Frost heave – pipeline interaction using continuum mechanics
As a chilled pipeline crosses a transition from frozen to unfrozen ground or shallow permafrost, a differential frost heave problem may develop causing strains in the pipe. Soil–structure interaction models that are currently available to handle this problem concentrate on the pipe as the dominant s...
Published in: | Canadian Geotechnical Journal |
---|---|
Main Authors: | , , |
Format: | Article in Journal/Newspaper |
Language: | English |
Published: |
Canadian Science Publishing
1983
|
Subjects: | |
Online Access: | http://dx.doi.org/10.1139/t83-029 http://www.nrcresearchpress.com/doi/pdf/10.1139/t83-029 |
id |
crcansciencepubl:10.1139/t83-029 |
---|---|
record_format |
openpolar |
spelling |
crcansciencepubl:10.1139/t83-029 2023-12-17T10:48:34+01:00 Frost heave – pipeline interaction using continuum mechanics Nixon, J. F. Morgenstern, N. R. Reesor, S. N. 1983 http://dx.doi.org/10.1139/t83-029 http://www.nrcresearchpress.com/doi/pdf/10.1139/t83-029 en eng Canadian Science Publishing http://www.nrcresearchpress.com/page/about/CorporateTextAndDataMining Canadian Geotechnical Journal volume 20, issue 2, page 251-261 ISSN 0008-3674 1208-6010 Civil and Structural Engineering Geotechnical Engineering and Engineering Geology journal-article 1983 crcansciencepubl https://doi.org/10.1139/t83-029 2023-11-19T13:39:16Z As a chilled pipeline crosses a transition from frozen to unfrozen ground or shallow permafrost, a differential frost heave problem may develop causing strains in the pipe. Soil–structure interaction models that are currently available to handle this problem concentrate on the pipe as the dominant structural member and represent the soil mass as a series of unconnected springs. This paper considers the soil to be an elastic or nonlinear viscous continuum and imposes a nonlinear boundary condition to represent the frost heaving soil and the dependence of frost heave on applied pressure. The pipe is assumed to be a completely passive structural member and the soil strains at the pipe elevations are studied. The dependence of the maximum pipe strains on the length of the heaving section and on the thickness of frozen ground beneath the pipe have been established for a typical set of soil and frost heaving conditions. It is found that, for the conditions studied, when the thickness of shallow permafrost or frozen soil is greater than about 7–8 m, the strains that a flexible pipe experiences are less than the strain criteria currently in use on many pipeline projects. Keywords: frost heave, pipeline, interaction, stress analysis, finite elements, continuum mechanics, thermo-elasticity. Article in Journal/Newspaper permafrost Canadian Science Publishing (via Crossref) Canadian Geotechnical Journal 20 2 251 261 |
institution |
Open Polar |
collection |
Canadian Science Publishing (via Crossref) |
op_collection_id |
crcansciencepubl |
language |
English |
topic |
Civil and Structural Engineering Geotechnical Engineering and Engineering Geology |
spellingShingle |
Civil and Structural Engineering Geotechnical Engineering and Engineering Geology Nixon, J. F. Morgenstern, N. R. Reesor, S. N. Frost heave – pipeline interaction using continuum mechanics |
topic_facet |
Civil and Structural Engineering Geotechnical Engineering and Engineering Geology |
description |
As a chilled pipeline crosses a transition from frozen to unfrozen ground or shallow permafrost, a differential frost heave problem may develop causing strains in the pipe. Soil–structure interaction models that are currently available to handle this problem concentrate on the pipe as the dominant structural member and represent the soil mass as a series of unconnected springs. This paper considers the soil to be an elastic or nonlinear viscous continuum and imposes a nonlinear boundary condition to represent the frost heaving soil and the dependence of frost heave on applied pressure. The pipe is assumed to be a completely passive structural member and the soil strains at the pipe elevations are studied. The dependence of the maximum pipe strains on the length of the heaving section and on the thickness of frozen ground beneath the pipe have been established for a typical set of soil and frost heaving conditions. It is found that, for the conditions studied, when the thickness of shallow permafrost or frozen soil is greater than about 7–8 m, the strains that a flexible pipe experiences are less than the strain criteria currently in use on many pipeline projects. Keywords: frost heave, pipeline, interaction, stress analysis, finite elements, continuum mechanics, thermo-elasticity. |
format |
Article in Journal/Newspaper |
author |
Nixon, J. F. Morgenstern, N. R. Reesor, S. N. |
author_facet |
Nixon, J. F. Morgenstern, N. R. Reesor, S. N. |
author_sort |
Nixon, J. F. |
title |
Frost heave – pipeline interaction using continuum mechanics |
title_short |
Frost heave – pipeline interaction using continuum mechanics |
title_full |
Frost heave – pipeline interaction using continuum mechanics |
title_fullStr |
Frost heave – pipeline interaction using continuum mechanics |
title_full_unstemmed |
Frost heave – pipeline interaction using continuum mechanics |
title_sort |
frost heave – pipeline interaction using continuum mechanics |
publisher |
Canadian Science Publishing |
publishDate |
1983 |
url |
http://dx.doi.org/10.1139/t83-029 http://www.nrcresearchpress.com/doi/pdf/10.1139/t83-029 |
genre |
permafrost |
genre_facet |
permafrost |
op_source |
Canadian Geotechnical Journal volume 20, issue 2, page 251-261 ISSN 0008-3674 1208-6010 |
op_rights |
http://www.nrcresearchpress.com/page/about/CorporateTextAndDataMining |
op_doi |
https://doi.org/10.1139/t83-029 |
container_title |
Canadian Geotechnical Journal |
container_volume |
20 |
container_issue |
2 |
container_start_page |
251 |
op_container_end_page |
261 |
_version_ |
1785572786256740352 |