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Soil-Structure Interaction in Structural and Geotechnical Engineering

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A special issue of Applied Sciences (ISSN 2076-3417). This special issue belongs to the section "Civil Engineering".

Deadline for manuscript submissions: 20 April 2025 | Viewed by 10875

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Special Issue Editors

Prof. Dr. Mien Jao

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Guest Editor

Department of Civil and Environmental Engineering, Lamar University, Beaumont, Texas 77710, USA
Interests: soil evaluation and stabilization; foundation/pile/wall system evaluation; numerical modelling in geotechnical engineering
Special Issues, Collections and Topics in MDPI journals

Prof. Dr. Paul Bernazzani

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Guest Editor

Department of Chemistry and Biochemistry, Lamar University, Beaumont, Texas 77710, USA
Interests: chemical physics; molecular behavior of macromolecules; kinetic and thermodynamic study in simple and complex systems such as polystyrene and proteins for a wide of range applications, from soil stabilization to polymer processing and drug design

Special Issue Information

Dear Colleagues,

This Special Issue is interested in the current technology available for studying soil-structural interaction (SSI) in structural and geotechnical engineering, including the study of the interaction between foundation, soil, and adjacent structures. It addresses the latest findings on numerical and physical modeling, case studies, and analytical approaches, as well as seismic analysis/design methods and soil liquefaction.

This Special Issue seeks to address recent advances in the following areas:

Numerical modeling in geotechnical/structural engineering related to SSI;
Physical modeling in geotechnical/structural engineering related to SSI;
SSI for seismic analysis/design of buildings, bridges, and other structures;
Impact of interactions between foundations and adjacent structures/wall systems on soil behavior;
Case studies on the impact of soil properties on SSI;
Design and other methods to mitigate SSI or soil liquification damages;
Economic cost analysis and efficacy with different approaches to mitigate adverse effects of SSI.

It is our pleasure to invite you to submit manuscripts to this Special Issue. Full papers, technical notes, case studies, communications, and reviews are all welcome.

Prof. Dr. Mien Jao
Prof. Dr. Paul Bernazzani
Guest Editors

Manuscript Submission Information

Manuscripts should be submitted online at www.mdpi.com by registering and logging in to this website. Once you are registered, click here to go to the submission form. Manuscripts can be submitted until the deadline. All submissions that pass pre-check are peer-reviewed. Accepted papers will be published continuously in the journal (as soon as accepted) and will be listed together on the special issue website. Research articles, review articles as well as short communications are invited. For planned papers, a title and short abstract (about 100 words) can be sent to the Editorial Office for announcement on this website.

Submitted manuscripts should not have been published previously, nor be under consideration for publication elsewhere (except conference proceedings papers). All manuscripts are thoroughly refereed through a single-blind peer-review process. A guide for authors and other relevant information for submission of manuscripts is available on the Instructions for Authors page. Applied Sciences is an international peer-reviewed open access semimonthly journal published by MDPI.

Please visit the Instructions for Authors page before submitting a manuscript. The Article Processing Charge (APC) for publication in this open access journal is 2400 CHF (Swiss Francs). Submitted papers should be well formatted and use good English. Authors may use MDPI's English editing service prior to publication or during author revisions.

Keywords

soil-structural interaction
soil liquification
seismic analysis
foundation and adjacent structure system
numerical and physical modeling

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Published Papers (9 papers)

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30 pages, 13443 KiB

Open AccessArticle

Implementation of PMDL and DRM in OpenSees for Soil-Structure Interaction Analysis

