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Advances in Foundation Engineering for Building Structures

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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: closed (30 January 2025) | Viewed by 18037

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Special Issue Editors

Dr. Junyoung Ko

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Guest Editor

Department of Civil Engineering, Chungnam National University, Daejeon 34134, Republic of Korea
Interests: soil–substructure interaction; foundation technologies for building remodeling; compressed air energy storage (CAES) pile; finite element analysis; geohazard monitoring; ground subsidence; offshore wind turbine foundation

Dr. Joonkyu Lee

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Guest Editor

Department of Civil Engineering, University of Seoul, Seoul 02504, Republic of Korea
Interests: stability; foundations; numerical modelling; environmental geotechnics

Dr. Jaehyun Kim

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Guest Editor

Department of Civil Engineering, Kangwon National University, Chuncheon, Republic of Korea
Interests: offshore foundation; physical modelling; soil properties; centrifuge modelling; renewable energy; site investigation
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Special Issue Information

Dear Colleagues,

We are pleased to invite you to contribute your research to Special Issue on “Advances in Foundation Engineering for Building Structures” in Buildings.

In recent times, significant changes have occurred in the building market. We are currently faced with conflicting issues such as (1) new development and (2) securing a sustainable environment, so we must resolve them wisely.

For (1) new development, each country is competing with skyscrapers by building increasingly large and high-rising buildings. Since these super-high-rise buildings must resist the load of the superstructure, which is greater than the load of typical buildings, a new foundation type and design method are required.

Furthermore, for (2) a sustainable future, CO₂ reduction policies are also needed in the building structure market. Therefore, CO₂ reduction can be achieved by remodeling aging buildings rather than rebuilding them, so the market in building remodeling is steadily increasing. Building remodeling can be a complicated and challenging task because it involves the reuse of existing structural foundations and reinforcement. In addition, various renewable energy technologies such as energy pile foundation and compressed air energy storage (CAES) system pile are being utilized and developed to apply new renewable energy methods to buildings.

For this reason, the aim of this Special Issue is to discuss and share the direction of foundation technologies for building structures. Therefore, we welcome research papers and review papers on various topics that present originally theoretical, empirical, experimental, methodological, and numerical analysis results. The following topics are recommended, but not limited to:

Innovative foundation technologies for super-high-rise buildings;
Foundation technologies for building remodeling;
Foundation for renewable energy for buildings;
Ground deep excavation for building construction in urban;
Stability of building foundation against earthquakes;
Improving bearing capacity of foundation for building;
Building foundation using 3D printing technology.

Dr. Junyoung Ko
Dr. Joonkyu Lee
Dr. Jaehyun Kim
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. Buildings 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 2600 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

foundation
pile
super-high-rise building
building remodeling
renewable energy
excavation
earthquake
bearing capacity
3D print

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Published Papers (12 papers)

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Research

24 pages, 9917 KiB

Open AccessArticle

Experimental Investigation of Soil Settlement Mechanisms Induced by Staged Dewatering and Excavation in Alternating Multi-Aquifer–Aquitard Systems

by Cheng Zhao, Yimei Cheng, Guohong Zeng, Guoyun Lu and Yuwen Ju

Buildings 2025, 15(9), 1534; https://doi.org/10.3390/buildings15091534 - 2 May 2025

Abstract

Dewatering and excavation are fundamental processes influencing soil deformation in deep foundation pit construction. Excavation causes stress redistribution through unloading, while dewatering lowers the groundwater level, increases effective stress, and generates seepage forces and compressive deformation in the surrounding soil. To systematically investigate their combined influence, this study conducted a scaled physical model test under staged excavation and dewatering conditions within a layered multi-aquifer–aquitard system. Throughout the experiment, soil settlement, groundwater head, and pore water pressure were continuously monitored. Two dimensionless parameters were introduced to quantify the contributions of dewatering and excavation: the total dewatering settlement rate

