基于Barton-Bandis准则的锚固边坡稳定性分析
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摘要
结合岩石节理面非线性Barton-Bandis破坏准则,探讨了将Barton-Bandis破坏准则参数转化为线性Mohr-Coulomb破坏准则抗剪强度参数的两种常用方法,通过实例分析了各方法的优劣。推导了加锚单岩石节理面控制的平面滑动岩体边坡抗滑稳定性安全系数计算式,开展了锚固参数分析。研究表明:相对于采用等效线性拟合法或切线等效法获取Mohr-Coulomb抗剪强度参数而言,直接应用Barton-Bandis破坏准则计算节理面控制的岩石边坡稳定性更为直观和简便;随着结构面基本摩擦角、结构面粗糙度系数和结构面壁面有效抗压强度的增大,边坡安全系数逐步提高,且结构面基本摩擦角和粗糙度系数对边坡安全系数的影响程度更为显著;锚索锚固力越大,边坡抗滑稳定性越好,而锚索设置角度越大,边坡抗滑稳定性越低,锚索角度设置不当将明显减小锚固效应的有效性。
Based on the Barton-Bandis failure criterion,this paper explores two common methods on converting the nonlinear strength parameters of Barton-Bandis failure criterion into the linear shear strength parameters c,φ of Mohr-Coulomb failure criterion,and discusses their advantages and disadvantages by case study.Following this idea,the anti-sliding stability factor was deduced for such a plane slide rock slope,which was reinforced by prestressed anchor cable and controlled by single rock joint.Next,the analysis of parameters on anchoring was conducted.Parametric analysis shows that,studying the anti-sliding stability factor of plane slide rock slope by Barton-Bandis failure criterion is intuitive and effective,in comparison with obtaining the Mohr-Coulomb shear strength parameters with the equivalent linear fitting or tangent equivalent method.Meanwhile,the slope safety factor increases significantly with the increase of three factors,namely,the basic friction angle,the surface roughness coefficient and the effective compressive strength.Also,the influence of the basic friction angle and the roughness coefficient on the slope safety factor is more pronounced.It is also shown that the larger the tension force of anchor cable is,the better the slope sliding stability will be,whilst,the value of the set angle of anchor cable exerts a negative role on the slope sliding stability;therefore,the improper dip angle of anchor cables will significantly reduces the anchorage effect.
Based on the Barton-Bandis failure criterion,this paper explores two common methods on converting the nonlinear strength parameters of Barton-Bandis failure criterion into the linear shear strength parameters c,φ of Mohr-Coulomb failure criterion,and discusses their advantages and disadvantages by case study.Following this idea,the anti-sliding stability factor was deduced for such a plane slide rock slope,which was reinforced by prestressed anchor cable and controlled by single rock joint.Next,the analysis of parameters on anchoring was conducted.Parametric analysis shows that,studying the anti-sliding stability factor of plane slide rock slope by Barton-Bandis failure criterion is intuitive and effective,in comparison with obtaining the Mohr-Coulomb shear strength parameters with the equivalent linear fitting or tangent equivalent method.Meanwhile,the slope safety factor increases significantly with the increase of three factors,namely,the basic friction angle,the surface roughness coefficient and the effective compressive strength.Also,the influence of the basic friction angle and the roughness coefficient on the slope safety factor is more pronounced.It is also shown that the larger the tension force of anchor cable is,the better the slope sliding stability will be,whilst,the value of the set angle of anchor cable exerts a negative role on the slope sliding stability;therefore,the improper dip angle of anchor cables will significantly reduces the anchorage effect.
引文
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[11]BARTON N R,CHOUBEY V.The shear strength of rockjoints in theory and practice[J].Rock Mechanics,1977,10(1):1-54.
[12]BARTON N R.The shear strength of rocks and rockjoints[J].International Journal of Rock Mechanics andMining Sciences&Geomechanics Abstracts,1976,13(9):255-279.
[13]BANDIS S,LUMSDEN A C,BARTON N R.Experimental studies of scale effects on the shearbehaviour of rock joints[J].International Journal ofRock Mechanics and Mining Sciences&Geo-mechanics Abstracts,1981,18(1):1-21.
[14]BARTON N R,BANDIS S.Review of predictivecapabilities of JRC-JCS model in engineering practice[C]//Rock Joints.Rotterdam:A.A Balkma,1990:603-610.
[15]孙广忠.岩体结构力学[M].北京:科学出版社,1988.
