Pile Foundation Research Articles

Method Implementation Testing Foundation Pile Using (PDA Test) in the Residential Block Development Project of Class IIa Corrective Institution, Binjai

Abstract: One of the most important things in a building construction is the foundation, to prove the strength of the pile foundation that has been worked on at the project site, then further testing will be carried out. In the Class IIa Binjai Penitentiary Residential Block Development Project, a Pile Driving Analyzer (PDA Test) test will be carried out. This test is a dynamic test used to see or measure how much the bearing capacity of the pile is, the ultimate axial pressure resistance of a pile and others. This study aims to compare and ensure whether the Pile Driving Analyzer (PDA Test) test implementation method carried out on the Class IIa Binjai Penitentiary Residential Block Development Project is in accordance with the regulations referring to SNI 8459: 2017 and the guideline that has been published by the Regulation concerning foundation testing on building structures in accordance with the Indonesian National Standard (SNI) 03-2847-2013. This study uses a qualitative method, data obtained from observations and interviews with the implementing team in the field and the data can be used as primary data and from the test data, various secondary data specifications. With these two regulations, it will be compared according to the conditions of field work according to the standards referring to the Foundation Test in building structures with the rules of the Indonesian National Standard (SNI) 03-2847-2013 and referring to the Indonesian National Standard (SNI) 8459: 2017 concerning the Foundation Test Method in High-Strain Dynamic Pile (HSDP) and PDA test testing including HSDP testing. This discussion will focus on testing the pile foundation after the foundation of the Class IIA Binjai Penitentiary Residential Block Construction is carried out in the field.

Briefing: Eurocode 7 (EN 1997-Part 3): Ground Improvement coverage

Structural and geotechnical design in Europe and other countries outside Europe is governed by European Norm (EN) Eurocodes. The current (first generation) ‘Eurocode 7: Geotechnical design – Part 1: General rules (EN 1997-1:2004)’ was first published in December 2004. The code covers a number of geotechnical processes including Pile Foundations and Ground Improvement. While providing good coverage of Pile Foundations (18 pages), Ground Improvement coverage comprised a one-page sub-section within: ‘Fill, dewatering, ground improvement and reinforcement’. Clearly, Ground Improvement has advanced significantly since 2004 and hence it was considered necessary to significantly improve its coverage in the second generation of Eurocode 7: Geotechnical design (anticipated for publication between 2024 and 2025). Representing the first major revision of the code since its original implementation in 2004, it comprises three parts: Part 1: General rules, Part 2: Ground properties and Part 3: Geotechnical structures. This briefing summarises the main changes, including in the context of Ground Improvement coverage in Part 3, from a UK perspective.

Calculation method of flow drag around a pile in soft soil considering Bingham fluid properties and analysis of single pile response

The lateral displacement of deep soft soil caused by large-area heap loading is a common issue in engineering practice, which affects the stability of neighboring pile foundations. This study investigates the calculation of thrust force exerted by the flow of soft soil around piles and its impact on pile foundations. The surrounding soft soil is considered a Bingham fluid. An analytical formula for single pile flow drag during the internal slip of deep soft soil is derived based on fluid mechanics theory and the fluid characteristics of the Bingham fluid. The traditional cantilever pile approach is modified by assuming a rectangular distribution of flow drag along the pile body and using the matrix transfer method. The response of a single pile body under field heap loading conditions is then analyzed, and the results are compared with the calculation results of the traditional soil pressure method and field-measured data to validate the proposed calculation method for flow drag around a pile in soft soil. Finally, a parametric study is conducted to analyze the effects of the relative flow velocity and dynamic viscous coefficient of soft soil on flow drag.

