Pore Pressure Generation Research Articles

The Analytical Model for Horizontal Wellbore Stability in Anisotropic Shale Reservoir

Wellbore collapse is a frequent problem during drilling in shale gas reservoir, restricting efficient exploration of shale gas. Due to the presence of bedding plane, conventional homogeneity model is inappropriate to conduct wellbore stability analysis in shale reservoir. Therefore, in this study, under the influence of bedding plane, stress distributions including in situ stress components, pore pressure, seepage stress have been calculated. Meanwhile, shale strength is expressed using the Jaeger's criterion, which assumes shale is isotropic body with one group of weak planes. In combination with stress distribution and shale strength, an analytical model has been developed to investigate wellbore failure region. By using this model, influence factors of wellbore stability have been fully analyzed. Results demonstrate that the difference between bedding plane and rock matrix will modify in situ stress components, transport equations and rock mechanical properties around wellbore. As a result, there are heterogeneous distributions of shale strength and stress state. When the shear failure along bedding plane happens, shale strength has clearly reduction and breakout region has increment, changed from two-lobed failure to four-lobed failure shape. The different intersections between bedding plane and wellbore make variable anisotropy in wellbore plane, modifying the pore pressure propagation and seepage stress distribution. When the bedding plane angle in wellbore plane is low or high value, shear failure along bedding plane doesn’t happen and wellbore stability is depended on rock matrix strength. For middle bedding plane angle, failure region clearly increases and shear failure along bedding plane occurs, aggravating the instability. Furthermore, drilling fluid reduces shale strength, thus increasing region area and changing failure mode. This drilling fluid impact is strong in initial stage and becomes stable after 96 h. By having comprehensive investigation on bedding plane influence, findings in this study are advantageous for drilling operations in shale reservoir.

Laboratory Research on Gas Transport in Shale Nanopores Considering the Stress Effect and Slippage Effect

AbstractThe low permeability of shale, in accretionary complexes and passive continental margins, influences pore pressure generation, and thus induces deformation and fault slip behavior. It is also key in hindering the ability to evaluate shale gas production. Gas is commonly used in measuring the permeability of shale and generally yields high values than that of liquids, due to slippage effect. Separation of the slippage effect from gas permeability is a critical task in the study of low‐permeability media. This study measured the gas permeability (Kg) of the Longmaxi shale parallel to bedding (L1P) and perpendicular to bedding (L1V) under different confining pressures (Cp) and pore pressures (Pp), while simultaneously measuring porosity for different values of Cp. Additionally, a new approach is proposed to define the effective stress coefficient and boundary condition for the Klinkenberg correction. The results show that the Kg of L1P is almost unaffected by the slippage effect, while, for L1V, the Klinkenberg correction is required. The Klinkenberg plot of L1V follows the quadratic model from the study by Ashrafi Moghadam and Chalaturnyk (2014, https://doi.org.10/1016/j.coal.2013.10.008), rather than the classic linear Klinkenberg equation. The results also show that, as the Cp increases and/or the Pp decreases, the contribution of the slippage effect to the L1V Kg increased from 20% to 86.5%. Finally, based on the Knudsen number (Kn), the flow regime of L1P changes from Darcy flow (Kn < 0.01) to slip flow (0.01 < Kn < 0.1), and that of L1V is slip flow.

Study on the Dynamic Soil-Pile-Structure Interactive Behavior in Liquefiable Sand by 3D Numerical Simulation

The dynamic behavior of structures in liquefiable sand exhibits more complicated characteristics, due to the development of excess pore pressure caused by cyclic loading, than that in dry sand. Therefore, it is crucial to accurately predict the soil–pile structure behavior during liquefaction to prevent damage to the structures. In this study, three-dimensional numerical modeling was performed to predict the dynamic soil–pile behavior during liquefaction. To directly simulate pore pressure generation due to soil shear deformation, the Finn liquefaction model was applied and coupled with the Mohr-Coulomb elasto-plastic model. Soil nonlinearity was considered by applying hysteretic damping, and the interface model was applied to simulate various dynamic phenomena between the soil and pile. Simplified continuum modeling was introduced to prevent reflection wave generation and increase analysis efficiency. The applicability of the proposed numerical model was validated using the experimental results. Thereafter, a parametric study was conducted to provide a better understanding of the dynamic behavior of pile foundation during liquefaction. From a series of parametric studies, several important factors that can affect the dynamic pile responses in liquefiable sand were identified. Also, the characteristics of the dynamic soil–pile structure interactive behavior, which are significantly different from each other in liquefied and dry sand, were analyzed qualitatively and quantitatively.

