Comparison of PSO and SA algorithms Efficiency in Fitting the Relationship Between the Link Beam and Global Ductility function of EBFs under the Forward Directivity Earthquakes

Document Type : Original Article

Authors

1 Department of Civil Engineering, Abadan Branch, Islamic Azad University, Abadan, Iran

2 Department of Civil Engineering, Institute for Higher Education ACECR, Khouzestan, Iran

3 Department of Civil Engineering, Shoushtar Branch, Islamic Azad University, Shoushtar, Iran

Abstract

The most important form of structural ductility, known as global ductility, depends on the base shear force and the displacement of the roof of the structure. If the global ductility of the structure can be calculated by local ductility, the volume of calculations will be significantly reduced. Therefore, it is logical to obtain an acceptable estimate of these two requirements using a simple method during the seismic design process of the building. In this paper, using a database consisting of 12,960 structural frames with 3, 6, 9, 12, 15 and 20 floors, 3 types of column stiffness and 3 degrees of bracing slenderness and using the advantages of Particle Swarm Optimization (PSO) and Simulated Annealing (SA) algorithms present an empirical relationship between global and local ductility. All models have been analyzed under 20 pulse-like near-fault earthquakes considering 4 different performance levels. The results of validation show 81.26% and 69.07% correlation of the proposed relationships from PSO and SA algorithms. Therefore, the coefficients obtained from the particle swarm algorithm were introduced as the final result to apply in the proposed relation the coefficient of behavior of divergently braced steel structures. A comparison of the structural deformation demands resulting from the proposed relationships and an analysis of time history, confirm the existence of an acceptable agreement.

