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1.
冲击荷载作用对土体力学特性影响较大,为了研究此特性,基于天津滨海结构性软黏土,以空心圆柱扭剪仪模拟冲击荷载作用,并在冲击荷载作用前后对土体进行不固结不排水三轴试验,对比研究不同试验条件下结构性软黏土力学特性。试验结果表明:低围压常规三轴剪切试验状态下,土体表现出弱应变软化现象,且土体抗剪强度包线不能用直线表示,而是可由两条直线近似拟合而成;冲击荷载作用时,在一定应力范围内,冲击荷载越大,土体轴向应变、孔隙压力以及主应力差峰值也越大;冲击荷载作用后三轴剪切试验各围压下土体都呈应变硬化型,主应力差峰值均大幅减小,且土体抗剪强度包线均可用直线表示,c、φ值也远小于未受冲击荷载时三轴剪切试验相应数值。最后,总结分析冲击荷载作用对软黏土强度的影响,并拟合得到强度折减与围压、冲击荷载的关系,为实际工程中承受冲击荷载的结构性软黏土强度确定提供参考。 相似文献
2.
为研究复杂应力路径下粉质黏土强度特性,利用TSW-40型土壤真三轴仪,开展了不同试验条件下粉质黏土的真三轴试验。研究了真三维应力状态下粉质黏土应力-应变曲线变化规律,探讨了含水率、固结围压和中主应力比等试验条件对粉质黏土强度的影响规律,对比分析了真三维应力状态下 平面上粉质黏土试验值与Mohr-Coulomb（简称M-C）强度准则和双剪强度准则的差异。研究结果表明：真三维应力状态下粉质黏土的广义剪应力-剪应变曲线主要表现为应变硬化型。粉质黏土强度随中主应力比和固结围压的增大而增大,随着含水率的增大而减小。 平面上粉质黏土的强度包络线随静水压力 的增大向外逐渐扩展,随含水率 的增大向内逐渐收缩。 平面上M-C强度极限线和双剪强度屈服极限线与试验值对比分析表明,M-C强度准则描述土体强度时结果偏小,采用双剪强度准则时结果偏大。 相似文献
3.
Inclusion of synthetic fibers is becoming a routine task in soil reinforcement. The ability of synthetic fibers in controlling the shrinkage cracks in concrete is the main drive to consider its benefits in clay and other soil materials. The polypropylene fibers are nonbiodegradable and can perform well even in aggressive chemical exposure conditions. The direct shear testing is a popular geotechnical approach to assess the shearing strength for a range of soils. This study is aimed at investigating the effect of fiber inclusion on the direct shear response of semi-arid clay soils. This research is conducted using two different types of polypropylene fibers, viz., Fibercast and Fibermesh, having different surface properties on the shear strength envelope and parameters (angle of internal friction and cohesion). The aspect lengths were varied as 6 and 12 mm, and the dosages were varied as 0.2, 0.4, and 0.6 % by weight of the soil. The results were viewed in relation to the fiber type, size, and dose. The soil response and shear resistance measured in consolidated undrained direct shear test is presented for the targeted doses, and the results revealed useful insight compared to unreinforced. The Fibermesh material proved to be the more appropriate fiber additive to typical semi-arid clay soils. The data provides helpful guide for the design geotechnical engineers. 相似文献
4.
复杂应力路径下杭州原状软黏土破坏标准研究 总被引：2，自引：1，他引：1
采用空心圆柱扭剪仪对主应力轴方向固定不变定向不排水剪切应力路径下杭州原状软黏土破坏标准进行试验研究,重点探讨了中主应力参数b、大主应力方向角?及孔压积累对剪切过程中黏土抗剪强度的影响,并提出原状软黏土剪切破坏的标准。试验结果表明,中主应力参数的变化没有对应力应变变化模式和试验应力路径产生影响,随着中主应力参数的增大,黏土抗剪强度的变化并没有呈现出一定的规律性;大主应力方向角对原状软黏土强度的影响反映出原生各向异性对黏土抗剪强度的控制作用;黏土样在剪切后期会产生显著的孔压积累,影响了黏土强度的发挥。考虑中主应力参数等影响因素,通过分析广义剪应力-应变曲线的变化情况,取广义剪应力qJ的峰值作为原状软黏土的剪切破坏标准。 相似文献
5.
