Abstract
Buried pipelines and networks are considered part of a vital artery. A characteristic that distinguishes a vital artery from other structures is that it extends parallel to the ground and has a large dimension on one side and ratio to another side. This feature causes vital arteries in high-risk situations because of seismic movements, liquefaction, and various conditions of the soil. This paper presents studies on buried pipeline behavior in fine-grained liquefiable soil. For this purpose, a real site with cohesionless fine-grained sediments is considered, and two different methods, numerical analysis, and liquefaction susceptibility criteria, are employed to investigate the behavior of the buried pipeline in the fine-grained liquefiable soil of the case study site. A comparison of the results of the methods indicated that the predictions provided by the liquefaction susceptibility criteria to numerical modeling offer a greater probability of liquefaction in the assessed site. The results of the settlement analysis showed that the values of the differential settlement obtained from numerical analysis by the finite element method are less than the allowable value.
Similar content being viewed by others
References
Andrews DC, Martin, GR (2000) Criteria for liquefaction of silty soils. Paper presented at the Proc., 12th World Conf on Earthquake Engineering
Ariman T, Muleski GE (1981) A review of the response of buried pipelines under seismic excitations. Earthq Eng Struct Dynam 9(2):133–152
BHRC (2015) Iranian code of practice for the seismic resistant design of buildings (Standard No. 2800). Building and Housing Research Center, Iran in Persian Tehran, Iran
Boulanger R, Ziotopoulou K (2015) PM4Sand (Version 3): a sand plasticity model for earthquake engineering applications. Center for Geotechnical Modeling Report No. UCD/CGM-15/01, Department of Civil and Environmental Engineering, University of California, Davis, Calif
Boulanger, R. W., & Ziotopoulou, K. (2018). PM4Silt (Version 1): A silt plasticity model for earthquake engineering applications. Report No. UCD/CGM-18/01, Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, University of California, Davis, CA, 108 pp.
Boulanger RW, Idriss I (2006) Liquefaction susceptibility criteria for silts and clays. J Geotech Geoenviron Eng 132(11):1413–1426
Bray JD, Sancio RB (2006) Assessment of the liquefaction susceptibility of fine-grained soils. J Geotech Geoenviron Eng 132(9):1165–1177
Dunn SL, Vun PL, Chan AHC, Damgaard JS (2006) Numerical modeling of wave-induced liquefaction around pipelines. J Waterw Port Coast Ocean Eng 132(4):276–288
Faeli Z, Fakher A, Sadatieh SRM (2010) Allowable differential settlement of oil pipelines. Int J Eng 4(4):308
Ghani, S., & Kumari, S. (2021b). Probabilistic Study of Liquefaction Response of Fine-Grained Soil Using Multi-Linear Regression Model. Journal of The Institution of Engineers (India): Series A, 1–21.
Ghani S, Kumari S (2021a) Liquefaction study of fine-grained soil using computational model. Innov Infrastruct Solut 6(2):58
Gratchev IB, Sassa K, Fukuoka H (2006) How reliable is the plasticity index for estimating the liquefaction potential of clayey sands? J Geotech Geoenviron Eng 132(1):124–127
Hall WJ, Newmark NM (1978) Seismic design criteria for pipelines and facilities. J Tech Counc ASCE 104(1):91–107
Ishihara, K. (1989). Cyclic shear strength of fines-containing sands. 12th ICSMFE, Special Volume of Influence of Local Soils on Seismic Response, 101–105
Jeremy I (1978) Underground pipeline behavior under seismic loading. Earthquake engineering and soil dynamics. New York, American Society of Civil Engineers (ASCE)
Johari A, Javadi AA, Makiabadi MH, Khodaparast AR (2012) Reliability assessment of liquefaction potential using the jointly distributed random variables method. Soil Dyn Earthq Eng 38:81–87
Johari A, Khodaparast AR, Javadi AA (2019) An analytical approach to probabilistic modeling of liquefaction based on shear wave velocity. Iran J Sci Technol, Trans Civil Eng 43(1):263–275
Karamitros DK, Bouckovalas GD, Kouretzis GP, Gkesouli V (2011) An analytical method for strength verification of buried steel pipelines at normal fault crossings. Soil Dyn Earthq Eng 31(11):1452–1464
Lee DH, Kim BH, Lee H, Kong JS (2009) Seismic behavior of a buried gas pipeline under earthquake excitations. Eng Struct 31(5):1011–1023
Lee H (2010). Finite element analysis of a buried pipeline
Leon RL, Wang M (1978) Performance of underground pipelines in earthquake. Earthquake engineering and soil dynamics. New York, American Society of Civil Engineers (ASCE)
Nelson, I., & Weidlinger, P. (1979). Dynamic seismic analysis of long segmented lifelines.
