原状饱和黏土静止土压力系数试验研究

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Abstract A number of K0-consolidation tests are carried out on the undisturbed mud/silt clay and silty clay samples of Hong Kong—Zhuhai—Macao bridge by using advanced triaxial apparatus. The changes of static soil pressure coefficient K0 under different loading and unloading paths are studied；and the applicability of using common formula and recommended value of specifications to estimate the K0 are analyzed，as well as the prediction equation based on test results is given. The results show that：K0 of mud/silt clay at the bottom of the Hong Kong—Zhuhai—Macao bridge immersed tunnel is a basically constant value(0.47). K0 of silty clay is proportional to the preconsolidation pressure and K0 is between 0.30 and 0.45；both of the bounds are lower than the recommended values of specifications and manuals for similar soil. In addition to soil properties，the cementation of the undisturbed samples also could make the K0 reduce. K0 of the strong structural undisturbed soil would decrease to below the values of normally consolidated clay and then rebound and gradually stabilize during loading stages. We can use the empirical formula given by the predecessors to estimate the K0 of normally consolidated and over-consolidated undisturbed clays；and the internal friction angle should be the effective peak internal friction angle of normally consolidated soil.

Key words： soil mechanics static earth pressure coefficient K0-consolidation normally consolidated soil over-consolidated soil

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	Articles by authors
	HUANG Bo1
	2
	HU Junqing1
	2
	LIAO Xianbin3
	HUANG Xiong3

Cite this article:

HUANG Bo1,2,HU Junqing1, et al. EXPERIMENTAL STUDIES OF STATIC EARTH PRESSURE COEFFICIENT OF UNDISTURBED SATURATED CLAY[J]. , 2013, 32(s2): 4056-4064.

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https://rockmech.whrsm.ac.cn/EN/Y2013/V32/Is2/4056

[1]	JAKY J. The coefficient of earth pressure at rest[J]. Journal of the Society of Hungarian Architects and Engineers，1944，78(22)：355-358.
[2]	SCHMIDT B. Discussion of earth pressures at rest related to stress history[J]. Canadian Geotechnical Journal，1966，3(4)：239-242.
[3]	MAYNE P W，KULHAWY F H. K0-OCRrelationships in soil[J]. Journal of the Geotechnical Engineering Division，1982，108(6)：851-872.
[4]	BROOKER E W，IRELAND H O. Earth pressures at rest related to stress history[J]. Canadian Geotechnical Journal，1965，2(1)：1-15.
[5]	SHERIF M A. Overconsolidation effect on K0values[C]// Proceedings of the 10th International Conference on Soil Mechanics and Foundation Engineering. Rotterdam：A. A. Balkema，1981：785-788.
[6]	WATABE Y，TANAKA M，TANAKA H，et al. K0-consolidation in a triaxial cell and evaluation of in-situ K0for marine clays with various characteristics[J]. Journal of the Japanese Geotechnical Society of Soils and Foundations，2003，43(1)：1-20.
[7]	杨金钟. 天津市浅层土的静止侧压力系数K0规律探讨[J]. 河北工业大学学报，2003，32(5)：110-114.(YANG Jinzhong. Study on variation of K0-values of Tianjin shallow soils[J]. Journal of Hebei University of Technology，2003，32(5)：110-114.(in Chinese))
[8]	王秀艳，唐益群，藏逸中，等. 深层土侧向应力的试验研究及新认识[J]. 岩土工程学报，2007，29(3)：430-435.(WANG Xiuyan，TANG Yiqun，ZANG Yizhong，et al. Experimental studies and newideas on the lateral stress in soil[J]. Chinese Journal of Geotechnical Engineering，2007，29(3)：430-435.(in Chinese))
[9]	魏道垛，杨熙章. 上海软土的静止侧压力系数K0的分布和变化规律的研究[J]. 大坝观测与土工测试，1988，12(3)：36-43.(WEI Daoduo，YANG Xizhang. Variation of K0-values of Shanghai soft soils[J]. Dam Observation and Geotechnical Tests，1988，12(3)：36-43.(in Chinese))
[10]	李英，陈越. 港珠澳大桥岛隧工程的意义及技术难点[J]. 工程力学，2011，28(增2)：67-77.(LI Ying，CHEN Yue. The importance and technical difficulties of tunnel and islands for Hong Kong—Zhuhai—Macao bridge project[J]. Engineering Mechanics，2011，28(Supp.2)：67-77.(in Chinese))
[11]	程海涛，刘保健，谢永利. 压实黄土连续加载K0固结特性[J]. 岩石力学与工程学报，2007，26(增1)：3 203-3 208.(CHEN Haitao，LIU Baojian，XIE Yongli. K0consolidation characteristics of compactedloess under continuous loading[J]. Chinese Journal of Rock Mechanics and Engineering，2007，26(Supp.1)：3 203-3 208.(in Chinese))
[12]	MENZIES BK.Advanced triaxial testing of soil and rock[M]. Philadelphia：American Society for Testing and Materials，1988：82-94.
[13]	中华人民共和国国家标准编写组. GB/T 50123—1999土工试验方法标准[S]. 北京：中国计划出版社，1999.(The National Standards Compilation Group of People¢s Republic of China. GB/T 50123—1999 Standard for soil test method[S]. Beijing：China Planning Press，1999.(in Chinese))
[14]	姜安龙，郭云英，高大钊. 静止土压力系数研究[J].岩土工程技术，2003，(6)：354-359.(JIANG Anlong，GUO Yunying，GAO Dazhao. The study on coefficient of earth pressure at rest[J]. Geotechnical Engineering Technique，2003，(6)：354-359.(in Chinese))
[15]	ZHAO X D，ZHOU G Q，TIAN Q H，et al. Coefficient of earth pressure at rest for normal consolidated soils[J]. Mining Science and Technology，2010，20(3)：406-410.
[16]	ABDELHAMID M S，KRIZEK R J. At rest lateral earth pressure of consolidating caly[J]. Journal of the Geotechnical Engineering Division，1976，102(7)：721-738.
[17]	FEDERICO A，ELIA G，GERMANO V. A short note on the earth pressure and mobilizedangle of internal friction in one-dimensional compression of soils[J]. Journal of Geotechnical Engineering，2008，3(1)：41-46.
[18]	SIMPSON B. Retaining structures：displacement and design[J]. Geotechnique，1992，42(4)：541-576.
[19]	BOLTON M D. Geotechnical stress analysis for bridgeabutment design[R]. UK：Transport and Road ResearchLaboratory，1991.
[20]	ALPAN I. The empirical evaluation of the coefficientsK0and K0R[J]. Soils and Foundations，1967，7(1)：31-40.
[21]	SILVESTRI V. Behavior of an overconsolidated sensitive clay in drained K0-triaxial tests[C]// Laboratory Shear Strength of Soil. ASTM STP 740，1981：619-630.