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Engineering â€ș Civil and Structural Engineering

Geotechnical Engineering and Soil Stabilization

Works Count: 76916

Description

This cluster of papers focuses on the mechanical behavior, strength, and reinforcement techniques of soil, particularly in the context of geosynthetics, fiber reinforcement, stone columns, sand mixtures, clay stabilization, and embankment construction. The research covers topics such as bearing capacity, numerical analysis, and shear strength of reinforced soils.

Keywords

Soil Reinforcement; Geosynthetics; Fiber Reinforcement; Stone Columns; Sand Mixtures; Clay Stabilization; Bearing Capacity; Numerical Analysis; Shear Strength; Embankment Construction

Finite Element Slope Stability Analysis by Shear Strength Reduction Technique

1992-03-01
Tamotsu Matsui , Ka‐Ching San

Shear Modulus and Damping in Soils: Design Equations and Curves

1972-07-01
Bobby O. Hardin , Vincent P. Drnevich
Equations and graphs for the determination of shear modulus and damping of soils, for use in design problems involving repeated loading or vibration of soils, are presented. These equations and 
 Equations and graphs for the determination of shear modulus and damping of soils, for use in design problems involving repeated loading or vibration of soils, are presented. These equations and graphs are based on numerous laboratory tests on both remolded and undisturbed cohesive soils and on clean sands. Comparison of the measured and computed values shows good agreement. An example problem showing how these equations and curves are used is given.

Stiffness matrices for layered soils

1981-12-01
Eduardo Kausel , José M. Roësset
Abstract The Haskell-Thompson transfer matrix method is used to derive layer stiffness matrices which may be interpreted and applied in the same way as stiffness matrices in conventional structural analysis. 
 Abstract The Haskell-Thompson transfer matrix method is used to derive layer stiffness matrices which may be interpreted and applied in the same way as stiffness matrices in conventional structural analysis. These layer stiffness matrices have several advantages over the more usual transfer matrices: (1) they are symmetric; (2) fewer operations are required for analysis; (3) there is an easier treatment of multiple loadings; (4) substructuring techniques are readily applicable; and (5) asymptotic expressions follow naturally from the expressions (very thick layers; high frequencies, etc.). While the technique presented is not more powerful than the original Haskell-Thompson scheme, it is nevertheless an elegant complement to it. The exact expressions are given for the matrices, as well as approximations for thin layers. Also, simple examples of application are presented to illustrate the use of the method.

In Situ Tests by Flat Dilatometer

1980-03-01
Silvano Marchetti
A flat blade shaped tip, with a thin flat circular steel membrane fitted flush with one side, is jacked into the ground. At 20-cm depth intervals the penetration is stopped, 
 A flat blade shaped tip, with a thin flat circular steel membrane fitted flush with one side, is jacked into the ground. At 20-cm depth intervals the penetration is stopped, the membrane is inflated and the following readings are taken: A = pressure at which the membrane starts to expand against the soil; B = pressure needed to deflect the membrane center 1.00 mm against the soil. Simple expressions derived in the paper are used to determine the parameters ID (material index), KD (horizontal stress index), ED (dilatometer modulus) from the field readings. The profiles of ID, KD, ED are used with the empirical correlations presented in the paper to obtain estimates of a number of soil parameters used in geotechnical engineering design.

Shear Modulus and Damping in Soils: Measurement and Parameter Effects (Terzaghi Leture)

1972-06-01
Bobby O. Hardin , Vincent P. Drnevich
Based on numerous tests on a spectrum of disturbed and undisturbed soils, the shear modulus decreases and the damping ratio increases very rapidly with increasing strain amplitude. The rate of 
 Based on numerous tests on a spectrum of disturbed and undisturbed soils, the shear modulus decreases and the damping ratio increases very rapidly with increasing strain amplitude. The rate of increase or decrease depends on many parameters: (1) Effective mean principal stress; (2) degree of saturation; (3) void ratio; and (4) number of cycles of loading. Ambient states of octahedral shear stress, overconsolidation ratio, effective strength envelope, frequency of loading, and time effects have a less important influence on these properties. Cohesive soils are affected differently than clean sands. The apparatus used to measure shear modulus and damping must be capable of making accurate measurements at very small shearing strains, the range being defined by practical problems in earthquake and foundation vibrations. A pseudo static simple shear apparatus and two different resonant column apparatus were used.

36. Shear modulus and damping in soils: measurement and parameter effects

1973-01-01
Bobby O. Hardin , Vincent P. Drnevich

Bearing Capacity Tests on Reinforced Earth Slabs

1975-12-01
Jean Binquet , Kenneth L. Lee
Results are presented for some 65 bearing capacity tests using a 3-in. (75-mm) wide strip footing on sand reinforced with strips of aluminum foil. Three foundation conditions are considered: (1) 
 Results are presented for some 65 bearing capacity tests using a 3-in. (75-mm) wide strip footing on sand reinforced with strips of aluminum foil. Three foundation conditions are considered: (1) Uniform density sand to large depth; (2) sand overlying an extensive soft layer; and (3) sand overlying a potential cavern or localized weak pocket. The vertical spacing and concentration of reinforcing layers were varied to obtain the optimum arrangement for each condition. The data show that considerable benefit may be obtained in both load settlement and ultimate bearing capacity by use of a modest amount of reinforcing.

Limit Analysis and Soil Plasticity

1975-01-01
Wai-Fah Chen

Advanced Soil Mechanics

2013-10-24
Braja M. Das
What's New in the Fourth Edition:The fourth edition further examines the relationships between the maximum and minimum void ratios of granular soils and adds the American Association of State Highway 
 What's New in the Fourth Edition:The fourth edition further examines the relationships between the maximum and minimum void ratios of granular soils and adds the American Association of State Highway and Transportation Officials (AASHTO) soil classification system. It summarizes soil compaction procedures and Proctor compaction tests. It introduces

New Design Procedure for Stability of Soft Clays

1974-07-01
Charles C. Ladd , Roger Foott
A new method of selecting design shear strengths for soft clay foundations is presented which avoids much of the empiricism of the present methods. Current design practice is analyzed in 
 A new method of selecting design shear strengths for soft clay foundations is presented which avoids much of the empiricism of the present methods. Current design practice is analyzed in light of the results of recent research into the behavior of soft clays. The concept of determining normalized shear strength parameters from laboratory reconsolidated samples sheared under the in situ modes of failure is developed. These normalized parameters are applied to the measured stress history (over-consolidation ratio profile) of the deposit to yield design strengths. The technique is called SHANSEP. Four examples of its use are presented and compared with present practice.

Guidelines for Analysis and Description of Soil and Regolith Thin Sections

2003-01-01
Georges Stoops

Behavior of Stone Columns Based on Experimental and FEM Analysis

2007-03-16
A. P. Ambily , Shailesh R. Gandhi
A detailed experimental study on behavior of single column and group of seven columns is carried out by varying parameters like spacing between the columns, shear strength of soft clay, 
 A detailed experimental study on behavior of single column and group of seven columns is carried out by varying parameters like spacing between the columns, shear strength of soft clay, and loading condition. Laboratory tests are carried out on a column of 100mm diameter surrounded by soft clay of different consistency. The tests are carried out either with an entire equivalent area loaded to estimate the stiffness of improved ground or only a column loaded to estimate the limiting axial capacity. During the group experiments, the actual stress on column and clay were measured by fixing pressure cells in the loading plate. Finite-element analyses have also been performed using 15-noded triangular elements with the software package PLAXIS. A drained analysis was carried out using Mohr-Coulomb's criterion for soft clay, stones, and sand. The numerical results from the FEM are compared with the experimental results which showed good agreement between the results. Columns arranged with spacings more than 3 times the diameter of the column does not give any significant improvement. Based on the results, design charts are developed and a design procedure is suggested.

Initial Fabrics and their Relations to Mechanical Properties of Granular Material

1972-03-01
Masanobu Oda

A simple review of soil reinforcement by using natural and synthetic fibers

2011-12-29
Sayyed Mahdi Hejazi , Mohammad Sheikhzadeh , Sayyed Mahdi Abtahi +1 more

Static Response of Sands Reinforced with Randomly Distributed Fibers

1990-11-01
Mohamad H. Maher , Donald H. Gray
Laboratory triaxial compression tests are performed to determine the static stress‐strain response of sands reinforced with discrete, randomly distributed fibers, and to observe the influence of various fiber properties, soil 
 Laboratory triaxial compression tests are performed to determine the static stress‐strain response of sands reinforced with discrete, randomly distributed fibers, and to observe the influence of various fiber properties, soil properties, and test variables on soil behavior. In addition to the experimental program, a model is developed, based on a statistical theory of strength for composites, to predict the fiber contribution to strength under static loads. Randomly distributed fiber inclusions significantly increase the ultimate strength and stiffness of sands. The increase in strength and stiffness is a function of sand granulometry (i.e., gradation and particle size and shape) and fiber properties (i.e., weight fraction, aspect ratio, and modulus). The sand‐fiber composites have either a curved linear or a bilinear failure envelope, with the break occurring at a threshold confining stress called the "critical confining stress." The magnitude of the critical confining stress decreases with an increase in sand gradation, particle angularity, and fiber aspect ratio, and increases with an increase in fiber modulus. The critical confining stress is insensitive to changes in sand particle size and fiber content. Predicted strength increases from fiber reinforcement using a theoretical model based on a statistical theory of strength for composites agree reasonably well with measured values.

