International Journal of Geomechanics

This paper proposed an improved stepwise algorithm to simulate the grout diffusion in a single fracture considering the dynamic grouting parameter boundary condition and the spatial- and time-dependent viscosity of the grout. The method was more effective and could result in variation in key output parameters at any measurement point/time (in space and time). Based on the algorithm, three types of dynamic pressure boundary conditions, which are more applicable in grouting engineering practice, were designed to illustrate the grouting process. Compared with constant pressure grouting, the dynamic adjustments of pressure grouting were found to be beneficial to grout propagation in most cases. Some other factors were also studied under dynamic pressure boundary conditions, such as the spatiotemporal variation in the slurry viscosity and fracture aperture, which demonstrate a significant influence on the grout migration. Finally, a dynamic pressure grouting system was prepared, and the accuracy of the algorithm was successfully validated using a series of laboratory tests.

Strength characteristics of loose to medium dense sand deposits improved by sand compaction piles (SCPs) are assessed by performing three-dimensional (3D) finite-element analysis using PLAXIS 3D. The Mohr–Coulomb model is employed to model the behavior of both sand and SCP. A laboratory test is performed on the SCP-treated sand deposit to validate the finite-element (FE) result and they are in good agreement. A parametric study is conducted on field-scale SCP FE models considering variations in the properties of sand deposit and geometrical parameters of the SCP on the pressure–settlement response. Based on the FE results, it is found that a nearly 21% increment in the ultimate bearing capacity of the SCP-treated sand deposit can be obtained when the diameter of the SCP is increased by 100 mm. Settlement improvement factors are estimated for the treated sand deposits at selected bearing pressures to understand the extent of improvement achieved.

The inherent variability of soil parameters noticeably influences geotechnical structures such as piled-raft foundations. In this research the application of random fields is extended to a stochastic analysis of a piled-raft foundation embedded into an elastoplastic soil a problem that is known as complicated soil­structure interaction. For this purpose a stochastic framework is developed using a random finite-element method (RFEM) by coupling the random field theory and a finite-element-based program coded in MATLAB to model the stochastic plane strain piled-raft foundation behavior. The analysis is performed deterministically and then extended to the stochastic context to consider the spatial variability of Young’s modulus friction angle cohesion and unit weight of the soil media. The stochastic responses of the piled-raft foundation such as displacement axial force bending moment and shear force are assessed. The stochastic analysis shows that implementation of the uncertainties of soil parameters leads to more influence on the raft differential settlement compared to the other responses. Variation of the horizontal and vertical correlation length has a more considerable effect on the coefficient of variation (COV) of the bored piles’ responses compared to those of the raft. Based on the COV of the piles and raft load contribution it is demonstrated that the heterogeneity of the soil has more influence on the raft. Furthermore it is found in all realizations that the main percentage of the load is carried by the bored piles.

The main load on a pile foundation in the ocean is the wave load. Presently, few reports exist on the dynamic stability of pile foundations in the ocean. This paper investigated the dynamic stability of pile foundations under wave loads. The foundation reaction force was calculated using a double-parameter model and considering pile side soil softening under a cyclic load. By establishing the energy equation of the entire pile, the Hamiltonian principle was used to obtain the dynamic differential equations of the pile in four different situations (vertical harmonic, transverse harmonic, longitudinal and transverse harmonic, and longitudinal and horizontal harmonic loads with different frequencies). Then, the nonhomogeneous Mathieu equation was obtained by arranging the dynamic differential equations, and the parametric resonance critical frequency and instability load were obtained by solving this equation. The analytical solution was verified by comparing the results obtained by the finite-element software simulation with the analytical solution and analyzing the influence of several different factors on the critical frequency and amplitude. The research indicated that the amplitude of the pile body increases linearly with an increase of wave height, the effect of wavelength on amplitude increases nonlinearly, and the amplitude increases much rapidly with an increase of wavelength. The critical frequency calculated by the double-parameter method was lower than that calculated by the Winkler model, and the result of double-parameter model was more practical and safe.

