Steel and Composite Structures

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Effective width of steel-concrete composite beams under negative moments in service stages

  • Zhu, Li (School of Civil Engineering, Beijing Jiaotong University) ;
  • Ma, Qi (Department of Civil and Environmental Engineering, The Hong Kong Polytechnic University) ;
  • Yan, Wu-Tong (School of Civil Engineering, Beijing Jiaotong University) ;
  • Han, Bing (School of Civil Engineering, Beijing Jiaotong University) ;
  • Liu, Wei (School of Civil Engineering, Beijing Jiaotong University)
  • Received : 2019.08.22
  • Accepted : 2021.01.26
  • Published : 2021.02.25
⟨ Previous Next ⟩

Abstract

The effective flange width was usually introduced into elementary beam theory to consider the shear lag effect in steel-concrete composite beams. Previous studies have primarily focused on the effective width under positive moments and elastic loading, whereas it is still not clear for negative moment cases in the normal service stages. To account for this problem, this paper proposed simplified formulas for the effective flange width and reinforcement stress of composite beams under negative moments in service stages. First, a 10-degree-of-freedom (DOF) fiber beam element considering the shear lag effect and interfacial slip effect was proposed, and a computational procedure was developed in the OpenSees software. The accuracy and applicability of the proposed model were verified through comparisons with experimental results. Second, a method was proposed for determining the effective width of composite beams under negative moments based on reinforcement stress. Employing the proposed model, the simplified formulas were proposed via numerical fitting for cases under uniform loading and centralized loading at the mid-span. Finally, based on the proposed formulas, a simplified calculation method for the reinforcement stress in service stages was established. Comparisons were made between the proposed formulas and design code. The results showed that the design code method greatly underestimated the contribution of concrete under negative moments, leading to notable overestimations in the reinforcement stress and crack width.

