Multiple Resistance Factor Design for Shallow Transmission Line Structure Foundations

Phoon, Kok‐Kwang; Kulhawy, Fred H.; Grigoriu, Mircea

doi:10.1061/(asce)1090-0241(2003)129:9(807)

Cited by 115 publications

(33 citation statements)

References 12 publications

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“…Bian et al (2015) incorporated the serviceability limit state requirements into LRFD for the ultimate limit states of piles to determine the resistance factors for reliability-based design of piles. Phoon and Kulhawy (2002), and Phoon et al (2003) proposed a multiple resistance factor design concept for foundations and studied the uplift resistance factors for uplift side resistance, uplift tip resistance and dead weight of foundation against uplift force . Honjo et al (2002) established a procedure for the calculation of partial factors for dead load, seismic load, base resistance and shaft resistance of axially-loaded cast-in situ piles.…”

Section: X-y Bian X-y Chen H-l Lu J-j Zhengmentioning

confidence: 99%

Determination of base and shaft resistance factors for reliability-based design of piles

Bian

et al. 2018

J. S. Afr. Inst. Civ. Eng.

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Section: X-y Bian X-y Chen H-l Lu J-j Zhengmentioning

confidence: 99%

Determination of base and shaft resistance factors for reliability-based design of piles

Bian

et al. 2018

J. S. Afr. Inst. Civ. Eng.

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“…Code comparison of various codes of practice for simple bored pile design in London clay (Vardanega et al 2012a revealed that most codified approaches settled on an equivalent global factor of safety of approximately 2.5 (one notable exception being the Russian code). One possibility for future change is the adoption of RBD procedures, as proposed by, e.g., Phoon et al (2003aPhoon et al ( , 2003b, taking into account the high values of the coefficient of variation (COV) that are observed for many geotechnical parameters. RBD will be discussed in more detail later in the paper.…”

Section: Partial Factorsmentioning

confidence: 99%

“…Reliability and probabilistic thinking for geostructural design (e.g., Freudenthal 1947, Kulhawy 2010) has found use in in many geotechnical design applications e.g., shallow foundation capacity (Phoon et al 2003a, 2003band Foye et al 2006a, 2006b), capacity of deep foundations (Zhang et al 2001), settlement of foundations (Akbas and Kulhawy 2009) and random-parameter finite-element methods (Schweiger 2001). If the probability of failure, which is the probability of failing to meet at least one performance requirement, is pf, then the reliability of the system is said to be rf where:…”

Section: Probability Of Failurementioning

confidence: 99%

Design of Geostructural Systems

Vardanega

Bolton

2016

ASCE-ASME J. Risk Uncertainty Eng. Syst., Part A: Civ. Eng.

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This paper begins with an extensive review of the literature covering the development of design rules for geostructural systems, beginning with traditional global safety factors and developing through partial factors for loads and resistances, and then considering the use of mobilization factors to limit soil strains. The paper then aims to distinguish two possible functions for geotechnical factors: to compensate for the uncertainty regarding soil strength, and to limit soil deformations that could compromise the associated structure before the soil strength can be fully mobilized, whatever it is. At present, design procedures generally conflate and confuse ultimate limit state (ULS) checks and serviceability limit state (SLS) deformation checks. Furthermore, most geotechnical engineers wrongly associate ULS with soil failure rather than with structural failure. The paper addresses this fundamental confusion by advocating mobilizable strength design (MSD), which is based on assumed soil-structure deformation mechanisms rather than soil failure mechanisms. It is argued that designs using MSD can guard against damaging structural deformations, either small deformations giving SLS or large structural deformations that must be regarded as ULS even though the associated soil strength may not yet be fully mobilized. This distinction effectively challenges much of the previous literature on limit state design principles for geotechnical applications, even where probabilistic approaches have been proposed. Nevertheless, the paper is informed by the concepts and techniques of decision making under uncertainty, and the paper concludes by considering whether MSD can also be placed in a reliability framework.

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“…The scatter in load-displacement curves of piles is characterized using the copulas discussed previously. Phoon et al [26] and Phoon et al [15] recommended a normalized hyperbolic curve to be used for such purpose, which is expressed as…”

Section: Practical Application For Serviceability Limit State Reliabimentioning

confidence: 99%

Bivariate simulation using copula and its application to probabilistic pile settlement analysis

Tang

Phoon

et al. 2011

Num Anal Meth Geomechanics

Self Cite

117

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This paper aims to propose a procedure for modeling the joint probability distribution of bivariate uncertain data with a nonlinear dependence structure. First, the concept of dependence measures is briefly introduced. Then, both the Akaike Information Criterion and the Bayesian Information Criterion are adopted for identifying the best-fit copula. Thereafter, simulation of copulas and bivariate distributions based on Monte Carlo simulation are presented. Practical application for serviceability limit state reliability analysis of piles is conducted. Finally, four load-test datasets of load-displacement curves of piles are used to illustrate the proposed procedure. The results indicate that the proposed copula-based procedure can model and simulate the bivariate probability distribution of two curve-fitting parameters underlying the load-displacement models of piles in a more general way. The simulated load-displacement curves using the proposed procedure are found to be in good agreement with the measured results. In most cases, the Gaussian copula, often adopted out of expedience without proper validation, is not the best-fit copula for modeling the dependence structure underlying two curve-fitting parameters. The conditional probability density functions obtained from the Gaussian copula differ considerably from those obtained from the best-fit copula. The probabilities of failure associated with the Gaussian copula are significantly smaller than the reference solutions, which are very unconservative for pile safety assessment. If the strong negative correlation between the two curve-fitting parameters is ignored, the scatter in the measured load-displacement curves cannot be simulated properly, and the probabilities of failure will be highly overestimated.

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Multiple Resistance Factor Design for Shallow Transmission Line Structure Foundations

Cited by 115 publications

References 12 publications

Determination of base and shaft resistance factors for reliability-based design of piles

Determination of base and shaft resistance factors for reliability-based design of piles

Design of Geostructural Systems

Bivariate simulation using copula and its application to probabilistic pile settlement analysis

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