A physics-based model for clear-water scour development around a pile foundation in clayey soils

A physics-based model for clear-water scour development around a pile foundation in clayey soils

Influence of Spacing and Slenderness Ratio of End-Socketed Pile Foundation on Seismic Response of Building Considering Soil–Pile–Structure Interaction: An Experimental Approach

Influence of Spacing and Slenderness Ratio of End-Socketed Pile Foundation on Seismic Response of Building Considering Soil–Pile–Structure Interaction: An Experimental Approach

Real-time identification of foundation damage in high-Pile Wharves: Nonlinear feature change point analysis in dynamic characteristics under wave excitation

Waves are a common excitation form for wharves. The responses of pile foundation in high-pile wharves under such excitation exhibit pronounced nonlinear and non-stationary characteristics, compromising the robustness of damage detection methods. To address this challenge, this paper first introduces a method using Complete Ensemble Empirical Mode Decomposition with Adaptive Noise (CEEMDAN) and spectral feature analysis, aimed at extracting the overall characteristic sub-signals to resolve multi-type signal aliasing. Secondly, the Generalized Autoregressive Conditional Heteroskedasticity (GARCH) model is employed to isolate the nonlinear dynamic features of the response under wave excitation. Thirdly, the Weighted Residual Cumulative Sum (WRCUSUM) method is developed to monitor changes in response characteristics online, thereby enabling the identification of damage occurrence and its timing. Further, the efficacy of the proposed method has been validated through high-pile wharf experiments conducted at various damage levels. This approach not only offers a novel solution for online damage detection under wave excitation but also introduces a new strategy for non-destructive testing across offshore engineering applications.

ANALISIS DAYA DUKUNG TIANG PANCANG STEEL PIPE PILE BERDASARKAN DATA KALENDERING DAN PDA TEST (Studi Kasus: Project Strengthening Jetty 1 & Jetty 2 PLH Existing, Desa Paring Lahung, Kec. Montallat, Kab. Barito Utara, Kalimantan Tengah)

In the field of construction, particularly in geotechnical engineering, uncertainties in foundation design approaches are frequently encountered. Geotechnical uncertainties, especially in foundation design, pose complex challenges due to the heterogeneous nature of soil and data limitations. Dynamic load testing on pile foundations is an alternative method to static load testing in geotechnical engineering for evaluating pile capacity and behavior. The results of this analysis will be compared to the design capacity of pile foundations in the breasting dolphin structure. This study on a breasting dolphin structure utilizing Steel Pipe Pile (SPP) foundations with a diameter 610 mm. PDA tests were conducted on piles at points G6-23, G7-33, G7-38, and G8-46. The study begins with a literature review to comprehend methods and theories related to pile capacity analysis based on calendaring and PDA testing. Calendaring data were analyzed using empirical methods such as the Hiley Formula to estimate the dynamic bearing capacity of each pile. The pile capacity calculated using the Hiley Formula is generally higher than the results obtained from the Case Method and CAPWAP Analysis. The relationship between pile capacity based on the Hiley Formula (calendaring) and the Case Method (PDA test) yielded a linear regression equation of y = 1.0785x - 983.07 with R² = 0.2385, indicating a weak correlation. Meanwhile, the relationship between pile capacity from the Hiley Formula (calendaring) and CAPWAP Analysis (PDA test) resulted in a linear regression equation of y = -0.006x + 2909.8 with R² = 1×10?¹, indicating almost no linear correlation between the two.

Symmetry Study on Damage Inversion of Wharf Pile Foundation in Three Gorges Reservoir Area Under Ship Impact

Symmetry Study on Damage Inversion of Wharf Pile Foundation in Three Gorges Reservoir Area Under Ship Impact

Study on the Influence of Heat Exchange of Static Drill Rooted Energy Pile on the Consolidation of Coastal Soft Soil Site

