Intermediate HSS bracing members during seismic excitations: modeling, design, and behavior

Abstract

Concentric hollow structural section (HSS) bracing members are used frequently in steel framed structural systems to resist seismic excitations. Finite element modeling of the HSS braces that utilizes the true stress-strain curves produces hysteresis responses that are reasonable matches to the experimental response. True stress-strain curves are obtained from coupon tests or stub-column tests while utilizing an exponential function or strain hardening rule with a trial and error procedure to obtain the hysteresis behavior. In the current study, the true stress-strain curves are directly obtained from tests on stub-columns extracted from the full scale HSS bracing members away from the mid-length plastic hinge after cyclic testing. Two experimental tests (Shaback 2001 and Haddad 2004) were used to validate the model. Results indicate that the stress-strain curves for these braces are not unique. A refined damage accumulation model for ultra-low-cycle fatigue is implemented to predict fracture of the brace tests. The refined damage model is then used in the finite element modeling to predict fracture of braces in a chevron braced frame of an eight-storey building subjected to selected ground motions analyzed using OpenSees program. Results indicate that all braces could sustain the selected earthquake records without fracture.

Keywords

HSS / FEM / stress-strain curves / damage model

References

[1] Shaback B, Brown T. Behaviour of square hollow structural steel braces with end connections under reversed cyclic axial loading. Canadian Journal of Civil Engineering, 2003, 30(4): 745–753

[2] Haddad M. Seismic design of concentrically braced steel frames for earthquakes. PhD Dissertation, Department of Civil, the University of Calgary, Calgary, A B, Canada, 2004

[3] American Institute of Steel Construction (AISC). Seismic provisions for structural steel buildings, Chicago, IL, 2005

[4] American Institute of Steel Construction (AISC). Seismic provisions for structural steel buildings. Chicago, IL, 2010

[5] American Institute of Steel Construction (AISC). Seismic provisions for structural steel buildings. Chicago, IL, 2015

[6] CSA. CSA-S16–09, Design of Steel Structures. Canadian Standards Association, Mississauga, ON, 2009

[7] CSA. CSA-S16–14, Design of Steel Structures. Canadian Standards Association, Mississauga, ON, 2014

[8] Wijesundara K K, Nascimbene R, Rassati G A. Modeling of different bracing configurations in multi-storey concentrically braced frames using a fiber-beam based approach. Journal of Constructional Steel Research, 2014, 101: 426–436

[9] CSA. General requirements for rolled or welded structural quality steel. CAN/CSA-40.21–98, Canadian Standards Association, Rexdale, Ontario, 1998

[10] ASTM A500. Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

[11] Astaneh-Asl A, Goel S C, Hanson R D. Cyclic out-of-plane buckling of double-angle bracing. Journal of Structural Engineering, 1985, 111(5): 1135–1153

[12] Abaqus.User’s Manual. Version, 11.6, Hibbitt, Karlsson, and Sorensen, Inc, Providence, RI, 2011

[13] Galambos T V, ed. Guide to Stability Design Criteria for Metal Structures. John Wiley and Sons Inc. 5th ed. 1988, 814–822

[14] MSC/PATRAN. User’s Guide and reference manuals, MSC Software Corporation, Santa Ana, CA, 2011.

[15] Ziegler H. A Modification of Prager’s Hardening Rule. Quarterly of Applied Mathematics, 1959, 17: 55–65

[16] Huang Y, Mahin S A. A cyclic damage plasticity model: implementation and applications. Proceedings of the10th International LS-DYNA Users Conference, Dearborn, Michigan USA. June 8–10, 2008, 14

[17] American Institute of Steel Construction (AISC). Specifications for Structural Steel Design. Chicago, IL, 2010

[18] CEB. Eurocode 3: Design of Steel Structures – Part 1–1: General Rules for Buildings. EN 1993–1-1:2005(E). European Committee for Standardization, Brussels, Belgium, 2005

[19] Cheng J J R, Grondin G Y, Yam M C H. Design and behavior of gusset plate connections. Steel Connection IV Workshop, Roanoke, VA, 2000

[20] Hsiao J K, Tempinson D W, Li J. The effect of frame deformation on the welded gusset plates for diagonal bracing elements loaded in tension. Advanced Steel Construction, 2012, 8(4): 398–421

