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1.
Li Lan 《中国地震研究》2007,21(4):420-427
Presented in this paper are the results of experimental study and analysis of the subsidence characteristics obtained from soil samples with different contents of clay particles though laboratory dynamic triaxial test, Laser particle size analysis, chemical analysis and electronic microscope scanning. By comparison of the obtained data, the following conclusions are drawn out:(1)The stability of the loess varies with different content of clay; (2) The relation between the dynamic shear strength and the clay particles is not monotonous, but parabolic; (3) In the same consolidation ratio, the clayey loess is the weakest subsidence-resistant when the clay particle content is between 16%~17%.  相似文献   

2.
In this paper,a distribution map of gravelly soil liquefaction that was caused by the Wenchuan M_s 8.0 earthquake in China is proposed based on a detailed field investigation and an analysis of geological soil profiles. The geological background of the earthquake disaster region is summarized by compiling geological cross sections and borehole logs. Meanwhile,four typical liquefied sites were selected to conduct sample drillings,dynamic penetration tests (DPT),and shear wave velocity tests,to understand the features of liquefied gravelly soil. One hundred and eighteen (118) liquefied sites were investigated shortly after the earthquake. The field investigation showed:(1) sandboils and waterspouts occurred extensively,involving thousands of miles of farmland,120 villages,eight schools and five factories,which caused damage to some rural houses,schools,manufacturing facilities and wells,etc.; (2) the Chengdu plain is covered by a gravelly soil layer with a thickness of 0 m to 541 m according to the geological cross sections; (3) there were 80 gravelly soil liquefied sites in the Chengdu plain,shaped as five belt areas that varied from 20 km to 40 km in length,and about ten gravelly soil liquefied sites distributed within Mianyang area; and (4) the grain sizes of the sampled soil were relative larger than the ejected soil on the ground,thus the type of liquefied soil cannot be determined by the ejected soil. The gravelly soil liquefied sites are helpful in enriching the global database of gravelly soil liquefaction and developing a corresponding evaluation method in further research efforts.  相似文献   

3.
Cement-mixed piles, as countermeasure against liquefaction of silt and sand ground, can improve the shear strength and bearing capacity of foundation soil, meaning cement-mixed piles are capable of resisting displacement when an earthquake happens. However, investigations of cement-mixed piles by experimental methods such as the shaking table test is few and far between. It is especially true for the seismic performance of cement-mixed piles in liquefiable railway foundations in high seismic intensity regions. To this end, a cross-section of the Yuxi-Mengzi railway was selected as the prototype and studied by the shaking table test in this study. The results showed that composite foundation of cement-mixed piles was not liquefied when the seismic acceleration was lower than 0.30g. In the process of acceleration increasing from 0.30g at 2Hz to 0.60g at 3Hz, the upper middle silt outside slope toe was partly liquefied. The foundation soil under the shoulders and center of subgrade was far from the initial liquefaction criterion during the test. Cement-mixed piles can effectively reduce the embankment settlement and differential settlement. It can be concluded that, the design of cement-mixed piles can ensure the seismic performance of the subgrade, and satisfy the seismic design requirements of the Yuxi-Mengzi railway in areas of VⅢ degrees seismic fortification intensity.  相似文献   

4.
For sites susceptible to liquefaction induced lateral spreading during a probable earthquake, geotechnical engineers often need to know the undrained residual shear strength of the liquefied soil deposit to estimate lateral spreading displacements, and the forces acting on the piles from the liquefied soils in order to perform post liquefaction stability analyses. The most commonly used methods to estimate the undrained residual shear strength (Sur) of liquefied sand deposits are based on the correlations determined from liquefaction induced flow failures with SPT and CPT data. In this study, 44 lateral spread case histories are analyzed and a new relationship based on only lateral spread case histories is recommended, which estimates the residual shear strength ratio of the liquefiable soil layer from normalized shear wave velocity. The new proposed method is also utilized to estimate the residual lateral displacement of an example bridge problem in an area susceptible to lateral spreading in order to provide insight into how the proposed relationship can be used in geotechnical engineering practice.  相似文献   