ABSTRACTThe use of static drill‐rooted energy piles in deep soft soil foundations causes thermal exchange between the piles and the surrounding soil, resulting in excess pore pressure and consolidation settlement in the soft soil layer around the piles, which affects the long‐term deformation of the site. To investigate the impact of the operation of this novel energy pile on the consolidation of the soil around the pile, a simulation analysis was conducted using the ABAQUS software to assess the soil temperature, pore pressure, and consolidation settlement around the static drill rooted energy pile group under a 120‐day heating and cooling cycle. The research findings indicated that the temperature change decreased as the distance between the soil and the pile increased, resulting in less thermal consolidation settlement and pore pressure variations. Heating conditions (ΔT = 18.7°C) resulted in a 17°C increase in the soil temperature below the center of the pile group, with temperature changes becoming negligible beyond 8D. The maximum pore pressure variations in the soil occurred at 2D and 6D distances from the pile, with values of 1.24 and 1.12 kPa, respectively. Under heating conditions, the surface settlement at a 2D distance from the pile group was 6.19 mm, which increased to about 10 mm under heating–cooling cycles. These research findings provide a foundation for analyzing the environmental impact of novel energy piles in coastal areas.

PERENCANAAN STRUKTUR BANGUNAN GEDUNG ASRAMA MAHASISWA SISTEM RANGKA PEMIKUL MOMEN KHUSUS 6 LANTAI DI PABELAN KABUPATEN SUKOHARJO PROVINSI JAWA TENGAH

Many students at the Muhammadiyah University of Surakarta come from outside the city and even abroad and need supporting facilities to support learning at the Muhammadiyah University of Surakarta, so it is necessary to have supporting facilities in the form of temporary housing in the form of student dormitories. This plan aims to analyze the load and determine the dimensions and requirements for the reinforcement used. The planning of the Student Dormitory Building is included in Seismic Design Category D. So it is planned using the Special Moment Resisting Frame System (SRPMK) method based on SNI 2847:2019 utilizing the help of the SAP2000 V.22 program. The roof plate is 100 mm thick with support reinforcement in the x and y directions Ø10–150 mm and field reinforcement in the x and y directions Ø10–200 mm. The floor plate is 120 mm thick with support reinforcement in the x and y directions Ø10–140 mm and field reinforcement in the x and y directions Ø10–180 mm. Beam 1 dimension 250x400mm with top support reinforcement 4D16mm, middle 2Ø13, bottom 3D16mm, shear 3Ø10–80 mm and field reinforcement top 3D16mm, middle 2Ø13, bottom 3D16mm, shear 3Ø10–100 mm. 2-dimensional beam 250x350mm with top support reinforcement 4D16mm, middle 2Ø13, bottom 3D16mm, shear 3Ø10–70mm and field reinforcement top 3D16mm, middle 2Ø13, bottom 3D16mm, shear 3Ø10–100 mm. Column 1 dimensions 500 x500 mm with longitudinal reinforcement 16D16mm and shear reinforcement Ø10–90 mm. Column 2 dimensions 450 x 450 mm with longitudinal reinforcement 16D16mm and shear reinforcement Ø10–90mm. 150mm thick shear wall with 2Ø16–300 mm horizontal and vertical reinforcement. Drilled pile foundation with a depth of 8000 mm, pile diameter 800mm with 16D22 shear reinforcement Ø10–180 mm, and pile cape dimensions Lx and Ly 4000 mm, thickness 800 mm with reinforcement in the x and y directions D13–100 mm

Design of Resilient Flood Resistant RC Structure in Sloped Areas

Flooding, worsened by urban development in vulnerable areas, requires both structural and non-structural measures to manage risks. Current RC building codes like IS 456:2000 and ASCE 07-2002 address seismic and wind loads but often overlook flood-specific impacts. This project integrates flood loads into RC building analysis using CSI-ETABS, simulating flood conditions with a 3-meter depth and 3 m/s flow velocity across RC buildings on both flat and 20-degree slope surfaces with fixed-base and pile foundations. Key findings reveal that base shear increases by 51.9% in pile versus fixed foundations. Displacement rises by up to 8.26% in regular models on flat surfaces, while story acceleration increases by 12.34%, indicating heightened sensitivity to flood loads in certain configurations. Further analysis highlights that bending moments are highest in 0-degree irregular models with pile foundations but decrease by 4.26% when comparing flood to earthquake loads. Vertical irregularities raise seismic risk by 25%, while regular models on a 20-degree slope with either fixed or pile foundations demonstrate greater stability. To ensure safety under flood and seismic loads, recommended structural dimensions include beams of 230 x 600 mm, columns of 500 x 500 mm, and a slab thickness of 150 mm. These results underscore the need to include flood load considerations in building codes to enhance urban resilience against severe flood events.

