Behavior of saturated micaceous silty sand subjected to a combination of static and cyclic load using simple shear tests

2021 ◽  
pp. 1-26
Author(s):  
Hernán Patiño ◽  
Rubén Galindo
Keyword(s):  
Simple Shear ◽  
Cyclic Load ◽  
Silty Sand ◽  
Shear Tests

Cyclic shear strength of a loose glacial till

1988 ◽  
Vol 25 (2) ◽  
pp. 401-407
Author(s):  
Guy Lefebvre ◽  
Serge Malenfant
Keyword(s):  
Simple Shear ◽  
Glacial Till ◽  
Silty Sand ◽  
Triaxial Tests ◽  
Test Results ◽  
Shear Tests ◽  
Cyclic Triaxial ◽  
Cyclic Triaxial Tests ◽  
Cyclic Shear ◽  
Testing Procedures

The liquefaction potential of a loose glacial till is assessed by laboratory cyclic tests and by comparison with test results obtained on a clean sand, using the same testing procedures. The laboratory testing program of both soils included cyclic triaxial tests on saturated specimens and constant volume cyclic simple shear tests on dry specimens. The till and the sand exhibited very similar behaviour during cycling and mobilized nearly identical cyclic shear strengths in the triaxial as well as in the simple shear tests. The 28% fines content in the till did not make it more resistant to liquefaction than a clean sand. Key words: liquefaction, sand, silty sand, cyclic simple shear test, cyclic triaxial test.

Cyclic strength of a natural liquefiable sand stabilized with colloidal silica grout

2008 ◽  
Vol 45 (10) ◽  
pp. 1345-1355 ◽  
Author(s):  
J. A. Díaz-Rodríguez ◽  
V. M. Antonio-Izarraras ◽  
P. Bandini ◽  
J. A. López-Molina
Keyword(s):  
Cyclic Loading ◽  
Pore Pressure ◽  
Simple Shear ◽  
Colloidal Silica ◽  
Low Cost ◽  
Silty Sand ◽  
Experimental Program ◽  
Shear Tests ◽  
Liquefaction Resistance ◽  
Wide Range

This paper summarizes the experimental results of a series of cyclic simple shear tests on liquefiable silty sand with and without sample improvement with colloidal silica grout. The objective of the paper is to evaluate the effectiveness of colloidal silica grouting in reducing the liquefaction potential of natural silty sand. Colloidal silica was selected as a stabilizing material due to its low viscosity, wide range of gel times, nontoxicity, and low cost. The soil tested in this experimental program is a poorly graded sand with 11.5% of nonplastic silt from the Port of Lázaro Cárdenas, México. Colloidal silica treated and untreated sand specimens show different pore pressure response and deformation behavior under cyclic loading in simple shear tests. The results indicate that, for a given initial relative density and initial effective vertical stress, liquefiable silty sand specimens stabilized with colloidal silica grout generally exhibit significant gain in liquefaction resistance compared with untreated specimens. It was also found that the colloidal silica grout reduces considerably the rates of pore pressure generation and shear strain of the silty sand specimens subjected to cyclic loading.

scholarly journals The Influence of Apparatus Stiffness on the Results of Cyclic Direct Simple Shear Tests on Dense Sand

2020 ◽  
Vol 44 (5) ◽  
pp. 20190471
Author(s):  
M. Konstadinou ◽  
A. Bezuijen ◽  
G. Greeuw ◽  
C. Zwanenburg ◽  
H. M. Van Essen ◽  
...  
Keyword(s):  
Simple Shear ◽  
Shear Tests ◽  
Dense Sand ◽  
Direct Simple Shear

Effect of Material Frame Rotation on the Hardening of an Anisotropic Material in Simple Shear Tests

2018 ◽  
Vol 85 (12) ◽  
Author(s):  
Kelin Chen ◽  
Stelios Kyriakides ◽  
Martin Scales
Keyword(s):  
Simple Shear ◽  
Plastic Anisotropy ◽  
Yield Function ◽  
Strain Response ◽  
Shear Tests ◽  
Stress Strain ◽  
Anisotropic Yield Function ◽  
Torsion Experiment ◽  
Thin Walled Tube ◽  
Material Frame

The shear stress–strain response of an aluminum alloy is measured to a shear strain of the order of one using a pure torsion experiment on a thin-walled tube. The material exhibits plastic anisotropy that is established through a separate set of biaxial experiments on the same tube stock. The results are used to calibrate Hill's quadratic anisotropic yield function. It is shown that because in simple shear the material axes rotate during deformation, this anisotropy progressively reduces the material tangent modulus. A parametric study demonstrates that the stress–strain response extracted from a simple shear test can be influenced significantly by the anisotropy parameters. It is thus concluded that the material axes rotation inherent to simple shear tests must be included in the analysis of such experiments when the material exhibits anisotropy.

scholarly journals Cyclic and Permanent Shear Strains of a Soft Cohesive Soil Subjected to Combined Static and Cyclic Loading

2020 ◽  
Vol 10 (23) ◽  
pp. 8433
Author(s):  
Hernán Patiño ◽  
Rubén Galindo ◽  
Claudio Olalla Marañón
Keyword(s):  
Simple Shear ◽  
Cohesive Soil ◽  
Mediterranean Coast ◽  
Vertical Stress ◽  
Experimental Program ◽  
Shear Stresses ◽  
Shear Tests ◽  
Cyclic Shear ◽  
Shear Strains ◽  
Number Of Cycles

This paper refers to cyclic shear strains (γc) and permanent shear strains (γp) of a soft cohesive soil, when both monotonic shear stresses (τo) and cyclic shear stresses (τc) are applied. The research is backed by an extensive experimental program with 139 cyclic simple shear tests that included identification and classification tests. These cyclic simple shear tests were conducted under different levels of stresses, τo, before the cyclic phase. Laboratory tests were carried out on undisturbed samples from the Port of Barcelona, located in Spain on the Mediterranean coast, and characterized by a monotonic strength (τmax) approximately equal to 30% of the initial effective vertical stress (σ′ov). The samples were taken at depths between 29 and 52 m and correspond to an initial effective vertical stress between 277 and 413 kPa, respectively. In general, the results indicate that: (a) the combination of τo and τc controls the generation of γc and γp, (b) it is not always true that when τo/σ′ov + τc/σ′ov ≈ τmax/σ′ov, the soil reaches failure cyclically, and (c) empirical relations useful for design can be established between γc, γp, and the number of cycles (N), for different relationships varying (τo/σ′ov) between 0% and 25%.

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