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Journal of Offshore Mechanics and Arctic Engineering | Volume 127 | Issue 2 | TECHNICAL PAPERS
TECHNICAL PAPERS

CFD Analysis of Current-Induced Loads on Large Caisson at Supercritical Reynolds Number

[+] Author and Article Information
Subrata K. Chakrabarti

 Offshore Structure Analysis, Inc., 13613 Capista Drive, Plainfield, IL 60544

Kristian K. Debus, Jonathan Berkoe, Brigette Rosendall

 Bechtel National Inc., 50 Beale Street, San Francisco, CA 94105

J. Offshore Mech. Arct. Eng 127(2), 104-111 (Nov 23, 2004) (8 pages) doi:10.1115/1.1894409 History: Received June 16, 2004; Revised November 23, 2004
Article
References
Figures
Tables
Citing Articles

The newly constructed Tacoma Narrows Bridge Piers represent large concrete floating caissons during their construction. For designing their mooring system the current force applied on the caissons in the Narrows must be known. The flow field around the caisson is highly complex and the calculation of the current load on the caisson by analytical means is difficult. On the other hand, model tests suffer from the distortion in the Reynolds number. Therefore, a two-prong approach was undertaken. Besides the fixed model test of the caissons for current forces, a CFD analysis of the flow around the caisson is chosen. A three-dimensional CFD approach is considered more appropriate than a two-dimensional one, since the bottom contour at the site is irregular and water depth is rather shallow. This paper discusses the CFD method and the results obtained from such analysis. The numerical analysis was carried out in both ebb and flood flow of the tidal current in the basin. One of the difficulties of the computational method is the very high Reynolds number encountered by the large current and large size of the caisson. The analysis is performed in both model and full scales so that the difference in the results may be investigated. Also, since the model test data are available, comparisons are made between the CFD and model test results on the drag and lift forces on the caisson.
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Copyright © 2005 by American Society of Mechanical Engineers
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References

1
Williamson, C. H. K., 1996, “Vortex Dynamics in a Cylinder Wake,” Annu. Rev. Fluid Mech.  [CrossRef], 28 , pp. 477–539.
2
Lu, X., Dalton, C., and Zhang, J., 1997, “Application of Large Eddy Simulation Flow Past a Circular Cylinder,” ASME J. Offshore Mech. Arct. Eng., 119 , pp. 219–225.
3
Meling, T. R., 1998, “Numerical Prediction of the Response of a Vortex-Excited Cylinder at High Reynolds Numbers,” "Proc. of the 17th International Conference on Offshore Mechanics and Arctic Engineering, ASME, OMAE Paper No. 98-0315, Lisbon, Portugal".
4
Spalart, P. R., and Allmaras, S. R., 1992, “A One-Equation Turbulence Model for Aerodynamics Flows,” AIAA Pap. No. 92-0439, Reno, NV.
5
Moe, G., Holden, K., and Yttervoli, P. O., 1994, “Motion of Spring-supported Cylinders in Subcritical and Critical Water Flows,” "Proc. of the 4th International Offshore and Polar Engineering Conference, ASME", pp. 468–475.
6
Schultz, K., and Kallinderis, Y. O., 1998, “Numerical Prediction of Vortex-Induced Vibrations,” "Proc. of the 17th International Conference on Offshore Mechanics and Arctic Engineering, ASME, OMAE Paper No.98-0362, Lisbon, Portugal".
7
Spalart, P. R.Jou, W. H., Strelets, M., and Allmaras, S. R., 1997, “Comments on the Feasibility of LES for Wings, and on Hybrid RANS/LES Approach,” "1st AFOSR International Conference on DNS/LES, Columbus OH, Advances in DNS/LES", Aug. 4–8, 1997, Greyden.
8
Smagorinsky, J., 1963, “General Circulation Experiments with the Primitive Equations; I, Basic Experiments,” Mon. Weather Rev., 91 , pp. 99–164.
9
Hughes, T. J. R., 1987, “Recent Progress in the Development and Understanding of SUPG Methods with Special Reference to the Compressible Euler and Navier-Stokes Equations,” Int. J. Numer. Methods Fluids, 1987 , pp. 1261–1275.
10
Chung, J., and Hulbert, G. M., 1993, “A Time Integration Algorithm for Structural Dynamics with Improved Numerical Dissipation: The Generalized Method,” ASME J. Appl. Mech., 60 , pp. 371–375.
11
Delany, N. K., and Sorenson, N. E., 1953, “Low-Speed Drag of Cylinders of Various Shapes,” NACA (National Advisory Committee for Aeronautics), Ames Aeronautical Laboratory, Moffett Field, CA.
12
Debus, K., Berkoe, J., Rosendall, B., and Shakib, F., 2003, “Computational Fluid Dynamics Model for Tacoma Narrows Bridge Upgrade Project,” "4th ASME/JSME Joint Fluids Engineering Conference, FEDSM2003-45514, Honolulu, Hawaii, July, 2003".

