Study on Stress-Strain Behaviour of Mud Stone from Triaxial Test

2011 ◽  
Vol 197-198 ◽  
pp. 1425-1429
Author(s):  
Bao Tian Xu ◽  
Chang Hong Yan
Keyword(s):  
Elastic Strain ◽  
Polynomial Function ◽  
Confining Pressure ◽  
Stress Strain ◽  
Failure Pressure ◽  
Strain Behaviour ◽  
Strain Fracture ◽  
Strain Relationship ◽  
Relationship Of ◽  
The Relationship

This paper systematically analysis the stress-strain behaviour of mud stone under different confining pressure. The relationship between the mechanical behaviour of mud stone and confining pressure is established, and the curves of stress-strain relationship of mud stone are fitted. The results indicate that the failure pressure and the elastic modulus increase with the increasing of confining pressure conforming to the linear function. The stress- strain of mud stone is divided into four different stages which are fracture closing, elastic strain, fracture expanding and plastic strain stage. The stress-strain behaviour in different stage has different function law, the stage of fracture closing can be fitted by polynomial function, the stage of fracture expanding can be fitted by hyperbola function, the fitting result is ideal.

scholarly journals Stress-strain model for grade 275 reinforcing steel with cyclic loading

1978 ◽  
Vol 11 (2) ◽  
pp. 101-109 ◽  
Author(s):  
K. J. Thompson ◽  
R. Park
Keyword(s):  
Axial Loading ◽  
Strain Curve ◽  
Cyclic Stress ◽  
Stress Strain ◽  
Reinforcing Bar ◽  
Strain Behaviour ◽  
Strain Relationship ◽  
Reversed Loading ◽  
Relationship Of ◽  
Strain Model

The stress-strain relationship of Grade 275 steel reinforcing bar under cyclic (reversed) loading is examined using experimental results obtained previously from eleven test specimens to which a variety of axial loading cycles has been applied. A Ramberg-Osgood function is fitted to the experimental stress-strain curves to follow the cyclic stress-strain behaviour after the first load run in the plastic range. The empirical constants in the function are determined by regression analysis and are found to depend mainly on the plastic strain imposed
in the previous loading run. The monotonic stress-strain curve for the steel, with origin of strains suitably adjusted, is assumed to be the envelope curve giving the upper limit of stress. The resulting Ramberg-Osgood expression and envelope is found to give good agreement with the experimentally measured cyclic stress-strain curves.

Dynamic Stress-Strain Relationship of Saturated Clay by Dynamic Triaxial Test

2011 ◽  
Vol 250-253 ◽  
pp. 3183-3186
Author(s):  
Jian Yi Yuan
Keyword(s):  
Triaxial Test ◽  
Dynamic Stress ◽  
Soft Clay ◽  
Confining Pressure ◽  
Dynamic Shear ◽  
Stress Strain ◽  
Dynamic Triaxial Test ◽  
Wide Range ◽  
Strain Relationship ◽  
Relationship Of

Subgrade diseases are exposed more and more serious with raising speed of existing railway in wide range. Fro the complexity of dynamic stress-strain relationship of soil, dynamic triaxial test was used to analyze .the dynamic mechanics behavior under cyclic train load for saturated soft clay in Yangtze Delta region. Compaction coefficient, confining pressure, dynamic shear strsss ratio, inputing stimulus and loading frequence were taken into account in test. The results show that the dynamic stress-strain curves of soil specimen are provided with prominent hysteretic characteristics and area surrounded by hysteretic curves gradually augment and slope of hysteretic curve decreases with the increase of dynamic shear train amplitude. The strong correlation exists between dynamical stress and strain.

