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Building Foundation Analysis: Soil–Structure Interaction

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A special issue of Buildings (ISSN 2075-5309). This special issue belongs to the section "Building Structures".

Deadline for manuscript submissions: 31 December 2024 | Viewed by 7512

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Special Issue Editors

Prof. Dr. Qiang Xie

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Guest Editor

School of Civil Engineering, Chongqing University, Chongqing 400044, China
Interests: rock mechanics; soil mechanics; disaster prevention and reduction; underground space; soil–structure interaction

Dr. Yuxin Ban

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Guest Editor

School of Civil Engineering and Architecture, Chongqing University of Science and Technology, Chongqing 401331, China
Interests: geotechnical engineering; rock and soil mechanics

Dr. Xiang Fu

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Guest Editor

College of River and Ocean Engineering, Chongqing Jiaotong University, Chongqing 400074, China
Interests: tunneling; rock slope stability; numerical modelling; rock mass characterization

Special Issue Information

Dear Colleagues,

In this Special Issue of Buildings, we will delve into a critical topic in building foundations: soil–structure interaction. The characteristics of soil and its interaction with structural elements play a vital role in the design and construction of buildings. This Special Issue aims to provide readers with insights into the latest research findings, engineering practices, and technological innovations in the field of soil–structure interaction.

The topics of interest include but are not limited to the following:

Fundamental principles and theories of soil mechanics.
Design and analysis methods for building foundations.
Models and numerical simulations of soil–structure interaction.
Influence of different soil types on building behavior.
Analysis of soil bearing capacity, settlement, and deformation.
Dynamic response and seismic engineering of soil–structure systems.
Design, analysis, and construction techniques for pile foundations.
Application of soil improvement techniques in soil–structure interaction.
Effects of soil lateral forces on buildings and mitigation methods.
Research on soil-structure interaction in underground structures.

Prof. Dr. Qiang Xie
Dr. Yuxin Ban
Dr. Xiang Fu
Guest Editors

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Keywords

building foundations
soil mechanics
soil–structure interaction
building behavior
pile foundations

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Published Papers (9 papers)

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Research

17 pages, 7184 KiB

Open AccessArticle

Fluid Flow Modeling and Experimental Investigation on a Shear Thickening Fluid Damper

by Shiwei Chen, Xiaojiao Fu, Peiling Meng, Lei Cheng, Lifang Wang and Jing Yuan

Buildings 2024, 14(11), 3548; https://doi.org/10.3390/buildings14113548 - 7 Nov 2024

Viewed by 439

Abstract

Shear Thickening Fluid (STF) is a specialized high-concentration particle suspension capable of rapidly and reversibly altering its viscosity when exposed to sudden impacts. Consequently, STF-based dampers deliver a self-adaptive damping force and demonstrate significant potential for applications in structural vibration control. This study presents both a modeling and experimental investigation of a novel double-rod structured STF damper. Initially, a compound STF is formulated using silica particles as the dispersed phase and polyethylene glycol solution as the dispersing medium. The rheological properties of the STF are then experimentally evaluated. The STF’s constitutive rheological behavior is described using the G-R model. Following this, the flow behavior of the STF within the damper’s annular gap is explored, leading to the development of a two-dimensional axisymmetric fluid simulation model for the damper. Based on this model, the dynamic mechanism of the proposed STF damper is analyzed. Subsequently, the STF damper is optimally designed and subjected to experimental investigation using a dynamic testing platform under different working conditions. The experimental results reveal that the proposed STF damper, whose equivalent stiffness can achieve a nearly threefold change with excitation frequency and amplitude, exhibits good self-adaptive capabilities. By dividing the damper force into two parts: the frictional damping pressure drop, and the osmotic pressure drop generated by the “Jamming effect”. A fitting model is proposed, and it aligns closely with the nonlinear performance of the STF damper. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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24 pages, 7425 KiB

Open AccessArticle

Experimental Study on the Influence of Sidewall Excavation Width and Rock Wall Slope on the Stability of the Surrounding Rock in Hanging Tunnels

by Hao Zhang, Tianyu Luo, Zhao Xiang, Zhiwei Cai, Tongqing Wu, Dong Zhang, Bing Liu and Hu Feng

Buildings 2024, 14(11), 3477; https://doi.org/10.3390/buildings14113477 - 31 Oct 2024