5.
The natural loess that covers the ground surface has good stability due to its low water content. However, when violent earthquakes occur, the strong dynamic stress generated in the slope may induce landslide disasters with different sizes. In this paper, a large-scale shaking table model test is used to reveal the dynamic response and instability failure process of the loess slope. The test results show that different parts of the slope have different vibration characteristics and the first natural frequency in the model increases with the increase of the slope height. The response acceleration of different parts may change due to the coupling relationship between the spectral characteristics of input wave and the natural frequencies of different parts of slope, suggesting the characteristics of regional differential dynamic response. Under the condition of different dynamic response, stress state and boundary conditions of different parts of slope, a rapid microstructural damage, cumulative residual deformation evolution, and tension-shear coupling instability failure process may appear at the top of the slope with the strong dynamic response associated with the increase of dynamic loading intensity. The Sd values presented in this paper may reflect soil damage and slope instability and failure.  相似文献   

6.
The mechanisms of seismically-induced liquefaction of granular soils under high confining stresses are still not fully understood. Evaluation of these mechanisms is generally based on extrapolation of observed behavior at shallow depths. Three centrifuge model tests were conducted at RPI‘s experimental facility to investigate the effects of confining stresses on the dynamic response of a deep horizontal deposit of saturated sand. Liquefaction was observed at high confining stresses in each of the tests. A system identification procedure was used to estimate the associated shear strain and stress time histories. These histories revealed a response marked by shear strength degradation and dilative patterns. The recorded accelerations and pore pressures were employed to generate visual animations of the models. These visualizations revealed a liquefaction front traveling downward and leading to large shear strains and isolation of upper soil layers.  相似文献   

7.
The Louzidian ductile shear zone at the south of Chifeng strikes NE-SW and dips SE at low-medium- angles. This ductile shear zone is mainly composed of granitic mylonite, which grades structurally upward into a chloritized zone, a microbreccia zone, a brittle fault and a gouge zone. All these zones share similar planar attitudes, but contain different linear attitudes and kinematic indicators. Finite strain measurements were performed on feldspar porphyroclasts using the Fry method. These meas- urements yield Fulin indexes of 1.25―3.30, Lode's parameters of -0.535―-0.112 and strain parameters of 0.41―0.75 for the protomylonite, respectively. These data are plotted within the apparent constric- tional field in Fulin and Hossack diagrams. In contrast, for the mylonite, corresponding parameters are 0.99―1.43, -0.176―-0.004 and 0.63―0.82, respectively, and located in the apparent constrictional field close to the plane strain. The mean kinematic vorticity numbers of the protomylonite and mylonite by using three methods of polar Mohr circle, porphyroclast hyperbolic and oblique foliation, are in the range of 0.67―0.95, suggesting that the ductile shearing is accommodated by general shearing that is dominated by simple shear. Combination of the finite strain and kinematic vorticity indicates that shear type was lengthening shear and resulted in L-tectonite at the initial stage of deformation and the shear type gradually changed into lengthening-thinning shear and produced L-S-tectonite with the uplifting of the shear zone and accumulating of strain. These kinds of shear types only produce a/ab strain facies, so the lineation in the ductile shear zone could not deflect 90° in the progressively deformation.  相似文献   

8.
The dynamic shear modulus for three types of undisturbed soil under different consolidation ratios is presented by using the resonant column test method. Its effects on surface ground motion is illustrated by calculation. The test results indicate that the power function is a suitable form for describing the relationship between the ratio of the maximum dynamic shear modulus due to anisotropic and isotropic consolidations and the increment of the consolidation ratio. When compared to sand, the increment of the maximum dynamic shear modulus for undisturbed soil due to anisotropic consolidation is much larger. Using a one-dimensional equivalent linearization method, the earthquake influence factor and the characteristic period of the surface acceleration are calculated for two soil layers subjected to several typical earthquake waves. The calculated results show that the difference in nonlinear properties due to different consolidation ratios is generally not very notable, but the degree of its influence on the surface acceleration spectrum is remarkable for the occurrence of strong earthquakes. When compared to isotropic consolidation, the consideration of actual anisotropic consolidation causes the characteristic period to decrease and the earthquake influence factor to increase.  相似文献   

