Research Papers: Seismic Engineering

Beam-Mode Buckling of Buried Pipeline Subjected to Seismic Ground Motion

[+] Author and Article Information
Masaki Mitsuya

e-mail: mitsuya@tokyo-gas.co.jp

Takashi Sakanoue

e-mail: sakanoue@tokyo-gas.co.jp

Hiroyuki Motohashi

e-mail: motohasi@tokyo-gas.co.jp
Tokyo Gas Co., Ltd.,
1-7-7, Suehiro, Tsurumi,
Yokohama 230-0045, Japan

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the Journal of Pressure Vessel Technology. Manuscript received May 21, 2012; final manuscript received August 31, 2012; published online March 18, 2013. Assoc. Editor: Chong-Shien Tsai.

J. Pressure Vessel Technol 135(2), 021801 (Mar 18, 2013) (10 pages) Paper No: PVT-12-1063; doi: 10.1115/1.4007646 History: Received May 21, 2012; Revised August 31, 2012

During seismic events, buried pipelines are subjected to deformation by seismic ground motion. In such cases, it is important to ensure the integrity of the pipeline. Both beam-mode and shell-mode buckling may occur in the event of compressive loading induced by seismic ground motion. In this study, the beam-mode buckling of a buried pipeline that occurred after the 2007 Niigataken Chuetsu-oki earthquake in Japan is investigated. A simple formula for estimating the critical buckling strain, which is the strain at the peak load, is derived, and the formula is validated by finite-element analysis. In the formula, the critical buckling strain increases with the pipeline diameter and hardness of the surrounding soil. By comparing the critical strain derived in this study for beam-mode buckling with the critical strain derived in a past study for shell-mode buckling, the formula facilitates the selection of the mode to be considered for evaluating the earthquake resistance of a pipeline. In addition to the critical buckling strain, a method to estimate the deformation caused by seismic ground motion is proposed; the method can be used to evaluate the earthquake resistance of buried pipelines. This method uses finite-element analyses, and the soil–pipe interaction is considered. This method is used to reproduce the actual beam-mode buckling observed after the Niigataken Chuetsu-oki earthquake, and the earthquake resistance of a buried pipeline with general properties is evaluated as an example.

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Fig. 2

Assumption of semitheoretical formula

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Fig. 1

Instance of damage caused by beam-mode buckling (D = 114.3 mm) [7]

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Fig. 3

Stress–strain relationship of pipe

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Fig. 4

Soil constraint in the lateral direction

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Fig. 5

Boundary condition in eigenvalue analysis

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Fig. 6

Deformed shape by eigenvalue analysis (case 2, magnification = 300)

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Fig. 7

Example of deformed shape and distribution of axial strain (case 2)

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Fig. 8

Comparison between semitheoretical solution and FEA results

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Fig. 11

Effect of work-hardening on critical strain

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Fig. 9

Effect of diameter on critical buckling strain

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Fig. 10

Effect of cover depth on critical strain

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Fig. 13

Obtaining the displacement caused by pure axial deformation Δc after the peak load

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Fig. 14

Example of load–displacement relationship (case 9)

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Fig. 16

Procedure for calculation of the maximum local strain in the combined method

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Fig. 17

History of maximum local strain

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Fig. 12

Schematic of the combined method

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Fig. 15

Shear stress between soil and pipe surface in the axial direction

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Fig. 18

Properties of seismic ground motion

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Fig. 19

Maximum local strain by seismic ground motion

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Fig. 20

Deformed shape and maximum local strain caused by seismic ground motion

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Fig. 21

Distribution of axial load and relative displacement between soil and pipe (case 9, T = 0.7 s)



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