Dynamic properties of a sand–nanoclay composite

The paper describes the influence of 1–3% (by dry mass of sand) Laponite, a highly plastic synthetic nanoclay, on the dynamic properties of Ottawa sand, based on undrained resonant column tests. The effect of Laponite depends on the amount added, the confining stress and consolidation time. With 1% Laponite, there is an increase in the very small-strain shear stiffness at all confining stresses, which increases with extended consolidation time, reflecting the thixotropic nature of the nanoclay. Added Laponite also produces an increase in small-strain damping, an extension of the linear strain threshold; and it delays the generation of excess pore pressure, degradation of shear modulus and increase in damping with shear strain. These effects, which become more significant with increasing Laponite content, can be attributed to the impact of the clay on the fabric and grain-to-grain contacts. Evidence is provided that Laponite interferes with direct interaction between the sand grains, and the thickness of the clay layer present at the contacts appears to control the small-strain behaviour of the sand–Laponite mixtures. The formation of a gel-like pore fluid from the hydration of Laponite in the voids, and the degree to which it occupies the pore space, are responsible for the behaviour in the non-linear region.

3D groundwater flow and deformation modelling of Madrid aquifer

A novel methodological approach to calibrate and validate three-dimensional (3D) finite element (FE) groundwater flow and geomechanical models has been implemented using Advanced Differential Interferometric SAR (A-DInSAR) data. In particular, we show how A-DInSAR data can be effectively used to (1) constrain the model set-up in evaluating the areal influence of the wellfield and (2) characterise the aquifer system, specifically the storage coefficient values, which represents a fundamental step in managing groundwater resources. The procedure has been tested to reconstruct the surface vertical and horizontal movements caused by the Manzanares-Jarama wellfield located northwest of Madrid (Spain). The wellfield was used to supply freshwater during major droughts over the period between 1994 and 2010. Previous A-DInSAR outcomes obtained by ERS-1/2 and ENVISAT acquisitions clearly revealed the seasonality of the land displacements associated to the withdrawal and recovery cycles that characterized the wellfield development. A time-lag of about one month, which is in the order of the time span between two SAR acquisitions, between the hydraulic head changes and the displacements has been detected in this site by a wavelet analysis of A-DInSAR and piezometer time series. The negligible delay between the forcing factor and the system response and the complete subsidence recovery when piezometric head recovers supported the understanding of a minor role played by the pore pressure propagation within clay layers and the almost perfectly elastic behavior of the system (viscosity is negligible), respectively. The developed geomechanical model satisfactorily reproduces the pumping-induced deformations with a Root Mean Square Error (RMSE) between observed and simulated land displacements in the order of 0.1–0.3 mm. The results give insights about the approach benefits in deeply understanding the spatio-temporal aquifer-system response to the management of this strategic water resource for Madrid.

Inclined Perimeter Drains Performance as Liquefaction Countermeasure Techniques Below Existing Buildings

Reducing the risk of structural damage due to earthquake-induced liquefaction in new and existing buildings is a challenging problem in geotechnical engineering. Drainage countermeasure techniques against liquefaction have been studied over the last decades with an emphasis on the use of vertical drains. This technique aims to allow a rapid dissipation of excess pore pressures generated in the soil during the earthquake thereby limiting the peak excess pore pressures and consequently improve the structural response. Rapid drainage in the post-earthquake period in the presence of these drains helps quick recovery of the soil strength. Recent studies propose different variations in the vertical drains arrangement to improve the excess pore pressure redistribution in the soil around structures. However, conventional arrangements for existing buildings do not achieve an adequate proximity from the drains to the soil below the foundation. To address this, the performance of inclined and vertical perimeter drain arrangements are studied in this paper. Dynamic centrifuge tests were carried out for the different arrangements in order to evaluate the excess pore pressure generation due to ground shaking and the following dissipation together with the foundation settlement and dynamic response.

