Foundation analysis and design

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Foundation analysis and design

01 Jan 1968-

TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.

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Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08

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An Investigation and Comparison of Accepted Design Methodologies for the Analysis of Laterally Loaded Foundations

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Chad Rachel

01 Jan 2003

TL;DR: In this paper, the analysis and design of laterally loaded single-pile structures is discussed. But, the authors focus on the safety and functionality of many structures depends on the ability of the supporting pile foundation to resist the resulting lateral forces, and not only on the deflection at the working load, but also on the ultimate strength of the pile.

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Abstract: Single piles and pile groups are frequently subjected to high lateral forces. The safety and functionality of many structures depends on the ability of the supporting pile foundation to resist the resulting lateral forces. In the analysis and design of laterally loaded piles, two criterions usually govern. First, the deflection at the working load should not be so excessive as to impair the proper function of the supporting member. Second, the ultimate strength of the pile should be high enough to take the load imposed on it under the worst loading condition. Typically, pile length, pile section, soil type, and pile restraint dictate the analysis. This paper presents different methods, specifically Broms' method and the p-y method, for both the analysis and design of laterally loaded single piles. Both linear and nonlinear analyses are considered. The measured results of several full-scale field tests performed by Lymon Reese are compared to computed results using Broms' method of analysis and the p-y method of analysis. Observations are made as to the correlation between the results and recommendations are made as to the applicability of the accepted methods for the analysis and design of laterally loaded piles.

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3 citations

Cites background from "Foundation analysis and design"

...(1-3) Beam with Concentrated Force at End (Hetenyi, 1942) For a beam with a free end and a concentrated load, p , at one end (Hetenyi, 1942):...
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...Substituting (1-3) into (1-2), we get (Hetenyi, 1942) q ky dx y d EI + − = 4 4 (1-4)....
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...L L x x L x x L k p x y β β β β β β β β β 2 2 sin sinh ' cos cosh sin ' cosh cos sinh 2 ) ( − − = (1-7)...
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...(1-1) Equilibrium Forces on an Element (Hetenyi, 1942) Making use of the relationship dx dM Q = , we can write (Hetenyi, 1942), q ky dx M d dx dQ − = = 2 2 (1-2)....
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...If an axial force, x P , is introduced, then the differential equation will be (Hetenyi, 1942) 0 2 2 4 4 = + + dx y d P ky dx y d EI x (1-6)....
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Report•DOI•

Pile Driving Analysis for Pile Design and Quality Assurance

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Rodrigo Salgado, Vibhav Bisht, Monica Prezzi

29 Jan 2018

TL;DR: In this article, a fully integrated pile driving control system (PDCS) prototype was developed that collects, processes, and analyzes dynamic data, which can estimate the capacity of a single pile using existing dynamic methods, e.g., the Case method or through the pile driving formulae developed at Purdue University.

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Abstract: Dynamic measurements are often used to predict the capacity of a pile in the form of (a) pile driving formulae that relate the pile set per blow to the capacity of the pile or (b) analytical methods such as the Case method that predict the pile capacity from the accelerations and strains measured at the pile head. However, accurate prediction of pile capacity remains a challenge due to the complex response of piles during driving, prevailing uncertainties in the response of piles under static loading conditions post driving, and uncertainties stemming from simplifi cations made in the development of existing formulae. For this study, a fully integrated pile driving control system (PDCS) prototype was developed that collects, processes, and analyzes dynamic data. To develop pile driving formulae, advanced and realistic soil models that explicitly consider important parameters, such as soil and pile variability, were used to accurately simulate the hammer-pile-soil system during driving and to predict the capacity of piles under static loading conditions after driving. The integrated PDCS collects dynamic data through sensors and modules during pile driving operations. The system conforms to all requirements specifi ed in the pertinent ASTM standard (ASTM D4945). The PDCS uses wireless signals for the transmission of data collected in a PC located at a suitable distance from the driving operation. The PDCS can estimate the capacity of a single pile using existing dynamic methods, e.g ., the Case method, or through the pile driving formulae developed at Purdue University.