Limit Analysis and Soil Plasticity

1976-07-01
Danny K. McCook

Elastic Analysis of Soil-Foundation Interaction

1980-03-01
A. P. S. Selvadurai , G. M. L. Gladwell
Keywords: Elasticite ; Semelle ; Fondation ; Mecanique des sols Reference Record created on 2004-09-07, modified on 2016-08-08 Keywords: Elasticite ; Semelle ; Fondation ; Mecanique des sols Reference Record created on 2004-09-07, modified on 2016-08-08

The Arch in Soil Arching

1985-03-01
Richard L. Handy
Soil arching action or “bin effect” is usually quantified by use of a horizontal differential element whose support derives in part from Rankine theory. In the 1940's, Krynine mathematically proved 
 Soil arching action or “bin effect” is usually quantified by use of a horizontal differential element whose support derives in part from Rankine theory. In the 1940's, Krynine mathematically proved this incorrect. The present analysis substitutes a catenary arch describing the path of the minor principal stress, which thus is complementary to a structural arch, and dips downward instead of upward if supportive. Soil arching action develops in two stages: The first involves rotation of the principal stresses adjacent to a rough wall and causes horizontal wall pressures to significantly exceed those from classical theory simulating a Ko pressure distribution even in loose backfill soil. The second stage reduces pressures on the lower wall to give a curvilinear distribution typically centered at a height 0.42 times the height of the wall and in close agreement with published data.

Lateral Resistance of Piles in Cohesionless Soils

1964-05-01
Bengt B. Broms
Methods are presented for the calculation of deflections, ultimate resistance, and moment distribution for laterally loaded single piles and pile groups driven into cohesionless soils. The lateral deflections have been 
 Methods are presented for the calculation of deflections, ultimate resistance, and moment distribution for laterally loaded single piles and pile groups driven into cohesionless soils. The lateral deflections have been calculated assuming that the coefficient of subgrade reaction increases linearly with depth and that the value of this coefficient depends primarily on the relative density of the supporting soil. The ultimate lateral resistance has been assumed to be governed by the yield or ultimate moment resistance of the pile section or by the ultimate lateral resistance of the supporting soil. The ultimate lateral resistance is assumed to be equal to three times the passive Rankine earth pressure. The deflections and lateral resistance, as calculated by the proposed methods, have been compared with available test data. Satisfactory agreement was found.

The General Theory of Stresses and Displacements in Layered Systems. I

1945-02-01
D. M. Burmister
The problems of airport and foundation engineering have become increasingly important in the war construction program. These problems frequently involve the consideration of stresses and settlements in layered soil deposits. 
 The problems of airport and foundation engineering have become increasingly important in the war construction program. These problems frequently involve the consideration of stresses and settlements in layered soil deposits. The well-known Boussinesq equations apply strictly only to homogeneous soil deposits. The general theory of stresses and displacements in a twolayer system is developed in order to provide the engineer with a useful tool which is more directly applicable to the analysis of actual conditions encountered in soil deposits. The basic equations of stresses and settlements are derived. The numerical evaluation of the surface settlement equation for the simplest case of Poisson's ratio equal to one-half has been completed as the first of a series, and is presented in the form of influence curves for the analysis of practical problems.
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Some Recent Research on the Bearing Capacity of Foundations

1963-09-01
G. G. Meyerhof
The first part of the paper summarizes the results of recent research on the bearing capacity of spread foundations of various shapes under a central vertical load and outlines the 
 The first part of the paper summarizes the results of recent research on the bearing capacity of spread foundations of various shapes under a central vertical load and outlines the effects of foundation depth, eccentricity and inclination of the load. Simple formulae have been derived for use in practice and their application to the design of rigid and flexible foundations is briefly indicated.The second part of the paper discusses the bearing capacity of single piles under vertical and inclined loads. The bearing capacity of piled foundations and free-standing pile groups is outlined, and the results of model tests on pile groups under central and eccentric loads are briefly analysed in relation to some problems in practice.

Foundations on Expansive Soils

1975-01-01
Fu Hua Chen

SOIL STRENGTH-ROOT PENETRATION RELATIONS FOR MEDIUM- TO COARSE-TEXTURED SOIL MATERIALS

1966-07-01
Howard M. Taylor , G. M. Roberson , J. J. Parker

Unsaturated Soil Mechanics.

2005-05-01
Markus Berli , Dani Or

Finite element analysis of deformation of strain‐softening materials

1981-03-01
St. Pietruszczak , Z. MrĂłz
Abstract A finite element analysis of strain‐softening materials is presented in which the shear band of prescribed thickness is assumed to exist within elements where maximal stress intensity is reached. 
 Abstract A finite element analysis of strain‐softening materials is presented in which the shear band of prescribed thickness is assumed to exist within elements where maximal stress intensity is reached. The incremental stiffness matrix of the element is derived including shear band deformation. Examples presented in the Paper demonstrate that the load‐displacement curve and the displacement field are not sensitive to the mesh size used in the solution.

Mechanical Properties of Kaolinite/Fiber Soil Composite

1994-08-01
M. H. Maher , YC Ho
The mechanical properties of a kaolinite/fiber soil composite were evaluated by a series of laboratory unconfined‐compression, splitting‐tension, three‐point‐bending, and hydraulic‐conductivity tests. The inclusion of randomly distributed fibers significantly increased the 
 The mechanical properties of a kaolinite/fiber soil composite were evaluated by a series of laboratory unconfined‐compression, splitting‐tension, three‐point‐bending, and hydraulic‐conductivity tests. The inclusion of randomly distributed fibers significantly increased the peak compressive strength, ductility, splitting tensile strength, and flexural toughness of kaolinite clay. The increase in strength and toughness was a function of fiber length and content, and the water content of the composite. Increasing fiber content increased the compressive and tensile strength, and the toughness index of kaolinite clay, with the effect being more pronounced at lower water contents. The contribution of fibers to peak compressive and tensile strengths were reduced, and ductility increased, with increasing fiber length. The fiber inclusion increased the hydraulic conductivity of the composite and the increase was more pronounced at higher fiber contents. Despite the increase, the hydraulic conductivity of the composite was still low enough to be considered for some landfill applications.

Strength and mechanical behavior of short polypropylene fiber reinforced and cement stabilized clayey soil

2006-12-23
Chao‐Sheng Tang , Bin Shi , Wei Gao +2 more

The influence of phase on the calculation of pseudo-static earth pressure on a retaining wall

1990-03-01
R. S. Steedman , X. Zeng
Centrifuge modelling tests show clearly the phase change in lateral acceleration in the backfill behind a retaining wall as shear waves propagate from the base of the model towards the 
 Centrifuge modelling tests show clearly the phase change in lateral acceleration in the backfill behind a retaining wall as shear waves propagate from the base of the model towards the ground surface. However, design calculations for the dynamic lateral earth pressure on a retaining wall which use a pseudo-static approach assume that the backfill experiences a uniform acceleration throughout. Researchers have agreed that the total lateral earth pressure calculated using this approach is approximately correct, but have disagreed over the distribution of the dynamic increment of pressure. The Paper presents an analysis which takes into account a finite shear wave velocity in the backtill, thus allowing for the phase change in a prototype structure. The phase change does not have a significant influence on the magnitude of the total earth pressure, but it has a marked effect on the distribution of the dynamic increment. The resultant pressure is seen to act at a point above one third of the height of the wall. The maximum dynamic earth pressure and the peak bending moment on the wall are approximately in phase with the acceleration at mid-depth, and therefore this acceleration may be the most appropriate value to use for design. The effect of a non-uniform shear modulus distribution is considered, as is the effect of amplification of acceleration on the distribution and magnitude of earth pressure. Ampliication of acceleration has an influence similar in character to the effect of increasing the acceleration coefftcient in a uniform acceleration field. Centrifuge model test data analysed using this approach show good agreement if the amplification of motion is taken into account. Des essais de modÚle à la centrifugeuse indiquent clairemeat le changement de phase de l'accélération latérale dans le remblai derriÚre un mur de soutÚnement pendant que les ondes de cisaillement se propagent à partir de la base du modÚle vers la surface du terrain. Les calculs classiques pour la pression latérale dynamique des terres sur un mur de soutÚnement qui emploient un méthode pseudostatique admettent cependant que le remblai entier subit une accélération uniforme. Les rechercheurs reconnaissent que la pression latérale totale des terres calculée par cette méthode est approximativement correcte, mais ne sont pas d'accord sur la distribution de l'incrément dynamique de pression. L'article présente une analyse qui inclut une vélocité finie de l'onde de cisaillement dans le remblai. Le changement de phase darts une structure prototype eat ainsi pris en compte. Le changement de phase est pratiquement sans influence sur la valeur totale de la pression des terres, tandis qu'il prod un effet marqué sur la distribution de l'incrément dynamique. On observe que la pression résultante s'applique au-dessus du tiers de la hauteur du mur. La pression maximale dynamique des terres et le moment maximal de flexion sur le mur se trouvent approximativement en phase avec I'acclélération a mi-profondeur, de sorte que cette accélération peut représenter la valeur la plus convenable à employer dans les calculs de murs. L'article considÚre l'effet d'une distribution non-uniforme du module de cisaillement aussi bien que l'effet de I'amplification de l'accélération sur la distribution et la valeur de la pression des terres. L'amplification de l'accélération exerce une influence analogue à l'effet l'augmentation du coefficient d'accélération darts un champ d'accélération uniforme. Lea données d'essais sur modÚle en centrifugeuse analysées par cette méthode sont satisfaisantes, à condition que l'amplification du mouvement soit prise en compte.

