Investigación experimental sobre los modelos normativos de fisuración en piezas de hormigón armado sometidas a flexión pura

E. Calderón; J. Fernández

doi:10.3989/ic.09.030

Authors

E. Calderón Dr. Ingeniero de Caminos, Canales y Puertos. INTEMAC
J. Fernández Dr. Ingeniero de Caminos, Canales y Puertos (UPM)

DOI:

https://doi.org/10.3989/ic.09.030

Keywords:

crack control, crack spacing, crack width, pure bending, reinforcing bar diameter, mechanical reinforcement ratio

Abstract

The present study analyzes the suitability of the formulas proposed in EHE, Eurocode 2 and ACI Building Code 318 for crack control in reinforced concrete by testing 14 full-scale beams subjected to pure bending. It also explores the effect of varying parameters such as diameter, steel ratio and compression reinforcement arrangement and analyzes the fit between the above theoretical procedures and the experimental findings (less favourable than expected in some cases). The article also discusses the considerable impact of certain parameters, such as steel ratio, on crack control, and the scant effect of parameters such as diameter, reinforcement spacing and the arrangement of compression reinforcement. Pursuant to the results obtained in this study, possible variations on existing formulas are evaluated, specifically on the formula exhibiting a tendency that came closest to reflecting the test results (EC-2), with a view to improving the fit between that formula and the experimental results.

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References

(1) Schiessl, P., “Admissible crack width in reinforced concrete structures”, Preliminary Reports Tome II of IABSEFIP-CEB-RILEM-IASSS-Coloquium, Liège, June 1975.

(2) Darwin, D. et al., “Debate: Crack Width, Cover, and Corrosion”, Concrete International, V. 8, No 5, May 1985, pp. 20-35.

(3) Perepérez, B.; Barbera, E.; and Benlloch, J., “Grandeurs de fissures et corrosion”. Conférence Européenne «La Fissuration des Bètons et la Durabilité des Constructions», AFREM-CEE, 1988.

(4) Andrade, C.; Molina, F.J.; and Alonso, C., “Cover Cracking as a Function of Rebar Corrosion: Part I-Experiment Test”, Materials and Structures, V. 26, 1993, pp 453-464.doi:10.1007/BF02472805

(5) Alonso, C.; Andrade, C.; Rodríguez, J.; and Díez, J.M., “Factors Controlling Cracking of Concrete Affected by Reinforcement Corrosion”, Materials and Structures, V. 31, No. 8, 1998, pp. 435-441. doi:10.1007/BF02480466

(6) Campbell-Allen, D., “The reduction of cracking in concrete”, University of Sidney, May 1979.

(7) Padilla, J.D.; and Robles, F., “Human response to cracking in concrete slabs”. ACI Special Publications SP-30 “Cracking. Deflection and Ultimate Load of Concrete Slab Systems”, American Concrete Institute, Detroit, 1971.

(8) Broms, B., “Crack Width and Crack Spacing in Reinforced Concrete Members”, ACI Journal, Proceedings V. 62, No 10, Oct 1965, pp. 1237-1255.

(9) Gergely, P.; and Lutz, L.A., “Maximum Crack Width in Reinforced Concrete Flexural Members”, Causes, Mechanism, and Control of Cracking in Concrete, SP-20, American Concrete Institute, Farmington Hills, Mich., 1968, pp. 87-117.

(10) Ferry-Borges, J., “Cracking and deformability of reinforced concrete beams”, Association International des Ponts et Charpenters, 26, 1966.

(11) Base, G.D.; Read, J.B.; Beeby, A.W.; Taylor, H.P.J. “An investigation of the crack control characteristics of various types of bar in reinforced concrete beams”, Cement and Concrete Association, London, 1966.

(12) Beeby, A.W. “An Investigation of Cracking in Slabs Spanning One Way”, Cement and Concrete Association, Technical Report No. TRA 433, London, April 1970.

(13) Nawy, E.G., “Crack Control in Reinforced Concrete Structures”, ACI Structural Journal, V. 65, No. 10, Oct. 1968.

(14) Frosch, R.J. “Another Look at Cracking and Crack Control in Reinforced Concrete”, ACI Structural Journal, V.96, No 3, May-June 1999.

(15) Frosch, R.J. “Modeling and Control of Side Face Beam Cracking”, ACI Structural Journal, V. 99, No 3, May-June 2002.

(16) Instrucción de Hormigón Estructural 2008. EHE. Madrid (España), 18 de julio de 2008.

(17) Eurocode 2. “Design of Concrete Structures”. Part 1-1: General rules and rules for buildings, Brussels, Belgium, 2004.

(18) ACI Committee 318, “Building Code Requirements for Structural Concrete (ACI 318M-08) and Commentary”, American Concrete Institute, Farmington Hills, Mich., 2008.

(19) ACI 318-95. “American Concrete Institute. Building Code Requirement for Reinforced Concrete (ACI 318-95) and Commentary (ACI 318R-95)”, American Concrete Institute, Farmington Hills, Mich., 1995.

(20) ACI Comittee 318, “Proposed Revisions to Building Code Requirements for Structural Concrete (ACI 318-95) and Commentary (ACI 318R-95)”, Concrete International, May 1999.

(21) ACI 318-99. “American Concrete Institute. Building Code Requirement for Reinforced Concrete (318-99) and Commentary (ACI 318R-99)”, American Concrete Institute, Farmington Hills, Mich., 1999.

(22) ACI Committee 318, “Building Code Requirements for Structural Concrete (ACI 318-02) and Commentary (318R-06)”, American Concrete Institute, Farmington Hills, Mich., 2006.

(23) Beeby, A.W., “The influence of the parameter f/reff on crack widths”, Structural Concrete, V. 5, No 2, 2004.

(24) Nejadi, S.; and Gilbert, I., “Shrinkage Cracking and Crack Control in Restrained Reinforced Concrete Members”, ACI Structural Journal, V. 101, No 6, November-December 2004.

(25) Peralta, M.H.; Rivas, I.E.; Ortega, N.F., “Análisis numérico de la fisuración superficial de estructuras de hormigón armado por efecto de la corrosión”, Informes de la Construcción, Vol. 58, No 501, 2006. doi:10.3989/ic.2006.v58.i501.398