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Research Papers: Pipeline Systems

Mechanical Behavior Analysis of the Buried Steel Pipeline Crossing Landslide Area

[+] Author and Article Information
Jie Zhang

School of Mechatronic Engineering,
Southwest Petroleum University,
Chengdu 610500, Sichuan, China
e-mail: longmenshao@163.com

Zheng Liang

School of Mechatronic Engineering,
Southwest Petroleum University,
Chengdu 610500, Sichuan, China
e-mail: Liangz_2242@126.com

Chuanjun Han

School of Mechatronic Engineering,
Southwest Petroleum University,
Chengdu 610500, Sichuan, China
e-mail: hanchuanjun@126.com

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the JOURNAL OF PRESSURE VESSEL TECHNOLOGY. Manuscript received November 5, 2015; final manuscript received March 5, 2016; published online April 29, 2016. Assoc. Editor: David L. Rudland.

J. Pressure Vessel Technol 138(5), 051702 (Apr 29, 2016) (10 pages) Paper No: PVT-15-1247; doi: 10.1115/1.4032991 History: Received November 05, 2015; Revised March 05, 2016

Landslide movement is one of the threats for the structural integrity of buried pipelines that are the main ways to transport oil and gas. In order to offer a theoretical basis for the design, safety evaluation, and maintenance of pipelines, mechanical behavior of the buried steel pipeline crossing landslide area was investigated by finite-element method, considering pipeline-soil interaction. Effects of landslide soil parameters, pipeline parameters, and landslide scale on the mechanical behavior of the buried pipeline were discussed. The results show that there are three high stress areas on the buried pipeline sections where the bending deformation are bigger. High stress area of the compression side is bigger than it on the tensile side, and the tensile strain is bigger than the compression strain in the deformation process. Buried pipeline in the landslide bed with hard soil is prone to fracture. Bigger deformations appear on the pipeline sections that the inside and outside lengths of the interface are 30 m and 10 m, respectively. The maximum displacement of the pipeline is smaller than the landslide displacement for the surrounding soil deformation. Bending deformations and tensile strain of the pipeline increase with the increase in landslide displacement. Bending deformation and the maximum tensile strain of the pipeline increase with increasing of the soil's elasticity modulus, cohesion, and pipeline's diameter–thickness ratio. Soil's Poisson's ratio has a great effect on the displacement of the middle part, but it has a little effect on other sections' displacement.

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References

Figures

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Fig. 2

Stress–strain curve of X65 and FE model

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Fig. 3

Stress and deformation of the buried pipeline in the landslide movement process

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Fig. 4

Axial strain of the pipeline under landslide

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Fig. 5

Stresses of the pipeline in two conditions

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Fig. 6

Stress distributions of path a and path b for the pipelines

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Fig. 7

Axial strain distribution of the bending outside in the two conditions

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Fig. 8

Displacement curves of buried pipeline under different landslide displacements

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Fig. 9

Axial strain distribution of the pipeline under different landslide displacements

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Fig. 10

Stress distribution of the buried pipeline under different landslide displacements: (a) path a (b) path b

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Fig. 11

Displacement curve of the pipeline under different landslide's widths

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Fig. 1

Diagram of pipeline deformation crossing landslide area

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Fig. 12

Axial strain distribution of the pipeline under different landslide's widths

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Fig. 13

Stress distribution of the buried pipeline under different landslide's widths: (a) path a (b) path b

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Fig. 14

Displacement curve of the pipeline in the soil with different elasticity modulus

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Fig. 15

Axial strain of the pipeline in the soil with different elasticity modulus

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Fig. 16

Stress distribution of the pipeline in the soil with different elasticity modulus: (a) path a (b) path b

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Fig. 17

Displacement curve of the pipeline in the soil with different Poisson's ratios

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Fig. 18

Axial strain of the pipeline in the soil with different Poisson's ratios

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Fig. 19

Stress distribution of the pipeline in the soil with different Poisson's ratios: (a) path a (b) path b

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Fig. 20

Displacement curve of the pipeline in the soil with different cohesions

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Fig. 21

Axial strain of the pipeline in the soil with different cohesions

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Fig. 22

Stress distribution of the pipeline in the soil with different cohesions: (a) path a and (b) path b

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Fig. 23

Displacement curves of the pipeline with different diameter–thickness ratios

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Fig. 24

Axial strains of the pipeline with different diameter–thickness ratios

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Fig. 25

Stress distribution of the pipeline with different diameter–thickness ratios: (a) path a and (b) path b

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Fig. 26

Displacement curves of the pipeline with different internal pressures

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Fig. 27

Axial strains of the pipeline with different internal pressures

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Fig. 28

Stress distribution of the pipeline with different internal pressures: (a) path a and (b) path b

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Fig. 29

Comparison of the pipeline's strain calculated by the two methods

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