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Finite Element analysis of a hybrid RCS beam-column connection

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A new type of exterior RCS connection, in which a steel pro le totally embedded inside RC
column is directly welded to the steel beam, is recently proposed within European RCFS
project SMARTCOCO. This kind of joint detail is not covered by the existing design
guidelines. Indeed, Eurocodes 2, 3 and 4 give some provisions that can partly be used for
the design of such a joint. There remains however a real lack of knowledge relatively to the
issue of the force transmission from the embedded steel pro le to the surrounding concrete
of the column. Questions that can rise when designing such a connection are about the
optimal anchorage length to embed the steel pro le or about the design of reinforcements
in the connection zone of the RC column and in the transition zone at each end of the
embedded steel pro le. Based on Eurocodes and existing research works in the literature,
a design method is proposed within European RCFS project SMARTCOCO. However,
experimental tests and numerical simulations need to be conducted to valid this method.
This paper deals with nonlinear nite element model for this type of exterior RCS beamcolumn
connection. The material nonlinearities of concrete, steel beam, stud and rebar
are included in the nite element model. Four RCS joints with di erent anchorage lengths
and concrete classes are modeled. The failure modes and loads are analyzed and compared
to the predicted ones of the design model.

Published in: Engineering
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Finite Element analysis of a hybrid RCS beam-column connection

