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The effect of pipe-soil interface conditions on the undrained breakout resistance of partially-embedded pipelines

The effect of pipe-soil interface conditions on the undrained breakout resistance of partially-embedded pipelines
The effect of pipe-soil interface conditions on the undrained breakout resistance of partially-embedded pipelines

Pipelines in deep water are usually laid on the seabed, penetrating by a fraction of the pipe diameter, rather than being buried. Thermal expansion and contraction of the pipeline during operation can lead to lateral buckling. For a buckle to be initiated, the pipe must break out from the as-laid position. The seabed sediment found in deep water is typically soft clay, which remains undrained during pipe embedment and breakout. In this paper, finite element (FE) analyses of a shallowly-embedded pipeline under vertical and horizontal load are used to generate yield envelopes in V-H load space, indicating the load conditions that will lead to breakout. Two FE techniques are used: (i) conventional displacement FE analysis, using ABAQUS, and (ii) an FE-based limit analysis technique to produce upper bound plasticity solutions. In particular, these analyses examine the influence of separation between the pipe and the soil when tension is applied. Separate yield envelopes are derived for the cases involving separation (no tension) and full bonding (full adhesion / unlimited tension) at the pipe-soil interface. Simple curves are fitted to these envelopes in order for the results to be applied in the routine assessment of pipe breakout behaviour.

Clay, Failure envelope, Pipeline
4249-4256
Merifield, R.S.
e0df4fb1-76a4-4446-86ef-38bd7481dfec
White, D.J.
a986033d-d26d-4419-a3f3-20dc54efce93
Randolph, M.F.
75caa33a-e630-4ae8-84cd-758797bf9633
Merifield, R.S.
e0df4fb1-76a4-4446-86ef-38bd7481dfec
White, D.J.
a986033d-d26d-4419-a3f3-20dc54efce93
Randolph, M.F.
75caa33a-e630-4ae8-84cd-758797bf9633

Merifield, R.S., White, D.J. and Randolph, M.F. (2008) The effect of pipe-soil interface conditions on the undrained breakout resistance of partially-embedded pipelines. In 12th International Conference on Computer Methods and Advances in Geomechanics 2008. vol. 6, pp. 4249-4256 .

Record type: Conference or Workshop Item (Paper)

Abstract

Pipelines in deep water are usually laid on the seabed, penetrating by a fraction of the pipe diameter, rather than being buried. Thermal expansion and contraction of the pipeline during operation can lead to lateral buckling. For a buckle to be initiated, the pipe must break out from the as-laid position. The seabed sediment found in deep water is typically soft clay, which remains undrained during pipe embedment and breakout. In this paper, finite element (FE) analyses of a shallowly-embedded pipeline under vertical and horizontal load are used to generate yield envelopes in V-H load space, indicating the load conditions that will lead to breakout. Two FE techniques are used: (i) conventional displacement FE analysis, using ABAQUS, and (ii) an FE-based limit analysis technique to produce upper bound plasticity solutions. In particular, these analyses examine the influence of separation between the pipe and the soil when tension is applied. Separate yield envelopes are derived for the cases involving separation (no tension) and full bonding (full adhesion / unlimited tension) at the pipe-soil interface. Simple curves are fitted to these envelopes in order for the results to be applied in the routine assessment of pipe breakout behaviour.

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More information

Published date: 2008
Venue - Dates: 12th International Conference on Computer Methods and Advances in Geomechanics 2008, , Goa, India, 2008-09-30 - 2008-10-05
Keywords: Clay, Failure envelope, Pipeline

Identifiers

Local EPrints ID: 419867
URI: http://eprints.soton.ac.uk/id/eprint/419867
PURE UUID: c67858cb-cbe1-46b3-9c07-26d106a1e67a
ORCID for D.J. White: ORCID iD orcid.org/0000-0002-2968-582X

Catalogue record

Date deposited: 23 Apr 2018 16:30
Last modified: 11 Mar 2022 02:54

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Contributors

Author: R.S. Merifield
Author: D.J. White ORCID iD
Author: M.F. Randolph

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