The behaviour of an artificially cemented sandy gravel

被引：61
作者：
Haeri S.M. [1 ,2 ]
Hosseini S.M. [1 ,2 ]
Toll D.G. [3 ]
Yasrebi S.S. [4 ]
机构：
[1] Department of Civil Engineering, Sharif University of Technology, Tehran, Azadi Avenue
[2] Department of Civil Engineering, Sharif University of Technology, Tehran, Azadi Avenue
[3] School of Engineering, University of Durham, Durham
[4] Department of Civil Engineering, Tarbiat Modarres University, Tehran
来源：
Geotechnical & Geological Engineering | 2005年 / 23卷 / 5期
关键词：
Artificial cement; Cemented soil; Limiting stress ratio; Pore water pressure; Sandy gravel; Shear strength; Stress path;
D O I：
10.1007/s10706-004-5110-7
中图分类号：
学科分类号：
摘要：
The major section of the city of Tehran, Iran has been developed on cemented coarse-grained alluvium. This deposit consists of gravely sand to sandy gravel with some cobbles and is dominantly cemented by carbonaceous materials. In order to understand the mechanical behaviour of this soil, a series of undrained triaxial compression tests and unconfined compression tests were performed on uncemented and artificially cemented samples. Portland cement type I was used as the cementation agent for preparing artificially cemented samples. Uncemented samples and lightly cemented samples (1.5% cement) tested at high confining pressure showed contractive behaviour accompanied with positive excess pore water pressure and a barrelling failure mode. However, cemented samples and uncemented samples tested at low confining pressure (25 and 50 kN/m2) showed dilative behaviour accompanied with negative excess pore water pressure. Shear zones were formed in these samples and a clear peak in excess pore water pressure and stress ratio against strain could be observed. Test results showed that the limiting stress ratio surface for cemented samples is curved and expands as the cementation and density increase. Unconfined compression strength of cemented samples increases with increases in cementation and density as well. © Springer 2005.
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页码：537 / 560
页数：23
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