共查询到20条相似文献，搜索用时 15 毫秒
1.
土工格栅加筋砂土的变形与破坏机理解析 总被引：8，自引：2，他引：8
利用可考虑局部破坏的非线性弹塑性有限元，对无加筋和加筋砂土的平面应变压缩试验结果进行了从小变形到破坏的全过程数值解析。加筋砂土试验体用土工格栅分6层和11层进行加筋加固。将等价二维有限元解析所得到的解析结果与试验得到的实测值进行了较为伞面的比较，结果表明：合理的二维非线性弹塑性有限元解析，不仅可以较为精确的模拟加筋砂土的平均心力-应变特性，而且还可以全面地调查试验体的局部应力-应变分布以及剪切破坏发生状况，从而，对加筋砂土的变彤破坏以及加筋材的加州机理有一个更加全面合理的认识。 相似文献
2.
Twenty crescent-shaped diapiric models of silicone putty were made in two high-capacity centrifuges. The strain distribution within the models was studied by means of coloured rectangular elements, a method which led to large errors at random locations. Most elements affected by large errors could be identified in repeated experiments.The deformation pattern within the central segment of the diapiric ridges is dominated by two large regions of contrasting principal strain normal to the radial symmetry plane (axial plane of the crescents). This principal strain is tensile near the concave boundary of a ridge and compressive near the convex boundary of a ridge.Within the radial symmetry plane, the orientation pattern of long axes of the total-strain ellipses resembles an open fan which diverges toward the crest of the diapiric ridge. In the high-amplitude models, there is a narrow crestal region in which the long axes are subhorizontal. A similar region has been noted in comparable models of cylindrical diapiric ridges.In one of our models (WMS 20), the arcuate hinge line has pronounced culminations at both ends of the diapiric ridge. This results in a strong crestal depression at the radial symmetry plane where the strain analysis was performed. Accordingly, the characteristic region of tensile normal strain occupies most of the radial section. 相似文献
3.
《Journal of Structural Geology》1988,10(1):101-108
A plane strain, pure shear rig has been developed for the deformation of rock-analogue materials under tightly controlled experimental conditions. Shortening of up to 42% is possible, with constant natural strain rates and a predetermined confining side stress (σ3). Differential stress, side stress, temperature and strain rate are recorded during the experiments, allowing rheological calibration under exactly the same conditions used in the applied studies of mechanical instabilities (folds, boudinage, etc.). The relatively large specimen size, three-piece side plate design and the extensive use of low-friction facing materials in contact with the model result in boundary conditions which closely approximate plane strain, pure shear. 相似文献
4.
Plane Strain Testing with Passive Restraint 总被引：1，自引：0，他引：1
A plane strain condition for testing rock is developed through passive restraint in the form of a thick-walled cylinder. The so-called biaxial frame generates the intermediate principal stress that imposes a triaxial state of stress on a prismatic specimen. Major and minor principal stresses and corresponding strains are accurately measured, providing data to calculate the elastic (Young’s modulus and Poisson’s ratio), inelastic (dilatancy angle), and strength (friction angle and cohesion) parameters of the rock. Results of experiments conducted on Indiana limestone in plane strain compression are compared with the results of axisymmetric compression and extension. With proper system calibration, Young’s modulus and Poisson’s ratio are consistent among the tests. The plane strain apparatus enforces in-plane deformation with the three principal stresses at failure being different, and it allows one to determine the Paul-Mohr-Coulomb failure surface, which includes an intermediate stress effect. 相似文献
5.
Contrary to the criticisms of our ideas by Treagus, we still believe that our experiments show that a secondary preferred orientation of micas or of small kink-like folds, closely resembling similar features in some cleaved rocks, can form at large angles to the λ1λ2 plane of strain, where the strain referred to is the strain coeval with development of these features. 相似文献
6.
Flat prismatic soil samples were subjected to creep and recovery experiments in newly developed shear cells. The deformation took place below failure in simple shear, that is, in plane strain. The pore-water pressure in the sample was measured at the same time. 相似文献
7.