Keywords

Main Subjects

References

[1]   A. ASCE, "Minimum design loads for buildings and other structures," ed: Reston, VA, 2010.
[2]   S. E. Institute, Minimum design loads for buildings and other structures (no. 5). Amer Society of Civil Engineers, 2006.
[3]   A. T. Council, Improvement of nonlinear static seismic analysis procedures. FEMA Region II, 2005.
[4]   R. L. Mayes and F. Naeim, "The Seismic Design Handbook 2nd Edition Ch. 14 Design of Structures with Seismic Isolation," ed: Kluwer Academic Publishers, 2001.
[5]   K. Galal and A. Ghobarah, "Effect of near-fault earthquakes on North American nuclear design spectra," Nuclear Engineering and Design, vol. 236, no. 18, pp. 1928-1936, 2006.
[6]   I. CHOI, M. K. Kim, Y.-S. Choun, and J.-M. Seo, "Shaking table test of steel frame structures subjected to scenario earthquakes," Nuclear Engineering and Technology, vol. 37, no. 2, pp. 191-200, 2005.
[7]   J. P. Stewart, S.-J. Chiou, J. D. Bray, R. W. Graves, P. G. Somerville, and N. A. Abrahamson, "Ground motion evaluation procedures for performance-based design," Soil dynamics and earthquake engineering, vol. 22, no. 9-12, pp. 765-772, 2002.
[8]   J. F. Hall, T. H. Heaton, M. W. Halling, and D. J. Wald, "Near-source ground motion and its effects on flexible buildings," Earthquake spectra, vol. 11, no. 4, pp. 569-605, 1995.
[9]   H. Krawinkler, J. Anderson, V. Bertero, W. Holmes, and C. Theil Jr, "Steel buildings," Earthquake Spectra, vol. 12, no. S1, pp. 25-47, 1996.
[10]  N. Makris and C. J. Black, "Dimensional analysis of bilinear oscillators under pulse-type excitations," Journal of Engineering Mechanics, vol. 130, no. 9, pp. 1019-1031, 2004.
[11]  M. Gerami and D. Abdollahzadeh, "Local and global effects of forward directivity," Građevinar, vol. 65, no. 11., pp. 971-985, 2013.
[12]  A. Mashayekhi, M. Gerami, and N. Siahpolo, "Assessment of Higher Modes Effects on Steel Moment Resisting Structures under Near-Fault Earthquakes with Forward Directivity Effect Along Strike-Parallel and Strike-Normal Components," International Journal of Steel Structures, vol. 19, no. 5, pp. 1543-1559, 2019.
[13]  L. Li, Z. Huang, and F. Liu, "A heuristic particle swarm optimization method for truss structures with discrete variables," Computers & Structures, vol. 87, no. 7-8, pp. 435-443, 2009.
[14]  E. Doğan and M. P. Saka, "Optimum design of unbraced steel frames to LRFD–AISC using particle swarm optimization," Advances in Engineering Software, vol. 46, no. 1, pp. 27-34, 2012.
[15]  S. Chatterjee, S. Sarkar, S. Hore, N. Dey, A. S. Ashour, and V. E. Balas, "Particle swarm optimization trained neural network for structural failure prediction of multistoried RC buildings," Neural Computing and Applications, vol. 28, no. 8, pp. 2005-2016, 2017.
[16]  L. Lamberti, "An efficient simulated annealing algorithm for design optimization of truss structures," Computers & Structures, vol. 86, no. 19-20, pp. 1936-1953, 2008.
[17]  C. Tort, S. Şahin, and O. Hasançebi, "Optimum design of steel lattice transmission line towers using simulated annealing and PLS-TOWER," Computers & Structures, vol. 179, pp. 75-94, 2017.
[18]  C. Millan-Paramo and J. E. Abdalla Filho, "Modified simulated annealing algorithm for optimal design of steel structures," Revista Internacional de Métodos Numéricos para Cálculo y Diseño en Ingeniería, vol. 35, no. 1, 2019.
[19]  S. A. Razavi, N. Siahpolo, and M. Mahdavi Adeli, "The use of PSO and SA Optimization Algorithms in Estimating the Behavior factor of EBFs under Near-fault Pulse-type Earthquakes," in Journal of Structural and Construction Engineering, 2020. (in Persian).
[20]  Yakhchalian, Masood, Neda Asgarkhani, and Mansoor Yakhchalian. "Evaluation of deflection amplification factor for steel buckling restrained braced frames." Journal of Building Engineering 30 (2020): 101228.‏
[21]  R. Pekelnicky, S. D. Engineers, S. Chris Poland, and N. D. Engineers, "ASCE 41-13: Seismic Evaluation and Retrofit Rehabilitation of Existing Buildings," Proceedings of the SEAOC, 2012.
[22]  M. Bosco, E. M. Marino, and P. P. Rossi, "Modelling of steel link beams of short, intermediate or long length," Engineering structures, vol. 84, pp. 406-418, 2015.
[23]  A. Fakhraddini, S. Hamed, and M. J. Fadaee, "Peak displacement patterns for the performance-based seismic design of steel eccentrically braced frames," Earthquake Engineering and Engineering Vibration, vol. 18, no. 2, pp. 379-393, 2019.
[24]  M. Bosco and P. Rossi, "Seismic behaviour of eccentrically braced frames," Engineering Structures, vol. 31, no. 3, pp. 664-674, 2009.
[25]  A. Kuşyılmaz and C. Topkaya, "Design overstrength of steel eccentrically braced frames," International Journal of Steel Structures, vol. 13, no. 3, pp. 529-545, 2013.
[26]  P. Rossi and A. Lombardo, "Influence of the link overstrength factor on the seismic behaviour of eccentrically braced frames," Journal of Constructional Steel Research, vol. 63, no. 11, pp. 1529-1545, 2007.
[27]  A. Committee, "Specification for structural steel buildings (ANSI/AISC 360-10)," American Institute of Steel Construction, Chicago-Illinois, 2010.
[28]  J. W. Baker, "Quantitative classification of near-fault ground motions using wavelet analysis," Bulletin of the Seismological Society of America, vol. 97, no. 5, pp. 1486-1501, 2007.
Journal of Structural and Construction Engineering
Volume 8, Issue 10 - Serial Number 50
January 2022
Pages 317-333

Files

History

  • Receive Date: 26 January 2021
  • Revise Date: 29 May 2021
  • Accept Date: 04 July 2021

Share

How to cite

Statistics