9.
It is well known that the generation of excess pore water pressure and/or liquefaction in foundation soils during an earthquake often cause structural failures.This paper describes the behavior of a small-scale braced wall embedded in saturated liquefiable sand under dynamic condition.Shake table tests are performed in the laboratory on embedded retaining walls with single bracing.The tests are conducted for different excavation depths and base motions.The influences of the peak magnitude of the ground motions and the excavation depth on the axial forces in the bracing,the lateral displacement and the bending moments in the braced walls are studied.The shake table tests are simulated numerically using FLAC 2D and the results are compared with the corresponding experimental results.The pore water pressures developed in the soil are found to influence the behavior of the braced wall structures during a dynamic event.It is found that the excess pore water pressure development in the soil below the excavation is higher compared to the soil beside the walls.Thus,the soil below the excavation level is more susceptible to the liquefaction compared to the soil beside the walls.  相似文献   

10.
The propagation of stress waves in a large-diameter pipe pile for low strain dynamic testing cannot be explained properly by traditional 1D wave theories. A new computational model is established to obtain a wave equation that can describe the dynamic response of a large-diameter thin-walled pipe pile to a transient point load during a low strain integrity test. An analytical solution in the time domain is deduced using the separation of variables and variation of constant methods. The validity of this new solution is verifi ed by an existing analytical solution under free boundary conditions. The results of this time domain solution are also compared with the results of a frequency domain solution and fi eld test data. The comparisons indicate that the new solution agrees well with the results of previous solutions. Parametric studies using the new solution with reference to a case study are also carried out. The results show that the mode number affects the accuracy of the dynamic response. A mode number greater than 10 is required to enable the calculated dynamic responses to be independent of the mode number. The dynamic response is also greatly affected by soil properties. The larger the side resistance, the smaller the displacement response and the smaller the refl ected velocity wave crest. The displacement increases as the stress waves propagate along the pile when the pile shaft is free. The incident waves of displacement and velocity responses of the pile are not the same among different points in the circumferential direction on the pile top. However, the arrival time and peak value of the pile tip refl ected waves are almost the same among different points on the pile top.  相似文献   

11.
饱和黄土液化判别方法的两点发现   总被引:1,自引:0,他引:1       下载免费PDF全文
黄土液化实例多与现有可液化土地质年代规定不符。采用动三轴弯曲元试验设备对原状黄土饱和过程进行剪切波速跟踪测试,发现黄土浸水、结构先破坏再固结形成新的稳定结构的特点,证明经历过饱和的黄土已不能再视其为饱和前的地质年代。兰州马兰黄土中的黏粒有些是以黏土团块的形式存在,而黏土团块并不影响其他部分粉质土的液化,因此对于此类土应用黏粒含量进行液化判别时,应考虑将黏土团块不计入黏粒含量。  相似文献   

12.
粉煤灰改良饱和黄土的抗液化特性   总被引:4,自引:0,他引:4       下载免费PDF全文
为了经济、环保地达到改良处理减轻饱和黄土地基液化震害的目的,通过配备不同粉煤灰掺量的改良黄土进行动三轴试验,研究饱和粉煤灰改良黄土的动应力、动应变和动孔隙水压力变化特征,分析粉煤灰掺量对饱和改良黄土液化应力比、动残余变形和动孔隙水压力的影响规律,并结合微结构试验结果,探讨饱和粉煤灰改良黄土抗液化的物理化学机制。结果表明:粉煤灰掺量对饱和改良黄土的液化应力比、动应变和动孔隙水压力比均具有较为显著的影响。随着粉煤灰掺量的增加,饱和改良黄土的液化应力比持续增加,且当掺量达到15%后,继续增加粉煤灰掺量时改良黄土的液化应力比增加显著。饱和改良黄土的动应变和动孔隙水压力比均随着粉煤灰掺量的增加而减小;掺量达到25%后,饱和改良黄土不液化。饱和粉煤灰改良黄土的SEM细观结构试验照片中呈现大量的圆球状、粒状粉煤灰颗粒和絮凝状胶结物,表明其抗液化的物理化学机制主要包括粉煤灰的水化作用、胶体生成物和颗粒的填隙作用和粉煤灰对游离水的吸附作用。  相似文献   