Viewed by 453

Abstract

Hanging tunnels are a unique type of highway constructed on hard cliffs and towering mountains, renowned for their steep and distinctive characteristics. Compared to traditional full tunnels or open excavations, hanging tunnels offer significant advantages in terms of cost and construction time. However, the engineering design and construction cases of such tunnels are rarely reported, and concerns about construction safety and surrounding rock stability have become focal points. Taking the Shibanhe hanging tunnel as a case study, this paper focuses on the stability of the surrounding rock during the excavation of limestone hanging tunnels using physical analog model (PAM) experiments and numerical calculation. Firstly, based on the similarity principle and orthogonal experiments, river sand, bentonite, gypsum and P.O42.5 ordinary Portland cement were selected as the raw materials to configure similar materials from limestone. Secondly, according to the characteristics of hanging tunnels, geological models were designed, and excavation experiments with three different sidewall excavation widths and rock wall slopes were carried out. The effects of these variables on the stress and displacement behavior of the surrounding rock were analyzed, and the laws of their influence on the stability of the surrounding rock were explored. Finally, numerical simulations were employed to simulate the tunnel excavation, and the results of the numerical simulations and PAM experiments were compared and analyzed to verify the reliability of the PAM experiment. The results showed that the vertical stress on the rock pillars was significantly affected by the sidewall excavation widths, with a maximum increase rate of 53.8%. The displacement of the sidewall opening top was greatly influenced by the sidewall excavation widths, while the displacement of the sidewalls was more influenced by the rock wall slope. The experimental results of the PAM are consistent with the displacement and stress trends observed in the numerical simulation results, verifying their reliability. These findings can provide valuable guidance and reference for the design and construction of hanging tunnels. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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13 pages, 4829 KiB

Open AccessArticle

Numerical Study on Mechanical Characteristics of Tower Sections with Main Member Disconnection

by Hengwei Zheng, Changli Wu, Jinhong Liu, Lang Zhong, Kai Li and Zhitao Yan

Buildings 2024, 14(9), 2998; https://doi.org/10.3390/buildings14092998 - 21 Sep 2024

Viewed by 434

Abstract

Restricted by the existing construction technology, there are a lot of disconnections in the angle steel components of transmission towers. At present, there are more studies on single angle steel or cross bracing, but less on the main member containing disconnection joints. According to the disconnection position in the main member, an upper end disconnection, middle end disconnection, and lower end disconnection were designed in this paper. At the same time, a tower section model of a connected main member and a tower section model of a disconnected main member were established and analyzed by finite element analysis. Considering the loadings acting on transmission towers, the two load conditions of axial loading and tension–compression coupling are set. Considering the loadings acting on transmission towers, the influences of the combination form of the inner and outer steel cladding and the steel cladding area ratio on the ultimate bearing capacity of the main member were studied under 72 groups of different tower sections applied with axial loadings. The influence of the disconnection joints on the stability of the tower section was studied under 24 groups of different tower sections applied with tension and compression coupled loading conditions. Referring to the specifications, the slenderness ratio correction factor formula of the disconnect main member can be derived. The results indicate that when designing the disconnection joint in the main member, it is recommended to choose a middle end disconnection with a steel cladding area ratio of 1.0. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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17 pages, 5709 KiB

Open AccessArticle

Settlement of a Pile Foundation Considering Linear and Rheological Properties of Soils

by Armen Z. Ter-Martirosyan, Lyubov Yu. Ermoshina and George O. Anzhelo

Buildings 2024, 14(9), 2830; https://doi.org/10.3390/buildings14092830 - 8 Sep 2024

Viewed by 791

Abstract

Despite numerous studies of single piles and practical experience with their application, methods for calculating settlements of pile foundations remain limited. The existing objective need for specialized methods of pile foundation settlement calculation that take into account the rheological properties of the base soils is becoming more and more important, especially in the construction of unique objects in complex ground conditions. When predicting the stress–strain state of the pile–raft-surrounding soil mass system, it is allowed to consider not the entire pile foundation as a whole, but only a part of it—the computational cell. In the present work, we have solved the problems of determining the strains of the computational cell consisting of the pile, the raft and the surrounding soil according to the column pile scheme and hanging pile scheme, on the basis of the Kelvin–Voigt rheological model, which is a model of a viscoelastic body consisting of parallel connected elements: Hooke’s elastic spring and Newtonian fluid. According to our results, we obtained graphs of the dependence of strains of the computational cell on time at different pile spacing and different values of coefficients of viscosity of the surrounding soil, and a formula for calculating the reduced modulus of deformation of the pile. The results of the present study can significantly improve the accuracy of calculations during construction on clayey soils with pronounced rheological properties and, as a result, increase the reliability of pile structures in general. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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19 pages, 7642 KiB

