Confined Compressive Strength of Multi-Year Pressure Ridge Sea Ice Samples

1988 ◽  
Vol 110 (3) ◽  
pp. 295-301 ◽  
Author(s):  
G. F. N. Cox ◽  
J. A. Richter-Menge
Keyword(s):  
Compressive Strength ◽  
Axial Stress ◽  
Testing Machine ◽  
Constant Strain Rate ◽  
Confining Pressure ◽  
Triaxial Tests ◽  
Strain Rates ◽  
Pressure Ridge ◽  
Two Temperatures ◽  
Testing Techniques

Fifty-five constant-strain-rate triaxial tests were performed on verticaly oriented multi-year pressure ridge samples from the Beaufort Sea. The tests were performed on a closed-loop electrohydraulic testing machine at two nominal strain rates (10−5 and 10−3 s−1) and two temperatures (−20° and −5°C). In all of the tests the confining pressure was ramped in constant proportion to the applied axial stress (σ1 > σ2 = σ3, σ3/σ1 = constant). Two σ3/σ1 ratios were investigated: 0.25 and 0.50. This paper summarizes the sample preparation and testing techniques used in this investigation and presents data on the confined compressive strength and failure strain of the ice. Uniaxial data are also included for comparison.

Tensile Strength of Multi-Year Pressure Ridge Sea Ice Samples

1985 ◽  
Vol 107 (3) ◽  
pp. 375-380 ◽  
Author(s):  
G. F. N. Cox ◽  
J. A. Richter-Menge
Keyword(s):  
Tensile Strength ◽  
Failure Strain ◽  
Testing Machine ◽  
Constant Strain Rate ◽  
Hydraulic Testing ◽  
Strain Rates ◽  
Tension Tests ◽  
Pressure Ridge ◽  
Two Temperatures ◽  
Testing Techniques

Thirty-six constant strain-rate uniaxial tension tests were performed on vertically oriented multi-year pressure ridge samples from the Beaufort Sea. The tests were performed on a closed-loop electro-hydraulic testing machine at two strain rates (10−5 and 10−3 s−1) and two temperatures (−20° and −5°C). This paper summarizes the sample preparation and testing techniques used in the investigation and presents data on the tensile strength, initial tangent modulus, and failure strain of the ice.

Confined Compressive Strength of Horizontal First-Year Sea Ice Samples

1991 ◽  
Vol 113 (4) ◽  
pp. 344-351 ◽  
Author(s):  
J. A. Richter-Menge
Keyword(s):  
Compressive Strength ◽  
Sea Ice ◽  
Axial Stress ◽  
Testing Machine ◽  
Constant Strain Rate ◽  
First Year ◽  
Strain Rates ◽  
Triaxial Cell ◽  
Testing Techniques ◽  
Prudhoe Bay

A total of 110 first-year sea ice samples from Prudhoe Bay, Alaska, were tested in unconfined and confined constant strain rate compression. All of the tests were performed in the laboratory on a closed-loop electrohydraulic testing machine at −10°C. The confined tests were performed in a conventional triaxial cell (σ1>σ2=σ3) that maintained a constant ratio between the radial and axial stress (σ2/(σ1)=constant) to simulate true loading conditions. Three strain rates (10−2, 10−3, and 10−5/s) and three σ2/σ1 ratios (0.25, 0.50, and 0.75) were investigated. This paper summarizes the field sampling and testing techniques and presents data on the effect of confinement on the compressive strength, initial tangent modulus, and failure strain of the ice.

A Summary of the Strength and Modulus of Ice Samples From Multi-Year Pressure Ridges

1985 ◽  
Vol 107 (1) ◽  
pp. 93-98 ◽  
Author(s):  
G. F. N. Cox ◽  
J. A. Richter ◽  
W. F. Weeks ◽  
M. Mellor
Keyword(s):  
Compressive Strength ◽  
Sample Preparation ◽  
Closed Loop ◽  
Testing Machine ◽  
Tangent Modulus ◽  
Strain Rates ◽  
Compression Tests ◽  
Unconfined Compression ◽  
Two Temperatures ◽  
Testing Techniques

Over two hundred unconfined compression tests were performed on vertical ice samples obtained from 10 multi-yr pressure ridges in the Beaufort Sea. The tests were performed on a closed-loop electrohydraulic testing machine at two strain rates (10−5 and 10−3 s−1) and two temperatures (−20° and −5°C). This paper summarizes the sample preparation and testing techniques used in the investigation and presents data on the compressive strength and initial tangent modulus of the ice.

