Minimum Reinforcement in Concrete Members by Alberto Carpinteri

By Alberto Carpinteri

The ESIS-Technical Committee nine on Concrete was once verified in 1990 and has met seven instances. a suggestion used to be positioned to ecu and extra-European laboratories entitled "Scale results and transitional failure phenomena of bolstered concrete beams in flexure" which result in numerous confident responses.

The critical subject mentioned via the committee was once that of the minimal reinforcement in concrete participants. The minimal quantity of reinforcement is outlined as that for which "peak load at the beginning concrete cracking" and "ultimate load after metal yielding" are equivalent. during this means, any brittle behaviour is kept away from in addition to any localized failure, if the member isn't over-reinforced. In different phrases, there's a reinforcement percent variety, counting on the size-scale, during which the plastic restrict research could be utilized with its static and kinematic theorems.

Carpinteri, Ferro, Bosco and El-Katieb suggest a LEFM version, in response to which reinforcement reactions are utilized without delay at the crack surfaces and a compatibility situation is in the community imposed at the crack beginning displacement in correspondence with the reinforcement. The theoretical version is located to supply a passable estimate of the minimal percent of reinforcement that is dependent upon the size and allows the point in flexure to avoid brittle failure.

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1984). "Stability of fracturing process in RC beams", J. Struct. Eng. 110, 544-558. (ASCE) 4. Bosco, C , Carpinteri, A. G. (1990). "Minimum reinforcement in highstrength concrete", J. Struct Eng. (ASCE) 116, 427- 437. 5. Bosco, C. and Carpinteri, A. (1992). "Softening and snap-through behavior of reinforced elements", J. Eng. Mechanics (ASCE) 118, 1564-1577. 6. G. (1992). c. P. ), Elsevier Applied Science, London, 1992, pp. 735-740. 7. Bosco, C. G. (1992). c. beams". 36, Dept. of Structural Engineering, Pohtecnico di Torino.

27). CONCLUSIONS From the theoretical model with the forces transmitted by the reinforcement directly to the crack surfaces, it is possible to confirm the existence of diff"erent behaviours at failure, from ductile to brittle, the latter occurring when the beam depth overtakes certain values and/or the reinforcement content is sufficiently low. The model, as confirmed by the experimental results reported in this chapter and by other researchers [18], works very well for low reinforced concrete beams, the crack mouth opening displacement compatibihty condition, taken into account to determine the force transmitted by the reinforcement, being very close to the real failure mechanism.

A. (1991). "Local approach to fatigue of concrete". Doctoral Thesis, Technische Universiteit Delft. 16. ), Model Code 1990. 17. American Concrete Institute (1983). Building Code-Requirements for Reinforced Concrete (ACI 318-89), Detroit, Michigan. 18. L. (1997). "Fracture mechanical calculation of flexural and diagonal tension strengths of singly-reinforced beams" ICF 9, Sydney, Australia. FRACTURE MECHANICAL PREDICTION OF TRANSITIONAL FAILURE A N D STRENGTH OF SINGLY-REINFORCED BEAMS D. LANGE-KORNBAK Danish Building Research Institute, DK-2970 Hoersholm, Denmark B.

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