13.
目前,主要依靠室内动力试验对黄土液化势进行评价。由于黄土特殊的结构性,室内试验对其饱和的过程较为复杂,且与实际场地饱和黄土差异明显,导致室内黄土液化试验结果并不能代表现场饱和黄土的抗液化强度。本文选取兰州市西固区寺儿沟村某饱和黄土场地进行钻孔测试,现场实施了标准贯入试验、静力触探试验以及剪切波速测试。应用Robertson的土类指数分类图对该场地不同含水率黄土的土类进行了界定,确定了饱和黄土属于类砂土,有液化势。应用NCEER推荐方法,计算了3组原位试验数据的饱和黄土循环抗力比(CRR),通过与1976年唐山地震和1999年集集地震液化土CRR对比,得出了饱和黄土抗液化强度很低的结论。  相似文献   

14.
Lateral deformation of liquefiable soil is a cause of much damage during earthquakes, reportedly more than other forms of liquefaction-induced ground failures. Researchers have presented studies in which the liquefied soil is considered as viscous fluid. In this manner, the liquefied soil behaves as non-Newtonian fluid, whose viscosity decreases as the shear strain rate increases. The current study incorporates computational fluid dynamics to propose a simplified dynamic analysis for the liquefaction-induced lateral deformation of earth slopes. The numerical procedure involves a quasi-linear elastic model for small to moderate strains and a Bingham fluid model for large strain states during liquefaction. An iterative procedure is considered to estimate the strain-compatible shear stiffness of soil. The post-liquefaction residual strength of soil is considered as the initial Bingham viscosity. Performance of the numerical procedure is examined by using the results of centrifuge model and shaking table tests together with some field observations of lateral ground deformation. The results demonstrate that the proposed procedure predicts the time history of lateral ground deformation with a reasonable degree of precision.  相似文献   

15.
饱和黄土在不同外荷载作用下其液化机理具有显著差异。为研究饱和黄土动态液化和静态液化机理的差异性,基于室内动三轴试验和静三轴试验,研究岷县永光饱和黄土动态液化后的动应力与轴向动应变关系、动孔隙水压力比与轴向动应变关系,分析其静态液化后的偏应力与轴向应变关系、孔隙水压力比与轴向应变关系,并结合液化前、后的SEM试验结果,研究动、静态液化对饱和黄土结构特征的影响,探讨两种液化机理的差异性。研究结果表明:饱和黄土在循环动荷载作用下,土骨架强度逐渐丧失,孔隙变形不断发展,从而导致孔隙水压力上升,直至出现具有流滑特征的动态液化;而在单调静荷载作用下,土体内的架空孔隙逐渐被压缩,落入孔隙中的土颗粒重新排列、组合,从而导致孔隙水压力增加,直至出现静态液化;动态液化后饱和黄土的表观孔隙面积比静态液化后的更小,孔隙均一性比静态液化后的更好,孔隙排列比静态液化后的更无序,孔隙结构相对于静态液化后更加复杂;两种液化机理的差异性主要表现在加载导致的细观结构变化过程差异引起的孔隙水压力增长模式不同。研究结果可为黄土地区液化灾害及液化诱发滑坡灾害的防治提供理论依据。  相似文献   

16.
本文通过对某核电厂取水明渠导流堤地基土粉砂层室内共振柱试验及动三轴液化试验,测定了动剪切模量、阻尼比与动剪应变幅的双曲线关系,分析了粉砂的动力变形特性,探讨了砂土的抗液化强度与液化振次之间的乘幂函数关系,确定了该地基土的抗液化强度指标。为评价导流堤的地震稳定和液化分析提供了相关参数,同时对堤坝工程场地的地震安全性评价和液化评判有良好的借鉴和参考价值。  相似文献   