Mechanical behaviour of undisturbed diatomaceous soil

The mechanical behaviour of sedimentary marine soils containing diatoms does not follow classical trends usually found in Soil Mechanics, and evidence of geotechnical singularities of undisturbed samples are still scarce. This article presents new insights on the behaviour of natural diatomaceous soil in compression, shearing and cyclic loading, on undisturbed highly plastic diatomaceous silt from Mejillones Bay in northern Chile. Microscopic observations show that the soil contains significant amount of siliceous diatom. Isotropic compression results in high overconsolidation (OCR > 20) and high compressibility after yielding. Similarly, at low confining stress the undrained shear strength does not depend on pressure and is virtually equal to the UCS = 730 kPa. At higher stresses, a transition to frictional behaviour is observed, characterized by high variability in excess pore pressure generation during undrained triaxial shearing tests, presumably due to heterogeneous diatom layering in undisturbed soil samples. Microscopic observations indicate that high compressibility could be attributed to massive diatom breakage and disturbance of the soil microstructure. Compared to conventional data on fine soils, the cyclic behaviour of the diatomaceous soil is more brittle at low strains, with higher normalized shear modulus and lower damping at shear strains lower than 2 × 10−1%; however, it presents higher degradation at larger strains.

Post-liquefaction pore pressure dissipation in sand under cyclic stress triaxial testing

Soil liquefaction has conventionally been studied as a pure undrained condition subject to cyclic shearing in the laboratory. However, in the field, ground settlement and expulsion of pore water in the form of sand boils are frequently observed, which conventional triaxial and simple shear apparatus are unable to replicate. In this study, a novel insight of coupled pore pressure generation and dissipation in liquefiable clean sand is discussed with the use of a modified cyclic triaxial testing set-up. Stress-controlled cyclic triaxial tests with controlled pore water drainage far lower than the soil's permeability were carried out to investigate ‘near-perfect undrained’ conditions, which are more representative of field conditions. Comparison of results from three sets of stress-controlled cyclic triaxial testing were carried out: (a) conventional shearing under an undrained condition; (b) shearing under controlled drainage; and (c) undrained shearing until liquefaction, and thereafter continual shearing under controlled drainage. The critical cyclic shear stress ratio where excess pore pressure dissipation dominates excess pore pressure generation is identified from the coupled cyclic shear loading and pore water drainage tests. In addition, this study also noted a critical void ratio where the soil is no longer susceptible to liquefaction even under considerable shearing amplitudes. These findings may offer guidance on the tolerable cyclic shear stress and minimum degree of densification to avoid occurrence of soil liquefaction in the field.

A semi-empirical model to predict excess pore pressure generation in partially saturated sand

Past studies revealed that excess pore pressure generation due to cyclic loading is highly governed by induced strains, volumetric deformation potential of soil, number of cycles, and bulk stiffness of pore fluid. It is well established that partial saturation can significantly reduce bulk stiffness of pore fluid and consequently excess pore pressure generation during seismic loading. On the basis of that, a number of researchers have investigated induced partial saturation as an effective soil improvement technique to increase the liquefaction resistance of fully saturated soils. This paper focuses on development of a semi- empirical model to interpret the effects of partial saturation on the excess pore pressure generation in sands. In this regard, an existing strain based excess pore pressure ratio (ru) prediction model originally developed for fully saturated soils was modified to incorporate the effect of partial saturation on the excess pore pressure generation. The literature data as well as data from a series of strain-controlled direct simple shear test were used to evaluate the reliability of the proposed equation in predicting the excess pore pressure ratio in partial saturation condition.

Uplift soil resistance to a shallowly-buried pipeline in the sandy seabed under waves: Poro-elastoplastic modeling

A reasonable evaluation of the vertical soil resistance to a buried pipeline is crucial for upheaval buckling analyses. Under wave troughs, the effective stress in the seabed could be reduced significantly due to the upward seepage caused by vertical pore-pressure gradients. To investigate the influence of wave loading on the vertical soil resistance to a buried pipe, a plane-strain poro-elastoplastic model is proposed and verified with the existing pipe-soil interaction test results and DNV GL predictions. The model is capable of sequentially simulating the pore-pressure generation in a sandy seabed under waves and the plastic-zone development while uplifting the pipe. Numerical results show that the presence of wave troughs could not only reduce the soil effective stress, but also generate an additional uplift force on the buried pipe due to non-uniform distribution of pore-pressures along the pipe periphery. The normalized additional uplift force generally increases linearly with normalized amplitude of wave pressures at seabed mudline. Parametric study is then performed to examine the influence of wave parameters and soil properties. Moreover, to qualitatively characterize the effect of wave loading, a resistance-reduction coefficient is introduced and found to decrease linearly with the increase of normalized amplitude of wave pressure at seabed mudline.

