Shear Strength Of Residual Soil Research Articles

Testing Procedures on the Assessment of the Effects Temperature on Residual Shear Strength of Soils

Testing Procedures on the Assessment of the Effects Temperature on Residual Shear Strength of Soils

Rate-dependency of residual shear strength of soils: implications for landslide evolution

Shear-rate weakening or strengthening behaviours can effectively control landslide runouts, defining sudden runaway sliding or years-long slow-creep phases. These behaviours are partly controlled by the properties of the basal material. Understanding its stress–strain–time response is crucial in physically-based assessments of landslide dynamics and the associated risk. We investigate the frictional resistance of a calcium bentonite, a kaolin and a quartz sand by means of a conventional ring-shear apparatus under normal stresses representative of landslide shear zones. Results for the fine-grained soils, in line with literature on pure clays, indicate important velocity strengthening, whereas small shear-rate effects were observed in sand. As long as effective stresses remain constant, a velocity strengthening response can exert a feedback that, under certain conditions, counteracts perturbations in boundary conditions and prevents fast runouts on pre-existing shear zones. Accordingly, we argue that specifically testing for shear-rate-dependency and incorporating observed behaviours in model formulations can be beneficial for better predicting landslide fates.

Laboratory and Numerical Analysis on The Effect of Using Coconut Fibre as Additive Towards Residual Shear Strength of Soil for Slope Construction

Rapid development of Malaysia has caused population growth in urban areas. This includes new development near slope areas. Utilization of waste material such as coconut fiber could help to increase the slope stability. There is a limited study on the effects of coconut fibre as an additive for slope construction. This study aims to compare the shear strength between treated and untreated residual soil and to assess the Factor of Safety (FOS) with coconut fibre addition using Slope/W. A total of 15 shear box samples were set at the same percentage of coconut fibre (1% by weight of soil). Coconut fibre with different length of 15mm, 25mm, 35mm and 45mm was used in the study. It was found that coconut fibre could increase the shear strength. The optimum length of coconut fibre to achieve the maximum friction angle is 35mm, with soil internal friction angle of 52.15ᵒ. Moreover, the Slope/w analysis is conducted to analyse the slope's safety factor. The slope's safety factor increased significantly with the addition of coconut fibre. Based on the findings, this research could shed some light on the effect of coconut fibre incorporated in soil as an additive to improve the shear strength. Using coconut fibre in slope stabilisation could reduce slope failure and at the same time could save the environment by utilizing this waste material.

Shear Strength Deterioration of Compacted Residual Soils under a Wind Turbine due to Drying-Wetting Cycles and Vibrations

The soil beneath a wind turbine withstands not only environmental impacts but also continuous vibrations transmitted from the superstructure. This paper presents an experimental study of the deterioration characteristics of shear strengths of residual soils affected by drying-wetting cycles and continuous vibrations. A series of triaxial tests were performed on compacted residual soil specimens after various drying-wetting cycles and vibrations. The influences of drying-wetting cycles and vibrations on the shear strengths of residual soils with different compaction degrees were analyzed. The results demonstrate that the shear strength and cohesion of compacted residual soils decreased as the number of drying-wetting cycles increased, and they tended to be stable after three drying-wetting cycles. The angle of internal friction decreased linearly with the reduction of compaction degree but was generally not affected by drying-wetting cycles. The shear strength of compacted residual soils also decreased because of continuous vibrations. After 10000 vibrations, the strength was stabilized gradually. Both the cohesion and angle of internal friction showed dynamic attenuation phenomenon. Finally, a modified Mohr–Coulomb strength equation considering the effects of drying-wetting cycles and vibrations was established. This equation could be used to predict the shear strength of compacted residual soils and further estimate the embedded depth of wind turbine foundations.

Coupled Eulerian-Lagrangian simulation of a modified direct shear apparatus for the measurement of residual shear strengths

