Reliability of offshore pipelines subject to upheaval buckling

Author(s):  
Sahar Ismail ◽  
Shadi Najjar ◽  
Salah Sadek
Author(s):  
Michael J. Paulin ◽  
Derick Nixon ◽  
Glenn A. Lanan

BP Exploration (Alaska) Inc. completed the installation of the first subsea Arctic oil production pipeline in April 2000 for the Northstar Development Project. The drilling and production facilities are located at Seal Island, approximately 10 km offshore of the Alaskan Beaufort Sea coast. Twin 273.1 mm (10-inch) oil and gas pipeline systems run approximately 10 km from Seal Island, through a lagoon area, to a shore crossing, and then overland for approximately 18 km. The unique aspects of this design included the pipeline environmental loadings, geotechnical considerations, and the use of limit state design procedures for extreme loading conditions. Environmental loadings and geotechnical conditions (in-situ and backfill) along the pipeline route were a major factor in the design of the offshore portion of the pipelines. Data collection of environmental conditions (e.g. ice gouging and strudel scour) and proper evaluation of the same were required to provide appropriate design data. Comprehensive field and laboratory programs were undertaken to generate the necessary geotechnical data for design. The evaluation of and design for unique Arctic environmental loading conditions including ice gouging, offshore permafrost, upheaval buckling, and strudel scour are described. Trenching and backfilling aspects of the pipeline design are also discussed. The paper closes with a general overview of the pipeline operations since the start of oil production in November 2001.


2014 ◽  
Vol 919-921 ◽  
pp. 292-295 ◽  
Author(s):  
Peng Liu ◽  
Shi Yuan Wu ◽  
Le Kang

Nonlinear finite element upheaval buckling model of buried offshore pipelines under HT/HP is built using ABAQUS. The petroleum is defined as uniform flow; temperature field of offshore pipelines produced in the process of petroleum transportation is obtained by heat transfer analysis; offshore pipelines are buried in trench of sandy seabed, interaction between seabed and offshore pipelines is defined as friction, seabed interaction with offshore pipelines will limit the movement of offshore pipelines; coupled fluid-structure analysis for three phase model of oil-pipe-soil is conducted to obtain stress under HT/HP. Initial imperfection of pipeline is introduced to calculate upheaval buckling of buried offshore pipeline under HT/HP. Through numerical analysis, the axial force of pipelines under HT/HP is obtained and thus resulted in upheaval buckling.


Author(s):  
Mahmoud Ghahremani ◽  
Andrew J. Brennan

Offshore pipelines are usually buried to protect the pipe from external loads. When trenching is achieved by jetting or ploughing, some clayey soils can be cut into distinct lumps and this lumpy soil is then used as the backfill material under which the pipe is buried. To counter the effects of upheaval buckling, the resistance of the soil to pipe uplift must be known. There is still uncertainty about the performance of lumpy backfill in this regard. A series of centrifuge tests were performed with such soils as backfill, utilising a specially designed pore-pressure measuring pipe, to determine the influence of lump size, lump shape and pullout rate on uplift resistance Backfill comprising larger lumps consolidates quicker than if the backfill lumps are smaller. It is also observed that backfill comprising larger lumps provides greater resistance to pipe uplift after consolidation.


Author(s):  
Mike Paulin ◽  
Joseph Cocker ◽  
Damien Humby ◽  
Glenn Lanan

Offshore pipelines installed in the Arctic and other cold regions are often buried to reduce the risk of damage from ice gouging, upheaval buckling, and other loading challenges specific to the region. Pipeline burial is normally achieved through trench excavation and backfill. Pipelines have been buried using a wide variety of technologies including conventional excavation equipment, hydraulic dredges, ploughs, mechanical trenchers, and jetters. In order to determine a preferred trenching method for a particular route, consideration must be given to a variety of factors. The water depth range and maximum trench depth required along a route are primary considerations when evaluating the various trenching technologies. These are “show stopper” route parameters, which have a direct impact on the ability to complete a particular trench. If multiple trenching technologies satisfy the primary considerations, a variety of secondary considerations must be used to determine the preferred solution. These include parameters such as seabed geology, backfill method, seabed slopes, and environmental sensitivity. The preferred solution may not always be the only method of excavating the trench, but it may have an advantage compared to other technologies for the route under evaluation. As developments are proposed for areas that experience relatively deep ice gouging (up to 5m), burial depth requirements will exceed the capabilities of current technologies. New technologies capable of working in deeper water, achieving greater burial depths, achieving reasonable trenching advance rates, operating in harsh environments, and trenching through variable and difficult seabed soils will be required.


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