State-of-the-Art of Colloidal Silica-Based Soil Liquefaction Mitigation: An Emerging Technique for Ground Improvement

In the booming field of nanotechnology, colloidal silica (CS) has been introduced for ground improvement and liquefaction mitigation. It possesses a great ability to restrain pore pressure generation during seismic events by using an innovative stabilization technique, with the advantages of being a cost-effective, low disturbance, and environmentally friendly method. This paper firstly introduces molecular structures and some physical properties of CS, which are of great importance in the practical application of CS. Then, evidence that can justify the feasibility of CS transport in loose sand layers is demonstrated, summarizing the crucial factors that determine the rate of CS delivery. Thereafter, four chemical and physical methods that can examine the grouting quality are summed and appraised. Silica content and chloride ion concentration are two effective indicators recommended in this paper to judge CS converge. Finally, the evidence from the elemental tests, model tests, and field tests is reviewed in order to demonstrate CS’s ability to inhibit pore water pressure and lower liquefaction risk. Based on the conclusions drawn in previous literature, this paper refines the concept of CS concentration and curing time being the two dominant factors that determine the strengthening effect. The objective of this work is to review CS treatment methodologies and emphasize the critical factors that influence both CS delivery and the ground improving effect. Besides, it also aims to provide references for optimizing the approaches of CS transport and promoting its responsible use in mitigating liquefaction.

Sustained post‐seismic effects on groundwater flow in fractured carbonate aquifers in Central Italy

AbstractA sustained increase in spring discharges was monitored after the 2016 Central Italy seismic sequence in the fractured carbonate aquifer of Valnerina–Sibillini Mts. The groundwater surplus recorded between August 2016 and November 2017 was determined to be between 400 and 500 × 106 m3. In fractured aquifers, the post‐seismic rise in spring discharges is generally attributed to an increase in bulk permeability caused by the fracture cleaning effect, which is induced by pore pressure propagation. In the studied aquifers, the large amount of additional discharge cannot only be attributed to the enhanced permeability, which was evaluated to be less than 20% after each main seismic event. A detailed analysis of the spring discharge hydrographs and of the water level at five gauging stations was carried out to determine the possible causes of this sudden increase in groundwater outflow. Taking into account the geological and structural framework, a conceptual model of a basin‐in‐series has been adopted to describe the complex hydrogeological setting, where the thrusts and extensional faults have clearly influenced the groundwater flow directions before and after the seismic sequence. The prevalent portion of the total post‐seismic discharge surplus not explained by the increase in permeability has been attributed to changes in the hydraulic gradient that caused seismogenic fault rupture and the disruption in the upgradient sector of the aquifer. The additional flow calculated through the breach of the pre‐existing hydrostructural barrier corresponds to approximately 470 × 106 m3. This value is consistent with the total discharge increase measured in the whole study area, validating the proposed conceptual model. Consequently, a shift in the piezometric divide of the hydrogeological system has been induced, causing a potentially permanent change that lowers the discharge amount of the eastern springs.

Effect of relative density and biocementation on cyclic response of calcareous sand

Microbial-induced calcium carbonate precipitation (MICP) represents a promising approach to improve the geotechnical engineering properties of soils through the precipitation of calcium carbonate (CaCO3) at soil particle contacts and soil particle surfaces. An extensive experimental study was undertaken to investigate the influence of initial relative density on the efficiency of the biocementation process, the reduction of liquefaction susceptibility, and the cyclic response in biocemented calcareous soils. For this purpose, stress-controlled undrained cyclic triaxial shear (CTS) tests were carried out on untreated and MICP-treated calcareous sand specimens for different initial relative densities and magnitudes of biocementation. Improvement in the cyclic response was quantified and compared in terms of excess pore pressure generation, evolution of axial strains, and the number of cycles to liquefaction. The cyclic experiments show that MICP treatment can change the liquefaction failure mechanism from flow failure to cyclic mobility and can significantly change the excess pore pressure generation response of initially loose specimens. Scanning electron microscope (SEM) images indicate the CaCO3 crystals alter the characteristics of the sand particles and confirm the physical change in soil fabric that impacts the dynamic behavior and liquefaction resistance of MICP-treated specimens. Furthermore, the effect of biocementation was contrasted against the effect of relative density alone, and MICP treatment was shown to exhibit greater efficiency in improving the cyclic resistance than densification.