Numerical Analysis of Geosynthetic-Reinforced and Pile-Supported Earth Platforms over Soft Soil

2002-01-01
Jie Han , Mohammed A. Gabr
Geotechnical engineers face several challenges when designing structures over soft soils. These include potential bearing failure, intolerable settlement, large lateral pressures and movement, and global or local instability. Geosynthetic-reinforced and 
 Geotechnical engineers face several challenges when designing structures over soft soils. These include potential bearing failure, intolerable settlement, large lateral pressures and movement, and global or local instability. Geosynthetic-reinforced and pile-supported earth platforms provide an economic and effective solution for embankments, retaining walls, and storage tanks, etc. constructed on soft soils; especially when rapid construction and/or strict deformation of the structure are required. The inclusion of geosynthetic(s) in the fill enhances the efficiency of load transfer, minimizes yielding of the soil above the pile head, and potentially reduces total and differential settlements. A numerical study has been conducted to investigate pile-soil-geosynthetic(s) interactions by considering three major influence factors: the height of the fill, the tensile stiffness of geosynthetic, and the elastic modulus of pile material. While current methods have not fully addressed important effects of the geosynthetic stiffness and pile modulus on the soil arching ratio, numerical results suggested that the stress concentration ratio and the maximum tension in geosynthetic increase with the height of the embankment fill, the tensile stiffness of geosynthetic, and the elastic modulus of the pile material. The distribution of tension force in the geosynthetic reinforcement indicated that the maximum tension occurs near the edge of the pile.

Evalution of Conefficients of Subgrade Reaction

1955-12-01
Karl Terzaghi
Synopsis The theories of vertical and horizontal subgrade reaction are based on the simplifying assumptions that the subgrade obeys Hooke's law, and that the subgrade reaction on the base of 
 Synopsis The theories of vertical and horizontal subgrade reaction are based on the simplifying assumptions that the subgrade obeys Hooke's law, and that the subgrade reaction on the base of a rigid centrally loaded plate resting on the horizontal surface of the subgrade has the same value at every point of the base. Although these assumptions are not rigorously correct, the theories of subgrade reaction can be used for obtaining approximate solutions of many practical problems, such as the computation of the stresses in continuous footings acted upon by concentrated loads, or in piles that are intended to transfer horizontal load on to the subgrade. However, in order to get reasonably accurate results, the coefficients of subgrade reaction must be assigned values compatible with the deformation characteristics of the subgrade and the dimensions of the loaded area. The Paper contains a discussion of the factors which determine the value of the coefficients of both vertical and horizontal subgrade reaction of cohesionless sand and stiff clay, and numerical values are proposed for the constants which appear in the equations defining these coefficients. It contains also brief reviews of the practical application of the theories of subgrade reaction. Les thĂ©ories de rĂ©action verticale et horizontale des soubassement de terrassement sont fondĂ©es sur des hypothĂ©ses de simplification selon lesquelles la plateforme obĂ©it Ă  la loi de Hooke et que la rĂ©action de soubassement sur la base d';une plaque rigide chargĂ©e centralement et reposant sur la surface horizontale de la soubassemcnt a la mĂȘme valeur en tout point de cette base. Bien que ces hypothĂ©ses ne soient pas strictement correctes, les thĂ©ories sur la rĂ©action de soubassement peuvent ĂȘtre utilisĂ©es pour obtenir des solutions approximatives de nombreux problĂ©mes pratiques tels que le calcul des efforts dans des empattements continus sur lesquels agissent des charges concentrĂ©es ou dans des pieux qui ont pour but de transfĂ©rcr la charge horizontale sur la soubassement. Toutefois, afin d'obtenir des semelles de fondation raisonnablement pĂ©cis, les coefficients de rĂ©action de soubassement doivent recevoir des valeurs compatibles avec les caractĂ©ristiques de dĂ©eformation de la soubassement et avec les dimensions de la surface chargĂ©e. Ce document comprend un examen des facteurs dĂ©terminant la valeur des coefficients Ă  la fois de rĂ©action verticale et de rĂ©action horizontale de soubassement pour du sable non-cohĂ©rent et de I'argile raide. Y figurent en outre des valeurs suggĂ©rĂ©es pour les constantes apparaissant dans les Ă©quations qui dĂ©finissent ces coefficients. Le Document donne aussi de brefs exposĂ©s sur l'application pratique des thĂ©ories de rĂ©action de soubassement.

Shear‐Induced Structure in a Concentrated Suspension of Solid Spheres

1980-12-01
Francis Gadala‐Maria , Andreas Acrivos
Views Icon Views Article contents Figures & tables Video Audio Supplementary Data Peer Review Share Icon Share Twitter Facebook Reddit LinkedIn Tools Icon Tools Reprints and Permissions Cite Icon Cite 
 Views Icon Views Article contents Figures & tables Video Audio Supplementary Data Peer Review Share Icon Share Twitter Facebook Reddit LinkedIn Tools Icon Tools Reprints and Permissions Cite Icon Cite Search Site Citation F. Gadala‐Maria, Andreas Acrivos; Shear‐Induced Structure in a Concentrated Suspension of Solid Spheres. J. Rheol. 1 December 1980; 24 (6): 799–814. https://doi.org/10.1122/1.549584 Download citation file: Ris (Zotero) Reference Manager EasyBib Bookends Mendeley Papers EndNote RefWorks BibTex toolbar search Search Dropdown Menu toolbar search search input Search input auto suggest filter your search All ContentThe Society of RheologyJournal of Rheology Search Advanced Search |Citation Search

The Strength of Soils as Engineering Materials

1966-06-01
A. W. Bishop
THE STRENGTH OF SOILS IS STUDIED IN RELATION TO ' /1/ THE FAILURE CRITERIA WHICH ARE USED TO EXPRESS THE RESULTS OF STRENGTH TESTS AND WHICH REFLECT THE INFLUENCE, IF 
 THE STRENGTH OF SOILS IS STUDIED IN RELATION TO ' /1/ THE FAILURE CRITERIA WHICH ARE USED TO EXPRESS THE RESULTS OF STRENGTH TESTS AND WHICH REFLECT THE INFLUENCE, IF ANY, OF THE INTERMEDIATE PRINCIPAL STRESS, /2/ THE BEHAVIOR OF SOILS UNDER THE HIGH STRESSES IMPLIED BY THE GREATLY INCREASED HEIGHT OF EARTH AND ROCKFILL DAMS UNDER CONSTRUCTION, /3/ THE DIFFICULTY OF DETERMINING WHAT IS THE IN-SITU UNDRAINED STRENGTH OF A SOIL, DUE TO THE INFLUENCE BOTH OF ANISTROPY AND OF UNREPRESENTATIVE SAMPLING, AND /4/ THE INFLUENCE OF TIME ON THE DRAINED STRENGTH OF SOILS.

Beams on Elastic Foundation

1995-01-01
Arnold Verruijt

Soil Behaviour in Earthquake Geotechnics

1996-07-25
Kenji Ishihara
Abstract The behavior of the ground is crucial to the stability of structures during earthquake conditions. Our understanding of this behavior depends on a knowledge of soil dynamics and the 
 Abstract The behavior of the ground is crucial to the stability of structures during earthquake conditions. Our understanding of this behavior depends on a knowledge of soil dynamics and the deformation of soils during these catastrophic events. This book provides a comprehensive study of this subject, presenting much of the valuable material accumulated by Japanese researchers over recent years. The author covers theory, laboratory tests, and findings from the field, providing helpful guidance for civil engineers undertaking the critical task of protecting structures in vulnerable zones.

Lateral Resistance of Piles in Cohesive Soils

1964-03-01
Bengt B. Broms
Methods are presented for the calculation of the deflections at working loads, the ultimate lateral resistance, and moment distribution for laterally loaded single piles and pile groups. Both unrestrained and 
 Methods are presented for the calculation of the deflections at working loads, the ultimate lateral resistance, and moment distribution for laterally loaded single piles and pile groups. Both unrestrained and restrained piles have been considered. The lateral deflections have been calculated using the concept of a coefficient of subgrade reaction. The ultimate lateral resistance has been evaluated. The results from the proposed methods of analysis have been compared with available test data. Satisfactory agreement was found at working loads between measured and calculated deflections and between measured and calculated maximum bending moments.

