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Research Papers: Seismic Engineering

Finite Element Analysis of Buried Polyethylene Pipe Subjected to Seismic Landslide

[+] Author and Article Information
Xiangpeng Luo

Institute of Process Equipment,
Zhejiang University,
Hangzhou 310027, China
e-mail: xiangpeng.luo@gmail.com

Jinjin Ma

Institute of Process Equipment,
Zhejiang University,
Hangzhou 310027, China
e-mail: epat_mjj@163.com

Jinyang Zheng

Institute of Process Equipment,
Zhejiang University,
Hangzhou 310027, China
e-mail: jyzh@zju.edu.cn

Jianfeng Shi

Institute of Process Equipment,
Zhejiang University,
Hangzhou 310027, China;
State Key Laboratory of Chemical Engineering,
Institute of Polymer
and Polymerization Engineering,
Department of Chemical
and Biological Engineering,
Zhejiang University,
Hangzhou 310027, China
e-mail: shijianfeng@zju.edu.cn

1Corresponding author.

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the JOURNAL OF PRESSURE VESSEL TECHNOLOGY. Manuscript received May 10, 2013; final manuscript received November 25, 2013; published online February 14, 2014. Assoc. Editor: Spyros A. Karamanos.

J. Pressure Vessel Technol 136(3), 031801 (Feb 14, 2014) (8 pages) Paper No: PVT-13-1080; doi: 10.1115/1.4026148 History: Received May 10, 2013; Revised November 25, 2013

Polyethylene (PE) pipes are widely used in natural gas transportation systems in urban areas nowadays. As landslide caused by earthquake would cause destructive damage to buried pipes, increasing attention is attracted to the safety of buried PE pipes under seismic load. In this paper, the deformation behavior of PE pipe subjected to seismic landslide was investigated and a related failure criterion due to yielding was proposed. Based on extensive uniaxial tensile tests, a rate-dependent constitutive model of PE was applied to simulate the mechanical behavior of PE pipes. The extended Drucker-Prager model was used for surrounding soil. In our proposed finite element model, a quartic polynomial bending deflection displacement normal to the pipeline was loaded along the axial direction of PE pipe. The numerical simulation results revealed that the main failure mode of buried PE pipe subjected to seismic landslide shifted from bending deformation to ovalization deformation with increasing bending deflection. On the basis of deformation behavior analysis, failure criterion curves were put forward, which depicts the maximum relative deflection of the pipe cross-section, and the maximum displacement of the pipe versus pipe length subjected to seismic landslide. The results may be referable for design and safety assessment of PE pipes due to seismic landslide.

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References

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Figures

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Fig. 1

Engineering stress–strain results of uniaxial tensile tests at different strain rates

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Fig. 2

Fitting curves of material constants varying with strain rate

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Fig. 3

True stress–strain curve of PE80 (ɛ· = 3×10-3s-1)

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Fig. 4

Stress–strain relationship during the tensile test

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Fig. 5

Yield stresses at different strain rates

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Fig. 6

Finite element model of the (a) soil formation subjected to seismic landslide, (b) soil cross-section, (c) pipe cross-section, and (d) refined mesh around the pipe

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Fig. 7

Boundary conditions of the finite element model

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Fig. 8

Displacement of the model in load applying direction (L = 8 m)

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Fig. 9

Deformation of the (a) pipe-soil system, (b) PE pipe, and (c) pipe cross-section (L = 8 m)

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Fig. 10

Von Mises equivalent stress of position A and B with increasing umax (L = 8 m)

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Fig. 11

Von Mises stress σmax and deformation process of the PE pipe with increasing umax (L = 8 m)

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Fig. 12

Variation of (a) minimum curvature radius Rmin along the pipe and (b) Von Mises stress of position A σA with increasing umax

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Fig. 13

Maximum relative deflection δmax changes with umax in an exponential manner

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Fig. 14

Fitting curve of converted relative deflection δconv

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Fig. 15

Representative value changing from Rmin to δmax as umax increases

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Fig. 16

σmax vs δmax curve for various pipe length L

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Fig. 17

σmax vs umax curve for various pipe length L

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Fig. 18

Failure criterion curve of δmax vs pipe length L subjected to seismic landslide

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Fig. 19

Failure criterion curve of umax vs pipe length L subjected to seismic landslide

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