Hollow Cylinder Torsional Shear Research Articles

Analysis of strength characteristics of loess before and after freezing using a hollow cylinder torsional shear apparatus

This paper aims to comprehensively analyze the influence of the principal stress angle rotation and intermediate principal stress on loess's strength and deformation characteristics. A hollow cylinder torsional shear apparatus was utilized to conduct tests on remolded samples under both normal and frozen conditions to investigate the mechanical properties and deformation behavior of loess under complex stress conditions. The results indicate significant differences in the internal changes of soil particles, unfrozen water, and relative positions in soil samples under normal and frozen conditions, leading to noticeable variations in strength and strain development. In frozen state, loess experiences primarily compressive failure with a slow growth of cracks, while at normal temperature, it predominantly exhibits shear failure. With the increase in the principal stress angle, the deformation patterns of the soil samples under different conditions become essentially consistent, gradually transitioning from compression to extension, accompanied by a reduction in axial strength. The gradual increase in the principal stress axis angle (α) reduces the strength of the generalized shear stress and shear strain curves. Under an increasing α, frozen soil exhibits strain-hardening characteristics, with the maximum shear strength occurring at α = 45°. The intermediate principal stress coefficient (b) also significantly impacts the strength of frozen soil, with an increasing b resulting in a gradual decrease in generalized shear stress strength. This study provides a reference for comprehensively exploring the mechanical properties of soil under traffic load and a reliable theoretical basis for the design and maintenance of roadbeds.

Micromechanical modeling of hollow cylinder torsional shear test on sand using discrete element method

Previous studies on the hollow cylinder torsional shear test (HCTST) have mainly focused on the macroscopic behavior, while the micromechanical responses in soil specimens with shaped particles have rarely been investigated. This paper develops a numerical model of the HCTST using the discrete element method (DEM). The method of bonded spheres in a hexagonal arrangement is proposed to generate flexible boundaries that can achieve real-time adjustment of the internal and external cell pressures and capture the inhomogeneous deformation in the radial direction during shearing. Representative angular particles are selected from Toyoura sand and reproduced in this model to approximate real sand particles. The model is then validated by comparing numerical and experimental results of HCTSTs on Toyoura sand with different major principal stress directions. Next, a series of HCTSTs with different combinations of major principal stress direction (α) and intermediate principal stress ratio (b) is simulated to quantitatively characterize the sand behavior under different shear conditions. The results show that the shaped particles are horizontally distributed before shearing, and the initial anisotropic packing structure further results in different stress–strain curves in cases with different α and b values. The distribution of force chains is affected by both α and b during the shear process, together with the formation of the shear bands in different patterns. The contact normal anisotropy and contact force anisotropy show different evolution patterns when either α or b varies, resulting in the differences in the non-coaxiality and other macroscopic responses. This study improves the understanding of the macroscopic response of sand from a microscopic perspective and provides valuable insights for the constitutive modeling of sand.

Linking laboratory quasi-steady state strengths to field scale performance of tailings

Current state of practice for the assessment of liquefied strengths of tailings relies primarily on empirical or semi-empirical correlations based on penetration testing. That is, despite liquefied strength being arguably the most important strength parameter for the design of brittle tailings storage facilities, there is much less success or acceptance of the use of laboratory element tests to support strength selection compared to other forms of strengths inferred in geotechnical engineering. This is particularly the case for tailings at a state near or slightly dense of the critical state line (CSL) for which there is ample evidence of field-scale flow liquefaction but where laboratory element tests often behave in a manner inconsistent with such field-scale response – at least at large strains. The current paper examines the quasi steady state (QSS) strength of sands and tailings for which the CSL has been measured, linking the observed strengths to inferred in situ behaviour through the state parameter. Particular focus is placed on QSS strengths obtained from simple shear tests carried out within a hollow cylinder torsional shear system where the stress state in the test is a better representation of in situ below-slope conditions that the triaxial compression test. In particular, the marked effect of intermediate principal stress on the QSS in sands is highlighted. Alternatively, the negligible anisotropy seen in a sandy silt gold tailings, and the potential implications in the context of QSS strengths and field-scale behaviour, are examined and emphasised.

