scholarly journals A dual beam model for geosynthetic-reinforced granular fill on an elastic foundation

2016 ◽  
Vol 40 (21-22) ◽  
pp. 9254-9268 ◽  
Author(s):  
Lin-Shuang Zhao ◽  
Wan-Huan Zhou ◽  
Behzad Fatahi ◽  
Xi-Bin Li ◽  
Ka-Veng Yuen
Keyword(s):  
Elastic Foundation ◽  
Beam Model ◽  
Dual Beam ◽  
Granular Fill

Study on Design of Uplift Piles According to the Elastic Foundation Beam Theory

2013 ◽  
Vol 838-841 ◽  
pp. 907-912
Author(s):  
Kun Chen ◽  
Yu Bin Dou
Keyword(s):  
Elastic Foundation ◽  
Parametric Analysis ◽  
Beam Theory ◽  
Paper Analysis ◽  
Beam Model ◽  
Pullout Capacity ◽  
Practical Project ◽  
Winkler Elastic Foundation ◽  
Elastic Foundation Beam ◽  
Uplift Pile

Taking the every arranged uplift pile in a practical project for example and selecting the column strip on the scale board as the research object, this paper analysis mainly focuses on the pullout capacity of piles at different locations with different vertical loads from columns by using the Winkler elastic foundation beam model. The results show that design with assumption that uplift piles evenly share the net buoyance would lead to successive failure of the piles. Then further parametric analysis was conducted to study the influence of stiffness, thickness and column space on the vertical forces of piles. The conclusions could provide positive reference to related uplift pile design.

ON THE DYNAMICS OF A BEAM PARTIALLY SUPPORTED BY AN ELASTIC FOUNDATION: AN EXACT SOLUTION-SET

2013 ◽  
Vol 13 (08) ◽  
pp. 1350045 ◽  
Author(s):  
ANTONIO CAZZANI
Keyword(s):  
Elastic Foundation ◽  
Elastic Stiffness ◽  
Free Vibrations ◽  
Point Of View ◽  
Beam Model ◽  
Vibration Modes ◽  
Rigid Body Modes ◽  
Transcendental Functions ◽  
First Time ◽  
Euler Bernoulli Beam

Free vibrations of straight beams which are partially supported by an elastic foundation are analyzed. For the sake of simplicity, only the Euler–Bernoulli beam model coupled with a Winkler-type elastic foundation is considered. This structural system can be used to study, in a rather accurate way, the dynamic response of partially embedded piles (like those used for telecommunications) when dealing with the problem of identifying their mechanical properties during operative conditions. The study makes clear that different kinds of vibration modes may occur in the part of the beam which is supported by the continuous elastic foundation: indeed apart from the classical modes, corresponding to the dynamics of a free beam, it is possible to have vibration modes which are similar to the static deflection of a beam on an elastic support or even corresponding to rigid-body modes. For the same beam it is shown that transition between these vibration modes can appear when switching from the fundamental natural frequency to subsequent ones. This effect is the focus of the presented numerical examples. In particular, the analytic expression of the transcendental functions governing the vibration modes, and of the coefficients of the eigenfunctions for all occurring cases, are given here — to the best of the author's knowledge — for the first time. From the practical point of view, the reported results allow to define a suitable range of the elastic stiffness parameter such that the behavior of a partially supported beam can be conveniently approximated with that of a single-span beam, having one built-in end and the other free.

Mechanical Response of a Metallic Aortic Stent—Part II: A Beam-on-Elastic Foundation Model

2004 ◽  
Vol 71 (5) ◽  
pp. 706-712 ◽  
Author(s):  
R. Wang ◽  
K. Ravi-Chandar
Keyword(s):  
Blood Vessel ◽  
Elastic Foundation ◽  
Mechanical Response ◽  
Beam Model ◽  
Metallic Stent ◽  
Coupled Problem ◽  
Beam On Elastic Foundation ◽  
Foundation Model ◽  
Bending Stresses ◽  
Bending Response

