bluuebunny/crossref_metadata_2025 huggingface dataset:
Solution innovante pour les murs Terre Armée – Connexion par frottement
Authors: Freitag N.  , Morizot J.-C.  , Berard G.  , Silveira Fernandes K.
Published: February 2025

La connexion des renforcements à des éléments de parements pour des ouvrages en sol renforcé de type Terre Armée est un aspect important du coût et de la durabilité de l'ouvrage. Suite à ses recherches, la société Terre Armée a déposé un brevet sur un procédé innovant de connexion. Les éléments de renforcement du remblai (armatures métalliques ou synthétiques, géogrilles, nappes de géotextiles) ne sont pas directement connectés aux éléments de parement. Cependant ils assurent la stabilité générale du remblai. Des éléments de renforcement courts sont connectés au parement lors de la préfabrication. L'ouvrage est monté de telle façon que les éléments courts de renforcement et les renforcements principaux non connectés présentent une zone commune dans le remblai. On utilise le frottement interne du remblai dans cette zone commune, ainsi que l'interaction sol-renforcement, pour assurer la stabilité de l'ensemble. Ce système représente une étape supplémentaire d'utilisation de l'interaction sol-structure par rapport aux solutions désormais traditionnelles de murs en sol renforcé. Différents niveaux de justifications de ce système innovant sont développés dans cette communication: théorie, maquette à échelle réduite, simulation numérique.
A new IPS earth retention system
Authors: Kim N.K.  , Park J.S.  , Jang H.J.  , Kim M.Y.  , Han M.Y.  , Kim S.B.
Published: February 2025

A new innovative prestressed wale earth retention system (IPS) has been developed and introduced. The system uses a wale prestressed by steel wires. The IPS wale system consists of wales, steel wires, H-beam support legs, and hydraulic jacks. The IPS provides a high flexural stiffness to resist the bending by earth pressures. The IPS earth retention system provides a larger spacing of support, economical benefit, construction easiness, good performance, and safety control. This paper explains basic principles and mechanism of the IPS earth retention system and presents advantages and limitations of this earth retention system. This paper also presents the results of field tests, which investigate applicability and safety of the IPS earth retention system. The field tests applied in a trench excavation and in an urban excavation performed successfully.
Reduction of traffic-induced vibration by soilbags (“donow”)
Authors: Matsuoka H.  , Muramatsu D.  , Liu S.H.
Published: February 2025

In this paper, the vibration reduction by soilbags (“donow” in Japanese) is studied experimentally both in laboratory and in a field-testing pit. The experimental results indicate that the vibration produced on the vertically piled soilbags is significantly reduced and the vibration produced on one column of vertically piled soilbags is hardly transmitted into the adjacent column of the vertically piled soilbags even they are in contact each other. When soilbags are piled to construct a vertical barrier in the ground, they can reduce the vibration that is produced on the ground away from the barrier. The paper also introduces two cases of applying soilbags to reinforce truck roads with asphalt pavement and with concrete pavement, respectively. In both of these two cases, the traffic-induced vibration is significantly reduced after the reinforcement with soilbags.
Innovative restoration of medieval city walls of ‘s-Hertogenbosch by soil nailing
Authors: Steenbergen-Kajabová J.  , Steenbrink R.  , Habib H.A.A.
Published: February 2025

The city of ‘s-Hertogenbosch initiated the restauration of the medieval city walls following the european regulations on the preservation of the historical and cultural heritage. For the repairworks are innovative techniques applied such as soil nailing for providing low impact in situ restauration in accordance to the Malta treaty from 1992. The objectives to be met in the restoration relates both the technical improvement of the walls as the unique vegatation and fauna living on the walls.
Seawall construction in Moreton Bay, Brisbane
Authors: Ameratunga J.  , Shaw P.  , Beohm W.J.  , Boyle P.J.
Published: February 2025

The project involves the design and construction of a 4.6km long seawall east of the existing reclaimed areas at the Port of Brisbane. The construction of the seawall is the first step in allowing the Port of Brisbane Corporation (PBC) to reclaim an additional 230ha for the future expansion of the Port. The design and construction was carried out as an Alliance between the client (PBC) and a team consisting of Coffey Geosciences (Geotechnical Consultant), Leighton Contractors (Contractor), Parsons Brinckerhoff Australia (Civil Consultant) and WBM Oceanics (Hydraulic Consultant).
Bearing capacity analysis of shallow foundations from CPT data
Authors: Eslami A.  , Gholami M.
Published: February 2025

Application of cone penetration test, CPT has been increased in foundation engineering due to supplying continuous and accurate soil profile in recent years. A static analytical model based on general shear failure mechanism of logarithm spiral has been developed for calculating directly bearing capacity of footings, qultfrom cone resistance qc. The transform of failure mehanism from shallow to deep, foundation dimension and data processing has been considered in the proposed method. Six current CPT direct methods for determining bearing capacity of footings have been investigated. The proposed method and six others were compared to the measured capacity ranging from 1.7 to15 kg/cm2of 21 footings with range of diameter from 0.3 to 3m which compiled in a database. The statistical and cumulative probability approaches for validation of methods indicate optimistic results for proposed method.
Pile-Soil-Wall-Interaction during the construction process of deep excavation pits
Authors: Katzenbach R.  , Bachmann G.  , Gutberlet C.
Published: February 2025

