Modeling of Bond Deterioration between Steel Bar and Concrete Subjected to Freeze-thaw Action
Source abstract
Abstract
This study presents a new bond model based on the deterioration mechanisms observed during uniaxial tensile tests of reinforced concrete prismatic specimens subjected to freeze-thaw cycles. The test results demonstrated that the bond stress reduced, even though the specimens were exposed only to temperature fluctuation without the damage in concrete cover. The proposed model considers the bond deterioration mechanism caused by the temperature fluctuation in addition to the damage in concrete cover. Finally, the proposed model shows good agreement with the test results regardless of the dominant deterioration mechanism.
Source: openalex_inverted_index · Quality: baseline
Research context
OpenAlex topics: Fire effects on concrete materials · Concrete Corrosion and Durability · Structural Behavior of Reinforced Concrete
SciVX discovery tags are terminology-based. OpenAlex topics are source-provided classifications.
Affiliations
Division of Engineering and Policy for Sustainable Environment, Graduate School of Engineering, Hokkaido University, Sapporo, Japan.
Department of Civil Engineering, Shimizu Corporation, Jakarta Office, Indonesia.
References (24)
Show source-provided references
1. 1) Berto, L., Anna S. and Diego T., (2015). “Constitutive model of concrete damaged by freeze–thaw action for evaluation of structural performance of RC elements.” Construction and Building Materials, 98,559-569.10.1016/j.conbuildmat.2015.08.035 ↗
2. 2) Den Uijl, J. A. and Bigaj, A. J., (1996). “A bond model for ribbed bars based on concrete confinement.” HERON, 41(3), 201-226.
3. 3) Diao, B., Sun, Y., Cheng, S. and Ye, Y., (2010). “Effects of mixed corrosion, freeze-thaw cycles, and persistent loads on behavior of reinforced concrete beams.” Journal of Cold Regions Engineering, 25(1), 37-52.10.1061/(ASCE)CR.1943-5495.0000019 ↗
4. 4) Goto，Y., (1971). “Cracks formed in concrete around deformed tension bars.” ACI Journal Proceedings, 68(4), 244-251.
5. 5) Green, M. F., Dent, A. J. S. and Bisby, L. A., (2003). “Effect of freeze–thaw cycling on the behaviour of reinforced concrete beams strengthened in flexure with fibre reinforced polymer sheets.” Canadian journal of civil engineering, 30(6), 1081-1088.10.1139/l03-059 ↗
6. 6) Hanjari，K. Z., Utgenannt, P. and Lundgren, K., (2011). “Experimental study of the material and bond properties of frost-damaged concrete.” Cement and Concrete Research, 41(3), 244-254.10.1016/j.cemconres.2010.11.007 ↗
7. 7) Hasan, M., Okuyama, H., Sato, Y. and Ueda, T., (2004). “Stress-strain model of concrete damaged by freezing and thawing cycles.” Journal of Advanced Concrete Technology, 2(1), 89-99.10.3151/jact.2.89 ↗
8. 8) Hassanzadeh, M. and Fagerlund, G., (2006). “Residual strength of the frost-damaged reinforced concrete beams.” III European conference on computational mechanics, Lisbon, Portugal.10.1007/1-4020-5370-3_366 ↗
9. 9) Hayashida, H., Sato, Y. and Ueda, T., (2014). “Evaluation of structural properties of the freeze–thaw-damaged RC beam members by nonlinear finite-element analysis.” 4th International Conference on the Durability of Concrete Structures, West Lafayette, USA, 45-51.10.5703/1288284315381 ↗
10. 10) Hayashida, H. and Sato, Y., (2012). “Fundamental investigation on tensile strength of concrete subjected to freeze-thaw action.” Proceedings of JSCE 67th Annual Convention, V-185 (CD-ROM). (in Japanese)
11. 11) Hillerborg, A., Modéer, M. and Petersson, P. E., (1976). “Analysis of crack formation and crack growth in concrete by means of fracture mechanics and finite elements.” Cement and concrete research, 6(6), 773-781.10.1016/0008-8846(76)90007-7 ↗
12. 12) IIzuka, K., Higai, I., Saito, S. and Takahashi, R., (2011). “Bond stress-slip-strain relationship of deformed bars including the effect of concrete cover thickness.” Journal of JSCE. Ser. E2, 67(2), 280-296. (in Japanese)10.2208/jscejmcs.67.280 ↗
13. 13) Macdonald, S. (Ed), (2008). “Concrete: Building pathology.” Wiley-Blackwell.
14. 14) Matsumura, T., Katsura, O. and Yoshino, T., (2003). “Properties of frost damaged concrete and the estimation of the degree of frost damage.” Journal of Structural and Construction Engineering, 563, 9-13. (in Japanese)10.3130/aijs.68.9_1 ↗
15. 15) Matthews, S. and Bigaj, A. J., (2013). “Conservation of concrete structures according to fib Model Code 2010.” Structural Concrete, 14(4), 362-377.10.1002/suco.201300046 ↗
16. 16) Morita, S. and Kaku, T., (1975). “Bond-slip relationship under repeated loading.” Transactions of the Architectural Institute of Japan, 229, 15-24. (in Japanese)10.3130/aijsaxx.229.0_15 ↗
17. 17) Penttala, V. and Al-Neshawy, F., (2002). “Stress and strain state of concrete during freezing and thawing cycles.” Cement and Concrete Research, 32(9), 1407-1420.10.1016/S0008-8846(02)00785-8 ↗
18. 18) Petersen, L., Lohaus, L. and Polak, M. A., (2007). “Influence of freezing-and-thawing damage on behavior of reinforced concrete elements.” ACI Materials Journal, 104(4), 369-378.
19. 19) Salem, H., Hauke, B. and Maekawa, K., (1999). “Fracture of concrete cover - Its effect on tension stiffening and modeling.” Journal of JSCE, 613, 295-307.10.2208/jscej.1999.613_295 ↗
20. 20) Shih, T. S., Lee, G. C. and Chang, K. C., (1988) “Effect of freezing cycles on bond strength of concrete.” Journal of Structural Engineering, 114(3), 717-726.10.1061/(ASCE)0733-9445(1988)114:3(717) ↗
21. 21) Shima，H.，Lie-Liung, C. and Okamura, H., (1987). “Micro and macro models for bond in reinforced concrete.” Jounal of the Faculty of Engineering, The University of Tokyo, 39(2). 133-194.
22. 22) Tepfers，R., (1979). “Cracking of concrete cover along anchored deformed reinforcing bars.” Magazine of Concrete Research, 31(106), 3-12.10.1680/macr.1979.31.106.3 ↗
23. 23) Timoshenko, S. P. and Goodier, J. N., (1951). “Theory of elasticity.” 2nd Ed. New York: McGraw-Hill.
24. 24) Yu, J. T., Lu, Z. D. and Xie, Q., (2007). “Nonlinear analysis of SRC columns subjected to fire.” Fire Safety Journal, 42(1), 1-10.10.1016/j.firesaf.2006.06.006 ↗