Based on the semi-infinite elastic foundation model, the dynamic impedance solution of the isolated foundation with cushions in layered soils is deduced by introducing the thin-layer method. The proposed method is verified by the viscoelastic boundary finite element model. A systematic parameter analysis is carried out for the horizontal and rocking dynamic impedances of the isolated foundation with cushions. The calculated results by the model show that within the range of 0~10 Hz, the thickness of the cushions and the number of piles have obvious effects on the rocking impedances: the greater the thickness of the cushions, the smaller the rocking impedance of the isolated foundation with cushions; the more the piles, the greater the rocking impedance of the isolated foundation with cushions. In addition, under the same conditions, the greater the pile length, the greater the real part of the swing impedance of the cushion isolation foundation. The shear wave velocity of the cushion has a certain influence on the horizontal and rocking impedances of the foundation. The proposed method is suitable for analyzing the dynamic characteristics of the isolated foundation with cushions under earthquake loads.

A simplified model for a single pile is established based on the Pasternak foundation and Euler beam models considering the axial second-order effects of pile shaft. The corresponding analytical solutions are derived by utilizing the differential transformation methods and the double-shear theory as well as the pile-soil continuity conditions. Then, considering the dynamic displacement of receiver pile Ⅱ caused by the vibration of source pile Ⅰ, the control equation for horizontal vibration of receiver pile Ⅱ is established, and the analytical solutions for the response of receiver pile Ⅱ are obtained. According to the definition of dynamic interaction factor, the pile-pile horizontal dynamic interaction factor is further obtained. Finally, the superposition principle is used to solve the horizontal dynamic impedance of pile groups, and its rationality is verified by comparing with the existing analytical solutions. On this basis, the influences of soil shear coefficient, pile type, pile to diameter ratio and axial feature parameters on the horizontal impedance of pile groups are discussed through the parametric analysis, and the distribution of the reaction force at the top of the pile and the distribution of the internal force of the pile body are discussed. It may provide theoretical guidance and reference for the design of pile groups in practical engineering.

In order to investigate the shear characteristics of the interface between geogrid and soil in the soil-rock aggregation with different rock contents and degrees of compaction, a mono-shear test is carried out on the interface of geogrid-soil mixture with different rock contents by using a large-scale direct shear apparatus. The effects of five kinds of rock contents (0%, 25%, 50%, 75%, 100%) and three kinds of degrees of compaction (88%, 92%, 96%) on the shear strength and bulk deformation characteristics of the interface of geogrid-soil mixture are studied. Based on the laboratory direct shear tests, the discrete element analysis model for reinforced soil-rock mixture is established to explore the mechanism of interaction of the interface between geogrid and soil-rock mixture. The results show that the shear strength, internal friction angle and apparent cohesion of soil-reinforcedment interface increase first and then decrease with the increase of stone content from 0% to 100%, and reach the highest values when the stone content is 75%. The sample exhibits fairly apparent strain softening and dilatancy at high rock content. In addition, the higher the degree of compaction, the faster the shear stress increases and the higher the shear strength of the interface between geogrid and soil-rock mixture. The numerical results show that the force chains of the low rock content model are thinner and more dense, while the force chains of the high rock content samples are thicker and more sparsely distributed, and the two groups of models are formed through strong chains after shear failure. During the shear process, the samples with high rock content will form a zone with large porosity, and the pores on the shear plane develop from both ends to the middle until they are connected.

The seismic damage induced by fault dislocation is a long-standing problem in the disaster prevention and control of tunnels crossing faults. Setting segmental flexible joints is an effective aseismic measure in the engineering practices. At present, no analytical solutions are available for the design of segmental flexible joints. An analytical solution for longitudinal seismic response of tunnels with segmental flexible joints crossing faults is presented. For the derivation, the segmental tunnel is assumed as a finite Euler-Bernoulli beam on the Pasternak two-parameter foundation, and the tunnel joints are simplified as the shear and bending spring elements. The discontinuous displacement fields in the fault zone are simplified as the external loads exerted on the beam, which considers the discontinuity of the fault site. The analytical solution for the longitudinal seismic response of tunnels with segmental flexible joints under fault dislocation is derived based on the established governing equations and boundary conditions. The proposed solution is verified by comparing its results with those from the tests and FEM model. Finally, the sensitivity analysis is carried out to investigate the influences of the setting plans for segmental flexible joints and the tunnel-joint stiffness ratio on the response of internal force of tunnel structures. The results indicate that flexible joints can effectively reduce the response of longitudinal internal force of tunnel structures in the affected area by the fault dislocation, and the response of internal force of tunnel structures is effectively reduced with the increase of flexible joints. It is concluded that the response of internal force can be significantly reduced when the flexible joints are respectively arranged on the fault dislocation surface and the interface between the faults and the hanging wall/footwall. Besides, the response of internal force of tunnels can be further reduced by increasing the tunnel-joint stiffness ratio. The research may provide a theoretical basis for the seismic analysis and the design of tunnels with flexible joints crossing faults.

