Bounds for shakedown of cohesive-frictional materials under moving surface loads

Zhao, Jidong; Sloan, Scott W.; Lyamin, A. V.; Krabbenhøft, K.

doi:10.1016/j.ijsolstr.2008.01.030

Cited by 36 publications

(10 citation statements)

References 28 publications

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“…Boulibane et al (2005) similarly found the pavement strength limited the ultimate capacity above a certain thickness. This limit increased significantly with the angle of shearing resistance of the pavement (corroborated by cohesive-frictional shakedown analysis by Zhao et al, 2008, which found the result to be highly sensitive to the angle of shearing resistance), but was influenced little by its cohesion. These analyses indicate the load-spreading properties of the pavement layers, dictated by the material quality, to be critical to governing whether shakedown or progressive failure occurs.…”

Section: Pmentioning

confidence: 68%

“…The concept of shakedown and progressive plastic failure can be applied to the interaction between the road and subgrade. Various authors have modelled road structures as layers of elastic-perfectly plastic material (Sharp and Booker 1984;Boulibane et al 2005;Zhao et al 2008) and found initial plasticity followed by shakedown is possible for loads initially causing local yield if a residual stresses field can develop to counteract yielding (in both the pavement and subgrade). Sharp and Booker (1984) found stiffer pavement layers increases the failure load for the subgrade but reduces the failure load for the pavement; increasing pavement stiffness beyond an optimal value can decrease its capacity.…”

Section: Pmentioning

confidence: 99%

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Degradation of soft subgrade soil from slow, large, cyclic heavy-haul road loads: a review

et al. 2016

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Extraction of resources in remote locations can require temporary haul roads to transport extremely large, slow-moving, indivisible loads (e.g., plant, oil–gas production modules, and reactors, weighing in excess of 1000 t) without interruptions. Poor subgrade soils may experience larger cyclic strains and greater cyclic degradation under these conditions than under conventional roads, yet the short engineering life precludes many foundation-strengthening options due to cost. As there is little research into this unique situation, this paper synthesizes research from a broad range of applications to discuss implications on expected soil response. Reference is made to critical state theory and discrete element method (DEM) modelling to develop fundamental concepts considering particle-scale interactions. Cyclic failure is proposed to be a kinematically unstable process, triggered by shear banding on the Hvorslev surface, tensile liquefaction or fabric-governed meta-stable liquefaction; the latter is particularly influenced by stress history and anisotropy. This paper finds pore-water pressure accumulation under load and dissipation between loads are key to cyclic degradation and furthermore to be dependent upon load duration, principal stress rotation, and repetition frequency. For meta-stable, liquefiable soils in particular, inclination of principal stresses is at least as important in assessing failure risk as magnitude of stresses.

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Section: Pmentioning

confidence: 68%

Section: Pmentioning

confidence: 99%

Degradation of soft subgrade soil from slow, large, cyclic heavy-haul road loads: a review

et al. 2016

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“…Field observations indicated that many pavements do in fact shakedown rather than deform continuously [14]. 5…”

Section: B)mentioning

confidence: 99%

Elastic Shakedown and Adaptation of the Response in Laterally Impacted Steel Tubes

Zeinoddini

Parke

2010

International Journal of Damage Mechanics

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This paper reports some interesting observations on the response of laterally impacted steel tubes which in some respects have been considered to undergo an elastic shakedown. In an experimental study on the behaviour of axially compressed tubes under lateral impacts, it has been noticed that, after full development of plastic deformations in the impacted bodies, the structural system ceases to exhibit additional plastic responses. The impacted tubes then exhibit an elastic response. It has also been observed that the amplitude of the elastic excitations in the specimens becomes more restricted as the load configuration moves close to a dynamic failure state. With load conditions quite close to the dynamic failure limit, almost no elastic excitation has been perceived from the impacted specimens. Additional numerical and analytical investigations have been carried out on impacted tubes, frames and non-linear Single Degree of Freedom (SDOF) systems and similar results have been obtained. Despite the non-cyclic nature of the external loads in these impact cases, a phenomenon similar to elastic shakedown has been observed.

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“…And later, this method was extended for the nonassociated plastic flow materials. 15 Zhao et al 16 developed a numerical technique to calculate the shakedown limit of the Mohr-Coulomb material under moving surface loads in the plane strain condition. Yu and Wang 17 developed a rigorous lower bound solution to the 3D pavement shakedown problem by searching for a critical self-equilibrated residual stress field using an optimization procedure, and was then further extended to consider more realistic cases of layered pavements and anisotropic behavior of the pavement materials.…”

Section: Introductionmentioning

confidence: 99%

Shakedown analysis for the evaluation of strength and bearing capacity of multilayered railway structures

Wang

Zhuang

Liu

2018

Proceedings of the Institution of Mechanical Engineers, Part F:

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Shakedown analysis is a robust approach for solving the strength problem of a structure under cyclic or repeated loading, e.g. railway structures subject to rolling and sliding traffic loads. Owing to the traffic loads, which are higher than the ''shakedown limit'', railway structures may fail due to the excessive permanent deformation. This paper develops the analytical shakedown solutions based on Melan's shakedown theorem, which is then applied for the evaluation of the strength and bearing capacity of multilayered railway structures. The shakedown solutions utilize the elastic stress fields obtained from the fully three-dimensional finite/infinite model, and calculate the shakedown multiplier for each layer of railway structures by means of a self-equilibrated critical residual stress field. The shakedown limits are then determined as the minimum shakedown multiplier among all layers. Parametric studies are also conducted, which indicate how the frictional coefficient, strength and stiffness of the materials, and the thickness ratio of ballast to subballast influence the shakedown limit and the stability condition of railway structures. The critical points of shakedown occur at the rail for low values of rail's yield stress and large frictional coefficient, while they occur at the ballast layer when the frictional coefficient is relatively small. The shakedown limits are found to decrease with the increase in the strength and thickness of the ballast for a relatively small frictional coefficient. For the engineering design, there is an optimum combination of material properties and layer thickness, which provides the maximum bearing capacity of the railway structure based on this research. The results obtained from this study can provide a useful reference for the engineering design of railway structures.

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Bounds for shakedown of cohesive-frictional materials under moving surface loads

Cited by 36 publications

References 28 publications

Degradation of soft subgrade soil from slow, large, cyclic heavy-haul road loads: a review

Degradation of soft subgrade soil from slow, large, cyclic heavy-haul road loads: a review

Elastic Shakedown and Adaptation of the Response in Laterally Impacted Steel Tubes

Shakedown analysis for the evaluation of strength and bearing capacity of multilayered railway structures

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