0
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.

Copyright © 2014 by ASME
Your Session has timed out. Please sign back in to continue.

References

Figures

Grahic Jump Location
Fig. 3

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

Grahic Jump Location
Fig. 2

Fitting curves of material constants varying with strain rate

Grahic Jump Location
Fig. 1

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

Grahic Jump Location
Fig. 4

Stress–strain relationship during the tensile test

Grahic Jump Location
Fig. 5

Yield stresses at different strain rates

Grahic Jump Location
Fig. 8

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

Grahic Jump Location
Fig. 9

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

Grahic Jump Location
Fig. 10

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

Grahic Jump Location
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

Grahic Jump Location
Fig. 7

Boundary conditions of the finite element model

Grahic Jump Location
Fig. 13

Maximum relative deflection δmax changes with umax in an exponential manner

Grahic Jump Location
Fig. 14

Fitting curve of converted relative deflection δconv

Grahic Jump Location
Fig. 15

Representative value changing from Rmin to δmax as umax increases

Grahic Jump Location
Fig. 16

σmax vs δmax curve for various pipe length L

Grahic Jump Location
Fig. 11

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

Grahic Jump Location
Fig. 12

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

Grahic Jump Location
Fig. 17

σmax vs umax curve for various pipe length L

Grahic Jump Location
Fig. 18

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

Grahic Jump Location
Fig. 19

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

Tables

Errata

Discussions

Some tools below are only available to our subscribers or users with an online account.

Related Content

Customize your page view by dragging and repositioning the boxes below.

Related Journal Articles
Related eBook Content
Topic Collections

Sorry! You do not have access to this content. For assistance or to subscribe, please contact us:

  • TELEPHONE: 1-800-843-2763 (Toll-free in the USA)
  • EMAIL: asmedigitalcollection@asme.org
Sign In