Development characteristics of excess pore water pressure in saturated marine coral sand based on shear strain characteristics: An experimental study

Using a hollow-cylinder torsional shear apparatus, we experimentally investigated the development characteristics of excess pore water pressure (EPWP) in saturated marine coral sand. These coral sand specimens were tested under various values of nonplastic fines content (FC), relative density (Dr), and cyclic stress ratio (CSR). A laboratory cyclic torsional shear test under isotropic consolidation showed that the development rate of the EPWP ratio (Ru) versus the number of cycles (N) increased with increasing FC and CSR but decreased with increasing Dr. Additionally, the increase in FC significantly reduced the cyclic resistance ratio (CRR) of marine coral sand. For a given Dr and FC, Ru of the specimens under different CSR was uniquely related to the amplitude of the shear strain (γa). Moreover, a pore pressure evaluation model based on shear strain characteristics was established. The measurements showed that the EPWP model parameter A is a soil-specific constant, and the density-corrected EPWP model parameter B/(Dr)1.5 has a single negative-power relationship with the equivalent skeleton void ratio (esk*.

Liquefaction characteristics of saturated marine coral sand with different non-plastic fines content subjected to complex cyclic stress paths

Coral reefs thrive in complex marine geological environments and are likely to suffer from dynamic marine disasters. The liquefaction characteristics of saturated marine coral sand subjected to dynamic loading, such as ocean waves, submarine earthquakes, storm tides, volcanic activities, and hurricanes, are key factors affecting the safety of coral reefs. A systematic study is conducted through a series of hollow-cylinder torsional shear experiments on the undrained response of saturated marine coral sand with different non-plastic fines contents (FCs) under cyclic linear stress paths with various cyclic loading direction angles (αd). An interesting discovery is that the cyclic linear stress paths with angles αd and 90°−αd have the same stress effect on liquefaction characteristics under isotropic consolidation condition. The test results show that if the near-zero effective stress state is defined as the criterion for initial liquefaction, then the liquefaction resistance of saturated coral sand decreases with increasing αd or FC. The generation of excess pore water pressure (EPWP) presents three modes: (1) “rapid–stable–fast,” (2) “rapid–stable,” and (3) “fast linear-like.” Moreover, an energy-based EPWP prediction method is established. A novel discovery is that the generalized shear strain amplitude (γga) is uniquely related to the EPWP ratio of coral sand for a given relative density and FC. In addition, by introducing unit cyclic stress ratio (USR) as a new index of liquefaction resistance, a common correlation between equivalent skeleton void ratio esk* and USR15 (required for initial liquefaction in 15 cycles) is established for all test cases considered. This is confirmed by the experimental data of five types of terrestrial siliceous sands reported in the literature.

Integrated effects of inherent and induced anisotropy on reliquefaction resistance of Toyoura sand with different strain histories

Recent earthquakes in New Zealand and Japan showed that pre-shaking histories significantly affected the reliquefaction resistance of soils. In this study, a series of experimental tests was conducted to elucidate the coupled effects of inherent and induced anisotropy on reliquefaction resistance of Toyoura sand, which have not been studied before. Accordingly, loose and dense Toyoura sands were prepared with two different methods: dry deposition and moist tamping. The specimens were sheared cyclically using a hollow cylinder torsional shear apparatus under various cyclic stress ratios up to different residual shear strains (γres) and reconsolidated at different states. The experimental results were assessed from various perspectives, including stress–strain relationships, failure mechanisms, liquefaction/reliquefaction resistance, excess pore water pressure (EPWP) generation and compressibility in conjunction with micromechanical interpretations. It was shown that fabric evolution affects the reliquefaction characteristics of Toyoura sand substantially. Interestingly, a unique correlation exists between EPWP and shear strain accumulation for all tests. An energy-based model was developed to uniquely correlate the dissipated energy with the cyclic resistance based only on residual shear strains; this model shows great promise to develop a unified, energy-based criterion for quantifying the liquefaction/reliquefaction resistance of soils with different fabrics.

Influence of Intermediate Principal Stress on Shear Strength of Natural Granite Residual Soil

As a result of weathering, the mechanical behavior of granite residual soil differs from that of sedimentary soil. Although the mechanical properties of granite residual soil have been studied extensively, its strength anisotropy is yet to be established. Previous work has revealed the association between the principal stress direction α and soil shear strength, but little is known about how the intermediate principal stress affects the soil strength. This paper presents the shear-strength parameters under various combinations of α and the intermediate principal stress factor b as obtained through undrained hollow-cylinder torsional shear tests performed on samples of natural granite residual soil. The test results confirmed the considerable effect of b on the shear strength and highlighted the differences between the soil studied here and those studied previously. It was found that b affects the undrained strength and mobilized frictional angle (or ultimate stress ratio) differently, with increasing b leading to lower undrained strength but higher frictional angle. In addition, the degrees to which b affects undrained strength and frictional angle are not the same and depend on the α value at which the soil is sheared. Therefore, two parameters are proposed to quantify that difference. This study extends the understanding of the strength anisotropy of granite residual soil and provides data for soil behavior under various values of b.