The normal and shear strains obtained in torsion shear tests may be interpreted in two different ways to gain insight into (1) the type of plastic potential to be employed in hardening plasticity stress–strain models, and (2) the coincidence in physical space of the plastic strain increment direction with the stress direction during principal stress rotation. Thirty-four drained torsion shear tests were performed on hollow cylinder specimens of Santa Monica Beach sand deposited by dry pluviation. Twenty-six tests were performed on tall specimens with height of 40 cm, and eight tests were performed on short specimens with height of 25 cm to investigate the effect of the specimen height on the soil behavior in hollow cylinder specimens. Each test was conducted with the same, constant inside and outside confining pressure, σr, thus tying the value of b = (σ2–σ3)/(σ1– σ3) to the inclination, β, of the major principal stress. The directions of strain increment vectors at failure are compared with the directions corresponding to associated and non-associated flow. The relation between the directions of major principal strain increment and major principal stress during rotation of principal stress axes in physical space are investigated. 相似文献
6.
Effect of Random Inclusion of Polypropylene Fibers on Strength Characteristics of Cohesive Soil 总被引：2，自引：1，他引：1
Pradip Kumar Pradhan Rabindra Kumar Kar Ashutosh Naik 《Geotechnical and Geological Engineering》2012,30(1):15-25
This paper presents the effect of random inclusion of polypropylene fibers on strength characteristics of soil. Locally available
cohesive soil (CL) is used as medium and polypropylene fibers with three aspect ratios (l/d = 75, 100 and 125) are used as reinforcement. Soil is compacted with standard Proctor’s maximum density with low percentage
of reinforcement (0–1% by weight of oven-dried soil). Direct shear tests, unconfined compression tests and CBR tests were
conducted on un-reinforced as well as reinforced soil to investigate the strength characteristics of fiber-reinforced soil.
The test results reveal that the inclusion of randomly distributed polypropylene fibers in soil increases peak and residual
shear strength, unconfined compressive strength and CBR value of soil. It is noticed that the optimum fiber content for achieving
maximum strength is 0.4–0.8% of the weight of oven-dried soil for fiber aspect ratio of 100. 相似文献
7.
为了研究Q3砂黄土强度变形特性,以甘肃永靖黑方台Q3砂黄土为研究对象,利用西安理工大学研制的真三轴仪,进行了3个围压（50、100 kPa 和200 kPa）、3个b值（0、0.25和0.5）和3个含水率（5%、10%和15%）不同工况试样破坏情况的真三轴试验。试验结果发现：（1）真三轴条件下Q3砂黄土剪切破坏方式以侧胀破坏、单缝剪切破坏为主,其次少数土样发生锥形破坏、双缝剪切破坏和T型缝剪切破坏。（2）相同围压和含水率、不同中主应力比（b）的情况下,Q3砂黄土的主应力差随中主应力比增大而增大,应力-应变关系曲线为强硬化型,剪胀现象明显;中主应力比对广义剪应力和广义剪应变之间关系有一定影响,随b值增加,曲线依次增加;随b值的增加,强度降低,广义剪应力与平均球应力比（q/p）与主应变关系曲线逐渐变缓,且曲线依次降低。（3）随含水率增加,Q3砂黄土由固态向半固态转化过程中,不同中主应力比时黏聚力均出现明显降低,但内摩擦角则出现微小增加。 相似文献
8.
实际交通荷载作用下，路基土单元内的竖向应力和水平应力大小不断发生变化，剪应力幅值和方向也不断变化，从而导致土体中的应力路径呈现出主应力轴连续旋转的现象。通过GDS空心圆柱扭剪仪模拟类似交通荷载作用下的应力路径，开展不同围压和不同循环应力比下的主应力轴连续旋转试验，旨在研究在交通荷载类轴向纯压缩条件下主应力轴方向连续旋转时循环应力比与围压对原状软黏土的强度、累积应变、回弹应变、软化等因素的影响。试验结果表明：随着孔压的不断累积，原状饱和软黏土试样逐渐软化，轴向模量和剪切模量均随着循环应力比和围压的增加而逐渐降低，并在主应力轴旋转一定的循环次数后达到稳定。当循环应力比较小时，轴向和剪切应力-应变滞回曲线均呈线性，不同主应力轴循环旋转次数下的轴向和剪切应力-应变滞回曲线近乎重合。随着主应力轴循环旋转次数的增加，轴向和剪切应力-应变滞回曲线越来越表现出明显的非线性，不同循环次数下试样的轴向和剪切应力-应变滞回圈不再重合且滞回圈逐渐向x轴倾斜。随着循环应力比的增加，在主应力轴连续旋转初期，轴向模量和剪切模量迅速衰减，且随着循环次数的增加而达到稳定，并且试样的轴向模量和剪切模量达到稳定时的主应力轴连续旋转的循环次数随循环应力比和围压的增大而不断增大。 相似文献
9.
