High-rise Building Foundation Research Articles

Study on seismic response reduction of high-rise building

Study on seismic response reduction of high-rise building

DESIGN METHODS AND FEATURES OF FOUNDATIONS OF HIGH-RISE BUILDINGS

The article large loads applied to the foundations of high-rise buildings from above-ground structures, as well as their high sensitivity to swaying, create their own peculiarities in the calculation and design of the foundations of high-rise buildings, which have not yet been sufficiently studied and require further research. In this regard, the study of these issues is relevant and has practical significance. The article proves that the pressure on the foundation of high-rise buildings is significantly higher than that of buildings up to 75 m high, which requires special laboratory and field studies; the features of geotechnical research, current standards, and excessive loads (1–2 MPa) are considered. High sensitivity to foundation deflections is ensured by increasing the dimensions (depth and width) of the compressed structure. The study examined the problems of calculation and design of foundations of high-rise buildings. The identified features of high-rise buildings require the development of geotechnical research, basic principles of calculation and design. It has been proven that in order to assess the accuracy of determining individual soil parameters, soil samples should be placed in devices that allow sealing the soil sample, as well as measuring pore and total pressure in order to restore the original state of the soil.

High-rise building foundation design of the Lakhta Center

The foundation is the most significant element of buildings. The foundation structure closely relates to the general construction of the building frame and is largely determined by soil conditions. High-rise buildings are complex engineering structures with increased requirements for strength, stability and durability. Therefore, their safety and durability depend on strength, deformity and stability of foundation. These principles allow creating foundations of the higher quality, bearing capacity, reliability, and durability.Purpose: Optimization of production processes in the construction of foundation structures of super tall buildings and structures.Research findings: The structural design of the Lakhta Center 462 m high in Saint-Petersburg, which is the tallest building in Europe. A particular attention is paid to the design and construction of the foundation. Key results can prove operation and design of high-rise buildings designed for weak and unstable soils.Value: Determination of the most significant factors influencing the choice of production processes during the construction of super-tall buildings.

Retracted: Deformation Detection Model of High-Rise Building Foundation Pit Support Structure Based on Neural Network and Wireless Communication

Retracted: Deformation Detection Model of High-Rise Building Foundation Pit Support Structure Based on Neural Network and Wireless Communication

Structural Analysis of High-rise Buildings Under Lateral Loads

With the advanced development of modern society, the structural analysis towards high-rise buildings becomes more and more important to ensure stability for service purposes. Foundations of high-rise buildings provide fundamental support to the structure and transfer lateral loads from the upper portion of the building to soil and deep underground sublayers. While taking multiple factors such as soil-structure interaction, foundation layout configuration, and dampers, into consideration, the foundation must resist seismic energy and prevent excessive soil settlement. Compared to different structure systems, each high-rise building has different design and construction, such as rigid-frame, diagrid frame, and shear wall structure system. Structural analysis about each of the structure systems is conducted in this paper. Structure could dissipate and absorb lateral loads using different mechanics and materials. In addition, the exterior shape would affect the stability of the structure using analysis with fluid mechanics. Finding the most suitable structure system needs collaboration between engineers to achieve the best design with highest safety factor and stability.

Analysis of the influence of anchor piles on test results

The paper considers the main problems of design and calculation of deep foundations of high-rise buildings in the form of piles-barrettes. The results and methodology of field tests of barrette piles for the foundation of a 56-storey residential building in Moscow are presented. The characteristics of engineering-geological conditions of the future construction site and design solutions for pilot tests are presented. Given a large cross-section of the barrette, which involves a significant amount of pile-type soil mass with the formation of a complex stress-strain state, to obtain reliable results and verification of the calculated model is recommended to perform numerical tests in full compliance with the field experiment, taking into account the anchored piles. The paper describes the method and the results of the numerical calculation of the load-carrying capacity of a barrette taking into consideration the modeling of an anchoring system in the Midas GTS NX program complex by the finite-element method and shows the basic possibility of using the program complex and the described method for practical purposes with an admissible accuracy. The paper contains diagrams of vertical displacements of a barrette head as a function of the applied load in full-scale tests and a general evaluation of the carrying capacity of a barrette pile obtained by numerical solutions. It is found that by taking into account the anchoring system (beams and piles) in the numerical simulation, the calculation results obtained are the most accurate to the field tests in describing the behavior of the pile under load in comparison with the calculation of a single barrette pile. In spite of the fact that the barrette bottom is embedded into the rocky soils, the barrette piles are referred to the hanging piles according to the interaction conditions with the soil due to the significant load transfer along the lateral surface.

