共查询到20条相似文献,搜索用时 48 毫秒
1.
Tae-Gew Ham Yukio Nakata Rolando Orense Masayuki Hyodo 《Geotechnical and Geological Engineering》2012,30(1):119-127
In order to investigate the strength and deformation anisotropy of compacted decomposed granite soils, a series of drained
triaxial compression tests was performed on unsaturated and saturated decomposed granite soils. The specimens were subjected
to compression tests such that the angle δ of the direction of the major principal stress, σ
1, during triaxial compression relative to the compaction plane (bedding plane) varies, with δ = 0°, 45° and 90°. Test results indicated that the compressive strain of the specimens subjected to isotropic consolidation
was influenced strongly by the angle δ. In addition, the effect of the angle δ on the triaxial compressive strength and deformation was more evident in unsaturated specimens than in saturated specimens.
Based on the test results, a procedure which can be used to estimate the shear strength of unsaturated soils taking into account
various angles δ was proposed. 相似文献
2.
Maher Omar Abdallah Shanableh Adnan Basma Samer Barakat 《Geotechnical and Geological Engineering》2003,21(3):283-295
Most of the topsoils encountered in United Arab Emirates and in the Arabian Peninsula are granular soils with small percentages
of silt and clay. Determination of the compaction characteristics of such soils is an essential task in preparing for construction
work. The accumulating experience over many years of soil testing in our laboratories suggested that there exists an underlying
trend that governs the compaction characteristics of such soils. As such, a study was undertaken to assess the compaction
characteristics of such soils and to develop the governing predictive equations. For the purposes of this study, 311 soil
samples were collected from various locations in the United Arab Emirates, and tested for various including grain-size distribution,
liquid limit, plasticity index, specific gravity of soil solids, maximum dry density of compaction, and optimum moisture content
following ASTM D 1557-91 standard procedure C. Following the development of the predictive equations, a new set of 43 soil
samples were collected and their compaction results were used to test the validity of predictive model. The range of variables
for these soils were as follows: percent retained on US sieve #4 (R#4): 0–68; Percent passing US sieve #200 (P#200): 1–26;
Liquid limit: 0–56; Plasticity index: 0–28; Specific gravity of soil solids: 2.55–2.8.
Based on the compaction tests results, multiple regression analyses were conducted to develop mathematical models and nomographic
solutions to predict the compaction properties of soils. The results indicated that the nomographs could predict well the
maximum dry density within ±5% confidence interval and the optimum moisture content within ±3%.
This revised version was published online in July 2006 with corrections to the Cover Date. 相似文献
3.
吕梁山脉东麓花岗岩风化土的工程类型与我国南方以及日本、韩国等地的花岗岩风化土有较大差别。为了对吕梁山压实花岗岩风化土的物理力学性状有较全面认识,通过常规土工试验、X射线衍射试验、大固结试验、大三轴试验等方法,对其击实特性、承载特性、变形特性、剪胀特性、强度特性等进行了分析。结果表明:黏土掺量对花岗岩风化土的击实特性和承载特性影响较大,存在两个不同的黏土掺量界限值(约8%和4%),分别使得试样密实状态和承载能力处于最优;试样不存在膨胀潜势,无膨胀性,为低压缩性材料;压实花岗岩风化土颗粒破碎的特点导致试样二次加载→卸载压缩曲线存在两次明显塑性变形增大的现象;剪切时由于试样内部颗粒历经压密→错动→翻越→破碎的过程,导致不同围压下试样表现出不同的剪胀性;剪切过程中由于颗粒破碎的存在,使得试样表现出强度非线性特点。 相似文献
4.
The paper presents the results of an experimental study on the effects of the initial water content and dry density on the
soil–water retention curve and the shrinkage behavior of a compacted Lias-clay. The initial conditions after compaction (initial
water content and initial dry density) have been chosen on the basis of three Proctor tests of different compaction efforts.
According to the eight chosen initial conditions clay samples have been compacted statically. The relation between total suction
and water content was determined for the drying path starting from the initial conditions without previous saturation of the
specimens. A chilled-mirror dew-point hygrometer was used for the suction measurements. For the investigation of the shrinkage
behavior cylindrical specimens were dried to desired water contents step-by-step without previous saturation. The volume of
the specimens was measured by means of a caliper. Based on the test results the influence of different initial conditions
on the soil suction and the shrinkage behavior is analyzed. The soil–water retention curves obtained in terms of the gravimetric
water content are independent of the initial dry density. At water contents above approximately 11–12.5% a strong influence
of the compaction water content is observed. At smaller water contents, the soil–water retention curve is independent of the
compaction water content. The results of the shrinkage tests show that the influence of the compaction dry density on the
shrinkage behavior is negligible. Similar to the drying behavior of saturated samples a primary and a residual drying process
could be distinguished. The primary drying process is strongly influenced by the initial water content. In contrast, the rate
of the volume change of the residual drying process is unaffected by the initial water content. 相似文献
5.