Newmark NM, Rosenblueth E (1971) Fundamentals of earthquake engineering. Prentice-Hall, Inc., Englewood Cliffs, New Jersey
Oka F, Yashima A, Shibata T, Kato M, Uzuoka R (1994) FEM-FDM coupled liquefaction analysis of a porous soil using an elastoplastic model. Appl Sci Res 52(3):209–245
Oka F, Kodaka T, Kim YS (2004) A cyclic viscoelastic–viscoplastic constitutive model for clay and liquefaction analysis of multi-layered ground. Int J Numer Anal Meth Geomech 28(2):131–179
Oka F (2002). Material for LIQCA2D01 (2001 Version). Development group of liquefaction analysis method LIQCA (in Japanese)
O'Rourke TD, Lane PA (1989). Liquefaction hazards and their effects on buried pipelines
Polito C (2001) Plasticity-based liquefaction criteria. Paper presented at the In: Proc., 4th Int. Conf. Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Pretell R, Ziotopoulou K, Davis CA (2021) Liquefaction and cyclic softening at balboa boulevard during the 1994 northridge earthquake. J Geotech Geoenviron Eng 147(2):05020014
Sarokolayi LK, Kutanaei SS, Golafshani SMI, Haji SRH, Mashhadban H (2016) Control-volume-based finite element modelling of liquefaction around a pipeline. Geomat Nat Haz Risk 7(4):1287–1306
Seed HB, Idriss IM (1982). Ground motions and soil liquefaction during earthquakes. Earthquake engineering research institute
Seed RB, Cetin KO, Moss RE, Kammerer AM, Wu J, Pestana JM, Riemer MF, Sancio RB, Bray JD, Kayen RE, and Faris A (2003. Recent advances in soil liquefaction engineering: a unified and consistent framework. In: Proceedings of the 26th Annual ASCE Los Angeles Geotechnical Spring Seminar: Long Beach, CA
Seidalinov G, Taiebat M (2013) Saniclay-b: a plasticity model for cyclic response of clays. Paper presented at the In: Proceedings of the Sixty sixth Canadian Geotechnical Conference
Vorster TE, Klar A, Soga K, Mair RJ (2005) Estimating the effects of tunneling on existing pipelines. J Geotech Geoenviron Eng 131(11):1399–1410
Wang W (1979) Some findings in soil liquefaction: Earthquake Engineering Department. Water Conservancy and Hydroelectric Power Sci Res Inst, Beijing, China
Wang LL, Cheng KM (1979). Seismic response behavior of buried pipelines
Wang LRL, Raymond CYF (1979) seismic design criteria for buried pipelines. In: conference, A. P. D. S. (Eds) Pipelines in adverse environments - a state of the art. New York, American Society of Civil Engineers
Wang LRL, Zhang H (1992). Buried pipeline system in a liquefaction environment. In: Proc. 10 WCEE. Madrid, Spain, 5529–5534
Yoshizaki K, O’rourke TD, Hamada M (2001) Large deformation behavior of buried pipelines with low-angle elbows subjected to permanent ground deformation. Doboku Gakkai Ronbunshu 675:41–52
Author information
Authors and Affiliations
Corresponding author
Rights and permissions
Springer Nature or its licensor holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law.
About this article
Cite this article
Shahryari, L., Asadi, A. & Alimardani, M.A. Analysis of Buried Pipeline Behavior in Fine-Grained Liquefiable Soil. Iran J Sci Technol Trans Civ Eng 47, 1081–1088 (2023). https://doi.org/10.1007/s40996-022-00968-w
Received:
Accepted:
Published:
Issue Date:
DOI: https://doi.org/10.1007/s40996-022-00968-w