Analysis of the working of pile foundations of high rise buildings on the basis of monitoring data at a construction in Hanoi

The pile foundation solution has been widely used for construction of high buildings in large urban in our country as well as for large-load projects, construction works in complex geological conditions… Pile foundation designs made according to the current standards in Vietnam assume that the entire load of the building is transferred to the pile foundation and the bearing of the ground between the piles is not taken into account. The design that takes into account the simultaneous operation of the pile and the ground under the foundation will allow a significant reduction in the cost of the pile foundation. Depending on specific conditions, the effectiveness of reducing the cost of the pile foundation is most often influenced by the factors of geological conditions, the scale work and the depth of the underground part. In this paper, the working of the pile foundation is analyzed on the basis of empirical research on the load distribution between the pile and the foundation at a specific building in Hanoi.

Study on seismic response of unconnected piled raft with rubber mixed soil

Piled raft foundations are conveniently adopted as the feasible solution for foundations of high-rise buildings constructed across the globe. The analysis of seismic response of unconnected piled raft foundations, where the rigid connection between the raft bottom and pile top was separated by a layer of sand or aggregates, by incorporating the complex interactions between the foundation and soil is a challenge. Therefore, the focus of the current study is on the response analysis of these foundations by considering the soil-structure interactions under dynamic loading conditions. The numerical modelling is done in Opensees with the aid of STKO software, where the complex interactions between structural elements and soil can be modelled accurately. Several models were developed for a comparative analysis of conventional and unconnected piled raft foundations. Initially, a connected square piled raft with four bored piles of 9 m length was numerically modelled in a soil domain along with absorbing boundary conditions on the lateral sides. The effect of separation layer thickness on the seismic response of the foundation was studied by modelling various models of unconnected piled raft foundations. The thickness of the separation layer varied from 0.25 m, 0.5 m, 0.75 m and 1 m. The vertical settlement under static loading conditions was initially evaluated and the behaviour of the foundation under seismic excitation was analysed subsequently. The acceleration time history data of the El-Centro earthquake (1979) was given as an input motion at the base of the soil domain. The results of the numerical evaluation include the lateral displacements and accelerations that were measured at the top of the raft foundation. It was found that the variation in the thickness of the separation layer considerably affects the seismic response of the piled raft foundation.

Research on Bearing Difference between Single-Pile Composite Foundation Field Test and Group-Pile Composite Foundation of High-Rise Buildings

The reliability of high-rise buildings’ rigid-pile composite foundations primarily relies on the load test results of single-pile composite foundations. Field load tests were conducted for a high-rise building in the loess area of China, the results conformed to the design requirements. Nevertheless, the buildings experienced significant settlement after construction, which was quite different from the test results. Investigating bearing disparities between the single-pile and group-pile composite foundations in high-rise structures was necessary. Firstly, conducting an indoor interface shear test to propose a pile–soil hyperbolic contact model and integrate it into the numerical model. Subsequently, a finite element model was employed that accounts for pile–soil interactions in order to analyze discrepancies in bearing. The results show that the settlement difference rises by 56.4% as the load escalates by 100 kPa from the initial level and increases by 28.9% as the load ascends by 100 kPa to the final level. The settlement difference changes with an increasing load in a hardened curve pattern. Furthermore, differences in pile bearing characteristics and pile–soil interaction were analyzed. Negative friction occurs within 1/4 of the pile length within group-pile composite foundations, while in single-pile composite foundations, the range contracts to 1/10.