In conventional design of retaining walls the influence of the foundation piles is not regarded. The results of the performed numerical examinations – based on a small scale model test series – which are presented in this paper derive an influence of the piles on the development of the passive earth pressure. This influence leads to a strengthening of the earth wedge respectively a reduction of the wall deformation and depends of several parameters like the pile grid geometry, the embedment depth of the retaining wall or the pile diameter.
Foundation engineering for the UK's new national stadium at Wembley
Authors: O'Brien A.S.  , Hardy S.  , Farooq I.  , Ellis E.A.
Published: February 2025

This paper describes some of the geotechnical issues associated with the foundation engineering for the UK's new Wembley stadium. Predicted and observed vertical pile capacity and load-deformation behaviour of horizontally loaded piles are compared, together with observations and predictions of settlement with depth and time below a deep area of fill. Careful assessment of depth dependant variations of strength, Young's modulus and permeability, and the variation of Young's modulus with mobilised strain are necessary for realistic predictions to be made.
Foundation of a tall building in cavernous limestone
Authors: Reul O.  , Ripper P.
Published: February 2025

In the scope of this paper the design of the foundation for a 17-storey hotel with an adjacent 4-storey office building is presented. The subsoil comprises of limestone with caverns and residual soils as a result of the leaching of gypsum and anhydrite. To ensure the serviceability of the foundation, soil improvement by means of compaction grouting has been carried out in the leaching zone. The results of geotechnical and geodetic measurements, which are carried out to monitor the performance of the foundation, are presented.
A study on the method for design and construction management considering strain level of ground during excavation
Authors: Takahashi K.  , Okochi Y.
Published: February 2025

Rinkai Oimachi station was constructed by excavatingconnecting between shaftshield tunnel underground. 2D and 3D FEM were carried to evaluate the deformation and member forces during construction. As a result, following conclusions were obtained. 1) Linear elastic FEM using the deformation modulus of PS/2 showed acceptable result. 2) Nonlinear elasto-plastic FEM did not show better result than linear elastic case. 3) Practical procedure to improve the accuracy of linear elastic analysis considering ground strain level was proposed.
Design of shallow tunnel linings under seismic effects of earthquakes
Authors: Fotieva N.  , Sammal A.  , Deev P.  , Bulychev N.
Published: February 2025

The paper presented describes a new analytical method of designing shallow tunnel linings of an arbitrary cross-section shape under seismic effects. According to this method the design includes determining the most unfavourable stress state which may appear in every lining normal section at any combinations and directions of long longitudinal and shear waves propagating in the plane of the tunnel cross-section. With this aim the sum and difference of general expressions for circumferential stresses on the internal lining outline obtained from new analytical solutions of corresponding quasi-static problems of the elasticity theory simulating the actions of long arbitrary directed longitudinal and shear waves are investigated on the extreme relatively to the angle of the waves falling. It allows the envelope diagrams of normal tangential stresses on the internal lining outline to be obtained analytically.
Response and design of buried pipelines subjected to differential ground settlement
Authors: Tohda J.  , Hachiya M.
Published: February 2025

A series of 3-D centrifuge model tests on buried pipelines generated detailed data of both distribution of earth pressure along the pipe long axis and non-linear change in the pipeline response (earth pressure and deflection) due to increase in differential ground settlement. A new design method that considers both high earth pressure concentration onto the upper-half of pipeline and change in the extent of the area with the pressure concentration was proposed. Its validity was confirmed through comparison with the test results.
Distinct element analysis of soil-pipeline interaction in sand under upward movement at deep embedment condition
Authors: Yimsiri S.
Published: February 2025

The distinct element analysis of the soil-pipeline interactions in sand under upward movements at deep embedment conditions is undertaken. Available analytical solutions provide a wide range of predicted peak dimensionless forces and there is limited information regarding the transition of the peak dimensionless force from shallow to deep embedment conditions. Recently, finite element analysis of soil-pipeline interactions at deep embedment conditions has been performed. In the current study, distinct element analysis is employed to reinvestigate this problem because it is considered that the distinct element analysis may give more accurate results due to its discontinuous nature which more closely simulates sand behavior. The obtained results are compared with the previously published results and it is found that the results from distinct element and finite element are consistent except for the case of dense sand at deep embedment. The possibilities of the discrepancy are discussed.
Deformation mechanisms during uplift of buried pipes in sand
Authors: Cheuk C.Y.  , White D.J.  , Bolton M.D.
Published: February 2025

