journal1-Channel: PAPERSChannel: PAPERS
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]]>