journal1-Current IssueCurrent Issue
http://192.168.0.210:8088/Jwk_2013
EN-UShttp://192.168.0.210:8088/Jwk_2013/EN/current.shtmlhttp://192.168.0.210:8088/Jwk_20135<![CDATA[Some problems in design of geosynthetic-reinforced soil structures]]><![CDATA[Comparative analysis of model tests on different types of composite foundations]]><![CDATA[Evaluation of double-shearing type kinematic models for granular flows by use of distinct element methods for non-circular particles]]>2 model) are three types of double-shearing kinematic models, which formulate the plastic flows of granular materials. These models incorporate different physical interpretations of angular velocity. A developed distinct element method program NS2D is used to generate assemblages which are composed of elliptical particles with aspect ratios of 1.4 and 1.7, respectively. The assemblages are then subjected to undrained simple shear tests to validate the above-mentioned models. The results show that: (1) the postulation in the double-sliding free-rotating model seems to be unduly restrictive for not considering the effect of particle rotation on energy dissipation; (2) a quantitative and qualitative difference between the observed rotation rate of the major principal stress axes and the theoretic angular velocity does not support the double-shearing model; (3) the DSR^{2} model presents a successful prediction of the angular velocity by means of the averaged micro-pure rotation rate (APR), and it can be used to study the non-coaxiality of granular materials; and (4) the APR is a rational and important variable which considers the effect of particle rotation in the energy dissipation process, and bridges discrete and continuum granular mechanics.]]><![CDATA[Preliminary research on numerical manifold method for temperature field of fractured rock mass]]><![CDATA[Layerwise summation method for ground foundation settlement based on Duncan-Chang constitutive model]]><![CDATA[Distribution rules of axial stress of reinforcement in reinforced earth retaining wall]]>xof the axial stress in the reinforcement is x≤ L/2 (Lmeans the reinforcement length). The axial stress in the reinforcement of reinforced earth retaining wall will have only one maximum value when the reinforcement is horizontal, and multi-maximum values will arise when the reinforcement is concave or convex along the reinforcement length. The reasons of the occurrence of multi-maximum values of reinforcement axial stress in reinforced earth retaining wall and the phenomenon of the potential rupture surface close to the wall panel near bottom wall can be explained according to the research results.]]><![CDATA[Laboratory simulation and theoretical analysis of piping mechanism under unsteady flows]]><![CDATA[Long-term field observation of sediment consolidation process in Yellow River Delta, China]]><![CDATA[Numerical analysis and fluid-solid coupling model tests of coal mining under loose confined aquifer]]><![CDATA[Adsorption of nitrogen and water vapor by sliding zone soils of Huangtupo landslide]]><![CDATA[Influence of shallow soil improvement on vertical bearing capacity of inclined piles]]><![CDATA[Loosening zone and earth pressure around tunnels in sandy soils based on ellipsoid theory of particle flows]]><![CDATA[Change of pore water pressure in soil as filter cakes formed on excavation face in slurry shield]]><![CDATA[Effects of shear rate on shear strength and deformation characteristics of coarse-grained soils in large-scale direct shear tests]]><![CDATA[Numerical simulation of electro-osmosis consolidation considering variation of electrical conductivity]]><![CDATA[Leaching behaviors of cement-based solidification/stabilization treated lead contaminated soils under effects of acid rain]]><![CDATA[Stochastic analysis method of critical slip surfaces in soil slopes considering spatial variability]]><![CDATA[Development and tests of large-scale inclined direct shear apparatus]]><![CDATA[Experiment study on dynamic parameters of artificial polycrystalline ice]]><![CDATA[Experimental study on performance of GRS bridge abutment with flexible face]]>D, between abutment foundation and panel of retaining wall on the ultimate bearing capacity of GRS bridge abutment, deformation characteristics, strain of geogrids and earth pressure are comprehensively and comparatively analyzed. The test results show that the ultimate bearing capacity of GRS abutment exhibits a remarkable increase tendency with the increase of D/H_{L }(H_{L}, height of geogrid-reinforced retaining wall) before D/H_{L}=0.4 for GRS retaining wall with the length of geogrids supposed to be equal to the height of GRS abutment, and the maximum ultimate bearing capacity can be obtained when D/H_{L}=0.4, which is followed by a significant decrease while Dis greater than 0.4H_{L}. Before failure happens to GRS abutment, the settlement of abutment foundation and top surface of GRS behind abutment tends to be linear and the differential settlement reaches the lowest level when D/H_{L}=0.4, and the ratios of horizontal deformation of panel to the height of lower wall are less than 1%. Moreover, horizontal deformations at top of lower walls are significantly greater than those in the middle and at the bottom of lower walls. Additionally, the maximum values of strains of geogrids occur and keep to be away from panel with the increase of D/H_{L}, and the strain level of geogrids in the lower wall and upper wall is almost the same as that when D/H_{L}=0.4. Therefore, the optimum performance of GRS bridge abutment can be obtained simultaneously.]]><![CDATA[Centrifugal model tests on post-construction settlement of high embankment of Hechi Airport]]><![CDATA[Fundamental period formula for horizontal layered soil profiles]]><![CDATA[Influence of uniaxial tensile strain on filtration characteristics of geotextiles]]><![CDATA[Optimization technology for geogrid-reinforced subgrade widening projects of highways]]><![CDATA[Model tests on initial freezing process of column foundation on slope in permafrost regions]]><![CDATA[Stress distribution of reinforcement of reinforced soil structures under drawing force]]>G existing at the reinforced soil interface, a pull-out coefficient E_{r} that relates to the tensile modulus E_{r }and G, is established, and thus the formulas for stress distribution and the relative displacement along the geosynthetics are derived. The feasibility of the formulas is confirmed by comparing with the existing experimental data. Then the stress transmission way of geosynthetics with the increase of tension and the influence of α on stress distribution of geosynthetics are analyzed. It is shown that α can be better used to reflect the influences of many factors such as stress, friction and soil properties on the tension of geosynthetics. In the structure of reinforced soil, the proposed formulas are better to estimate the tension of geosynthetics under small displacement.]]>