平面应变仪是一种开发较早但至今尚不完善的一种土工试验仪器,随着国家基础设施建设的发展,平面应变试验及试验方法在许多领域得以应用,显示出了平面应变试验在工程设计和研究中的重要性。通过回顾国内外平面应变仪的发展,提出了开发一种新型的土工平面应变三轴仪的思路,以实现更科学、更精确地进行复杂应力加载条件下土平面应变试验的研究。以此为目的,从压力室结构、加载系统及控制量测系统等方面提出了相应的改善措施,开发了一种新型的土工平面三轴仪。并通过重塑黄土的平面应变试验及改进的真三轴仪平面应变试验对比、以及平面应变试验强度参数与常规三轴试验强度参数对比分析,验证了所研制的新型卧式土工平面应变仪的合理性和研制思路的正确性。最后,通过对该平面应变仪应变试验的黄土破坏特性与改进真三轴平面应变试验的黄土破坏特征的对比分析,验证了本文所开发的平面应变仪在描述土体应变局部化问题的合理性。 相似文献
8.
《Journal of Structural Geology》1999,21(8-9):939-948
Strains in rocks can be observed but ancient stresses can only be inferred. We should re-examine the potential of strain geometry as the key to understanding and interpreting common shear structures ranging from faults to plastic shear zones. The concept of failure along zero extension directions can be applied to natural structures in rocks and is predicated on strain compatibility between differently strained volumes. Zero extension directions are considered for two strain configurations, plane strain (k=1) and uniaxial shortening (k=0). The crucial difference between shear fractures, or faults, and plastic yield zones is that the former are preceded by dilatation while the latter are isovolumetric. Volume changes during deformation affect the orientations of zero extension directions and hence of the resulting structures. With isovolumetric strain, yield occurs on planes at 45° to the principal shortening direction in plane strain and at 54.7° to this axis in uniaxial shortening. Uniaxial shortening experiments on rock samples allow estimation of the relative volumetric strains when yield zones initiate. When this volumetric strain is used to estimate the orientation of shear fractures in plane strain, ca 70° dips are predicted for normal faults at high crustal levels, decreasing downwards to 45°. 相似文献
9.
Finite element study of patterns of shear zones in granular bodies during plane strain compression 总被引：1，自引：1，他引：0
Numerical investigations of patterns of shear zones in granular bodies obtained during quasi-static plane strain compression
tests were performed. The effect of a spatially correlated stochastic distribution of the initial void ratio and roughness
of horizontal plates was analyzed. To describe a mechanical behavior of a cohesionless granular material during a monotonic
deformation path in a plane strain compression test, a micro-polar hypoplastic constitutive model was used. FE calculations
were carried out with both initially dense and initially loose cohesionless sand. A Latin hypercube method was applied to
generate Gaussian truncated random fields of initial void ratio in a granular specimen. A weak correlation of the initial
void ratio in both directions and its large standard deviation were assumed for all specimens. The horizontal boundaries were
either ideally smooth or very rough. The FE results show similar patterns of shear zones as compared to experiments. 相似文献
10.
Determination of soil properties for plane strain condition from the triaxial tests results 
下载免费PDF全文
下载免费PDF全文 Significant difference in stress–strain behavior of dense cohesionless soil has been observed between plane strain and triaxial test conditions. At present, majority of geotechnical laboratories have no plane strain testing facility. Therefore, geotechnical professionals are more dependent on the conventional triaxial test for soil properties, whereas many geotechnical structures prevail close to plane strain condition. A method has been proposed to determine soil properties for plane strain condition from the conventional triaxial tests. This method can especially be used to determine the internal friction angle and stress–strain relationship for plane strain condition from triaxial tests results. Copyright © 2015 John Wiley & Sons, Ltd. 相似文献
11.
基于中主应力修正关系的边坡稳定性分析 总被引：1，自引：0，他引：1
边坡稳定性分析时通常将应力条件简化为平面应变状态,采用三轴试验强度计算出的边坡稳定性偏于保守。在充分考虑中主应力物理含义及力学机制的基础上,将Mises屈服准则与Mohr-Coulomb（简称M-C）内切圆屈服准则进行匹配,得到了平面应变条件下土体屈服破坏时中主应力的理论修正关系,进而也得到了该条件下最大主应力与最小主应力的比值关系,从理论上证明了该比值关系是与土体平面应变破坏时内摩擦角成一定关系的常数,也在平面应变试验中得到了验证,从侧面反映出中主应力理论修正关系的合理性。由上述两种关系建立了土体平面应变破坏条件下的应力路径,结合Lade-Duncan强度准则,建立了平面应变条件下强度参数与三轴试验试验条件下强度参数转换公式,由该转换公式得到的平面应变条件下的强度参数与平面应变试验实测值误差在2%左右,大幅缩小了三轴试验实测值与平面应变试验实测值的误差。在均质边坡稳定分析中分别采用常规三轴试验强度值与由公式转换得到的平面应变强度值进行计算。研究结果表明,三轴试验条件下内摩擦角为10°～20°之间时,基于两种强度参数得出的安全系数相差不大;当三轴试验条件下内摩擦角大于20°时,平面应变条件下安全系数较三轴试验条件下提高19%左右,但该成果只在文中计算案例有效,两者误差的准确关系还有待于进一步研究。值得关注的是,由于平面应变条件下土体强度变大,边坡的临界滑面深度变浅了,其形态相应变陡。 相似文献
12.