Multiscale structural characterizations of anisotropic natural granite residual soil

While the anisotropy of sedimentary soil—particularly the underlying role of soil structure—is well understood, similar knowledge about granite residual soil formed by weathering is scarce. In particular, the evolution of soil structure during the hollow cylinder torsional shear tests (among the most appropriate for studying soil strength anisotropy) remains largely unknown. This study systematically investigates the multiscale structural properties of granite residual soil using stereo microscopy, scanning electron microscopy, energy-dispersive spectrometry, and computed tomography. Furthermore, the structural evolution during hollow cylinder torsional shear tests is traced. Results indicate the strength anisotropy of residual soil is associated with horizontal fissures which cause low shear strength when the soil is sheared with a principal stress direction of 45°. The cementation via Fe is characterized by a uniform distribution. Different evolutionary patterns are observed for soils within the shear band, inside the necking area, and in other regions. It is not always the case that particles are rearranged with their long axis perpendicular to the major principal stress. This study improves the understanding of natural residual soil structure and provides some insights into its anisotropic behavior.

Excess pore water pressure generation in saturated sandy soils subjected to various cyclic stress paths

Excess pore water pressure (EPWP) plays an essential role in determining the cyclic undrained behavior of saturated sandy soils. The influence of cyclic stress paths on the EPWP generation in saturated sandy soils has emerged as an interesting issue in recent years. By using a hollow cylinder torsional shear apparatus, this paper presents the results of a systematic experimental study on the isotropically consolidated undrained responses of saturated coral sand under the 90° jump rotation of cyclic principal stresses with various orientations. Laboratory cyclic tests showed that the patterns of EPWP generation in saturated coral sand exhibits three modes that are related to the patterns of cyclic loading and levels of cyclic stress. Moreover, the unit cyclic stress ratio (USR) defined by Chen et al. (2020) can be used as an index for distinguishing among the three modes of EPWP generation under varying cyclic loadings. Furthermore, a unique form of the relationships exists among the EPWP ratio (ru), USR, and cycle ratio (N/NL) for all cyclic loading paths considered. Following this, we propose a model for the generation of ru as a function of the USR and N/NL for application. The wide applicability of this model is validated by using independent experimental data on four siliceous sandy soils in this study and from the literature.

Method for Preparing Hollow Cylindrical Specimens of Natural Granite Residual Soil

Abstract As an effective method of studying soil anisotropy, hollow cylinder torsional shear (HCTS) tests have been performed extensively on sedimentary soil, thereby establishing the anisotropic behavior of sand and clay. However, little is known about the anisotropic behavior of granite residual soil (GRS) formed by weathering, partly because hollow cylindrical specimens of natural GRS have yet to be prepared successfully, hence the lack of HCTS tests performed on GRS. The unique geotechnical properties of GRS, including high intact strength, susceptibility to disturbance, and the minor fissures in soil, pose great challenges when trying to prepare natural specimens. This paper proposes a new method to address this issue, which involves preparing a solid cylindrical specimen, drilling an initial inner cavity and then enlarging it, and finely trimming the specimen to its ultimate dimensions. Two methods are proposed for enlarging the inner cavity, both of which work well. The reliability of the proposed method is confirmed through specimen quality as indicated by the limited void ratio change due to reconsolidation, test repeatability, and comparison of the results of HCTS tests with those of triaxial tests. The HCTS tests reveal the shear strength anisotropy of natural GRS. Although specified for residual soil derived from granite, the proposed method could also be used for other weathered materials.

