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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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References

O'Rourke, M. J., and Liu, X., 1999, “Response of Buried Pipelines Subject to Earthquake Effects,” Monograph #3 MCEER, SUNY Buffalo.
Yun, H., and Kyriakides, S., 1990, “On the Beam and Shell-Modes of Buckling of Buried Pipelines,” Soil Dyn. Earthquake Eng., 9(4), pp. 179–193. [CrossRef]
Ariman, T., and Lee, B. J., 1990, “On Beam-Mode of Buckling of Buried Pipelines in Earthquakes,” Proceedings of 4th U.S. National Conference Earthquake Engineering, Vol. 1, pp. 907–916.
Gerard, G., 1956, “Compressive and Torsional Buckling of Thin Wall Cylinders in Yielded Region,” NACA, Report No. TN-No. 3726.
Kato, T., Akiyama, H., and Suzuki, H., 1974, “Inelastic Local Buckling Strength of Steel Pipes Subjected to Axial Compression,” J. Architecture Inst. Jpn., 204, pp. 9–17 (in Japanese).
Suzuki, N., and Toyoda, M., 2002, “Critical Compressive Strain of Linepipes Related to Work-Hardening Parameters,” 21st International Conference on Offshore Mechanics and Arctic Engineering, Paper No OMAE2002-28253, pp. 217–224.
Working Group for City Gas Industry and Facility in the Niigataken Chuetsu-oki Earthquake in Japan in 2007, 2008, “Damages of City Gas Facilities in the Niigataken Chuetsu-oki Earthquake in Japan in 2007” (in Japanese).
Taylor, N., and Gan, A. B., 1986, “Submarine Pipeline Buckling—Imperfection Studies,” Thin-Walled Struct., 4(4), pp. 295–323. [CrossRef]
Nielsen, N.-J. R., and Lyngberg, B., 1990, “Upheaval Buckling Failures of Insulated Buried Pipelines: A Case Story,” Offshore Technology Conference, Paper No. OTC 6488, pp. 581–592.
Thusyanthan, N. I., Mesmar, S., Robert, D. J., Wang, J., and Haigh, S. K., 2011, “Upheaval Buckling Assessment Based on Pipeline Features,” Offshore Technology Conference, Paper No. OTC 21802.
Yun, H. D., and Kyriakides, S., 1986, “Localized Plastic Buckling of a Heavy Beam on a Contacting Surface,” J. Pressure Vessel Technol., 108(2), pp. 146–150. [CrossRef]
Maltby, T. C., and Calladine, C. R., 1995, “An Investigation into Upheaval Buckling of Buried Pipelines-II. Theory and Analysis of Experimental Observations,” Int. J. Mech. Sci., 37(9), pp. 965–983. [CrossRef]
Chiou, Y.-J., and Chi, S.-Y., 1996, “Numerical Modelling for Buckling of Buried Pipelines Induced by Compressive Ground Failure,” J. Chin. Inst. Eng., 19(3), pp. 321–332. [CrossRef]
Koike, T., Imai, T., and Kaneko, T., 1992, “Large Deformation Analysis of Buried Pipeline Under Seismic Ground Movement,” ASME Pressure Vessels Piping, 237(1), pp. 89–95.
Timoshenko, S. P., and Gere, J. M., 1961, Theory of Elastic Stability, McGraw-Hill, New York.
Ramberg, W., and Osgood, W. R., 1943, “Description of Stress-Strain Curves by Three Parameters,” NACA, Report No. TN.902.
Japan Gas Association, 2000, “Recommended Practice for Earthquake-Resistant Design of High Pressure Gas Pipeline” (in Japanese).
Trautmann, C. H., and O'Rourke, T. D., 1985, “Lateral Force-Displacement Response of Buried Pipe,” ASCE J. Geotech. Eng., 111(9), pp. 1077–1082. [CrossRef]
Trautmann, C. H., O'Rourke, T. D., and Kulhawy, F. H., 1985, “Uplift Force-Displacement Response of Buried Pipe”, ASCE J. Geotech. Eng., 11(9), pp. 1061–1076. [CrossRef]
Aoki, T., and Fukumoto, Y., 1983, “Strength Distribution of Centrally Compressed Cold-Formed-Welded Steel Tubular Columns With Small Diameter,” Proceedings of the Japan Society of Civil Engineers, Vol. 337, pp. 17–26 (in Japanese).
Mccaffrey, M. A., and O'Rourke, T. D., 1983, “Buried Pipeline Response to Reverse Faulting During the 1971 San Fernando Earthquake,” ASME Pressure Vessels Piping, 77, pp. 151–159. Available at http://www.amazon.com/Earthquake-Behavior-Safety-Storage-Facilities/dp/9993313505
Meyersohn, W. D., and O'Rourke, T. D., 1991, “Pipeline Buckling Caused by Compressive Ground Failure During Earthquakes,” Proceedings, Third Japan-U.S. Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures for Soil Liquefaction, Technical Report No. NCEER-91-0001, NCEER, Buffalo, NY, pp. 489–496.
Shinozuka, M., and Koike, T., 1979, “Estimation of Structural Strain in Underground Lifeline Pipes,” ASME Pressure Vessels Piping, 34, pp. 31–48. [CrossRef]
Toki, K., Fukumori, Y., Sako, M., and Tsubakimoto, T., 1983, “Recommended Practice for Earthquake Resistant Design of High Pressure Gas Pipelines,” ASME Pressure Vessels Piping, 77, pp. 349–356. Available at http://www.osti.gov/energycitations/product.biblio.jsp?osti_id=5464081
Wang, L. R. L., and Lau, Y.-C., 1989, “Elasto-Plastic Seismic Analysis of Buried Pipeline Systems Under Ground Shaking,” ASME Pressure Vessels Piping, 162, pp. 47–53. Available at http://www.amazon.com/Earthquake-Pipelines-Telecommunication-Transportation-Facilities/dp/079180318X
Kobayashi, M., Ando, H., and Oguchi, N., 1998, “Effects of Velocity and Cyclic Displacement of Subsoil on Its Axial Restraint Force Acting on Polyethylence Coated Steel Pipes During Earthquakes,” J. Struct. Mech. Earthquake Eng. I, 591-I-43, pp. 299–312 (in Japanese).
Colton, J. D., Chang, P. H. P., and Lindberg, H. E., 1982, “Measurement of Dynamic Soil-Pipe Axial Interaction for Full-Scale Buried Pipelines,” Soil Dyn. Earthquake Eng., 1(4), pp. 183–188. [CrossRef]

Figures

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Fig. 1

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

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Fig. 2

Assumption of semitheoretical formula

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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. 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. 11

Effect of work-hardening on critical strain

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Fig. 12

Schematic of the combined method

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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. 15

Shear stress between soil and pipe surface in the axial direction

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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. 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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