To investigate the deformation mechanisms during uplift of a pipe buried in sanda series of tests was conducted in a plane-strain calibration chamber. Image analysis was used to track the soil movement through a window. From an initial embedment of 3 diameters, a model pipe was extracted vertically whilst digital cameras captured the soil movement. Tests were conducted in uniform silica sands with grain sizes varying over one order of magnitude. During uplift, wide zones of distributed shear developed between the pipe shoulders and the ground surface. Beyond peak resistance, the deformation localised into thin shear bands, leading to strain softening behaviour. Particle size did not affect peak uplift resistance or mobilisation distance for the chosen grain size range and cover depth.
Creating seafloor conditions in geotechnical centrifuges
Authors: Laue J.  , Springman S.M.  , Nater P.  , Graemiger E.  , Ducksch A.
Published: February 2025

Soil models can be built in geotechnical centrifuges under specified procedures with good reproducibility between 40 and 100 % relative density. Nevertheless, many problems require model making with loose samples, especially when seafloor conditions are to be represented. Samples for arm centrifuges are disturbed during transport of a model container from the laboratory to the centrifuge and they require complex procedures to create a model in-flight. Nevertheless, loose granular soil samples can be produced in flight in a geotechnical drum centrifuge, which even offers a large area for potential offshore tests. The procedure adopted to create the sample, as well as first site investigation tests using a piezocone, and shallow foundation tests will be presented, together with a critical discussion on the quality of the sample.
Pile foundations: Experimental investigations, analysis and design
Authors: Mandolini A.  , Russo G.  , Viggiani C.
Published: February 2025

Selected topics in the field of pile foundations are addressed. The effects of the installation technique on the bearing capacity and the load-settlement response of a single pile are discussed. The latter effect is shown to be less significant; a settlement controlled design is thus less dependent on the technological factors. Monitoring of the installation parameters shows some potential for controlling the pile response. The available experimental evidence on the behaviour of pile foundations under vertical loads (settlement, load sharing, bearing capacity), by monitoring of full scale structures or by research experiments, is reviewed. Simple empirical methods for a preliminary evaluation of the settlement are suggested. The (more limited) evidence about horizontal loading is also reviewed and discussed. The methods for the analysis of pile foundations under vertical load are next reported. They may be considered satisfactory for engineering purposes, provided they are used paying due attention to the correspondence relations between theories and reality. The criteria for an optimum design, achieving maximum economy while keeping satisfactory performances, are different for different kinds of pile foundations (small groups, large rafts). Safety against a bearing capacity failure, average settlement, differential settlement, moment and shear in the raft and cost are the quantities to be controlled. It is claimed that the conventional capacity based approach, still prevailing in practice, is not suited to develop a proper design. Present codes and regulations, essentially based on this approach, at the time being act as a restraint rather than a stimulus and need some revision.
Safety appraisal and rehabilitation of a quay wall
Authors: Valore C.  , Ziccarelli M.
Published: February 2025

The case-history of a quay wall which went on the verge of collapse and was subsequently stabilised is reported in the paper. The main instability cause was the deepening of sea floor in front of the wall. Stabilising measures were selected taking into account the extreme sensitivity of the structure even to modest mechanical actions such those induced by construction equipment. They were implemented in successive stages specifically designed for avoiding critical stability situations. Frequent displacement measurements during work execution showed temporary marked increases of the rate of displacement. The stabilisation works were successfully completed and the quay was brought back into operation.
Piled embankments: Overview of methods and significant case studies
Authors: Alexiew Dimiter
Published: February 2025

Embankments on soft subsoil supported by piles or columns of different typehigh-strength horizontal “bridging” geosynthetic reinforcement on top of them have important advantages compared to “conventional” embankment foundation directly on the soft soil. Because the loads are being transferred to a firm substratum below the soft soil layer no settlement takes place, no consolidation time is required, there is no import / export of additional embankment soil to accelerate consolidation or to compensate the settlement, practically no additional settlement occurs under traffic etc. Due to these advantages the application of such solutions is growing permanently worldwide. A short critical overview of analytical design procedures is presented pointing out their plausibility and reliability. Some selected specific projects of geogrid-reinforced systems on piles or columns are shortly described and analyzed, pointing out new moments and lessons learned.
The selection of appropriated models to solve the consolidation problem of the zoned earth dam
Authors: al-Damluji Omar al-Farouk S.  , Ziboun Samiah A.
Published: February 2025

A finite element formulation to analyze two-dimensional characteristics of zoned earth dams is presented.This formulation is implemented by using a suitable constitutive relation for each material constituting the zoned earth dam earthen structure. Two-dimensional consolidation problems are solved to verify Biot's theory through the use of the developed EMDAM program. A zoned earth dam, namely, Llyn Brianne zoned earth dam built in the United Kingdom is selected to be analyzed. Presentations of numerical algorithm results of the deformation and the excess pore water pressure in the body of Llyn Brianne dam and its foundations during and after construction are made. The developed program (EMDAM) gives acceptable predictions and the results are close to the observations.
Behaviour of Portuguese rockfill dams with upstream impervious membranes
Authors: Pardo de Santayana F.  , Fortunato E.  , Pinto A.V.
Published: February 2025