by Sefa Uzun and Yusuf Ayvaz

Appl. Sci. 2024, 14(18), 8519; https://doi.org/10.3390/app14188519 - 21 Sep 2024

Viewed by 1201

Abstract

It is widely acknowledged that the effects of soil-structure interaction (SSI) can have substantial implications during periods of intense seismic activity; therefore, accurate quantification of these effects is of paramount importance in the design of earthquake-resistant structures. The analysis of SSI is typically conducted using either direct or substructure methods. Both of these approaches involve the use of numerical models with truncated or reduced-order computational domains. To ensure effective truncation, it is crucial to employ boundary representations that are capable of perfectly absorbing outgoing waves and allowing for the consistent application of input motions. At present, such capabilities are not widely available to researchers and practicing engineers. In order to address this issue, this study implemented the Domain Reduction Method (DRM) and Perfectly Matched Discrete Layers (PMDLs) in OpenSees. The accuracy and stability of these implementations were verified through the use of vertical and inclined incident SV waves in a two-dimensional problem. In terms of computational efficiency, PMDLs require a shorter analysis time (e.g., with PMDLs, the analysis concluded in 35 min as compared to 250 min with extended domain method) and less computational power (one processor for PMDLs against 20 processors for the extended domain method) thus offering a balance between accuracy and efficiency. Furthermore, illustrative examples of the aforementioned implemented features are presented, namely the response analysis of single-cell and double-cell tunnels exposed to plane waves inclined at an angle. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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18 pages, 14303 KiB

Open AccessArticle

Graph-Analytical Method for Calculating Settlement of a Single Pile Taking into Account Soil Slippage

by Armen Z. Ter-Martirosyan, Vitalii V. Sidorov and Anastasiia S. Almakaeva

Appl. Sci. 2024, 14(17), 8064; https://doi.org/10.3390/app14178064 - 9 Sep 2024

Viewed by 491

Abstract

Most of the existing methods of pile settlement calculation, including normative methods, do not fully take into account the processes occurring in the soil when loads are transferred to them and the changes in the properties of the contact zone soils. This leads to underutilisation of the bearing capacity of the soil, and the calculated settlement value may differ several times from the real values. In this paper, a graph-analytical solution to the problem of interaction of a single pile with a three-layer soil foundation is proposed to determine the settlement, taking into account the complex nature of the pile operation and the processes occurring in the soil when loads are transferred to them. The proposed method allows to use the non-linear behaviour of the soil on the lateral surface and under the tip of the pile, the possibility of its detachment and slippage after reaching the ultimate strength of the soil, changes in the properties of the contact zone soils, and the load distribution on the pile between its lateral surface and the tip. To verify the proposed graph-analytical solution, a comparative analysis was performed with the numerical method in the Plaxis 2d software (version 21.00.01.7) and with the results of static tests of piles at the construction site. To determine the strength reduction factor at the contact of soils with concrete, laboratory tests were carried out on a direct shear apparatus. Based on the results of the performed calculations, graphs of the dependence of settlements on loads were plotted, conclusions were drawn about the possibility of using the graph-analytical method, and prospects for further development and improvement of the graph-analytical method were proposed. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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15 pages, 2912 KiB

Open AccessArticle

Settlement Foundations by Exploring the Collapse of Unsaturated Soils

by Marieh Fatahizadeh and Hossein Nowamooz

Appl. Sci. 2024, 14(17), 7688; https://doi.org/10.3390/app14177688 - 30 Aug 2024

Viewed by 849

Abstract

Increasing extreme weather events and climate change can significantly affect soil moisture regimes, particularly soil suction, leading to additional challenges associated with unsaturated soils, including the collapse phenomenon. The collapsibility of soils poses significant engineering and geotechnical risks globally, necessitating urgent attention from engineers. This work establishes a numerical model of a shallow foundation subjected to rainfall and load using COMSOL Multiphysics. A hydromechanical model (H-M) is introduced which incorporates The Richards’ module and the Extended Basic Barcelona Model (EBBM) as a constitutive model to predict settlements in shallow foundations influenced by climate change and intense rainfall. The validation of the model is conducted through experimental tests, ensuring its accuracy. Additionally, in the practical application, the hydromechanical model is applied to anticipate the effect of infiltration on settlements of shallow foundations. The simulation results show that infiltration leads to an increase in the pressure head above the water table, decreasing soil suction, which induces additional settlement due to wetting-induced collapse. The maximum settlement happened at the corners of the footing due to increased exposure to infiltration and a greater reduction in suction. The collapse potential calculated from the numerical simulation was found to be consistent with the predictions established via analytical models, validating the accuracy of the numerical approach. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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17 pages, 7021 KiB

