岩质边坡六面体滑楔的三维塑性极限分析
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摘要
针对岩质边坡六面体滑楔的稳定性问题,运用三维塑性极限分析方法,借助极限分析虚功率方程,推导出安全系数上限解公式;通过典型算例对该分析方法进行了检验,并与Hoek教授介绍的二维刚体极限平衡方法进行了比较。结果表明:刚塑性的假定条件及虚功率原理的应用,有效地避免了滑面的的受力分析,简化了复杂的计算;该方法具有分析结论正确、公式概念清晰、表达式简洁和使用方便等特点。
By means of 3D plasticity limit analysis method and virtual work rate equation in limited state,the upper bound solution of safety factor can be derived when hexahedral sliding wedge for the rock slope stability is treated as study object.A typical example is used to prove the new method mentioned in the paper;moreover,the authors compare the method with 2D rigid body limit equilibrium method which has been introduced by Professor Hoek.The results show that based on rigid-plastic presumption and virtual work-rate theorem,not only the stress analysis on sliding surface can be avoided,but also the complicated calculation can be simplified,the new method has many advantages,such as correctness for analysis conclusion,clarity of formulaic concept,succinctness of algebraic expression,facility for use etc.1 tab,4 figs,12 refs.
By means of 3D plasticity limit analysis method and virtual work rate equation in limited state,the upper bound solution of safety factor can be derived when hexahedral sliding wedge for the rock slope stability is treated as study object.A typical example is used to prove the new method mentioned in the paper;moreover,the authors compare the method with 2D rigid body limit equilibrium method which has been introduced by Professor Hoek.The results show that based on rigid-plastic presumption and virtual work-rate theorem,not only the stress analysis on sliding surface can be avoided,but also the complicated calculation can be simplified,the new method has many advantages,such as correctness for analysis conclusion,clarity of formulaic concept,succinctness of algebraic expression,facility for use etc.1 tab,4 figs,12 refs.
引文
[1]Hoek E,Bray J W.Rock slope engineering[M].Lon-don:Institution of Mining and Metallurgy,1981.
[2]胡勇,马勇,刘军熙.济南市砚池山高边坡优势面控稳分析[J].岩土工程界,2005,8(10):58-61.HU Yong,MA Yong,LIU Jun-xi.Analysis of stabili-ty controlled by preferred plane of Yanchishan highslope in Jinan city[J].Geotechnical EngineeringWorld,2005,8(10):58-61.
[3]陈文庆.莆田市某边坡失稳模式分析及其稳定性评价[J].岩土工程界,2004,7(4):58-60.CHEN Wen-qing.Analysis of unstable mode andevaluation of stability for some slope in Putian city[J].Geotechnical Engineering World,2004,7(4):58-60.
[4]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.
[5]徐志英.岩石力学[M].北京:中国水利水电出版社,1991.
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[7]龚晓南.土塑性力学[M].杭州:浙江大学出版社,1997.
[8]张宏亮,陈祖煜,张发明,等.边坡稳定三维极限分析方法及工程应用[J].岩土力学,2002,23(5):649-653.ZHANG Hong-liang,CHEN Zu-yu,ZHANG Fa-ming,et al.The 3D limit method for slope stabilityanalysis and applications[J].Rock and Soil Mechan-ics,2002,23(5):649-653.
[9]董建华,朱彦鹏.地震作用下土钉支护边坡稳定性分析[J].中国公路学报,2008,21(6):20-25.DONG Jian-hua,ZHU Yan-peng.Stability analysis ofslope supported by soil nailing retaining wall underearthquake[J].China Journal of Highway and Trans-port,2008,21(6):20-25.
[10]王根龙,伍法权,祁生文,等.加锚岩质边坡稳定性评价的极限分析上限法研究[J].岩石力学与工程学报,2007,26(12):2556-2562.WANG Gen-long,WU Fa-quan,QI Sheng-wen,et al.Research on limit analysis upper bound method forstability evaluation of anchored rock slope[J].ChineseJournal of Rock Mechanics and Engineering,2007,26(12):2556-2562.