There are 7 rockfill dams with upstream impervious membrane in Portugal, 4 of them built in the last 12 years. In the paper, some aspects of the experience acquired by the National Laboratory of Civil Engineering (LNEC) in this kind of structures are presented, including a brief description of the dams and some of the most significant monitoring results, particularly those related to movements.
On pile and piled raft footing settlement analysis
Authors: Aleksandrovich V.F.  , Barvashov V.A.  , Bobyr G.A.  , Fedorovsky V.G.  , Kurillo S.V.  , Skorokhodov A.G.
Published: February 2025

The paper describes FEM simulation analysis to justify the concept of pile footing settlement as the sum of the “solid block” settlement and individual piles “punch-through” settlements.
Steel pile under lateral loading in a very soft clay deposit
Authors: Coutinho R.Q.  , Horowitz B.  , Soares F.L.  , Braga J.M.
Published: February 2025

This work presents experimental as well as analytical studies of the behavior of laterally steel pile in a thick layer (17 meters) of soft clay. A lateral load test was performed to obtain experimental displacements in the field. This test was performed in two steel piles driven into a Recife organic clay deposit. The test was conducted in the experimental station of the UFPE Geotechnical Group (SESI-Ibura research site) in Recife, Pernambuco State, Brazil. The field results are compared to those obtained by linear and nonlinear finite element analysis. In this investigated area occurred a general rupture of a concrete structure on steel pile foundation due to horizontal displacement of the very soft organic clay deposit. The linear analysis was performed using a subroutine of beams and beam-columns on elastic foundation. The subroutine implemented in this work models the soil stiffness variation with depth as function of nh(coefficient of horizontal subgrade reaction). The material and geometrical nonlinear analysis was performed in the pile-spring system by ANSYS commercial package. The nonlinear material soil behavior was modeled by p-y curves, obtained in this work by two methods, the fist proposed by Robertson at al. (1989) from dilatometer test and the other by Ménard et. al. (1969) from pressuremeter tests results. As a complement to Ghali's implementation (1989), it was developed a subroutine which adjusts geotechnical parameter nhfrom experimental displacements results by a nonlinear least squares technique. The nhdetermination was also done through Cintra and Albiero's method (1982), which is also based on experimental data. Estimates of the critical buckling loads for piles in soft organic soils for boundary condition are also presented.
Parameters controlling the capacity of axially loaded drilled shaft foundations in sand, gravel, and cobbles
Authors: Harraz Abdalla M.  , Houston William N.  , Houston Sandra L.  , Walsh Kenneth D.
Published: February 2025

Drilled shafts have become the preferred deep foundation element in many arid environments where coarse material is prevalent, including the southwest USA, because soil conditions are usually unfavorable to driven piles, scour depths on the ephemeral river channels are quite large, and there is increased confidence in the bearing layer afforded by the drilled shaft construction process. Finite element analyses were performed on two case history studies of axially loaded concrete drilled shafts founded in sand, gravel, and cobbles soils (SGC). A parametric study was conducted to determine the most important soil parameters controlling the axial capacity of drilled shafts. The soil parameters used in this study are: soil angle of internal friction, soil dilation, soil modulus, initial coefficient of lateral earth pressure at rest, and angle of internal friction between soil and shaft. The axial bearing capacity and skin friction load were determined in each case. It was found that the soil angle of internal friction, soil dilation, coefficient of friction between soil and shaft, and soil modulus, E, are the most important parameters controlling the behavior of axial loaded drilled shaft in SGC soils. The ratio between horizontal stresses and vertical stresses at failure is completely different from the coefficient of lateral earth pressure at rest.
A pile loaded by horizontal force and moment – theoretical and field load test results
Authors: Milovic D.  , Djogo M.
Published: February 2025

The results of pile behaviour loaded by a horizontal force and moment are presented. In the theoretical study it was assumed that the soil behaves like a linear elastic material and that the modulus of subgrade reaction Khcan have any value. The determining of this modulus is based on the results obtained by the field cone or standard penetration test. For any shape of pile cross section (circular, rectangular, ring, H section), for any relative stiffness of a pile, and for any soil model it is possible to calculate the value of horizontal displacement, rotation, bending moment and shear force at any point of a pile. In the theoretical analysis the finite difference method was used. In several cases the theoretical results were compared with the values obtained by field load tests
Dynamic response of a single pile embedded in semi-infinite saturated poroelastic medium using hybrid elements
Authors: Noorzad A.  , Noorzad A.  , Massoumi H.R.
Published: February 2025

This paper presents a systematic procedure for the dynamic behavior of a single pile embedded in saturated semi-infinite poroelastic medium. The study employs a new developed element, which its main role is to satisfy the radiation condition and a more sophisticated finite element formulation to compute the dynamic response of the pile. The method is verified for a single pile and compared to known solution in order to assess the reliability of the proposed model. A parametric study explores the influence of main factors and some conclusions are made.
Characteristics of lateral ground force acting on piles in laterally spreading soil
Authors: Suzuki Y.  , Adachi N.
Published: February 2025