Understanding the soil-water characteristic curve (SWCC) and permeability of hydrate-bearing soils plays a critical role in analyzing the production efficiency and layer stability during hydrate exploitation. Based on the self-improved apparatus, hydrate is formed within clayey silt and sand sediment, and the SWCC of the hydrate-bearing clayey silt and sand is measured. Further, the influence law and mechanism of hydrate formation on the SWCC are investigated, and the permeability of the hydrate-bearing soils at unsaturated state is analyzed. The test results show the hydrate formation has a significant effect on the SWCC of the hydrate-bearing soils. As the hydrate saturation increases, the boundary effect segment remarkably increases, the SWCC changes gently during the transition segment, and the corresponding saturation reduces. However, the VG model is able to address the SWCC of the hydrate-bearing soils. Since the hydrate formation changes the pore-size distribution structure of the hydrate-bearing soils, the gas entry pressure increases but the saturation of the effective residual water decreases with the increasing hydrate saturation. Under the unsaturated state, the relative permeability of the hydrate-bearing soils reduces with the increasing capillary suction as the seepage channel is crowded by gas. At a given capillary suction, the higher hydrate saturation corresponds to the smaller relative permeability.

The EPS-mixed soils are composed of two solid phases (cemented soils and EPS beads) with the unique mesoscopic structure. The macroscopic behaviour of the EPS-mixed soils has been widely investigated so far, but the focus has seldom been put on the mesoscopic behaviour. In this study, following the frameworks of Mohr-Coulomb model and Drucker-Prager model respectively, the constitutive descriptions of the cemented soils and the EPS materials are developed based on their mechanical test results. Besides, the strain hardening/softening laws of the cemented soil-EPS material interface are summarized based on the interface shear tests. The refined numerical simulations of triaxial shear tests on the EPS-mixed soils are carried out, with which the macroscopic stress-strain behavior and deformation modes of the EPS-mixed soil specimens are replicated. The refined numerical simulations reveal that the three types of deformation modes of the specimens (shear banding, local lateral expansion, overall uniform deformation) can be attributed to the non-uniform mesoscopic mechanical responses. The distinct mechanical behavior of the cemented soils and the EPS materials is the origin of non-uniform stress and strain distributions, and such non-uniformity is enhanced by the non-uniform spatial distribution of the EPS beads. The two factors collaboratively determine the non-uniformity of the macroscopic deformation observed for the EPS-mixed soil specimen.

Aiming at the mechanical properties of several geomembranes (GMs) commonly used as the main impervious materials of membrane-faced rockfill dam (MFRD), the uniaxial tensile tests, liquid expansion tests, local scratch resistance tests and capability to accommodate deformation tests are carried out. The test results show that compared to other GMs, the PVC-HX with the thickness of 1.0 mm is superior in the Young's modulus, linear elastic range of stress-strain and capability to accommodate deformation. Under the same scratch length, direction and ratio of depth to thickness, the TPO has strong resistance to the local scratch damage. However, the PVC-HX behaves satisfactorily in the ultimate strength against damage and the ultimate elongation, which can meet the mechanical performance requirements of impervious structures of the GMs. The HDPE/PE with thickness greater than 0.8 mm has high stiffness, low capability to accommodate deformation and local scratch damage, therefore, it is not suitable for the impervious structures of the GMs under high pressure and porous medium cushion. The comprehensive results indicate that the PVC-HX and TPO with thickness greater than 1.0 mm have potential advantages in the impervious structures of high MFRDs, and the HDPE/PE is recommended when the thickness is less than 0.8 mm required in engineering design.