The main objective of the paper is to develop the mathematical analysis of the response of a metallic stent subject to axisymmetric loads over its length and to different boundary conditions. These situations introduce bending stresses in the stent and cannot be captured by a model of the stent that can be used to characterize the pressure-diameter relationship under axially uniform loading. The analysis presented here is based on an analogy between a thin-walled pressure vessel and a beam on elastic foundation; in the present application, we derive an equivalent beam model for the bending response of a stent. Using this model, we evaluate the shape of the stent exiting the catheter as well as the variation of the diameter along the length of the stent constrained by stiff end supports. This approach can be used to evaluate the coupled response of the stent and the blood vessel, if the mechanical properties of the blood vessel are known. The coupled problem and its implications in the design of stents are discussed.

Numerical Analysis of Floatation Response of Buried Pipeline in Liquefied Soil

2014 ◽  
Vol 580-583 ◽  
pp. 791-796
Author(s):  
Su Nan Deng ◽  
Wen Tao Peng ◽  
Jun Qi Lin
Keyword(s):  
Numerical Analysis ◽  
Elastic Foundation ◽  
Axial Force ◽  
Soil Property ◽  
Soil Liquefaction ◽  
Influential Factors ◽  
Beam Model ◽  
Buried Pipeline ◽  
Calculation Results ◽  
Homogeneous Soil

In this paper, the formulae are deduced for the floatation response of pipeline buried in liquefied soil. The beam model based on the theory of beam on elastic foundation is used for the pipeline buried in non-liquefied and liquefied soil. The soil property is nonlinear, the floating force induced by the soil liquefaction is related to the position of pipeline, is nonlinear also. For the convenience and simplification of analysis, the nonlinear increment element method was used and lots of numerical analysis was conducted, including: the floatation response of pipeline buried in homogeneous soil, the floatation response of pipeline buried in non-homogeneous soil, and the floatation response of pipeline buried in discontinuous liquefied area. The influential factors on the floatation response of buried pipeline buried in liquefied soil including spring stiff of liquefied soil, the initial deformation, the length of liquefied area, the axial force acting on the pipeline, the material of pipeline, and the diameter of pipeline. The calculation results of discontinuous liquefied area draw a significant conclusion that for a long liquefied area, to make the soil non-liquefied in the middle of liquefied area may decrease the length of liquefied area and reduce the flotation displacement of pipeline greatly.

scholarly journals Longitudinal Deformation of Deep Shield Tunnels Caused by Upper Load Reduction

Materials ◽  
2021 ◽  
Vol 14 (13) ◽  
pp. 3629
Author(s):  
Jinlei Zheng ◽  
Shaohui He ◽  
Yiming Li ◽  
Jiaxin He ◽  
Jihua He
Keyword(s):  
Elastic Foundation ◽  
Shield Tunnel ◽  
Winkler Foundation ◽  
Beam Model ◽  
Longitudinal Deformation ◽  
Actual Measurement ◽  
Deformation Response ◽  
Reaction Forces ◽  
Stage Analysis ◽  
Elastic Foundation Beam

Above-crossing excavations may cause uplift damages on existing shield tunnels. Therefore, to accurately calculate the deformation of shield tunnels is very necessary for geotechnical engineers. At present, the single-sided elastic foundation beam model is usually used in longitudinal deformation calculations for shield tunnels, which overestimates the uplift of deep shield tunnels. Because of the existence of the ground arch, deep shield tunnels are subjected to two-sided foundation reaction forces. Therefore, this paper proposes a partial missing double-sided elastic foundation beam model and the related fourth-order partial differential equations. In this model, the shield tunnel is subjected to double Winkler foundation springs and is simply considered a Euler–Bernoulli beam. A two-stage analysis method is used to solve the problem. First, the vertical unloading stress due to the above-crossing tunnelling at the tunnel location is calculated through Mindlin’s solution. Second, the deformation response of the beam subjected to an unloading stress is calculated by the finite difference method. Two engineering cases are used to verify the research. The results indicate that the proposed model is more accurate than traditional models in predicting the maximum uplift value, which is basically consistent with the observations. Due to the existence of segment staggering, the longitudinal influence range of the calculation by two models is larger than the actual measurement.

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