The main factors affecting the soil-structure interface behaviors were found experimentally and theoretically, including: 1 the thickness of the interface that is five to six times the average grain size of the soil; 2 the aeolotropy of interface, which is responsible for anisotropic response of the stress-strain response of the interface; 3 two physical states, including crashing and compression of the soil near the structure surface, which govern the stress-strain response of the interface strongly; 4 two shear deformation components due to sliding and constraint of the structure surface relative to the soil respectively, which forms the deformation of the interface; 5 the volumetric strain due to dilatancy, which is found to be composed of a reversible dilatancy component and an irreversible dilatancy component. 4. A unified constitutive model of the interface, based on new elasto-plasticity damage theory, was developed. It was confirmed to be effective for the conditions considering monotonic and cyclic shearing, coupling effect of shear and volumetric strains, evolution of physical state, micro-structure aeolotropy of the soil and the resulting aeolotropy of the interface as well as the three normal boundary conditions stated above. 5. 2D and 3D finite element formulations of the present model were derived and incorporated into the FEM codes. They were applied to the evaluation of practical engineering problems with different typical interfaces between soil and structure. The new model was shown to be reasonable and effective.

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According to the geometric relations, the relationship expression of the residual asperity height between the average dilatancy angle is established.

通過(guò)對(duì)節(jié)理試驗(yàn)前后的表面特征黄网站色视频免费观看下载、循環(huán)剪切試驗(yàn)曲線的分析自拍偷拍第，提出了一個(gè)節(jié)理表面磨損的等效計(jì)算模型。

Five main phenomena were found, firstly, the high plasticity clay could well suitable to large deformation, and had strain-hardening behavior obviously, as well as, the little dilatancy; secondly, there was no correlation between stress paths and shear strength but the stress-strain relations were influenced by stress paths; thirdly, the little stress increment ratio, the higher increase speeding of shear stress and breaking strength under the condition of same initial normal stress; the fourth, the relations between normal strain and normal stress in simple shear test was consistent with which in the single-direction compression test, if there was no dilatancy; the last, the curve of relation between stress ratio and shear strain could be well simulated by hyperbola.

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Moreover, the shear strength was increasing with the increase of the lateral confining pressure. In the unloading process, with the increase of deviator stress and the strain, the soil sample took on a dilatancy trend and showed a large negative pore pressure.

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Now I with respect to dilatancy I am how do ~~!

現(xiàn)在我就細(xì)說(shuō)一下我是怎么做的吧~~欧欧美黄色片国产黄色片！

At this o'clock I do not want dilatancy.

這點(diǎn)我不要細(xì)說(shuō)吧。

Specific written what I not dilatancy, those who have fun at is direct go my website looks!

具體寫的什么我就不細(xì)說(shuō)了被操到舒服无码，有興趣的直接去我的網(wǎng)站看吧免费一级aaa片！

The volumetric strain due to stress-dilatancy of sand is found to be composed of a reversible dilatancy component and an irreversible dilatancy component.

基于對(duì)較高精度的砂土扭剪試驗(yàn)成果的分析看全色黄大色黄女女，表明砂土的剪脹是由一個(gè)完全可逆的體應(yīng)變分量和一個(gè)不可逆的體應(yīng)變分量構(gòu)成的。

The plastic deformation induced due to cyclic rotation of principal stress axes alone can be in the same magnitude as that due to shear with fixed principal stress axes. 2 The volumetric strain due to shearing of cyclic rotation of principal stress axes is found to be composed of a reversible dilatancy component and an irreversible dilatancy component. The former is characterized by its reversibility and is independent of past shear history, the latter by its irreversibility increases with the increase of cycle number yet its increase rate decreases with its accumulation. 3 The obvious non-coaxiality between directions of the principal stresses and principal strain increments is found and its degree depends largely on the change of shear stress component. 4 The intermediate principal stress has considerable effects on the deformation behavior of sands in the condition of cyclic rotation of principal stress axes. The accumulation rate of the irreversible dilatancy component increases with the increase of the intermediate principal stress parameter.

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The two definitions of dilatancy in slip line theory are clarified, and the generalized Mises yield criterion matching Mohr-Coulomb yield criterion in plane strain condition is put forward where the effect of dilatancy can be considered.

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