Morphology of retrogressive failures in the Eastern Rhone interfluve during the last glacial maximum (Gulf of Lions, Western Mediterranean)

The Gulf of Lions (NW Mediterranean Sea) is a SW-NE oriented passive continental margin formed since the Oligocene. It presents small to large scale mass movement features suggesting a long history of seafloor instability. Of particular interest are the two surficial large mass-transport deposits along the Rhone turbiditic levee, known as the Rhone Eastern and Western Mass-Transport Deposits (REMTD and RWMTD). With the help of the recently acquired multi-beam bathymetric, sub-bottom profiler, high-resolution seismic and sedimentological data, we investigate the morphology, timing, kinematics, and possible triggering mechanisms of the source area of the REMTD, which we refer to as the Eastern Rhone Interfluve Slide (ERIS). ERIS has an estimated run-out distance of approximately 200km. It covers an area of about 700 km2 and the volume of the mobilized material is approximately 110km3. Our data reveal four individual glide planes within the ERIS complex which were most likely generated by retrogressive failures. The basal surfaces of the ERIS coincide with high-amplitude seismic reflectors similar to those previously interpreted as the expression of condensed sections on the upper slope. The turbiditic sequences sandwiched between the condensed sections likely control the localisation of potential weak layers favouring the failures. AMS radiocarbon dating yields an age of approximately 21 ka cal BP for the failures, which falls within the peak of the Last Glacial Maximum. The toe area of the ERIS is incised by several active listric faults rooted in the Messinian strata, which control the location of the slide scarps. The combination of several factors such as slope steepening, halokinesis, and excess pore pressure generation due to rapid turbiditic sedimentation during the Last Glacial Maximum are considered as the possible candidates for the triggering of the failures in the investigated slope.

On the Gravity-Driven Sliding Motion of a Planar Board on a Tilted Soft Porous Layer

In this paper, we report a novel experimental study to investigate the gravity-driven sliding motion of a planar board over a tilted soft porous layer. A laser displacement sensor was used to measure the motion of the board, while a high-speed camera was adopted to capture the detailed compression of the porous layer when the board glided over it. The pore pressure generation, as a result of the compression, was recorded by pressure sensors mounted on the bottom surface of the porous layer. One finds that, the pressure distribution agrees well with the theory developed by Wu and Sun (Med Sci Sports Exerc 43:1955–1963, 2011). Extensive parametric study was performed by varying the center of gravity of the planar board, the tilted angle and the porous material. Consistent agreement between the theoretical predictions and experimental results was obtained. It shows that, the effect of soft porous lubrication is enhanced when the center of gravity moves toward to the trailing edge of the planar board, or the tilted angle of the porous layer is increased, or a smoother fibrous surface is used.

Adjustment of a numerical model for pore pressure generation during an earthquake.

This article proposes methodology for evaluating the accuracy of the pore pressure generation model devised by Byrne, as implemented in a commercial software program using a Mohr-Coulomb-type failure criterion and a Finn constitutive model. The different empirical formulas of liquefaction developed by Seed and Idriss are reviewed, as well as various constitutive models specified in the literature, emphasizing the selection of the Finn model for the liquefaction study. In the analysis a comparison is carried out using the factors of safety against liquefaction (FSLs) devised by Seed and Idriss and the adapted formula by Boulanger and Idriss. The analysis assumes a hypothesis to verify whether a soil element is liquefied. The results are then compared with those of a numerical model that simulates a soil column, the base of which is subjected to the same seismic inputs of varying magnitudes, Mw, and peak ground accelerations, Pga, to which the empirical model was subjected. Adjusted equations are provided on the based on that comparison to allow for the calibration of the Byrne equation using the (N1)60 value obtained via a standard penetration test (SPT), for the study of liquefaction problems in situations in which there are earthquakes of varying magnitudes.

Undrained Pore Pressure Development on Cohesive Soil in Triaxial Cyclic Loading

Cohesive soils subjected to cyclic loading in undrained conditions respond with pore pressure generation and plastic strain accumulation. The article focus on the pore pressure development of soils tested in isotropic and anisotropic consolidation conditions. Due to the consolidation differences, soil response to cyclic loading is also different. Analysis of the cyclic triaxial test results in terms of pore pressure development produces some indication of the relevant mechanisms at the particulate level. Test results show that the greater susceptibility to accumulate the plastic strain of cohesive soil during cyclic loading is connected with the pore pressure generation pattern. The value of excess pore pressure required to soil sample failure differs as a consequence of different consolidation pressure and anisotropic stress state. Effective stresses and pore pressures are the main factors that govern the soil behavior in undrained conditions. Therefore, the pore pressure generated in the first few cycles plays a key role in the accumulation of plastic strains and constitutes the major amount of excess pore water pressure. Soil samples consolidated in the anisotropic and isotropic stress state behave differently responding differently to cyclic loading. This difference may impact on test results analysis and hence may change the view on soil behavior. The results of tests on isotropically and anisotropically consolidated soil samples are discussed in this paper in order to point out the main features of the cohesive soil behavior.

