38]谢锋,朱陆明,王立忠.滑坡监控信息分析中的修正灰色系统预测模型及应用[J].岩石力学与工程学报,2005,(22):4100-4101.
[39]唐春安.岩石破裂过程中的灾变[M].北京:煤炭工业出版社,1993,6 :112-121.
[40]蔡美峰.灰色—突变模型及其在声发射监测预报中的应用[J],中国矿业,1997,30(3):37-39.
[41]何平,赵子都.突变理论及其应用[M].大连:大连理工大学出版社,1989.45-79.
[42]凌复华.突变理论及其应用[M].上海:上海交通大学出版社,1987.23-97.
[43]尹光志李贺,鲜学福,等.煤岩体失稳的突变理论模型[J].重庆大学学报,1994,17(1): 23-28.
[44]傅鹤林.用突变理论预测地下采场冲击地压发生的可能性[J].湖南有色金属,1995, II(6): 17-19.
[45]李荣强.突变理论在顺层边坡稳定分析中的应用[J].同济大学学报,1993,21(3): 379-386.
[46]曹杰,赵筱青.突变理论在斜坡稳定性评价中的应用.云南地理环境研究,2000,12(2): 9-14.
[47]韩雪.平庄露天矿边坡稳定性远程监控系统及预测预报方法[D].北京:中国矿业大学,2007:49-56.
[48]刘广润.论滑坡分类[J].工程地质学报,2002,10:339-342.
[49] YIN JH,DING X L,YANG Y W,et. An integrated system for slope monitoring and warning in Hong Kong[A].Proc. Advances in Building Technology. Hong Kong ,2002,1661-1670.
[50]DING X L, REN D, Montgomery B. Automatic monitoring of slope deformations using geotechnical instruments [J]. Journal of Surveying Engineering, ASCE .2000,126(2):57-68.
[2]贺佑国,王端武,白占平.国内外露天煤矿的发展趋势[J].中国煤炭, 1996, 24(8): 13-17.
[3]牛成俊.现代露天开采理论与实践[M].北京:科学出版社, 1990:11-17
[4]陈胜宏.高坝复杂岩石地基及岩石高边坡稳定分析[M].北京:中国水利水电出版社,2001:31-35.
[5]张至刚.边坡稳定性分析技术在我国金属露天矿山中的应用[J].云南冶金. 1999, 28 (3): 8-11.
[6]张四维.我国露天矿边坡工程研究成果与进展[J].地质灾害与环境保护. 2000, 11 (2): 98-101.
[7]中国科学院武汉岩土力学研究所编著.岩质边坡稳定性的试验研究与计算方法[M].北京:科学出版社, 1981:23-36.
[8]钱家欢,殷宗泽.土工原理与计算(第二版) [M].北京:中国水利水电出版社, 2001:42-49.
[9]FELLENIUS W.土坡稳定的静力计算[M].北京:水利出版社, 1957:65-77.
[10]DONNELLY L J.Engineering geological and geophysical investigations of a slope failure at Edinburgh Castle,Scotland.[A]Bulletin of Engineering Geology and the Envionment,2005,(6):59-64.
[11]AYDIN A. I Egeli. Stability of slopes cut in metasedimentary saprolites in HongKong.[A]Bulletin of Engineering Geology and the Envionment,2001,12:49-53.
[12]MELLAH R,AUVINET G,MASROURI F.Stochastic finite element method applied to non-linear analysis of embankments [J]. Probabilistic Engineering Mechanics,2001,15(3):251–259.
[13]AZM S,HOMOUD Al,SALAB Taqieddin Safwan Saket.Inwestigation on the geological and geotechnical factors leading to a major slope failure at a selected site on a Jordanian highway.[A]Natrual Hazards,1995,11:107-112.
[14]TER-MARTIROSYAN Z.G,PROSHIN,M.V.Short and Long-term Slope stability.Soil Mechanics and FoudationEngineering.2002,3:123-129.
[15]NAZAROV L.A., KOLESNIKOV Y.I.Estimate of Mountain Slope stability from the Mathematical Modeling Data.[A]Journal of Mining Science.2002,7:87-94.
[16] TEOMAN M.B, TOPAL T, ISIK N.S.Assessment of slope stability in Ankara clay:a case study along E90 highway.Envionmental Geology,2004,5:243-248.
[17]ZHU D Y,LEE C F,JIANG H D. Generalized framework of limit equilibrium methods for slope stability analysis [J]. Geotechnique,2003,53(4):377-395.
[18] REZNIKOV M.A.Estimating the stability of rock slopes in three dimensions.Journal of Mining Science,1980,11:78-86.
