Journal of the Earthquake Engineering Society of Korea (한국지진공학회논문집)

Earthquake Engineering Society of Korea (한국지진공학회)
권호 표지
DOI QR코드

DOI QR Code

Appropriate Response Index for Predicting Rupture in WUF-W Connections using FEA

유한요소 해석을 이용한 WUF-W 접합부 최적의 파단 예측 반응지표 선정

  • Received : 2017.02.09
  • Accepted : 2017.04.18
  • Published : 2017.09.01
Download PDF
⟨ Previous Next ⟩

Abstract

The WUF-W moment connection is a pre-qualified connection that can be used for special moment frames specified in current seismic design specifications. Since the stress distribution near the connection varies according to access hole configuration, the cyclic performance of WUF-W connections is strongly affected by the access hole configurations. To evaluate the connection performance according to various access hole configurations, it is expensive to conduct experiments with many connection specimens. Instead, finite element analyses (FEA) can be performed. Throughout the FEA, stress and strain distribution in the connection can be monitored at each loading step. The purpose of this study is to construct nonlinear 3-dimensional FE models for accurately predicting the cyclic behavior of WUF-W connections. For predicting connection fracture using FEA, an appropriate response index detecting the incidence of connection rupture is proposed.

Keywords

References

  1. Youssef NF, Bonowitz D, Gross JL. A Survey of Steel Moment-Resisting Frame Buildings Affected By the 1994 Northridge Earthquake, National Technical Information Service (NTIS). Rep. No. NISTIR 5625. Gaithersburg. MD; c1995.
  2. Stojadinovic B, Goel SC, Lee KH, Margarian AG, Choi JH. Parametric Tests on Unreinforced Steel Moment Connections. J. Struct. Eng. 2000 Jan;126(1):40-49. https://doi.org/10.1061/(ASCE)0733-9445(2000)126:1(40)
  3. SAC Joint Venture. Recommended seismic design criteria for new steel moment frame buildings. FEMA 350. Richmond. CA; c2000.
  4. Ricles JM, Mao C, Lu LW, Fisher JW. Development and evaluation of improved details for ductile welded unreinforced flange connection. SAC Joint Venture. Rep. No. SAC/BD-00/24. Sacramento. CA; c2000.
  5. Lee D, Cotton SC, Hajjar JF, Dexter RJ, Ye Y. Cyclic connections reinforced by alternative column stiffner details I: panel zone behavior and doubler plate detailing. AISC Engineering Journal. 2005a;42(4):189-214.
  6. Lee D, Cotton SC, Hajjar JF, Dexter RJ, Ye Y. Cyclic connections reinforced by alternative column stiffner details II: panel zone behavior and doubler plate detailing. AISC Engineering Journal. 2005b;42(4):215-238.
  7. American Institute of Steel Construction. Prequalified connections for special and intermediate steel moment frames for seismic applications. AISC/AISC 358-10. Chicago. IL; c2010.
  8. Hwang SH, Moon KH, Han SW, Lee JY. Inelastic cyclic loading tests on welded unreinforced flange-welded web(WUF-W) moment connections. Journal of Architectural Institute of Korea. 2010 Oct; 26(10):61-68.
  9. Han SW, Jung J, Moon KH, Kim JW. Experimental evaluation of the seismic performance of WUF-W moment connections with a modified access hole. Journal of Earthquake Engineering Society of Korea. 2012 Dec;16(6):21-28. https://doi.org/10.5000/EESK.2012.16.6.021
  10. AWS (American Welding Society). Structural Welding Code-Seismic Supplement. AWS D1.8/D1.8M. Miami. FL; c2009.
  11. Ricles JM, Fisher JW, Lu LW, Kaufmann EJ. Development of improved welded moment connections for earthquake-resistant design. ASCE Journal of Structural Engineering. 2002 Oct;58(19):565-604.
  12. Ricles JM, Mao C, Lu LW, Fisher JW. Inelastic cyclic testing of welded unreinforced moment connections. ASCE Journal of Structural Engineering. 2002 Apr;128(4):429-440. https://doi.org/10.1061/(ASCE)0733-9445(2002)128:4(429)
  13. Mao C, Ricles J, Lu LW, Fisher J. Effect of local details on ductility of welded moment connections. ASCE Journal of Structural Engineering. 2001 Sep;127(9):1036-1044. https://doi.org/10.1061/(ASCE)0733-9445(2001)127:9(1036)
  14. American Institute of Steel Construction. Seismic Provisions for Structural Steel Buildings. AISC/AISC 341-10, Chicago, IL; c2010.
  15. Dassault Systemes. ABAQUS Analysis User's Manual. Providence RI. c2010.
  16. El-Tawil S, Mikesell T, Vidarsson E, Kunnath SK. Strength and Ductility of FR Welded-Bolted Connections. SAC Joint Venture. Rep. No. SAC/BD-98/01. Sacramento. CA; c1998.
  17. Chaboche JL. Time-independent constitutive theories for cyclic plasticity. International Journal of Plasticity. 1986 Jan;2(2):149-188. https://doi.org/10.1016/0749-6419(86)90010-0
  18. Kaufmann EJ. Characterization of cyclic inelastic strain behavior on properties of A572 Gr.50 and A913 Gr. 50 Rolled Sections. ATLSS Rep. No. 01-13. Bethlehem. PA; c2001.
  19. Atashzaban A, Hajirasouliha I, Jazany RA, Izadinia M. Optimum drilled flange moment resisting connections for seismic regions. J. Constr. Steel. Res. 2015 Sep;112:325-338. https://doi.org/10.1016/j.jcsr.2015.05.013
  20. Lemaitre J. Reinitiation of a crack reaching an interface. International Journal of Fracture. 1996 Jun;80(4):257-276 https://doi.org/10.1007/BF00018507
  21. Hancock JW, Mackenzie AC. On the mechanisms of ductile failure in high-strength steels subjected to multi-axial stress-states. J. Mech. Phys. Solids. 1976 Jun;24(2):147-160. https://doi.org/10.1016/0022-5096(76)90024-7
  22. Lu LW, Ricles JM, Fisher JW. Critical issues in achieving ductile behavior of welded moment connections. Journal of Constructional Steel Research. 2000 Jul;55:325-341. https://doi.org/10.1016/S0143-974X(99)00092-9