研究冻土动强度对寒区工程和人工冻结工程施工及安全性评价具有重要意义。为了揭示主应力轴旋转对冻结黏土动强度特性的影响,利用空心扭剪仪开展不同围压下冻结黏土动三轴和空心扭剪试验,探讨了主应力轴旋转对冻结黏土动强度、动黏聚力和动内摩擦角变化规律的影响。结果表明:主应力轴旋转导致冻结黏土试样的动强度降低,围压越低主应力轴旋转对动强度影响效果就越明显;随着震动次数的增多,主应力轴旋转条件下冻结黏土动黏聚力衰减速度相对于主应力方向固定时加快;不同于主应力轴方向固定条件下动内摩擦角随震动次数增多而衰减的特点,在主应力轴旋转条件下动内摩擦角随震动次数增多而增大。另外,研究显示主应力轴旋转条件下动强度、动黏聚力和动内摩擦角均与震动次数的对数呈良好的线性关系,用线性方程对其进行了拟合,并给出拟合系数和确定系数。 相似文献
10.
为研究复杂应力路径下冻土的强度与变形特征,采用冻土空心圆柱仪（FHCA-300）对不同负温状态下的饱和冻结黏土开展定向剪切试验,基于不同剪切方向下冻结黏土的轴向和扭剪分量的应力-应变关系,探讨土样的剪切变形特征、各向异性属性以及剪切带的演变规律,并考察温度、大主应力方向角、平均主应力以及中主应力系数等因素对冻结黏土强度的影响。结果表明：平均主应力p值对冻结黏土的应力-应变关系影响显著,尤其是p=4.5 MPa时具有较高的剪切强度,且该值可能为压融临界p值;大主应力方向变化会诱发冻结黏土的各向异性,随着大主应力方向角的增加,冻结黏土剪切强度逐渐降低,并有明显的剪切带产生;中主应力系数的增加使得轴向强度有逐渐降低的趋势,但对剪切强度影响不明显;随着温度的降低,冻结黏土强度逐渐增大,试样发生脆性破坏并出现剪切破裂面,其剪切强度主要取决于冰颗粒和土颗粒的胶结力。 相似文献
11.
采用西安理工大学自主研发的真三轴仪,对西安白鹿原黄土进行了不同中主应力比值、不同固结围压的试验研究,探讨了黄土剪切带形成与峰值强度、中主应变与大主应变关系曲线、体应变与大主应变关系曲线特征点之间的联系以及子午平面、 平面上的强度变化规律。分析了真三轴应力条件下黄土强度变形规律和试样剪切带破坏模式和黄土在复杂应力状态下剪切带形成的判断依据和原因,研究表明,真三轴压缩原状黄土具有明显的剪切带,围压和中主应力比值较小时表现为软化,围压和中主应力比值较大时则表现为硬化;中主应变、体应变与大主应变关系曲线较为一致的转折点反映了土变形性状发生变化;与中主应变方向一致的剪切带两侧土结构块体产生相对滑移,剪切带开始形成和发展;土应变曲线的转折点可以作为土固结结构内剪切带形成的判断依据;子午平面上强度线呈线性变化规律, 平面上呈曲边三角形非线性变化规律,并且与 -SMP强度准则较为接近。不同应力条件下剪切带变化复杂的破坏模式与黄土原生的结构特征和加载共同作用的变化有密切联系。 相似文献
12.
Columnar inclusion is one of the effective and widely used methods for improving the engineering properties of soft clay ground. This article investigates the consolidation behavior of composite soft clay ground using both physical model tests under an axial-symmetry condition and finite element simulations using the PLAXIS 2D program. It was determined that the final settlement and the rate of consolidation of the composite ground depended on the stress state. For an applied stress that is much lower than the failure stress, the final settlement of the composite ground was lower, and the consolidation was rapid. When the soil–cement column failed, the stress on the column suddenly decreased (due to strain-softening); meanwhile, the stress on the soil increased to maintain the force equilibrium. Consequently, the excess pore pressure in the surrounding clay increased immediately. The cracked soil–cement column acted as a drain, which accelerated the dissipation of the excess pore pressure. The consolidation of the composite ground was mainly observed in the vertical direction and was controlled by the area ratio, which is the ratio of the diameter of the soil–cement column to the diameter of the composite ground, a. The stress on the column was shown to be low for a composite ground with a high value of a, which resulted in less settlement and fast consolidation. For a long soil–cement column, the excess pore pressures in the surrounding clay and the column were essentially the same at a given consolidation time throughout the improvement depth. It is proposed that the soil–cement column and surrounding clay form a compressible ground, and the consolidation occurs in the vertical direction. The composite coefficient of consolidation (cv(com)) that was obtained from the physical model test on the composite ground can be used to approximate the rate of consolidation. This approximation was validated via a finite element simulation. The proposed method is highly useful to geotechnical engineers because of its simplicity and reliable prediction. 相似文献
13.