η_{d w}

and the cyclic dewatering settlement rate

η_{d w, i}

. Under different experimental conditions,

η_{d w}

ranges from 0.35 to 0.63, while

η_{d w, i}

varies between 0.32 and 0.82. Both settlement rates decrease with increasing diaphragm wall insertion depth and increase with greater dewatering depth inside the pit and higher soil permeability. An analytical formula for dewatering-induced soil settlement was developed using a modified layered summation method that accounts for deformation coordination between soil layers and includes correction factors for unsaturated zones. Although this approach is limited by scale effects and simplified boundary conditions, the findings offer valuable insights into soil deformation mechanisms under the combined influence of excavation and dewatering. These results provide practical guidance for improving deformation control strategies in complex hydrogeological environments. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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16 pages, 5820 KiB

Open AccessArticle

Static Analysis of Gelatin-like Simulation Mass as a Subsoil in Scale Physical Modeling

by Veronika Valašková and Jozef Vlček

Buildings 2025, 15(2), 167; https://doi.org/10.3390/buildings15020167 - 8 Jan 2025

Viewed by 768

Abstract

The investigation of wave propagation in the geological environment is warranted, and will ultimately help to provide a better understanding of the response of subsoil to excitation. Frequently utilized physical modeling represents a simplification of the global natural system for the needs of the investigation of static and dynamic phenomena with regard to the time domain. The determination of appropriate model materials is probably the most important task for physical model creation. Considering that subsoil represents a crucial medium for wave propagation, an evaluation of suitable model materials was carried out. A plate load test with a circular plate is a non-destructive method for determining the static bearing capacities of soils and aggregates, which are usually expressed by the deformation modulus E_def,2 (MPa) and the static modulus of elasticity E (MPa). A lightweight deflectometer test was used to characterize the impact modulus of deformation E_vd (MPa), which is determined based on the pressure under the load plate due to the impact load. A representative propagation of the load–settlement curve for the PLT and the acceleration–time curve for the hammer drop test were investigated. The calculated E values were found to be in the interval between 2.6 and 5.7 kPa, and depending on the load cycle, the values of E ranged from 2.6 to 3.1 kPa. The modulus E from the hammer drop test was significantly larger than the interval between 10.6 and 40.4 kPa. The values of the dynamic multiplier, as a ratio of the hammer drop value to the PLT value, of the modulus E ranged from 4.1 to 13.0. The output of the plate load testing was utilized for the calibration of the finite element method (FEM) numerical model. Both the physical and numerical models showed practically ideal linear behavior of the mass. However, the testing of gelatin-like materials is a complex process because of their viscoelastic nonlinear behavior. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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22 pages, 14659 KiB

Open AccessArticle

Effect of Relative Density on the Lateral Response of Piled Raft Foundation: An Experimental Study

by Mohammad Ilyas Siddiqi, Hamza Ahmad Qureshi, Irfan Jamil and Fahad Alshawmar

Buildings 2024, 14(11), 3687; https://doi.org/10.3390/buildings14113687 - 19 Nov 2024

Viewed by 1104

Abstract

The population surge has led to a corresponding increase in the demand for high-rise buildings, bridges, and other heavy structures. In addition to gravity loads, these structures must withstand lateral loads from earthquakes, wind, ships, vehicles, etc. A piled raft foundation (PRF) has emerged as the most favored system for high-rise buildings due to its ability to resist lateral loads. An experimental study was conducted on three different piled raft model configurations with three different relative densities (D_r) to determine the effect of D_r on the lateral response of a PRF. A model raft was constructed using a 25 mm thick aluminum plate with dimensions of 304.8 mm × 304.8 mm, and galvanized iron (GI) pipes, each 457.2 mm in length, were used to represent the piles. The lateral and vertical load cells were connected to measure the applied loads. It was found that an increase in D_r increased the soil stiffness and led to a decrease in the lateral displacement for all three PRF models. Additionally, the contribution of the piles in resisting the lateral load decreased, whereas the contribution of the raft portion in resisting the lateral load increased. With an increase in D_r from 30% to 90%, the percentage contribution of the raft increased from 42% to 66% for 2PRF, 38% to 61% for 4PRF, and 46% to 70% for 6PRF. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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20 pages, 6654 KiB