The simulation of large-strain geotechnical laboratory tests with conventional Lagrangian finite element method (FEM) techniques is often problematic due to excessive mesh distortion. The multiple reversal direct shear (MRDS) test can be used to measure the residual shear strength of soils in a laboratory setting. However, modelling and simulation generally require advanced numerical methods to accommodate the large shear strains concentrated in the shear plane. In reality, when the standard direct shear (DS) apparatus is used, the MRDS method is prone to two major sources of measurement error: load cap tilting and specimen loss. These sources of error make it difficult or even impossible to correctly determine the residual shear strength. This paper presents a modified DS apparatus and multi-reversal multi-stage test method, simulated using the coupled Eulerian-Lagrangian (CEL) method in a finite element environment. The method was successful in evaluating equipment and preventing both load cap tilting and specimen loss, while modelling large-deformation behaviour that is not readily simulated with the conventional FEM or arbitrary Lagrangian-Eulerian (ALE) analysis. Thereafter, a modified DS apparatus was created for the purpose of analysing mixtures of organic materials found in an Australian clay. The results obtained from the modified DS CEL model in combination with laboratory tests show a great improvement in the measured residual shear strength profiles compared to those from the standard apparatus. The modified DS setup ensures that accurate material residual shear strengths are calculated, a factor that is vital to ensure appropriate soil behaviour is simulated for numerical analyses of large-scale geotechnical projects.

Effect of wet-dry cycles on shear strength of residual soil

In order to investigate the relationship between the shear strength of residual soil and the number of repeated wet-dry cycles it underwent, the direct shear for different water content, different numbers of wet-dry cycles and different vertical stresses were examined. Based on the comprehensive structural potential theory, a comprehensive structural potential model considering the water content, the number of wet-dry cycles and the vertical stress was constructed. Then, the internal relationship between microstructure characteristics and structural strength attenuation of residual soil under alternate wet-dry conditions was emphatically discussed. As the number of wet-dry cycles and water content increased, the structural variability provided by the soil particle arrangement increased, while the structural stability provided by the soil particle cohesion decreased, causing the shear strength and structural potential of the soil to show a downward trend. As vertical stress increased, the variation range of structural stability was greater than that of structural variability. This asynchronous change caused decreased soil structural potential mτ. Under the same levels of vertical stress and the same water content, the model we constructed well represented the exponentially decreasing trend between the structural potential and the increased number of wet-dry cycles. Scanning electron microscope (SEM) images of the sample after five wet-dry cycles showed that the surface layer had lifted and the overhead structure between aggregates was clear, suggesting that unit cell connections had changed from face-to-face contact to edge-to-surface contact. That is, the overall orientation of the unit cell was diminished. As the successive wet-dry progressed, the overhead structure provided a more open water migration channel. The nuclear magnetic resonance (NMR) test showed that the content of micropores in soil samples decreased, and the proportion of mesopores and macropores increased, resulting in a decrease in soil strength. With the further development of wet-dry cycles (>5), the peak and residual strength of the soil gradually decreased to be stable. This is related to the decrease in soil saturation after multiple wet-dry cycles, and the stronger the stabilizing effect provided by soil–water meniscus.

Influence of the Diatomite Specie on the Peak and Residual Shear Strength of the Fine-Grained Soil

Diatomite is a powdering mineral mainly composed of diatom microfossils present in marine and lacustrine soils, which influences their physical and mechanical properties. Although many articles have been found in the literature concerning the influence of diatomite in the overall behavior of natural soils, few research efforts have been carried out to evaluate the influence of the diatom microfossil species on their shear resistance. Therefore, in this research, the influence of the diatomite species and the content in the peak and the residual shear strength of diatomite-fine grained soil mixtures was analyzed using the annular shear strength test. Scanning electron microscopy (SEM) and Atterberg limits were also carried out as additional tests to explain the interlocking effect between the microfossils and the soil. Overall, both diatomite species increased both peak and residual shear strength of the soil similar to dense sands. Nevertheless, the Mexican species reveal higher friction angle values compared with Colombian species.

Shear rate effect on the residual strength characteristics of saturated loess in naturally drained ring shear tests

Abstract. Residual shear strength of soils is an important soil parameter for assessing the stability of landslides. To investigate the effect of the shear rate on the residual shear strength of loessic soils, a series of naturally drained ring shear tests were carried out on loess from three landslides at two shear rates (0.1 and 1 mm min−1). Experimental results showed that the shear displacement to achieve the residual stage for specimens with higher shear rate was greater than that of the lower rate; both the peak and residual friction coefficient became smaller with increase in shear rate for each sample; at two shear rates, the residual friction coefficients for all specimens under the lower normal stress were greater than those under the higher normal stress. Moreover, specimens with almost the same low fraction of clay (CF) showed a similar shear rate effect on the residual friction coefficient, with normal stress increasing, whereas specimens with high CF (24 %) showed a contrasting tendency, indicating that such an effect is closely associated with CF. The test results revealed that the difference in the residual friction angle ϕr at the two shear rates, ϕr(1)−ϕr(0.1) under each normal stress level are either positive or negative values, of which the maximum magnitude is about 0.8∘. However, the difference ϕr(1)−ϕr(0.1) determined under all normal stress levels was negative, which indicates that the residual shear parameters reduced with the increasing of the shear rate in the loess area. Such a negative shear rate effect on loess could be attributed to a greater ability of clay particles in specimens to restore broken bonds at low shear rates.