With the increasing construction demand for tunnels in soft silty clay layers, it is important to effectively control the face stability of a tunnel. One of the key issues for maintaining face stability is addressing how to accurately obtain the limit support pressure of a tunnel face excavated by the benching method in a soft silty clay layer. Therefore, based on the limit equilibrium method, an improved three-dimensional face stability analysis model is presented in this paper considering the advancing support effect of small pipes. In the model, the sliding failure zone is formed by a log-spiral line. The upper load of the sliding failure zone is shaped by the gravity of the soil, and it can be calculated by a two-parameter elastic foundation beam model when an advanced small pipe is utilized. By comparing these results with the limit support pressure predicted by existing models, the improved model is shown to be reasonable. Finally, the influence of the soil parameters on the limit support pressure is also assessed. The proposed failure mechanism improves the stability analysis of the tunnel face excavated by the benching method in the soft silty clay layer.

In this study, the free and forced vibration analyses of tapered piles subjected to axial harmonic loads were carried out. The first part of the paper presents the free vibration analysis of the tapered piles using an energy-based Rayleigh–Ritz method. The undamped natural frequency of the soil–pile system was obtained, and the results were validated using two analytical methods and a field test result reported in the literature. In the second part of the paper, the forced vibration analysis of tapered piles under vertical vibrations is carried out. Employing the Euler–Lagrange equation and calculus of variations, the governing differential equation for tapered piles under axial harmonic loading was obtained. A Taylor series expansion-based numerical technique called the differential transform method was used to solve the obtained differential equation. The numerical results were validated using reported full-scale forced vibration tests of cylindrical piles. The effects of the end fixities, slenderness ratio, the taper angle, and the degree of anisotropy on the response characteristics of tapered piles were discussed.

This paper presents an application of the second-order reliability method (SORM) to analyze shallow landslides considered as unsaturated infinite soil slopes. The accuracy of modeling the unsaturated infinite slope reliability depends on the method of evaluating the reliability index and consideration of the soil–water characteristic curve (SWCC). The variability associated with shear strength parameters and fitting parameters of the SWCC of soil is given due consideration for the reliability assessment of unsaturated soil slopes. The formulation for the unsaturated infinite soil slope using the first-order reliability method (FORM) and SORM is presented. The reliability assessment of the unsaturated soil slope based on the Monte Carlo simulations (MCS) method is used as a reference to assess the accuracy of the FORM and SORM. The results demonstrated that the percentage difference between the probability of failures evaluated using SORM and MCS is much smaller than the probability of failures computed using FORM and MCS. The comparative study shows that SORM provides more efficient and accurate reliability indices due to consideration of nonlinear limit state function associated with unsaturated soil slopes. Furthermore, six unsaturated shear strength (USS) models are considered from the literature to evaluate the slope reliability, and the most conservative model is proposed based on the results obtained. The results further revealed that the mean and standard deviations of fitting parameters of the SWCC have considerable influence on the reliability of unsaturated slopes. Finally, design charts for shallow infinite unsaturated soil slopes are proposed, because these are handy to researchers and practicing engineers to evaluate the risk associated with shallow landslides.

To describe the drained behaviors of cohesionless soil through a concise constitutive approach, a single-surface model is constructed on the concept of the bounding surface. Based on observations from tests, the maximum prestress memory surface and the radial mapping rule are adopted to take the effects of loading history into consideration. The state-dependent dilatancy is introduced to reflect the influence of density and stress state on the volumetric change. The accumulated plastic strain involved in the function of the hardening measure is used to evaluate the effects of soil fabric changes on soil stiffness. Applying a simplified nonassociative flow rule, which builds upon the state-dependent dilatancy, enables accurate prediction of the plastic volumetric strain. Then the triaxial formulation is generalized to the multiaxial stress space. Compared with existing models, the present model involves only one surface, thereby avoiding lengthy algebraic operations. In addition to the basic parameters calibrated through monotonic tests, only three additional parameters are required to reproduce the cyclic response. The performance of the model is investigated by simulating both monotonic and cyclic tests. By comparing the model predictions with the experimental data, it is demonstrated that the model is capable of capturing the drained behaviors of cohesionless soil.

Liquefied soils are considered as soils devoid of any strength or having only limited strength. Post-liquefaction shear behavior of soil before the drainage of excess pore pressure is important in predicting the immediate performance of foundation and soil structures subjected to liquefying loads. In the present study, the post-cyclic undrained behavior of weathered silty sand was examined under triaxial test conditions. The soil showed complete strength recovery after subjecting it to monotonic shearing up to large strains. The post-liquefaction shear behavior was mostly determined by the amount of excess pore pressures that developed during cyclic loading. The cyclic load amplitude and shear strain did not seem to have an effect on the post-cyclic shear behavior. Post-cyclic shearing showed that with sufficient strain the soil recovered its original strength even without dissipation of any excess pore pressure.

