Research Papers: Seismic Engineering

Cyclic Deformation Behavior and Buckling of Pipeline With Local Metal Loss in Response to Axial Seismic Loading

[+] Author and Article Information
Masaki Mitsuya

e-mail: mitsuya@tokyo-gas.co.jp

Hiroyuki Motohashi

e-mail: motohasi@tokyo-gas.co.jp
Tokyo Gas Co., Ltd., 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 August 16, 2012; final manuscript received April 25, 2013; published online September 18, 2013. Assoc. Editor: Wolf Reinhardt.

J. Pressure Vessel Technol 135(6), 061801 (Sep 18, 2013) (9 pages) Paper No: PVT-12-1128; doi: 10.1115/1.4024451 History: Received August 16, 2012; Revised April 25, 2013

Buried pipelines may be corroded, despite the use of corrosion control measures such as protective coatings and cathodic protection, and buried pipelines may be deformed due to earthquakes. Therefore, it is necessary to ensure the integrity of such corroded pipelines against earthquakes. This study has developed a method to evaluate earthquake resistance of corroded pipelines subjected to seismic motions. Pipes were subjected to artificial local metal loss and axial cyclic loading tests to clarify their cyclic deformation behavior until buckling occurred under seismic motion. As the cyclic loading progressed, displacement shifted to the compression side due to the formation of a bulge. The pipe buckled after several cycles. To evaluate the earthquake resistance of different pipelines with varying degrees of local metal loss, a finite-element analysis method was developed that simulates cyclic deformation behavior. A combination of kinematic and isotropic hardening was used to model the material properties. The associated material parameters were obtained by small specimen tests that consisted of a monotonic tensile test and a low-cycle fatigue test under a specific strain amplitude. This method enabled the successful prediction of cyclic deformation behavior, including the number of cycles required for the buckling of pipes with varying degrees of metal loss.

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Fig. 6

Concept of kinematic and isotropic hardening

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Fig. 5

Load–displacement relationship revealed by experiment (case A5)

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Fig. 4

Deformation shape revealed by experiment (case A5)

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Fig. 1

Action of seismic wave on buried pipeline

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Fig. 7

Low-cycle fatigue test of the hourglass-shaped specimen

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Fig. 8

Hysteresis loop at the middle of the lifetime obtained by the fatigue test (pipe-A, strain amp. = 5.1%)

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Fig. 9

Determination of kinematic hardening parameters from the fatigue test (pipe-A, strain amp. = 5.1%)

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Fig. 11

Effect of error in the definition of the linear limit on obtained kinematic hardening component

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Fig. 12

Assumed cyclic hardening properties

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Fig. 13

Comparison of cyclic S-S relationship between parallel-translated kinematic hardening components

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Fig. 10

Comparison of kinematic hardening components for various strain amplitudes

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Fig. 18

Deformation shape by FEA (case A5)

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Fig. 15

Reproducibility of hysteresis loop (pipe-A)

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Fig. 16

Reproducibility of stress amplitude under constant strain amplitude (pipe-A)

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Fig. 3

Experimental setup

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Fig. 2

Stress–strain relationship as revealed by the monotonic tensile specimen test

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Fig. 14

Determination of isotropic hardening component (pipe-A)

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Fig. 19

Load–displacement relationship by FEA (case A5)

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Fig. 20

Reproduction of number of cycles until buckling

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Fig. 17

Finite-element model (case A5)




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