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RISK0-Cu/συ0′ Trends for Overconsolidated Clays
Publisher: American Society of Civil Engineers
Abstract: Available laboratory data on clays tested for both lateral stress coefficient behavior and undrained shear strength are reviewed. Since the coefficient of earth pressure at-rest and normalized undrained shear strength ...
Stress Anisotropy Effects on Clay Strength
Publisher: American Society of Civil Engineers
Abstract: For ease and economy, most commercial laboratories perform consolidated undrained triaxial shear tests using an initial isotropic state of stress. The insitu state of stress for most clay soils, however, is anisotropic. ...
Discussion of “<i>Overconsolidation Ratio of Clays From Penetration Pore Pressures</i>” by J. P. Sully, R. G. Campanella, and P. K. Robertson (February, 1988, Vol. 114, No. 2)
Publisher: American Society of Civil Engineers
Determining OCR in Clays from Laboratory Strength
Publisher: American Society of Civil Engineers
Abstract: The results of triaxial or simple shear tests may be used to estimate the in situ overconsolidation ratio of clays using a SHANSEP database. A compilation of OCRs and normalized strengths from 116 different clays is presented ...
Discussion of “<i>Dilatometer Testing on Highly Overconsolidated Soils</i>” by Alireza Boghrat (May, 1987, Vol. 113, No. 5)
Publisher: American Society of Civil Engineers
Discussion of “<i>Concrete Pile Design in Tidewater Virginia</i>” by Ray E. Martin, James J. Seli, Graydon W. Powell, and Michael Bertoulin (June, 1987, Vol. 113, No. 6)
Publisher: American Society of Civil Engineers
Discussion of “<i>Cα/Cc Concept and K0 During Secondary Compression</i>” by G. Mesri and A. Castro (March, 1987, Vol. 113, No. 3)
Publisher: American Society of Civil Engineers
Undrained Plastic Modulus from Original Cam Clay
Publisher: American Society of Civil Engineers
Abstract: One aspect of the original Cam-clay model is that the derived undrained stress-strain curve can be expressed in closed form and used to determine a finite value of stiffness at ε= 0 that is equivalent to an undrained plastic ...