A Preliminary Examination of the Effect of Structure on the Compressive Strength of Ice Samples From Multi-Year Pressure Ridges

1985 ◽  
Vol 107 (1) ◽  
pp. 99-102 ◽  
Author(s):  
J. A. Richter ◽  
G. F. N. Cox
Keyword(s):  
Compressive Strength ◽  
Constant Strain Rate ◽  
Strain Rates ◽  
Compression Tests ◽  
Preliminary Examination ◽  
Pressure Ridge ◽  
Test Parameters ◽  
C 23 ◽  
Strain Rate Compression ◽  
Effect Of Structure

A series of 222 uniaxial constant-strain-rate compression tests was performed on vertical multi-year pressure ridge sea ice samples. A preliminary analysis of the effect of structure on the compressive strength of the ice was performed on 78 of these tests. Test parameters included a temperature of −5°C (23°F) and strain rates of 10−5 and 10−3 s−1. Columnar ice loaded parallel to the elongated crystal axes and perpendicular to the crystal c-axis was consistently the strongest type of ice. The strength of the columnar samples decreased significantly as the orientation of the elongated crystals approached the plane of maximum shear. Samples containing granular ice or a mixture of granular and columnar ice resulted in intermediate and low strength values. No clear relationship could be established between structure and strength for these ice types. However, in general, their strength decreased with an increase in porosity.

scholarly journals The Confined Compressive Strength of Polycrystalline Ice

1982 ◽  
Vol 28 (98) ◽  
pp. 171-178 ◽  
Author(s):  
Stephen J. Jones
Keyword(s):  
Compressive Strength ◽  
Strain Rate ◽  
Confining Pressure ◽  
Triaxial Tests ◽  
Strain Rates ◽  
Maximum Compressive Stress ◽  
A Value ◽  
Polycrystalline Ice ◽  
Confining Pressures ◽  
Unconfined Strength

AbstractTriaxial tests were carried out on randomly oriented, laboratory-made, polycrystalline ice, between strain-rates of 10–7 and 10–1 s–1 and with confining pressures from 0.1 to 85 MN m–2, at –11 ± 1°C. Below strain-rates of about 10–5 s–1 the confining pressure has little effect, but at higher strain-rates the confining pressure prevents cracking which allows the compressive strength to rise to a value greater than the unconfined compressive strength. At 1.4 ×10–2 s–1, the unconfined strength of 12 MN m–2 rises to 26 MN m–2 with a confining pressure of 25 MN m–2, before dropping slowly with greater confining pressures. Above 10–2 s–1 the unconfined strength decreases rapidly with increasing strain-rate, but the confined strength continues to increase. The dependence of strain rate on the maximum compressive stress is discussed.

scholarly journals The Confined Compressive Strength of Polycrystalline Ice

1982 ◽  
Vol 28 (98) ◽  
pp. 171-178 ◽  
Author(s):  
Stephen J. Jones
Keyword(s):  
Compressive Strength ◽  
Strain Rate ◽  
Confining Pressure ◽  
Triaxial Tests ◽  
Strain Rates ◽  
Maximum Compressive Stress ◽  
A Value ◽  
Polycrystalline Ice ◽  
Confining Pressures ◽  
Unconfined Strength

Abstract Triaxial tests were carried out on randomly oriented, laboratory-made, polycrystalline ice, between strain-rates of 10–7 and 10–1 s–1 and with confining pressures from 0.1 to 85 MN m–2, at –11 ± 1°C. Below strain-rates of about 10–5 s–1 the confining pressure has little effect, but at higher strain-rates the confining pressure prevents cracking which allows the compressive strength to rise to a value greater than the unconfined compressive strength. At 1.4 ×10–2 s–1, the unconfined strength of 12 MN m–2 rises to 26 MN m–2 with a confining pressure of 25 MN m–2, before dropping slowly with greater confining pressures. Above 10–2 s–1 the unconfined strength decreases rapidly with increasing strain-rate, but the confined strength continues to increase. The dependence of strain rate on the maximum compressive stress is discussed.

Dynamic and Quasi-Static Compressive Deformation Behaviour of Polyimide Foam at Various Elevated Temperature

2014 ◽  
Vol 566 ◽  
pp. 158-163 ◽  
Author(s):  
A. Yosimoto ◽  
Hidetoshi Kobayashi ◽  
Keitaro Horikawa ◽  
Keiko Watanabe ◽  
Kinya Ogawa
Keyword(s):  
Compressive Strength ◽  
Room Temperature ◽  
Deformation Behaviour ◽  
Testing Machine ◽  
Negative Temperature ◽  
Strain Rates ◽  
Compression Tests ◽  
Hopkinson Pressure Bar ◽  
Universal Testing ◽  
Pressure Bar

In order to clarify the effect of strain rate and test temperature on the compressive strength and energy absorption of polyimide foam, a series of compression tests for the polyimide foam with two different densities were carried out. By using three testing devices, i.e. universal testing machine, dropping weight machine and sprit Hopkinson pressure bar apparatus, we performed a series of compression tests at various strain rates (10-3~103s-1) and at several test temperatures in the range of room temperature to 280 ̊C. At over 100 s-1, the remarkable increase of flow stress was observed. The negative temperature dependence of strength was also observed.

scholarly journals Physical and Mechanical Properties of a Bulk Lightweight Concrete with Expanded Polystyrene (EPS) Beads and Soft Marine Clay

Materials ◽  
2019 ◽  
Vol 12 (10) ◽  
pp. 1662 ◽  
Author(s):  
Jianguo Wang ◽  
Bowen Hu ◽  
Jia Hwei Soon
Keyword(s):  
Mechanical Properties ◽  
Compressive Strength ◽  
Cement Content ◽  
Mass Density ◽  
Physical And Mechanical Properties ◽  
Confining Pressure ◽  
Expanded Polystyrene ◽  
Triaxial Tests ◽  
Filling Material ◽  
Confining Pressures