Mohr—Coulomb屈服准则不考虑中间主应力对材料强度的贡献,是一个保守的强度屈服准则,在近似平面应变状态下,匹配于Mohr-Coulomb屈服准则的Drucker-Prager屈服准则能给出边坡安全系数偏保守一些的估计;相对而言,Matsuoka—Nakai和Lade-Duncan屈服准则均考虑了中间主应力对土体强度的影响,在近似平面应变状态下,匹配于Matsuoka-Nakai和Lade-Duncan屈服准则的Drucker-Prager屈服准则能给出岩土类材料较为合理的破坏强度预测,土体的抗剪强度能被更有效地发挥出来,因而借助这些转化的Drucker-Prager屈服准则能给出平面应变状态下土坡安全系数较为合理和真实的预测。文中的边坡稳定算例证实了这些观点。 相似文献
13.
土石坝所处的应力状态较接近平面应变应力状态或三维应力状态,而常规三轴试验低估了粗粒料的力学性能。应用大型真三轴仪对常规三轴应力状态、平面应变应力状态和真三轴应力状态（ 0.25, 为中主应力系数, 、 、 分别为大、中、小主应力）下粗粒料的力学特性进行了压缩试验研究。试验结果表明：相同小主应力下,常规三轴试验、平面应变试验、真三轴试验的大、小主应力之差与大主应力方向应变的关系曲线依次变高变陡。某一试验加载条件下,体应变随球应力的增大而增大,初始剪切阶段增加较慢,随后呈线性增大,不同小主应力的体应变曲线较为接近。平面应变试验强度和真三轴试验强度比常规三轴试验强度有较大增长,真三轴试验强度增加百分比大于平面应变试验强度增加百分比。初始弹性模量随小主应力的增大呈线性增大。平面应变状态下中主应力系数随大主应力方向应变的增大而增大,初始剪切阶段增长较缓,之后近似呈线性增大。相同小主应力下,从常规三轴应力状态至平面应变应力状态再到真三轴应力状态,小主应力方向应变均为膨胀变形,且膨胀变形依次增大。同一试验加载条件下,小主应力较小时,应力比（偏应力与球应力之比）与偏应变的关系曲线位于上方。 相似文献
14.
平面应变条件下M-C材料屈服时的中主应力公式 总被引：2，自引：0，他引：2
基于Mohr-Coulomb准则,通过引入罗德角参数及Mohr-Coulomb准则平面应变等效广义Mises准则,推导了平面应变条件下材料屈服时的中主应力公式,并给出其与基于SMP准则（Spatial Mobiliaztion Piane）的平面应变中主应力公式之间的关系式。对平面应变条件下的条形地基进行了有限元数值模拟,计算结果验证了所推导的平面应变条件下M-C材料屈服时的中主应力公式的正确性,其公式为岩土体的强度和变形分析、中主应力的强度效应的进一步研究,以及Mohr-Coulomb准则的修正提供了有力的基础。 相似文献
15.
使用河海大学TSW－40型真三轴仪,对粗粒土分别进行平面应变和常规三轴压缩试验,研究了粗粒土在平面应变条件下的应力-应变关系及各种应变之间的关系,包括：主应力差? 1-? 3(? 2-? 3)与大主应变?1、主应力比? 1 /? 3(? 2 /? 3)与大主应变?1、球应力p与体积应变?v、偏应力q与偏应变? s、广义应力比q/p与广义剪应变? s、小主应变? 3与大主应变?1、体积应变? v与广义剪应变? s之间的关系。试验结果表明,对于相同的? 3,平面应变试验的(? 1-? 3)(或? 1 /? 3)-ε1曲线位于常规三轴压缩试验相应曲线的上方;? 3大的(? 1-? 3)(或? 2-? 3)-? 1曲线在上方,而? 3大的? 1 /? 3(或? 2 /? 3)-? 1曲线在下方;对于相同的? 3,在相同的? 1下,平面应变条件下的小主应力方向膨胀量要比常规三轴压缩条件下的大;产生相同的? s时,? 3越大,? v越大,对于相同的? 3,平面应变条件下的? v要比常规三轴压缩条件下的大;粗粒土在平面应变和常规三轴压缩条件下加荷时,具有归一化的双曲线应力-应变关系。研究表明,采用非线性弹性模型计算粗粒土的平面应变问题时,有必要考虑弹性模量E和泊松比? 的各向异性。 相似文献
16.