Many constitutive models have been developed to describe hydromechanical characteristics of unsaturated soils. However, most models lack the capability to adequately simulate the change of the yield stress with suction, the deformation of a soil over the drying process, and the soil volume change as soil transitions from a saturated state to an unsaturated state. The Sheng, Fredlund, and Gens (SFG) model was developed to address these issues. This model has been shown to perform better than most models in the literature in modeling the yield surface, as well as the consolidation and shear behavior of the unsaturated soils. However, two deficiencies are associated with the SFG model. The SFG model utilizes a constant small-strain shear modulus to estimate the elastic shear strain, although the small-strain shear modulus changes with hydrological variations in the environment. In addition, the hysteresis function used to govern the water content-volume change relationship under loading conditions requires at least one set of unsaturated constant suction consolidation data. These data must be obtained via performing very advanced and time-consuming tests. In this current study, the original SFG model was modified such that a unique hydrologic behavioral model was developed to predict the small-strain shear modulus of the unsaturated soils. In addition, the hysteresis equation was modified based on a redefined water content-volume change function. The proposed modified-SFG model was found to perform very well in simulating the hydromechanical behavior of various unsaturated soils over several loading and suction conditions.

Water inrush is one of the most serious threats to the construction safety of karst tunnels. Numerical simulation is one of the important means of underground engineering research, which is of great significance for revealing the evolution process of water inrush. In this study, an improved peridynamic model is established to simulate the formation process of water inrush channels due to rock mass progressive failure in karst tunnels. The results show that the surrounding rock between the karst cave and the tunnel excavation area is gradually damaged under the integrative action of excavation disturbance and karst cave water pressure during tunnel excavation. The initiation, propagation, and coalescence of cracks in the surrounding rock are spontaneous, and the water inrush channels are finally formed by the cracks. Based on the improved peridynamics, a total of 21 simulations were performed to study the influence law of different factors on the evolution process of water inrush channels. The influencing factors mainly include water pressure and radius of karst cave, distance between karst cave and tunnel, elastic modulus, and tensile strength of rock mass. Through the analysis of the morphological difference of water inrush channels and the damage degree of the surrounding rock under different calculation conditions, the formation mechanism and evolution process of water inrush channels are revealed. The research methods and results can provide some guidance for disaster prevention and mitigation of karst tunnel water inrush.

Recently, few nuclear facilities have been proposed on soil sites worldwide. Controlling the overall and differential settlement is a difficult task for a nuclear structure that rests on a soil site. Under these circumstances, a combined piled–raft foundation (CPRF) provides the required level of performance with a significant cost saving compared with a pile foundation. The combined system involves complexities in the interactions between the soil–pile–raft and superstructure system. The literature focuses on simulating the interactions between pile, soil, and raft. Until recently, the behavior of a CPRF that supported a heavy and massive structure had not been well studied and understood. A combined three-dimensional (3D) model of soil–pile–raft–superstructure systems will be developed in this study that considers the soil and interface nonlinearity along with the complex superstructure geometry. The modeling approach for the piled raft system will be validated using the standard benchmark problem and field case histories. Various aspects of a CPRF for a typical nuclear building (NB) will be investigated, such as the effect of the depth of soil medium, comparison of the behavior of the raft foundation, pile foundation, and CPRF, contact pressure distribution, pile behavior, soil behavior; and various performance indicators. The presented systematic procedure to configure the CPRF system could be useful in similar practical applications. This study indicated that the stiffening of the superstructure and sequential construction has a beneficial effect on the combined system. The findings of this study could be useful to frame the general guidelines for the economical design of CPRF systems.