Hydrothermal clays and their influence on slope stability in residual soils of Southern Brazil

Clayey veins may develop in areas of hydrothermal activity by seepage of hot water through the soil and rock. In a slope located in Southern Brazil, such veins occur along the slip surface of some landslides. This paper aims to characterize this kind of clay and investigate its influence over the stability of that slope. An electro resistivity survey had been conducted to characterize the soil profile, and SPT boreholes were used to confirm geophysical data. An experimental laboratory campaign included the investigation of chemical, mineralogical, and geotechnical properties of these clay veins and the embedding residual soil. Drained shear strength of residual soil was measured through triaxial tests, and residual strength was measured for both materials using a ring shear apparatus. A series of limit equilibrium analyses were conducted to assess the role of clay veins on the slope stability. The geometrical discretization of veins is a difficult task, and an approach based on the assumption of overall shear strength is required to establish the operational shear strength parameters for this slope. A series of back analyses showed that failure surfaces consistent with those observed in the field were only reproduced when the adopted shear strength parameters of the soil mass were c’ = 5 kPa and φ’ = 20°. Considering the measured shear strength parameters of the hydrothermal clay c’ = (0 and φ’ = 8.5°) and the pattern in which the clay veins occur, it seems that they do not fully control the slope stability, but they significantly reduce the global cohesion and the average mass friction angle.

A Comparative Study of Shear Strength Equations for Unsaturated Granitic Residual Soil

Abstract Malaysia is extensively covered by residual soils, which are mostly in an unsaturated zone. Determining the unsaturated shear strength of residual soils using the empirical models is beneficial because of the limitations of experimental methods. Several shear strength models have already been developed, and the accuracy of some of these models has been examined. However, these examinations were developed based only on the particular soils initially studied and may not be applicable to Malaysian residual soils. This study aims to provide a comparative investigation of the accuracy of some of the published shear strength models for unsaturated soils in predicting the shear strength of a Malaysian granitic residual soil. The published shear strength results of the soils were used in this paper to provide comparisons between the predicted and measured shear strength values for a limited suction range. Nine various equations were evaluated. For each equation, a relationship between the predicted and measured shear strength data was generated. The linear regression line with zero intercept was drawn, and the slope of the linear regression line (SL) and coefficient of determination (R2) were calculated. This study showed that all shear strength models provide relatively acceptable comparisons between measured and predicted shear strengths by a maximum of 10 % difference based on the calculated slopes of the regression lines. However, among them, three equations provided more accurate predictions in comparison with the others.

INFLUENCE OF CLAY CONTENTS ON DRAINED SHEAR STRENGTH PARAMETERS OF RESIDUAL SOIL FOR SLOPE STABILITY EVALUATION

Consolidated drained triaxial compression tests (CD) were conducted to determine the compression properties of remolded samples collected from hillslope in residual soil. The test results showed that the effective drained shear strength of residual soil was primarily affected by the degree of weathering according to depth, parent rock material, and clay contents and also influenced by initial moisture content. These samples were classified as silt soils of high to low plasticity. CD tests were performed on samples prepared under 100 and 200 kPa remolding pressure with three different confining pressures of about 50, 100 and 150 kPa. Predicted results showed that the soil strength increased with increasing samples’ density for those who prepared with a higher remolding pressure. According to the soil composition, a clear decrease in soil cohesion was observed for samples collected at a deeper depth, while a further increase in the effective internal friction angle was observed for samples collected with a lower depth. However, this explains the significant influence of clay contents that can be represented as a relevant relation. Therefore, the results indicated that the studied residual soils have physical and geotechnical properties that are highly dependent on the clay and initial water contents. Then, the concept of long-term stability analysis of hillslope of Balai Cerap area (in UTM/ Malaysia) was presented in the form of factors of safety as discussed later in this study by employing Geo-Studio program (SLOPE/W application) with Limit Equilibrium Method.