In order to enrich the development and utilization theories of landslide dams and guide the shallow compaction reinforcement projects, based on the similarity law, the dynamic compaction model tests on landslide dam materials with different energy levels are carried out, and the development and propagation law of dynamic stress caused by dynamic compaction energy, the displacement characteristics as well as the particle breakage and reinforcement effects are analyzed by using the macro-meso-method. The test results show that with the increasing tamping times, the peak value of dynamic pressure within the effective reinforcement range of the rammer exhibits a fluctuating upward trend as a whole due to the increasing compactness of landslide dam materials and the superposition effects of particle breakage, rearrangement and filling. During the process of dynamic compaction, the energy is transferred from the surface one to the deep layer gradually. Meanwhile, the energy dissipates greatly with the depth, and the peak value of dynamic stress decreases rapidly with the depth. Due to severe weathering, obvious particle breakage is caused by the dynamic compaction. The reinforcement effects of the dynamic compaction is obvious for loose- and wide-graded landslide dam materials. The cone tip resistance of the dynamic compaction with different energy levels greatly increases, but the reinforcement effects are limited by increasing the tamping energy when it exceeds a certain value. Based on the model tests on the Yigong landslide dam materials, the best tamping energy is about 6000 kN·m.

Based on a buried water supply network in Beijing, the two-dimensional finite element models for the network are developed in this study. The influences of the critical parameters, such as the pipe diameter, joint type, site condition, intensity level of ground motion and incident angle of seismic wave, on the axial and bending deformations of pipe joints are systematically investigated, and the seismic damage status of the water supply network under different intensity levels of earthquakes is evaluated. Moreover, the criteria for damage assessment of the pipelines based on joint deformation are developed through the statistical analysis of the test results of the worldwide pipeline joints. These criteria are subsequently used for the seismic damage assessment of different types of pipeline joints. A seismic damage database of typical pipeline joints buried in different engineering sites is established. Finally, according to the pipeline properties, engineering site conditions and seismic damage database of typical pipeline joints, the seismic damage distribution maps of water supply networks are developed using the GIS. It is found that the peak deformations of the joints at the pipeline cross junctions are about 1.5 to 2.0 times those of the joints in a straight pipeline under the same intensity of earthquake ground motions. Besides, sudden changes of the peak seismic deformations occur at the push-on joints adjacent to the flange joints. The pipeline network suffers much more severe seismic damage under the considered maximum earthquake than under the design level of earthquake. The seismic damage mainly concentrates in the site class Ⅳ and the cross junction of the pipelines.

The layout of parallel tunnels is adopted in many tunnel construction due to the limited space of traffic corridor. The adjacent tunnels with a small clear spacing distance may cause significant interaction to reduce the stability of the surrounding rock. The problem is simplified as the stability model for the parallel multi-line tunnels with equidistance under plane strain. The systematic analysis is carried out using the upper bound method for rigid body translational motion elements. The curves for the stability coefficient of surrounding rock of tunnels the and the failure mode of slip line network under the instable critical state are obtained. The stability of the surrounding rock and the potential failure mode varying with strength parameters, tunnel buried depth H and clear spacing distance of multi-line tunnels S are discussed. The results of the parallel multi-line tunnels are compared with those of the twin-line tunnels reported by the existing literature. It is shown that when the clear spacing distance S is greater than the conversion distance S_tr, the failure mode of a single tunnel is presented for the both types of tunnels, and the stability coefficient N_cr is more consistent. In contrary, when the clear spacing distance S is small, the collapse of the middle rock column caused by the settlement in the whole upper part of tunnels is presented in the surrounding rock of the parallel multi-line tunnels. The stability of the parallel multi-line tunnels greatly decreases compared with the case in the twin-line tunnels. The results may provide data support for evaluation of the stability of the surrounding rock and formulating the reinforcement scheme for the parallel multi-line tunnels.

