Structural Engineering and Mechanics

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Ultimate behavior of reinforced concrete cooling tower: Evaluation and comparison of design guidelines

  • Noh, Hyuk-Chun (Department of Civil Engineering and Engineering Mechanics, Columbia University) ;
  • Choi, Chang-Koon (Department of Civil and Environmental Engineering, KAIST)
  • Received : 2005.07.21
  • Accepted : 2005.11.29
  • Published : 2006.01.30
⟨ Previous Next ⟩

Abstract

Taking into account the geometrical and material nonlinearities, an ultimate behavior of reinforced concrete cooling tower shell in hyperbolic configuration is presented. The design wind pressures suggested in the guidelines of the US (ACI) and Germany (VGB), with or without the effect of internal suction, are employed in the analysis to examine the qualitative and quantitative characteristics of each design wind pressure. The geometrical nonlinearity is incorporated by the Green-Lagrange strain tensor. The nonlinear features of concrete, such as the nonlinear stress-strain relation in compression, the tensile cracking with the smeared crack model, an effect of tension stiffening, are taken into account. The biaxial stress state in concrete is represented by an improved work-hardening plasticity model. From the perspective of quality of wind pressures, the two guidelines are determined as highly correlated each other. Through the extensive analysis on the Niederaussem cooling tower in Germany, not only the ultimate load is determined but also the mechanism of failure, distribution of cracks, damage processes, stress redistributions, and mean crack width are examined.

Keywords

References

  1. ACI-ASCE committee 334 (1985), Reinforced Concrete Cooling Tower Shells - Practice and Commentary
  2. Busch, D., Harte, R., Kratzig, W.B. and Montag, U. (2002), 'New natural draft cooling tower of 200 m of height,' Eng. Struct., 24(12), 1509-1521 https://doi.org/10.1016/S0141-0296(02)00082-2
  3. Choi, C.K. and Paik, J.G. (1994), 'An efficient four node degenerated shell element based on the assumed covariant strain', Struct. Eng. Mech., 2(1), 17-34 https://doi.org/10.12989/sem.1994.2.1.017
  4. Choi, C.K. and Paik, J.G. (1996a), 'An effective four node degenerated shell elements for geometrically nonlinear analysis', Thin-Walled Structures, 24(3), 261-283 https://doi.org/10.1016/0263-8231(95)00037-2
  5. Choi, C.K. and Noh, H.C. (1996b), 'Analysis of geometrically imperfect cooling tower shell considering the effect of tension stiffening of concrete', Proc. ofthe 4-th Int. Symposium on Natural Cooling Towers
  6. Choi, C.K. and Noh, H.C. (1999), 'Simulation of wind process by spectral representation method and application to cooling tower shell', Wind and Structures, 2(2), 105-117 https://doi.org/10.12989/was.1999.2.2.105
  7. Cotsovos, D.M. and Pavlovic, M.N. (2005), 'Numerical investigation of RC structural walls subjected to cyclic loading', Computers and Concrete, 2(3), 215-238 https://doi.org/10.12989/cac.2005.2.3.215
  8. Crisfield, M.A. (1983), 'An arc-length method including line searches and accelerations', Int. J. for Numer. Meth. Eng., 9, 1269-1289
  9. Hand, F.R., Pecknold, D.A. and Schnobrich, W.C. (1973), 'Nonlinear layered analysis of RC plates and shells', J. Struct. Div., ASCE, 99(ST7), 1491-1505
  10. Hara, T., Kato, S. and Nakamura, H. (1994), 'Ultimate strength of RC cooling tower shells subjected to wind load', Eng. Struct., 16(3), 171-180 https://doi.org/10.1016/0141-0296(94)90075-2
  11. Harte, R., Kratzig, W.B., Noh, S.Y. and Petryna, Y.S. (2000), 'On progressive damage phenomena of structures', Comput. Mech., 25, 404-412 https://doi.org/10.1007/s004660050487
  12. Hinton, E. and Owen, D.R.J. (1984), Finite Elements Software for Plates and Shells, Pineridge Press, Swansea. U.K
  13. Kwak, H.G and Kim, D.Y. (2004), 'Cracking behavior of RC shear walls subject to cyclic loadings', Computers and Concrete, 1(1), 77-98 https://doi.org/10.1296/CAC2004.01.01.06
  14. Gupta, A.K. and Akbar, H. (1984), 'Cracking in reinforced concrete analysis', J. Struct. Eng., ASCE, 110(8), 1735-1746 https://doi.org/10.1061/(ASCE)0733-9445(1984)110:8(1735)
  15. Lin, C.S. and Scordelis, A.C. (1975), 'Nonlinear analysis of RC shell of general form', J. Struct. Div., ASCE, 101(3), 523-538
  16. Mahmoud, B.E.H. and Gupta, A.K. (1993), 'Inelastic large displacement behavior and buckling of hyperbolic cooling tower shells', Research Program on Nuclear Power Plant Structures, Equipment and Piping
  17. Milford, R.V. and Schnobrich, W.C. (1984), 'Nonlinear behavior of reinforced concrete cooling towers', Civil Engng. Studies Structural Research Series No. 514, University of Illinois
  18. Min, C.S. and Gupta, A.K. (1992), 'A study of inelastic behavior of reinforced concrete shells using supercomputers', Dept. of Civil Engng. North Carolina State University at Raleigh
  19. Noh, H.C. (2005), 'Ultimate strength of large scale reinforced concrete thin shell structures', Thin-Walled Structures, 43(9), 1418-1443 https://doi.org/10.1016/j.tws.2005.04.004
  20. Noh, H.C. (2006), 'Nonlinear behavior and ultimate load bearing capacity of reinforced concrete natural draught cooling tower shell', Eng. Struct., 28(3), 399-410 https://doi.org/10.1016/j.engstruct.2005.08.016
  21. Noh, S.Y, Meskouris, K, Harte, R. and Kratzig, W.B. (2003), 'New design concept and damage assessment of large-scale cooling towers', Struct. Eng. Mech., 15(1), 53-70 https://doi.org/10.12989/sem.2003.15.1.053
  22. Owen, D.R.J. and Hinton, E. (1980), Finite Elements in Plasticity. Pineridge Press Limited, Swansea, UK
  23. VGB-Guidelines (1997), 'Structural design of cooling towers', VGB-Technical Committee Essen, Germany
  24. Zahlten, W. and Borri, C. (1998), 'Time-domain simulation of the non-linear response of cooling tower shells subjected to stochastic wind loading', Eng. Struct., 20(10), 881-889 https://doi.org/10.1016/S0141-0296(97)00115-6

Cited by

  1. A total strain-based hysteretic material model for reinforced concrete structures: theory and verifications vol.5, pp.3, 2008, https://doi.org/10.12989/cac.2008.5.3.217