Lateral pressure on piles due to horizontal soil movement—1 g model tests on single piles and pile rows

2013 ◽  
pp. 839-845 ◽  
Author(s):  
J Bauer ◽  
H Kempfert ◽  
O Reul
Keyword(s):  
Lateral Pressure ◽  
Model Tests ◽  
Soil Movement ◽  
Single Piles

scholarly journals Model Tests on Single Piles Subjected to Lateral Soil Movement

1995 ◽  
Vol 35 (4) ◽  
pp. 85-92 ◽  
Author(s):  
H.G. Poulos ◽  
L.T. Chen ◽  
T.S. Hull
Keyword(s):  
Model Tests ◽  
Soil Movement ◽  
Single Piles ◽  
Lateral Soil Movement

Model tests on single piles in soft clay

2000 ◽  
Vol 37 (4) ◽  
pp. 890-897 ◽  
Author(s):  
J L Pan ◽  
A TC Goh ◽  
K S Wong ◽  
C I Teh
Keyword(s):  
Soft Clay ◽  
Model Tests ◽  
Laboratory Model ◽  
Soil Pressure ◽  
Soil Movement ◽  
Pressure Transducers ◽  
Pile Shaft ◽  
Single Piles ◽  
Lateral Soil Movement ◽  
Passive Pile

Laboratory model tests in soft clay were conducted to investigate the behaviour of single piles subjected to lateral soil movements ('passive' pile), and to determine the ultimate soil pressure acting along the pile shaft. A specially designed apparatus for the tests was manufactured and calibrated. Reasonably consistent soil samples were prepared for the tests by a consolidometer. The limiting soil pressures acting along the model pile shaft were measured by pressure transducers. The ultimate soil pressure was then determined based on the maximum value of the limiting soil pressures acting along the pile shaft. The ultimate soil pressure obtained from the single passive pile tests was 10.6su (where su is the undrained shear strength of the clay) and agreed well with those from the literature.Key words: pile, foundation, lateral soil movement, clay, model test.

Model Tests on Soil Movement during the Installation of Piles in Transparent Granular Soil

2017 ◽  
Vol 17 (4) ◽  
pp. 06016027 ◽  
Author(s):  
Yang Xiao ◽  
Feng Yin ◽  
Hanlong Liu ◽  
Jian Chu ◽  
Wengang Zhang
Keyword(s):  
Model Tests ◽  
Granular Soil ◽  
Soil Movement

Some Recent Research on the Bearing Capacity of Foundations

1963 ◽  
Vol 1 (1) ◽  
pp. 16-26 ◽  
Author(s):  
George Geoffrey Meyerhof
Keyword(s):  
Bearing Capacity ◽  
Model Tests ◽  
Vertical Load ◽  
Pile Groups ◽  
Free Standing ◽  
Flexible Foundations ◽  
Inclined Loads ◽  
Single Piles ◽  
Piled Foundations

The first part of the paper summarizes the results of recent research on the bearing capacity of spread foundations of various shapes under a central vertical load and outlines the effects of foundation depth, eccentricity and inclination of the load. Simple formulae have been derived for use in practice and their application to the design of rigid and flexible foundations is briefly indicated.The second part of the paper discusses the bearing capacity of single piles under vertical and inclined loads. The bearing capacity of piled foundations and free-standing pile groups is outlined, and the results of model tests on pile groups under central and eccentric loads are briefly analysed in relation to some problems in practice.

Modeling Single Piles Subjected to Evolving Soil Movement

2017 ◽  
Vol 17 (4) ◽  
pp. 04016111 ◽  
Author(s):  
Wei Dong Guo ◽  
H. Y. Qin ◽  
E. H. Ghee
Keyword(s):  
Soil Movement ◽  
Single Piles

Response amplification of back-rotated piles

2020 ◽  
Vol 57 (11) ◽  
pp. 1780-1795 ◽  
Author(s):  
Wei Dong Guo
Keyword(s):  
Failure Mechanism ◽  
Shear Force ◽  
Bending Moment ◽  
Lateral Spreading ◽  
Model Tests ◽  
Integral Abutment ◽  
Rotational Stiffness ◽  
Soil Movement ◽  
Response Amplification ◽  
First Time

Piles are largely back-rotated in sliding slope or subjected to lateral spreading. This paper reveals for the first time that response of these piles (e.g., displacement, rotation, bending moment, and shear force) is amplified against forward rotating piles. In particular, magnification is detrimental, once normalized rotational stiffness (NRS) of the piles is around a singularity value (i.e., normalized singularity stiffness, NSS). New expressions are developed to gain the NSS value, the magnification degree, and the sliding depth to incur the singularity. The NRS is assessed using 1g model tests. The solutions are adopted to capture the response of the model piles, to detect new failure mechanism of Showa Bridge, and to check the safety of Christchurch bridges. The main conclusions are as follows: (i) piles are prone to response amplification, when subjected to lateral spreading or in sliding slopes. (ii) The NRS is only slightly affected by soil movement profiles and sliding depths. (iii) Showa Bridge collapsed from displacement amplification of back-rotated piles. Finally, (iv) the roller connections between girder and piers, and an integral abutment and piers are proved to be effective to curb the amplification. The amplified response needs to be assessed in practice to lessen failure of back-rotated piles.

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