Open AccessArticle

Investigation of Indirect Shear Strength of Black Shale for Urban Deep Excavation

by Mintae Kim

Buildings 2024, 14(10), 3050; https://doi.org/10.3390/buildings14103050 - 24 Sep 2024

Viewed by 1092

Abstract

This study thoroughly investigated the compressive and tensile strength characteristics of black shale using both experimental and analytical approaches. Uniaxial compression tests were conducted to determine the elastic constants of black shale modeled as idealized, linear elastic, homogeneous, and transversely isotropic. Additionally, Brazilian tests were carried out on shale, considering it a transversely isotropic material. Strain measurements were recorded at the center of disc specimens subjected to diametric loading. By placing strain gages at the disc centers, the five elastic constants were accurately estimated. The effects of experimental methods and diametric loading on the elastic constant determination were evaluated and analyzed, and the indirect shear strength of the black shale, considering anisotropy, was determined using the estimated stress concentration coefficient. This study revealed that the indirect tensile strength of black shale is significantly influenced by the angle between the anisotropic planes and the diametric loading direction. Moreover, it was revealed that the stress concentration coefficients for anisotropic rocks vary from those of isotropic rocks, depending on the inclination angle of the bedding planes. This study confirms that the shear (tensile) strength of anisotropic black shale is not constant but varies with the orientation of the anisotropic planes in relation to the applied load. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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19 pages, 6311 KiB

Open AccessArticle

Full-Scale Lateral Load Test of Large-Diameter Drilled Shaft for Building Construction on Marine Deposits

by Mintae Kim, Youngsang Kim and Junyoung Ko

Buildings 2024, 14(9), 2596; https://doi.org/10.3390/buildings14092596 - 23 Aug 2024

Cited by 2 | Viewed by 1283

Abstract

The construction of buildings and infrastructure on marine deposits is challenging. The impact of the horizontal behavior of structures on reclaimed areas is critical. This study investigated the behavior of laterally loaded drilled shafts in marine deposits through a comprehensive analysis and full-scale lateral load test conducted in Songdo, South Korea. It identified various critical pile characteristics for designing and constructing architectural and civil structures in marine environments, focusing on a 2.5 m diameter, 40 m long drilled shaft. At a 900 kN design load, the test pile experienced a maximum moment of 3520.2 kN·m and a lateral deflection of 2.32 mm, with anticipated failure at a load of 1710 kN and 11.30 mm displacement. Fiber Bragg Grating (FBG) sensors enabled precise displacement and strain measurements, essential for constructing accurate load–displacement curves and understanding lateral load responses. Inverse analysis with validated data from a commercial software (LPILE) showed good alignment of maximum moment and displacement but highlighted challenges at failure loads. The study developed depth-dependent p-y curves for marine deposits, crucial for predicting soil–pile interaction and optimizing shaft design. Practical implications include using derived p-y curves and an empirical equation using Standard Penetration Test (SPT) results to predict the coefficient of horizontal subgrade reaction (k_h) with high accuracy. Overall, this research emphasizes the importance of advanced instrumentation and analytical techniques for optimizing drilled shaft design and ensuring structural stability in challenging marine geological conditions. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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24 pages, 9961 KiB

Open AccessArticle

Numerical Modeling of Four-Pile Caps Using the Concrete Damaged Plasticity Model

by Raphael Saverio Spozito, Edson Fernando Castanheira Rodrigues, Herisson Ferreira dos Santos, Ivanildo Amorim de Oliveira, André Luís Christoforo, Fernando Menezes de Almeida Filho and Rodrigo Gustavo Delalibera

Buildings 2024, 14(7), 2066; https://doi.org/10.3390/buildings14072066 - 5 Jul 2024