  1. 1. Intro FE model Results Conclusions RCS Joint test Finite Element analysis of a hybrid RCS beam-column connection Quang-Huy Nguyen*; Mohammed Hjiaj*; Xuan Huy Nguyen**; Huy Cuong Nguyen** * Structural Engineering Research Group, INSA de Rennes, France ** University of Transport and Communications, Vietnam 12 May 2015 1/24 International Conference CIGOS Paris, 11-12 May 2015
  2. 2. Intro FE model Results Conclusions RCS Joint test Overview 1 Introduction 2 3D Finite Element model 3 Results and Discussions 4 Conclusions 5 RCS Joint tested at UTC of Vietnam 2/24 International Conference CIGOS Paris, 11-12 May 2015
  3. 3. Intro FE model Results Conclusions RCS Joint test Introduction Smart Composite Components Concrete Structures Reinforced by Steel Profiles “SmartCoCo” project Grant Agreement RFSR-CT-2012-00031 Hervé DEGEE, Teodora BOGDAN, André PLUMIER Université de Liège, Coordinator Nicoleta POPA, Louis-Guy CAJOT ArcelorMittal Jean-Marie DE BEL, Pierre MENGEOT BESIX SA Quang-Huy NGUYEN, Mohammed HJIAJ, Hugues SOMJA INSA Rennes Ahmed ELGHAZOULI, Dan BOMPA Imperial College London 3/24 International Conference CIGOS Paris, 11-12 May 2015
  4. 4. Intro FE model Results Conclusions RCS Joint test Introduction Overview of the project Develop design guidance for “hybrid” structural situations which are: neither reinforced concrete Eurocode 2, ACI 318 nor composite steel-concrete Eurocode 4, AISC 2010 Practical situations analysed • Composite column sections with more than one fully encased steel profile Hong Kong International Finance Center: Hybrid column with 3 steel section as reinforcement 4/24 International Conference CIGOS Paris, 11-12 May 2015
  5. 5. Intro FE model Results Conclusions RCS Joint test Introduction Practical situations analysed • Composite elements used to transfer forces from composite beams to RC columns or walls, namely “RCS joint ” • Connections of RC flat slabs or beams to columns or walls Hybrid joint 5/24 International Conference CIGOS Paris, 11-12 May 2015
  6. 6. Intro FE model Results Conclusions RCS Joint test Introduction RCS joint overview • Design model proposed by Kanno and Deierlein (2002) for RCS joints; • The model is the improvement of ASCE Guidelines RCS joints in buildings located in low to moderate seismic risk zones. 6/24 International Conference CIGOS Paris, 11-12 May 2015
  7. 7. Intro FE model Results Conclusions RCS Joint test Introduction RCS overview • Nishiyama et al. (2004): Guidelines for Seismic Design of Steel-Concrete Composite Structures; • Design based the "strong column-weak beam" philosophy; • The joint failure modes are similar to the design guidelines of the ASCE 1994, for the shear failure and bearing failure 7/24 International Conference CIGOS Paris, 11-12 May 2015
  8. 8. Intro FE model Results Conclusions RCS Joint test Introduction Objective: • Study a new type beam-column joint which is the connection of steel beam to RC column: A steel profile is totally embedded into a RC column is used to connect the beam through the steelwork part of composite section • Particular attention will be paid to The force transmission problem between the embedded steel profile and the concrete of the column The failure mode of this new type of connection o Different anchorage lengths o Different concrete classes Studied hybrid joint 8/24 International Conference CIGOS Paris, 11-12 May 2015
  9. 9. Intro FE model Results Conclusions RCS Joint test Introduction Test Specimens The four specimens were pre-designed based on the tentative design method developed within Smartcoco project. 9/24 International Conference CIGOS Paris, 11-12 May 2015
  10. 10. Intro FE model Results Conclusions RCS Joint test 3D Finite Element model Abaqus 3D model of a half exterior RSC joint specimen Interaction and constrain conditions: • Embedded constraint can be used for the interaction between rebars and concrete surrounding; • Hard contact with frictionless for surface to surface contact between the profile and the concrete. Material models: • For concrete: Damage Plasticity model (Lee and Fenves 1998). • For steel: Von Mises yield criterion with isotropic hardening rule. 10/24 International Conference CIGOS Paris, 11-12 May 2015
  11. 11. Intro FE model Results Conclusions RCS Joint test 3D Finite Element model Element type and meshing C3D8R-element: 8-node linear brick element with reduced integration stiffness; T3D2-element: 2-node linear 3-D truss element HJS4 specimen: • 32618 concrete elements • 2976 steel elements • 690 rebar elements 11/24 International Conference CIGOS Paris, 11-12 May 2015
  12. 12. Intro FE model Results Conclusions RCS Joint test 3D Finite Element model Parameter set: o Anchorage length Le: o Concrete class 1 m 1,1 m 1,25 m 1,5 m C30 C40 C50 C60 12/24 International Conference CIGOS Paris, 11-12 May 2015
  13. 13. Intro FE model Results Conclusions RCS Joint test Results and Discussions 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Displacement [mm] Appliedload[kN] Concrete C30 L e = 100 cm Le = 110 cm Le = 125 cm L e = 150 cm Comment: The behaviour of the hybrid joints is unchanged when the anchorage length Le > 1 13/24 International Conference CIGOS Paris, 11-12 May 2015
  14. 14. Intro FE model Results Conclusions RCS Joint test Results and Discussions Comment: The behaviour of the hybrid joints is unchanged when the anchorage length Le > 1 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Displacement [mm] Appliedload[kN] Concrete C40 Le = 100 cm Le = 110 cm Le = 125 cm L e = 150 cm 14/24 International Conference CIGOS Paris, 11-12 May 2015
  15. 15. Intro FE model Results Conclusions RCS Joint test Results and Discussions 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Displacement [mm] Appliedload[kN] Concrete C50 Le = 100 cm Le = 110 cm Le = 125 cm Le = 150 cm Comment: The behaviour of the hybrid joints is unchanged when the anchorage length Le > 1 15/24 International Conference CIGOS Paris, 11-12 May 2015
  16. 16. Intro FE model Results Conclusions RCS Joint test Results and Discussions 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Displacement [mm] Appliedload[kN] Concrete C60 L e = 100 cm Le = 110 cm Le = 125 cm Le = 150 cm Comment: The behaviour of the hybrid joints is unchanged when the anchorage length Le > 1 16/24 International Conference CIGOS Paris, 11-12 May 2015
  17. 17. Intro FE model Results Conclusions RCS Joint test Equivalent plastic strains (Le=1.1m and Concrete C40) Plasticstrain17/24 International Conference CIGOS Paris, 11-12 May 2015
  18. 18. Intro FE model Results Conclusions RCS Joint test Stresses (Le=1.1m and Concrete C40) Stress18/24 International Conference CIGOS Paris, 11-12 May 2015
  19. 19. Intro FE model Results Conclusions RCS Joint test Results and Discussions • The first yielding observed numerically is about the encased steel web panel in tension 19/24 International Conference CIGOS Paris, 11-12 May 2015
  20. 20. Intro FE model Results Conclusions RCS Joint test Results and Discussions • Some plasticized zones are observed in concrete before reaching the yielding of web panel in tension; • They are identified as "local" plasticization and not avoided in steel-concrete structures. 20/24 International Conference CIGOS Paris, 11-12 May 2015
  21. 21. Intro FE model Results Conclusions RCS Joint test Results and Discussions • The second yielding observed numerically is at the stirrups; • The yielding of the stirrups probably results from the transmission of the vertical applied force to the concrete column occuring at the interface contact between steel beam lower flange and the concrete below. • It forms a "local strut and tie" mechanism in which two concrete struts start from the lower flange to the longitudinal reinforcement and the stirrups play a role of tie. 21/24 International Conference CIGOS Paris, 11-12 May 2015
  22. 22. Intro FE model Results Conclusions RCS Joint test Conclusions • A 3D finite element model has been developed to analyse the behaviour of new type of exterior RCS joint subjected to static loading; • Material nonlinearities, interaction and the contact between steel and concrete are taken into account. • The numerical results indicated if the encased steel profile is totally anchored in RC column, the behaviour of the studied RSC joint is the one of steel joint (in sense of Eurocode 3). • The failure mode firstly reached is caused by the bending moment transmission from steel beam to encased steel column. As a result the concrete does not affect much on the load value corresponding to this "steel joint" yielding. • The concrete contribution in the joint resistance starts to be activated when "steel joint" yielding is reached and results in the hardening load-displacement curves. • The numerical observation needs to be confirmed by the experimental one. 22/24 International Conference CIGOS Paris, 11-12 May 2015
  23. 23. Intro FE model Results Conclusions RCS Joint test RCS Joint tested at UTC of Vietnam Cyclic test of RCS joint carried out at University of Transport and Communications of Vietnam December 2014 23/24 International Conference CIGOS Paris, 11-12 May 2015
  24. 24. Intro FE model Results Conclusions RCS Joint test Thanks for your attention ! ... any questions ? 24/24 International Conference CIGOS Paris, 11-12 May 2015

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