Two series of shaking table tests, one with a quay wall and the other without, were conducted to clarify the lateral ground force acting on piles in liquefied and laterally spreading soils. It is shown that (1) the lateral ground force acting on a pile in laterally spreading soil as well as that in liquefied soil has the characteristics of solid ground due to decrease in excess power water pressure and recovery of effective normal stress after liquefaction, and (2) the lateral ground force acting on a pile near a quay wall becomes nine times larger than the maximum inertial force at a pile head in laterally spreading soil.
Model tests of piled raft foundation
Authors: Tejchman A.  , Gwizdala K.  , Krasinski A.  , Slabek A.
Published: February 2025

The problem of contribution of piles and slab in transmission of load into the subsoil by piled raft foundation is discussed. In the paper the results of model tests aiming at the analysis of the problem for various number of piles and its spacing are presented. Piles-slab-subsoil interaction is determined by the effectiveness coefficient η.
End-bearing capacity and tip settlement of piles in sandy soils
Authors: Yang J.  , Tham L.G.  , Lee P.K.K.  , Yu F.
Published: February 2025

A new approach is presented for analysis of the end bearing capacity and load settlement behavior of piles installed in sandy deposits. The approach is developed based on the cavity expansion theory, the finite strain theory and the principle of energy conservation, and takes account of the reduction in soil strength and the particle crushibility under high stress in a practical yet rational manner. The accuracy and versertility of the approach are assessed using a number of field case histories.
Driven cast in situ piles in sand – case history
Authors: David D.  , Mail A.
Published: February 2025

Vibrex piles - i.e. driven piles, cast through a steel “casing” with a lost shoe - in groups, were used for the Yakum “Industrial Park” project in Israel. Analysis of field static and dynamic testing of the piles was carried out. The piles 50-60 cm in diameter and 14-20 m deep, near existing buildings, were driven through clayey soils penetrating into a dense sand layer. Prior to the construction, the influence of vibrations due to the pile driving was measured on the existing buildings and found to be within acceptable limits, thus establishing the allowable penetration energy during the construction. Load tests were carried out on adjacent piles installed sequentially to investigate the densifying effects caused by the driving procedure. Static pile loading tests results were analyzed and used as a basis for the foundation design and for correlation between dynamic and static data. It was found that Standard Penetration Test results, as well as dynamic pile-driving formulas, could be used with caution, for evaluating the pile bearing capacity. Correlation of these testing methods with the static pile loading contributed to reducing the pile length in the project. Pile Dynamic Analysis with Blow Count when driving and CAPWAP results proved to be compatible with the static loading results.
Observations on densification of soil during vibratory sheetpiling
Authors: Meijers P.  , van Tol A.F.
Published: February 2025

Vibratory sheetpiling may result in temporary excess pore pressures and settlement in the adjacent soil. These effects may result in damage to surrounding structures like buildings, highway embankments, railroad embankments, pipelines and dikes. In order to make a well balanced decision for the use of vibratory sheetpiling insight in the amount of settlement to be expected is needed. In order to assess the expected soil response a numerical model is being developed.
Large diameter bored piles behavior in miocenic clay
Authors: Pardini María Elisabet
Published: February 2025

Rosario – Victoria Bridge Connection is a very important recently constructed highway consisting of a main cable-stayed bridge – 550 m long - and 12 secondary bridges connected by embankments over a total 59 km, located in the Paraná River alluvial valley, in Argentina. Because of the calculated scour, all the bridges of the connection were founded with groups of large diameter bored piles, up to 60 m long, on the miocenic clay. An extensive in situ and laboratory soil research was developed for the soil characterization. Static loading tests using the Osterberg Cell were performed in order to asses the end bearing capacity and skin resistance of the stiff clay stratum in which the piles are founded. This paper describes the geotechnical research and the tests results are pointed out. The OCell results of testing demonstrated the good behavior of bored shaft according to previous studies.
Pile foundations of Taiwan High Speed Rail
Authors: Seah T.H.  , Moh Z.C.  , Chin C.T.  , Duann S.W.
Published: February 2025

The 345 km guideway of the Taiwan High Speed Rail Project runs through the populated west coast of Taiwan Island, linking Taipei to southern city of Kaohsiung. The geological conditions along the route vary substantially, having mountainous terrain in the north to thick sedimentary deposits in the south. As a result, the northern section is constructed mostly by cut-and-fill, with bridges and tunnels, while the southern half is mostly elevated supported by large bored piles. The contracts were awarded as design-and-build basis under relatively tight schedule, therefore significant efforts had been placed on optimization of design and construction. In design stage, the focus was on establishing effective soil investigation programs, verification of pile design formulae through extensive pile load tests. In construction stage, attention had been concentrated on construction of pile foundations, pile quality control and remedial methods etc. Discussed herein are some relevant geotechnical information gathered which may be useful to the engineers.
A new model for immediate settlement predictions in landfills
Authors: de Abreu Ricardo C.  , McManis Kenneth L.  , Boutwell Gordon P.
Published: February 2025

