Abstract
Reinforced concrete structures, which are exposed to aggressive environmental conditions, such as structures close to the sea or highway bridges and garages exposed to de-icing salts, often exhibit damage due to corrosion. Damage is usually manifested in the form of cracking and spalling of concrete cover caused by expansion of corrosion products around reinforcement. The reparation of corroded structure is related with relatively high direct and indirect costs. Therefore, it is of great importance to have a model, which is able to realistically predict influence of corrosion on the safety and durability of reinforced concrete structures. In the present contribution a 3D chemo-hygro-thermo-mechanical model for concrete is presented. In the model the interaction between non-mechanical influences (distribution of temperature, humidity, oxygen, chloride and rust) and mechanical properties of concrete (damage), is accounted for. The mechanical part of the model is based on the microplane model. It has recently been shown that the model is able to realistically describe the processes before and after depassivation of reinforcement and that it correctly accounts for the interaction between mechanical (damage) and non-mechanical processes in concrete. In the present paper application of the model is illustrated on two numerical examples. The first demonstrates the influence of expansion of corrosion products on damage of the beam specimen in cases with and without accounting for the transport of rust through cracks. It is shown that the transport of corrosion products through cracks can significantly influence the corrosion induced damage. In the second example the numerically predicted crack patterns due to corrosion of reinforcement in a beam are compared with experimental results. The influence of the anode–cathode regions on the corrosion induced damage is investigated. The comparison between numerical results and experimental evidence shows that the model is able to realistically predict experimentally observed crack pattern and that the position of anode and cathode strongly influences the crack pattern and corrosion rate.
This is a preview of subscription content, log in via an institution to check access.
Similar content being viewed by others
References
Andrade C, Diez JM, Alonso C (1997) Mathematical modeling of a concrete surface “skin effect” on diffusion in chloride contaminated media. Adv Cem Based Mater 6: 39–44
Apostolopoulos CA, Papadakis VG (2008) Consequences of steel corrosion on the ductility properties of reinforcement bar. Constr Build Mater 22: 2316–2324
Balabanić G, Bićanić N, Ɖureković A (1996a) The influence of w/c ratio, concrete cover thickness and degree of water saturation on the corrosion rate of reinforcing steel in concrete. Cem Concr Res 26: 761–769
Balabanić G, Bićanić N, Ɖureković A (1996b) Mathematical modelling of electrochemical steel corrosion in concrete. J Eng Mech 122: 1113–1122
Bažant ZP (1979) Physical model for steel corrosion in concrete sea structures—theory. J Struct Div ASCE 105: 1137–1153
Bažant ZP, Oh BH (1983) Crack band theory for fracture of concrete. RILEM 93: 155–177
Bear J, Bachmat Y (1991) Introduction to modelling of transport phenomena in porous media. Kluwer, Dordrecht
Belytschko T, Liu WK, Moran B (2001) Nonlinear finite elements for continua and structures. Wiley, New York
Cairns J (1998) State of the art report on bond of corroded reinforcement. Tech Rep No. CEB-TG-2/5, CEB, 1998
Cairns J, Plizzari GA, Du Y, Law DW, Franzoni C (2005) Mechanical properties of corrosion-damaged reinforcement. ACI Mater J 102: 256–264
Dong W, Murakami Y, Oshita H, Suzuki S, Tsutsumi T (2011) Influence of bond stirrup spacing and anchorage performance on residual strength of corroded RC beams. J Adv Concr Tech 9: 261–275
