原状黄土剪缩性测试与理论分析

doi:10.13722/j.cnki.jrme.2014.0781

Abstract
Figure/Table
References
Related Citation (15)

Download: PDF (477 KB) HTML (1 KB)
Export: BibTeX | EndNote (RIS)

Abstract To reveal the stress-contraction pattern of loess in shearing，undisturbed specimens were obtained from the backwall of a typical landslide in Heifangtai. Three series of triaxial tests were carried out，including isotropically consolidated undrained tests and isotropically consolidated drained tests for saturated loess，and constant water content tests for unsaturated loess. The stress-strain relationship and the critical state strength of the loess are explored. The state parameter and the contractive/dilative behavior of the loess are investigated. The stress-contraction/dilation rules of the loess are studied based on classical dilatancy equations. The findings are as below： firstly，the saturated soil shows a unique critical state line which could represent the major stress level corresponding to the thickness of Heifangtai loess，while the unsaturated soil at 94 to 100 kPa suction shows a roughly parallel critical state line. Secondly，the loess commonly demonstrates a tendency of contraction or contractive deformation， but can also shows a tendency of dilation or dilative deformation which is affected by its initial void ratio and intial stress level. Thirdly，the undisturbed loess can be depicted by the soil state parameter，and can also demonstrate the phase transformation behavior from contraction to dilation. Fourthly，the contractive behavior of the loess can be generally reflected by the dilatancy equation in the Cam-clay model.

Key words： loess unsaturated soil critical state contraction dilatancy theory state parameter

	Service

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

Cite this article:

URL:

https://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2014.0781 OR https://rockmech.whrsm.ac.cn/EN/Y2015/V34/I6/19

[1] 徐张建，林在贯，张茂省. 中国黄土与黄土滑坡[J]. 岩石力学与工程学报，2007，26(7)：1 297–1 312.(XU Zhangjian，LIN Zaiguan，ZHANG Maosheng. Loess in china and loess landslides[J]. Chinese Journal of Rock Mechanics and Engineering，2007，26(7)：1 297–1 312. (in Chinese)) [2] 谢定义. 黄土力学特性与应用研究的过去，现在与未来[J]. 地下空间，1999，19(4)：273–284.(XIE Dingyi. The past， present and future of the research on mechanical characteristics and application of loess[J]. Underground Space，1999，19(4)：273–284.(in Chinese)) [3] ROWE P W. The stress-dilatancy relation for static equilibrium of an assembly of particles in contact[J]. Proceedings of the Royal Society of London，1962，A269：500–527. [4] BOLTON M D. The strength and dilatancy of sands[J]. Geotechnique，1986，36(1)：65–78. [5] 蔡正银，李相菘. 砂土的剪胀理论及其本构模型的发展[J]. 岩土工程学报，2007，29(8)：1 122–1 128.(CAI Zhengyin，LI Xiangsong. Development of dilatancy theory and constitutive model of sand[J]. Chinese Journal of Geotechnical Engineering，2007，29(8)：1 122–1 128. (in Chinese)) [6] 程展林，姜景山，丁红顺，等. 粗粒土非线性剪胀模型研究[J]. 岩土工程学报，2010，32(3)：460–467.(CHENG Zhanlin，JIANG Jingshan，DING Hongshun，et al. Nonlinear dilatancy model for coarse-grained soils[J]. Chinese Journal of Geotechnical Engineering，2010，32(3)：460–467.(in Chinese)) [7] 褚福永，朱俊高，殷建华. 基于大三轴试验的粗粒土剪胀性研究[J]. 岩土力学，2013，34(8)：2 249–2 254.(CHU Fuyong，ZHU Jungao，YIN Jianhua. Study of dilatancy behaviors of coarse-grained soils in large-scale triaxial test[J]. Rock and Soil Mechanics，2013，34(8)：2 249–2 254.(in Chinese)) [8] 赵星光，蔡明，蔡美峰. 岩石剪胀角模型与验证[J]. 岩石力学与工程学报，2010，29(5)：970–981.(ZHAO Xingguang，CAI Ming，CAI Meifeng. A rock dilation angle model and its verification[J]. Chinese Journal of Rock Mechanics and Engineering，2010，29(5)：970–981.(in Chinese)) [9] British Standard Institution. BS1377 Methods of test for soils for civil engineering purposes[S]. London：1990 [10] 中华人民共和国建设部. GB50021-2001岩土工程勘察规范[S]. 北京：中国建筑工业出版社，2009.(Ministry of Construction of the People's Republic of China. GB50021 -2001 Code for investigation of geotechnical engineering[S]. Beijing：China Architecture and Building Press，2009.(in Chinese)) [11] 甘肃省地质调查院. 黑方台勘查主报告[R]. 兰州：2001.(Gansu Institute of Geological Survey. Geological survey Report in Heifangtai Plateau[R]. Lanzhou：2001.(in Chinese)) [12] ZHOU Y F. Study on landslides in loess slope due to infiltration [Ph.D. Thesis][D]. Hong Kong：The University of Hong Kong，2012. [13] VAID Y P，ELIADORANI A. Instability and liquefaction of granular soils under undrained and partially drained states[J]. Canadian Geotechnical Journal，1998，35(6)：1 053–1 062. [14] ROSCOE K H，SCHOFIELD A N，WROCH C P. On the yielding of soils[J]. Geotechnique，1958，8(1)：22–53. [15] ALONSO E E，GENS A，JOSA A. A constitutive model for partially saturated soils[J]. Geotechnique，1990，40(3)：405–430. [16] WHEELER S J，SIVAKUMAR V. An elasto-plastic critical state framework for unsaturated soil[J]. Geotechnique，1995，45(1)：35–53. [17] ZHOU Y F，THAM L G，YAN W M，et al. Laboratory study on soil behavior in loess slope subjected to infiltration[J]. Engineering Geology，2014，183：31–38. [18] 许领. 灌溉触发黄土滑坡机理[博士学位论文][D]. 北京：中国科学院地质与地球物理研究所，2010.(XU Ling. Causative Mechanism of Irrigation-induced Loess Landslides[Ph.D. Thesis][D]. Beijing：Institute of Geology and Geophysics，Chinese Academy of Sciences，2010.(in Chinese)) [19] NG C W W，CHIU C F. Laboratory study of loose saturated and unsaturated decomposed granitic soil[J]. Journal of Geotechnical and Geoenvironmental Engineering，2003，129(6)：550–559. [20] BEEN K，JEFFERIES M G. A state parameter for sands[J]. Geotechnique，1985，35(2)：99–112. [21] YOSHIMINE M，ROBERTSON P，WRIDE C. Undrained shear strength of clean sands to trigger flow liquefaction[J]. Canadian Geotechnical Journal，1999，36(5)：891–906. [22] YANG J，DAI B B. Is the quasi-steady state a real behavior? A micromechanical perspective[J]. Geotechnique，2010，61(2)：175–183. [23] NOVA R，WOOD D M. A constitutive model for sand in triaxial compression[J]. International journal for numerical and analytical methods in geomechanics，1979，3：255–278. [24] LI X S，DAFALIAS Y F. Dilatancy for cohesionless soils[J]. Geotechnique，2000，50(4)：449–460. [25] TO E C Y，THAM L G，ZHOU Y D. An elasto-plastic model for saturated loosely compacted completely decomposed granite[J]. Geomechanics and Geoengineering：An International Journal，2008，3(1)：13–25.