This paper presents a new model to predict the immediate settlements in sanitary landfills based on research conducted at the University of New Orleans (UNO). Compressibility tests in Municipal Solid Wastes (MSW) were performed at the UNO Geotechnical Laboratory using a large-dimension chamber specifically designed for wastes. The model is essentially hyperbolic and has only 2 parameters, which are easily determined. These parameters have physical meanings and are strongly dependent on the initial unit weight of the waste. The model can be easily used with the Hyperbolic Model for MSW long-term compression presented by Ling et al. (1998) for a complete rheological model capable of estimating the final settlements of landfills. A comprehensive discussion about the use of soil mechanics classical models to MSW is also presented.
Geotechnical properties of sewage sludge
Authors: Sarsby R.W.
Published: February 2025

In the UK ever-increasing volumes of sewage sludge are being deposited in engineered landfills. To design these facilities properly it is necessary to quantify the engineering behaviour and properties of this sludge, which is not a true geotechnical material. Although sewage sludge has a very open structure it exhibits very low permeability and attempts have been made to use additives to improve is drainage characteristics.
Remediation of contaminated soil at Fornebu Airport – Norway Stabilisation and re-use of PAH-contaminated soil
Authors: Ellefsen Vidar  , Westby Tone  , Systad Rolv Anders
Published: February 2025

The former Norwegian main airport (at Fornebu) will become a residential and commercial area with large green areas and nature reserves. Strict requirements are set for remediation of the polluted soil. Directorate of Public Construction and Property (Statsbygg) is responsible for the remediation.
A novel technology for sniffing subsurface contaminants
Authors: Kurup Pradeep U.  , Issac Bobby
Published: February 2025

This paper describes the integration of a novel Electronic Nose (EN) with a Membrane Interface Probe (MIP) for rapidly screening gasoline contaminated sites. The MIP is an in situ tool that samples volatile organic compounds (VOCs) from the subsurface and transports it through tubing to various detectors on the surface. The electronic nose is an automated odor recognition device that detects and identifies chemical vapors based on the principles of human olfaction. In situ demonstration tests were conducted in collaboration with the United States Environmental Protection Agency (EPA) to evaluate the EN-MIP system in the field. The EN-MIP system was successful in determining the exact depths of gasoline contamination, and was able to estimate their concentration levels.
Dry season problems created by volumetrically highly unstable marls and clays
Authors: Santos A.  , Cuéllar V.
Published: February 2025

Pathology induced in foundations by swelling soils and soft rocks has been widely recognized, and remedial measures have been put forward, with special emphasis placed upon determination of swelling pressures for restricted expansion and free expansion under saturation in oedometer. In arid areas, however, the dry season produces clay and marl shrinkage by loss of water content up to the shrinkage limit. During severe droughts, encompassing several successive years, ground shrinkage in marly and clayey terrains may extend to depths in excess of six meters, where loss of water content can be verified. When this occurs, sizeable settlements are unavoidable for any type of construction founded within the volumetrically unstable zone, and dry season pathologic trends are of large importance in materials broadly qualified as swelling or expansive. The shrinkage process introduces important cracking of the rigid ground, promoting new settlements and strength reductions of those soils and soft rocks at the beginning of a wet season. The paper considers this process, relating it to basic geotechnical parameters of the clayey and marly materials involved, and suggests remedial measures of such a varied nature that they may range from “in situ” ground improvement to vegetation control. Examples drawn from studies carried out in Spain by the Laboratorio de Geotecnia of CEDEX are shown, along with the main conclusions reached in those studies.
Unsaturated infiltration model to loess soils
Authors: Zeballos M.E.  , Terzariol R.E.  , Aiassa G.M.
Published: February 2025

In many geoenvironmental problems the interpretation of infiltration process involves flow analysis through unsaturated porous media. Under conditions of unsaturated behavior soil permeability is a variable related to suction or volumetric water content. This work shows infiltration tests results conducted in laboratory. Tests were conducted on natural and compacted samples of silty clay soils that belong to loess formation in the center of Argentina. A finite-difference computer program was employed to simulate unsaturated transient flow. Advance of wetting front and seepage through natural and compacted soils have been simulated. Simulations results agree reasonably well with the data from laboratory tests. The present model has been used to simulate a silty clay liner behavior. Recommendations for liners landfills design located on regional little towns are formulated based on simulations obtained.
Effects of three dimensional response of dikes on their local failures during an earthquake
Authors: Kano S.  , Sasaki Y.  , Hata Y.
Published: February 2025