Study on Strength Properties of Reinforced Expensive Soils with Failured Material

2011 ◽  
Vol 99-100 ◽  
pp. 51-54
Author(s):  
Jin Hui Liu ◽  
Wan Tao Ding ◽  
Yu Ping Liu
Keyword(s):  
Confining Pressure ◽  
Strength Properties ◽  
Reinforced Soil ◽  
Strength Index ◽  
Axial Pressure ◽  
Stress Strain ◽  
Flexible Materials ◽  
Strain Relationship ◽  
Relationship Of

Based on the tri-axial tests, the stress-strain relationship and strength properties of reinforced expensive soils are studied to get the relation between the strength index of reinforced soil and that of the corresponding plain soil. According to stress-strain relationship of reinforcement soils under different layers and principle of equivalent confining pressure, strength properties of reinforced expensive soils with failure material were analyzed. Mohr circles of different reinforcement layers were tangent to the same line while reinforcement materials fractured. With the increment of axial pressure, different layers were fractured slowly and Mohr circles extended outward. It showed that the strength of reinforcement soils increased with increasing the layers. And the tri-axial tests showed that strength envelopes of reinforcement soils with layers of flexible materials were approximately parallel. The increment of strength was only affected by increment of cohesion.

Normalized Stress-Strain Behavior of Yingkou Clay

2013 ◽  
Vol 838-841 ◽  
pp. 47-52
Author(s):  
Fu Yi ◽  
Hong Yu Wang
Keyword(s):  
Strain Hardening ◽  
Principal Stress ◽  
Soft Soil ◽  
Confining Pressure ◽  
Stress Strain ◽  
Strain Behavior ◽  
Strain Relationship ◽  
Relationship Of ◽  
Is Strain

In order to systemic study the normalized stress-strain relationship behavior of Yingkou clay. By the consolidated undrained triaxial sherar test of Yingkou clay, obtaining that stress-strain relationship is strain hardening under different confining pressures.A kind of cementation structure in the soil directly affects soft soil strength.And the paper contrast four kinds of normalized factors to study stress-strain characteristics,which are confining pressurethe average consolidation pressureand the ultimate value of principal stress.The results indicate that the normalized degree is more accurate when used value of principal stress and as normalized factor. Meanwhile the normalized stress-strain relationship of Yingkou clay under consolidated undrained condition is established,which can well predict the stress-strain relationship under different confining pressure.

Study on Strain Character of Malan Loess with Damage

2011 ◽  
Vol 71-78 ◽  
pp. 4887-4893
Author(s):  
Bin Lin ◽  
Zhi Bo Chen ◽  
Tao Ma
Keyword(s):  
Research Result ◽  
Hyperbolic Function ◽  
Stress Strain ◽  
Constitutive Function ◽  
Malan Loess ◽  
Strain Relationship ◽  
Structure Strength ◽  
Unsaturated Loess ◽  
Relationship Of ◽  
The Relationship

Compress Experiment result shows that the unsaturated Malan loess has strong structure, the structure strength is linear decreasing with the increasing of water content, and the character of stress-strain relationship is soften type. Although the relationship can be described by hyperbolic function, it is difficult to decide the residual strength in function. Based on the hypothesis of damaging to rigidity degree, when damage developing function is introduced to unsaturated loess, the soften type relationship of stress-strain can be described by a linear constitutive Equation with damage variation. Analyzing and comparing the research result shows the soften type stress-strain relationship can be described well by the constitutive function with damage.

Stress–strain behaviour of weathered weak rock in middle-sized triaxial tests

2006 ◽  
Vol 43 (10) ◽  
pp. 1096-1104 ◽  
Author(s):  
De'an Sun ◽  
Tugen Feng ◽  
Hajime Matsuoka
Keyword(s):  
Triaxial Test ◽  
Confining Pressure ◽  
Triaxial Tests ◽  
Weak Rock ◽  
Test Results ◽  
Compression Tests ◽  
Stress Strain ◽  
Strain Behaviour ◽  
Undisturbed Samples ◽  
Strain Relationship