[19] KACEWICZ Marek.Fuzzy slope stability method .Mathematical Geology .1987,11:99-113.
[20] MASLOV I.A.Analytical method of caculating slope stability.[A]Power of Technology and Engineering,1989,12:109-124.
[21]谷德振.岩体工程地质力学基础[M].北京:科学出版社, 1979:33-46
[22]孙玉科.中国露天矿边坡稳定性研究[M].北京:中国科学技术出版社, 1999:99-123
[23]孙玉科,牟会龙,姚宝魁.边坡岩体稳定性分析方法[M].北京:科学出版社, 1988,69-72.
[24]何满潮,景海河,孙晓明.软岩工程力学[M].北京:科学出版社, 2002:56-89.
[25]姜清辉,王笑海,丰定祥,等.三维边坡稳定性极限平衡分析系统软件SLOPE~(3D)的设计及应用[J].岩石力学与工程学报. 2003, 22(7): 1121-1125.
[26]杜建成,黄大寿,胡定.边坡稳定的三维极限平衡分析法[J].四川大学学报(工程科学版).2001, 33(4):55-61.
[27]秦卫星,陈胜宏,陈士军.有限单元法分析边坡稳定的若干问题研究[J],岩土力学, 2006,27 (4): 586-590.
[28]许瑾,郑书英.边界元法分析边坡动态稳定性[J],西北建筑工程学院学报(自然科学版), 2000, 17 (4): 72-75.
[29]邱祥波,廖志刚,刘宗仁,等.小浪底工程边坡稳定性有限元流变分析[J].岩土力学, 1998, 19(3): 27-32.
[30]孙广忠.岩体结构力学[M].北京:科学出版社, 1988:77-89.
[31]王思敬.赤平极射投影方法及其在岩体工程中的应用.岩体工程地质力学问题(一),北京:科学出版社, 1976:67-73.
[32]孙树海,曹兰桂,张立新.露天矿边坡稳定性的模糊综合评判[A].辽宁工程技术大学学报,2007.4.
[33]QIN S Q,WANG S J.A Cusp Catastrophe model of instability of slip-buckling slope[J],Rock Mechanics and Rock Engineering,2001,34(2): 119-134.
[34]QIN S Q,WANG S J.A nonlinear catastrophe model of instability of planar-slip slope and chaotic dynamical mechanisms of its evolutionary process[J].International Journalof Solids and Structures.2001,38(44/45):8093-8109.
[35]DING X L,YIN J H,CHEN Y Q.A new generation of multi-antenna GPS system for landslide and structural deformation monitoring [C].Proc. Advances in Building Technology. Hong Kong .2002:1611-1618 .
[36]方建瑞,朱合华,蔡永昌.边坡稳定性研究与进展[A].地下空间与工程学报,2007.4:37-46.
[37]邓聚龙.灰色系统基本方法[M].武汉:华中理工大学出版社, 1987.23-102.
[38]谢锋,朱陆明,王立忠.滑坡监控信息分析中的修正灰色系统预测模型及应用[J].岩石力学与工程学报,2005,(22):4100-4101.
[39]唐春安.岩石破裂过程中的灾变[M].北京:煤炭工业出版社,1993,6 :112-121.
[40]蔡美峰.灰色—突变模型及其在声发射监测预报中的应用[J],中国矿业,1997,30(3):37-39.
[41]何平,赵子都.突变理论及其应用[M].大连:大连理工大学出版社,1989.45-79.
[42]凌复华.突变理论及其应用[M].上海:上海交通大学出版社,1987.23-97.
[43]尹光志李贺,鲜学福,等.煤岩体失稳的突变理论模型[J].重庆大学学报,1994,17(1): 23-28.
[44]傅鹤林.用突变理论预测地下采场冲击地压发生的可能性[J].湖南有色金属,1995, II(6): 17-19.
[45]李荣强.突变理论在顺层边坡稳定分析中的应用[J].同济大学学报,1993,21(3): 379-386.
[46]曹杰,赵筱青.突变理论在斜坡稳定性评价中的应用.云南地理环境研究,2000,12(2): 9-14.
[47]韩雪.平庄露天矿边坡稳定性远程监控系统及预测预报方法[D].北京:中国矿业大学,2007:49-56.
[48]刘广润.论滑坡分类[J].工程地质学报,2002,10:339-342.
[49] YIN JH,DING X L,YANG Y W,et. An integrated system for slope monitoring and warning in Hong Kong[A].Proc. Advances in Building Technology. Hong Kong ,2002,1661-1670.
[50]DING X L, REN D, Montgomery B. Automatic monitoring of slope deformations using geotechnical instruments [J]. Journal of Surveying Engineering, ASCE .2000,126(2):57-68.