[16]李永红,彭振斌,钟正强,等.基于Barton-Bandis非线性破坏准则的岩体强度预测[J].中南大学学报(自然科学版),2009,40(5):1388-1391.LI Yong-hong,PENG Zhen-bin,ZHONG Zheng-qiang,et al.Strength prediction for rock mass based onBarton-Bandis nonlinear failure criterion[J].Journal ofCentral South University(Science and Technology),2009,40(5):1388-1391.
[17]CHOI S O,CHUNG K.Stability analysis of jointed rockslopes with the Barton-Bandis constitutive model inUDEC[J].International Journal of Rock Mechanicsand Mining Sciences,2004,41(Supp.1):581-586.
[18]赵炼恒,罗强,李亮,等.水位升降和流水淘蚀对临河路基边坡稳定性的影响[J].公路交通科技,2010,27(6):1-8.ZHAO Lian-heng,LUO Qiang,LI Liang,et al.Study onstability of subgrade slope along river subjected to waterlevel fluctuation and stream erosion[J].Journal ofHighway and Transportation Research and Deve-lopment,2010,27(6):1-8.
[19]罗强,李亮,赵炼恒.水力和超载条件下锚固岩石边坡动态稳定性拟静力分析[J].岩土力学,2010,31(11):3585-3593.LUO Qiang,LI Liang,ZHAO Lian-heng.Quasi-staticanalysis of seismic stability of anchored rock slope undersurcharge and water pressure conditions[J].Rock andSoil Mechanics,2010,31(11):3585-3593.
[20]路为,白冰,陈从新.岩质顺层边坡的平面滑移破坏机制分析[J].岩土力学,2011,32(Supp.2):204-207.LU Wei,BAI Bing,CHEN Cong-xin.Analysis ofmechanism of plane sliding failure for bedded rockslopes[J].Rock and Soil Mechanics,2011,32(Supp.2):204-207.
[21]陈昌富,成晓炜.双滑块边坡锚固系统时变可靠性分析[J].岩土力学,2012,33(1):197-203.CHEN Chang-fu,CHENG Xiao-wei.Time-varyingreliability analysis of anchor system of rock slopes withdouble slide blocks[J].Rock and Soil Mechanics,2012,33(1):197-203.
[22]吴恒滨,何泽平,曹卫文.基于不同水压分布的平面滑动边坡稳定性研究[J].岩土力学,2011,32(8):2493-2499.WU Heng-bin,HE Ze-ping,CAO Wei-wen.Stabilitystudy of slope with planar failure based on different waterpressure distributions[J].Rock and Soil Mechanics,2011,32(8):2493-2499.
[23]刘建华,汪优,付康林,等.简谐振动荷载下锚杆加固岩质边坡的受力分析[J].岩土力学,2012,33(增刊1):85-90.LIU Jian-hua,WANG You,FU Kang-lin,et al.Forceanalysis of anchor bolts reinforcing rock slope undersimple harmonic vibration load[J].Rock and SoilMechanics,2012,33(Supp.1):85-90.
[24]HOEK E,BRAY J.Rock slope engineering[M].London:The Institution of Mining and Metallurgy,1981.
[25]HOEK E,BRAY J W.岩石边坡工程[M].卢世宗译.北京:冶金工业出版社,1983.
[2]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析——原理、方法、程序[M].北京:中国水利水电出版社,2005.
[3]夏才初,孙宗顾.工程岩体节理力学[M].上海:同济大学出版社,2002.
[4]杜时贵.岩体结构面的工程性质[M].北京:地震出版社,1999.
[5]彭卫,蒋文昕.岩体结构面抗剪强度Barton经验估算方法的力学特性[C]//2006年中国交通土建工程学术论文集.成都:西南交通大学出版社,2006.
[6]赵坚.岩石节理剪切强度的JRC-JMC新模型[J].岩石力学与工程学报,1998,17(4):349-357.ZHAO Jian.A new JRC-JMC shear strength criterion forrock joint[J].Chinese Journal of Rock Mechanics andEngineering,1998,17(4):349-357.
[7]JAEGER J C.Friction of rocks and stability of roekslope[J].Geotechnique,1971,21(2):97-134.
[8]LADANYI B,ARCHAMBAULT G A.Simulation ofshear behaviour of a jointed rock mass[C]//Proc.11thU.S.Symp.Rock Mech..New York:Berkeley,1970:105-125.