Cited by 4 | Viewed by 1288

Abstract

Four-pile caps made from concrete are essential elements for the force transfer from the superstructure to piles or pipes. Due to the difficulties in carrying out full-scale tests and all the instrumentation involved, the use of numerical models as a way to study the mechanical behavior of these elements presents itself as a good alternative. Such numerical studies usually provide useful information for the update and improvement of normative standards and codes. The concrete damaged plasticity (CDP) constitutive model, which combines damage and plasticity with smeared-crack propagation, stands out in the simulation of reinforced concrete. This model is composed of five parameters: dilatation angle (ψ), eccentricity (ϵ), ratio between biaxial and uniaxial compressive strength (σ_bo/σ_co), failure surface in the deviator plane normal to the hydrostatic axis (K_c), and viscosity (μ). For unidimensional elements, the values of the CDP parameters are well defined, but for volumetric elements, such as concrete pile caps, there is a gap in the literature regarding the definition of these values. This fact ends up limiting the use of the CDP on these structural elements due to the uncertainties involved. Therefore, the aim of this research was to calibrate two numerical models of concrete four-pile caps with different failure modes for the evaluation of the sensitivity of the CDP parameters, except for ϵ, which remained constant. As a result, the parameters σ_bo/σ_co and K_c did not significantly influence the calibration of the force × displacement curves of the simulated structures. Values of ψ and μ equal to 36° and 1 × 10⁻⁴, respectively, are recommended for “static” analysis, while for “quasi-static” analysis, ψ values ranging between 45° and 50° are suggested according to the failure mode. The results also showed to be sensitive to the constitutive relation of concrete tensile behavior in both modes of analysis. For geometric parameterization, the “static” analysis is recommended due to the lower coefficient of variation (3.29%) compared to the “quasi-static” analysis (19.18%). This conclusion is supported by the evaluation of the ultimate load of the numerical models from the geometrically parametric study compared to the results estimated by an analytical model. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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20 pages, 10650 KiB

Open AccessArticle

Analyses of Pile-Supported Structures with Base Isolation Systems by Shaking Table Tests

by Sumin Song and Sangseom Jeong

Buildings 2024, 14(5), 1382; https://doi.org/10.3390/buildings14051382 - 12 May 2024

Viewed by 1401

Abstract

The dynamic behavior of a pile-supported structure with a base isolator was investigated by using 1 g shaking table model tests considering soil–structure interaction (SSI). The emphasis was placed on evaluating the effect of the with/without developed base isolator on the dynamic behavior of end-bearing piles and structures. The experiment was performed through sweep tests and sinusoidal wave tests. As a result of the tests, the developed base isolator was found to effectively reduce the structure’s resonant frequencies and damped the response acceleration under resonance frequencies. According to sweep tests, the base shear force of the pile-supported structure system tends to decrease as the relative density of the soil increases during resonance. It showed that the base isolator tends to reduce significantly the response acceleration of not only the rigid-based structure but also the pile-supported structure. It was shown that although the isolated superstructure recorded large horizontal displacements, piles experienced reduced horizontal displacement and bending moments, regardless of soil conditions. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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18 pages, 15690 KiB

Open AccessArticle

Development of Eco-Friendly Soil Improvement Agent for Enhanced Slope Stability and Erosion Control in Urban Areas

by Dae-Hung Kang and Jaehong Kim

Buildings 2024, 14(4), 1021; https://doi.org/10.3390/buildings14041021 - 5 Apr 2024

Cited by 6 | Viewed by 1796

Abstract

Due to the impact of climate change, extreme rainfall events are becoming more frequent, resulting in shallow slope collapse and erosion that trigger debris flows. While traditional reinforcement methods like anchoring and nailing are effective, they can be costly and environmentally unfriendly. To address this issue, researchers have investigated using in situ soil reinforcement with vegetation, which is a more sustainable and economical option. In this study, a soil improvement agent was developed using leaf mold and herbal medicine to promote vegetation growth. Adding microcement and gypsum hemihydrate increased the shear strength of the soil, preventing surface erosion. A laboratory test confirmed that the combination of these ingredients effectively increased the soil’s resistance to erosion caused by rainfall. The soil improvement agent proposed in this study was applied to the case of the slope failure in the Gwangju area, South Korea, to confirm the slope stability for 10 days of rainfall. The results of numerical analysis confirmed that the reinforced slope cured by the pozzolanic reaction using the developed material improved the slope stability by 36% compared to the original soil slope during the rainy season. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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14 pages, 10038 KiB