According to studies on seismic damage to dikes, local failures sometimes occurred during earthquakes even though foundation condition were same along the dike. The effects of three dimensional response on the local failures of dikes during earthquakes were examined by shaking table tests. The results revealed that the local failures of dikes were caused by the three dimensional response, so an equation to calculate the intervals of local failures was proposed based on three dimensional vibration equation.
Load path and loading velocity as potential condition indicator for liquefaction of silty soils
Authors: Laue J.  , Buchheister J.
Published: February 2025

Condition indicators for liquefaction are mainly given by the soil properties gained from gradation curves and empirically, using relationships between number of SPT blows or CPT results and liquefaction potential. Recent earthquake events as well as recent studies have shown that silty soils, which had been thought to be less prone to liquefaction than sands, are still likely to liquefy. Therefore, the influence of the loading path, and in particular the loading velocity and loading direction, on the liquefaction susceptibility of silty soils will be discussed. It can be deduced that the earthquake profile as well as the boundary conditions related to loading functions have a significant influence on the liquefaction susceptibility. Also liquefaction observed in the field is not only to be related to the liquefaction of the soil under the free field boundary conditions but the reduction of effective stress during an earthquake has to be regarded in terms of the actual stress interplay in the subsoil. The “starting” conditions as well as the influence of the loading function (frequency and form, stress ratios) will be discussed based on a literature review, which will be enhanced in the future with results obtained with the new cyclic hollow cylinder apparatus. The results will be introduced in a new concept of risk management for earthquakes for buildings and lifelines in an urban environment.
Site characterisation through Microtremor Studies for Seismic Microzonation of Delhi
Authors: Rao K.S.  , Neelima Satyam D.
Published: February 2025

Microtremor method is the most inexpensive and convenient technique for dynamic site characterization of sedimentary basins. This study was done in Delhi NCR at 31 different stations and field measurements were taken using velocity sensors for a period of 1 hr at each station point and data was analyzed using SEISAN software for the estimation of fundamental resonance frequency. The results of the 31 stations were divided into 5 categories (T1, T2, T3, T4 and T5) based on the shape of the H/V spectra, resonance frequency and soil type. Since the detailed (bore hole data) soil profile at all these locations is available, the resonance frequency is compared with sedimentary thickness. It is observed that resonance frequency is high at ridge areas and very low in places with high sedimentary thickness close to Yamuna.
Back analysis of liquefaction failure and relationship between the residual soil strength and the N value of the SPT
Authors: Stamatopoulos C.  , Aneroussis S.
Published: February 2025

The conventional sliding-block model has shortcomings in back-estimating the soil strength when displacement is large. Recently models have been developed that simulate this change in geometry (Olson et al, 2000, Stamatopoulos et al, 2000, Sarma and Chlimintzas, 2001). The Sarma and Chlimintzas (2001) model is used to analyze the kinematics of the liquefaction-induced large deformation that a dike at the Kabutono Bank suffered during the Nansei-Oki earthquake of 1993 and to back-estimate the residual soil strength, cu. Then, the correlation of cuand the corrected blow count resistance of the SPT, N1–60, of this case, and all previous cases analyzed by these improved models are collected and analyzed. The data illustrates that the relationship between cuand N1–60depends a lot on the fines content. A relationship is derived using linear regression.
Reprise en sous-œuvre d'un édifice du 17
Authors: Bustamante M.  , Verdier A.  , Brémond J.
Published: February 2025

Cette communication présente les travaux de remodelage et de confortement d'un ensemble monumental construit au 17esiècle, et dont la réhabilitation a impliqué la création de nouveaux sous-sols sous son emprise. On décrit les techniques de fondations spéciales utilisées qui ont permis la réalisation de cette partie délicate des travaux, sans mettre en péril la stabilité du Musée.
Analyses of historical buildings condition with respect to soil-structure interaction
Authors: Ulitsky V.M.  , Shashkin A.G.  , Lisyuk M.B.
Published: February 2025

Analyses of geotechnical case histories are shown to have been conducted with use of numerical modelling using FEM models software which features various realized patterns of ground behaviour and of superstructure's response thereto taking into account the associated reciprocal effects. The possibilities of solving physical and geometrical non-linear problems in spatial setting, as well as of realizing finite element schemes featuring several million of freedom degrees makes the software an effective tool in studies of geotechnical case histories.
Engineering performance of soils of the humid tropical zone of Southern Nigeria
Authors: Ejezie Samuel U.
Published: February 2025

The principal factor to which the observed engineering performance of the soils in the humid tropical zone of Southern Nigeria can be attributed has been determined to be the laterization phenomenon. During the process, oxides and hydroxides of iron and aluminum accumulate as the cementing agents binding the soil particles together. Clay-size particles aggregate into coarse grains giving the impression of a granular texture. The soil mass, in turn, correspondingly exhibits characteristics reflecting this texture when undisturbed in the field. When subjected to mechanical reworking or remolding however, such as in the process of pre-test sample preparation, the grains are disaggregated releasing a large quantity of fines. The laboratory test results therefore usually differ from predictions based on field observations.
Administrative report: TC23 – Limit state design in geotechnical engineering practice
Authors: Honjo Yusuke
Published: February 2025