17.
Critical state soil mechanics is a useful framework to understand sand behavior. In this paper, a relationship is developed for estimating undrained critical shear strength of sands based on the critical state framework. The relationship is validated by comparison with laboratory test results and sand liquefied strength from field liquefaction failure case histories. Using this relationship, the influence of fines content on undrained critical shear strength is studied for different combinations of effective stress and density. The parametric study indicates that depending on soil void ratio, effective stress, and the shape and mineralogy of the fine particles, undrained critical strength may increase, remain the same, or decrease as the amount of fines content increases. Both the susceptibility to liquefaction and the severity of strain-softening are affected by adding fines. It is suggested that the critical state parameter is inadequate for describing the behavior of liquefiable sands and sand shearing-compressibility should be taken into account in liquefaction analysis.  相似文献   

18.
黄土液化微细观特性试验研究   总被引:9,自引:6,他引:3       下载免费PDF全文
黄土液化演化过程的微观机理分析是液化防御的科学问题之一。通过微细观及动力学试验探索黄土液化的本质和影响因素。首先用CT细观扫描实验探索黄土渗透液化的细观变化,研究表明土体液面上升的根本原因是弱碱性盐类胶结物的吸水作用导致土样含水面整体上升;试样达到高饱和度,大孔隙周围颗粒间胶结物质破坏后有效应力为零,土层液化。粉土的孔隙尺寸和特殊的胶结物质导致高饱和度。土样微观结构的差异也会影响土的液面上升和破坏强度。针对低黏性粉土、粉质砂土及粉质黏土的三类黄土液化实验分析表明,低黏性粉土动荷加载时间更短,更易于液化,即低粘性粉土液化最为严重,粉质砂土为中等液化,粉质黏土相比其他黄土类别不易液化。电镜扫描土样微观结构参数分析表明,土颗粒周围胶结物质的化学元素比值(Ca/Fe),以及土颗粒粒径分布和孔隙尺寸(孔隙与颗粒比)均影响液化等级,可初步判断液化的强弱。  相似文献   

19.
The dynamic characteristics of compacted loess are of great significance to the seismic construction of the Loess Plateau area in Northwest China, where earthquakes frequently occur. To study the change in the dynamic modulus of the foundation soil under the combined action of vertical and horizontal earthquakes, a hollow cylindrical torsion shear instrument capable of vibrating in four directions was used to perform two-way coupling of compression and torsion of Xi'an compacted loess under different dry density and deviator stress ratios. The results show that increasing the dry density can improve the initial dynamic compression modulus and initial dynamic shear modulus of compacted loess. With an increase in the deviator stress ratio, the initial dynamic compression modulus increases, to a certain extent, but the initial dynamic shear modulus decreases slightly. The dynamic modulus gradually decreases with the development of dynamic strain and tends to be stable, and the dynamic modulus that reaches the same strain increases with an increasing dry density. At the initial stage of dynamic loading, the attenuation of the dynamic shear modulus with the strain development is faster than that of the dynamic compression modulus. Compared with previous research results, it is determined that the dynamic modulus of loess under bidirectional dynamic loading is lower and the attenuation rate is faster than that under single-direction dynamic loading. The deviator stress ratio has a more obvious effect on the dynamic compression modulus. The increase in the deviator stress ratio can increase the dynamic compression modulus, to a certain extent. However, the deviator stress ratio has almost no effect on the dynamic shear modulus, and can therefore be ignored.  相似文献   

20.
应用FLAOD实现自由场液化数值模拟试验.试验结果验证了砂土液化典型特征:超静孔隙水压升高,有效应力降低,体积压缩积累增大.证实了液化的隔振作用:砂土在液化状态变为流体,不能传递剪力,液化时砂土位移、速度、加速度振幅显著降低,剪应力降低,动水向上渗流,土体向下沉降,水平残留不可恢复位移.球压应力、有效压应力、动水压力满...  相似文献   

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