Hyperbolic Stress-Strain Response: Cohesive Soils

1963-02-01
Robert L. Kondner
The divergent concepts of a stability analysis, as compared with a load-deformation approach to soil mechanics, are shown to be compatible within the framework of a hyperbolic stress-strain relation. The 
 The divergent concepts of a stability analysis, as compared with a load-deformation approach to soil mechanics, are shown to be compatible within the framework of a hyperbolic stress-strain relation. The two-constant hyperbolic form of the stress-strain response is such that the ultimate shear strength of the soil is contained within the general formulation and appears in the mathematical limit of the stress as the strain becomes excessive. This is quantiatively demonstrated for a remolded cohesive soil tested in consolidated-undrained triaxial compression. The variables contained in the hyperbolic stress-strain relation include the preconsolidation pressure, rebound stress, lateral pressure during the test, vertical normal stress, strain, and rate of strain. History effects are included in terms of the overconsolidation ratio. The general formulations obtained for the consolidated-undrained triaxial tests are compared with the results reported in the literature by other investigators for both drained and undrained consolidated triaxial tests under various conditions.

Fundamentals of soil stabilization

2017-12-01
Ali Akbar Firoozi , C. Guney Olgun , Ali Asghar Firoozi +1 more
Clayey soils are usually stiff when they are dry and give up their stiffness as they become saturated. Soft clays are associated with low compressive strength and excessive settlement. This 
 Clayey soils are usually stiff when they are dry and give up their stiffness as they become saturated. Soft clays are associated with low compressive strength and excessive settlement. This reduction in strength due to moisture leads to severe damages to buildings and foundations. The soil behavior can be a challenge to the designer build infrastructure plans to on clay deposits. The damage due to the expansive soils every year is expected to be $1 billion in the USA, £150 million in the UK, and many billions of pounds worldwide. The damages associated with expansive soils are not because of the lack of inadequate engineering solutions but to the failure to identify the existence and magnitude of expansion of these soils in the early stage of project planning. One of the methods for soil improvement is that the problematic soil is replaced by suitable soil. The high cost involved in this method has led researchers to identify alternative methods, and soil stabilization with different additives is one of those methods. Recently, modern scientific techniques of soil stabilization are on offer for this purpose. Stabilized soil is a composite material that is obtained from the combination and optimization of properties of constituent materials. Adding cementing agents such as lime, cement and industrial byproducts like fly ash and slag, with soil results in improved geotechnical properties. However, during the past few decades, a number of cases have been reported where sulfate-rich soils stabilized by cement or lime underwent a significant amount of heave leading to pavement failure. This research paper addressed the some fundamental and success soil improvement that used in civil engineering field.
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Geotechnical Special Publication

2016-01-01
Felipe I. Arreguín-Cortés , Rodrigo Murillo-Fernåndez

Recycling waste rubber tyres in construction materials and associated environmental considerations: A review

2020-01-07
Abbas Mohajerani , Lucas Burnett , John Smith +7 more

A NEW CONCEPT IN THE EARLY EXCISION AND IMMEDIATE GRAFTING OF BURNS

1970-12-01
Z. JanĆŸekovič

A Method of analysis of the Stability of Embankments Assuming Parallel Inter-Slice Forces

1967-03-01
E Spencer
Synopsis A method of analysis is described for determining the factor of safety of an embankment against failure on a cylindrical slip surface. The analysis is in terms of effectivce 
 Synopsis A method of analysis is described for determining the factor of safety of an embankment against failure on a cylindrical slip surface. The analysis is in terms of effectivce stress and leads to two equa-tions of equilibrium, the first in respect of forces and the second in respect of moments. Using this method of analysis, the factors affecting the accuracy of Bishop's simplified method have been investigated. Charts have been obtained for three different values of the pore pressure coefficient (r u ) which identify the position of the critical slip circle. A set of stability charts is also given. On décrit une méthode d'analyse pour déterminer le facteur de sécurité d'un remblai contre la rupture sur une surface de glissement cylindrique. L'analyse est faite d'aprÚs la contrainte effective ett amÚne à deux équations d'équilibre, la premiÚre se rapportant aux forces et la deuxiÚme aux moments. En utilisant cette méthod d'analyse, on a étudié les facteurs qui affectent la précision de la méthode simplifiée de Bishop. On est arrivé à des diagram-mes pour les trois valeurs différentes de coefficient de pression interstitielle (r u ) quiidentifient la position du cercle de glissement critique. On donne aussi un groupe de diagrammes de stabilité.

Materials Today: Proceedings

2025-01-01
Thy Truc Doan
The paper objective presents the Field measurement of the Rubble Masonry Ground Deformation under Consideration of the Jackfruit Tree Development after 8 years. Results show the crack's appearance on the 
 The paper objective presents the Field measurement of the Rubble Masonry Ground Deformation under Consideration of the Jackfruit Tree Development after 8 years. Results show the crack's appearance on the grout surface which made small fragments with different lengths and diameters areas sizes. The maximum values of the depths, widths, and lengths of cracks show 30mm, 35mm, and 90 mm; whereas the maximum length appeared on the surface area sizes of 2.350m at the stool; compared with the minimum value of 5mm distance 1.5m. On the other hand, the brick lining increasing the pavement obtained 7cm. Moreover, the development cycle of the jackfruit was done carefully by the Vietnam Standard which included care time, fertilizer, and water supply cycle. Results described particularly in the heights, diameters, and years old as 3 months, 1 year, 3 years, 5 years, and 8 years: 0.3mx15cm; 1.2mx35cm; 2.5mx58cm; 4.0mx72cm; and 6.0x99cm. In conclusion, the research results can use for the references for civil, road, and geology engineering to forecast and it is not recommended to plant jackfruit trees near the ground of houses, pavements, and roads a distance of less than 5m; replace with a distance of rather than 5m to be safe ground. *Keywords Rubble masonry ground deformation, cracks, shapes and sizes of fragments, fertilizer supply cycle, water supply cycle, height and diameter of the jackfruit.

Effect of Natural Fiber on Durability and Strength of Problematic Soils Stabilized with Novel Persian Gum as an Environmentally Friendly Biopolymer

2025-06-26
Mahmoud Ghazavi , Mobina Taslimi Paein Afrakoti | Journal of Materials in Civil Engineering

SOIL STABILIZATION WITH LIME AND SAWDUST AND ITS NUMERICAL ANALYSIS

2025-06-25
Mehmet Ä°nanç Onur , Janvier Habonimana , Pınar ÖZTÜRK KARDOĞAN +2 more | EskiƟehir Technical University Journal of Science and Technology A - Applied Sciences and Engineering
Due to population growth and rapid industrialization, requirement for new construction sites and transportation routes is increasing worldwide every day. The use of waste materials in different engineering applications not 
 Due to population growth and rapid industrialization, requirement for new construction sites and transportation routes is increasing worldwide every day. The use of waste materials in different engineering applications not only contributes to the economy of the country but also becomes a determinant in reducing the effects of environmental pollution. In this study, the suitability of the use of easily obtainable lime and sawdust is discussed for soil stabilization. In the laboratory research phase, the effects of the use of sawdust and lime were investigated on soil bearing capacity problems. Artificial neural network and regression analysis were carried out on the test results. As the conclusion of the study, it is suggested that the use of lime and sawdust is a low-cost and easy-to find alternative additives in soil stabilization. The study also highlights the environmental advantages of utilizing biodegradable and non-toxic materials in soil improvement techniques. Furthermore, the combination of mechanical testing and predictive modeling strengthens the reliability of the findings, offering a scientific basis for practical implementation.

Dynamic Soil Pile Structure Interaction Analysis of 15 Storeyed Symmetric Building Frame with Damping Layers

2025-06-25
Radhika R. Jadhav , S.A. Rasal , H. S. Chore | Indian geotechnical journal

Stabilization of Black Cotton Soil Using Shredded Tyre Rubber and Fly Ash

2025-06-25
Yogesh Shivaji Kale | International Journal for Research in Applied Science and Engineering Technology
Within the context of the process of stabilizing black cotton soil (BCS), this study makes an investigation into the utilization of shredded tire rubber (STR) and fly ash (FA). This 
 Within the context of the process of stabilizing black cotton soil (BCS), this study makes an investigation into the utilization of shredded tire rubber (STR) and fly ash (FA). This means that black cotton soil has the potential to cause severe structural damage because of its high swelling and shrinking tendencies. Black cotton soil is infamous for its high swelling and shrinking tendencies. In light of the fact that they are waste products, STR and FA are currently being investigated for their potential to act as stabilizers. Several laboratory studies, such as Atterberg limits, unconfined compressive strength (UCS), California bearing ratio (CBR), and compaction tests, were conducted on soil samples that contained varying levels of STR and FA. These experiments were carried out on soil samples. As a result of the assimilation of these minerals, the strength of the soil is significantly increased, and the flexibility index is significantly decreased. This is the conclusion that can be drawn from the findings. A mixture that contains 10% STR and 20% FA is the optimal combination for boosting the properties of BCS, according to the findings of the study, which indicate that this mixture is essential.