Model applicability for prediction of residual soil apparent cohesion

Abstract The focus of this paper is on the measurement and prediction of unsaturated shear strength of residual soil as a function of matric suction by utilizing basic soil properties. A total of 19 unsaturated triaxial tests were performed on four groups of undisturbed residual soil specimens with different classifications and compositions. Six compacted specimens were tested and showed lower strength values than those of undisturbed specimens. The cohesion intercept due to matric suction was used to represent the strength contribution of the matric suction, thus accounting for the effect of confining pressure and effective cohesion. The feasibility of three existing models in predicting the apparent cohesion is investigated through comparing computed results to measured data from this paper and literature. A proposed regression equation, developed based on four data sets from the current research and six from the literature, shows an improved ability to predict measured apparent cohesion utilizing basic soil properties. The data set developed herein represent a significant addition to the literature on the unsaturated strength properties of natural residual soil, as sampled from the field.

A Simplified Direct Shear Testing Procedure to Evaluate Unsaturated Shear Strength

Abstract The work in this paper presents a simplified and expedient procedure to evaluate unsaturated shear strength using conventional direct shear testing with tensiometer-measured suctions. Two types of residual soils are utilized in this testing program. These are classified as elastic silt (MH) and silt (ML) and were obtained from a test site in Greensboro, North Carolina. Unsaturated triaxial tests were performed to provide reference values for comparison with the measured values from the proposed direct shear testing approach. Both single stage and multistage triaxial tests were performed, and an insignificant difference in the peak stress from both approaches was found. The total cohesion intercept was used to represent the strength contribution of the matric suction in order to normalize the effect of the confining pressure. The applicability of the simplified expedient procedure in assessing shear strength of residual soils used herein was demonstrated based on the total cohesion intercepts obtained from both testing approaches. The results from the proposed approach were very similar to those obtained from the unsaturated triaxial compression tests.

Effect of stabilizers on the shear strength of residual soil

In this paper, chemical stabilizer was used for soil characteristics improvement. Styrene Butadiene Rubber (SBR) polymer and lime is effectively used as an inexpensive and easily applied material for soil stabilization and its response performance was evaluated. This research studied improving the engineering properties of Residual soil by mixing it with varying percentages of chemical stabilizer. An evaluation of the effectiveness and performance of SBR and Lime as a soil stabilizer was performed over a series of laboratory tests for geotechnical soil properties. Residual soil used in this study was lateritic soil. The soil was mixed with various amounts of stabilizer for polymer (SBR) {2.5, 5, 10 and 12.5 %} and for lime {1.25,2.5,5 and 10%} by weight and then compacted at the optimum moisture content (OMC) and maximum dry unit weight (MMD). The original soil and the stabilized samples were subjected to unconfined compression test to determine their strength at different curing times (7,14 and 28 day). The results showed a reduction in the plasticity index. The results showed an increase in strength.

Drained residual shear strength at effective normal stresses relevant to soil slope stability analyses

An extensive torsional ring shear testing program has been conducted to measure the drained residual shear strength of soils at the wide range of effective normal stress (10 to 700kPa) usually mobilized in reactivated and first-time landslides. Soils, mudstones and shales of different plasticity and gradation were tested in the program. The effects of the change in nonlinearity of shear strength envelope over the utilized normal stress ranges on slope stability analyses were investigated. Using this data, new empirical residual shear strength correlations were developed as a function of soil index parameters and wide range of effective normal stresses. In essence, the correlations are presented as revised versions of those previously developed for a limited number of normal stresses utilizing the same soil index parameters. Comparisons were made with a considerable amount of back-calculated shear strength data reported in the literature for reactivated landslides as well as results predicted from existing shear strength correlations to verify the increased suitability of the new correlations for use in slope stability analyses. A numerical expression was also introduced to express the residual shear strength correlations for direct incorporation in slope stability software.

A Cost Effective Triaxial Test Method for Unsaturated Soils

AbstractThis paper describes a test method to measure the shear strength of unsaturated soils using standard triaxial equipment with minor, low-cost modifications. The method is based on using the axis translation technique in a standard triaxial testing apparatus with a base pedestal slightly modified to accommodate a high-air-entry ceramic disk. The testing apparatus and procedure are described. The aim of the proposed test setup was to limit the modifications of the standard triaxial setup within a reasonable budget to make the method accessible and attractive to researchers and practitioners that may otherwise not be able to afford the testing devices commonly used in the field of unsaturated soil mechanics. Thus, the paper discusses the effectiveness of the proposed test method, and also discusses the potential limitations that may exist due to some of the simplifications used in this methodology. The proposed methodology was used to evaluate the shear strength of residual soils at the Auburn National Geotechnical Experimentation Site. The shear strength parameters obtained for the Auburn unsaturated soils were compared to previous tests conducted in similar soils and proved to be reasonably accurate.

