Study on wall group effect of rectangular closed diaphragm wall as bridge foundation under vertical loading

2012 ◽  
pp. 441-446
Author(s):  
Hua Wen ◽  
Qiangong Cheng
Keyword(s):  
Diaphragm Wall ◽  
Group Effect ◽  
Vertical Loading ◽  
Bridge Foundation ◽  
Wall Group

scholarly journals EVALUATION ON PILE GROUP EFFECT OF UNDER-REAMED DIAPHRAGM-WALL-TYPE PILES SUPPORTING HIGH-RISE TOWER

2011 ◽  
Vol 17 (37) ◽  
pp. 855-860
Author(s):  
Atsuo KONISHI ◽  
Kazunari WATANABE ◽  
Naoko SUZUKI ◽  
Takao SEKI ◽  
Kiyoshi SATO ◽  
...  
Keyword(s):  
Pile Group ◽  
Diaphragm Wall ◽  
Group Effect ◽  
High Rise ◽  
Pile Group Effect

scholarly journals Comparison on the Horizontal Behaviors of Lattice-Shaped Diaphragm Wall and Pile Group under Static and Seismic Loads

2016 ◽  
Vol 2016 ◽  
pp. 1-17
Author(s):  
Jiu-jiang Wu ◽  
Qian-gong Cheng ◽  
Hua Wen ◽  
Yan Li ◽  
Jian-lei Zhang ◽  
...  
Keyword(s):  
Numerical Study ◽  
Soft Soil ◽  
Horizontal Displacement ◽  
Pile Group ◽  
Diaphragm Wall ◽  
Deformation Pattern ◽  
Soil Core ◽  
Acceleration Amplification ◽  
The Difference ◽  
Bridge Foundation

Lattice-shaped diaphragm wall (hereafter referring to LSDW) is a new type of bridge foundation, and the relevant investigation on its horizontal behaviors is scant. This paper is devoted to the numerical study of the comparison on the static and seismic responses of LSDW and pile group under similar material quantity in soft soil. It can be found that the horizontal bearing capacity of LSDW is considerably larger than that of pile group, and the deformation pattern of LSDW basically appears to be an overall toppling while pile group clearly shows a local bending deformation pattern during the static loading process. The acceleration response and the acceleration amplification effects of LSDW are slightly greater than that of pile group due to the existing of soil core and the difference on the ability of energy dissipation. The horizontal displacement response of pile group is close to that of LSDW at first and becomes stronger than that of LSDW due to the generation of plastic soil deformation near the pile-soil interface at last. The pile body may be broken in larger potential than LSDW especially when its horizontal displacement is notable. Compared with pile group, LSDW can be a good option for being served as a lateral bearing or an earthquake-proof foundation in soft soil.

BEHAVIOUR OF THE "CAZALY HANGER" SUBJECTED TO VERTICAL LOADING

PCI Journal ◽  
1968 ◽  
Vol 13 (6) ◽  
pp. 48-66 ◽  
Author(s):  
J. S. Ife ◽  
S. M. Uzumeri ◽  
M. W. Huggins
Keyword(s):  
Vertical Loading

Towards Predicting Relative Belt Edge Endurance With the Finite Element Method

1990 ◽  
Vol 18 (4) ◽  
pp. 216-235 ◽  
Author(s):  
J. De Eskinazi ◽  
K. Ishihara ◽  
H. Volk ◽  
T. C. Warholic
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Three Dimensional ◽  
The Finite Element Method ◽  
Shear Deformations ◽  
Element Analysis ◽  
Vertical Loading ◽  
Predicted Values ◽  
Element Method

Abstract The paper describes the intention of the authors to determine whether it is possible to predict relative belt edge endurance for radial passenger car tires using the finite element method. Three groups of tires with different belt edge configurations were tested on a fleet test in an attempt to validate predictions from the finite element results. A two-dimensional, axisymmetric finite element analysis was first used to determine if the results from such an analysis, with emphasis on the shear deformations between the belts, could be used to predict a relative ranking for belt edge endurance. It is shown that such an analysis can lead to erroneous conclusions. A three-dimensional analysis in which tires are modeled under free rotation and static vertical loading was performed next. This approach resulted in an improvement in the quality of the correlations. The differences in the predicted values of various stress analysis parameters for the three belt edge configurations are studied and their implication on predicting belt edge endurance is discussed.

scholarly journals Mechanisms beneath rectangular shallow foundations on sands: vertical loading

Géotechnique ◽  
2020 ◽  
Vol 70 (12) ◽  
pp. 1083-1093
Author(s):  
Yining Teng ◽  
Sam A. Stanier ◽  
Susan M. Gourvenec
Keyword(s):  
Shallow Foundations ◽  
Vertical Loading

scholarly journals Development of Simulation Based p-Multipliers for Laterally Loaded Pile Groups in Granular Soil Using 3D Nonlinear Finite Element Model

2020 ◽  
Vol 11 (1) ◽  
pp. 26
Author(s):  
Muhammad Bilal Adeel ◽  
Muhammad Asad Jan ◽  
Muhammad Aaqib ◽  
Duhee Park
Keyword(s):  
Finite Element ◽  
Element Model ◽  
Design Guidelines ◽  
American Petroleum Institute ◽  
Winkler Foundation ◽  
Group Effect ◽  
Pile Groups ◽  
Element Analysis ◽  
Laterally Loaded Pile ◽  
Laterally Loaded

The behavior of laterally loaded pile groups is usually accessed by beam-on-nonlinear-Winkler-foundation (BNWF) approach employing various forms of empirically derived p-y curves and p-multipliers. Averaged p-multiplier for a particular pile group is termed as the group effect parameter. In practice, the p-y curve presented by the American Petroleum Institute (API) is most often utilized for piles in granular soils, although its shortcomings are recognized. In this study, we performed 3D finite element analysis to develop p-multipliers and group effect parameters for 3 × 3 to 5 × 5 vertically squared pile groups. The effect of the ratio of spacing to pile diameter (S/D), number of group piles, varying friction angle (φ), and pile fixity conditions on p-multipliers and group effect parameters are evaluated and quantified. Based on the simulation outcomes, a new functional form to calculate p-multipliers is proposed for pile groups. Extensive comparisons with the experimental measurements reveal that the calculated p-multipliers and group effect parameters are within the recorded range. Comparisons with two design guidelines which do not account for the pile fixity condition demonstrate that they overestimate the p-multipliers for fixed-head condition.

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