Since cross-anisotropic sand behaves differently when the loading direction or the stress state changes, the influences of the loading direction and the intermediate principal stress ratio (b = (σ 2 ? σ 3)/(σ 1 ? σ 3)) on the initiation of strain localization need study. According to the loading angle (angle between the major principal stress direction and the normal of bedding plane), a 3D non-coaxial non-associated elasto-plasticity hardening model was proposed by modifying Lode angle formulation of the Mohr–Coulomb yield function and the stress–dilatancy function. By using bifurcation analysis, the model was used to predict the initiation of strain localization under plane strain and true triaxial conditions. The predictions of the plane strain tests show that the major principal strain at the bifurcation points increases with the loading angle, while the stress ratio decreases with the loading angle. According to the loading angle and the intermediate principal stress ratio, the true triaxial tests were analyzed in three sectors. The stress–strain behavior and the volumetric strain in each sector can be well captured by the proposed model. Strain localization occurs in most b value conditions in all three sectors except for those which are close to triaxial compression condition (b = 0). The difference between the peak shear strength corresponding to the strain localization and the ultimate shear strength corresponding to plastic limit becomes obvious when the b value is near 0.4. The influence of bifurcation on the shear strength becomes weak when the loading direction changes from perpendicular to the bedding plane to parallel. The bifurcation analysis based on the proposed model gives out major principal strain and peak shear strength at the initiation of strain localization; the given results are consistent with experiments. 相似文献
17.
Geotechnical experiments show that Lode angle‐dependent constitutive formulations are appropriate to describe the failure of geomaterials. In the present study, we have adopted one such class of failure criteria along with a versatile constitutive relationship to theoretically analyze the effects of Lode angle on localized shear deformation or shear band formation in loose sand for both drained and undrained conditions. We determine the variation in the possible stress states for shear localization due to the introduction of Lode angle by considering the localized deformation as a bifurcation problem. Further, similar bifurcation analysis is performed for the stress states along a specific loading path, namely, plane strain compression at the constitutive level. In addition, the plane strain compression tests have been simulated as a boundary value finite element problem to see how Lode angle affects the post‐localization response. Results show that the inclusion of a Lode angle parameter within the failure criterion has considerable effects on the onset, plastic strain, and propagation of shear localization in loose sand specimens. For drained condition, we notice early inception of shear localization and multiple band formation when the Lode angle‐dependent failure criterion is used. Undrained localization characteristics, however, found to be independent of Lode angle consideration. 相似文献
18.
The results of a series of true triaxial tests with stress paths involving large reversals under 3D conditions are presented. These tests were performed on medium dense Santa Monica Beach sand to provide experimental evidence for the rotational kinematic hardening hypothesis presented in a companion paper and to provide stress–strain and volume change relations for experiments with 3D stress paths and large stress reversals to be predicted by the rotational kinematic hardening model. The experimental equipment and the testing procedures are briefly explained followed by a presentation of the experimental results and their sensitivity to unknown causes as well as effects of cross‐anisotropy on the sand behavior. The stress paths are presented in a σ3′‐plane and in an octahedral plane and the directions of experimental strain increment vectors are compared with those obtained from the rotational kinematic hardening model. Copyright © 2008 John Wiley & Sons, Ltd. 相似文献
19.
Specimens of fine grained micritic limestone were deformed in plane strain geometry in pure shear, a combination of simple and pure shear, and in simple shear. Temperatures were 400° C and 500° C, confining pressure was 100 MPa. In the experiments with a simple shear component strain is concentrated and approximately homogeneous in a 2–3 mm wide shear zone. Shear displacement is documented by marker lines and circles. Shear strain γ varies between 0.84 and 1.56. Strain is recorded by flattening of individual grains, defining a foliation normal to the axis of principal finite shortening ε 1. No twinning is observed on a macroscopic scale. X-ray and neutron diffraction techniques were used to characterize texture before and after deformation. All specimens display strong preferred orientation as documented by 0006, 10¯14 and 11¯220 pole-figures, c axes pole-figures display three maxima in the ε1–ε3 plane. If the axes of the strain ellipsoids are used as a coordinate system textures in pure and simple shear are similar but there is considerable monoclinic distortion in simple shear which is attributed to the noncoaxial strain path. 相似文献