[11]王根龙,伍法权,李巨文.岩质边坡稳定塑性极限分析方法——斜分条法[J].岩土工程学报,2007,29(12):1767-1771.WANG Gen-long,WU Fa-quan,LI Ju-wen.Rockslope stability analysis based on plasticity limit theo-ry———method of slices with inclined interfaces[J].Chinese Journal of Geotechnical Engineering,2007,29(12):1767-1771.
[12]王根龙,门玉明,陈志新,等.土坡稳定性塑性极限分析条分法[J].长安大学学报:自然科学版,2002,22(4):28-30,42.WANG Gen-long,MEN Yu-ming,CHEN Zhi-xin,etal.Plasticity limit analysis on soil slope stability byslice techniques[J].Journal of Chang an University:Natural Science Edition,2002,22(4):28-30,42.
[2]胡勇,马勇,刘军熙.济南市砚池山高边坡优势面控稳分析[J].岩土工程界,2005,8(10):58-61.HU Yong,MA Yong,LIU Jun-xi.Analysis of stabili-ty controlled by preferred plane of Yanchishan highslope in Jinan city[J].Geotechnical EngineeringWorld,2005,8(10):58-61.
[3]陈文庆.莆田市某边坡失稳模式分析及其稳定性评价[J].岩土工程界,2004,7(4):58-60.CHEN Wen-qing.Analysis of unstable mode andevaluation of stability for some slope in Putian city[J].Geotechnical Engineering World,2004,7(4):58-60.
[4]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.
[5]徐志英.岩石力学[M].北京:中国水利水电出版社,1991.
[6]陈祖煜,汪小刚,杨健.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.
[7]龚晓南.土塑性力学[M].杭州:浙江大学出版社,1997.
[8]张宏亮,陈祖煜,张发明,等.边坡稳定三维极限分析方法及工程应用[J].岩土力学,2002,23(5):649-653.ZHANG Hong-liang,CHEN Zu-yu,ZHANG Fa-ming,et al.The 3D limit method for slope stabilityanalysis and applications[J].Rock and Soil Mechan-ics,2002,23(5):649-653.
[9]董建华,朱彦鹏.地震作用下土钉支护边坡稳定性分析[J].中国公路学报,2008,21(6):20-25.DONG Jian-hua,ZHU Yan-peng.Stability analysis ofslope supported by soil nailing retaining wall underearthquake[J].China Journal of Highway and Trans-port,2008,21(6):20-25.
[10]王根龙,伍法权,祁生文,等.加锚岩质边坡稳定性评价的极限分析上限法研究[J].岩石力学与工程学报,2007,26(12):2556-2562.WANG Gen-long,WU Fa-quan,QI Sheng-wen,et al.Research on limit analysis upper bound method forstability evaluation of anchored rock slope[J].ChineseJournal of Rock Mechanics and Engineering,2007,26(12):2556-2562.
[11]王根龙,伍法权,李巨文.岩质边坡稳定塑性极限分析方法——斜分条法[J].岩土工程学报,2007,29(12):1767-1771.WANG Gen-long,WU Fa-quan,LI Ju-wen.Rockslope stability analysis based on plasticity limit theo-ry———method of slices with inclined interfaces[J].Chinese Journal of Geotechnical Engineering,2007,29(12):1767-1771.
[12]王根龙,门玉明,陈志新,等.土坡稳定性塑性极限分析条分法[J].长安大学学报:自然科学版,2002,22(4):28-30,42.WANG Gen-long,MEN Yu-ming,CHEN Zhi-xin,etal.Plasticity limit analysis on soil slope stability byslice techniques[J].Journal of Chang an University:Natural Science Edition,2002,22(4):28-30,42.
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