By Michael D Kotsovos
This ebook offers a mode which simplifies and unifies the layout of strengthened concrete (RC) buildings and is appropriate to any structural aspect lower than either general and seismic loading stipulations. The proposed approach has a valid theoretical foundation and is expressed in a unified shape acceptable to all structural participants, in addition to their connections. it's utilized in perform by using easy failure standards derived from first rules with no the necessity for calibration by using experimental information. the strategy is in a position to predicting not just load-carrying skill but additionally the destinations and modes of failure, in addition to safeguarding the structural functionality code specifications.
In this booklet, the techniques underlying the tactic are first provided for the case of easily supported RC beams. the appliance of the strategy is gradually prolonged in order to hide all universal structural parts. for every structural point thought of, facts of the validity of the proposed process is gifted including layout examples and comparisons with present code standards. the strategy has been discovered to supply layout suggestions which fulfill the seismic functionality necessities of present codes in all situations investigated to this point, together with structural contributors akin to beams, columns, and partitions, beam-to-beam or column-to-column connections, and beam-to-column joints.
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Additional info for Compressive Force-Path Method: Unified Ultimate Limit-State Design of Concrete Structures
Translation Νο. Kotsovos MD, Newman ΙΒ (1981) Effect of boundary conditions upon the behaviour of concrete under concentrations of load. Kotsovos MD (1981) An analytical investigation of the behaviour of concrete under concentrations of load. Kotsovos MD (1988) Design of reinforced concrete deep beams. 1 Introduction In this chapter, the qualitative description of the beam behaviour presented in Chap. ) similar to those of a real simply-supported beam at its ultimate limit state. The physical model’s behavioural characteristics form the basis for the development of failure criteria which are shown to be capable of providing realistic predictions of a beam’s load-carrying capacity for all types of behaviour discussed in the preceding chapter.
Type Ι behaviour Type I behaviour corresponds to relatively large values of αvld (usually larger than 5) and is characterised by a flexural mode of failure. The causes of such a mode of failure are fully described in Sect. 3 of the preceding chapter and they have already been incorporated into the proposed qualitative description of beam behaviour (see item (c) in Sect. 5). 5 and 5, and is characterised by a brittle mode of failure which is usually associated with the formation of a deep inclined crack within the shear span of the beam.
12 (mean value), with all values of strength expressed in MPa. 3 Proposed method for calculating flexural capacity (b) Calculation of flexural capacity The method proposed for the calculation of flexural capacity is a further simplified version of the method proposed in Ref. 3 which shows that it is essentially the method adopted by the current European code (EC2 ) modified so as to allow for the development of triaxial stress conditions in the compressive zone.