Behaviour of broken ice as a geomaterial

1991 ◽  
Vol 28 (3) ◽  
pp. 451-457
Author(s):  
T. T. Wong ◽  
N. R. Morgenstern ◽  
D. C. Sego
Keyword(s):  
Key Words ◽  
Mechanical Behaviour ◽  
Triaxial Compression ◽  
Phenomenological Approach ◽  
Compression Tests ◽  
Stress Strain ◽  
Broken Ice ◽  
High Plastic ◽  
Triaxial Compression Tests

To study the mechanical behaviour of ice rubble, triaxial compression tests are performed on broken ice samples. Using the phenomenological approach, the stress–strain curves of normally consolidated broken ice are compared and contrasted with those of other geomaterials that display high plastic compressibility. Key words: broken ice, geomaterials, mechanical behaviour, stress–strain curves.

Influence of mineralogy and moisture content on plasticity and induced anisotropic damage of a claystone; application to nuclear waste disposals

2000 ◽  
Vol 171 (6) ◽  
pp. 621-627 ◽  
Author(s):  
Anne-Sophie Chiarelli ◽  
Beatrice Ledesert ◽  
Malek Sibai ◽  
Mohammed Karami ◽  
Nasser Hoteit
Keyword(s):  
Moisture Content ◽  
Nuclear Waste ◽  
Mechanical Behaviour ◽  
Triaxial Compression ◽  
Anisotropic Damage ◽  
Compression Tests ◽  
Two Factors ◽  
Triaxial Compression Tests ◽  
The Way

Abstract The influence of mineralogy and moisture content on mechanical behaviour of a claystone rock is studied by the way of uniaxial and triaxial compression tests and microscopic observations. Some parameters characteristic of phenomena like plasticity and induced anisotropic damage are discussed as a function of these two factors. Rock behaviour becomes more brittle when calcite content grows or when clay or moisture content decreases. At the microlevel, plasticity is induced by slip of clay sheets and induced anisotropic damage appears by growth of oriented microcracks at the interface between grains and matrix.

scholarly journals Triaxial Testing of Geosynthetics Reinforced Tailings with Different Reinforced Layers

Materials ◽  
2020 ◽  
Vol 13 (8) ◽  
pp. 1943
Author(s):  
Fu Yi ◽  
Changbo Du
Keyword(s):  
Triaxial Compression ◽  
Friction Angle ◽  
Confining Pressure ◽  
Test Results ◽  
Compression Tests ◽  
Strength Index ◽  
Stress Strain ◽  
High Confining Pressure ◽  
Zhang Model ◽  
Triaxial Compression Tests

To evaluate the shear properties of geotextile-reinforced tailings, triaxial compression tests were performed on geogrids and geotextiles with zero, one, two, and four reinforced layers. The stress–strain characteristics and reinforcement effects of the reinforced tailings with different layers were analyzed. According to the test results, the geogrid stress–strain curves show hardening characteristics, whereas the geotextile stress–strain curves have strain-softening properties. With more reinforced layers, the hardening or softening characteristics become more prominent. We demonstrate that the stress–strain curves of geogrids and geotextile reinforced tailings under different reinforced layers can be fitted by the Duncan–Zhang model, which indicates that the pseudo-cohesion of shear strength index increases linearly whereas the friction angle remains primarily unchanged with the increase in reinforced layers. In addition, we observed that, although the strength of the reinforced tailings increases substantially, the reinforcement effect is more significant at a low confining pressure than at a high confining pressure. On the contrary, the triaxial specimen strength decreases with the increase in the number of reinforced layers. Our findings can provide valuable input toward the design and application of reinforced engineering.

scholarly journals Stress–dilatancy of gravel for triaxial compression tests

2018 ◽  
Vol 50 (2) ◽  
pp. 119-128 ◽  
Author(s):  
Zenon Szypcio
Keyword(s):  
Shear Strain ◽  
Triaxial Compression ◽  
Volumetric Strain ◽  
State Theory ◽  
Triaxial Tests ◽  
Compression Tests ◽  
Stress Strain ◽  
Characteristic Points ◽  
Triaxial Compression Tests

Abstract The stress–plastic dilatancy relationships for gravel are analyzed based on drained triaxial tests experiments described in literature. For this, Frictional State Theory is used. The characteristic points and stages of shearing may be defined from the analysis of η–Dp relationship. The characteristic points and stages of shearing cannot be identified from ordinary stress–strain, volumetric strain–shear strain relationships that are shown in literature.