The objective of this study is to derive an effective stress‐based constitutive law capable of predicting rate‐dependent stress–strain, stress path and undrained shear strength and creep behavior. The flow rule used in the MIT‐E3 model and viscoplasticity theory is employed in the derivation. The model adopts the yield surface capable of representing the yield behavior of the Taipei silty clay and assumes that it is initially symmetric about the K0‐line. A method is then developed to compute the gyration and expansion of the loading surface to simulate the anisotropic behavior due to the principal stress rotation after shear. There are 11 parameters required for the model to describe the soil behavior and six of them are exactly the same as those used in the Modified Cam‐clay model. The five additional parameters can be obtained by parametric studies or conventional soil tests, such as consolidation tests, triaxial compression and extension tests. Finally, verification of the model for the anisotropic behavior, creep behavior and the rate‐dependent undrained stress–strain and shear strength of the Taipei silty clay is conducted. Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
14.
Wang Jun Wu Lei Cai Yuanqiang Guo Lin Du Yunguo Gou Changfei Ni Junfeng Gao Ziyang 《Acta Geotechnica》2021,16(4):1161-1174
In certain field conditions such as offshore projects under wave loads or embankments under traffic loads, both the vertical and horizontal stresses are variable. However, previous investigations rarely considered the variation in horizontal stress. To better understand the characteristics of natural saturated soft clay, a series of monotonic and cyclic triaxial tests with a K0-consolidation state were carried out under a variable confining pressure (VCP) stress path. The development of axial strain, pore water pressure and effective stress path is analysed. The results show that with the increase in η (the ratio of the variation in the mean effective principal stress to that of the deviatoric stress), the undrained shear strength (qf) decreases continuously. The pore water pressure generation is slightly improved under a stress path with increasing confining pressure. Based on the test results, a unified formula was established to predict the pore water pressure under VCP stress paths. The unique p–q–e relationship of normally consolidated clay in monotonic VCP triaxial tests was also demonstrated. Under VCP stress paths, the amplitude of the pore pressure increases, and the effective stress path tilts more sharply to the right. Moreover, a unified formula was established that can provide a good reference for predicting effective stress paths under cyclic VCP triaxial tests.
相似文献15.
为研究剑麻纤维和高分子固化剂复合改良对砂土工程特性影响，通过一系列三轴剪切试验，对不同掺量和长度的剑麻纤维与高分子固化剂改良砂土的剪切强度特性进行了研究，从峰值偏应力、应力应变曲线特征和抗剪强度参数等方面分别对改良机理进行了研究。研究结果表明，纯高分子固化剂改良砂土的峰值偏应力和黏聚力明显提升，由于固化剂粘结砂土颗粒，限制了变形过程中颗粒的相对滑动，内摩擦角略微降低。随纤维掺量的增加，不同围压下固化剂改良土体的峰值偏应力明显增加，应力硬化特征愈加明显，土体的黏聚力和内摩擦角随纤维掺量的增加保持单调递增趋势。在单纯添加固化剂的情况下，土体强度与固化剂浓度呈正相关的关系；在给定0.4%的纤维含量下，随着纤维长度的加长，纤维和高分子固化剂复合改良砂土的剪切强度先增强后降低；在纤维长度为18 mm时，土体的剪切强度达到最大，黏聚力达到最大207.57 kPa；纤维长度的改变对试样破坏时的轴向应变和土体的内摩擦角基本没有影响。 相似文献
16.
Laboratory Study on the Relative Performance of Silty-Sand Soils Reinforced with Linen Fiber 总被引：2，自引：1，他引：1
Randomly distributed fibers have been successfully used for the reinforcement of soils to improve their properties. However,
the technique requires extensive testing on samples before it can be implemented. Therefore, the purpose of this paper is
to identify and quantify the influence of variables of linen-fiber (content and aspect ratio) on the performance of linen-fiber
reinforced silty-sand specimens. The linen fibers have filament textures with special properties such as: low costs, plenitude
in the region, lightweight, tension capacity and relative strength against deterioration. Linen fibers with diverse fiber
contents (0.25, 0.50, 0.75 and 1.0% of dry weight) and ratio aspect (50, 100 and 150) were used. The composite soils were
laboratory tested for compaction, unconfined compression strength (UCS), California Bearing Ratio (CBR) and direct shear tests.