Open AccessArticle

Stress State Analysis of the Soil Plug of Open-Ended Piles during Impact Driving Using Particle Flow Code (PFC)

by Youngsang Kim and Mintae Kim

Appl. Sci. 2024, 14(15), 6512; https://doi.org/10.3390/app14156512 - 25 Jul 2024

Viewed by 644

Abstract

The increasing demand for energy and industrial development necessitates the construction of large-scale structures, often in previously undeveloped areas. Pile foundations, particularly open-ended piles (OEPs), are extensively used in such projects due to their drivability and structural integrity. This research focuses on the unique plugging effect in OEPs, where soil enters the pile during installation, forming a soil plug that significantly contributes to the pile’s static resistance. A significant challenge in OEP applications is the uncertainty in internal stress states and bearing capacity due to the dynamic nature of impact driving in sands. Current standards assume that the inner skin friction equals the outer skin friction along the entire soil plug length, a conservative approach lacking in consideration of the actual stress states. Utilizing the Particle Flow Code (PFC) software, this research aims to analyze the internal stress conditions within the soil plug during impact driving, providing a more accurate prediction of OEP behavior under various conditions. The study’s findings, validated against experimental results, enhance the understanding of soil–pile interactions, contributing to the development of improved design methodologies for open-ended piles. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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16 pages, 3908 KiB

Open AccessArticle

Performance of Pile–Wall System Adjacent to Footings

by Ghassan A. Sudani and Mien Jao

Appl. Sci. 2024, 14(8), 3496; https://doi.org/10.3390/app14083496 - 21 Apr 2024

Viewed by 909

Abstract

The performance of a retaining wall is dependent on multiple factors including lateral earth pressure, which results from backfill soils and adjacent footings located behind a retaining wall. The prediction of a retaining wall’s performance in a footing–soil–wall system (FSPS) must incorporate the influences caused by the movement of a retaining wall. This study examines the performance of a retaining wall formed by driven, precast, concrete piles located adjacent to a concrete footing using two- and three-dimensional finite element analysis (2D and 3D FEA) by ANSYS 13.0 software. Both soil and concrete are assumed to behave as non-linear, elastic-perfectly plastic and rate-independent materials in compliance with the upper-bound model of Drucker–Prager yield criterion. Three backfill and foundation soils are considered: kaolin, silty clay, and kaolin–sand. Various conditions of soil type, footing shape ratio, pile width, and footing–pile distance through 180 FEA runs are investigated. The effects of 2D and 3D FEA on the behavior of the pile–wall system are compared. The lateral deflection and pressure distribution profiles along the pile–wall are studied and presented. Two empirical equations predicting lateral deflections at the pile toe and pile head and useful for pile structural design are developed under the ultimate pressure of the adjacent footing. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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17 pages, 3456 KiB

Open AccessArticle

A Study on the Results of Risk Analyses Applying the Concept of Rock Mass Stand-Up Time for Underground Mining Sites

by Phong Duyen Nguyen, Hiep Huy Nguyen, Hung Huu Dam, Manh Van Nguyen, Piotr Osinski and Eugeniusz Koda

Appl. Sci. 2024, 14(5), 1736; https://doi.org/10.3390/app14051736 - 21 Feb 2024

Viewed by 1103

Abstract

Throughout all the countries in the world, including Vietnam, nations with well-established mining industries have undertaken extensive research on the stability of rock masses when constructing underground tunnels in varied geological conditions. The present study aims to provide a comprehensive overview of the risk assessment related to rock masses during the construction of pit lines in mining operations. Consequently, the standing time of unsupported tunnels is assessed based on different values of the strength index and deformation characteristics of the rock mass. The objective was to perform both experimental and theoretical investigations to analyse how the stand-up time of rock masses surrounding a tunnel affects the unsupported span. The analyses were based on considering the rock parameters, including strain modulus; geological strength index; and allowable displacement values, and consideration of hereditary creep properties. By examining tunnels excavated in rock strata, it was concluded that varying geological strength index values resulted in distinct creep behaviour in the surrounding rock masses. Thus, it was reasonable to compute the unsupported span and stand-up time of tunnels. The research revealed that permissible displacements are significantly influenced by the types of rock materials surrounding the tunnel structure. Recognising the significance of time, the authors introduce a more practical interpretation and evaluation of the stability of rock masses, thus enhancing the precision of commonly available models. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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17 pages, 4835 KiB