Railway Track Performance Over Geogrid-Encased Stone Columns Under High-Speed Train Loads: A Numerical and Machine Learning Approach

2025-06-25
Michael Kazemzadeh , Amirali Zad , Maryam Yazdi | Transportation Infrastructure Geotechnology

Influence of induced cementation on compressibility and shear behaviour of tropical residual soils

2025-06-25
N. Srilatha , K. Nagendra Prasad | Journal of Asian Architecture and Building Engineering

Effect of Dispersed Polypropylene Fibers on the Strength and Stiffness of Cement-Stabilized Clayey Sand

2025-06-24
Maciej Miturski , Justyna DzięcioƂ , Olga Szlachetka | Sustainability
Soil stabilization with hydraulic binders like cement is widely used in road construction but significantly contributes to CO2 emissions. This study investigates a more sustainable alternative involving the use of 
 Soil stabilization with hydraulic binders like cement is widely used in road construction but significantly contributes to CO2 emissions. This study investigates a more sustainable alternative involving the use of dispersed polypropylene fiber reinforcement to improve the mechanical properties of stabilized soils while reducing cement consumption. Nine clay sand mixtures with varying cement (2–6%) and fiber (0–0.5%) contents were tested using unconfined compressive strength (UCS) and ultrasonic pulse velocity (UPV) methods. Fiber addition improved UCS by 5.59% in a mix with 2% cement and 0.25% fibers and by 25.45% in one with 4% cement and 0.25% fibers. This shows that fibers can improve strength at different cement levels. A novel reinforcement index (Ri) was introduced to predict UCS empirically. The model showed that using 0.5% fibers (Ri=1.0%) enabled a 25.12% reduction in cement without compromising strength. However, this improvement came at the cost of stiffness: deformation modulus E50 decreased by up to 67.51% at 0.5% fiber content. Statistical validation using MAE, RMSE, and MAPE confirmed the model’s accuracy. Although the results were based on a single soil type, they showed that polypropylene fibers can support decarbonization efforts by reducing cement demand and represent a technically feasible approach to more sustainable geotechnical engineering applications.

Development of a Swelling Model for Strong Expansive Soil Under K0 Stress State for Building Foundation Applications

2025-06-24
Shuangping Li , Bin Zhang , Han Tang +2 more | Buildings
This study explores the swelling behavior of strong expansive soil from the Nanyang Section II canal bed of the South-to-North Water Diversion Middle Route Project, with practical relevance to foundation 
 This study explores the swelling behavior of strong expansive soil from the Nanyang Section II canal bed of the South-to-North Water Diversion Middle Route Project, with practical relevance to foundation engineering. A total of 45 one-dimensional swelling tests were performed using a lever-type consolidation apparatus under K0 stress conditions. The test matrix covered three dry densities (1.45, 1.50, and 1.55 g/cm3), three initial moisture contents (20%, 25%, and 30%) and five overburden pressures (0, 12.5, 25, 50, and 100 kPa). Results indicated that the swelling rate decreased in a logarithmic pattern with increasing pressure and was strongly influenced by compaction level and initial moisture. The highest observed swelling rate was 14.96% under zero loading. Based on the experimental data, a semi-empirical model was developed that accounts for dry density, water content, and overburden pressure. The model showed strong agreement with the test results (R2 = 0.9888) and was further validated using an independent dataset (dry density = 1.60 g/cm3), achieving R2 = 0.981 and RMSE = 0.606%. The proposed model serves as a practical tool for predicting swelling-induced deformation and supports engineering decisions on compaction, moisture conditioning, and foundation stability in expansive soil regions.

Unified solution of non-limit active and passive earth pressure of retaining wall considering soil arching effect

2025-06-24
Guihai Gao , Jianxu Chen , Bo Qian +1 more | PLoS ONE
The existing theory can not get the unified solution of non-limit active and passive earth pressure with clear mechanical concept. Based on Duncan-Chang stress-strain model, this paper puts forward a 
 The existing theory can not get the unified solution of non-limit active and passive earth pressure with clear mechanical concept. Based on Duncan-Chang stress-strain model, this paper puts forward a relationship between friction angle and wall displacement ratio, which can consider both non-limit active state and non-limit passive state. According to the horizontal layer analysis method, the unified solution of non-limit active and passive earth pressure of retaining wall can be derived, which can be reduced to Rankine solution. The feasibility of the formula is verified by comparing the research results of this paper with the existing theoretical and experimental values. It is found that in the process of changing from non-limit passive state to non-limit active state, the thrust of wall gradually decreases nonlinearly, and the position of the acting point of resultant force gradually increases nonlinearly, and both the change ranges are positively correlated with the internal friction angle. The theoretical formula mechanics in this paper has clear concept and convenient application, which has certain reference significance for engineers.

Field assessment of enzyme-based stabilization for Sustainable Forest Roads in Sweden

2025-06-24
Dina K Kuttah , Nils Anders Olsson | European transport studies.

Shear response and distribution optimization of polypropylene fiber-reinforced tailings under a three-dimensional model of reinforcement and soil separation

2025-06-24
Changbo Du , Shang Li , Yi Fu +3 more | Proceedings of the Institution of Mechanical Engineers Part L Journal of Materials Design and Applications
To investigate the effects of polypropylene fibers on the shear properties of reinforced tailings, in this paper, a new three-dimensional finite element model featuring discrete reinforcement and soil elements is 
 To investigate the effects of polypropylene fibers on the shear properties of reinforced tailings, in this paper, a new three-dimensional finite element model featuring discrete reinforcement and soil elements is presented. This model is based on data from direct shear tests of tailings reinforced with polypropylene fibers, secondary development of ABAQUS preprocessing via the Python language, random distribution of fibers in the tailings matrix, and the influence of different fiber parameters on the numerical simulation of reinforced tailings. The test results show that the addition of polypropylene fibers can significantly improve the shear strength of tailings, and when the fiber content is less than or equal to 0.3%, the experimental value and the simulated value are in good agreement. When the fiber content exceeds 0.3%, the experimental values differ greatly from the simulated values. The maximum deviation between the test value and the simulated value of the shear strength of reinforced tailings with different fiber lengths is 15%, and the fiber length corresponding to the maximum deviation is 3 mm. Except for the 3 mm short fiber dimension, the deviation between the test value and simulation value of the reinforced tailings with other fiber lengths is less than 5% Under different distribution states of the polypropylene fibers, the stress on the fiber is the greatest when the fiber is randomly distributed, indicating that the fiber can bear more stress under a random distribution state. The stress on the fiber exhibits relatively small differences when the fiber distribution angle is 30°, 45° or 90°, and the stress on the fiber reaches its minimum when the fiber distribution angle is 0°. This three-dimensional finite element model can provide a reliable basis and technical support for calculating the reinforcement and soil of various fibers and matrices separately by changing the material parameters,The research results provide a reference scheme for roadbed reinforcement engineering.

Shear Strength Variability and Slope Stability Risk in Gneissic Residual Soils of Serra do Mar

2025-06-24
Marcelo Heidemann , JoĂŁo Vitor Emmert Maximiliano , Luiz AntĂŽnio Bressani | Geotechnical and Geological Engineering

Comparative Seismic Performance of RCC Beam with Rebar and Post Tensioned PSC Beam Using LRPC Strands with M35 Grade on Hard Soil

2025-06-24
Shyam Patidar | International Journal for Research in Applied Science and Engineering Technology
India has been identified among the most densely populated countries in the world, as per recent statistics. A severe shortage of urban land has been experienced due to this high 
 India has been identified among the most densely populated countries in the world, as per recent statistics. A severe shortage of urban land has been experienced due to this high population density. To ensure maximum spatial efficiency, buildings with aesthetic appeal have been engineered using RCC technology. In recent constructions, the advantages of Prestressed Concrete (PSC)—including lower material usage and higher structural strength—have not been fully considered. The substitution of RCC with PSC, while maintaining stability, has been regarded as the principal challenge. A systematic review of literature focusing on PSC implementation and techniques was undertaken in this dissertation. The gap in the research field was noted, as no analytical study has been reported involving post tensioned PSC beams with LRPC strand cables. Multiple simulation cases were performed using advanced structural analysis software for a commercial building model. Different structural cases with PSC beams at various floor levels were analyzed and later optimized into categories ranging from PSC-LRPC-B to PSC-LRPC-M. These optimized cases were subsequently compared against a standard RCC structure labeled RCC-REBAR-A. Key performance indicators such as beam deflection, shear force, bending moment, and total base shear under seismic effects were carefully assessed. Limiting capacities of beam resistance were investigated using these parameters and thoroughly examined. In a G+10 residential building scenario, considerable reductions in beam size were achieved using optimized PSC members. Cross sectional areas of beams were reduced by a minimum of 11.11% and a maximum of 78.79%, depending on the floor level. Finally, economic benefits were realized, as the reduction in member sizes due to PSC implementation was found to correlate with overall cost savings.