Effect of principal stress direction during consolidation on the shear strength properties of natural granite residual soil

In numerous real-life civil engineering practices, including multi-stage embankment construction and foundation pit excavation, the direction of the major principal stress σ1 becomes rotated. In these cases, the granite residual soil may be subjected to inclined consolidation (IC) with σ1 being inclined, because of the relatively high permeability as a result of the fissures formed during weathering. While the effect of the σ1 direction during the shear on the strength of granite residual soil (inherent strength anisotropy) has been primarily established, little is known about how the soil strength is affected by the direction of σ1 during consolidation. This paper presents the effects of IC on the shear strength properties of natural granite residual soil through undrained hollow cylinder torsional shear tests. The effect of the soil structure is also considered by testing remolded soil specimens. The results reveal that while IC changes neither the shape of stress–strain curve nor the specimen features at failure, it leads to an increased ultimate shear strength in terms of both the undrained strength and stress ratio, with the remolded soil being more affected. The presented data provide new insights into the understanding of residual soil strength behaviors.

Assessing the undrained strength cross-anisotropy of three tailings types

The cross-anisotropic nature of soil strength has been studied and documented for decades, including the increased propensity for cross-anisotropy in layered materials. However, current engineering practice for tailings storage facilities (TSFs) does not appear to generally include cross-anisotropy considerations in the development of shear strengths. This is despite the very commonly seen layering profile in subaerially deposited tailings. To provide additional data to highlight the strength cross-anisotropy of tailings, high-quality block samples from three TSFs were obtained and trimmed to enable hollow cylinder torsional shear tests to be sheared at principal stress angles of 0 and 45° during undrained shearing. The consolidation procedures were carried out such that the drained rotation of principal stress angle that would precede potential undrained shear events for below-slope tailings was reasonably simulated. The results indicated the significant effects of cross-anisotropy on the undrained strength, instability stress ratio, contractive tendency and brittleness of each of the three tailings types. The magnitude of cross-anisotropy effects seen was generally consistent with previous published data on sands.

Liquefaction of sands subjected to principal stress rotation caused by generalized seismic loading

A comprehensive experimental study that quantifies the influence of coupled compression and shear wave loading on liquefaction susceptibility of sands is presented. Such loading is typical in situ, and leads to complex principal stress rotation, which in turn impacts the potential for liquefaction in soils even if the cyclic loading intensity remains constant. The nature and degree of principal stress rotation caused by this coupled loading are significantly influenced by the initial consolidation stress state, and the cyclic shear (ΔS), cyclic normal (ΔN) stress increments, the ratio ΔS/ΔN, and the phase shift (δ) between the waves. Cyclic hollow cylinder torsional shear tests were carried out on Fraser River sand specimens isotropically consolidated to different effective mean normal stress [Formula: see text] and subjected to coupled cyclic loading with representative ΔS/ΔN. For a given cyclic stress ratio (CSR) and initial [Formula: see text], the liquefaction resistance decreases with increasing s-wave intensity relative to p-wave intensity, which are proxies to stress increments ΔS and ΔN, respectively. Liquefaction resistance decreases with an increase in ΔS/ΔN up to a limiting value of about 2 beyond which increasing ΔS/ΔN does not significantly influence the cyclic resistance. The finding that cyclic resistance ratio [Formula: see text] decreases with increasing ΔS/ΔN is consistent with the understanding that the cyclic resistance is lower under simple shear loading mode compared to triaxial shear. Tests results also demonstrate that the liquefaction resistance of sand decreases with increasing initial effective confining stress regardless of the nature of the cyclic shear. This indicates that the correction Kσ factor (ratio of cyclic resistance at [Formula: see text] to resistance at [Formula: see text] = 100 kPa) can be considered even under generalized coupled loading conditions.

Dynamic properties of Toyoura sand in reliquefaction tests

Multiple occurrences of liquefaction in recent earthquake events revealed the importance of studying reliquefaction characteristics of sandy soils. However, there is a lack of knowledge in determining dynamic properties of reliquefied soils. Through a series of hollow cylinder torsional shear tests, this paper presents a first-hand experimental study to investigate the shear modulus reduction and damping of reliquefied Toyoura sand under the integrated effects of strain history and induced anisotropy. Reliquefaction resistance and modulus reduction are highly dependent on strain history and the state of reconsolidation. On the contrary, a unique damping curve was found for all liquefaction and reliquefaction tests. An excess pore-water pressure model was proposed as a function of secant modulus for virgin and moderately preshaken Toyoura sand. Finally, the experimental results were interpreted based on energy concept. For the first time, a relationship between cumulative dissipated energy and cumulative strain energy was proposed for all liquefaction and reliquefaction tests, which can be used to assess liquefaction/reliquefaction resistance in seismic analyses.