The paper presents a simple constitutive model for normally consolidated clay. A mathematical formulation, using a single tensor-valued function to define the incrementally nonlinear stress–strain relation, is proposed based on the basic concept of hypoplasticity. The structure of the tensor-valued function is determined in the light of the response envelope. Particular attention is paid towards incorporating the critical state and to the capability for capturing undrained behaviour of clayey soils. With five material parameters that can be determined easily from isotropic consolidation and triaxial compression tests, the model is shown to provide good predictions for the response of normally consolidated clay along various stress paths, including drained true triaxial tests and undrained shear tests. 相似文献
6.
This paper presents an elasto‐plastic model for unsaturated compacted soils and experimental results obtained from a series of suction‐controlled triaxial tests on unsaturated compacted clay with different initial densities. The initial density dependency of the compacted soil behaviour is modelled by establishing experimental relationships between the initial density and the corresponding yield stress and thereby between the initial density and the location and slope of normal compression line. The model is generalized to three‐dimensional stress states by assuming that the shapes of the failure surface and the yield surface in the deviatoric plane are given by the extended SMP criterion. A considerable number of the isotropic compression, triaxial compression and extension tests on unsaturated compacted clay with different initial densities were performed using a suction‐controllable triaxial apparatus, to measure the stress–strain–volume change in different stress paths and wetting paths. The model has well‐predicting capabilities to reproduce the mechanical behaviour of specimens compacted under different conditions not only in isotropic compression but also in triaxial compression and triaxial extension. Copyright © 2003 John Wiley & Sons, Ltd. 相似文献
7.
Rock Mechanical Characterization of an Argillaceous Host Rock of a Potential Radioactive Waste Repository 总被引:2,自引:0,他引:2
Summary The physical properties of foliated marls and shales from the Swiss Central Alps were investigated in the laboratory as part
of the site characterization of a potential low and intermediate level radioactive waste repository. The rocks were first
characterized by density, porosity and water content, then P-wave velocity measurements and uniaxial compression tests were
conducted on samples oriented parallel, perpendicular and ∼45° inclined to the foliation. Correlations between P-wave velocities,
Young's moduli, and uniaxial strengths and directional dependence of compressibility and permeability (determined at elevated
hydrostatic pressures) revealed that two distinct families of microcracks cause the significant anisotropy. The pressure and
time dependence of strength was then measured in triaxial compression, creep, and relaxation tests. In triaxial compression
at room temperature, confining pressures up to 90 MPa and strain-rates as low as 10−8 s−1 failure occured after small inelastic strains. Failure strength exhibits a strong pressure and a weak strain-rate dependence.
The low friction coefficient of clay minerals appears to dominate the bulk frictional properties. Micromechanical modeling
of triaxial compression, creep, and relaxation tests suggests that inelastic deformation is accommodated by subcritical crack
growth. 相似文献
8.
Compacted sewage sludge as a barrier for tailing impoundment 总被引:1,自引:1,他引:0
The feasibility of compacted sewage sludge serving as a barrier for tailing impoundment was evaluated by the batch test and
hydraulic conductivity test with respect to heavy metal retardation and impermeability. The batch test results showed that
the effective removal of heavy metals approached 97.8 and 93.4% for Zn and Cd, respectively. Formation of precipitation of
oxy(hydroxide) and carbonate minerals was mainly responsible for the attenuation of heavy metals in the early period of the
test. Nevertheless, the further removal of heavy metals can be attributed to the sulfate reduction. The hydraulic conductivity
test indicated that almost all of the heavy metals contained in simulated acid pore water were retarded by compacted sewage
sludge. The hydraulic conductivity of the compacted sewage sludge ranged from 3.0 × 10−8 to 8.0 × 10−8 cm s−1, lower than 1.0 × 10−7 cm s−1, which is required by regulations for the hydraulic barrier in landfill sites. Thus, this study suggested that compacted
sewage sludge could be used as a bottom barrier for tailing impoundment. 相似文献
9.
