Geotechnical Aspects of Stiff and Hard Claysby Raj P. Khera, (M.ASCE), Prof.; Dept. of Civ. and Environmental Engrg., New Jersey Inst. of Technology, Newark, NJ,
C. W. Lovell, (M.ASCE), Prof.; School of Civ. Engrg., Purdue Univ., West Lafayette, IN,
American Society of Civil Engineers, New York, NY
978-0-87262-521-1 (ISBN-13) | 0-87262-521-4 (ISBN-10), 1986, Soft Cover, Pg. 107
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GSP Geotechnical Special Publication (GSP) 2
Conference information: A Symposium of ASCE Convention | Seattle, Washington, United States | 19-Apr-86
Out of Print: Not available at ASCE Bookstore.
Document Type: Book - Proceedings
Abstract: This publication contains articles that deal with field and laboratory measurements of engineering properties of stiff (overconsolidated) clays, and comparisons of predicted and measured response of structures constructed in such soils. Several factors such as age, stress and strain history, distribution of fissures and cracks, mineralogical composition, weathering, changes in environmental conditions due to construction, time since construction, etc., influence the response of engineered structures in such deposits. Based on data obtained from conventional loratory tests equations are presented for predicting the in-situ lateral stresses, and determining the propagation direction of cracks under stress fields similar to those in the field. Shortcomings of conventional sampling techniques, effect of sample size, and testing techniques are described. The importance of the zero lateral strain condition during laboratory testing for proper evaluation of strength parameters is also demonstrated. The field measurements of tied back sheet pile walls in the Keuper formation showed that the anchor forces and the lateral forces on the wall were time dependent. For mat foundations a computer program that explicitly accounts for soil moisture movement and soil structure interaction provides an effective means of predicting foundation response. For laterally loaded piers pressure meter tests provide a better estimate of side shear than unconfined compression tests. The latter yield only a 30 percent of field mobilized values.
Subject Headings: Lateral stress | Field tests | Soil properties | Cracking | Load tests | Compression tests | Publications | Clays
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