Методика оценки несущей способности баретты глубокого котлована в сложных инженерно-геологических условиях г. Ханой

Introduction. At present, the rate of growth in the development of urbanisation processes in large cities is increasing rapidly every year. At the stage of preliminary design of pile foundations, an important part is to determine the bearing capacity of the pile. Barrettes are effective foundation structures, also for high-rise buildings on soft soils. In such conditions, long barrettes are designed. At the same time the used normative methods used of calculating the bearing capacity and settlement do not take into account the features of the stress-strain state of the foundation and the interaction with barrettes in the foundations of high-rise buildings with a developed underground part. Materials and methods. The task has been considered on the basis of the results of field testing with piles (static load method) with the calculation by the analytical method according to the strength characteristics of the soil foundation, described in the regulatory documents SP 24.13330.2011 “Pile Foundations”. A new calculation method is proposed, which is set out in Appendix D of the specified set o.rules, taking into account relevant factors, such as the relative position of piles in the ground, their length, pitch, etc. Results. A graph of the dependence of settlement on load was obtained based on the results of full-scale tests of barrettes with a limiting settlement of 40 mm. Analytical results are compared with field testing of a pile in difficult engineering and geological conditions in Hanoi, Vietnam. Conclusions. The conclusions obtained by the analytical method of calculating the bearing capacity of a single barrette in terms of strength characteristics, taking into account unloading on soft soils during the development of a deep pit, are quite close to the results of static field tests. These solutions can be applied to determine the bearing capacity of piles and barrettes on soft soils.

Finding reserves of bearing capacity of bored piles

In recent years, due to population growth plans and accelerated economic development, high-rise buildings have become increasingly common in many cities and megapolises around the world. Due to the development of engineering construction, the type and technology of pile footing, which form the basis of such buildings, as well as the control of both single piles and a group of piles, have been significantly improved. At the same time, today the task of adequate assessment of the pile load capacity and justification of effective methods of revealing the reserves of its increase is actualized, because the manufacturing technology is constantly developing, in addition, often the functional purpose of the building itself, the type and intensity of the loads acting on it change. In view of the above, the purpose of the article is to investigate modern scientific- methodological approaches to search for reserves of bored pile load capacity. In order to carry out the study, the article used numerical methods for analyzing the stress-strain state of piles and means of the software package "Plaxis 3D Faundation". In the course of empirical experiments, it was found that the most acceptable results in the load testing of bored piles are given by the Shen method. Besides, the comparison of the results of static probing and static tests with theoretical calculations allowed to reveal the reserves of the actual pile load capacity, and also to determine on what parameters of its installation and characteristics the difference in load capacity depends more: the soil sciences in the pile base, pile diameter, pile length. Theoretical significance of the obtained results lies in the development of methodology for identifying reserves to increase the load capacity of bored piles. Conclusions have practical value that can be used in the process of laying the foundation of high-rise buildings to optimize the number and geometry of pile placement taking into account the reserve of their bearing capacity.

Application of Long-Range Cross-Hole Acoustic Wave Detection Technology in Geotechnical Engineering Detection: Case Studies of Tunnel-Surrounding Rock, Foundation and Subgrade

The adverse geological conditions of soil cave, karst cave and goaf in deep foundation directly affect the safety and economy of geotechnical engineering construction. It is a difficult problem in geotechnical engineering detection to detect the distribution of bad geological conditions efficiently and accurately. Aiming at the problems of short penetrating distance and low resolution of cross-hole acoustic wave detection in rock-soil mass, based on the characteristics of acoustic wave propagation in rock and soil layers and comprehensively utilizing the spark source and data acquisition device, a long-distance cross-hole acoustic wave detection technology is proposed. According to the indoor concrete model test and field tests of geotechnical engineering, the applicability of the long-distance cross-hole acoustic wave detection technology in the detection of geotechnical structure and adverse geological phenomena under complex geological conditions is verified. The results show that acoustic wave CT imaging can accurately detect the cavities in the indoor concrete model test. In addition, the field tests of the grouting effect of tunnel-surrounding rock, high-rise building foundation and subgrade further verify the rapidity, accuracy and intuitiveness of the long-distance cross-hole acoustic wave detection technology. This work provides a reference for eliminating the potential safety problems caused by adverse geological conditions and similar geotechnical engineering investigation.

Comparative Study of the Use of Hydraulic Pile Driver and Crane Mounted Drop Hammer in the Piling of Precast Prestressed Concrete Piles for Building Foundations in Kubu Raya Regency

Most of the soil conditions in Kubu Raya Regency are soft and peat soil with low carrying capacity and the potential for foundation subsidence, especially in high-rise buildings. Using a Hydraulic Static Pile Driver with a capacity of 120 tons and a Crane Mounted Drop Hammer with a capacity of 35 tons is an alternative to driving deep foundations on soft/peat soils. The purpose of this study was to conduct a comparative study of productivity, costs, risk aspects, occupational safety and health and environmental impacts of the two tools in the work of 30x30 cm precast concrete piles on the foundations of high-rise buildings in Kubu Raya Regency.

