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RESEARCH PAPERS

New API RP2A Tubular Joint Strength Design Provisions

[+] Author and Article Information
David Pecknold

3110 Newmark Lab, University of Illinois, 205 N Mathews, Urbana, IL 61801

Peter Marshall

Moonshine Hill Proprietary, MHP Systems Engineering, 4718 Hallmark Drive, Suite 702, Houston, TX 77056

Justin Bucknell

 Atkins Americas Oil and Gas, 12121 Wickchester Lane, Houston, TX 77079

J. Energy Resour. Technol 129(3), 177-189 (Apr 06, 2007) (13 pages) doi:10.1115/1.2748811 History: Received October 07, 2005; Revised April 06, 2007

The development of the new API RP2A (22nd edition) parametric static strength prediction equations for planar circular hollow section tubular joints is described. Prediction equations are presented for brace axial, brace in-plane bending, and brace out-of-plane bending loads. The prediction equations are based on screened test databases, augmented, and extended by an extensive new series of validated nonlinear finite element simulations for nonoverlapping K joints, double tee (DT/X) joints, and T joints. The increased reliability (reduced scatter) provided by the new static strength formulation was used to justify a reduction of the load factor of safety to 1.6 from the previous value of 1.7.

Copyright © 2007 by American Society of Mechanical Engineers
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References

Figures

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Figure 1

Old (21st ed.) and new (22nd ed.) brace load interaction equations versus test and FE data

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Figure 2

K joint geometry

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Figure 3

Test versus FE for a DT joint loaded in brace compression (13): chord preloads P∕Py=−0.3, Mipb∕MP=−0.25. Joint geometry (β=0.67, γ=25, τ=0.8).

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Figure 4

Test versus FE for a 45deg K joint under balanced brace axial loads (25). No additional chord loads. Joint geometry (β=0.72, γ=24, ζ=0.1, τ=0.9, α=6.6).

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Figure 5

Effect of brace-to-chord thickness ratio on BIPB response of 45deg K joints. No additional chord loads.

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Figure 6

Effect of brace bending moment direction on response of 45deg K joint: β=0.6, γ=10, ζ=0.15

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Figure 7

Effect of brace angle θ on BIPB response of K joints. No chord preloads.

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Figure 8

Comparison of strength factors Qu for brace axial loads: new API (22nd ed.) versus old API (21st ed.)

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Figure 9

Comparison of strength factors Qu for brace bending loads: new API (22nd ed.) versus old API (21st ed.) (Note: API (21st ed.) Qu multiplied by 0.8 factor for comparisons).

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Figure 10

Transition in chord load factor for axially loaded DT joints (β<0.9, and β=1.0) versus UTA tests (13,24)

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Figure 11

Comparison of chord load factors Qf: new API (22nd ed.) versus old API (21st ed.)

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Figure 12

Comparison of test and FE data versus new (22nd ed.) and old (21st ed.) API for axially loaded DTs

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Figure 13

Comparison of test and FE data versus new (22nd ed.) and old (21st ed.) API for axially loaded Ks

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Figure 14

Comparison of test and FE data versus new (22nd ed.) and old (21st ed.) API for axially loaded Ts

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Figure 15

Comparison of test and FE data versus new (22nd ed.) and old (21st ed.) API for brace in-plane bending

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Figure 16

Comparison of test and FE data versus new (22nd ed.) and old (21st ed.) API for brace out-of-plane bending

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