[9]BARTON N R.A relationship between joint roughnessand joint shear strength[C]//Proc.of Symp.of Int.Soc.Rock Mech.Rock Fracture.Nancy:[s.n.],1971:1-8.
[10]BARTON N R.Review of a new shear strength criterionfor rock joints[J].Engineering Geology,1973,7:287-332.
[11]BARTON N R,CHOUBEY V.The shear strength of rockjoints in theory and practice[J].Rock Mechanics,1977,10(1):1-54.
[12]BARTON N R.The shear strength of rocks and rockjoints[J].International Journal of Rock Mechanics andMining Sciences&Geomechanics Abstracts,1976,13(9):255-279.
[13]BANDIS S,LUMSDEN A C,BARTON N R.Experimental studies of scale effects on the shearbehaviour of rock joints[J].International Journal ofRock Mechanics and Mining Sciences&Geo-mechanics Abstracts,1981,18(1):1-21.
[14]BARTON N R,BANDIS S.Review of predictivecapabilities of JRC-JCS model in engineering practice[C]//Rock Joints.Rotterdam:A.A Balkma,1990:603-610.
[15]孙广忠.岩体结构力学[M].北京:科学出版社,1988.
[16]李永红,彭振斌,钟正强,等.基于Barton-Bandis非线性破坏准则的岩体强度预测[J].中南大学学报(自然科学版),2009,40(5):1388-1391.LI Yong-hong,PENG Zhen-bin,ZHONG Zheng-qiang,et al.Strength prediction for rock mass based onBarton-Bandis nonlinear failure criterion[J].Journal ofCentral South University(Science and Technology),2009,40(5):1388-1391.
[17]CHOI S O,CHUNG K.Stability analysis of jointed rockslopes with the Barton-Bandis constitutive model inUDEC[J].International Journal of Rock Mechanicsand Mining Sciences,2004,41(Supp.1):581-586.
[18]赵炼恒,罗强,李亮,等.水位升降和流水淘蚀对临河路基边坡稳定性的影响[J].公路交通科技,2010,27(6):1-8.ZHAO Lian-heng,LUO Qiang,LI Liang,et al.Study onstability of subgrade slope along river subjected to waterlevel fluctuation and stream erosion[J].Journal ofHighway and Transportation Research and Deve-lopment,2010,27(6):1-8.
[19]罗强,李亮,赵炼恒.水力和超载条件下锚固岩石边坡动态稳定性拟静力分析[J].岩土力学,2010,31(11):3585-3593.LUO Qiang,LI Liang,ZHAO Lian-heng.Quasi-staticanalysis of seismic stability of anchored rock slope undersurcharge and water pressure conditions[J].Rock andSoil Mechanics,2010,31(11):3585-3593.
[20]路为,白冰,陈从新.岩质顺层边坡的平面滑移破坏机制分析[J].岩土力学,2011,32(Supp.2):204-207.LU Wei,BAI Bing,CHEN Cong-xin.Analysis ofmechanism of plane sliding failure for bedded rockslopes[J].Rock and Soil Mechanics,2011,32(Supp.2):204-207.
[21]陈昌富,成晓炜.双滑块边坡锚固系统时变可靠性分析[J].岩土力学,2012,33(1):197-203.CHEN Chang-fu,CHENG Xiao-wei.Time-varyingreliability analysis of anchor system of rock slopes withdouble slide blocks[J].Rock and Soil Mechanics,2012,33(1):197-203.
[22]吴恒滨,何泽平,曹卫文.基于不同水压分布的平面滑动边坡稳定性研究[J].岩土力学,2011,32(8):2493-2499.WU Heng-bin,HE Ze-ping,CAO Wei-wen.Stabilitystudy of slope with planar failure based on different waterpressure distributions[J].Rock and Soil Mechanics,2011,32(8):2493-2499.
[23]刘建华,汪优,付康林,等.简谐振动荷载下锚杆加固岩质边坡的受力分析[J].岩土力学,2012,33(增刊1):85-90.LIU Jian-hua,WANG You,FU Kang-lin,et al.Forceanalysis of anchor bolts reinforcing rock slope undersimple harmonic vibration load[J].Rock and SoilMechanics,2012,33(Supp.1):85-90.
[24]HOEK E,BRAY J.Rock slope engineering[M].London:The Institution of Mining and Metallurgy,1981.
[25]HOEK E,BRAY J W.岩石边坡工程[M].卢世宗译.北京:冶金工业出版社,1983.
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