Research Papers: Piper and Riser Technology

Parameters Affecting the Local Buckling Response of High Strength Linepipe

[+] Author and Article Information
Ali Fatemi

Department of Civil Engineering,
Memorial University of Newfoundland,
230 Elizabeth Avenue,
St. John's, NL A1B 3X9, Canada
e-mail: Ali.Fatemi@woodgroup.com

Shawn Kenny

Department of Civil and Environmental Engineering,
Carleton University,
1125 Colonel By Drive,
Ottawa, ON K1S 5B6, Canada
e-mail: shawn.kenny@carleton.ca

1Corresponding author.

Contributed by the Ocean, Offshore, and Arctic Engineering Division of ASME for publication in the JOURNAL OF OFFSHORE MECHANICS AND ARCTIC ENGINEERING. Manuscript received November 25, 2015; final manuscript received February 4, 2017; published online April 11, 2017. Assoc. Editor: Myung Hyun Kim.

J. Offshore Mech. Arct. Eng 139(3), 031702 (Apr 11, 2017) (15 pages) Paper No: OMAE-15-1119; doi: 10.1115/1.4035995 History: Received November 25, 2015; Revised February 04, 2017

The local buckling response and post-buckling mechanical performance of high strength linepipe subject to combined loading state was evaluated using the finite element (FE) simulator abaqus/standard v6.12. The constitutive model parameters were established through laboratory tests and the numerical modeling procedures were verified with large-scale experiments investigating the local buckling response of high strength linepipe. The numerical predictions demonstrated a high level of consistency and correspondence with the measured experimental behavior with respect to the peak moment, strain capacity, deformation mechanism, and local buckling response well into the postyield range. A parametric study on the local buckling response of high strength plain and girth weld pipelines was conducted. The loading conditions included internal pressure and end rotation. The pipe mechanical response parameters examined included moment–curvature, ovalization, local strain, and modal response. The magnitude and distribution of the characteristic geometric imperfections and the end constraint, associated with the boundary conditions and pipe length, had a significant influence on the predicted local buckling response. The importance of material parameters on the local buckling response, including the yield strength (YS), yield strength to tensile strength ratio (Y/T), and anisotropy, was also established through the numerical parameter study. For girth weld linepipe, the study demonstrated the importance of the local high/low misalignment, associated with the circumferential girth weld, on the local buckling response.

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Fig. 1

Concepts of limit load, bifurcation instability, and effect of imperfections (Ref. [10])

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Fig. 2

Key parameters influencing compressive strain capacity of plain and girth weld pipe

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Fig. 3

General stress–strain characteristics for carbon-manganese steel linepipe

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Fig. 4

Comparison of FE model prediction with large-scale experimental data for design factors of (a) 0 and (b) 0.72

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Fig. 5

Comparison of FE model prediction with large-scale experimental data

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Fig. 6

Discrete blister representation of initial geometric imperfections

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Fig. 7

Initial geometric imperfection formulations based on (a) uniform longitudinal wave profile and (b) mode response waveform

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Fig. 8

Comparison of the bifurcation wavelength predicted using FE modeling procedures with the study by Ju and Kyriakides [33]

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Fig. 9

Effect of bifurcation waveform imperfection amplitude on (a) relative peak moment capacity and (b) relative critical strain capacity

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Fig. 10

Effect of relative UOE imperfection wavelength on pipe strain capacity

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Fig. 11

Effect of UOE imperfection amplitude and wavelength on strain capacity of pipes with different D/t ratio

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Fig. 12

Moment–strain response for plain linepipe

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Fig. 13

Effect of L/D ratio on moment and strain capacity of pipes

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Fig. 14

Effect of L/D ratio on pipe section ovality

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Fig. 15

Sensitivity analysis on the longitudinal profile due to local buckling with respect to a variation in the L/D ratio

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Fig. 16

Effect of biased mesh topology for unpressurized pipeline (D = 914.4 mm, D/t = 69, and σhy = 0): (a) uniform mesh case A, (b) biased mesh case B, (c) biased mesh case C, and (d) biased mesh case D

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Fig. 17

Effect of biased mesh topology for pressurized pipeline (D = 914.4 mm, D/t = 69, and σhy = 0.80): (a) uniform mesh case A, (b) uniform mesh case B, and (c) uniform mesh case C

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Fig. 18

Typical FE model with circumferential girth weld

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Fig. 19

Influence of girth weld offset misalignment on global moment–curvature with no internal pressure

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Fig. 20

Influence of girth weld offset misalignment on global moment–curvature with pressure ratio of 0.80

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Fig. 21

Effect of pipe out-of-roundness (10 and 2'o clock positions) and misalignment at girth weld on the compressive strain capacity of the pipe




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