A middle-sized triaxial test apparatus for a specimen 20 cm in height and 10 cm in diameter was developed to measure the deformation and strength of weak rock or gravel. High-quality undisturbed samples of a weathered weak rock were taken from a dam site by a core drilling method. To avoid damage to the structure of the weak rock due to saturation of specimens as a result of measuring volume change through the water change in a burette, the lateral deformation of specimens was directly measured in the unsaturated condition using three rings mounted on the specimen. Using the developed triaxial test apparatus, isotropic compression tests and consolidated–drained triaxial compression tests were performed on unsaturated or saturated undisturbed samples under confining pressures of 49, 98, 196, 392, 539, and 683 kPa. The test results show that the stress–strain relationship of the weathered weak rock under both unsaturated and saturated conditions is strongly influenced by the confining pressure when the confining pressure is less than 392 kPa, and the stress–strain behaviour becomes similar to that of normally consolidated clay when the confining pressure is greater than 392 kPa. Comparison of results of triaxial tests on unsaturated and saturated specimens shows that the saturated samples become somewhat weak. The test results also show that the bonding and stress history largely influence the stress–strain relationship at small strain levels.Key words: weathered weak rock, microstructure, undisturbed sample, deformation, strength, triaxial test, unsaturated sample.

Experimental Study on Shear Strength Characteristics and Stress-Strain Relationship of Loess

2013 ◽  
Vol 535-536 ◽  
pp. 574-577 ◽  
Author(s):  
Bo Han ◽  
Hong Jian Liao ◽  
Hang Zhou Li ◽  
Zheng Hua Xiao
Keyword(s):  
Experimental Study ◽  
Residual Strength ◽  
Failure Modes ◽  
Confining Pressure ◽  
Strength Characteristics ◽  
Triaxial Tests ◽  
Stress Strain ◽  
Triaxial Apparatus ◽  
Strain Relationship ◽  
Relationship Of

This paper mainly concerns the non-linear strength characteristics of the loess. A series of consolidated undrained triaxial tests(CU test) and consolidated drained triaxial tests (CD test) of normal consolidation and over consolidation loess specimens are carried out by using the normal triaxial apparatus of strain control. The stress-strain relationship curves and strength characteristics of loess are investigated and analyzed. The results show that the stress-strain relationship obtained by CU tests appears strain softening, while the stress-strain relationship for CD tests appears strain hardening. Different failure modes have different stress-strain relationships. Furthermore, the results also show that the peak strength, residual strength and residual strength ratio change with the different confining pressure. Based on the triaxial shear tests of normal consolidated loess, the influences of over-consolidated loess on the stress-strain relationships and strength characteristic are discussed. Several conclusions obtained in this paper can be referenced for the loess experimental study.

scholarly journals Stress-Strain behaviour of plain and fibre reinforced SCC mixes

2021 ◽  
Vol 309 ◽  
pp. 01057
Author(s):  
U Prashanth ◽  
S Shrihari ◽  
V Siva Prasad Raju ◽  
V Srinivasa Reddy
Keyword(s):  
Modulus Of Elasticity ◽  
Peak Stress ◽  
Deformation Energy ◽  
Minor Effect ◽  
Stress Strain ◽  
Strain Behaviour ◽  
Strain Relationship ◽  
Improved Performance ◽  
A Minor ◽  
Relationship Of

The goal of this research is to better understand the stress-strain behaviour of plain and fibre reinforced M30 grade plain SCC mixtures. The experimental stress strain relationship of SCC revealed that all changes had a minor effect on the stress strain curve's first section. The stress-strain behaviour of M30 FRSCC mixtures has improved with the addition of fibres, resulting in lower stress values for the same stresses. At peak loads, all fibre reinforced SCC mixes, notably SFRSCC and HFRSCC mixes, showed an increase in strain values. Steel and hybrid fibres enhanced the post-peak stress-strain behaviour of SCC mixes compared to glass fibered SCC mixes. M30 grades’ modulus of elasticity When compared to other FRSCC mixes, HFRSCC mixes created with optimal combinations of PF and s/a ratios have high values. By dispersing deformation energy through fibres, HFRSCC mixtures have a better capacity to prevent fracture growth. HFRSCC mixtures with high toughness moduli have better shock resistance. Because of the dense and compact microstructure, the modulus of elasticity (E) of HFRSCC mixes shows improved performance.

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