Steel Pipe Wrinkling due to Longitudinal Permanent Ground Deformation

O’Rourke, Michael; Liu, Xuejie; Flores-Berrones, Raúl

doi:10.1061/(asce)0733-947x(1995)121:5(443)

Cited by 50 publications

(12 citation statements)

References 5 publications

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“…In their analysis, it appears that the coefficient of friction at the soil-pipeline interface plays a significant factor on the determination of the maximum axial restraint on the pipelines. Similarly, O'Rourke et al [8] also found that the response of buried pipelines due to the longitudinal PGD is connected with the wrinkling failure in the 1985 Mexico City Earthquake. Strain induced in the pipelines subjected to the longitudinal PGD is through the friction-like forces at the soil-pipe interface.…”

Section: Introductionmentioning

confidence: 91%

“…Among these, the axial soil friction restraint is considered as a critical parameter in the seismic design of straight buried pipelines. O'Rourke et al [8] reported that the most probable failure modes for modern welded steel pipelines in the seismic damage are apparently due to the surface wave propagation and the permanent ground deformation (PGD). In order to evaluate seismic wave propagation effects on buried pipelines, O'Rourke and Hmadi [7] utilized the axial friction forces near the soil-pipeline interface to estimate the axial strain induced in the pipelines.…”

Section: Introductionmentioning

confidence: 99%

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Soil Friction Restraint of Oblique Pipelines in Loose Sand

Hsu

Chen

2001

J. Transp. Eng.

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This paper presents the soil friction restraint on the oblique pipelines in loose sand. A series of experimental tests are conducted in a prefabricated large scale drag box with dimensions 1.83 m × 1.83 m × 1.22 m. Model pipes 0.61 m long with diameters of 152.4, 228.6, and 304.8 mm are obliquely moved from an axial-longitudinal to lateral-transversal direction in the drag box to study the associated soil restraints of the oblique pipes with various shallow embedded depths. All the test results indicate that for the axial pipes, the longitudinal soil restraint could be estimated as the product of the average of the vertical and horizontal earth pressures at the centerline of the pipe and the tangent value of soil-pipe friction angle, whereas for the lateral pipes, the transversal soil restraint could be predicted by using the limit equilibrium model with the assumption of the planar sliding failure surface. For the oblique pipes, the longitudinal soil restraint decreases, whereas the transversal soil restraint increases with the oblique angle, respectively. Besides, both soil restraints increase with the embedded depth. The longitudinal and transversal soil restraints of the oblique pipes could geometrically be obtained by multiplying the corresponding cosine and sine values of the oblique angle with the associated longitudinal soil restraint of axial pipe and the transversal soil restraint of lateral pipe, respectively. The findings also indicate that the scale effects are not significant for the size of the pipes tested herein.

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Section: Introductionmentioning

confidence: 91%

Section: Introductionmentioning

confidence: 99%

Soil Friction Restraint of Oblique Pipelines in Loose Sand

Hsu

Chen

2001

J. Transp. Eng.

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“…8) is very small, i.e., the ultimate soil resistance is mobilized along most of the pipeline length embedded in the unstable soil mass. The maximum stress or strain induced in the pipeline at the slip edges is reduced to a simple expression that depends on the ultimate soil resistance properties, slip length, and pipeline dimensions (O'Rourke et al 1995;Rajani et al 1995) (see worked examples in Appendix B).…”

Section: Perfectly Plastic Soil Reactionmentioning

confidence: 99%

“…It is of practical importance to evaluate the effect of active ground movement on the structural integrity and serviceability of the pipelines in the moving slopes so that one can develop and implement an effective field monitoring and remediation program if necessary. Simplified design methods for pipelines subjected to longitudinal or transverse soil movements at shallow depth have been proposed and developed by several researchers (e.g., O'Rourke and Nordberg 1992;O'Rourke et al 1995;Rajani et al 1995). These methods were derived from analytical solutions based on an elastic pipe embedded in an elastoplastic soil medium assuming simple soil deformation patterns having either longitudinal or transverse loading on the pipe.…”

Section: Introductionmentioning

confidence: 99%

Performance evaluation of a buried steel pipe in a moving slope: a case study

Chan¹,

Wong²

2004

Can. Geotech. J.

