scholarly journals Analytical Solution of Arbitrary Loaded Spatial Pile Group

2020 ◽  
Author(s):  
Petar Santrac ◽  
Zeljko Bajic
Keyword(s):  
Analytical Solution ◽  
Analytical Method ◽  
Pile Group ◽  
Load Test ◽  
Group Effect ◽  
Stiffness Coefficients ◽  
Pile Load Test ◽  
Pile Group Effect

This paper presents an analytical method for the calculation of the arbitrary loaded spatial pile group fixed or/and hinge jointed into a rigid cap. The method uses the vector and matrix procedures to derive spatial equations of equilibrium, in which unknown componential displacements appear. The stiffness coefficients in the equations can be determined analytically, numerically or by pile load test. The pile group effect are estimated approximately, reducing the piles stiffness coefficients which depend on pile position and its mutual distances.

Analysis of Vertical Bearing Capacity of Single-Row Pile Group of an Offshore Platform

2012 ◽  
Vol 188 ◽  
pp. 54-59
Author(s):  
Rui Hua Zhuo ◽  
Run Liu ◽  
Xin Li Wu ◽  
Yang Yang Zhao
Keyword(s):  
Bearing Capacity ◽  
Pile Group ◽  
Normal Operation ◽  
Deep Penetration ◽  
Group Model ◽  
Group Effect ◽  
Design Code ◽  
Vertical Bearing ◽  
Pile Group Effect ◽  
Vertical Bearing Capacity

The vertical bearing capacity of a special pile group of platform in an offshore gas field has been studied. Large diameter d (2.134 m), deep penetration l (96 m), small spacing sa (3.507 m), and only one row piles are the usual characteristics of the pile group foundation in offshore engineering. According to the requirements of the related design code, the super pile group effect has to be considered. However, with the usual design code, when sa/d, the ratio of spacing to diameter, is less than 2.0, there is no way to consider the pile group effect. In this paper, considering the occlusion effect of soil plug of pipe pile, several methods have been introduced to study the super pile group effect of the vertical bearing capacity. These methods include linear elastic theory method, the method recommended by the Code of Pile Foundation in Port Engineering (JTJ254-98), and the method with virtue of the existing pile group model test results. Meanwhile, the plugged and unplugged conditions have been considered, respectively. Through the analysis, the factors of safety in extreme and normal operation states are obtained, and the results satisfy the design specifications.

Interaction effects on load-carrying behavior of piled rafts embedded in clay from centrifuge tests

2015 ◽  
Vol 52 (10) ◽  
pp. 1550-1561 ◽  
Author(s):  
Donggyu Park ◽  
Junhwan Lee
Keyword(s):  
Pile Group ◽  
Interaction Effects ◽  
Group Effect ◽  
Piled Raft ◽  
Centrifuge Tests ◽  
Interaction Factor ◽  
Load Carrying ◽  
Lower Load ◽  
Load Tests ◽  
Pile Group Effect

In the present study, various interaction effects and load-carrying behavior of piled rafts embedded in clay were investigated. For this purpose, a series of centrifuge load tests were conducted using different types of model foundations, including single pile, group piles, piled raft, and unpiled raft. Different clay conditions were considered to prepare for centrifuge specimens. It was found that the pile group effect in clays is significant within initial loading range, showing lower load-carrying capacity. As settlement increases, the pile group effect becomes less pronounced. For both soft and stiff conditions, the values of the raft-to-pile (R-P) interaction factor varied initially, which became converged to some values around unity with increasing settlement. Similar tendency was observed for the pile-to-raft (P-R) interaction factor. The load responses of different pile components within the piled raft were not significantly different for the soft condition. For the stiff condition, the corner and inner piles showed the highest and lowest load-carrying capacities, respectively, due to piled-raft interaction effects. Correlations to cone resistance were analyzed and presented for the base and shaft resistances of piles for piled rafts.

Discussion of an instrumented screw pile load test and connected pile group load settlement behavior

2013 ◽  
Vol 1 (1) ◽  
pp. 13-36 ◽  
Author(s):  
P.O. Van Impe ◽  
W.F. Van Impe ◽  
L. Seminck
Keyword(s):  
Pile Group ◽  
Load Test ◽  
Soil Conditions ◽  
Pile Capacity ◽  
Screw Pile ◽  
Settlement Behavior ◽  
Heterogeneous Soil ◽  
Pile Load Test ◽  
The One ◽  
Oil Tanks

The aim of the paper is to discuss a fully instrumented screw pile load test up to failure, in difficult heterogeneous soil conditions along the shaft. The pre-stressing of the pile during its installation process has been brought to attention as an important item to assisting in explaining the differences in pile capacity and load settlement curve on the one hand, and the data as registered from the pile shaft instrumentation. In the second part of the paper, starting info on the registered load settlement data of the foundation slabs of each of the three, closely positioned, oil tanks of 48 m diameter and 19 m of height are shared and briefly analyzed.

Prediction of Lateral Load Response for a Pile Group

1997 ◽  
Vol 1569 (1) ◽  
pp. 36-46 ◽  
Author(s):  
Pedro F. Ruesta ◽  
F. C. Townsend
Keyword(s):  
Test Group ◽  
Pile Group ◽  
Lateral Load ◽  
Load Test ◽  
Pressuremeter Test ◽  
In Situ Test ◽  
Concrete Piles ◽  
Load Response ◽  
Pile Load Test

A full-scale lateral load test of a pile group consisting of 16 (4 by 4) prestressed 76-cm-square concrete piles was conducted at Roosevelt Bridge, Stuart, Florida, during the summer of 1996. Presented are ( a) in situ test results, ( b) various p-y curves from these tests, and ( c) comparisons of various computer predictions (FLPIER, GROUP, and PIGR3D) using p-y curves tempered with results from a single-pile load test. From these comparisons, the best Class A prediction is made for the 16-pile group using FLPIER with nonlinear pile properties; p-y multipliers of 0.8, 0.4, 0.3, and 0.3 for the leading, middle, and trailing two rows, respectively; and dilatometer test—pressuremeter test p-y curves. This prediction suggests that an average load per pile of 280 kN will produce a deflection of 0.1 m (63 kips/pile at a deflection of 3.9 in.) for the test group.

scholarly journals Numerical evaluation of pile group effect of a composite group

2018 ◽  
Vol 58 (4) ◽  
pp. 1059-1067
Author(s):  
Youhao Zhou ◽  
Kohji Tokimatsu
Keyword(s):  
Numerical Evaluation ◽  
Pile Group ◽  
Group Effect ◽  
Pile Group Effect
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