Open AccessArticle

Field Experimental Study on the Uplift and Lateral Capacity of Deep Helical Anchors and Grouped Helical Anchors in Clays

by Chi Yuan, Dongxue Hao, Shijun Ding and Mintao Ding

Buildings 2024, 14(3), 662; https://doi.org/10.3390/buildings14030662 - 1 Mar 2024

Cited by 2 | Viewed by 1480

Abstract

This research aims to investigate the bearing capability of deep helical anchors and grouped helical anchors under uplift or lateral loads using field experiments. Grouped helical anchors may serve as a viable alternative to traditional deep foundations, offering increased resistance against uplift and lateral forces. The study of group effect primarily focuses on vertically installed helical anchors, with few data available on various configurations of grouped helical anchors. This research includes a total of 12 single-helix anchors, 4 double-helix anchors, and 4 grouped helical anchors, with anchor plate diameters of 400 mm and maximum embedment depths of 7.4 m. There are two configurations of grouped helical anchors, each with different platforms. This article studies the effect of some factors, including the embedment depth, the number of anchor plates, the spacing between anchor shafts, the selection of failure criteria, and the group effect. The primary findings indicate that adding the anchor plates to single-helix anchors without extending the shaft length does not increase uplift or lateral capacity. In this soil condition, the group efficiency of double-helix anchors is higher than 1. By comparing the group efficiency and economy of the G1 and G2 grouped helical anchors, it is highly recommended to use the G2 configuration. The data obtained from this work may also serve as a valuable tool for validating numerical models used to analyze interactions among grouped helical anchors. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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19 pages, 5372 KiB

Open AccessArticle

Non-Destructive Evaluation of Material Stiffness beneath Pile Foundations Tip Using Harmonic Wavelet Transform

by Hyun-Ju Oh, Jung-Hoon Park and Hyung-Choon Park

Buildings 2024, 14(2), 511; https://doi.org/10.3390/buildings14020511 - 13 Feb 2024

Viewed by 1410

Abstract

Pile foundations are used to support superstructures and play an important role in the safety of these structures. The performance of pile foundations generally depends on the conditions of the pile itself and the material under the pile tip(i.e., bottom), especially for end-bearing piles installed in soft soil volumes. Therefore, to assess the performance of existing pile foundations, it is crucial not only to evaluate the structural integrity of the pile itself, but also to assess the ground conditions, such as subsoil stiffness beneath the pile foundation tip. Accessing the subsoil beneath the pile foundation tip is highly challenging in the field. Hence, there is a need for the development of non-destructive pile evaluation methods that allow the assessment of subsoil stiffness beneath the pile tip without direct access to the subsoil. Various non-destructive methods have been developed for pile performance assessment. However, these conventional non-destructive methods are primarily designed for assessing the structural integrity of the pile itself, and there are no existing non-destructive pile integrity testing methods applicable to evaluate the subsoil stiffness beneath the pile tip. In this study, a non-destructive method is developed to evaluate the subsurface soil stiffness beneath pile tip without direct access. The proposed method involves applying impact loading to the easily accessible pile head and measuring the elastic waves propagated within the pile foundation due to the impact loading. These wave signals are then recorded at the pile head. The measured time–history signals are decomposed using harmonic wavelet transform. This allows the obtainment of well-defined magnitude and phase information over time for various individual frequency components composing the wave. In this study, a method is proposed to assess the stiffness of the subsoil beneath the pile tip by simultaneously utilizing the magnitude and phase information of the measured signals obtained through harmonic wavelet transform. To facilitate this, a step-by-step data analysis procedure for evaluating the subsoil stiffness beneath the pile tip is introduced. To validate the proposed method, numerical simulations were conducted using ABAQUS. The experimental data obtained from the numerical simulations were processed using the proposed method to assess the subsoil stiffness beneath the pile. The determined subsoil stiffness was then compared with the exact soil stiffness used in the numerical simulation to evaluate the validity of the proposed method. Through this analysis, the proposed method demonstrated its effectiveness in assessing the subsoil stiffness beneath piles tip installed in weak soil volume. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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18 pages, 4331 KiB