The variation of physical and mechanical properties of the lightweight bulk filling material with cement and expanded polystyrene (EPS) beads contents under different confining pressures is important to construction and geotechnical applications. In this study, a lightweight bulk filling material was firstly fabricated with Singapore marine clay, ordinary Portland cement and EPS. Then, the influences of EPS beads content, cement content, curing time and confining pressure on the mass density, stress–strain behavior and compressive strength of this lightweight bulk filling material were investigated by unconsolidated and undrained (UU) triaxial tests. In these tests, the mass ratios of EPS beads to dry clay (E/S) were 0%, 0.5%, 1%, 2%, and 4% and the mass ratios of cement to dry clay (C/S) were 10% and 15%. Thirdly, a series of UU triaxial tests were performed at a confining pressure of 0 kPa, 50 kPa, 100 kPa, and 150 kPa after three curing days, seven curing days, and 28 curing days. The results show that the mass density of this lightweight bulk filling material was mainly controlled by the E/S ratio. Its mass density decreased by 55.6% for the C/S ratio 10% and 54.9% for the C/S ratio 15% when the E/S ratio increased from 0% to 4% after three curing days. Shear failure more easily occurred in the specimens with higher cement content and lower confining pressure. The relationships between compressive strength and mass density or failure strain could be quantified by the power function. Increasing cement content and reducing EPS beads content will increase mass density and compressive strength of this lightweight bulk filling material. The compressive strength with curing time can be expressed by a logarithmic function with fitting correlation coefficient ranging from 0.83 to 0.97 for five confining pressures. These empirical formulae will be useful for the estimation of physical and mechanical properties of lightweight concretes in engineering application.

The mechanical behavior of Anvil Points oil shale at elevated temperatures and confining pressures

1983 ◽  
Vol 20 (2) ◽  
pp. 344-352 ◽  
Author(s):  
David H. Zeuch
Keyword(s):  
Compressive Strength ◽  
Oil Shale ◽  
Elevated Temperatures ◽  
Constant Strain Rate ◽  
Confining Pressure ◽  
Compression Tests ◽  
Confining Pressures ◽  
Strain Rate Compression ◽  
Effects Of Temperature ◽  
Good Agreement

Twenty-one constant-strain-rate compression tests have been performed on 80 mL/kg (20 gallons/ton) Anvil Points oil shale at elevated temperatures (50–200 °C) and confining pressures (0.5–40 MPa). The strength of oil shale increases approximately linearly with confining pressure and decreases nonlinearly with temperature. Ductility is greatly enhanced by the application of confining pressure. Elevated temperatures have little influence on ductility at low confining pressures; however, temperature exerts a progressively more pronounced influence on ductility with increasing confining pressure. A purely empirical failure law, incorporating the effects of temperature and confining pressure, has been fitted to the data. The failure law is in good agreement with the results of other studies on the compressive strength of oil shale. Keywords: oil shale, strength–temperature–pressure behaviour, rock mechanics, kerogen.

scholarly journals Influence of Unloading Conditions of Confining Pressure on the Compressive Strength and Permeability of Deep Mudstone

2021 ◽  
Vol 2021 ◽  
pp. 1-10
Author(s):  
Tianyu Xin ◽  
Yashengnan Sun ◽  
Junguang Wang ◽  
Weiji Sun
Keyword(s):  
Compressive Strength ◽  
Brittle Failure ◽  
Axial Stress ◽  
Triaxial Compression ◽  
Volumetric Strain ◽  
Ductile Failure ◽  
Confining Pressure ◽  
Initial Stage ◽  
Strain Change ◽  
Deep Rock

To investigate the compressive strength and permeability of deep mudstone under stress disturbance, a triaxial rheometer is used to conduct seepage experiments on mudstone specimens with different buried depths under triaxial compression and unloading conditions. The experimental results show that the compressive strength of mudstone specimen with a depth of 1000 m is much lower than that of specimen with a depth of 200 m, and the compressive strength of mudstone increases with the increase in confining pressure. Under constant axial pressure and unloading of the confining pressure, the mudstone with a depth of 200 m exhibits brittle failure, and the strain fluctuates in a pointwise manner with the increase in axial stress. In this case, the mudstone with a depth of 1000 m exhibits a transition from brittle failure to ductile failure, and the strain fluctuates linearly with the axial stress. Further, when the volumetric strain change reaches 0.01, it shows an oblique “Z” fluctuation. During the initial stage of unloading of confining pressure, the permeabilities of both the mudstone specimens (with depths of 200 and 1000 m) decrease gradually. As the confining pressure is unloaded, the permeability of mudstone with a depth of 1000 m increases. Until the specimen is completely destroyed, the permeability of mudstone increases rapidly. Overall, this study can serve as a useful reference for analyzing the engineering disasters associated with deep rock mass, tunnel ventilation, and gas storage.

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