When gob-side entry retaining technology is used in a fully mechanized caving face, the load-bearing structure of the filling body and top coal often cannot meet the series of dynamic deformation problems caused by the roof breaking and turning. To solve this problem, the mine pressure model and the load-bearing structure diagram of gob-side entry retaining in a fully mechanized caving face are established. Based on the elastic modulus of the filling body and top coal, the interaction relationship between the top coal and the filling body is derived. Through numerical simulations, the deformation and stress laws between the top coal and the filling body with different physical and mechanical properties are analyzed. Finally, a similar simulation test is used to analyze the stability of the gob-side entry retaining under different top coal conditions. The results show that the deformation of the top coal increases with an increase in the elastic modulus of the filling body, and the vertical deformation of the filling body increases with an increase in the elastic modulus of the top coal. The elastic modulus of the filling body should be 4.3–5.5 GPa based on the theoretical calculation. The vertical stress of the filling body increases with an increase in the elastic modulus of the top coal. The higher the stiffness and strength of the top coal, the better the transmission of the force. The vertical stress on the top coal increases with an increase in the elastic modulus of the filling body, and the subsidence of the top coal decreases with an increase in the elastic modulus of the filling body. If the elastic modulus of the filling body is too small, it is easy for it to deform itself. When using gob-side entry retaining technology in a fully mechanized caving face, the stiffness and strength of the filling body should not be as large as possible. If the filling body is too soft, the stiffness and strength of the filling body should be properly reduced to prevent the top coal from breaking, resulting in poor contact with the filling body. When the top coal is too hard, the stiffness and strength of the filling body should be appropriately increased to prevent the filling body from cracking and slipping. At the same time, it was verified that the filler with an elastic modulus of 5 GPa can meet the stability requirements of a fully mechanized caving face 8103.

This study proposes a plasticity-based approach to ensure the static and seismic stability of a finite soil slope supporting a uniformly distributed surcharge on the horizontal top surface. Most of the available investigations based on the limit equilibrium and the limit analysis method mainly rely on the assumed slip surface to determine the stability of a slope with a given geometry. The present analysis employs the method of stress characteristics coupled with the original pseudodynamic approach to trace the actual slip surface of a soil slope under the seismic condition. The results are presented in terms of the critical slope face (CSF) corresponding to a global factor of safety of 1.0. The obtained CSF can be used as a reference to determine the stability of slopes with different geometries. The current approach supersedes the available theories developed to analyze slopes by presenting a more general solution without assuming any predefined slip surface. The proposed idea is endorsed with a detailed parametric study that demonstrates the influence of various parameters such as cohesion and the angle of internal friction of soil, surcharge loading, and seismic wave properties on the stability of a finite slope. As a notable outcome, this investigation promotes a bilinear or concave slope face, which may be an efficient and economical alternative to the traditional linear slope face.

Crack growth in rocks with preexisting flaws is of real concern for many rock engineering applications. The present paper considers the flaw that has a narrow gap that eventually gets closed on loading. Crack growth behavior leads to different failure modes, and corresponding strength characteristics were studied with respect to flaw angle. An experimental study was carried out with gypsum specimens replicating rock, that considered single and double flaws subjected to uniaxial compression. Crack growth and stress behaviors were analyzed and compared. The study was later extended to include numerical analyses using ABAQUS that adopted the extended finite element method with a cohesive zone model to capture crack growth behavior. The numerical model successfully mimicked wing crack propagation similar to the experimental results. The appearance of shear cracks and their growth upon loading was also predicted and crack initiation stress with respect to wing- and shear cracks was investigated. No significant differences were observed for single flaw specimens. However, in the case of multiple flaws with nonparallel configurations, the effect of shielding had a significant impact on coalescence behavior.

An anisotropic plasticity model for the description of nonisotropic mechanical behaviors of porous media is presented. This model is developed using bounding surface plasticity theory within the critical state framework. The inherent and stress-induced anisotropy has been accounted for by an anisotropic variable, which is employed with the consideration of both irrecoverable deformation and stress state. The evolution of anisotropy has been described by both rotational and distortional hardening rules. The rotational hardening rule is proposed for the consideration of bounding surface inclination induced by inherent or induced anisotropy. The distortional hardening rule is developed to capture the varying shape of bounding surface associated with the accumulation of irrecoverable deformation and anisotropy. This model has been validated through modeling the stress–strain responses of porous media under various loading conditions, including triaxial drained/undrained compression/extension tests on both isotropically and anisotropically consolidated samples. Good agreement between model simulation and experimental results has been achieved for all cases taken into consideration, demonstrating the capability of the proposed model.

This research focuses on experimental and constitutive time-dependent modeling of sands considering rate dependency, fabric, and stepwise sudden frequency changes during loadings. Several cyclic triaxial undrained tests were performed on Toyoura sand having various void ratios, while the deviatoric stress was applied by changing the frequency in a successive number of cycles. In order to predict the viscoplastic behavior of sands, a bounding surface model accounting for fabric changes that could predict sands cyclic behavior was employed as a reference model. A subloading surface model accounting for time-dependent behavior was incorporated into the bounding surface model to develop a new viscoplastic model. A linear integration method combined with the explicit method integrates the elastoplastic part and viscoplastic part of the model. Performance of the model was verified with the experimental data obtained from triaxial undrained tests in which a good agreement was observed.