This report reviews the activities of to ISSMGE's Technical Committee TC23 for the period 2001 – 2005. It has been prepared at the request of the Secretary General for distribution at the time of the ISSMGE International Conference in Osaka. The report concludes that the terms of reference set by the committee have been largely met. It is hoped that the documents produced by the TC on workshops and conferences will be valuable references for the ISSMGE members who have interests in this area.
Administrative report: TC33 – Geotechnics of soil erosion
Authors: Briaud Jean-Louis
Published: February 2025

Report on Technical Committee TC33 Activities: 2001–2005.
Behavior of Mexico City's Cathedral after underexcavation and subsoil hardening
Authors: Santoyo E.  , Ovando-Shelley E.
Published: February 2025

This note provides a summary of the main achievements obtained during the project for the geometrical Correction of Mexico City's Metropolitan Cathedral by means of underexcavation and selective soil hardening. Underexcavation and soil hardening are now two important tools for correcting inclined buildings affected by differential settlements in Mexico City.
ISSMGE TC 33. Geotechnics of Soil Erosion
Authors: Briaud Jean-Louis
Published: February 2025

Report on Technical Committee TC33 Activities: 2001–2005
Instability and failure in granular materials
Authors: Darve Félix  , Khoa Huynh Dat Vu
Published: February 2025

In a first part failure condition is revisited by taking into account basically the notion of “bifurcation”. Granular materials are strongly non-associated materials, which implies a constitutive elasto-plastic tensor without the major symmetry and the existence of a whole stress domain of failure. For plane strain conditions we give the equations of the boundaries of the failure domain. In a second part flow rule is considered by taking into account the notion of “vertex”. The existence of a pyramidal singularity in 3D conditions but not in axisymmetry is discussed through the “octo-linear” constitutive relation and some numerical computations.
Laboratory testing
Authors: Lade Poul V.
Published: February 2025

Brief descriptions are given of the most important, recent accomplishments in some select areas of experimental research. While the list of topics is not exhaustive, it includes soil stiffness at small strains, time effects, cross-anisotropy, strain localization and shear banding, and instability and liquefaction of silty sands.
Drained and undrained elastic moduli of reconstituted clay
Authors: Kawaguchi T.  , Mitachi T.  , Shibuya S.
Published: February 2025

The behavior of elastic stiffness involved with strains less than 10−5was examined over a wide stress range when a reconstituted clay is subjected to drained and undrained shear. The tests were carried out by using a fully automated triaxial apparatus equipped with bender elements. The drained/undrained elastic Young's moduli in the vertical direction, (Ev)dand (Ev)u, from stress-strain relationship, together with the elastic shear modulus, Gvh, from shear wave velocity measurement using bender elements, were each successfully characterized in terms of the current stress as well as the stress history. Interrelationship among (Ev)d, (Ev)uand Gvhwas also discussed, bearing the stiffness anisotropy at small strains in mind.
Cyclic shear characteristics of treated sand with colloidal silica grout
Authors: Kodaka T.  , Ohno Y.  , Takyu T.
Published: February 2025

A newly permeation grouting technique using a colloidal silica has been developed to prevent the liquefaction of sandy ground beneath existing structures. The aim of the present paper is to study the deformation and the strength characteristics of a treated sand with the colloidal silica. A series of laboratory tests are performed on the treated sand such as monotonie and cyclic torsional shear tests. In the case of cyclic torsional shear test with the treated sand, a relatively large strain is developed in the early stage of loading; however, both the development of shear strain and the decrease of mean effective stress resulted without any collapse and liquefaction. As the results, the remarkable improvement of cyclic shear strength by the colloidal silica treatment can be exhibited. This phenomenon leads to the expansion of dilation region across which it faced the phase transformation line and the failure line.
Attrition and particle breakage under monotonic and cyclic loading
Authors: Mayoraz F.  , Vulliet L.  , Laloui L.
Published: February 2025

The morphological evolution of sand grains under monotonic and cyclic loading, typically present in road structures, is presented. Two types of mineralogy are considered: a limestone and a sandstone. Loading in uniaxial strain conditions are applied, with a maximum mean pressure of 5 MPa and a maximum number of cycles of 250'000. Variations in grain size distribution and grain shape, measured with image analysis techniques, are discussed in detail. In the case of uniform grain size distribution, particle breakage does appear for stresses around 500 kPa for the limestone grains and 100 kPa for the sandstone grains. For well-graded materials under low cyclic pressures (<1 MPa), changes in grain size distribution can hardly be detected.
Compaction control of a soil rock-mixtures at Odelouca dam
Authors: Bilé Serra João  , Caldeira Laura  , Cristino Andrea
Published: February 2025

Odelouca dam is a zoned earth fill dam with 76 m height presently being constructed in the South of Portugal. The embankment material is clayey soil, at the core, and weathered schist with a significant fraction of oversized particles, at the slopes. Compaction control during the construction was performed through in situ tests and laboratory compaction tests.