Experimental Study on the Symmetry of the Soil-Arching Effect of a Pile Foundation in a Reinforced High-Fill Area

In addition to the vertical external load and soil settlement load, the pile foundation in reinforced high-fill areas is also affected by the horizontal load caused by the rear stacking load, and pile stress is affected by the soil-arching effect in reinforced areas that have typical passive pile characteristics. In order to study the symmetry of the soil-arching effect of pile foundations in a reinforced-fill area, indoor model tests were designed and the relevant data for the pile foundation and reinforced soil under surcharge were obtained. Through the analysis, the following conclusions were drawn: the peak bending moment of the pile body is basically consistent with the position of the potential sliding surface of reinforced soil; the maximum shear force of the pile body appears about 150 mm below the embedding point; with an increase in depth, the soil-arching effect becomes obvious. There are two different forms of friction, soil-arching and direct soil-arching between piles and behind piles, and the soil between single-row piles has a symmetrical distribution. In addition to the vertical external load and soil settlement load, the pile foundation in reinforced high-fill areas will also be affected by the horizontal load caused by the rear stacking load, and pile stress will be affected by the soil-arching effect in reinforced areas, which has typical passive pile characteristics. In order to study the symmetry of the soil-arching effect of pile foundations in a reinforced-fill area, indoor model tests were designed, and the relevant data for pile foundation and reinforced soil under surcharge were obtained. Through analysis, the following conclusions were drawn: (1) the peak bending moment of the pile body is basically consistent with the position of the potential sliding surface of reinforced soil; the maximum shear force of the pile body appears about 150 mm below the embedding point; with an increase in depth, the soil-arching effect becomes obvious. There are two different forms of friction, soil-arching and direct soil-arching between piles and behind piles, and the soil between single-row piles has a symmetrical distribution.

Research on the bearing performance of HSCA high-strength preloaded expansion piles in calcareous sand foundation

With the rapid development of infrastructure construction on oceanic reefs, calcareous sand, as the primary medium of these reefs, exhibits unique physical and mechanical properties such as high void ratio, low strength, and susceptibility to particle breakage. These characteristics reduce the bearing capacity and stability of pile foundations in calcareous sand foundations. This study investigates the bearing characteristics of high-strength preloaded expansion piles in calcareous sand foundations, taking into account the influence of HSCA high-performance expansion agent dosage through a series of indoor model tests and in-situ tests. The research delves into the load-settlement curves of expansion piles, the distribution of axial force and side resistance of piles, and the effects of Calcareous sand compaction and reinforcement around the piles. The results indicate that adding the HSCA high-performance expansion agent results in compaction preloading of the Calcareous sand around the pile, significantly increasing the expansion stress on the pile side, thereby enhancing the resistance on both the pile side and pile tip. When the expansion agent dosage is 20%, the ultimate bearing capacity can be increased by 56%, and the ultimate side resistance by 63%. The Coulomb strength theory of non-cohesive soil is employed to accurately calibrate the incremental side resistance of the expansion section. A prediction model for the bearing capacity of the expansion pile is established by combining the side resistance prediction model with the ultimate side resistance load-sharing ratio. The research outcomes provide important guidance for the optimization, design, and construction of high-strength preloaded expansion piles in calcareous sand foundations.