The PFC is used to study the shear properties of infilled rock discontinuities, with emphasis on the effects of grain shape [reflected by the ratio of major- to senior-axis (a/b)] and combination. The results show that: (1) Grain movement and failure can be divided into five types, rolling, rolling-sliding, crushing-rolling, comminuting and rolling-crushing, depending on the normal stress and grain shape, and the microcrack evolution is different under each failure mode. The fragmentation degree of grains increases with the increasing normal stress on the whole, while it decreases with the increasing a/b. The abrasion of the discontinuity walls is more serious at higher normal stress and a/b. The tension microcracks are the dominant failure for the grains and discontinuity walls. The size distribution of clastic mixtures formed after grain crushing can be described by a power law exponent or fractal dimension D. The smaller the value of D, the lower the fragmentation degree. (2) When the shapes of the double infilled grains are identical, the surface micro-roughness affects the shear properties to a large extent. When they are different, the grains with higher a/b afford more compression and shear loads, resulting in a higher fragmentation degree. The friction between two grains also affects its surface abrasions and shear movement and failure processes. (3) The average frictional strength of infilled rock discontinuities is related to the size distribution of the clastic mixture. As a/b increases or normal stress decreases, the content of large angular fragments increase, which further leads to the increase in the overall frictional strength. An empirical formula for predicting average friction strengths of rock discontinuities infilled with grains is proposed and is preliminarily validated through the data in the literatures.

The frost heave and thaw settlement are the main frost damage in cold areas, which are the complex coupling process of water, temperature and stress fields. In this study, a coupled thermal-hydraulic-mechanical model is developed based on the water film theory, in which the temperature and void ratio of soils are the input variables. The novelty of this model is that the frozen water film pressure is used as the criterion for the generation of ice lens. The driving force of water migration is newly defined, and the frost heave includes the pristine frost heave and the amount of ice segregation. The fully coupled model is numerically solved based on the Matlab and COMSOL Multiphysics, generating the results of soil temperature, moisture, stress and the layered ice lens. The simulated results are then compared with those of the laboratory freezing tests, which shows that they match quite well and verify the validity of the proposed model. The simulation indicates that temperature gradient can promote the frost heave, and the overburden pressure can attract more water to the freezing front but decrease the amount of the frost heave. In addition, both the hydraulic conductivity and the compressive modulus have positive effects on the frost heave. The proposed model provides a new approach to understand the frost heave.

For the slope terrain site, the asymmetric and irregular boundary conditions at the left and right sides extend to the far field, which makes it difficult to solve the ground motion waves. In order to obtain the seismic dynamic response of the layered slope terrain sites, based on the wave field theory, a computational model proposed for the scaled boundary finite element method (SBFEM) whose scaling center is the splicing lines. Firstly, the wave field to be determined is decomposed into the known wave field with regular boundary conditions and the scattered wave field caused by the real irregular boundary of the slope-shaped site in the known wave field. Then, the solution of the scattered wave field is transformed from the wave scattered problem to the internal radiation one by applying the equivalent seismic loads on the irregular boundary of the slope terrain site. Finally, the SBFEM, which is suitable for the foundation with horizontal and inclined layes and asymmetric left and right sides, is derived for the internal radiation problem of the slope terrain site analytically along the radial direction. The accuracy of the model is demonstrated by comparing the surface dynamic responses of the depressed terrain site in the uniform and layered elastic half-space under the SH wave incident in the literature, and the validity of the model is verified by analyzing the wave response of the slope terrain site in the layered half-space. The proposed model provides an alternative technique for calculation of the input wave field of the complex soil-structure interaction analysis.

The high-pressure rotary jetting (HPRJ) is a new technology for the in-situ remediation of contaminated soils. However, the radial migration of water-soluble remediation agents in HPRJ is still not clear, resulting in a lack of reliable theoretical guidance in engineering practice. The laboratory and in-situ HPRJ tests as the well as numerical simulations are performed using the sodium chloride and fluorescein sodium as the tracers to investigate the radial migration and distribution of agents under the effects of jet and advection-diffusion. The results of the in-situ tests after 5 d show that the agent concentration decreases along the radial direction and is significantly affected by the rotary jetting parameters. The optimum combination of the rotary jetting parameters is an injection pressure of 25 MPa, a lifting speed of 25 cm/min, a rotation speed of 22 r/min, a nozzle diameter of 1.6 mm and jetting of twice. The laboratory tests and the numerical simulations show that concentration of the agent in the mixing zone decreases linearly, with a relative concentration of 0.54 to 0.91 near the nozzle. The radius of the mixing zone increases with the increase in the nozzle diameter, injection pressure and the number of jetting times, and decreases with the increasing rotation speed. The agent concentration and radial uniformity are correlated positively with the rotation speed, nozzle diameter and the number of jetting times. The migration of the agent due to advection and diffusion reduces the agent in the mixing zone and increases the agent in the diffusion zone, and homogenizes the radial agent distribution. The advection only lasts for a few minutes, however, it dominates the agent migration in the first 30 d, and thereafter the diffusion becomes more important.