Numerical simulation analysis of the dynamic compaction reinforcement of a collapsible loess canal based on FDM‒DEM coupling

2025-06-23
Haozhen Xu , Lingkai Zhang , Chong Shi | Computational Particle Mechanics

Mathematical model for piled embankments on saturated soft clay

2025-06-23
Viviana Mangraviti , Jelke Dijkstra , Luca Flessati +1 more | GĂ©otechnique
Piled embankments are traditionally designed by using either guidelines based on simplified limit-equilibrium theories or advanced finite-element (FE) numerical analyses. Both methods have limitations: the former do not allow the 
 Piled embankments are traditionally designed by using either guidelines based on simplified limit-equilibrium theories or advanced finite-element (FE) numerical analyses. Both methods have limitations: the former do not allow the assessment of settlements at the top of the embankment, whereas the latter easily become overly complex, hence limiting practical applications. This paper introduces a new mathematical model capable of reproducing, with minimal computational effort, the mechanical response of piled embankments modelled by means of FEs. The model is based on a set of fundamental principles, assumptions and phenomenological equations obtained from a deep understanding of the mechanics behind the FE problem. The model, evaluating average and differential settlements at the top of the embankment during the consolidation of the soft soil, is validated against full-scale test data and benchmarked against independent numerical results. The results are compared with existing formulas to evaluate the critical height of the embankment, demonstrating the great potential of the new model for engineering practice (giving nearly instantaneous displacement-based solutions for the design of piled embankments in a preliminary stage).

Experimental and numerical investigation of the bearing capacity of Jacket mudmat with a central opening in soft clay

2025-06-23
Kranthi Konda Boppana , S. Nallayarasu | Ships and Offshore Structures

Time-Dependent Behavior of Multi-layer Geogrid-Reinforced Encased Stone Column-Supported Embankments

2025-06-23
M. P. Vibhoosha , Anjana Bhasi , Sitaram Nayak | Transportation Infrastructure Geotechnology

Impact of Dynamic Load on Stability Analysis of Geotechnical Structures: Theoretical and Numerical Studies

2025-06-22
Kaustav Chatterjee , Pratik Goel , Tapobrata Lodh +4 more | Indian geotechnical journal

Determination Strength of Marine Clay Stabilised with Quicklime

2025-06-22
Ghazali Ismail , Ismacahyadi Bagus Mohamed Jais , Harris Ramli +1 more | Built Environment Journal
Sub-grade or Soil stabilisation is a technique to increase the strength of the pavement layer by altering the chemical and mineral composition using chemical or non-chemical additives as the stabilising 
 Sub-grade or Soil stabilisation is a technique to increase the strength of the pavement layer by altering the chemical and mineral composition using chemical or non-chemical additives as the stabilising agents. Soil stabilisation using quicklime mixed with the existing subgrade/soil has been widely applied to the base or foundation in any construction by geotechnical engineers to improve or to develop desirable engineering properties for a particular construction. This paper investigates the effect of a chemical stabiliser, which is quicklime, on the strength of clay to act as a subgrade for the pavement layer. This current study focused on a series of laboratory tests consisting of initial tests on physical material characteristics of treated subgrade/soil and ungraded subgrade/soil. The analysis will focus on improving marine clay's strength while withstanding the load applied during the Unconfined Compressive Strength (U.C.S.) test. This paper also focuses on exploring the material characteristics of marine clay before and after being treated with quicklime.

Risk control in integrated leveling of multi-compartment bucket foundation with offshore wind turbines

2025-06-21
Puyang Zhang , Yaqian Pang , Yunlong Xu +2 more | Ocean Engineering

Mitigation of differential settlement in segmented widening of an expressway: geogrid reinforcement, soft soil replacement, and piling

2025-06-21
Xiaobin Xu , Jinghan Xu , Mulian Zheng +2 more | Innovative Infrastructure Solutions

Experimental Investigation of Moisture and Confining Pressure Effects on the Damping Ratio of Silty Clay

2025-06-21
Jianshen Chen , Guoqiang Chen , Yuangui Pan +4 more | Geotechnical and Geological Engineering

Optimization of Pavement Crust Thickness Using Geogrid: A Study Based on Field Test

2025-06-20
D Reddy , Rajesh Reddy , Michael Barot | Indian geotechnical journal

Enhancing the Geotechnical Behavior of Expansive Soil-Coconut Fiber Mixtures with Various Agricultural Ash Waste: A Comparative Study

2025-06-20
Anita Widianti , Muhammad Hatta , Anita Rahmawati +1 more | Environment and Natural Resources Journal
Expansive soil is classified as problematic because it has a high plasticity index, high swelling shrinkage due to water content fluctuations, and low bearing capacity. This research focused on stabilizing 
 Expansive soil is classified as problematic because it has a high plasticity index, high swelling shrinkage due to water content fluctuations, and low bearing capacity. This research focused on stabilizing it with coconut fiber and three different types of agricultural ash: sugarcane bagasse ash (SBA), rice husk ash (RHA), and coir-wood ash (CWA). Coconut fiber made up 0.75% of the material and acted as reinforcement. The three types of ash were used in varying proportions (0%, 2%, 4%, 6%, 8%, and 10% of the mixture’s total weight) to reduce swelling shrinkage and enhance bearing capacity through cementation. The mixture was compacted to the soil’s Maximum Dry Density and Optimum Moisture Content. Then, the specimens were cured for different durations. The California Bearing Ratio (CBR) testing specimens were cured for 7 days and 14 days, while those for Unconfined Compressive Strength (UCS) testing were cured for 14 days and 28 days. All testing complied with ASTM standards. The results showed that strengthening coconut fiber and stabilizing with three different types of ash in expansive soil increased CBR and UCS values and significantly reduced swelling. These improvements were directly proportional to increases in the ash content and curing time. Optimal outcomes were achieved with all three types of ash at a similar content level, ranging from 8% to 10%. For specimens cured for 14 days, CBR values increased to 9.24% (RHA), 11.96% (SBA), and 13.44% (CWA), representing an improvement of 6.4 to 9.8 times compared to unstabilized soil. For specimens cured for 28 days, UCS values increased to 440.69 kPa (CWA), 472.45 kPa (SBA), and 482.96 kPa (RHA), representing an improvement of 9.6 to 10.6 times compared to unstabilized soil. A swelling value of 0% was achieved in the soil-coconut fiber mixture stabilized with a 10% concentration of RHA/SBA/CWA. These findings suggest that each type of ash has advantages and disadvantages, but all ultimately contribute to increasing soil strength and eliminating swelling. By utilizing agricultural waste for expansive soil stabilization, significant benefits can be achieved for the government, industry, and local communities. Developing technical guidelines for using agricultural waste as a soil stabilizer will greatly facilitate its practical application in the field.

Centrifuge tests on the consolidation and bearing behaviour of permeable pipe pile and pile group foundations

2025-06-20
Meijuan Xu , Pengpeng Ni , Guoxiong Mei +1 more | International Journal of Geotechnical Engineering

Hysteresis Curve Morphological Characteristics of Polyurethane-Bonded Rubber Particle–Sand Mixture under Cyclic Loading at Freezing Temperatures

2025-06-20
Kaibo Yang , Pingbao Yin , Xiaoxi Zhang +4 more | Journal of Cold Regions Engineering

Field Experimental Study on Ground Treatment of High Fill Embankments over Expansive Soils

2025-06-19
Bin Hou , Fa-Ning Dang , Ding Weihua +2 more | Research Square (Research Square)
<title>Abstract</title> In valley regions where high-fill embankments are constructed, inadequate foundation bearing capacity is a frequently encountered challenge. At the Ankang Airport relocation site, expansive soils primarily originating from the 
 <title>Abstract</title> In valley regions where high-fill embankments are constructed, inadequate foundation bearing capacity is a frequently encountered challenge. At the Ankang Airport relocation site, expansive soils primarily originating from the Upper to Middle Pleistocene are widely distributed, which introduces substantial safety concerns for the stability of high-fill embankments. Prior to large-scale filling, a field experimental site was selected within the project area to conduct in-situ tests for ground improvement. Two ground reinforcement techniques—dynamic compaction and gravel pile compaction using driven casing—were implemented and assessed. Evaluations of physical and mechanical properties, including plate load and standard penetration tests (SPT), were carried out before and after the improvement procedures. Test results showed that the natural foundation soil had a characteristic bearing capacity of 260 kPa. Among the applied techniques, dynamic compaction replacement proved most effective, enhancing the bearing capacity to 580 kPa. However, due to the complex stratigraphy and shallow bedrock in certain zones, dynamic compaction may negatively impact bedrock stability. Numerical modeling further validated that dynamic compaction replacement induced the smallest settlement deformation. Targeted solutions were proposed in response to the issues identified during testing, offering practical guidance for similar foundation treatments in high-fill embankments over expansive soils.