The test results indicated that adding linen fiber in silty-sand soil resulted in increasing in unconfined compression strength,
California Bearing Ratio values, peak friction angle and cohesion values. Furthermore, adding linen fibers have the dual benefit
of increasing the stiffness (modulus of elasticity) and the ductility of the reinforced soil. However, this study suggests
that the optimum fiber content for silty-sand samples reinforced with linen fibers is approximately 0.75% of the dry weight
of the soil and a maximum performance was achieved at aspect ratio of 100 to avoid fiber balling. The laboratory results were
used for the development of linear regression equation that best relates the UCS and CBR of a reinforced soil to the aforementioned
parameters. 相似文献
17.
岩溶区老黏土在人类工程活动所引起的动荷载作用下,会产生动力变形特性的改变,强度参数也会发生相应的弱化,最终导致土洞上覆盖层结构性的破坏。以武汉市鹏湖湾地区的老黏土为研究对象,结合该岩溶塌陷场地的工程地质条件,开展相应的室内动三轴试验,研究老黏土在围压、动应力比和循环次数等因素变化时的动力响应特性和强度弱化规律,提出其在循环荷载作用下的强度弱化模型。结果表明,随着围压、动应力比及循环次数的增加,老黏土的孔隙水压力有所提高。当其它因素保持不变,且动应力比与循环次数不超过某一临界值时,土体的强度随着动应力比、循环次数的增加而降低,即超孔压的增长引起老黏土强度的衰减。而在围压增长的初期,土体的强度与围压成正比,当围压增大到某一临界值时,老黏土的抗剪强度显著降低。强度折减率随围压、动应力比、循环次数的增加均有不同程度的降低,提取出经验公式,得到的老黏土强度弱化模型具有较高的相关性,进一步得出老黏土的强度弱化机理。 相似文献
18.
《Geomechanics and Geoengineering》2013,8(4):277-285
Fiber-reinforced soils have many applications in improving the response of clayey soils. In this paper, an analytical model for the analysis of fiber-reinforced soil in the framework of modified cam clay model is presented. The analytical model is verified using experimental results from the standard undrained triaxial tests with pore water pressure measurements. Tests have been conducted on clayey soil specimens reinforced with randomly oriented discrete coir fibers with different percentages of fiber contents. Numerical simulations of triaxial compression tests on fiber-reinforced clay specimens were also performed. Results are presented in the form of stress vs. strain curves for plain soil as well as fiber-reinforced soil for various fiber contents based on the model developed. The results demonstrate the applicability of proposed analytical model in predicting the stress strain response of fiber-reinforced soils. 相似文献
19.
This paper is devoted to numerical analysis of strength and deformation of cohesive granular materials. The emphasis is put on the study of effects of confining pressure and loading path. To this end, the three-dimensional discrete element method is used. A nonlinear failure criterion for inter-granular interface bonding is proposed, and it is able to account for both tensile and shear failure for a large range of normal stress. This criterion is implemented in the particles flow code. The proposed failure model is calibrated from triaxial compression tests performed on representative sandstone. Numerical results are in good agreement with experimental data. In particular, the effect of confining pressure on compressive strength and failure pattern is well described by the proposed model. Furthermore, numerical predictions are studied, respectively, for compression and extension tests with a constant mean stress. It is shown that the failure strength and deformation process are clearly affected by loading path. Finally, a series of numerical simulations are performed on cubic samples with three independent principal stresses. It is found that the strength and failure mode are strongly influenced by the intermediate principal stress.
相似文献20.
In the effective stress equation for unsaturated soils proposed by Bishop, shear strength in these soils depends on the effective stress parameter, χ, a function of soil suction [1]. To estimate the shear strength of unsaturated soils, one must already know this parameter and its variation with soil suction. Though theories on the shear strength of unsaturated soils are consistent with experimental measurements, estimating the effective stress parameter directly from tedious laboratory tests is impractical. Thus, researchers have performed numerous intensive studies to effectively obtain the unsaturated shear strength using simplified empirical methods.This paper shows an adaptive learning neural network method for predicting this parameter, χ. The proposed network is a multilayer perceptron network with six neurons in the input layer representing the air entry value, the volumetric water content at residual and saturated conditions, the slope of soil water characteristic curve, the net confining stress and suction. The available literature uses a database prepared from triaxial shear test results to train and test the network. The results show the suitability of the proposed approach for estimating the effective stress parameter. Network analysis indicates that the χ-parameter depends strongly on the net mean stress. 相似文献