Figures

Grahic Jump Location
+CFD vs HRW force spectra—143 ft (43.6 m) caisson in 9 kts (4.6 m/s) flood
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CFD vs HRW force spectra—143 ft (43.6 m) caisson in 9 kts (4.6 m/s) flood
Figure 11

CFD vs HRW force spectra—143 ft (43.6 m) caisson in 9 kts (4.6 m/s) flood

Grahic Jump Location
+CFD vs HRW force time history—123 ft (37.5 m) caisson in 7 kts (3.6 m/s) ebb
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CFD vs HRW force time history—123 ft (37.5 m) caisson in 7 kts (3.6 m/s) ebb
Figure 12

CFD vs HRW force time history—123 ft (37.5 m) caisson in 7 kts (3.6 m/s) ebb

Grahic Jump Location
+CFD vs HRW force spectra—123 ft (36.6 m) caisson in 7 kts (3.6 m/s) ebb
View Large  |  Save Figure  |  Download Slide (.ppt)
CFD vs HRW force spectra—123 ft (36.6 m) caisson in 7 kts (3.6 m/s) ebb
Figure 13

CFD vs HRW force spectra—123 ft (36.6 m) caisson in 7 kts (3.6 m/s) ebb

Grahic Jump Location
+Computational domain for the west side with bathymetry and pier/caisson configuration
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Computational domain for the west side with bathymetry and pier/caisson configuration
Figure 1

Computational domain for the west side with bathymetry and pier/caisson configuration

Grahic Jump Location
+Computational mesh with prismatic elements on the caisson and pier
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Computational mesh with prismatic elements on the caisson and pier
Figure 2

Computational mesh with prismatic elements on the caisson and pier

Grahic Jump Location
+Flow visualization by CFD for west caisson flood case at 25 h
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Flow visualization by CFD for west caisson flood case at 25 h
Figure 3

Flow visualization by CFD for west caisson flood case at 25 h

Grahic Jump Location
+X force on the new caisson of 120 ft (36.6 m) draft in 7 knot (3.6 m/s) ebb flow
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X force on the new caisson of 120 ft (36.6 m) draft in 7 knot (3.6 m/s) ebb flow
Figure 4

X force on the new caisson of 120 ft (36.6 m) draft in 7 knot (3.6 m/s) ebb flow

Grahic Jump Location
+Y force on the new caisson of 120 ft (36.6 m) draft in 7 knot (3.6 m/s) ebb flow
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Y force on the new caisson of 120 ft (36.6 m) draft in 7 knot (3.6 m/s) ebb flow
Figure 5

Y force on the new caisson of 120 ft (36.6 m) draft in 7 knot (3.6 m/s) ebb flow

Grahic Jump Location
+CFD vs HRW force time history—143 ft (43.6 m) caisson in 9 kts (4.6 m/s) flood
View Large  |  Save Figure  |  Download Slide (.ppt)
CFD vs HRW force time history—143 ft (43.6 m) caisson in 9 kts (4.6 m/s) flood
Figure 10

CFD vs HRW force time history—143 ft (43.6 m) caisson in 9 kts (4.6 m/s) flood

Grahic Jump Location
+Time history of X forces for model and prototype ebb case
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Time history of X forces for model and prototype ebb case
Figure 6

Time history of X forces for model and prototype ebb case

Grahic Jump Location
+Time history of Y forces for model and prototype ebb case
View Large  |  Save Figure  |  Download Slide (.ppt)
Time history of Y forces for model and prototype ebb case
Figure 7

Time history of Y forces for model and prototype ebb case

Grahic Jump Location
+Time history of X forces for model and prototype flood case
View Large  |  Save Figure  |  Download Slide (.ppt)
Time history of X forces for model and prototype flood case
Figure 8

Time history of X forces for model and prototype flood case

Grahic Jump Location
+Time history of Y forces for model and prototype flood case
View Large  |  Save Figure  |  Download Slide (.ppt)
Time history of Y forces for model and prototype flood case
Figure 9

Time history of Y forces for model and prototype flood case

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