A Hollow Cylinder Torsional Shear Device to Explore Behavior of Soils Subjected to Complex Rotation of Principal Stresses

Abstract A hollow cylinder torsional shear device that is modified to simulate more generalized earthquake loading, involving simultaneous compression and shear wave loading in situ, is presented. The nature and degree of stress rotation due to coupled action of compression waves and shear waves are discussed, and illustrative experiments conducted to simulate different loading scenarios in the laboratory are presented. The stress rotation due to this coupled loading is significantly influenced by the initial consolidation stress state and shearing parameters such as the ratio between shear stress and normal stress increments (ΔS/ΔN) and the phase shift (ϕ) between the waves. The representative (ΔS/ΔN) ratios were obtained from the numerical simulations and used in hollow cylinder torsional shear apparatus to investigate the cyclic response of Fraser River sand under the simultaneous action of normal and shear stresses. Typical cyclic test results demonstrating the capability of a hollow cylinder torsional shear apparatus commissioned at Carleton University in following complicated cyclic loading paths are presented in this paper. It is noted that loading under such nonconventional stress paths, such as elliptical and circular paths, could be initiated along different pathways. Cyclic test results along these pathways demonstrate that soil response is dependent on the overall path including the initial stress state. Test results also highlighted the significance of stress rotation and cyclic stress paths in affecting the liquefaction susceptibility of sands.

Effects of Strain History and Induced Anisotropy on Reliquefaction Resistance of Toyoura Sand

Recent earthquake events have indicated that liquefaction histories can greatly affect the reliquefaction resistance of saturated sandy ground. This paper reports a fundamental experimental study of medium-dense/dense Toyoura sand with a relative density of 70% using a hollow cylinder torsional shear apparatus (HCTSA) to provide a better understanding of the integrated effects of strain history and soil fabric on reliquefaction resistance of Toyoura sand. A series of postliquefaction monotonic tests was conducted to investigate the degrees of induced fabric anisotropy at different states of liquefaction and subsequent reconsolidation. A series of reliquefaction tests was performed on sandy specimens that had experienced medium to large residual shear strains (γres) and that had reconsolidated in different states, under various cyclic stress ratios (CSRs). It was shown that reliquefaction resistance of Toyoura sand is influenced highly by the residual shear strain during liquefaction and fabric anisotropy after reconsolidation. The experimental results were used to predict excess pore-water pressure (EPWP) buildup during liquefaction and reliquefaction as a function of shear strain or dissipated energy. The liquefaction/reliquefaction resistance of Toyoura sand was quantified using an energy-based criterion considering the integrated effects of strain history and soil fabric.

DEM investigation on the mechanical behavior of mudstone in the hollow cylinder torsional shear test

The discrete element method (DEM) has been used to investigate the mechanical and failure behavior and the associated micro-cracking process of mudstone under the hollow cylinder torsional test by using a commercial DEM code PFC3D. Micro-parameters of the numerical model were first calibrated to the experimental results of the uniaxial compression tests and the uniaxial tensile tests. Based on the calibration results, numerical hollow cylindrical torsional shear tests were carried out under three typical stress conditions, i.e. triaxial compression, torsional compression and pure torsional shear. The numerical results show that the mechanical behavior of mudstone, in terms of rock strength, micro-crack initiation and propagation, and failure mode, can be significantly affected by principal stress rotation, which is in line with previous experimental results. The analysis of the micro-crack process confirms that the principal stress rotation plays an important role in the initiation and propagation of micro-cracks. It is shown that the microcracks induced by tensile stress occur in a preferential direction parallel to the major principal stress σ1, while the orientation distribution of the shear micro-cracks is related to the shear bands. Furthermore, the initial micro-crack stress is found to decrease after introducing the principal stress rotation, which provides a new interpretation of degradation of strength and permeability of mudstone under principal stress rotation. Three typical failure modes of specimens in different loading states are reproduced in this study, and the microscopic mechanism is also discussed. Based on this study, it is found that ignoring the principal stress rotation may overrate the stability and tightness of underground storage in bedded rock salt caverns.

