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Research Papers

Overtrawlability and Mechanical Damage of Pipe-in-Pipe

[+] Author and Article Information
Zheng Jiexin

e-mail: Zhengjiexin@nus.edu.sg

Andrew Palmer


Department of Civil and
Environmental Engineering,
National University of Singapore,
Singapore 117576

Paul Brunning

SUBSEA 7,
460 Alexandra Road,
#09-01 PSA Building,
119963 Singapore

1Corresponding author.

Manuscript received March 7, 2013; final manuscript received June 15, 2013; accepted manuscript posted June 24, 2013; published online September 18, 2013. Assoc. Editor: Weinong Chen.

J. Appl. Mech 81(3), 031006 (Sep 18, 2013) (11 pages) Paper No: JAM-13-1109; doi: 10.1115/1.4024877 History: Received March 07, 2013; Revised June 15, 2013; Accepted June 24, 2013

A pipeline on the seabed may be struck by moving trawl gear, and that may damage the pipeline. Trenching can be a useful but expensive way to protect the pipeline. Pipe-in-pipe and bundled pipeline systems are widely used in the offshore industry recently because of their high level of thermal insulation and because they lend themselves to rapid and economical installation. However, there is no clearly specified standard method to analyze the overtrawlability of pipe-in-pipe systems. If we apply the same method as for the single wall pipe, it is likely to result in a conservative design for the pipe-in-pipe. The objective of this paper is to investigate the overtrawlability of pipe-in-pipe, especially in the impact phase, and to fill this gap. In this study, the authors demonstrate that a quasi-static analysis can replace a dynamic analysis to some extent because the overall response does not show a big difference. The demonstration is based on both quasi-static indentation tests and impact tests for single wall pipe and pipe-in-pipe, as well as the corresponding finite element (FE) models. The FE models not only help to compare the responses but also offer a way to analyze the overtrawlability of the pipe-in-pipe. The quasi-static FE models are used for a further comparison between a pipe-in-pipe and a 406.4 mm (16 in.) single wall pipe to illustrate the overtrawlability of the pipe-in-pipe.

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References

Figures

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Fig. 2

Test result of SPS and PPS

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Fig. 3

FE model of SPS and PPS

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Fig. 4

SPS and PPS tensile test results

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Fig. 5

Comparison of experiment and FE results

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Fig. 6

Comparisons of deformed shapes

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Fig. 8

Pipe supporting system

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Fig. 9

Impact force time history

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Fig. 10

Displacement time histories

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Fig. 11

Impact FE model of single wall pipe and PIP

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Fig. 12

Strain rate sensitivities according to different models

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Fig. 13

Impact force time history I-SPS and I-PPS from experiment and FE model

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Fig. 14

Impact displacement time history I-SPS and I-PPS from experiment and FE model

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Fig. 15

(a) Boundary condition of quasi-static indentation test; (b) boundary condition of impact test

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Fig. 16

Comparison of the quasi-static response and impact response

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Fig. 17

Comparison of strains on the top and bottom for SPS

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Fig. 18

Comparison of strains on the middle cross section for SPS

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Fig. 19

Strain measurements of I-SPS

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Fig. 20

Bottom strain—deflection comparison between impact and quasi-static experiment data

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Fig. 21

Strain time history from the I-SPS FE result

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Fig. 22

Maximum principal strain of SPS

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Fig. 23

Relationships among dent depth (d), indenter displacement (u) and bottom deflection (b)

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Fig. 24

Indentation force–indenter displacement relationships of PIP and BM

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