Uplift Failure Mechanisms of Pipes Buried in Dense Sand

Roy, Kshama; Hawlader, Bipul; Kenny, Shawn; Moore, Ian D.

doi:10.1061/(asce)gm.1943-5622.0001226

Cited by 52 publications

(15 citation statements)

References 41 publications

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“…Many numerical analyses have also been performed to explore the different aspects of upheaval buckling of offshore pipes using the finite-element method (FEM) and distinct-element method (DEM). Some researchers addressed the issue of uplift capacity of pipes in clayey soil (Newson and Deljoui 2006;Martin and White 2012;Charlton and Rouainia 2019), whereas other researchers studied the behavior of pipes buried in sand (Roy et al 2018a, b). Macaro et al (2020) observed that the buckling load depends on the duration of fluid transportation through the pipes.…”

Section: Introductionmentioning

confidence: 99%

Lateral and Uplift Capacity of Pipeline Buried in Seabed of Homogeneous Clay

Kumar

Seth

Manna

et al. 2021

J. Pipeline Syst. Eng. Pract.

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Buried offshore pipes are prone to upheaval and lateral buckling because of the high temperature and pressure of the materials being transported. An attempt has been made in the present study to evaluate uplift and lateral capacity of buried offshore pipes in a soft clay seabed using finite-element software. The numerical model used in the present study has been validated against results available in the literature. Finite-element analyses are carried out to study the upheaval and lateral buckling behavior of pipes for both the no-tension (NT) condition, i.e., when separation occurs between the pipe and soil, and the full-tension (FT) condition, i.e., when the soil beneath the pipe remains attached to the pipe. The variation of both uplift and lateral normalized capacity factors with soil cover depth ratio is presented for different combinations of soil strength and effective weight. Both uplift and lateral capacity factors have been found to increase and reach a constant peak value with increasing depth of soil cover. A transition from global and local failure mechanisms of a pipe is observed when the capacity factors attain their peak values at a limiting soil cover depth. The critical cases for the design of buried offshore pipe in homogeneous clay are established for both NT and FT conditions.

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Section: Introductionmentioning

confidence: 99%

Lateral and Uplift Capacity of Pipeline Buried in Seabed of Homogeneous Clay

Kumar

Seth

Manna

et al. 2021

J. Pipeline Syst. Eng. Pract.

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“…For the range of soil properties and burial depths considered in the present FE analysis, ṽp does not vary significantly with ̃ between 1 and 4. However, FE simulations show a significant increase in ṽp with ̃ for deep burial conditions (Roy et al 2018). The mobilized Nv after a quick post-peak reduction (i.e.…”

Section: Limitations Of Mohr-coulomb Modelmentioning

confidence: 92%

“…Note that ALA (2005) requires a constant equivalent , and does not consider any post-peak reduction of resistance.Effect of Burial DepthFigure 4shows the load-displacement curves for ̃= 14. FE modelling for ̃> 4 is available inRoy et al (2018). Although the simulation is performed for every ̃ = 0.5 interval, only four curves are shown inFig.…”

mentioning

confidence: 99%

Upward Pipe–Soil Interaction for Shallowly Buried Pipelines in Dense Sand

Roy

Hawlader

Kenny

et al. 2018

J. Geotech. Geoenviron. Eng.

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The uplift resistance is a key parameter against upheaval buckling in the design of a buried pipeline. The mobilization of uplift resistance in dense sand is investigated in the present study based on finite element (FE) analysis. The pre-peak hardening, post-peak softening, and density and confining pressure dependent soil behaviour are implemented in FE analysis. The uplift resistance mobilizes with progressive formation of shear bands. The vertical inclination of the shear band is approximately equal to the maximum dilation angle at the peak and then decreases with upward displacement. The force-displacement curves can be divided into three segments: pre-peak, quick post-peak softening, and gradual reduction of resistance at large displacements. Simplified equations are proposed for mobilization of uplift resistance. The results of FE analysis, simplified equations and model tests are compared. The importance of post-peak degradation of uplift resistance to upheaval buckling is discussed.

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“…The failure mechanisms, load-displacement behaviour, and the capacity factors of the pipelines were studied numerically, and their dependency on the different soil properties and pipe-material properties were also explored. Moreover, the analysis was performed for both cohesive [52,[54][55][56]70,71] and cohesionless backfill [72][73][74][75][76][77][78][79].…”

Section: Numerical Modelsmentioning

confidence: 99%

“…Again, it was considered by DNV RP F110 [62] and ASCE guidelines that the displacement corresponding to the peak pipe resistance (δu,max) was hardly affected by the embedment depth for cohesionless backfill. While one researcher [77] observed that the displacement corresponding to the peak pipe resistance was significantly affected by the embedment depth ratio, especially for embedment depth (w) beyond 0.5 m. Moreover, δu,max was observed to decrease with an increasing relative density of soil and increase with increasing 'w' [72,78,79]. The failure surface or the slip surface was observed to reach the ground surface when peak uplift resistance is mobilised for shallow embedment depth.…”

Section: Numerical Modelsmentioning

confidence: 99%

Buckling Mechanism of Offshore Pipelines: A State of the Art

Seth

Manna

Shahu

et al. 2021

JMSE

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The buckling analysis of an offshore pipeline refers to the analysis of temperature-induced uplift and lateral buckling of pipelines by analytical, numerical, and experimental means. Thus, the current study discusses different research performed on thermal pipe-buckling and the different factors affecting the pipeline’s buckling behaviour. The current study consists of the dependency of the pipe-buckling direction on the seabed features and burial condition; the pre-buckling and post-buckling load-displacement behaviour of the pipeline; the effect of soil weight, burial depth, axial resistance, imperfection amplitude, temperature difference, interface tensile capacity, and diameter-to-thickness ratio on the uplift and lateral resistance; and the failure mechanism of the pipeline. Moreover, the effect of external hydrostatic pressure, bending moment, initial imperfection, sectional rigidity, and diameter-to-thickness ratio of the pipeline on collapse load of the pipeline during buckling were also included in the study. This work highlights the existing knowledge on the topic along with the main findings performed up to recent research. In addition, the reference literature on the topic is given and analysed to contribute to a broad perspective on buckling analysis of offshore pipelines. This work provides a starting point to identify further innovation and development guidelines for professionals and researchers dealing with offshore pipelines, which are key infrastructures for numerous maritime applications.

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Uplift Failure Mechanisms of Pipes Buried in Dense Sand

Cited by 52 publications

References 41 publications

Lateral and Uplift Capacity of Pipeline Buried in Seabed of Homogeneous Clay

Lateral and Uplift Capacity of Pipeline Buried in Seabed of Homogeneous Clay

Upward Pipe–Soil Interaction for Shallowly Buried Pipelines in Dense Sand

Buckling Mechanism of Offshore Pipelines: A State of the Art

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