Ground surface settlement induced by shallow tunnel construction is inevitable, and it is more complicated at the intersection area since the rock behavior is a complex, three-dimensional problem. This paper presented a case study of controlling the surface settlement during the tunneling of an urban shallow intersection between a double-arched tunnel and a connection tunnel in China. Various construction measures, including the sequence excavation, presupport, and primary support systems, were used to control the settlement. Furthermore, a three-dimensional analysis was conducted to investigate the settlement characteristics in different stages, the optimum excavation spacing among pilots, and the support effect of the presupport. The results showed that the settlement was mainly caused by the excavation of the upper steps. The deformation induced by transverse guide tunnel T₃ was much larger than that of the others because the surrounding rock at the vault was plain fill. The three-pilot excavation methods can effectively control the surface settlement for a double-arched tunnel, and the optimum spacing values between the different steps were obtained. The reduced proportions of the advanced small pipes supporting construction tunnels T₂ and T₃ were approximately 27.0% and 17.2%, respectively, while the reduced proportion of the pipe roof supporting T₄ was approximately 42.4%. The monitoring results showed that this project was successfully completed.

A series of shaking table tests will be carried out on 0.4 m high instrumented soil nailed embankments. The important parameters considered in this study consist of a combination of three different slope angles (β = 30°, 45°, and 60°), three different nail inclinations (i = 0°, 15°, and 30°), and three nail lengths (l = 0.2, 0.3, and 0.4 m). This study revealed that the effect of slope angle on the seismic resistance of steep nailed soil slopes was significant and the minimal magnitude of the facing displacement was obtained with nail inclinations of 0° and 15° for the nailed slopes without facing and with facing, respectively. A model nailed slope with a nail inclination of 15° provided better reinforcement action than the horizontally and 30° inclined nails when stabilizing soil slopes. The maximum axial nail force was obtained at approximately two-thirds of the nail length in the model slopes with facing and at the slope facing for model slopes without facing.

Considering the nonlinearity and heterogeneity of geotechnical materials, the ultimate pullout capacity of a shallow horizontal strip anchor plate is determined based on the upper-bound limit analysis theory and the nonlinear Mohr–Coulomb failure criterion. The ultimate pullout capacity and the soil rupture surface, as well as its stress distribution, are obtained by Euler equations and the Runge–Kutta process. The effectiveness of the variation method is verified by comparisons with existing results and numerical results. Furthermore, the effects of variation coefficients of geotechnical parameters and buried depth on the ultimate pullout capacity are analyzed. Results indicate that (1) the ultimate pullout capacity increases with the variation coefficients of the shear strength parameters, and opposite parameters result in symmetrical failure patterns. (2) The normal stress on the rupture surface is only related to the unit weight and depth. The proposed variation method provides a reliable and rigorous upper-bound solution of the pullout capacity of strip anchor plates embedded in nonhomogeneous materials, and it would provide a useful reference for the engineering design of anchor plates.

This paper presents an experimental investigation on the loading-relaxation behaviors of reconstituted shear-zone soils through drained triaxial tests. A multistage loading-relaxation approach is adopted to perform this test. The test aims to study two main issues: the influence of relaxation on the mechanical response during reloading; and the influence of strain rates, loading increments, and the relaxation time on the relaxation characteristics. The test results indicate that the stress-relaxation behavior of shear-zone soil is dependent on the stress and strain levels. The loading patterns prior to the stress-relaxation process affect mainly the viscoelastic behavior of the soil and subsequently influence the initial relaxation behavior. Moreover, a reloading after a stress-relaxation process gives rise to a higher deviatoric stress owing to the viscoplastic hardening. It is further shown that the loading-relaxation behaviors can be interpreted by the viscoplastic theory.

