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Progressive Collapse of Hyperbolic Cooling Tower Considering the Support Inclinations

Authors: Esmaeil Asadzadeh, Mehtab Alam

Abstract:

Progressive collapse of the layered hyperbolic tower shells are studied considering the influences of changes in the supporting columns’ types and angles. 3-D time history analyses employing the finite element method are performed for the towers supported with I-type and ᴧ-type column. It is found that the inclination angle of the supporting columns is a very important parameter in optimization and safe design of the cooling towers against the progressive collapse. It is also concluded that use of Demand Capacity Ratio (DCR) criteria of the linear elastic approach recommended by GSA is un-conservative for the hyperbolic tower shells.

Keywords: Progressive collapse, cooling towers, finite element analysis, crack generation, reinforced concrete.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1124003

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References:


[1] O. A. Mohamed, “Progressive Collapse of Structures: Annotated Bibliography and Comparison of Codes and Standards,” Journal of Performance of Constructed Facilities, vol. 20, no. 4, pp. 418-425, 2006.
[2] ASCE. (2002). ‘‘Minimum design loads for buildings and other structures,’’ American Society of Civil Engineers publication, ISBN: 0-7844-0624-3.
[3] Federal Emergency Management Agency. (FEMA). (1997). ‘‘NEHRP guidelines for the seismic rehabilitation of buildings.’’FEMA-273, Washington, D.C.
[4] Federal Emergency Management Agency. (FEMA). (1997). ‘‘NEHRP commentary on the guidelines for the seismic rehabilitation of build-ings.’’FEMA-274Washington, D.C.
[5] General Services Administration (GSA). (2000). Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects. Office of Chief Architect, Washington, D.C.
[6] Department of Defense (DoD). (2002). ‘‘Unified facilities criteria (UFC), DoD minimum antiterrorism standards for buildings.’’ Department of Defense, UFC 4-010-01, U.S. Army Corps of Engineering, Washing-ton, D.C., 31.
[7] British Standards Institute (BSI). (1996). BS6399: Loading for buildings-Part 1, code of practice for dead and imposed loads, British Standards Institute, London.
[8] British Standards Institute (BSI). (1996). BS8110: Structural use of concrete-Part 1, code of practice for design and construction, British Standards Institute, London.
[9] Canadian Commission on Building and Fire Codes. (1995). National building code of Canada (NBC), Canada.
[10] G. Kaewkulchai and E. B. Williamson, "Modeling the Impact of Failed Members for Progressive Collapse Analysis of Frame Structures," Journal of Performance of Constructed Facilities. 20, Special Issue: Mitigating the Potential for Progressive Disproportionate Structural Collapse, pp. 375–383, 2006.
[11] E. Masoero, F. Wittel, H. Herrmann, and B. Chiaia, “Progressive Collapse Mechanisms of Brittle and Ductile Framed Structures,” Journal of Engineering Mechanics, vol. 136, no. 8, pp. 987-995, 2010.
[12] S. Marjanishvili, “Progressive Collapse Mechanisms of Brittle and Ductile Framed Structures,” Journal of Performance of Constructed Facilities. 18, Special Issue: Blast Mitigation and Design against Terrorism, pp. 79-85, 2004.
[13] S. Marjanishvili and E. Agnew, “Comparison of Various Procedures for Progressive Collapse Analysis," Journal of Performance of Constructed Facilities. 20, SPECIAL ISSUE: Mitigating the Potential for Progressive Disproportionate Structural Collapse, pp. 365–374, 2006.
[14] K. Menchel, T. Massart, Y. Rammer, and P. Bouillard, “Comparison and Study of Different Progressive Collapse Simulation Techniques for RC Structures,” Journal of Structural Engineering, vol. 135, no. 6, pp.685–697, 2009.
[15] Y. Alashker, H. Li, and S. El-Tawil, “Approximations in Progressive Collapse Modeling,” Journal of Structural Engineering. 137, Special Issue: Commemorating 10 Years of Research since 9/11, pp.914–924, 2011.
[16] W. B. Krätzig, and Y. Zhuang, "Collapse simulation of reinforced concrete natural draught cooling towers," Engineering Structures, vol. 14, pp. 291–299, 1992.
[17] L. Feng, L. Yi, G. Xianglin, Z. Xinyuan, and T. Dongsheng, "Prediction of ground vibration due to the collapse of a 235 m high cooling tower under accidental loads," Nuclear Engineering and Design, vol. 258, pp. 89– 101, 2013.
[18] Y. Li, X.Q. Lu, F. Lin, and X.L. Gu, "Numerical simulation analysis on collapse of a super large cooling tower subjected to accidental loads," 21st International Conference on Structural Mechanics in Reactor Technology (SMiRT 21), New Delhi, India, pp. 349–357, 2011.
[19] L. Yi, L. Feng, G. Xianglin, and L. Xiaoqin, "Numerical research of a super-large cooling tower subjected to accidental loads," Nuclear Engineering and Design, vol. 269, pp. 184– 192, 2014.
[20] T. Hara, and P.L. Gould, "Local–global analysis of cooling tower with cutouts," Computers & Structures, vol. 80, no. 27–30, pp. 2157–2166, 2002.
[21] E. Asadzadeh, A. Rajan, M.S. Kulkarni, and S. Asadzadeh, "Finite Element Analysis for Structural Response of RCC Cooling Tower Shell Considering Alternative Supporting Systems," International Journal of Civil Engineering and Technology (IJCIET), vol. 3, no. 1, pp. 82-98, 2012.
[22] Asadzadeh, E. Alam, M. Asadzadeh, S. (2014). "Dynamic response of layered hyperbolic cooling tower considering the effects of support inclinations." Stru Eng and Mech, 50(6), 797-816.
[23] S. Gopinath, N. Iyer, J. Rajasankar, and S. D'Souza, "Nonlinear analysis of RC shell structures using multilevel modeling techniques," Engineering Computations, vol. 29, no. 2, pp.104-124, 2012.
[24] X. Z. Lu, J.J. Jiang, "Dynamic finite element simulation for the collapse of world trade center," China Civ. Eng. J., vol. 34, 8–10 (in Chinese), 2001.