基于统计损伤模型的顺倾层状岩质边坡失稳分析
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摘要
溃屈破坏是顺倾层状岩质边坡的主要失稳破坏形式之一,类似于经典的欧拉压杆失稳理论,但又有着明显的差异。本文在对二者异同的力学本质进行阐述的基础上,首先基于前人研究成果,把自重荷载作用下直立岩层不致发生溃屈失稳破坏的临界高度计算公式推广到一般的顺倾层状岩质边坡。结果表明,由本文提出的计算方法得到的顺倾层状岩质边坡不致发生溃屈失稳破坏的临界高度仅约为其他研究者相应计算结果的75%。同时,基于岩石力学行为服从统计损伤模型的假设,提出了相应的顺倾层状岩质边坡失稳计算模型,作为对上述计算方法的改进和完善。通过研究计算参数m、ε0的变化对计算结果的影响发现,二者对计算结果有较大影响,这说明在类似问题中考虑岩石的损伤演化特性是十分必要的。
Buckling failure is one of the main instability failure modes,which is similar to classic Euler pressure bar instability failure theory,but there is much difference between them.On basis of stating the mechanical essence of their similarities and differences,the calculation formula of critical height,under which the vertical rock layer will not buckle to failure under self-gravity load,is firstly deduced based on the relevant results of other researchers,and then it is extended to the general bedding rock slope.The result shows that the critical height of the bedding rock slope calculated by the method proposed in this paper is 75% that of other researchers.Meanwhile,based on the hypothesis that the mechanical property of rock obeys the statistical damage model,the according instability calculation model of the bedding rock slope is proposed,which is regarded as the improvement to the aforesaid method.Through the influencing study of the calculation parameters,m and ε0on the results,it is found that the parameters would effectthe results,and that it is very necessary to consider the damage evolution of rock in these similar problems.
Buckling failure is one of the main instability failure modes,which is similar to classic Euler pressure bar instability failure theory,but there is much difference between them.On basis of stating the mechanical essence of their similarities and differences,the calculation formula of critical height,under which the vertical rock layer will not buckle to failure under self-gravity load,is firstly deduced based on the relevant results of other researchers,and then it is extended to the general bedding rock slope.The result shows that the critical height of the bedding rock slope calculated by the method proposed in this paper is 75% that of other researchers.Meanwhile,based on the hypothesis that the mechanical property of rock obeys the statistical damage model,the according instability calculation model of the bedding rock slope is proposed,which is regarded as the improvement to the aforesaid method.Through the influencing study of the calculation parameters,m and ε0on the results,it is found that the parameters would effectthe results,and that it is very necessary to consider the damage evolution of rock in these similar problems.
引文
[1]唐良琴,刘东燕,聂德新.金川电站左岸引水发电系统进水口边坡块体稳定性分析[J].工程勘察,2012,40(4):1~4,10.
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[3]孙强,朱术云,薛雷等.力矩效应对顺层岩质边坡稳定性的影响[J].煤炭学报,2011,33(5):762~765.
[4]林杭,曹平,李江腾等.层状岩质边坡破坏模式及稳定性的数值分析[J].岩土力学,2010,31(10):3300~3304.
[5]张天军,李云鹏.直立顺层边坡的粘弹性稳定性分析[J].力学与实践,2003,25(6):51~54.
[6]肖树芳,杨淑碧.岩体力学[M].北京:地质出版社,1987.
[7]刘红岩,丹增卓玛,刘冶等.基于统计损伤模型的直立层状岩质边坡失稳模型[J].地质力学学报,2013,19(2):198~205.
[8]Zhi-liang Wang,Yong-chi Li,J.G.Wang.A damagesoftening statistical constitutive model considering rock residual strength[J].Computers&Geosciences,2007,33:1~9.
[9]Xiang Li,Wen-gui Cao,Yong-hua Su.A statistical damage constitutive model for softening behavior of rocks[J].Engineering Geology,2012,143~144:1~17.
[10]岳洋.基于不同分布的岩石损伤本构模型的比较[J].山西建筑,2010,36(24):137~138.
[2]孙广忠,孙毅.岩体力学原理[M].北京:科学出版社,2011.
[3]孙强,朱术云,薛雷等.力矩效应对顺层岩质边坡稳定性的影响[J].煤炭学报,2011,33(5):762~765.
[4]林杭,曹平,李江腾等.层状岩质边坡破坏模式及稳定性的数值分析[J].岩土力学,2010,31(10):3300~3304.
[5]张天军,李云鹏.直立顺层边坡的粘弹性稳定性分析[J].力学与实践,2003,25(6):51~54.
[6]肖树芳,杨淑碧.岩体力学[M].北京:地质出版社,1987.
[7]刘红岩,丹增卓玛,刘冶等.基于统计损伤模型的直立层状岩质边坡失稳模型[J].地质力学学报,2013,19(2):198~205.
[8]Zhi-liang Wang,Yong-chi Li,J.G.Wang.A damagesoftening statistical constitutive model considering rock residual strength[J].Computers&Geosciences,2007,33:1~9.
[9]Xiang Li,Wen-gui Cao,Yong-hua Su.A statistical damage constitutive model for softening behavior of rocks[J].Engineering Geology,2012,143~144:1~17.
[10]岳洋.基于不同分布的岩石损伤本构模型的比较[J].山西建筑,2010,36(24):137~138.