压实黄土变形特性研究与应用 总被引:2,自引:0,他引:2
黄土高填方成为岩土工程领域新的研究课题,研究前景非常可观。针对延安新区黄土高填方工程做了大量的室内压缩固结试验和增湿变形试验,讨论了压实黄土的变形特性,构造了压实黄土应力-应变关系的最佳拟合模型,并且利用试验数据对百米高填方在不同压实度条件下的压缩固结变形量及增湿变形量进行了预测,分析了各种变形量所占的比例。结果表明,(1)压实黄土在侧限条件下的应力-应变关系可以用Gunary模型拟合;(2)压实黄土在低压实度时低压下产生湿陷变形,高压不产生,中等压实度时低压下不产生湿陷性变形,但高压产生;随着压实度的继续增大,低压及高压下均不产生压实黄土的湿陷性变形;(3)在最优含水率条件下,利用试验数据对百米高填方在不同压实度下的工后沉降量进行预测,可指导现场施工并检验施工质量;(4)压实黄土压实度越高,总变形量越小,遇水增湿变形量占总变形量的比例越大,压缩固结变形量占总变形量的比例越小。 相似文献
10.
Scrap tyres can be shredded into chips and can easily be mixed with granular soils. To assess the behaviour of the admixtures,
compressibility and triaxial compression tests were carried out by varying chip size and chip content. The results demonstrated
that sand–tyre chip mixtures up to 20% could be a potential material for highway construction and embankment construction
up to around 10 m height. 相似文献
11.
压实黄土变形特性 总被引:4,自引:0,他引:4
黄土路基填料的变形特性直接关系到路基沉降和路基边坡坡度的选取,是黄土地基工程、边坡工程和洞室工程设计计算的重要参数。基于一维室内固结试验,分析了压实黄土变形特性。引入压缩变形系数,分析了压实黄土的物理指标(含水量、压实度)与变形指标(压缩变形系数、压缩系数)的关系,采用应变法来表达压缩变形曲线结果;引入非线性应力、应变关系的割线模量,研究了压实黄土的加荷本构模型和增(减)湿本构模型。结果表明:压实黄土的物理指标对其变形特性影响较大,压实黄土的应力-应变关系可以用幂函数 的形式来表达,提出了压实黄土的加荷本构模型和增(减)湿本构模型,该模型具有较高的可靠性,为研究黄土路基沉降特性提供了有力依据。 相似文献
12.
13.
14.
Sand compaction piles (SCPs) have been widely applied to the construction on the soft ground for decades, due to not only the acceleration of the consolidation but also the enhancement of strength and stiffness of ground. However, physical behaviors of SCP-improved ground have not been clearly unveiled due to complex response of two distinct materials, compacted sand and soft clay, which are having quite different mechanical characteristics. Therefore, in this study, the mechanical characteristics of SCP composite ground were investigated via triaxial compression tests on SCP-inserted clay specimens. Tests were performed elaborately with four specimens with different replacement ratios. Based on the comparisons of consolidation and shearing behaviors of tested SCP-inserted clay specimens, the SCP effects on the stiffness and strength are also investigated. Even though the SCP-inserted clay specimens show stronger and stiffer behaviors than clay-only specimens, the effects vary on strength, stiffness, and volume change with regard to the applied replacement ratios. 相似文献
15.
Estimation of soil compaction parameters by using statistical analyses and artificial neural networks 总被引:2,自引:0,他引:2
This study presents the application of different methods (simple–multiple analysis and artificial neural networks) for the
estimation of the compaction parameters (maximum dry unit weight and optimum moisture content) from classification properties
of the soils. Compaction parameters can only be defined experimentally by Proctor tests. The data collected from the dams
in some areas of Nigde (Turkey) were used for the estimation of soil compaction parameters. Regression analysis and artificial
neural network estimation indicated strong correlations (r
2 = 0.70–0.95) between the compaction parameters and soil classification properties. It has been shown that the correlation
equations obtained as a result of regression analyses are in satisfactory agreement with the test results. It is recommended
that the proposed correlations will be useful for a preliminary design of a project where there is a financial limitation
and limited time. 相似文献
16.
Ajanta Sachan 《Geotechnical and Geological Engineering》2013,31(1):213-228
The present paper evaluates the role of microfabric in strain localization patterns observed in soil specimens during its shear deformation in compression and extension triaxial testing. A series of compression and extension lubricated end triaxial tests are performed on Kaolin clay with extreme as well as intermediate microfabrics, which are obtained using slurry consolidation technique by varying calagon content from 0 to 3 %. Intermediate microfabric is the geometric arrangement of particles within the soil mass, which lies in between the particle orientation during two extreme microfabrics; flocculated and dispersed. Flocculated has random orientation of particles with face-to-edge particle contacts and dispersed has parallel orientation of particles with face-to-face particle contacts. When the specimen is subjected to large stress levels in triaxial testing, the particle orientation and geometric arrangement get affected due to the force acting on the clay platelets. In this experimental research, the variation in clay’s stress–strain and pore pressure response and initiation, propagation and formation of shear bands at different levels of compression and extension shearing is evaluated using digital image analysis setup associated with triaxial system. 相似文献
17.
