Research Papers: Piper and Riser Technology

Influence of Wave-Induced Uplift Forces on Upheaval Buckling of Pipelines Buried in Sandy Seabeds

[+] Author and Article Information
D. Suresh Kumar

Department of Ocean Engineering
and Naval Architecture,
IIT Kharagpur,
West Bengal 721302, India
e-mail: dsureshkumar@iitkgp.ac.in

D. Achani

Department of Ocean Engineering
and Naval Architecture,
IIT Kharagpur,
West Bengal 721302, India
e-mail: dasha_iitd@yahoo.com

M. R. Sunny

Department of Ocean Engineering
and Naval Architecture,
IIT Kharagpur,
West Bengal 721302, India
e-mail: sunny@aero.iitkgp.ac.in

T. Sahoo

Department of Ocean Engineering
and Naval Architecture,
IIT Kharagpur,
West Bengal 721302, India
e-mail: tsahoo@naval.iitkgp.ac.in

Contributed by the Ocean, Offshore, and Arctic Engineering Division of ASME for publication in the JOURNAL OF OFFSHORE MECHANICS AND ARCTIC ENGINEERING. Manuscript received August 1, 2018; final manuscript received November 21, 2018; published online January 17, 2019. Assoc. Editor: Sungmoon Jung.

J. Offshore Mech. Arct. Eng 141(4), 041701 (Jan 17, 2019) (10 pages) Paper No: OMAE-18-1116; doi: 10.1115/1.4042097 History: Received August 01, 2018; Revised November 21, 2018

This study focuses on the buckling of pipelines in shallow waters subjected to surface gravity waves. The wave-induced uplift forces on pipelines buried in sandy seabeds are investigated using Biot's consolidation model. Empathetic imperfection model proposed by Taylor and Tran (1994, “Experimental and Theoretical Studies in Subsea Pipeline Buckling," Mar. Struct., 9(2), pp. 211–257.) is used for the study. Thereafter, buckling analyses are performed on the pipeline with the combined temperature and the wave-induced loads. The differences in the critical buckling temperatures for the pipe with consideration of wave loads are analyzed within a range of sea states. The influence of wave loads is found significant for low burial depth ratios.

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Fig. 1

Computational domain and boundary conditions for wave seabed interaction

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Fig. 2

Verification of FE model without pipe

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Fig. 3

Sensitivity of shear modulus and permeability

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Fig. 4

Wave forces on the buried pipe at different burial depth ratios: (a) H/D = 0.5, (b) H/D = 1.0, and (c) H/D = 1.5

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Fig. 5

Influence of burial depth of pipe in fine soils for permeability k = 0.1 mm/s

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Fig. 6

Schematic diagram showing the buckling of the pipe with initial imperfection

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Fig. 7

Modeling of the soil using spring elements

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Fig. 8

Validation of numerical results against analytical results for surface laid pipelines

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Fig. 9

Influence of burial depth on critical buckling temperature

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Fig. 10

Pore pressure distribution comparison between orthogonal and longitudinal wave propagation to the pipe axis

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Fig. 11

Comparison of buckling behavior at different sea states: (a) H/D = 0.5, (b) H/D = 1.0, and (c) H/D = 1.5

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Fig. 12

Influence of soil permeability on buckling behavior at sea state 7 and H/D = 1.0

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Fig. 13

Influence of water depth on buckling behavior at sea state 7 and H/D = 1.0

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Fig. 14

Comparison of buckling behavior between two imperfection ratios of the empathetic model at sea state 8 and H/D = 1.0



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