含孔洞硬岩破坏过程的离散元分析

Abstract
Figure/Table
References
Related Citation (15)

Download: PDF (2076 KB) HTML (1 KB)
Export: BibTeX | EndNote (RIS)

Abstract Based on the theory of particle flow code，the failure process of tuffaceous sandstone with a pre-existing circular opening is simulated by numerical experiments under uniaxial，biaxial and triaxial compressions. And the impact of different loading modes is analyzed from the view of peak strength，microcrack and energy. The results show that the failure of rock specimen starts around the opening regardless of loading modes. The deformation of opening under uniaxial compression is different from that under biaxial and triaxial compressions. And a macro-crack is formed on the side of rock specimen under uniaxial compression. Peak strength of rock specimen under triaxial compression is larger than that of biaxial compression at the same confining pressure. And the difference of peak strength between biaxial and triaxial compressions increases with the increase of confining pressure. Crack-initiation stress decreases with the increase of confining pressure under biaxial compression，while crack-initiation stress increases with the increase of confining pressure under triaxial compression. The change process of strain energy can reflect the failure process of rock specimen. And its peak value is greatly influenced by confining pressure. The change process of dissipated energy can reflect the extent of slip and friction between microscopic particles. And its change law is related to loading modes and confining pressure.

Key words： rock mechanics discrete element mesomechanics numerical experiment strain energy

Received: 06 December 2011

	Service

	E-mail this article
	Add to my bookshelf
	Add to citation manager
	E-mail Alert
	RSS
	Articles by authors

Cite this article:

URL:

http://www.rockmech.org/EN/Y2012/V31/Is2/3855

[2]	WANG S H，LEE C I，RANJITH P G，et al. Modeling the effects of heterogeneity and anisotropy on the excavation damaged/disturbed zone(EDZ)[J]. Rock Mechanics Rock Engineering，2009，42(2)：229-258.
[4]	JIA P，TANG C A. Numerical study on failure mechanism of tunnel in jointed rock mass[J]. Tunnelling and Underground Space Technology，2008，23(5)：500-507.
[6]	刘招伟，李元海. 含孔洞岩石单轴压缩下变形破裂规律的实验研究[J]. 工程力学，2010，27(8)：133-139.(LIU Zhaowei，LI Yuanhai. Experimental investigation on the deformation and crack behavior of rock specimen with a hole undergoing uniaxial compressive load[J]. Engineering Mechanics，2010，27(8)：133-139.(in Chinese))
[7]	谢林茂，朱万成，王述红，等. 含孔洞岩石试样三维破裂过程的并行计算分析[J]. 岩土工程学报，2011，33(9)：1 447-1 455.(XIE Linmao，ZHU Wancheng，WANG Shuhong，et al. Three-dimensional parallel computing on failure process of rock specimen with a preexisting circular opening[J]. Chinese Journal of Geotechnical Engineering，2011，33(9)：1 447-1 455.(in Chinese)) " target="_blank">
[8]	杨圣奇，吕朝辉，渠涛. 含单个孔洞大理岩裂纹扩展细观试验和模拟[J]. 中国矿业大学学报，2009，38(6)：774-781.(YANG Shengqi，LU Chaohui，QU Tao. Investigations of crack expansion in marble having a single pre-existing hole：experiment and simulations[J]. Journal of China University of Mining and Technology，2009，38(6)：774-781.(in Chinese)) " target="_blank">
[9]	CUNDALL P A，STRACK O. A discrete numerical model for granular assemblies[J]. Géotechnique，1979，29(1)：47-65. " target="_blank">
[11]	POTYONDY D O，CUNDALL P A. A bonded-particle model for rock[J]. International Journal of Rock Mechanics and Mining Sciences，2004，41(8)：1 329-1 364. " target="_blank">
[1]	FAKHIMI A，CARVALHO F，ISHIDA T，et al. Simulation of failure around a circular opening in rock[J]. International Journal of Rock Mechanics and Mining Sciences，2002，39(4)：507-515.
[3]	WANG S Y，SLOAN S W，SHENG D C，et al. Numerical analysis of the failure process around a circular opening in rock[J]. Computers and Geotechnics，2012，39(1)：8-16. " target="_blank">
[5]	李地元，李夕兵，李春林，等. 单轴压缩下含预制孔洞板状花岗岩试样力学响应的试验和数值研究[J]. 岩石力学与工程学报，2011，30(6)：1 198-1 206.(LI Diyuan，LI Xibing，LI C Charlie，et al. Experimental and numerical studies of mechanical response of plate-shape granite samples containing prefabricated holes under uniaxial compression[J]. Chinese Journal of Rock Mechanics and Engineering，2011，30(6)：1 198-1 206.(in Chinese)) " target="_blank">
[10]	罗勇，龚晓南，连峰. 三维离散颗粒单元模拟无黏性土的工程力学性质[J]. 岩土工程学报，2008，30(2)：292-297.(LUO Yong，GONG Xiaonan，LIAN Feng. Simulation of mechanical behaviors of granular materials by three-dimensional discrete element method based on particle flow code[J]. Chinese Journal of Geotechnical Engineering，2008，30(2)：292-297. (in Chinese))
[12]	Itasca Consulting Group，Inc.. Particle flow code，PFC3D，release 3.1[R]. Minneapolis，Minnesota：Itasca Consulting Group，Inc.，2005. " target="_blank">