Experimental Study of Stress-Strain Characteristics of the Fly Ash Blended with Curing Agent

2010 ◽  
Vol 168-170 ◽  
pp. 1934-1942
Author(s):  
Zheng Shen ◽  
Lan Zong ◽  
Xiang Dong
Keyword(s):  
Fly Ash ◽  
Triaxial Compression ◽  
Confining Pressure ◽  
Uniaxial Stress ◽  
Curing Agent ◽  
Compression Tests ◽  
Growth Trend ◽  
Stress Strain ◽  
Confining Pressures ◽  
Triaxial Compression Tests

The stress-strain characteristics of the fly ash blended with curing agent was studied using uniaxial and triaxial compression tests. Curing agent JNS-2 was used as the stabilizing agents in sample preparation. Four curing agent JNS-2 contents of 3%, 6%, 9% and 12% were selected for sample preparation. UU triaxial compression tests were conducted in a range of confining pressures from 100 kPa to 300 kPa. The experimental results obtained from the laboratory tests showed that curing age, mixture ratio, compaction degree and confining pressures had significant influence on the shape of curves. Uniaxial stress-strain test results demonstrated that the latter strength and deformation characteristics of the fly ash blended with curing agent grew little and with the increase of curing agent amount and compaction factor, the curve of uniaxial stress-strain changed significantly. On the other hand, triaxial stress-strain test results indicted that the failure strain showed a partial negative growth trend with the increase of curing agent amount, and the failure stress showed a partial positive growth trend with the increase of curing agent amount. When the curve was at high confining pressure, it showed hardening type, when at low confining pressure it showed softening type.

Numerical Simulation for the Deformation of Composite Wall Insulation System

2011 ◽  
Vol 374-377 ◽  
pp. 187-190
Author(s):  
Tao Cheng
Keyword(s):  
Constitutive Model ◽  
Triaxial Compression ◽  
Constitutive Relations ◽  
Compression Tests ◽  
Stress Strain ◽  
Strain Behavior ◽  
Nonlinear Constitutive Model ◽  
Isotropic Consolidation ◽  
Composite Wall ◽  
Triaxial Compression Tests

The nonlinear constitutive relations of clay are investigated with different initial stress conditions. Two series of triaxial compression tests are performed, respectively after consolidation and isotropic consolidation. On the basis of the framework of ~ model, a uniform nonlinear constitutive model is proposed by fitting of the test data. With the average slope of the unloading-reloading curve selected as the unloading modulus, the unloading function is constructed as the loading-unloading criterion. Moreover, a comparison of the experimental stress-strain curves with the predicted results by the constitutive model is made. It is shown that the model prediction is reasonable, which can reflect the stress-strain behavior of the soil under the consolidation and isotropic consolidation conditions.

Mechanical Behaviour of Shallow Tunnel in Unsymmetrical Strata

2012 ◽  
Vol 594-597 ◽  
pp. 1210-1213
Author(s):  
Shang Yang Yang
Keyword(s):  
Mechanical Behaviour ◽  
Triaxial Compression ◽  
Surrounding Rock ◽  
Shallow Tunnel ◽  
Compression Tests ◽  
Initial State ◽  
Safety Requirements ◽  
Stability Of Surrounding Rock ◽  
The Stability ◽  
Triaxial Compression Tests

Triaxial compression tests have been performed to determine the properties of the surrounding rock. The displacement and stress of surrounding rock have been analyzed according to Silin 2 at Yungui railway under three kinds of conditions: the initial state, excavation without supporting , and supporting after excavation.Plane strain FEM is established to analyze the stability of the surrounding rock. Contrasted the monitor measuring data,the results show that: the most unfavorable position in the tunnel is found at the ridge side of the arch; and the implementation of support to ensure the stability of surrounding rock, and the design of the early support approach to meet the safety requirements. The results have a certain significance for understanding the mechanical behavior of shallow tunnel in unsymmetrical strata

Sign in / Sign up

Export Citation Format

Share Document