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Design of Braced Frames

  • I. Vayas
Part of the International Centre for Mechanical Sciences book series (CISM, volume 420)

Abstract

As well known, structures in seismic regions are designed so that:
  • collapse is prevented during strong rare earthquakes and

  • the extend of damage is limited during moderate, frequent earthquakes.

Seismic building Codes introduce two limit states beyond which the structure no longer satisfies the design performance requirements, an ultimate limit state associated with no collapse and a serviceability limit state associated with damage limitation.

Keywords

Shear Stiffness Unbalanced Force Gusset Plate Tension Field Transverse Stiffener 
These keywords were added by machine and not by the authors. This process is experimental and the keywords may be updated as the learning algorithm improves.

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Referaences

  1. AISC. (1995). Load and Resistance Factor Design (LRFD), ALSC, ChicagoGoogle Scholar
  2. AISC. (1997). Seismic Provisions of Structural Steel Buildings, AISC, Chicago.Google Scholar
  3. Akiyama, R (1985). Earthquake-Resistant Limit-State Design for Buildings, University of Tokyo Press.Google Scholar
  4. Black, RG., Wenger, W.A. and Popov, E.P. (1980). Inelastic Buckling of Steel Struts Under Cyclic Load Reversal. Report No. UCB/EERC-80/40. Berkeley: Earth. Eng. Research Center. Univ. of California.Google Scholar
  5. Bruneau, M., Uang, C-M and Whittaker, A. (1998). Ductile Design of Steel Structures, McGraw-Hill.Google Scholar
  6. ECCS. (1986). Study on Design of Steel Building in Earthquake Zones, ECSC Technical Research Agreement 7210-ZZ 437.Google Scholar
  7. Eurocode 3. (1992). Design of steel structures, Part 1.1: General rules and rules for Buildings. European Committee for Standardization (CEN), ENV 1993–1. 1.Google Scholar
  8. Eurocode 8. (1994). Design provisions for earthquake resistance of structures– Part 1.3: General rules Specific rules for various materials and elements. European Committee for Standardization (CE1V), ENV 1998–1–3.Google Scholar
  9. Engelhardt, MD. and Popov, E.P. (1989). Behaviour of Long Links in Eccentrically Braced Frames, Report No. UCB/EERC-89/01. Berkeley: Earth. Eng. Research Center. Univ. of California.Google Scholar
  10. Kasai, K. and Han, X. (1997). New EBF design method and application: Redesign and analysis of US-Japan EBF. In Mazzolani, F., and Akiyama, H., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’97, Edizioni 10/17, 242–249.Google Scholar
  11. Kasai, K. and Higgins, C. (1997). Real-time and full-scale tests of a viscoelastically damped steel frame under large seismic and gravity loads. In Mazzolani, F., and Akiyama, R, eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’97, Edizioni 10/17, 708–715.Google Scholar
  12. Kasai, K. and Popov, E.P. (1986). A Study of Seismically Resistant Eccentrically Braced Frames. Report No. UCB/EERC-86/01. Berkeley: Earth. Eng. Research Center. Univ. of California.Google Scholar
  13. Lu, L.-Wu, Rides, J.M. and Kasai, K. (1997). Global performance, General report. In Mazzolani, F., and Akiyama, H., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’87, Edizioni 10/17, 361–381.Google Scholar
  14. Mazzolani, F.M. and Serino, G. (1997). Viscous energy dissipation devices for steel structures: Modelling, analysis and application. In Mazzolani, F., and Akiyama, H., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’97, Edizioni 10/17, 724–733.Google Scholar
  15. Nakashima, M., Milani, T. and Tsuji, B. (1997). Control of maximum and cumulative deflections in steel building structures combined with hysteretic dampers. In Mazzolani, F., and Akiyama, H., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’97, Edizioni 10/17, 744–751.Google Scholar
  16. Rides, J.M and Bolin, S.M. (1991). Seismic performance of eccentricity braced frames, Report 91–09 Str. Sys. Research Prof., University of California, San Diego.Google Scholar
  17. Serino, G. (1994). Design methodologies for energy dissipation devices to improve seismic performance of steel buildings. In Mazzolani, F., and Gioncu, V., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’94, E zhaohuan FN SPON, 703–713Google Scholar
  18. Takayama, Ni, Tsujii, T., Ogura, K., Izumi, M and Tsujita, O. (1997). Seismic design for framing structure equipped with energy absorbing systems, In Mazzolani, F., and Akiyama, H., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’97, Edizioni 10/17, 770–777.Google Scholar
  19. Vayas, I., Pasternak, H., Schween, T. (1995). Cyclic Behavior of beam-to-column steel joints with slender web panels, ASCE, J. ofStruct. Engn. Vol 121, No 2, 240–248.CrossRefGoogle Scholar
  20. Vayas, I., Pasternak, It Schween, T. (1994). Beanspruchbarkeit und Verformung von Rahmenecken mit schlanken Stegen, Bauingenieur 69, 311–317.Google Scholar
  21. Vayas, I. (1996). Stregnth and Ductility of Axially Loaded Members with Ôutstand Plated Elements, In Rondal, J. et al., eds. Proc. Coupled Instabilities in Alletal Structures, CIMS ’96, Liege, Imperial College Press, 189–198.Google Scholar
  22. Vayas, I. (1997). Stability and Ductility of Steel Elements, J. of Constructional Steel Research Vol. 44, 1–2, 23–50.CrossRefGoogle Scholar
  23. Wada, A, Huang, Y.H., Yamada, T., Ono, Y., Sugiyama, S., Baba, M., Miyabara, T. (1997). Actual size and real time speed tests for hysteretic steel dampers, In Mazzolani, F., and Akiyama, H., eds., Behaviour of Steel Structures in Seismic Areas, Stessa ’97, Edizioni 10/17, 778–785.Google Scholar
  24. Yamada, M. (1980). Bauen in erdbebengefährdeten Gebieten, Deutsche Bauzeitung 11/80 Google Scholar

Copyright information

© Springer-Verlag Wien 2000

Authors and Affiliations

  • I. Vayas
    • 1
  1. 1.National Technical University of AthensAthensGreece

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