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3 citations

Cites background or methods from "Foundation analysis and design"

...Available pile driving formulae in the literature, among others, include the modified-Gates formula used by INDOT (2016), the modified ENR (1965) formula, the Danish formula (Olson & Flaate, 1967), the Janbu formula (Bowles, 1996) and the Pacific Coast Uniform Building Code (PCUBC) formula (Bowles, 1996)....
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...Available pile driving formulae in the literature, among others, include the modified-Gates formula used by INDOT (2016), the modified ENR (1965) formula, the Danish formula (Olson & Flaate, 1967), the Janbu formula (Bowles, 1996) and the Pacific Coast Uniform Building Code (PCUBC) formula (Bowles, 1996). These formulae are listed in Table 2.1, and will be used for comparisons later in in this report. Despite being important factors determining response to driving, existing formulae do not explicitly account for the soil type (e.g., sand or clay) surrounding the pile or the pile type (e.g., floating pile or end-bearing pile). Consequently, the predictions from pile driving formulae are often inaccurate and unreliable (McVay, Birgisson, Zhang, Perez, & Putcha, 2000). A critique of these formulae can be found in Likins, Fellenius, and Holtz (2012). These shortcomings of pile driving formulae are accounted for by using factors of safety, recommendations of which may be as large as six (Bowles, 1996). Salgado (2008) notes that large recommended factors of safety often diminish the advantages offered by existing formulae in deep foundation quality control. Thus, there exists a need for improved pile driving formulas exhibiting greater reliability and accuracy that would consequently require smaller factors of safety. In this report, the pile driving process is simulated using the soil reaction models developed by Salgado, Loukidis, Abou-Jaoude, and Zhang (2015). Pile driving formulae are then developed based on the results from a series of parametric simulations for five general cases: piles in uniform sand deposits, floating piles in clay, end-bearing piles in sand, end-bearing piles in clay and piles crossing soft clay and bearing on sand....
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...Available pile driving formulae in the literature, among others, include the modified-Gates formula used by INDOT (2016), the modified ENR (1965) formula, the Danish formula (Olson & Flaate, 1967), the Janbu formula (Bowles, 1996) and the Pacific Coast Uniform Building Code (PCUBC) formula (Bowles, 1996). These formulae are listed in Table 2.1, and will be used for comparisons later in in this report. Despite being important factors determining response to driving, existing formulae do not explicitly account for the soil type (e.g., sand or clay) surrounding the pile or the pile type (e.g., floating pile or end-bearing pile). Consequently, the predictions from pile driving formulae are often inaccurate and unreliable (McVay, Birgisson, Zhang, Perez, & Putcha, 2000). A critique of these formulae can be found in Likins, Fellenius, and Holtz (2012). These shortcomings of pile driving formulae are accounted for by using factors of safety, recommendations of which may be as large as six (Bowles, 1996)....
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...These shortcomings of pile driving formulae are accounted for by using factors of safety, recommendations of which may be as large as six (Bowles, 1996)....
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...…pile driving formulae in the literature, among others, include the modified-Gates formula used by INDOT (2016), the modified ENR (1965) formula, the Danish formula (Olson & Flaate, 1967), the Janbu formula (Bowles, 1996) and the Pacific Coast Uniform Building Code (PCUBC) formula (Bowles, 1996)....
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Journal Article•DOI•

An effort towards constructing building structures on backfilled soil

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Sumit Kumar¹, Sekhar Chandra Dutta¹•Institutions (1)

Indian Institutes of Technology¹

20 Jul 2019-Journal of building engineering

TL;DR: In this paper, the feasibility of constructing habitations and other infrastructure facilities on backfilled open cast mines at Orissa, India has been investigated by using a raft beam, as a design thickness of 450 mm for a raft foundation supporting a two storey building as obtained in the study becomes uneconomical.