Keywords

References

  1. Amadio, C. and Fragiacomo, M. (2002), "Effective width evaluation for steel-concrete composite beams", J. Constr. Steel. Res., 58, 373-388. 10.1016/S0143-974X(01)00058-X.
  2. Amadio, C., Fedrigo, C., Fragiacomo, M. and Macorini, L. (2004), "Experimental evaluation of effective width in steel-concrete composite beams", J. Constr. Steel. Res., 60, 199-220. 10.1016/j.jcsr.2003.08.007.
  3. CEB-FIP (2010), Model Code 2010, First complete draft, vol. 1, International Federation for Structural Concrete (fib), Lausanne, Switzerland.
  4. Chen, S.S., Aref, A.J., Chiewanichakorn, M. and Ahn, I.S. (2007), "Proposed effective width criteria for composite bridge girders", J. Bridge Eng., 12(3), 325-338. 10.1061/(asce)1084-0702(2007)12:3(325).
  5. Chiewanichakorn, M., Aref, A.J., Chen, S.S. and Ahn, I. (2004), "Effective flange width definition for steel-concrete composite bridge girder", J. Struct. Eng., 130(12), 2016-2031. 10.1061/(ASCE)07339445(2004) 130:12(2016).
  6. Dezi, L., Gara, F. and Leoni, G. (2003), "Shear-lag effect in twin-girder composite decks", Steel Compos. Struct., 3(2), 111-122. https://doi.org/10.12989/scs.2003.3.2.111.
  7. Dezi, L., Gara, F. and Leoni, G. (2006), "Effective slab width in prestressed twin-girder composite decks", J. Struct. Eng., 132(9), 1358-1370. 10.1061/(ASCE)07339445(2006)132:9(1358).
  8. Eurocode (2004), Design of Composite Steel and Concrete Structures. Part 2: General Rules and Rules for Bridges, European Committee for Standardization; Brussels, Belgium.
  9. Gandelli, E., Penati, M., Quaglini, V., Lomiento, G., Miglio E. and Benzoni, G.M. (2019), "A novel OpenSees element for single curved surface sliding isolators", Soil Dyn. Earthq. Eng., 119, 433-453. 10.1016/j.soildyn.2018.01.044.
  10. Gara, F., Leoni, G. and Dezi, L. (2009), "A beam finite element including shear lag effect for the time-dependent analysis of steel-concrete composite decks", Eng. Struct., 31(8), 1888-1902. 10.1016/j.engstruct.2009.03.017.
  11. Gara, F., G Ranzi, G. and Leoni, G. (2011), "Partial interaction analysis with shear-lag effects of composite bridges: a finite element implementation for design applications", Adv. Steel Constr., 7(1), 1-16. 10.18057/ijasc.2011.7.1.1.
  12. Hognestad, E., Hanson, N.W. and McHenry, D. (1955), "Concrete stress distribution in ultimate strength design", ACI J. Proceedings, 52(12), 455-480.
  13. JTG 3362-2018 (2018), Code for Design of Highway Reinforced Concrete and Prestressed Concrete Bridges and Culverts. Ministry of Transport of PRC, Beijing, China. (in Chinese)
  14. Lezgy-Nazargah, M, and Kafi, L. (2015), "Analysis of composite steel-concrete beams using a refined high-order beam theory", Steel Compos. Struct., 18(6), 1353-1368. https://doi.org/10.12989/scs.2015.18.6.1353.
  15. Lezgy-Nazargah, M., Vidal, P. and Polit, O. (2019), "A sinus shear deformation model for static analysis of composite steel-concrete beams and twin-girder decks including shear lag and interfacial slip effects", Thin-Wall. Struct., 134, 61-70. 10.1016/j.tws.2018.10.001.
  16. Li F.X. (2011), "Spatial Structural behavior and time-dependent analysis of composite cable stayed bridge", Ph.D. Dissertation, Tsinghua University, Beijing. (in Chinese)
  17. Lin, Z. and Zhao, J. (2012), "Modeling inelastic shear lag in steel box beams", Eng. Struct. 41, 90-97. 10.1016/j.engstruct.2012.03.018.
  18. Lin, W. and Yoda, T. (2013), "Experimental and numerical study on mechanical behavior of composite girders under hogging moment", Adv. Steel Constr., 9(4), 309-333. 10.18057/IJASC.2013.9.4.4.
  19. Luo, D., Zhang, Z. and Li B. (2019), "Shear lag effect in steel-concrete composite beam in hogging moment", Steel Compos. Struct., 31(1), 27-41. https://doi.org/10.12989/scs.2019.31.1.027.
  20. Ma, Y., Ni, Y.S., Xu, D. and Li, J.K. (2017), "Space grid analysis method in modelling shear lag of cable-stayed bridge with corrugated steel webs", Steel Compos. Struct., 24(5), 549-559. https://doi.org/10.12989/scs.2017.24.5.549.
  21. Nie, J.G., Tian, C.Y. and Cai, C.S. (2008), "Effective width of steel-concrete composite beam at ultimate strength state", Eng. Struct., 30, 1396-1407. 10.1016/j.engstruct.200 7.07.027.
  22. Ollgaard, J.G., Slutter, R.G. and Fisher, J.W. (1971), "Shear strength of stud connectors in lightweight and normal weight concrete", AISC Eng. J., 8(2), 495-506.
  23. Ranzi, G. and Bradford, M.A. (2006), "Analytical solutions for the time-dependent behaviour of composite beams with partial interaction", Int. J. Solid. Struct., 43(13), 3770-3793. 10.1016/j.ijsolstr.2005.03.032.
  24. Ranzi, G. and Bradford, M.A. (2009), "Analysis of composite beams with partial interaction using the direct stiffness approach accounting for time effects", Int. J. Numer. Method. Eng., 78(5), 564-586. 10.1002/nme.2500.
  25. Vojnic-Purcar, M., Prokic, A. and Besevic, M. (2019), "A numerical model for laminated composite thin-walled members with openings considering shear lag effect", Eng. Struct., 185, 392-399. 10.1016/j.engstruct.201 9.01.142.
  26. Wendner, R., Vorel, J., Smith, J., Hoover, C.G., Bazant, Z.P. and Cusatis, G. (2015), "Characterization of concrete failure behavior: a comprehensive experimental database for the calibration and validation of concrete models", Mater. Struct., 48(11), 3603-3626. 10.1617/s11527-014-0426-0.
  27. Yoon, K., Lee, P.S. and Kim, D.N. (2017), "An efficient warping model for elastoplastic torsional analysis of composite beams", Compos. Struct., 178, 37-49. 10.1016/j.compstruct.2017.07.041.
  28. Zhu, L., Nie, J.G., Li, F.X. and Ji, W.Y. (2015), "Simplified analysis method accounting for shear-lag effect of steel-concrete composite decks", J. Constr. Steel. Res., 115(7), 62-80. 10.1016/j.jcsr.2015.08.020.
  29. Zhu, L. and Su, R.K.L. (2017), "Analytical solutions for composite beams with slip, shear-lag and time-dependent effects", Eng. Struct., 152, 559-578. 10.1016/j.engstruct.2017.08.071.