In compacted coarse-grained materials, the stress state is largely influenced by the compaction procedure and by the characteristics
of the single grains (mineralogy, shape). In this work, two compacted sandy gravels with the same grading but different grain
properties have been tested in a large soft oedometer to highlight this influence. In the first part of the paper, the effect
of oedometric ring deformability on the stress state is quantified in the framework of elastoplasticity. It is then shown
that, for the adopted apparatus and for the tests carried out, the error in the measurement of the coefficient of earth pressure
at rest K
0 caused by ring deformability is very small. The two tested materials, compacted by wet tamping, behave differently because
of their different grain properties, showing, respectively, small and large grain breakage. In primary loading, the more crushable
material has values of K
0 that compare well with Jaky’s (J Soc Hungarian Archit Eng 355–358, 1944) equation at any stress level and for every tested
soil density. For the material with stronger grains, only very loose specimens that have undergone little or no compaction
have a similar behaviour, while the denser specimens show the typical behaviour of overconsolidated soils, with values of
K
0 initially larger than that suggested by Jaky (J Soc Hungarian Archit Eng 355–358, 1944) for normally consolidated soils,
tending to it only at the largest applied stress values. By considering the complex combined effect of tamping and grain crushing
on the stress state and on the overconsolidation ratio of the soil at the end of compaction, these experimental evidences
have been qualitatively explained. 相似文献
18.
An experimental study is conducted to measure small-strain shear modulus of clay-cement mixture using bender element apparatus
setup in a triaxial cell. Bender element tests were conducted on cement-treated soils and the results were analyzed to study
the variation of shear modulus properties of soil specimens at different cement contents, confining pressures, curing times,
and compaction moisture contents. Based on the obtained results increasing the cement ratio has a significant effect on the
small-strain shear modulus of the treated soils, and this effect signifies with increasing the moisture content and curing
time. Rates of shear modulus enhancements due to cement content, curing time, and compaction moisture content are quantified
and presented. In this study, a clay–cement–water ratio formulation is proposed that enables one to calculate cement and water
contents required to obtain specific small-strain shear modulus. 相似文献
19.
Rashid, M.A. and Brown, J.D. 1975. Influence of marine organic compound on the engineering properties of a remoulded sediment. Eng. Geol., 9: 141–154The effect of low to moderate organic content on the engineering properties of a remoulded marine sediment was investigated by classificatin tests, undrained shear-strength tests, consolidation tests and triaxial compression tests. Sediment with a naturally occuring organic content of 2%, was treated to provide 0, 3, and 4% organic matter; first by reaction with hydrogen peroxide to remove the organic matter and then by addition of a naturally occuring humic compound in the latter two cases. In its natural state the sediment was classified as an organic sediment of low plsticity. Addition of the stated amounts of organic content did not result in the sediment being classified as organic; however, the remoulded undrained shear stregnth, the compressability, and the rheological behaivior of the sediment were significantly affected by ht evariations in the organic content. By contrast, the effects of these variations on the specific gravity, permeability, rate of consolidation and consolidated-undrained shear stregnth were not very marked. 相似文献
20.
Yahia E.-A. Mohamedzein Amer A. Al-Rawas 《Geotechnical and Geological Engineering》2011,29(6):999-1008
Sabkha soils are salt-bearing formations that are formed in arid regions. In their in situ states the sabkha soils have high
compressibility and low shear strength. These soils are also heterogeneous and their properties depend on the type and amount
of salt present. Thus, these soils are not suitable for support of infrastructures without the risk of high settlement and/or
bearing capacity failure. This paper investigates the possibility of using cement to improve the shear strength of sabkha
soils for possible use as a foundation-bearing soil. The sabkha soil used in this study is a sandy sabkha obtained from the
coastal plains at Al-Auzayba, Sultanate of Oman. Cement was added in percentages of 2.5, 5, 7.5 and 10%, by dry weight of
soil. The soil-stabilizer mixers were allowed to cure for 7, 14 and 28 days. Laboratory tests such as compaction, unconfined
compression, consolidated undrained triaxial and durability tests were performed to measure the engineering characteristics
of the stabilized material. The results showed substantial improvements in the shear strength of the sabkha–cement mixtures
and the mixtures are also durable with small weight loss after 12 wetting/drying cycles. Thus, cement can be used to improve
the shear strength of sabkha soils. Furthermore, the effective stress path and the tress-strain relation of the sabkha–cement
mixtures follow trends similar to those of cemented calcareous soils. 相似文献