Shear strength investigation of soils in landslide areas

The paper presents results of testing the peak and residual shear strength of soils of flysch origin, taken from the areas of shallow landslides situated in Beskid Maly and Beskid Niski regions of southern Poland. The tests were carried out in a standard direct shear apparatus with the box dimensions 120 × 120 × 97 mm, its intermediate frames forming a shearing zone 10 mm high. It was stated that for calculating the stability of landslide slopes, it seems to be the safest to take the residual strength parameters determined at the maximum moisture content of the soil subjected to shearing in the range of relative deformations of a sample in the order of 10%. The obtained residual values of the angle of internal friction of the test soils significantly depend on the values of the liquid limits and plasticity index, i. e., with increasing these parameters, the values of the angle of internal friction decrease. However, the nonzero residual values of cohesion, obtained from tests, should be omitted in stability calculations. Keywords: shallow landslides, peak and residual shear strength, Carpathian flysch

Machine learning techniques applied to prediction of residual strength of clay

AbstractStability with first time or reactivated landslides depends upon the residual shear strength of soil. This paper describes prediction of the residual strength of soil based on index properties using two machine learning techniques. Different Artificial Neural Network (ANN) models and Support Vector Machine (SVM) techniques have been used. SVM aims at minimizing a bound on the generalization error of a model rather than at minimizing the error on the training data only. The ANN models along with their generalizations capabilities are presented here for comparisons. This study also highlights the capability of SVM model over ANN models for the prediction of the residual strength of soil. Based on different statistical parameters, the SVM model is found to be better than the developed ANN models. A model equation has been developed for prediction of the residual strength based on the SVM for practicing geotechnical engineers. Sensitivity analyses have been also performed to investigate the effects of different index properties on the residual strength of soil.

Relating equal smectite content and basal spacing to the residual friction angle of soils

The residual shear strength of soils is increasingly becoming an active research area, as landslides occur almost daily all over the world. Since Skempton published his landmark paper in 1964, several researchers proposed correlations between soil index properties and residual friction angle of soils for preliminary estimates. However, recent data gathered from Japanese colluvium soils indicate that previously proposed charts correlating soil index properties with residual friction angle yield very poor estimates. In this study, first previously published Japanese data are reevaluated to establish a theoretical foundation for such correlations. Then, it is shown that equivalent smectite content (ESC) largely controls the residual friction angle of soils. In the second stage of the paper using the data of several researchers, it is shown that there is piecewise linear correlation between the equivalent basal spacing (EBS) and the residual friction angle. This study lays down a foundation for theoretical correlation between EBS and residual friction angle of soils.

Evaluation of Run-Out Distances of Slope Failures During 2004 Niigata-Ken Chuetsu Earthquake

During 2004 Niigata-ken Chuetsu Earthquake in Japan, a large number of landslides occurred on natural slopes, especially at the hillsides in the region of Yamakoshi. In many of the large slides, the debris has travelled through a fairly long distance, aggravating the disaster caused by the landslides. In recognizing its importance, case studies were undertaken on the run-out distance of the landslides at several sites at Higashi-Takezawa, Mushigame and Naraki. Case studies are also undertaken for slope failures involving the man-made deposits behind retaining walls surrounding the residential hill at Takamachi-Danchi in Nagaoka. In the first section of the present study, a simple analytical method is introduced based on the energy principle, in which the residual strength is taken up as a sole parameter to determine the run-out distance combined with the geometry of the landslides. The slope failure is herein assumed to consist of two phases, sliding and spreading, and the sliding distance is defined as the length of a slope on which the mass of soils slides down, and the run-out distance is determined as the one on a gentle slope or flat plane on which the phase of spreading occurs. Soil samples were retrieved from the sites of landslide, and laboratory triaxial tests are conducted on unsaturated soil samples with varying water contents. The residual shear strength thus obtained was used as an input parameter in the simple analysis to forecast the run-out distance. The outcome of the present study is presented in a form of simple charts in which the run-out distance is expressed as function of relevant geometrical parameters and the residual shear strength of soils involved in the landslide.