Influence of Length and Spacing of Primary Reinforcement and Stiffness of Facia on Reinforced Soil Structure Movements in the Runway Expansion at Mangalore International Airport, India

2025-06-19
Minimol Korulla , K. S. Beena , Padmaja Gurram +1 more | Indian geotechnical journal

Reinforcement effectiveness of stacked prefabricated vertical drain (S-PVD) vacuum preloading method: A case study

2025-06-19
Huayang Lei , Jiankai Li , Shuangxi Feng +3 more | Geotextiles and Geomembranes

Laboratory Characterizations of Tire-Derived Aggregate–Fine-Grained Soil Mixtures for Highway Applications

2025-06-19
Belay Nerea , Stephen Metz , Ehsan Dabbaghi +1 more | Transportation Research Record Journal of the Transportation Research Board
In this experimental study, comprehensive laboratory tests were conducted to investigate the mechanical properties of tire-derived aggregate (TDA) Type A and TDA–soil mixtures applicable in the construction of drainage layer, 
 In this experimental study, comprehensive laboratory tests were conducted to investigate the mechanical properties of tire-derived aggregate (TDA) Type A and TDA–soil mixtures applicable in the construction of drainage layer, embankment fill, and backfill materials for retaining walls, pipes, and bridge abutments. This study was an investigation of the mechanical properties of TDA, as a lightweight material, and TDA–fine-grained soil mixtures for different mix ratios of 15%, 20%, 35%, 40%, 50%, and 60% of TDA-A relative to the dry weight of the soil. Various composite samples were tested using triaxial and direct shear apparatus. Measured properties include specific gravity, Proctor maximum dry density and optimal water content, unconfined compressive strength, peak compressive strength, shear strength, and hydraulic conductivity. Test results revealed that the addition of TDA to the soil significantly improved the compressive strength under confinement and permeability of the composite specimens. Based on the test results and supporting data from intensive literature reviews, the TDA–soil mixture showed very encouraging results for use in civil engineering applications as a lightweight backfill material.

Novel Test to Assess Moisture-Induced Durability of Stabilized Soils Under Cyclic Loading

2025-06-19
Ayazhan Bazarbekova , Yong‐Rak Kim , Dallas N. Little +1 more | Transportation Research Record Journal of the Transportation Research Board
This study presents a new experimental procedure for evaluating the durability of stabilized soils subjected to multiple wetting and drying (W-D) cycles. An integrated experimental program combining dynamic shear rheometer 
 This study presents a new experimental procedure for evaluating the durability of stabilized soils subjected to multiple wetting and drying (W-D) cycles. An integrated experimental program combining dynamic shear rheometer (DSR) testing with W-D cycles was designed and implemented to assess moisture-induced performance degradation in natural sand stabilized with two types of rapid-setting cementitious stabilizers. Small cylindrical specimens (10.5 mm in diameter and 35.0 mm in height) of stabilized sand mixes were compacted, cured, and subjected to up to seven W-D cycles. Each W-D cycle was meticulously controlled to gauge its impact on the material’s durability. The mechanical properties of the stabilized samples were evaluated at different stages of the W-D cycles using the strain-sweep DSR testing based on a methodology developed from preliminary work. The proposed test method focuses on the shear properties of the material, measuring its mechanical response under the torsional loading of a cylindrical sample and providing dynamic mechanical properties and fatigue-resistance characteristics of the stabilized soils under cyclic loading. Test results demonstrate water-induced deterioration of stiffness and reduced resistance to cyclic loading with good testing repeatability, efficiency, and material-specific sensitivity. By combining dynamic mechanical characterization with durability assessment, the new testing method provides a high potential as a simple, scientific, and efficient method for assessing, engineering, and developing stabilized soils, which will enable more resilient transportation infrastructure systems.

Effect of inherent anisotropy of granular materials on the active and passive arching effect

2025-06-18
Mingzhe Zhou , Haiying Fu , Junnan Ren +1 more | Granular Matter

Behaviour of vertically loaded spudcan foundations under sustained uplift

2025-06-18
Zhen Wang , Jiang Tao Yi , Shi Jie Xu +3 more | Marine Structures

The Effect of Discrete and Strand Fibres on The Subgrade and Fill Applications of a Compacted Residual Soil

2025-06-18
Adesola Habeeb Adegoke , Sinenkosi Nxumalo , Omar Felix | Research Square (Research Square)
<title>Abstract</title> The use of fibre for the improvement of residual clay soils for road backfill and infrastructure rehabilitation applications was investigated through a series of laboratory model tests. A series 
 <title>Abstract</title> The use of fibre for the improvement of residual clay soils for road backfill and infrastructure rehabilitation applications was investigated through a series of laboratory model tests. A series of standard tests to evaluate the California Bearing Ratio (CBR) and Indirect Tensile Strength (ITS) of residual clayey soil that was reinforced with strand and discrete fibres (0.6-3.0%) was conducted. The results show improvement in CBR of 25.05% and 19.13% for discrete and strand fibres, respectively, under unsoaked conditions, as well as an increase in ITS with a maximum tensile strength of 37.45 kPa at 1.8% for strand fibres and 30.8 kPa at 2.4% for discrete fibres. A series of laboratory model testing was conducted on fibre reinforced samples that were prepared in a steel reinforced box model (460 mm x 410 mm x 1.0 m). The result revealed that the static bearing capacity of the soil, associated with settlement of 25mm – 50mm, can be improved by the incorporation of 1.8–2.4% strand and 3.0% discrete. Dynamic loading tests, however, revealed that for up to 250 loading cycles associated with a cumulative settlement of 50mm, unreinforced soil and lime stabilized soils exhibited higher stiffness than fibre reinforced soil. Beyond 250 loading cycles, the relatively greater capacity of fibre reinforced soil is associated with the ductility of the soil fibre composite. 1.8% discrete fibre reinforcement exhibited minimal cumulative settlement, while fibre-reinforced and fibre-lime composites demonstrated exceptional resistance to dynamic loading. Notably, strand fibres mobilized greater stiffness compared to discrete fibres. The laboratory model tests provide some insight into the capacity and stability of fibre reinforced clay soil under static and dynamic load conditions in relation to other stabilization protocols, thus offering some guidance to field engineers on ground improvements.

EXPERIMENTAL STUDY ON THE STABILIZATION OF EXPANSIVE SOIL USING PLASTIC WASTE

2025-06-17
Sk. Mohisina Tayyiba | International Scientific Journal of Engineering and Management
ABSTRACT: Soil stabilization is a process which improves the physical properties of soil, such as increasing shear strength, bearing capacity, etc. Expansive soils are the type of soil whose volume 
 ABSTRACT: Soil stabilization is a process which improves the physical properties of soil, such as increasing shear strength, bearing capacity, etc. Expansive soils are the type of soil whose volume changes with the change in water content. They have a behavior of swelling and shrinking that is a serious hazard to structures built over them. This study investigates an eco-friendly and cost-effective method to improve engineering properties of expansive soil through stabilization using recycled plastic bottle strips. The experimental program involves laboratory testing to evaluate engineering properties of expansive soil samples treated with varying percentages of plastic. Laboratory tests including Standard Proctor test, California Bearing Ratio (CBR) and volume change behavior were conducted to evaluate the compaction characteristics and strength improvements. The findings of this study suggest that plastic holds promise as a sustainable and cost-effective stabilizing agent for expansive soils. Implementation of plastic stabilization techniques could offer environmentally friendly solutions for mitigating the detrimental effects of expansive soils on civil engineering infrastructure. Further research is recommended to explore the long-term performance and durability of plastic-treated soils under field conditions.

Impact of soil spatial variability on spudcan penetration resistance and mobilized shear strength

2025-06-17
Jiang Tao Yi , Huanghui Li , Jun Liu +4 more | Georisk Assessment and Management of Risk for Engineered Systems and Geohazards

Modelagem de um pavimento rígido através de elementos finitos e o Software Abaqus

2025-06-17
Rafaela Penteado Gomes , Gustavo de Miranda Saleme GidrĂŁo | DELOS Desarrollo Local Sostenible
As rodovias brasileiras, responsĂĄveis por mais da metade do transporte interno, apresentam dĂ©ficit de qualidade devido ao desgaste precoce, o que torna necessĂĄria a busca por soluçÔes mais durĂĄveis e 
 As rodovias brasileiras, responsĂĄveis por mais da metade do transporte interno, apresentam dĂ©ficit de qualidade devido ao desgaste precoce, o que torna necessĂĄria a busca por soluçÔes mais durĂĄveis e resistentes. Este estudo explora a modelagem de pavimentos rĂ­gidos a partir de um modelo numĂ©rico tridimensional, desenvolvido no software Abaqus, com base dados da pista experimental de Ohio. Para caracterizar o comportamento do concreto utilizou-se o modelo Concrete Damage Plasticity (CDP), enquanto as camadas inferiores foram representadas pelo modelo de Mohr-Coulomb. O ensaio dinĂąmico Falling Weight Deflectometer (FWD) serviu para validar e analisar o desempenho do pavimento. Os resultados obtidos apresentaram uma relação de 0,967 com os dados experimentais, confirmando a coerĂȘncia do modelo e sua relevĂąncia para o avanço em dimensionamentos de pavimentos rĂ­gidos.