[21] Hassan M S, Goggins J, and Salawdeh S. Characterising the effect of global and local geometric imperfections on the numerical performance of a brace member. Journal of Physics: Conference Series, 2015, 628(1), 012063

[22] Ziemian R. Guide to Stability Design for Metal Structures. Hoboken: John Wiley and Sons, 2010

[23] Chajes A. Principles of Structural Stability Theory. New Jersey: Prentice-Hall, Inc. Englewood Cliffs, 1974

[24] Hu J W. Seismic analysis and evaluation of several recentering braced frame structures. Proceedings of the Institution of Mechanical Engineers Part C. Journal of Mechanical Engineering Part C Science, 2014, 228(5): 781–798

[25] Wijesundara K K, Bolognini D, Nascimbene R, Calvi G M. Review of design parameters of concentrically braced frames with RHS shape braces. Journal of Earthquake Engineering, 2009, 13(sup1 S1): 109–131

[26] Nascimbene R, Rassati G A, Wijesundara K. Numerical simulation of gusset plate connections with rectangular hollow section shape brace under quasi-static cyclic loading. Journal of Constructional Steel Research, 2012, 70: 177–189

[27] D’Aniello M, La Manna A G, Portioli F, Landolfo R. Modelling aspects of the seismic response of steel concentric braced frames. Steel and Composite Structures. International Journal (Toronto, Ont.), 2013, 15(5): 539–566

[28] D’Aniello M, La Manna A G, Portioli F, Landolfo R. The influence of out-of-straightness imperfection in Physical-Theory models of bracing members on seismic performance assessment of concentric braced structures. Structural Design of Tall and Special Buildings, 2015, 24(3): 176–197

[29] Li P, Wu M. Parametric study of cable-stiffened single-layer cylindrical latticed shells with different supporting conditions. Journal of Constructional Steel Research, 2016, 121: 457–467

[30] Haddad M, Tremblay R. Influence of connection design on the inelastic seismic response of HSS steel bracing members. In: Proceedings of the 11th International Symposium and IIW International Conference on Tubular Structures. Packer J, Willibad S, eds. Leiden, The Netherlands: Taylor & Francis, 2006, 639–646

[31] Robert N, Tremblay R. Seismic design and behaviour of chevron steel braced frames. Proceedings of the 12th world conference on Earthquake Engineering, 12WCEE 2000, Auckland, New Zealand, 30 January- 4 February, 2000, 2413

[32] Chen L, Tirca L. Simulating the seismic response of concentrically braced frames using physical theory brace models. Open Journal of Civil Engineering, 2013, 3(02): 69–81

[33] Tirca L, Chen L, Tremblay R. Assessing collapse safety of CBF buildings subjected to crustal and subduction earthquakes. Journal of Constructional Steel Research, 2015, 115: 47–61

[34] NRCC. National Building Code of Canada, 13th ed., National Research Council of Canada, Ottawa, ON, 2010

[35] McKenna F, Fenves G L. Open System for Earthquake Engineering Simulation (OpenSees), Pacific Earthquake Engineering Research Center (PEER), University of California, Berkeley, C A, 2014. (http://opensees.berkeley.edu/)

[36] Aguero A, Izvernari C, Tremblay R. Modelling of the seismic response of concentrically braced steel frames using the OpenSees analysis environment. International Journal of Advanced Steel Construction, 2006, 2(3): 242–274

[37] Uriz P, Filippou F C, Mahin S A. Model for cyclic inelastic buckling of steel braces. Journal of Structural Engineering, 2008, 134(4): 619–628

[38] PEER. PEER Strong Ground Motion Database. Pacific Earthquake Engineering Center. 2011 (http://peer.berkeley.edu/nga/)

[39] D’Aniello M, Costanzo S, Landolfo R. The influence of beam stiffness on seismic response of chevron concentric bracings. Journal of Constructional Steel Research, 2015, 112: 305–324

[40] Tenchini A, D’Aniello M, Rebelo C, Landolfo R, da Silva L, Lima L. High strength steel in chevron concentrically braced frames designed according to Eurocode 8. Engineering Structures, 2016, 124: 167–185

Acknowledgements

The study was made possible by financial support of the Individual Research Grant of the UAEU (SEED – G00001044) and the UAEU Program for Advanced Research (UPAR – G00001916) fund. Many thanks for Brad Shaback for providing the experimental data.

RIGHTS & PERMISSIONS

2016 Higher Education Press and Springer-Verlag Berlin Heidelberg