Open AccessArticle

Deep Learning Approach on Prediction of Soil Consolidation Characteristics

by Mintae Kim, Muharrem A. Senturk, Rabia K. Tan, Ertugrul Ordu and Junyoung Ko

Buildings 2024, 14(2), 450; https://doi.org/10.3390/buildings14020450 - 6 Feb 2024

Cited by 5 | Viewed by 2464

Abstract

Artificial neural network models, crucial for accurate predictions, should be meticulously designed for specific problems using deep learning-based algorithms. In this study, we compare four distinct deep learning-based artificial neural network architectures to evaluate their performance in predicting soil consolidation characteristics. The consolidation features of fine-grained soil have a significant impact on the stability of structures, particularly in terms of long-term stability. Precise prediction of soil consolidation under planned structures is vital for effective foundation design. The compression index (C_c) is an important parameter used in predicting consolidation settlement in soils. Therefore, this study examines the use of deep learning techniques, which are types of artificial neural network algorithms with deep layers, in predicting compression index (C_c) in geotechnical engineering. Four neural network models with different architectures and hyperparameters were modeled and evaluated using performance metrics such as mean absolute percentage error (MAPE), mean squared error (MSE), root mean squared error (RMSE), and coefficient of determination (R²). The dataset contains 916 samples with variables such as natural water content (w), liquid limit (LL), plasticity index (PI), and compression index (C_c). This approach allows the results of soil consolidation tests to be seen more quickly at less cost, although predictively. The findings demonstrate that deep learning models are an effective tool in predicting consolidation of fine-grained soil and offering significant opportunities for applications in geotechnical engineering. This study contributes to a more accurate prediction of soil consolidation, which is critical for the long-term stability of structural designs. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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19 pages, 9305 KiB

Open AccessArticle

Comparative Investigation of Axial Bearing Performance and Mechanism of Continuous Flight Auger Pile in Weathered Granitic Soils

by Xuqun Zhang, Zhili Li, Siyuan Zhang, Yaohua Sui, Chengjun Liu, Zilong Xue and Zhaofeng Li

Buildings 2023, 13(11), 2707; https://doi.org/10.3390/buildings13112707 - 26 Oct 2023

Cited by 1 | Viewed by 1272

Abstract

Axial bearing performance and mechanism of continuous flight auger (CFA) pile in weathered granitic soils, i.e., a widespread special soil in South China, were investigated by field test in this study. Load–settlement responses of four CFA piles were examined, and evolutions of shaft/base resistances were captured by ultra-weak fiber Bragg gratings (UWFBG) with a reflectivity ≤−40 dB. Performances of CFA piles were compared with those of a slurry displacement (SD) pile at the same site, thirteen pretensioned spun high-strength concrete (PHC) piles in the literature and empirical data in design code. Test results show that the ultimate bearing capacity of the CFA pile is highest among different pile types, and typically is twice that of the SD pile. Again, CFA pile produces the highest shaft resistances at 140 kPa and 153 kPa in two weathered granitic soils, while the base resistance of 3080 kPa is between those of the SD pile and the PHC pile. By field excavation, the superior mechanism of the CFA pile is suggested to avoid the formation of in-between bentonite layers and prevent preferential baseflow along fissures, both of which can weaken the soil–pile interface. Overall, this study provides fundamental data through UWFBG and explanations based on field observations which underpin the need for developing a design code specified for CFA piles in South China. Full article

(This article belongs to the Special Issue Advances in Foundation Engineering for Building Structures)

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