Comparative Study of the Use of Hydraulic Pile Driver and Crane Mounted Drop Hammer in the Piling of Precast Prestressed Concrete Piles for Building Foundations in Kubu Raya Regency

Most of the soil conditions in Kubu Raya Regency are soft and peat soil with low carrying capacity and the potential for foundation subsidence, especially in high-rise buildings. Using a Hydraulic Static Pile Driver with a capacity of 120 tons and a Crane Mounted Drop Hammer with a capacity of 35 tons is an alternative to driving deep foundations on soft/peat soils. The purpose of this study was to conduct a comparative study of productivity, costs, risk aspects, occupational safety and health and environmental impacts of the two tools in the work of 30x30 cm precast concrete piles on the foundations of high-rise buildings in Kubu Raya Regency.

3D seismic response assessment of barrette piled high-rise building with comprehensive subsurface modelling

The increased popularity of using barrette piled foundations for high-rise buildings has brought about a need to fully comprehend how the complete integrated system of soil, piles and superstructure is simulated realistically by 3D non-linear finite element (FE) models responding to the seismic excitation in time-domain. Subtle details of physical and spatial 3D soil variation are modelled by the novel image processing technique allowing more realistic subsurface geotechnical modelling. The borehole data from the site-specific investigation have been considered to reduce the epistemic uncertainties in 3D FE soil models. Paper adapts this advanced subsurface modelling technique to 3D seismic response analysis to enable more accurate predictions of the geotechnical seismic design process by explaining how 3D varying subsurface boundaries are represented by viscous damping in 3D seismic interaction analysis. 3D FE simulations subjected to bilateral seismic excitation have been performed representing the free-field boundaries, material damping and the penalty frictional contact algorithm for the pile-soil interface. It tackles the important aspect of this practical problem by exploring the deformation and the acceleration responses of soil, piles and superstructure in terms of the linear and nonlinear analyses. Paper reveals that the seismic responses are markedly affected by bilateral seismic excitations, nonlinearity and 3D lithological soil variation.

Detection and Function of Elastic Wave Tomography of Foundation Piles of High-Rise Buildings under the Background of Internet of Things

Foundation piles are a widely used foundation form for high-rise buildings. Its main function is to reduce the settlement of buildings. In recent years, in areas with good upper soil conditions, in order to reduce the amount of earthwork excavation and transportation, more and more engineering buildings use foundation piles. Therefore, the status of foundation piles in construction projects is becoming more and more important. The high-rise building foundation pile project belongs to the underground concealed project. In the construction process, it is greatly affected by factors such as construction technology and geology. After the construction is completed, it is difficult to observe the changes inside the foundation pile with the naked eye as time goes by. A series of problems such as building collapse, settlement, and cracking often occur, thus affecting normal use and causing some safety accidents. In order to solve these series of problems, this paper proposes an elastic wave tomography detection method. It performs imaging inversion calculation on the inside of the foundation pile, and many methods are used in it. In the canonical Gaussian-damped Newton method in tomography, its iteration rate is 3.5% higher than that of the canonical Gaussian-Newton method, the convergence speed is accelerated, the accuracy is high, and the error is small. In the process of detection, this method is more suitable to detect the integrity and quality of foundation piles.

Numerical Analysis of the Carrying Capacity of a Piled Raft Foundation in Soft Clayey Soils

Piled raft foundations are a common type of foundation for high-rise buildings. Unlike shallow foundations, deep foundations (piles) pass through weak or soft soil deposits and can reach stiff soil or bedrock to support the weight of the structure. In this paper, the performance of a medium embedment depth piled raft foundation in soft soil is presented. A numerical model was developed and a parametric study was conducted in order to simulate the case of such a foundation system and to investigate its performance in soft clay. This parametric study investigated the effect of the geometry of a piled raft foundation and the stiffness ratio between the pile material and clay on the performance of the foundation system in soft soil. Additionally, the failure mechanism of such a foundation system under load was examined. An analytical model was developed to predict the ultimate carrying capacity based on the observed failure mechanism. A semi-empirical model is proposed for determining the Improvement Factor (IF) of a given soil, pile, and geometric condition. Findings of the study indicate that the performance of piled raft foundations on soft soils is significantly affected by the piles’ spacing. As the ratio S/D increases, the ultimate carrying capacity of a piled raft foundation decreases. However, when this ratio exceeds 10 (S/D> 10), piles have little or no effect on the ultimate carrying capacity of this foundation system. A piled raft foundation system fails by bearing at the base of the piles and also by shear at the side of the pile group on hyperbolic plans. Doi: 10.28991/CEJ-2022-08-04-01 Full Text: PDF