Undrained behavior and strength degradation of undisturbed marine clay under various stress levels

2025-06-17
Weilong Zhang , Bo Chen , Wuwei Mao +4 more | Soil Dynamics and Earthquake Engineering

Effect of quarry dust (QD) particle on the strength, durability, and microstructure of lime stabilized lateritic sandy soil

2025-06-17
Gabriela Voany Galdino Bezerra , Matheus de Souza Bertoco , Jeselay Hemetério Cordeiro dos Reis +1 more | Soils and Rocks
Chemical soil stabilization by lime addition is used to improve soil properties and to ensure a suitable performance of natural soil. Sometimes chemical and granulometric stabilization combined is required to 
 Chemical soil stabilization by lime addition is used to improve soil properties and to ensure a suitable performance of natural soil. Sometimes chemical and granulometric stabilization combined is required to meet the requirements imposed by the geotechnical design. In this context, reusing waste materials in large-scale projects, besides improving the characteristics of the soil, can reduce the environmental impact of irregular disposal. Considering the importance of this issue, this paper presents the results of an experimental study of quarry dust (QD) addition on a lime-stabilized lateritic soil. The mixtures were prepared using soil, quarry dust proportions of 25%, 50%, and 75%, and lime contents of 7%, 9%, and 11%. The unconfined compressive strength was evaluated at 7, 14, 21, and 28 days of cure, and wetting-drying cycles were performed after 14 days of cure. The microstructure of samples with 9% lime and 28 days of cure was also considered. Regarding the results, it was observed that incorporating 25% of QD and 9% or 11% of lime into a lateritic soil is a viable material in terms of unconfined compressive strength and durability with better performance than natural soil. However, proportions of 50% and 75% of quarry dust decreased the soil strength. The microstructure of the natural soil and soil with 25% QD presented a more closed and interconnected structure. In contrast, the 50% and 75% QD soil mixtures presented a porous structure. Therefore, the proportion of the quarry dust addition demonstrated a critical parameter to be considered.

Parametric study on the lateral deformation of the granular column using recycled materials

2025-06-17
Bhaskar Pradhan , Suresh Kumar Tiwari | Soils and Rocks
This research article presents the results of lateral displacement behaviour of granular columns filled with stiff and flexible recycled materials reinforced in soft soil. In this investigation, finite element analysis 
 This research article presents the results of lateral displacement behaviour of granular columns filled with stiff and flexible recycled materials reinforced in soft soil. In this investigation, finite element analysis was carried out to analyse the lateral displacement response with depth of granular column reinforced into soil stratum. Design parameters of granular columns have been varied including centre to centre spacing varied from 2 m to 4 m and the ratio of depth of columns to depth of soil stratum varied from 0.5 to 1.0. Homogenous soil stratum of 11 m square section has been analysed by varying lateral displacement with depth of columns and variation of principle effective stress with lateral displacement of granular columns. The outcomes reveal that with the increase in depth of granular column, lateral deformation decreases and principle effective stress increases. Similarly, lateral deformation increases for spacing to diameter ratio from 3 to 4 and for spacing to diameter ratio of 2, the zone of high concentrations has been observed due to disproportionate lateral interface among closely spaced columns, resulting in increased lateral deformation and compromised stability. These findings emphasize the critical importance of improving geometrical parameters in the design of granular columns incorporating recycled materials to enhance structural integrity and performance in geotechnical applications.

Study on permanent deformation properties of construction waste soil under traffic loading

2025-06-17
Chenchen Li , Chuang Zhang , Hongbiao Weng +3 more | Frontiers in Materials
The permanent deformation characteristics of subgrade filler under cyclic loading are the key factors affecting the long-term stability of subgrade and pavement performance. This study aims to systematically analyze the 
 The permanent deformation characteristics of subgrade filler under cyclic loading are the key factors affecting the long-term stability of subgrade and pavement performance. This study aims to systematically analyze the permanent deformation characteristics of construction waste soil as subgrade filler under cyclic loading through dynamic triaxial tests to optimize roadbed design and extend its service life. Results indicate that confining pressure, moisture content, and dynamic stress amplitude significantly affect permanent deformation. Specifically, increasing confining pressure from 60 kPa to 120 kPa reduces permanent deformation by 40%, while increasing moisture content from 0.8 to 1.2 times the optimum moisture content increases deformation by 36%. The dynamic stress amplitude is increased from 40 kPa to 130 kPa, and the deformation is increased by 263%. Based on the experimental data, the prediction model of permanent deformation of subgrade filler is established, and the prediction accuracy and universality of the model are verified by comparing with the experimental data of this study and other existing literature. The model can provide a scientific basis for subgrade design and help to select construction parameters reasonably, so as to effectively control the permanent deformation of subgrade and reduce maintenance costs.

Study on the Dynamic Properties of Cement–Coal Gangue Powder modified Silty Sand under Freeze–Thaw Cycles

2025-06-17
Chenkai Wang , Lixia Wang , Yunlong Zhang +3 more | Research Square (Research Square)
<title>Abstract</title> The northeastern region of China, a typical seasonally frozen zone, contains silty sand subgrade that are subjected to long-term dynamic loads from vehicles and are highly susceptible to deformation 
 <title>Abstract</title> The northeastern region of China, a typical seasonally frozen zone, contains silty sand subgrade that are subjected to long-term dynamic loads from vehicles and are highly susceptible to deformation and road distress, such as upheaval, under freeze–thaw (F–T) cycles. To enhance the dynamic properties and F–T resistance of silty sand subgrade, cement and coal gangue powder (CGP) were employed as modifiers. Through dynamic triaxial test and scanning electron microscopy (SEM) test, investigated the dynamic properties of modified silty sand with varying contents of cement and CGP, the dynamic behavior and micro-structural evolution under different F–T cycles, confining pressures, and loading cycles. As well as the correlation between micro-structural features and dynamic parameters was studied by grey relational analysis. The results revealed that the deviatoric stress amplitude of the modified silty sand increased significantly with higher cement content, while initially increased and then decreased with rising CGP content. Compared to silty sand, the modified soil maintained higher deviatoric stress amplitudes and dynamic elastic modulus across varying F–T cycles, loading cycles, and confining pressures. A significant correlation was identified between micro-structural characteristics and dynamic parameters. F–T cycles caused considerable micro-structural degradation in silty sand, whereas the modified soil exhibited less structural variation. The incorporation of cement and CGP enhanced inter-particle cementation, filled pore spaces, and improved particle arrangement and pore distribution, thereby increasing structural stability and F–T resistance. Notably, the optimal ratio for cement–CGP modified silty sand was determined to be 2% cement and 8% CGP.

Model tests on horizontal bearing capacity of barrette pile

2025-06-17
Hongyuan Dong , Pengpeng Ni , Yuzhe Yang +5 more | Ocean Engineering

Model Box Test and Numerical Simulation Analysis of Supporting Performance of Loess-Based Composite Slurry Soil Nailing Wall

2025-06-17
Long Zhao , Shuaihua Ye , Xiaohui Li +1 more | Buildings
In this paper, the reinforced cement soil nailing support technology is adopted, and the soil nailing and surface layer of loess-based composite slurry are prepared by using loess and cement. 
 In this paper, the reinforced cement soil nailing support technology is adopted, and the soil nailing and surface layer of loess-based composite slurry are prepared by using loess and cement. A scale model box test is conducted to examine the changes in surface layer displacement and axial force in the soil nailing during excavation and loading. The step-by-step excavation process of the foundation pit, reinforced with a loess-based composite slurry soil nailing wall. It was simulated using ABAQUS finite element software (MATLAB R2022b). The results show that as the depth of the foundation pit continues to increase, the displacement of the surface layer increases first and then decreases, and the peak displacement appears in the middle of the foundation pit. During excavation, the axial force at the middle of each row of soil nails is greater than the axial force at the end, and the axial force will increase with the increase in depth. Throughout the loading process, the axial force in the soil nail diminishes as the depth of the foundation pit increases. Initially, the change is slow, but later it escalates considerably. As the excavation depth of the foundation pit increases, the safety factor of the foundation pit will gradually decrease, and finally stabilize at about 2.4, indicating that the loess-based cement slurry soil nailing wall support has high safety.

Seismic active earth pressure for bridge abutments based on design response spectrum

2025-06-17
Haoyu Xie , Wengang Zhang , Zhanzhan Tang +2 more | Soil Dynamics and Earthquake Engineering

Laboratory tests of an eccentrically loaded strip footing above single underlying void

2025-06-16
Gaoqiao Wu , Yongjie Tan , Jiayu Zeng +4 more | Journal of Building Engineering