Open AccessArticle

Examination of Damage Evolution in Slurry Masonry Schist Subjected to Biaxial Compressive Stresses

by Jie Dong, Siwu Cheng, Hongyun Chen, Hongfeng Zhang, Yadong Zhao, Guoxiang Zhang and Fengwu Gong

Buildings 2024, 14(7), 1942; https://doi.org/10.3390/buildings14071942 - 26 Jun 2024

Viewed by 960

Abstract

This study used a static bidirectional multifunctional loading system. The system conducted bidirectional compression tests on scaled specimens of slurry masonry schist under freeze–thaw cycling conditions. This study aimed to investigate the influence of bidirectional stress coupling with freeze–thaw cycles on the mechanical properties of slurry masonry schist. The results indicate that lateral pressure can increase the peak stress of slurry masonry schist, while freeze–thaw cycles have an adverse effect on the material’s internal pore structure, counteracting the gain effect of lateral pressure. This study also employed acoustic emission (AE) technology to analyze the evolution of slurry masonry schist failure characteristics. The findings reveal that freeze–thaw cycles accelerate the failure of slurry masonry schist during loading, and lateral pressure to some extent mitigates the damage development of slurry masonry schist. The synergistic effect of lateral pressure and freeze–thaw cycles alters the fracture mode of slurry masonry schist. Acoustic emission signal localization demonstrates numerous AE localization points in the interface transition zone, forming a coherent signal band where cracks propagate toward complete interface penetration. The crack extension process of the slurry masonry schist was investigated using the digital image correlation (DIC) method. The results indicated that macroscopic cracks formed in the strain localization zone, resulting in fracture damage to the specimens, with interfacial debonding identified as the primary failure mode for slurry masonry schist structures. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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20 pages, 18660 KiB

Open AccessArticle

Anchor Shear Strength Damage under Varying Sand Content, Freeze-Thaw Cycles, and Axial Pressure Conditions

by Jie Dong, Yin-Chen Wang, Zhi-Hui Wu, Feng-Wu Gong, Ya-Dong Zhao and Hong-Feng Zhang

Buildings 2024, 14(6), 1772; https://doi.org/10.3390/buildings14061772 - 12 Jun 2024

Viewed by 624

Abstract

Sandy soil in the north of Hebei region of China is widely distributed, the temperature difference between day and night is large, the phenomenon of freezing and thawing is obvious, and the soil body before and after the freezing and thawing cycle of sandy soil slopes is affected by the changes. This paper takes the stability of a sandy soil anchorage interface under a freeze-thaw cycle as the research background and, based on the self-developed anchor-soil interface shear device, analyses the influence of changing sand rate, confining pressure, and the number of freeze-thaw cycles on the shear characteristics of an anchor-soil interface in anchorage specimens. The research findings indicate that, at 50–60% sand contents, the shear strength increases with a higher sand content and is positively correlated with confining pressure within a higher range. A higher sand content stabilises the anchoring body, but an excessively high sand content can lead to failure. Increasing the sand content, confining pressure, and freeze-thaw cycle number all result in a reduction in the shear displacement at the peak strength. After 11 freeze-thaw cycles, the shear strength of the anchoring body stabilises, with a reduction in strength of approximately 32%, and a higher sand content effectively reduces the reduction in strength. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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22 pages, 3386 KiB

Open AccessArticle

Nonlinear Dynamic Response of Galfenol Cantilever Energy Harvester Considering Geometric Nonlinear with a Nonlinear Energy Sink

by Lingzhi Wang, Chao Liu, Weidong Liu, Zhitao Yan and Xiaochun Nie

Buildings 2024, 14(5), 1482; https://doi.org/10.3390/buildings14051482 - 20 May 2024

