Estimating the Elastic Settlement of Vertically Loaded Single Piles in Rock

2013 ◽  
Vol 831 ◽  
pp. 307-313 ◽  
Author(s):  
Hisham T. Eid ◽  
Abdalfatah A. Shehada
Keyword(s):  
Sedimentary Rocks ◽  
Pile Head ◽  
Element Analysis ◽  
Concrete Piles ◽  
Settlement Behavior ◽  
Elastic Settlement ◽  
Reinforced Concrete Piles ◽  
Single Piles ◽  
Homogeneous Media ◽  
Pile Length

An extensive finite element analysis was performed to study the settlement behavior of vertically loaded piles entirely embedded in non-homogeneous rock. To avoid utilizing interrelated parameters, pile-rock relative stiffness was expressed as a function of the elastic modulus of rock mass near the pile head that does not depend on pile length. Cases of pile-rock stiffness ratios that are typical for reinforced concrete piles bored in sedimentary rocks were investigated. Charts were developed to predict the elastic settlement of vertically loaded piles in non-homogeneous media. An equation was also introduced to incorporate the effect of rock non-homogeneity in estimating the depth at which settlement becomes insensitive to the increase of pile length.

scholarly journals Deformation of Combined Retaining Structure in Geological Environment

2021 ◽  
Vol 236 ◽  
pp. 05035
Author(s):  
Yu Wang ◽  
Yongyu Li ◽  
Tianrong Huang ◽  
Shihua Wang ◽  
Zongying Shu
Keyword(s):  
Bending Moments ◽  
Pile Head ◽  
Excellent Performance ◽  
Support Structure ◽  
Double Row ◽  
Composite Support ◽  
Concrete Piles ◽  
Reinforced Concrete Piles ◽  
New Type ◽  
Rigid Joints

As a new type of sliding support structure, composite support structure has excellent performance. It is a structure in which two rows of reinforced concrete piles are placed in an appropriate position and the front pile head is connected with the back pile body by a rigid beam. It will form a double row spatial structure, similar to the seating. h-type anti-slide pile can save (or even do not need) anchoring components, form a double-row pile supporting structure system, and achieve good supporting performance. By adjusting the position of tie - beam, the new type anti - slide pile has wider universality and applicability. We can make assumptions in the actual calculation.h - type anti - slide pile has strong anti - overturning ability. The compressive strength of the front pile and the tensile strength of the back pile can form a pair of effective anti-overturning bending moments, and the rigid joints also improve the anti-overturning ability.

Comparison of the Bidirectional Load Test with the Top-Down Load Test

2005 ◽  
Vol 1936 (1) ◽  
pp. 108-116 ◽  
Author(s):  
Oh Sung Kwon ◽  
Yongkyu Choi ◽  
Ohkyun Kwon ◽  
Myoung Mo Kim
Keyword(s):  
Load Transfer ◽  
Measurement Data ◽  
Load Test ◽  
Load Testing ◽  
Pile Head ◽  
Top Down ◽  
Simple Method ◽  
Testing Method ◽  
Settlement Behavior ◽  
Cell Test

For the past decade, the Osterberg testing method (O-cell test) has been proved advantageous over the conventional pile load testing method in many aspects. However, because the O-cell test uses a loading mechanism entirely different from that of the conventional pile loading testing method, many investigators and practicing engineers have been concerned that the O-cell test would give inaccurate results, especially about the pile head settlement behavior. Therefore, a bidirectional load test using the Osterberg method and the conventional top-down load test were executed on 1.5-m diameter cast-in-place concrete piles at the same time and site. Strain gauges were placed on the piles. The two tests gave similar load transfer curves at various depth of piles. However, the top-down equivalent curve constructed from the bidirectional load test results predicted the pile head settlement under the pile design load to be approximately one half of that predicted by the conventional top-down load test. To improve the prediction accuracy of the top-down equivalent curve, a simple method that accounts for the pile compression was proposed. It was also shown that the strain gauge measurement data from the bidirectional load test could reproduce almost the same top-down curve.

Static and dynamic pile testing of reinforced concrete piles with structure integrated fibre optic strain sensors

2013 ◽  
Author(s):  
Constanze Schilder ◽  
Harald Kohlhoff ◽  
Detlef Hofmann ◽  
Frank Basedau ◽  
Wolfgang R. Habel ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Strain Sensors ◽  
Fibre Optic ◽  
Concrete Piles ◽  
Reinforced Concrete Piles ◽  
Pile Testing

QUALITY MANAGEMENT IN THE PRODUCTION OF REINFORCED CONCRETE PRODUCTS FOR AGRICULTURAL FACILITIES

2020 ◽  
Author(s):  
E.A. Shlyakhova ◽  
◽  
I.A. Serebryanaya ◽  
A.V Serdyukova
Keyword(s):  
Reinforced Concrete ◽  
Quality Management ◽  
Business Process ◽  
Process Map ◽  
Concrete Piles ◽  
Reinforced Concrete Piles ◽  
Inputs And Outputs

The article provides an example of regulation of the main business process on the example of the process of "Production of reinforced concrete piles". A process map has been developed and the main inputs and outputs have been identified, and an example of drawing up a business process passport has been developed&

