Brittle Behavior of a Varved Clay During Triaxial Undrained Shear Strength Tests

2009 ◽  
pp. 252-252-25
Author(s):  
SM Bemben
Keyword(s):  
Shear Strength ◽  
Undrained Shear Strength ◽  
Brittle Behavior ◽  
Strength Tests ◽  
Undrained Shear ◽  
Varved Clay

Variability of undrained shear strength cu within one organic soli layer

2017 ◽  
Vol 32 (1) ◽  
pp. 8-13
Author(s):  
Krzysztof Załęski ◽  
Patryk Juszkiewicz ◽  
Paweł Szypulski
Keyword(s):  
Shear Strength ◽  
Laboratory Tests ◽  
Organic Soil ◽  
Undrained Shear Strength ◽  
Test Results ◽  
Geotechnical Parameters ◽  
Soil Layers ◽  
Undisturbed Samples ◽  
Strength Tests ◽  
Undrained Shear

For the purpose of this article a program of geotechnical laboratory tests was performed on organic soil (mud) samples from one geological layer. All undisturbed samples were taken within the same excavation in square grid with a side about 30 cm. Differences between specimen parameters were found both at basic test results and at shear strength tests results. Based on all performed tests authors suggest carefulness in assuming geotechnical parameters of organic soil layers because of theirs spatial variability even in very close vicinity.

Behavior of a Cemented Plastic Clay as an Embankment Foundation

1974 ◽  
Vol 11 (1) ◽  
pp. 46-58
Author(s):  
Guy Lefebvre ◽  
Liguori M. Lefebvre ◽  
Peter Rosenberg
Keyword(s):  
Shear Strength ◽  
Pore Pressure ◽  
Applied Pressure ◽  
Undrained Shear Strength ◽  
Glacial Lake ◽  
Triaxial Tests ◽  
High Plasticity ◽  
Degree Of Consolidation ◽  
Undrained Shear ◽  
Varved Clay

A 32 ft (10 m) high embankment has been built at Matagami, Quebec, on a varved clay deposit of the glacial lake Barlow–Ojibway. This paper reports on some aspects considered in the design, mainly the cementation and the high plasticity of the clay. The variation of settlements and pore pressure is presented and indicates that, 8 months after construction, the pore pressure dissipation is very small while the measured settlements reach 18 in. (45 cm).Triaxial tests, with various consolidation times, were carried out on specimens cut from undisturbed block samples obtained in the same area, in order to study the effect of consolidation on the shear strength of these cemented clays. Results indicate that the undrained shear strength decreases during consolidation until the degree of consolidation reaches 50%. This phenomenon together with the non-dissipation of pore pressure in the field is attributed to the collapse of the cemented structure when the applied pressure exceeds Pc.Similar behavior reported for two other cases of embankments built on deposits of the same origin, leads to the conclusion that the stage construction method is not suitable for embankment on cemented clays, at least those from the glacial lake Barlow–Ojibway, because no gain in shear strength is recorded over a normal consolidation period.

scholarly journals Evaluation of Undrained Shear Strength of Miocene Clay from the Weight Sounding Test (WST)

2017 ◽  
Vol 62 (2) ◽  
pp. 367-384
Author(s):  
Sebastian Olesiak
Keyword(s):  
Shear Strength ◽  
Field Testing ◽  
Field Investigation ◽  
Undrained Shear Strength ◽  
Cohesive Soils ◽  
Strength Parameters ◽  
Additional Measurement ◽  
Carpathian Foredeep ◽  
Innovative Solution ◽  
Undrained Shear

Abstract Soil strength parameters needed for the calculation of bearing capacity and stability are increasingly determined from field testing. This paper presents a method to determine the undrained shear strength cuWST of the soil, based on the Weight Sounding Test (WST). The innovative solution which allows for a significant reduction of equipment needed for geotechnical field investigation is presented. The proposed method is based on an additional measurement of the torque during testing. It then becomes possible to estimate the undrained shear strength, cuWST of the soil, using the correlation given in this paper. The research results presented in this paper were carried out on selected cohesive soils, Miocene clays from the Carpathian Foredeep.

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