Evaluation of Lithological Influence on Seismic Wave Velocity in Part of Niger Delta, Nigeria

This study is aimed at evaluating the influence of lithology on seismic wave velocity in part of Niger Delta. A suite of geophysical well log comprising of gamma ray, sonic and density logs in Log Ascii Standard (LAS) format from two exploratory wells (OKO 5 and OKO 7) within the study area was used for this study. Gamma ray log was used to identity and delineate the lithology into shale and sand units, seismic wave velocity was categorized into compressional wave velocity Vp and shear wave velocity Vs. The former was computed from interval transit time while the later from compressional wave velocity. The results of this study show that seismic wave velocity is very much affected by difference in the lithology of formation. Compressional wave velocity (Vp) is higher than shear wave velocity (Vs) in shale and sand lithologies in the two wells. The values of the compressional wave velocity, shear wave velocity, percentage volume of shale and percentage volume of sand ranges from 3485 to 6620m/s, 2159 to 3932m/s, 2682 to 5323m/s, 1736 to 3161m/s, 11 to 60%, 13 to 59%, 40 to 89% and 29 to 87% for the two wells respectively. The knowledge of this study can be applied in civil engineering and engineering geophysics activities like foundation for high rise buildings, dams, bridges and road construction.

Finite Element Modelling of Prestressed Concrete Piles in Soft Soils, Case Study: Northern Jakarta, Indonesia

Jakarta is faced with limited land resources due to its position as the capital city of Indonesia. Therefore, numerous high-rise buildings are being constructed to solve this problem and provide accommodations for a large number of Jakarta residents. Studies have shown that prestressed concrete piles (spun piles) are commonly used as the foundations of high-rise buildings in metropolitan cities across Indonesia, especially in the Northern Jakarta Coastal area, which is predominant with deep soft soils deposit. To further assess and verify the ultimate capacity of the pile, a static loading test was conducted. However, not all results from the field test produced ideal, accurate, precise, and reliable load-settlement curve (until failure) results. Therefore, this study aims to determine the soil properties for the analysis of prestressed concrete spun piles with a diameter of 600 mm in the Northern Jakarta coastal area based on the standard penetration test values (SPT-N). It is a case study of a well-documented static pile load test using the kentledge system. Back analyses were performed by the finite element method to obtain the extrapolated load-settlement curve. Furthermore, the effect of interface strength between pile and soil on the load-settlement curve was also investigated. The results showed that a reduction of interface strength leads to a smaller load–settlement curve. In addition, several geotechnical engineering parameters of soil, such as the undrained shear strength and effective young's modulus, were established using data from an in-situ soil site investigation and empirical correlations with SPT-N.

Determination of bedrock depth in Universitas Indonesia using the seismic refraction method

The seismic refraction method is used to determine the exact bedrock depth for placing a foundation pole. The study was conducted in Universitas Indonesia precisely at the Fasilkom Universitas Indonesia complex. The seismic survey configuration consists of 24 geophone channels with a length of 67.5 m, geophone intervals of 2.5 m, and near offset of 10 m. The wave source was generated using a hammer, and the distance between blows was 5 m. The secondary data used was geological data from SPT (Soil Penetration Test) borehole as a reference for comparison of seismic survey results. Seismic refraction data was processed using traditional techniques, namely the Hagedoorn’s Plus-Minus Method and tomographic inversion using Rayfract software. The correlation between the results of the process with the geological data from SPT drill point shows good results. However, the Plus-Minus Haggedorn method results are only able to show one refractor because of the data limitation, in contrast to the inversion method, which was able to show more than one refractor. There are two main refractors at a depth of 6 meters and 12 meters, and the adequate depth obtained only reaches 15 m. The maximum speed obtained is also around 900 m/s. It can be concluded up to a depth of 15 meters, and there is no recommended rock layer for placement of deep foundations for high rise buildings. A seismic survey with a longer seismic line is needed to get an underground picture exceeding 15 meters.