Numerical analysis of kinematic response of single piles

2000 ◽  
Vol 37 (6) ◽  
pp. 1368-1382 ◽  
Author(s):  
Kevin J Bentley ◽  
M Hesham El Naggar
Keyword(s):  
Finite Element ◽  
Human Life ◽  
Free Field ◽  
Time History ◽  
Benchmark Problems ◽  
Soil Parameters ◽  
Nonlinear Behaviour ◽  
Pile Head ◽  
Element Mesh ◽  
Single Piles

Recent destructive earthquakes have highlighted the need for increased research into the revamping of design codes and building regulations to prevent further catastrophic losses in terms of human life and economic assets. The present study investigated the response of single piles to kinematic seismic loading using the three-dimensional finite element program ANSYS. The objectives of this study were (i) to develop a finite element model that can accurately model the kinematic soil–structure interaction of piles, accounting for the nonlinear behaviour of the soil, discontinuity conditions at the pile–soil interface, energy dissipation, and wave propagation; and (ii) to use the developed model to evaluate the kinematic interaction effects on the pile response with respect to the input ground motion. The static performance of the model was verified against exact available solutions for benchmark problems including piles in elastic and elastoplastic soils. The geostatic stresses were accounted for and radiating boundaries were provided to replicate actual field conditions. Earthquake excitation with a low predominant frequency was applied as an acceleration–time history at the base bedrock of the finite element mesh. To evaluate the effects of the kinematic loading, the responses of both the free-field soil (with no piles) and the pile head were compared. It was found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes. However, for elastoplastic soil with separation allowed, the pile head response closely resembled the free-field response to the low-frequency seismic excitation and the range of pile and soil parameters considered in this study.Key words: numerical modelling, dynamic, lateral, piles, kinematic, seismic.

scholarly journals Limitations of the Danish driving formula for short piles

2021 ◽  
Vol 44 (2) ◽  
pp. 1-6
Author(s):  
Silvio Heleno de Abreu Vieira ◽  
Francisco R. Lopes
Keyword(s):  
Load Capacity ◽  
Precast Concrete ◽  
Free Fall ◽  
Technical Note ◽  
Driven Piles ◽  
Concrete Piles ◽  
Load Tests ◽  
Semi Empirical ◽  
The City ◽  
Pile Length

Dynamic formulae are a widely used expedient for the control of driven piles to ensure load capacity. These formulae have considerable limitations when used in the prediction of the load capacity on their own, but are very useful in the control of a piling when combined with other tests. This technical note presents an evaluation of the Danish Formula for 54 precast concrete piles, comparing its results with High Strain Dynamic Tests (HSDTs), Static Load Tests (SLTs) and predictions by a semi-empirical static method (Aoki & Velloso, 1975). The data used in the comparison come from three works in the city of Rio de Janeiro, Brazil. All piles were driven with free-fall hammers and in one particular work the piles were relatively short. The predictions of the Danish Formula were evaluated in relation to the pile length/diameter ratio. It was concluded that for short piles - with lengths less than 30 times the diameter - this formula indicates bearing capacities higher than the actual ones. A correction for a safe use of the Danish Formula for short piles is suggested.

scholarly journals Elastic Settlement Analysis of Rigid Footings Relying On The “Characteristic Point” Concept

2021 ◽  
Author(s):  
Lysandros Pantelidis
Keyword(s):  
Finite Element Analysis ◽  
Characteristic Point ◽  
Compressible Medium ◽  
Tabular Form ◽  
Element Analysis ◽  
3D Finite Element ◽  
Influence Area ◽  
Elastic Settlement ◽  
Rigid Footing ◽  
Settlement Analysis

Abstract In the present paper, the problem of finding the location of the so-called “characteristic point” of flexible footings is revisited. As known, the settlement at the characteristic point, is equal to the uniform settlement of the respective rigid footing. The cases of infinitely long strips and circular footings are studied fully analytically. For the case of rectangular footings, analytical results (for flexible footings) are compared with the respective numerical results (for rigid footings) obtained from 3D finite element analysis (210 cases were examined). As shown, the location of the characteristic point may greatly deviate from the well-known values reported in the literature, as it strongly depends on the thickness and Poisson’s ratio value of the compressible medium. For rectangular footings this location also depends on their aspect ratio, L/B. The location of the characteristic point with respect to the center of footing for the various cases examined is given in tabular form. Strain influence area values (Aj=ρjEs/qB) are also given for the convenient calculation of the settlement (ρj) of footings, especially the rigid, rectangular ones; q is the uniform surcharge of footing and Es the soil modulus.

scholarly journals DYNAMIC ANALYSES OF BUILDING SUPPORTED BY REINFORCED CONCRETE PILES WITH GOOD DEFORMATION CAPACITY

2002 ◽  
Vol 67 (555) ◽  
pp. 107-114 ◽  
Author(s):  
Takuya NAGAE ◽  
Hitoshi UCHIMURA ◽  
Kouichi KOBAYASHI ◽  
Nozomu YOSHIDA ◽  
Shizuo HAYASHI
Keyword(s):  
Reinforced Concrete ◽  
Deformation Capacity ◽  
Concrete Piles ◽  
Dynamic Analyses ◽  
Reinforced Concrete Piles
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