Buckling of Micropiles

Shields, David R.

doi:10.1061/(asce)1090-0241(2007)133:3(334)

Cited by 23 publications

(8 citation statements)

References 1 publication

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“…e results show that no matter what the friction ratio is, the value of the dimensionless buckling load increases significantly at first and then decreases with the increase of the friction ratio. Figure 2: e buckling load factors of the uniform friction piles obtained by using the model of Gabr [14] and this study, for three different boundary conditions: free-free, free-pinned, and free-fixed.…”

Section: Buckling Behaviorsmentioning

confidence: 86%

“…e equilibrium equation (14) and the associated boundary conditions (15)-(18) present the boundary value problem for buckling of taped friction piles in inhomogeneous soils. To obtain the buckling load and buckling shape of the pile, the bvp4c solver module in Matlab is used to solve the eigenvalue problem.…”

Section: Solution Methodmentioning

confidence: 99%

“…In the field of buckling behaviors of piles, a lot of research work has been carried out in-depth [13][14][15][16][17][18][19][20][21]. Modeling the interaction between embedded piles and soils is very crucial in the analysis of pile stability and dynamic behaviors [22,23].…”

Section: Introductionmentioning

confidence: 99%

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Study on Buckling Behavior of Tapered Friction Piles in Soft Soils with Linear Shaft Friction

Liu

Shao

Cheng

et al. 2020

Advances in Civil Engineering

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The buckling instability of long slender piles in soft soils is a key consideration in geoengineering design. By considering both the linear shaft friction and linear lateral stiffness of the soft soil, the buckling behaviors of a tapered friction pile embedded in heterogeneous soil are extensively studied. This study establishes and validates an analytical model to formulate the equilibrium equations and boundary conditions and then numerically solves the boundary value problem to obtain the critical buckling load and buckling shape by using software Matlab. The effects of boundary conditions, tapered ratio, stiffness ratio, friction ratio, lateral stiffness, and shaft friction on the buckling behavior of the friction pile are extensively explored. This study demonstrates that the buckling load decreases with the increase of friction ratio of the linear shaft friction. There exists an optimal tapered ratio corresponding to the maximum dimensionless buckling load in the tapered friction pile with linear shaft friction. The result means that the linear shaft friction should be considered in designing the tapered friction piles in heterogeneous soils. The results also have potential applications in the fields of growing of tree roots in soils, moving of slender rods in viscous fluids, penetrating of fine rods in soft elastomers, etc.

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Section: Buckling Behaviorsmentioning

confidence: 86%

Section: Solution Methodmentioning

confidence: 99%

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Study on Buckling Behavior of Tapered Friction Piles in Soft Soils with Linear Shaft Friction

Liu

Shao

Cheng

et al. 2020

Advances in Civil Engineering

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“…A micro-anti-slide pile-also known as a "micro-pile"-is a small anti-slide pile with a diameter of less than 300 mm that can be constructed by drilling a hole, reinforcing the structure, and filling the hole by pressure grouting. As micro-piles are easy and quick to construct and can be flexibly positioned according to the needs of the project, they are widely used in slope engineering projects for reinforcement and slip prevention [1][2][3][4].…”

Section: Introductionmentioning

confidence: 99%

Analysis of Deformation Characteristics of Filled Subgrade Treated by Micro‐Pile

Gao

Tian

et al. 2021

Advances in Civil Engineering

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Deformation control of fill subgrade is a difficult point in the field of highway engineering. This article relies on the treatment project of micro-piles for subgrade deformation of K555 + 070～K557 + 710 section of Qingdao-Yinchuan Expressway. Settlement and stress monitoring was carried out at the toe of the roadbed, the shoulder, and the center of the roadbed. We use Midas/GTS modeling trial calculation. A new method to check the simulation results of the deviation rate is proposed. A calculation model of the stress and deformation of the subgrade in the whole life cycle is established. The results of comparative analysis, monitoring, and simulation are as follows. ① The compression and consolidation of the fill account for most of the settlement and deformation of the roadbed in the whole life cycle. ② Subgrade center settlement is the sensitive part of subgrade deformation. ③ After piles are added, the deformation extremes at the toe of the slope, the shoulder, and the center of the roadbed are all reduced by more than 96%. The research results can provide theoretical guidance for the analysis of the stress and deformation characteristics of the subgrade before and after the micro-pile treatment.

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“…However, a specific attention to the problem must be paid for weak soils, which give rise to poor lateral confinement, and the P CR may become closer to P EU . The Massachusetts building code provides protection against buckling by reducing the design yielding stress [15] for piles embedded in very soft soil [16]. The European Standard EN 1997-1 [17] generally refers to the necessity of buckling assessment for soils of undrained shear strength c u < 10 kN/m 2 , while German DIN 1054 [18] requires a specific buckling assessment for slender piles in cohesive soils of undrained shear strength c u < 15 kN/m 2 .…”

Section: Introductionmentioning

confidence: 99%

Analysis of the Behaviour of Very Slender Piles: Focus on the Ultimate Load

Gatto

Montrasio

2020

Int J Civ Eng

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The paper aims to analyse the influence of slenderness on the ultimate behaviour of piles with a very small diameter (less than 10 cm) that are often employed in soil reinforcement and for which the slenderness can significatively influence the failure behaviour, reducing the ultimate load. The aim is reached by means of numerical analyses on small-diameter piles of different geometries, embedded in clayey soil. The critical load is evaluated numerically in undrained conditions and then compared to the bearing capacity estimated by the classical approaches based on limit equilibrium method. The numerical model is first calibrated on the basis of the results of experimental laboratory tests on bored piles of a small diameter in a cohesive soft soil (average undrained shear strength c u = 15 kPa). The comparison between the critical load and the bearing capacity shows that their ratio becomes less than 1 for critical slenderness L CR that decreases, nonlinearly, with the decreasing of the pile diameter. The results of the analysis show that varying the diameter of the pile from 0.06 to 0.18 m, L CR varies from 65 to 200. The aforementioned evidence suggests that the evaluation of the ultimate load of piles of very small diameter has to follow the considerations on the critical load of the pile, especially if it is embedded in soft soil; on the contrary for piles of greater diameters (bigger than 20 cm) the buckling is not meaningful because L CR is so big that the common slenderness does not exceed it.

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Buckling of Micropiles

Cited by 23 publications

References 1 publication

Study on Buckling Behavior of Tapered Friction Piles in Soft Soils with Linear Shaft Friction

Study on Buckling Behavior of Tapered Friction Piles in Soft Soils with Linear Shaft Friction

Analysis of Deformation Characteristics of Filled Subgrade Treated by Micro‐Pile

Analysis of the Behaviour of Very Slender Piles: Focus on the Ultimate Load

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