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Shallow and deep-seated soil movements were observed in a slope in which a steel pipe was laid for transport of oil emulsion. In the past, solutions have been developed mainly for analysis of buried pipes subjected to longitudinal or transverse soil movement at a shallow depth. Based on simplified soil-pipe interaction relationships and ground movement patterns, this paper presents methods for analysis of pipes subjected to the measured soil movements at varying depths in slopes. These methods decompose the resultant soil movement into its components parallel and perpendicular to the pipeline, i.e., the pipeline is subjected to a combined longitudinal and transverse soil movement. In the transverse movement analysis, the effect of pipe stretching due to large deformation is included. These methods were used in the case study to assess the potential of yielding in the pipe with the given soil movements that occurred in the slope.Résumé : Des mouvements de sol superficiels et profonds ont été observés dans un talus dans lequel une conduite d'acier avait été installée pour le transport d'émulsions d'huile. Dans le passé, des solutions ont été développées principalement pour l'analyse des conduites enfouies soumises à un mouvement de sol longitudinal ou transversal à faible profondeur. En partant de relations simplifiées d'interaction sol-conduite et de schémas de mouvements de sol, cet article présente des méthodes pour l'analyse de conduites soumises à des mouvements de sol à différentes profondeurs dans les talus. Ces méthodes décomposent le mouvement du sol résultant en composantes parallèle et perpendiculaire à la conduite, i.e., la conduite est soumise à des mouvements de sol combinés longitudinal et transversal. Dans l'analyse du mouvement transversal, l'effet de l'étirement de la conduite dû à la grande déformation est inclus; Ces méthodes sont utilisées dans l'étude de cas pour évaluer le potentiel de dépassement de la limite élastique dans la conduite dû aux mouvements de sol qui se produisent dans le talus.Mots clés : pipeline, infrastructure de sol, mouvement de sol, fléchissement, étirement axial.[Traduit par la Rédaction] Chan and Wong 907

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“…O'Rourke et al (1995) studied the stress features of deviated pipeline landslide areas using the Ramberg-Osgood power hardening formula. Deng et al (1998) studied the calculation methods of internal force and deformation under other soil mass loads, during horizontal landslides.…”

Section: Introductionmentioning

confidence: 99%

Stress analysis on large-diameter buried gas pipelines under catastrophic landslides

Zhang

Chen

et al. 2017

Pet. Sci.

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This paper presents a method for analysis of stress and strain of gas pipelines under the effect of horizontal catastrophic landslides. A soil spring model was used to analyze the nonlinear characteristics concerning the mutual effects between the pipeline and the soil. The Ramberg-Osgood model was used to describe the constitutive relations of pipeline materials. This paper also constructed a finite element analysis model using ABAQUS finite element software and studied the distribution of the maximum stress and strain of the pipeline and the axial stress and strain along the pipeline by referencing some typical accident cases. The calculation results indicated that the maximum stress and strain increased gradually with the displacement of landslide. The limit values of pipeline axial stress strain appeared at the junction of the landslide area and non-landslide area. The stress failure criterion was relatively more conservative than the strain failure criterion. The research results of this paper may be used as a technical reference concerning the design and safety management of large-diameter gas pipelines under the effects of catastrophic landslides.

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Steel Pipe Wrinkling due to Longitudinal Permanent Ground Deformation

Cited by 50 publications

References 5 publications

Soil Friction Restraint of Oblique Pipelines in Loose Sand

Soil Friction Restraint of Oblique Pipelines in Loose Sand

Performance evaluation of a buried steel pipe in a moving slope: a case study

Stress analysis on large-diameter buried gas pipelines under catastrophic landslides

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