There is a complex nonlinear relationship between the deformation of the surrounding rock of tunnels and the mechanical parameters of rock mass, which is the most intuitive expression for change of state of the surrounding rock, and is also an important index for the comprehensive discrimination of its stability. A stability analysis method for the surrounding rock of tunnels based on the deformation prediction and the mechanical parameter inversion is proposed. Firstly, by introducing the tent chaotic disturbance and the adaptive vigilance adjustment mechanism, the deformation time series prediction model and the mechanical parameter inversion model based on the adaptive chaos sparrow algorithm optimized extreme learning machine (ACSSA-ELM) are established. Further, the cubic spline interpolation and the variational modal decomposition (VMD) are used to preprocess the measured deformation values of the surrounding rock of the excavated section, and the deformation time series prediction model is used to predict the final deformation values of the surrounding rock of the excavated section using the dynamic window rolling single-step prediction, which is used to obtain the real mechanical parameters of the surrounding rock of the excavation section in the mechanical parameter inversion model. Based on the forward calculation results of the numerical model and the measured deformation values of the excavation section, the deformation and deformation rate of the surrounding rock in the excavation section are predicted, and then its stability is analyzed. Taking the Huayang tunnel of Chongqing as an example, the proposed method is verified and applied, and the stability of the surrounding rock of ZK40+820 section of the tunnel is reliably predicted and analyzed. Finally, the application conditions of the method and the accuracy of the inversion parameters are discussed.

In view of the shortcomings of the traditional Knothe time model in describing the process of surface dynamic subsidence, based on the Knothe time model, considering the nonlinear mechanical characteristics of the overlying strata, an improved Knothe time model is established. The theoretical analysis shows that the improved time model conforms to the variation laws of surface single point subsidence, subsidence velocity and subsidence acceleration. Based on the field measured data and the two-medium method, the expression for parameters of the improved Knothe time model is given. Based on the surface subsidence monitoring data of 4326 working face of Xinglongzhuang Coal Mine, 35101 working face of Sandaogou Coal Mine and 8403 fully mechanized working face of Yangquan No. 2 Coal Mine, the accuracies of the traditional Knothe time model and the improved Knothe time model are compared and analyzed. The results show that the improved time model can more truly reflect the dynamic change process of the surface with the mining time. The average relative standard deviation between the predicted and measured values is only 3.22%, which is far lower than 15.72% of the Knothe time model, which verifies the accuracy and reliability of the improved time model. The process of surface dynamic subsidence is affected by the mining speed v of coal seam, the thickness H_s of loose layer, the thickness H_j of bedrock layer and the full mining angle of loose layer φ_i and the full mining angle of bedrock φ_j, and the impact sensitivity is in the order of H_j, v, H_s, φ_j and φ_i. The results may provide some reference for the prediction of surface subsidence in coal seam mining.

The mathematical programming approach of elastoplastic incremental analysis is one of the effective ways to analyze deformation and strength problems in geotechnical engineering and has unique advantages in dealing with the complex problems such as non-smooth yield surface, contact conditions and multi-surface plasticity. To further simplify the computational framework and overcome the volumetric locking, a novel mixed constant stress-smoothed strain three-node triangle element with a two-level mesh repartitioning scheme is proposed to discretize the generalized Hellinger-Reissner (GHR) variational principle, the boundary value problem of elastoplastic problem can be reformulated as a conic programming problem under the constraint of the associated flow rule, and the cohesive-frictional contact condition is treated as a set of conic constraints and introduced into the conic programming problem of the elastoplastic incremental analysis. Then, an efficient primal-dual interior point algorithm is used to solve it. Finally, the proposed method is applied to two classical geotechnical engineering problems. The results show that the new method is superior to the traditional mixed six-node triangular element in terms of the computational efficiency, convergence and accuracy.

