Journal of Applied Science and Engineering

Published by Tamkang University Press

1.30

Impact Factor

1.60

CiteScore

Khalfallah S. This email address is being protected from spambots. You need JavaScript enabled to view it.1

1Ecole Nationale Polytechnique, Ville Universitaire, Ali Mendjali, 25000 Constantine, Algeria


 

Received: February 27, 2013
Accepted: January 26, 2015
Publication Date: March 1, 2015

Download Citation: ||https://doi.org/10.6180/jase.2015.18.1.01  


ABSTRACT


To calibrate the tension stiffening effect of reinforced concrete member subjected to tensile forces, an analytical approach is presented. The tension stiffening behaviour is a primordial task in reinforced concrete mechanic field. In this model, an analytical relationship of stress-strain law in the cracking range is developed. The bi-linear relation used in CEB model doesn’t represent faithfully the post-cracking behaviour of reinforced concrete structures. For this concern, a parabolic branch is selected in the post-cracking phase possessing as asymptotic line to the stress-strain line of the bare bar that minimizes the tension stiffening effect in ultimate load level. This assumption is taken into account for many considerations: material nonlinearities, the bond character and the tension stiffening effect. Analytical results are shown and compared with experimental data for direct tensile load. Obtained results show a well concordance to ward experimental data. More, the influence of concrete strength, reinforcement ratio and bar diameter on tension stiffening is studied and commented.


Keywords: Analytical Model, Tension Stiffening, Nonlinear Analysis, Tensile Members, Bar Diameter, Reinforcement Ratio, Strength of Concrete


REFERENCES


  1. [1] Khalfallah, S., “Tension Stiffening Bond Modeling of Cracked Flexural Reinforced Concrete Beams,” Journal of Civil Engineering and Management, Vol. 14, No. 2, pp. 131137 (2008). doi: 10.3846/1392-3730. 2008.14.8
  2. [2] Sooriyaarachchi, H., Pilakoutas, K. and Byars, E., “Tension Stiffening Behavior of GFRP-Reinforced Concrete,” American Concrete Institute, Special Publication, Vol. 230, pp. 975990 (2005).
  3. [3] Branson, D. E., “Design Procedure for Computing Deflection,” ACI Journal Vol. 65, No. 8, pp. 730742 (1968). doi: 10.14359/7508
  4. [4] Gilbert, R. I. and Warner, R. F., “Tension Stiffening in Reinforced Concrete Slabs,” Journal of the Structural Division ASCE, Vol. 104, No. 2, pp. 18851900 (1978).
  5. [5] Choi, C. K. and Cheung, S. H., “Tension Stiffening Model for Planar Reinforced Concrete Members,” Computers and Structures, Vol. 59, No. 1, pp. 179 190 (1996). doi: 10.1016/0045-7949(95)00146-8
  6. [6] CEB Model. Cracking and Deflection Bulletin d’information N 158. Paris, France (1985).
  7. [7] ACI Committee 440, “Guide for the Design and Construction of Concrete Reinforced with FRP Bars (ACI 440 .1R-03),” American Concrete Institute, p. 42 (2003). doi: 10.1061/40753(171)158
  8. [8] Behfarnia, K., “The Effect of Tension Stiffening on the Behaviour of R/C Beams,” Asian Journal of Civil Engineering (Building and Housing), Vol. 10, No. 3, pp. 243255 (2009). doi: 10.1061/40753(171)158
  9. [9] Gupta, A. and Maestrini, S. R., “Tension Stiffening Model for Reinforced Concrete Bars,” Journal of Structural Engineering ASCE, Vol. 116, No. 3, pp. 769791 (1990). doi: 10.1061/(ASCE)0733-9445(1990)116: 3(769)
  10. [10] Kwak, H. G. and Song, J. Y., “Cracking Analysis of RC Members Using Polynomial Strain Distribution Function,” Engineering Structures, Vol. 24, pp. 455 468 (2002). doi: 10.1016/S0141-0296(01)00112-2
  11. [11] Ferretti, D. and Savoia, M., “Non-Linear Model for R/C Tensile Members Strengthened by FRP-Plates,” Engineering Fracture Mechanics, Vol. 70, pp. 1069 1083 (2003). doi: 10.1016/S0013-7944(02)00166-2
  12. [12] Stramandinoli, R. S. B. and La Rovere, H. L., “An Efficient Tension Stiffening Model for Nonlinear Analysis of Reinforced Concrete Members,” Engineering Structures, Vol. 30, pp. 20692080 (2008). doi: 10. 1016/j.engstruct.2007.12.022