Bearing characteristics and continuous–discontinuous numerical analysis of a pressure grouting pile in a calcareous sand foundation

The complex mechanical characteristics of calcareous sand complicate comprehensive analysis of the bearing characteristics of pressure grouting piles. The bearing mechanism of pressure grouting piles is unclear. Field tests of the bearing characteristics of pressure grouting piles in calcareous sand foundations were carried out. On the basis of the field test data, the coupled finite difference method (FDM) and discrete element method (DEM) were applied to explore the settlement characteristics. The force transfer laws in calcareous sand foundations are analyzed using complex network theory. The results show that the ultimate bearing capacity of pressure grouting piles increases significantly with increasing pile diameter. An increase in the pile‒soil interface friction coefficient can increase the pile side friction resistance, which can then increase the ultimate bearing capacity of the pile foundation. The friction coefficient of calcareous sand foundations can also increase the ultimate bearing capacity of pile foundations. However, the settlement of the pile foundation also increases. The axial force of the grouting pile gradually increases as the burial depth increases. When the pile bottom is reached, the axial force of the pile body clearly increases. This study presents an effective tool for the comprehensive analysis of the bearing characteristics of pressure grouting in calcareous sand foundations.

Mechanism of Crack Development and Strength Deterioration in Controlled Low-Strength Material in Dry Environment

The continuous expansion at the urban scale has produced a lot of construction waste, which has created increasingly serious problems in the environmental, social, and economic realms. Reuse of this waste can address these problems and is critical for sustainable development. In recent years, construction waste has been extensively recycled and transformed into highly sustainable construction materials called controlled low-strength materials (CLSMs) in backfilling projects, pile foundation treatment, roadbed cushion layers, and other applications. However, CLSMs often experience shrinkage and cracking due to water loss influenced by climatic temperature factors, which can pose safety and stability risks in various infrastructures. The purpose of this paper was to study the mechanism of crack formation and strength degradation in a CLSM in a dry environment and to analyze the deterioration process of the CLSM at the macro- and micro-scales by using image analysis techniques and scanning electron microscopy (SEM). The test results show that with the drying time, the CLSM samples had different degrees of cracks and unconfined compressive strength (UCS) decreases, and increasing the content of ordinary Portland cement (OPC) reduced the number of cracks. The addition of bentonite with the same OPC content also slowed down the crack development and reduced the loss of UCS. The development of macroscopic cracks and UCS is caused by the microscopic scale, and the weak areas are formed due to water loss in dry environments and the decomposition of gel products, and the integrity of the microstructure is weakened, which is manifested as strength deterioration. This research provides a novel methodology for the reuse of construction waste, thereby offering a novel trajectory for the sustainable progression of construction projects.

Analysis of pile shaft resistance embedded in unsaturated clayey soils

ABSTRACT The finite element analysis was carried out to investigate the performance of pile foundations with dimensions (0.6 × 12) m in diameter and length, respectively, which is embedded in fully and partially saturated soils within Baghdad city. The behaviour of partially saturated clay is investigated through many factors, such as the degree of saturation, water table depth, clay shear strength, negative pressure head, soil density, permeability function, volumetric water content function, and unsaturated soil modulus (H). This study examined the adhesion factor (α) in piles at different water tables, saturation degrees, and the impact of partial soil saturation on the final shaft resistance. It is concluded that the pile capacity rises as the soil becomes partially saturated due to the water table dropping at varying depths and saturation levels. The study determined that the respective degrees of saturation and reduction of the water table in the three soils significantly influenced the skin friction values caused by partial soil saturation. The shaft resistance increases quickly when the water table is dropped to 2 and 4 metres. It is discovered that when matric suction is increased to a particular value, the shaft resistance decreases.

3D numerical modeling of the deformation and failure mechanisms of batter pile groups subjected to fault ruptures

Fault ruptures induced by earthquakes pose a significant threat to constructions, particularly underground structures such as pile foundations. Among various foundation types, batter pile foundations are widely used due to their ability to resist inclined forces. To gain new insights into the response of batter pile groups to fault ruptures caused by earthquakes, this study investigates the deformation and failure mechanisms of batter pile groups due to the propagation of normal and reverse fault ruptures using 3D numerical modeling. An advanced hypoplastic constitutive model for clay, which accounts for small-strain stiffness, and a concrete damage plasticity (CDP) model are employed to simulate the soil and the batter pile foundation, respectively. Results show that following fault propagation, nearly 10% tilting and significant displacement occurred at the pile cap, indicating a total failure of the batter pile foundation. It was also observed that the piles bent towards the slipping direction of the hanging wall. Tensile damage to the pile foundation was notably more severe than compression damage. The most severely damaged regions were not only located at the joints between the piles and the pile caps but were also found along the pile shafts.