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Abstract: Opencast mining techniques generally create waste land after mining activity is over. Rising population and land scarcity demand rehabilitation of these backfilled opencast mines. Hence, some strategy needs to be devised for constructing low rise buildings counteracting challenges like heterogeneity of the backfilled soil leading to differential settlement/collapse settlement and the low bearing capacity of fill soil. From this motivation, a systematic research effort is made to study the feasibility of constructing habitations and other infrastructure facilities on backfilled open cast mines at Orissa, India. Soil investigation by Standard Penetration Test (SPT), Shear test for undisturbed soil samples, Multichannel Analysis of Surface Waves (MASW), and in-situ footing tests are conducted to gain insight into the nature and characteristics of the soils. Furthermore, a Finite Element Method (FEM) based investigation comprising soil raft interaction is carried out based on the soil test results. Validation of finite element modelling for the foundation proposed to be used is carried out through manual calculations outlined in the literature. The study shows that raft thickness can be reduced by using a raft beam, as a design thickness of 450 mm for a raft foundation supporting a two storey building as obtained in the study becomes uneconomical; a FEM study comprising increasing raft stiffness through a ribbed raft beam is investigated. Finally, the investigation is extended to determine the degree of effectiveness for a raft beam in reducing bending moments in the raft and base pressure in the soil. Design raft thickness can almost be reduced to 50–60% by increasing the stiffness of the raft beam; however, reduction is possible only to a certain degree. The presented FEM analysis is not only true for the case specific backfill soil but also for all categories of soft soil having low bearing capacity. An exemplary building is designed at the site on the basis of the outcome of this study. It is in the process of construction, for on-site verification of proposed methodology.

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3 citations

Journal Article•DOI•

Adaptive Salp Swarm Algorithm for Optimization of Geotechnical Structures

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Mohammad Khajehzadeh, Amin Iraji, Ali Majdi, Suraparb Keawsawasvong, Moncef L. Nehdi - Show less +1 more

03 Jul 2022-Applied Sciences

TL;DR: An efficient metaheuristic algorithm for solving global optimization problems and optimizing two commonly encountered geotechnical engineering structures: reinforced concrete cantilever retaining walls and shallow spread foundations is proposed.

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Abstract: Based on the salp swarm algorithm (SSA), this paper proposes an efficient metaheuristic algorithm for solving global optimization problems and optimizing two commonly encountered geotechnical engineering structures: reinforced concrete cantilever retaining walls and shallow spread foundations. Two new equations for the leader- and followers-position-updating procedures were introduced in the proposed adaptive salp swarm optimization (ASSA). This change improved the algorithm’s exploration capabilities while preventing it from converging prematurely. Benchmark test functions were used to confirm the proposed algorithm’s performance, and the results were compared to the SSA and other effective optimization algorithms. A Wilcoxon’s rank sum test was performed to evaluate the pairwise statistical performances of the algorithms, and it indicated the significant superiority of the ASSA. The new algorithm can also be used to optimize low-cost retaining walls and foundations. In the analysis and design procedures, both geotechnical and structural limit states were used. Two case studies of retaining walls and spread foundations were solved using the proposed methodology. According to the simulation results, ASSA outperforms alternative models and demonstrates the ability to produce better optimal solutions.

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3 citations

Journal Article•DOI•

New p-y model for seismic loading prediction of pile foundations in non-liquefiable and liquefiable soils considering modulus reduction and damping curves

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Limin Wang, Takeshi Ishihara

01 Oct 2022-Soils and Foundations

TL;DR: In this paper , a new p-y model is proposed for the seismic loading prediction of pile foundations using the Beam on Nonlinear Winkler Foundation (BNWF) method, which matches the desired modulus reduction curve by identifying three parameters in a hyperbolic function and a linear function using a GA, and the desired damping curve by applying the Ishihara-Yoshida rule that controls the unloading-reloading curves iteratively through the three parameters.

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3 citations

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Foundation analysis and design

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