Cyclic strength of loose anisotropically-consolidated calcareous sand under standing waves and assessment using the unified cyclic stress ratio

Progressive and standing waves can produce instability of the seabed and seabed-supported marine structures. In this paper, the stress paths induced by standing waves were deduced to provide a theoretical basis for laboratory element tests to establish the cyclic behavior of marine sediments, which can serve to improve the understanding of seabed liquefaction triggering and its consequences. The cyclic response of loose, isotropically- and anisotropically-consolidated (IC and AC, respectively) calcareous sand under the stress paths derived for standing waves was examined using hollow cylinder torsional shear (HCTS) tests. The stress paths corresponding to standing waves are a vertical line, horizontal line, and ellipse, in a coordinate system consisting of the axial stress difference and the horizontal shear stress, for a soil element located at the nodes, antinodes, and intermediate horizontal positions, respectively. The phase difference, θ, between axial stress difference and horizontal shear stress appears to range from −45° ~ 7° for wave and seabed characteristics representative of the North Sea. The ratio of axial stress difference and horizontal shear stress amplitudes, λ, varies in the real number field. The experimental results indicated that the failure modes of IC and AC specimens are cyclic mobility and residual deformation failure, respectively, irrespective of the stress paths imposed. With the same consolidation state and cyclic stress ratio, CSR, the number of cycles to failure, Nf, is strongly affected by θ and λ. The unified cyclic stress ratio, USR, is proposed to establish a single USR-Nf curve that can suitably describe the general cyclic strength of the calcareous sand specimens under different stress paths for a given consolidation stress ratio. The proposed USR enables estimation of the cyclic strength of IC and AC soils under complex stress paths based on the CSR-Nf curve obtained from conventional cyclic torsional shear or triaxial tests.

Cyclic Response of Loose Anisotropically Consolidated Calcareous Sand under Progressive Wave–Induced Elliptical Stress Paths

Observations of the performance of coastal and marine structures in weather events that produce standing and/or progressive waves have pointed to liquefaction of the seabed as a contributing cause of damage. The cyclic response of marine sediments under wave loading can serve to improve the understanding of seabed liquefaction triggering and its consequences. This paper presents the results of an experimental study of the cyclic behavior of loose isotropically and anisotropically consolidated calcareous sand under elliptical stress paths representing progressive waves. Various ratios, λ, of the axial stress difference and torsional shear stress amplitudes were investigated in a hollow-cylinder torsional shear apparatus. The results indicate that the failure mode of isotropically and anisotropically consolidated (IC and AC, respectively) specimens are cyclic mobility and residual deformation failure, respectively. The difference in the observed failure mode appears to be related to particle shape and is independent of λ. However, the cyclic resistance of the calcareous sand is strongly influenced by λ and increases with decreasing consolidation stress ratio, Kc. The cyclic resistance of IC specimens is relatively independent of the orientation of elliptical stress paths, whereas the AC specimens exhibited a marked dependence. The terminal peak excess pore pressure ratio, ru,t, and shear work required for cyclic failure, Wf, are independent of λ; however, ru,t and Wf increases with increasing and decreasing Kc, respectively. Moreover, the relationship between the normalized peak excess pore pressure ratio and normalized shear work is related to the type of soil, but is independent of λ and Kc.

Numerical analysis of LEAP centrifuge tests on sloping liquefiable ground: Influence of dilatancy and post-liquefaction shear deformation

The Liquefaction Experiments and Analysis Projects (LEAP) provides an international collaboration platform to assess key aspects related to seismic induced soil liquefaction. Within this scope, the current study investigates the influence of dilatancy and post-liquefaction shear strain on the seismic response of mildly sloping liquefiable ground, based on simulations of LEAP 2017–2019 centrifuge tests. A unified plasticity model for large post-liquefaction deformation, which has been implemented in the OpenSees finite element framework, is used in the numerical simulations. The model parameters are calibrated rigorously against element tests performed for Ottawa F65 sand used in LEAP 2017–2019, especially for liquefaction resistance and post-liquefaction shear strain observed in undrained cyclic hollow cylinder torsional shear tests. The calibrated model is used to simulate a series of centrifuge shaking table tests on sloping ground constructed at different soil densities. Good agreement between simulation and test results is achieved, validating the constitutive model and numerical simulation method. In depth analysis on the influence of dilatancy and post-liquefaction shear strain on the seismic response of the slope model is then conducted. The results show that these two factors can significantly affect the seismic acceleration, excess pore water pressure, and lateral displacement response of sloping ground, and therefore must be appropriately reflected in seismic liquefaction analysis oriented constitutive models.