Evaluation of Permeable Piles Foundation Performance in Liquefiable Soils under Seismic Loading

The use of permeable piles as an effective drainage method in liquefiable sites has become widely accepted. In this study, the seismic response of both the liquefiable soil and the pile was simulated using FLAC3D software to validate the anti-liquefaction performance of the permeable pile. A group of permeable piles designed according to the China foundation code were numerically modeled with various opening ratios (i.e. area of openings/total surficial area). The numerical results showed that the permeable pile is able to enhance liquefaction resistance by dissipating excess pore water through the drainage holes. The bending moments and axial force of the permeable pile decrease but the ultimate bearing capacity increases in the process of drainage. It is found that the excess pore water pressure ratio (EPWPR) of soil around permeable pile under seismic loading reduces rapidly with increasing opening ratio, but the excess pore water pressure tends to keep nearly a stable level once the opening ratio is beyond a critical value of 0.5%. As a result, the critical value of the opening ratio may be considered as the optimum parameter to design the permeable pile against liquefaction.

Research on Improving the Horizontal Bearing Performance of Wind Power Pile Foundation with Added Wing Structure

The growing recognition of renewable energy’s importance, particularly its role in sustainability, has propelled wind energy to a prominent position. Receiving substantial global policy support due to its unique advantages, wind energy has seen a significant increase in installed turbine capacity. Consequently, expectations for the foundational bearing performance of these turbines have heightened, reflecting the enhanced focus on sustainable energy solutions. In response to these demands, this research introduces an innovative single pile foundation design that aims to elevate bearing capabilities to new heights. This research delves into the horizontal bearing properties of this novel foundation and the stress-strain dynamics of geotechnical materials under loading conditions. To achieve this, we utilize the Gudehus-Bauer subplastic model, specifically tailored for coastal sands within the ABAQUS finite element analysis software. Calibration and verification of the Gudehus-Bauer model’s parameters were meticulously conducted based on laboratory tests focusing on the coastal sands of the Yangtze River basin in China, enabling the development of a precise finite element model for the new single pile foundation in sandy coastal soils. Our findings reveal that this reinforced single pile foundation not only mirrors the horizontal bearing capacity and failure mechanisms of traditional designs but also surpasses them in performance. Numerically, this innovative structure boasts a remarkable 19.34% increase in horizontal ultimate bearing capacity and a minimum of 21.91% reduction in maximum displacement compared to standard single piles. These results underscore the superior horizontal bearing performance of our novel foundation design, which not only enhances structural integrity but also aligns with the principles of sustainable engineering by optimizing material usage, reducing environmental impact, and contributing to the broader goal of promoting renewable energy as a sustainable energy source.

AquaPile-YOLO: Pioneering Underwater Pile Foundation Detection with Forward-Looking Sonar Image Processing

Underwater pile foundation detection is crucial for environmental monitoring and marine engineering. Traditional methods for detecting underwater pile foundations are labor-intensive and inefficient. Deep learning-based image processing has revolutionized detection, enabling identification through sonar imagery analysis. This study proposes an innovative methodology, named the AquaPile-YOLO algorithm, for underwater pile foundation detection. Our approach significantly enhances detection accuracy and robustness by integrating multi-scale feature fusion, improved attention mechanisms, and advanced data augmentation techniques. Trained on 4000 sonar images, the model excels in delineating pile structures and effectively identifying underwater targets. Experimental data show that the model can achieve good target identification results in similar experimental scenarios, with a 96.89% accuracy rate for underwater target recognition.