The development of both accumulated axial strain and excess pore-water pressure under cyclic triaxial tests with and without cyclic confining pressure was the focus of the investigation. The effects of factors, such as initial deviator stress, and cyclic confining pressure, were studied. The test results indicated that, compared with the results of cyclic triaxial tests with constant confining pressure, the accumulated axial strain decreased by 19.4% and 23.8% when the slopes of the stress path were 1.0 and 1.5, respectively. The cyclic confining pressure limited the deformation of soils in cyclic triaxial tests with variable confining pressures. Additionally, the development of accumulated axial strain was significantly influenced by initial deviator stress. The accumulated axial strain ratio of initial deviator stress to without initial deviator stress increased from 1.958 to 3.778 as the initial deviator stress ratio increased from 0.05 to 0.125. On the other hand, the maximum excess pore-water pressure increased as the cyclic confining pressure increased, while the minimum excess pore-water pressure hardly changed. Both maximum and minimum excess pore-water pressures remained approximately constant until the initial deviator stress ratio was 1.0 and decreased when the initial deviator stress ratio exceeded 1.0. Besides that, an empirical formula for accumulated axial strain considering the effects of initial deviator stress and cyclic confining pressure was obtained.

The raft–soil dynamic interaction problem is of great significance in the fields of marine geotechnical engineering and traffic engineering. This paper develops an analytical model to study the dynamic response of an elastic raft embedded in saturated soil bonded to a rigid base. The model combines the classical theory of elastic thin plate and the analytical layer element method (ALEM). The raft was divided into finite circular elements that are governed by the elastic thin plate theory. Fundamental solutions for the layered saturated soils with compressible constituents were obtained by employing ALEM. By considering the compatible conditions at the interface, the dynamic behavior of the elastic raft was investigated. The present method was verified by comparing with existing solutions. The influences of the vibration frequency, embedded depth of the raft, raft–soil stiffness ratio and the layer property of soil were studied in the numerical analysis. The present model is capable of simulating the dynamic response of the elastic raft resting on the surface or embedded in layered saturated soils, and can also be employed to analyze general raft–soil interaction problems encountered in practical engineering.

Stability analysis of tunnel faces is usually carried out under dry or saturated assumptions. However, in practice, soils are often unsaturated due to the presence of matric suction, and unsaturated components often have nonnegligible effect on soil strength. For a more realistic solution, the influence of unsaturated components on the stability of a three-dimensional tunnel face was considered for the first time. To meet this requirement, the three-dimensional rotational failure mechanism and the extended form of Mohr–Coulomb failure criterion were used to express the face failure in the limit analysis framework. The strength reduction technique was employed to estimate the stability of ta hree-dimensional tunnel face and the safety factors were calculated by the bracketing method. The proposed method is verified by comparing with the results obtained by FLAC3D. The effects of matric suction distribution, tunnel geometry parameters and shear strength nonlinearity on the stability of three-dimensional tunnel face were analyzed in the parameter analysis. The results show that considering the effect of suction stress is beneficial for improving the tunnel face stability, but it is influenced by the matric suction distribution, the tunnel geometry, soil types, and the shear strength nonlinearity. The main novelty of this study is to develop an effective method to evaluate the face stability of tunnels in unsaturated soils.

The influence of structure plays a strong part in hydromechanical properties of soil. A series of suction-controlled oedometer tests have been conducted to explore the compression behavior of intact and compacted loess. The main findings show the following: (1) the yield stress of intact loess is higher than that of compacted loess at a given initial void ratio and under constant suction; (2) the slope of the normal compression line [λ(s)] of compacted loess is larger than that of intact loess; (3) the λ(s) value of intact loess initially increases sharply as suction increases and then trends to a slow decrease as suction increases further, while λ(s) of compacted loess continues to increase; (4) the λ(s) value of compacted loess can be fitted precisely with the Barcelona basic model; and (5) intact loess exhibits anisotropic behavior, in which a vertically trimmed specimen has a higher yield stress and λ(s) value than a horizontally trimmed specimen. The results showed that intact specimens and compacted specimens have different hydromechanical properties. Moreover, anisotropic behavior has also been found in unsaturated silty loess.

The thermal effects on the pore-water pressure and strength behavior of marine sediments from the South China Sea were studied by using temperature-controlled triaxial shear tests on reconstituted specimens. The experimental program included consolidation at a temperature of 5°C, undrained and drained heating from 5°C to 50°C, and undrained triaxial shear at 5°C and 50°C. The results indicated that the normalized heating-induced pore-water pressure increased with increasing temperature at the undrained heating stage. The undrained shear strength of the specimens under undrained or drained heating was 14.1% lower or 11.2% higher than that of specimens at 5°C, respectively. The shear-induced pore-water pressure of the specimens under undrained and drained heating was lower than that of the specimens at 5°C by 60.5% and 20.3%, respectively. The increasing temperature caused an increase in the slope of the critical state line (M).