Discussion of “Load tests on full-scale bored pile groups”

FelleniusBengt, H

doi:10.1139/cgj-2013-0027

Cited by 4 publications

(13 citation statements)

References 7 publications

(7 reference statements)

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“…The pile load capacity is equal to the load provided by settlement, equal to 10% of the pile diameter, as determined by the load-settlement curve [21].…”

Section: Terzaghi Methodsmentioning

confidence: 99%

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Evaluation of the Bearing Capacity of the Board Pile in Collapsible Soil using A Laboratory Model

Mohsen,

Albusoda

2023

E3S Web Conf.

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The pile’s ultimate capacity or failure load must be computed by some criteria using load-settlement curve data gathered during the pile load test. Many scholars have proposed several approaches for evaluating the pile’s ultimate capacity in the past. This study compared different failure criteria to predict the ultimate load capacity for piles with two different lengths-to-diameter ratios embedded in gypseous soil with gypsum content of 60% under soaked and unsoaked conditions. Two types of piles were used. Floating pile and end-bearing pile. Davisson, Brinch Hansen’s 80 percent, Chin-Kondner, Mazurkiewicz’s, and Brinch Hansen’s 90 methods that were used in this study predict a higher value of the ultimate pile capacity, whereas the Decourt Extrapolation method gave fluctuated value. Fuller and Hoy’s, Butler and Hoy’s methods give far away value from realistic. On the other hand, Shen’s, ASTM, Terzaghi, and DeBeer’s methods predicted an acceptable and realistic value. The failure criterion of (15%D) where (D) is pile diameter according to(ASTM D-1143) was adopted in this type of soil.

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“…The pile load capacity is equal to the load provided by settlement, equal to 10% of the pile diameter, as determined by the load-settlement curve [21].…”

Section: Terzaghi Methodsmentioning

confidence: 99%

“…It was divided by each load with its corresponding settlement and plotted the resulting value versus the applied load. The decourt load was determined from the intersection of the regression line with the load axis [21].…”

Section: Decourt Extrapolation Methodsmentioning

confidence: 99%

Evaluation of the Bearing Capacity of the Board Pile in Collapsible Soil using A Laboratory Model

Mohsen,

Albusoda

2023

E3S Web Conf.

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“…3-2 shows the pile length, main ground condition, and load capacity of each case. (Fellenius, 1980).…”

Section: Pile Load Test Databasementioning

confidence: 99%

“…Ideally, a failure criterion identifies the capacity with a practical and mathematical approach that considers the behaviour and characteristics of the pile deformation and load-transfer response (Hirany & Kulhawy, 1989). A total of 11 failure criteria were evaluated in this study: Chin (1970); Decourt (1999); Van Der Veen (1953); Davisson (1972);De Beer (1967, 1968; Butler and Hoy (1977); Fuller and Hoy (1970); Hansen 80 % (Hansen, 1963); Hansen 90 % (Fellenius, 1980); L1, and L2 (Hirany & Kulhawy, 1989). Since many of the studied piles had a similar diameter or width, this study did not include the criterion based on the settlement equal to 10 % of the pile width.…”

Section: Failure Load Identificationmentioning

confidence: 99%

“…Overall, these studied criteria can be divided into gradual failure methods ( near the point of greatest curvature on the load-displacement plot, while the plunging criteria locate 𝑄 𝑢 𝑚 near the plunging failure state. The detailed descriptions of these criteria can be found in Fellenius (1980), Hirany and Kulhawy (1989), and Almeida and Liu (2018).…”

Section: Failure Load Identificationmentioning

confidence: 99%

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Reliability-based Design for Axially Loaded Driven Piles in Glacial Deposits

Jesswein

2024

Preprint

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Many factors and uncertainties, especially from the soil conditions, challenge the accuracy of a pile design for the geotechnical ultimate limit state (ULS) and serviceability limit state (SLS). The uncertainties can be contributed by the inconsistent material properties of glacial deposits or a lack of provisions by many design methods for the pile set-up, which is an increase in the pile capacity with time. Thus, for driven steel piles subjected to static and maintained axial loads, the goal of this research was to improve the predictability of these limit states by modifying reliability-based design (RBD) methods. A database was collected first in this thesis with a total of 120 piles subjected to static and/or Pile Driving Analyzer (PDA) tests. These tests were used to evaluate the accuracy of several existing design methods that predict the pile capacity with in-situ measurements, particularly by the standard penetration test (SPT) or piezocone penetration test (CPTu). Since existing methods commonly overestimated the capacity or exhibited significant variations in their predictions, correlations were conducted between results from the in-situ and pile tests to develop new design methods to better consider the soil content and set-up time. Many existing set-up prediction methods rely on time-consuming laboratory tests, but this study offers a practical CPTu-based approach. Afterwards, reliability analyses were performed to help designers account for the uncertainties in designs and estimate the factored resistance for the ULS and SLS. Although a few studies have previously incorporated set-up into RBDs for the ULS, very few, if any, have incorporated set-up for the SLS; thus, this thesis presents a series of resistance factors that were calibrated by Monte Carlos simulation for a range of set-up to end-of-driving resistance ratios and allowable settlements. The findings demonstrate the benefits of versatile methods that consider a range of conditions, such as set-up time, soil classification, and pile geometry. In addition, economic benefits may be received for designs by using a greater factored resistance at a set-up time compared to the end-of-pile-driving condition. Overall, the findings can assist practitioners to mitigate geotechnical risks and deliver more economic and reliable pile designs.

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