Fischer C (2012) Beitrag zu den Auswirkungen der Bewehrungsstahlkorrosion auf den Verbund zwischen Stahl und Beton. University of Stuttgart, Institute of Construction Materials, PhD thesis (in German)
Gjørv OE, Vennesland Ø, El-Busaidy AHS (1977) Electrical resistivity of concretein the oceans. In: Proceedings of 9th annual offshore technology conference, Houston, pp 582–588
Glass G, Buenfeld N (1995) Chloride threshold levels for corrosion induced deterioration of steel in concrete. In: Nilsson L-O, Ollivier J (eds) Chloride penetration into concrete. Rilem Saint-Rémy-lès-Chevreuse, Paris, pp 429–440
Glass GK, Buenfeld NR (2000) The infuence of chloride binding on the chloride induced corrosion risk in reinforced concrete. Corros Sci 42: 329–344
Glasstone S (1964) An introduction to electrochemical behaviour of steel in concrete. Am Concr Inst J 61: 177–188
Leech C, Lockington D, Dux P (2003) Unsaturated diffusivity functions for concrete derived from NMR images. Mater Struct 36: 413–418
Marsavina L, Audenaert K, De Schutter G, Faur N, Marsavina ND (2008) Experimental and numerical determination of the chloride penetration in cracked concrete. Constr Build Mater 23: 264–274
Martín-Pérez B (1999) Service life modelling of RC highway structures exposed to chlorides. Dissertation, University of Toronto
Ožbolt J, Li Y-J, Kožar I (2001) Microplane model for concrete with relaxed kinematic constraint. Int J Solids Struct 38: 2683–2711
Ožbolt J, Balabanić G, Periškić G, Kušter M (2010) Modelling the effect of damage on transport processes in concrete. Constr Build Mater 24: 1638–1648
Ožbolt J, Balabanić G, Kušter M (2011) 3D Numerical modelling of steel corrosion in concrete structures. Corros Sci 53: 4166–4177
Ožbolt J, Oršanić F, Kušter M, Balabanić G (2012) Modelling bond resistance of corroded reinforcement. In: Cairns JW, Plizzari G (eds) Bond in concrete 2012—general aspects of bond, pp 437–444. 2012 Publisher creations, ISBN978-88—907078-1-0
Page CL, Short NR, Tarras A (1981) Diffusion of chloride ions in hardened cement pastes. Cem Concr Res 11: 395–406
Page CL, Treadway KWJ (1982) Aspects of the electrochemistry of steel in concrete. Nature 297: 109–115
Saetta A, Scotta R, Vitaliani R (1993) Analysis of chloride diffusion into partially saturated concrete. ACI Mater J 90(5): 441–451
Sandberg P, Peterson K, Sarensen H, Arup H (1995) Critical chloride concentrations for the onset of active reinforcement corrosion. In: Nilsson L-O, Ollivier J (eds) Chloride penetration into concrete. Rilem Saint-Rémy-lès-Chevreuse, Paris, pp 453–459
Tetsuya I, Prince OI, Ho TLA (2009) Modeling of chloride diffusivity coupled with non-linear binding capacity in sound and cracked concrete. Cem Concr Res 39: 913–923
Thoft-Christensen P. (2000) Modelling of deterioration of reinforced concrete structures. In: Proceedings of IFIP Conference on reliability and optimization of structural systems, Ann Arbor, Michigan, pp 15–26
Thomas MDA, Bamforth PB (1999) Modelling chloride diffusion in concrete: effect of fly ash and slag. Cem Concr Res 29: 487–495
Tuutti K (1982) Corrosion of steel in concrete. Report No. 4, Swedish Cement and Concrete Research Institute, Stockholm
Tuutti K (1993) Corrosion of steel in concrete. Tech Rep, Swedish Cement and Concrete Research Institute, Stockholm
Wong HS, Zhao YX, Karimi AR, Buenfeld NR, Jin WL (2010) On the penetration of corrosion products from reinforcing steel into concrete due to chloride-induced corrosion. Corros Sci 52: 2469–2480
Zhang T, Gjörv OE (1996) Diffusion behavior of chloride ions in concrete. Cem Concr Res 26: 907–917
Author information
Authors and Affiliations
Corresponding author
Rights and permissions
About this article
Cite this article
Ožbolt, J., Oršanić, F., Balabanić, G. et al. Modeling damage in concrete caused by corrosion of reinforcement: coupled 3D FE model. Int J Fract 178, 233–244 (2012). https://doi.org/10.1007/s10704-012-9774-3
Received:
Accepted:
Published:
Issue Date:
DOI: https://doi.org/10.1007/s10704-012-9774-3