Open AccessArticle

Influence Analysis of Liquefiable Interlayer on Seismic Response of Underground Station Structure

by Jiantao Yao and Yongliang Lin

Appl. Sci. 2023, 13(16), 9210; https://doi.org/10.3390/app13169210 - 14 Aug 2023

Cited by 1 | Viewed by 1186

Abstract

To study the influence law of the seismic response of underground station structures at liquifiable interlayer sites, a two-dimensional numerical model of the interaction between the soil and station structure was established based on the finite difference software FLAC^3D. The nonlinear dynamic response of the station structure located at the liquifiable interlayer site was analyzed considering the location distribution, relative density, and thickness of the liquifiable interlayer. The results show that the deformation of the structure is greatest when the liquifiable interlayer is distributed on both sides of the station side walls, while the interlayer has an energy-dissipating and damping effect on the upper station structure when it is located at the bottom of the structure. The lower the relative density of the liquifiable interlayer is, the stronger the internal dynamic response of the structure will be, and the more unfavorable it will be to the seismic resistance of the structure. When the liquefiable interlayer is only present in the lateral foundation of the station, an increase in its thickness results in a stronger shear effect on the structure and a higher probability of damage. However, when the thickness of the liquifiable interlayer reaches a point where the entire station is placed within it, the lateral force and deformation of the structure are significantly reduced. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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21 pages, 15639 KiB

Open AccessArticle

Experimental Study on Cumulative Deformation of Pile Group in Saturated Clay under Horizontal Cyclic Loading

by Duoyin Wang, Yong Hu, Lunliang Duan, Li Wang, Mingjie Jiang, Jie Chen and Lu Hong

Appl. Sci. 2023, 13(9), 5440; https://doi.org/10.3390/app13095440 - 27 Apr 2023

Cited by 1 | Viewed by 1447

Abstract

In order to investigate the cumulative deformation of the pile group in saturated clay under horizontal cyclic loading, a series of 1g model tests were conducted using the self-made loading equipment in this paper. Firstly, the loading equipment and testing procedure are introduced. Then, the cumulative deformation of the pile group, the dynamic response of the soil, and the bending moment of the pile shaft under horizontal cyclic loading are studied. Finally, the horizontal cyclic stiffness of the pile group is analyzed based on the experimental results. It can be found that the cumulative displacement, the rotation angle of the bearing platform, the pile shaft bending moment, and the pore water pressure can attain 90% of the peak values within the first 1000 cycles, and the growth rate slows down in subsequent loading cycles. Moreover, the bending moment of each pile increases with the burial depth and gradually decreases after the peak values. Notably, the horizontal cyclic stiffness of the pile group grows with the cycle loading times and decreases with the loading amplitude. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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16 pages, 5656 KiB

Open AccessTechnical Note

The Possibility of Detrimental Effects on Soil–Structure Interaction in Seismic Design Due to a Shift in System Frequency

by Weifeng Tao, Jia Fu and Yugang Li

Appl. Sci. 2024, 14(17), 7519; https://doi.org/10.3390/app14177519 - 26 Aug 2024

Viewed by 907

Abstract

Soil–structure interaction (SSI) leads to a modification in the dynamic properties of structure, but due to the complexity of analysis, it is traditionally assumed in seismic designs that the structure is fixed-supported on the ground, which brings about potential risks to the seismic performances of structure. The study works on the possibility of SSI having detrimental effects by comparing the dynamic responses of the SSI system to a fixed-base structure, and presents charts for an evaluation of the system frequency of SSI for the purpose of engineering practice. In order to reveal the physical nature, the SSI model is reduced to its simplest form, consisting of a SDOF oscillator, a three-dimensional rectangular foundation, and a multi-layered half-space. The energy dissipation in the soil is achieved by foundation impedances and the substructure method. Previously, the foundation impedances are usually acquired by two-dimensional or axisymmetric three-dimensional models in uniform half-space to avoid the high cost of the more realistic, fully 3D models, while a high-precision indirect boundary element method is employed, combined with the non-singular Green’s functions of distributed loads to calculate the foundation impedances. Although SSI dampens the peak amplitude of structure response in the frequency domain, case studies on four buildings’ responses to 42 earthquakes in the time history show a possibility of 15–20% that SSI amplifies the dynamic responses of structures, such as the maximum and the mean values in the time history, depending on the properties of the structures and the site, as well as the frequency component of incident waves. Full article

(This article belongs to the Special Issue Soil-Structure Interaction in Structural and Geotechnical Engineering)

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