Viewed by 789

Abstract

The nonlinear energy sink (NES) and Galfenol material can achieve vibration suppression and energy harvesting of the structure, respectively. Compared with a linear structure, the geometric nonlinearity can affect the output performances of the cantilever beam structure. This investigation aims to present a coupled system consisting of a nonlinear energy sink (NES) and a cantilever Galfenol energy harvesting beam with geometric nonlinearity. Based on Hamilton’s principle, linear constitutive equations of magnetostrictive material, and Faraday’s law of electromagnetic induction, the theoretical dynamic model of the coupled system is proposed. Utilizing the Galliakin decomposition method and Runge–Kutta method, the harvested power of the external load resistance, and tip vibration displacements of the Galfenol energy harvesting model are analyzed. The influences of the external excitation, external resistance, and NES parameters on the output characteristic of the proposed coupling system have been investigated. Results reveal that introducing NES can reduce the cantilever beam’s vibration while considering the geometric nonlinearity of the cantilever beam can induce a nonlinear softening phenomenon for the output behaviors. Compared to the linear system without NES, the coupling model proposed in this work can achieve dual efficacy goals over a wide range of excitation frequencies when selecting appropriate parameters. In general, large excitation amplitude and NES stiffness, small external resistance, and small or large NES damping values can achieve the effect of broadband energy harvesting. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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13 pages, 5799 KiB

Open AccessArticle

Experimental Study on the Mechanical Properties of Rock–Concrete Composite Specimens under Cyclic Loading

by Hongjun Li, Baoyun Zhao, Zhengjun Hou and Hongyao Min

Buildings 2024, 14(3), 854; https://doi.org/10.3390/buildings14030854 - 21 Mar 2024

Viewed by 910

Abstract

The foundations of bridges and other tall buildings are often subjected to cyclic loads. Therefore, it is essential to investigate the mechanical properties of rock–concrete composite foundations under cyclic loads. In this paper, uniaxial cyclic loading and unloading tests were conducted on rock–concrete composite specimens using the TFD-2000 microcomputer servo-controlled rock triaxial testing machine. The stress–strain curves, elastic modulus variation, and energy dissipation were analyzed. The results showed that the stress–strain curves of composite specimens under uniaxial cyclic loading and unloading conditions formed hysteresis loops. The hysteresis loop exhibited a sparse–dense–sparse pattern under the upper stress of 27.44 MPa, which was 90% of the uniaxial strength. The elastic modulus, as well as the dissipated energy, decreased rapidly in the first few cycles and then gradually decreased at a constant rate, with the upper stress increasing to 27.44 MPa. Both the elastic modulus and the dissipated energy exhibited an accelerated stage before specimen failure. The primary failure mode of the composite specimen was split failure from concrete to sandstone. A damage variable was derived to better reflect the laws governing the damage evolution of the composite under cyclic loads. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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21 pages, 16028 KiB

Open AccessArticle

Theoretical Analysis of the Influence of Bearing Plate Position on the Bearing Performance of Soil around the CEP Antipull Force Double Pile

by Yongmei Qian, Lin Sun, Lishuang Ai, Ying Zhou and Mingxiao Li

Buildings 2023, 13(10), 2613; https://doi.org/10.3390/buildings13102613 - 17 Oct 2023

Cited by 3 | Viewed by 1158

Abstract

With the development of large-scale projects such as high-rise buildings, deep-sea platforms, bridges, etc., these construction facilities are affected by many factors such as environment and geological conditions, which put forward higher requirements for pile-bearing capacity. Compared with the straight-hole grouted piles, the CEP (concrete expanded-plate) piles have an increased bearing plate, which has stronger resistance to pullout under the action of axial tension. The location of the bearing plate is the main factor affecting the bearing capacity of a CEP pile. This study simulates and analyzes CEP double piles on ANSYS software (Ansys R19.0 versions) under ideal conditions, designs five types of model piles with different bearing plate positions, and divides them into six groups for simulation. Finally, a complete model of the two-pile system is established. It is obtained that when the bearing plate is in the same position, the longer the pile length above the bearing plate, the greater the ultimate bearing capacity of the CEP double piles; when the bearing plates of a double pile are at different positions, the antipull-force-bearing capacity of the double pile mainly depends on the pile with a smaller pile length above the bearing plate, and determines the calculation mode of a CEP double-pile antipull-force-bearing capacity at different bearing plate positions, so as to provide a theoretical basis for the design and application of CEP pile foundations in large building structures in the future. Full article

(This article belongs to the Special Issue Building Foundation Analysis: Soil–Structure Interaction)

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