When the shield tunnel passes through the soil-rock composite strata, it is easy to cause surface subsidence. In order to explore its law, the convergence mode of shield excavation face in a composite stratum is analyzed. The influences of layered strata on the surface displacement are considered. The traditional stochastic medium theory is simplified. The formula for calculating the surface displacement caused by shield construction in the composite stratum is deduced. Relying on the shield tunnel project of Huancheng North Road-Tianmushan Road in Hangzhou, the calculation and reliability verification of the surface subsidence are carried out. A total of 26 groups of measured data of surface settlement in China are collected and analyzed. The corresponding soil loss ratios are obtained through the inverse analysis, and the distribution and value laws of the soil loss ratios are further analyzed. The results show that the values by the simplified method is similar to those of the traditional stochastic medium theory, and the calculated curves are consistent with the measured data. The soil loss ratios in the composite stratum are distributed between 0.09% and 2.2%, which is similar to that in the cohesive soil. In the same project (section), the soil loss ratios decrease with the increase of the hard rock ratio and are roughly linearly correlated.

Regarding liquefied soil as the fluid and considering its viscosity, the horizontal vibration of the end-bearing pile in viscous liquefied soil is studied. The motion of the liquefied soil layer is simulated by using the viscous fluid motion equation, and the saturated soil layer is simulated by the saturated porous medium model. The analytical solution for the horizontal vibration of viscous fluid is obtained by separating the variables according to the pile-fluid coupling condition. Based on the continuous conditions of displacement, rotation angle and internal force of the interface between the upper liquefied soil and the lower non-liquefied saturated soil, the expression for pile-top impedance under the layered condition of viscous-liquefied-soil saturated soil is obtained. Compared with the FEM results, the correctness of the analysis is verified. A parametric analysis of the pile-top impedance shows that the viscous characteristics of the liquefied soil should be considered when analyzing the impedance of pile foundation in the liquefied soil so as to avoid the overestimation of stiffness impedance and the underestimation of damping impedance.

Soil and groundwater are often affected by industry, agriculture, sea water, and municipal sewage, and have different kinds of corrosive ions. When cement-based materials are used to reclaim the heavy-metal-contaminated sites by the solidification/stabilization method, these corrosive ions will attack the solidified soils, leading to the performance deterioration and the re-release of the heavy-metal cations. This re-release will result in the challenge of the secondary pollution under the long-term services. Presently, the research on soil solidification mainly focuses on the development of new composite solidified agent and the short-term performance, and more attention to the long-term performance under acid/alkaline/salinity attacking environment should be paid. In the study, the engineering performance and leaching characteristics are first summarized, and the interaction mechanism among the soil, binder, heavy metal and attacking environment was systematically elaborated, so as to provide a reference for the improvement of the solidified remediation quality and durability of heavy metal contaminated soil.

The failures of shield tail sealing have occurred from time to time, which may result in water and sand-gushing accidents in severe cases. This phenomenon has attracted great attention from the engineering and academic circles. According to the tests of dynamic compression and sealing grease escape of shield tail brushes, the results show that: (1) The dynamic compression tests can reflect the mechanical properties of the shield tail brushes, and save the test time greatly. (2) With the decrease of the shield tail gap, the adhesion force and elastic coefficient of the shield tail brushes increase continuously, the proportion of plastic deformation increases, and that of elastic deformation decreases. When the shield tail gap is 110 mm, the proportion of elastic deformation is 90%, and when it is compressed to 50 mm, the proportion of elastic deformation reduces to 60%. (3) The relationship among the gap, grease escape and adhesion force of shield tail is established, and the working safety area of the shield tail sealing system is obtained so as to evaluate the effectiveness of the status of shield tail sealing. The evaluation method for the performance of shield tail sealing is established, and can provide a reference for the performance evaluation and detection of the shield tail brushes.

The material point method (MPM) is a common approach to analyze the large deformation of the saturated porous media. However, the pore pressure oscillations caused by the weak-compressibility fluid, and the complication to apply the pressure boundary are the main challenges in the conventional explicit MPM. In this study, a novel algorithm, which couples the MPM and characteristic finite element method (FEM) for the saturated porous media with the incompressible fluid, is proposed. Inspired by the characteristic-based split (CBS) method, the characteristic-based procedure is applied to the temporal discretion of the fluid momentum equation to avoid the instability induced by the convective term, and the projection method is introduced to split the velocity and pressure in the solid and fluid phases. Several numerical tests, involving the consolidation of one-dimensional saturated soil column and the wave propagation in two-dimensional elastic foundation, are conducted to examine the performance of the proposed method. The simulated results agree with the reference solutions, which indicates that the new algorithm can greatly overcome the water pressure oscillation of the consolidation problem in comparison with the explicit MPM.