Enhanced landslide mobility by basal liquefaction: The 2014 State Route 530 (Oso), Washington, landslide

AbstractLandslide mobility can vastly amplify the consequences of slope failure. As a compelling example, the 22 March 2014 landslide near Oso, Washington (USA), was particularly devastating, traveling across a 1-km+-wide river valley, killing 43 people, destroying dozens of homes, and temporarily closing a well-traveled highway. To resolve causes for the landslide’s behavior and mobility, we conducted detailed postevent field investigations and material testing. Geologic and structure mapping revealed a progression of geomorphological structures ranging from debris-flow lobes at the distal end through hummock fields, laterally continuous landslide blocks, back-rotated blocks, and finally colluvial slides and falls at the landslide headscarp. Primary structures, as well as stratigraphic and vegetation patterns, in the landslide deposit indicated rapid extensional motion of the approximately 9 × 106 m3 source volume in a closely timed sequence of events. We identified hundreds of transient sand boils in the landslide runout zone, representing evidence of widespread elevated pore-water pressures with consequent shear-strength reduction at the base of the slide. During the event, underlying wet alluvium liquefied and allowed quasi-intact slide hummocks to extend and translate long distances across the flat valley. Most of the slide material itself did not liquefy. Using geotechnical testing and numerical modeling, we examined rapid undrained loading, shear and collapse of loose saturated alluvium, and strong ground shaking as potential liquefaction mechanisms. Our analyses show that some layers in the alluvium can liquefy when sheared, as could occur with rapid undrained loading. Simultaneous ground shaking could have contributed to pore-pressure generation as well. Two key elements, a large and rapid failure overriding wet liquefiable sediments, enabled the landslide’s high mobility. Basal liquefaction may enhance mobility of other landslides in similar settings.

Pore pressure generation in a poro-elastic soil under moving train loads

During the passage of a train along a railway track, the underlying soil experiences repeated loading. If the soil is saturated, pore pressures will increase as the load passes, and these may or may not start to dissipate before each load is removed. To investigate the dynamic response and excess pore pressures generated in a saturated ground below the track, this study uses a 2.5D finite element model (FEM) of a coupled track-embankment-ground system. The saturated soil is modelled using Biot's theory of elastic wave propagation. The implementation of the method is verified by comparison with semi-analytical solutions for both single-phase elastic and poro-elastic media. It is then used to investigate the influence of load speed c, soil Darcy permeability kD and stiffness on the excess pore water pressures generated. It is found that the ratio c/kD determines the extent to which excess pore pressures build up during passage of the load, at any given depth. For a saturated soil of a particular stiffness, if c/kD is less than 104, the soil can be viewed as highly permeable in relation to the load speed and almost no excess pore pressure is developed. For a single moving load, there is a critical value of c/kD, above which the maximum pore pressure reaches a constant value; this critical value depends on the depth. Below the critical value, the pore pressure accumulated during the passage of a train depends on c/kD but is otherwise independent of the load speed. The pore pressure accumulated during the passage of a bogie pair is greatest for intermediate values of c/kD. For small values of c/kD (high permeability), the pore pressure build-up is small, whereas for large values of c/kD (low permeability) the pore pressure does not dissipate during the loading cycle. The variation in the maximum stress ratio, (τ/σ′)max, with permeability depends on the depth under consideration. The depth to which pore pressures are generated and the effects of soil stiffness are also discussed in this paper.

Hysteretic behaviour model of soils under cyclic loads

The article reports the application of the mathematical theory of hysteresis to soil dynamics to characterise its behaviour under the action of cyclic loads. Based on appropriate laboratory experiments for a given soil, the achieved values were verified in simulations. The cycle shapes of stress–strain shear response for all strain levels and different combinations of static and cyclic shear stress loading were replicated. For proper characterisation in the case of repeated loads, the model incorporates the phenomenon of degradation of the structure and generation of excess pore pressure in considering its continuous variation throughout the loading process using an energy approach. The model is defined by parameters with physical interpretations that are evident from the tests.