Currently, there is no general agreement on a theory describing the response of reinforced concrete members without web reinforcement. Many structural systems rely on design is usually performed using empirical or semi-empirical expressions provided by codes of practice that do not consider the influence of many governing parameters. In this paper, a comparison between values of current experimental shear strength and those of various international design approaches like ACI (FIP,1996), Canadian (CSA,1994),FIB (1999),and the method proposed by Sudheer (2011), Zararis (2003),Zsutty (1971),Shah (2009),Bazant (1984),and Russo (2005) have been calculated and analyzed on 18 simple span HSRC deep beams without web reinforcement were tested under monotonic two point loads at the mid span to examine the contribution of various parameters on the shear capacity of HSRC beams like; f‘cu=50 MPa, three values of tension reinforcement (0.73%,1.21% &1.83%) and shear span to effective depth ratio-a/d-( 2,1.5 &1) were selected to mainly study the behavior of deep beams, where typical shear failure can be anticipated. ACI and FIB code provisions for shear in HSC are safe for use with the exception that CSA should be used with care; it might have a tight safety margin against brittle shear failures.

Currently, there is no general agreement on a theory describing the response of reinforced concrete members without web reinforcement. Many structural systems are usually performed using empirical or semi-empirical expressions provided by codes of practice that do not consider the influence of many governing parameters. In this paper, a comparison between values of current experimental shear strength and those of various international design approaches like ACI, Canadian, FIB and the method proposed by Sudheer, Zararis ,Zsutty ,Shah ,Bazant and Russo. Eighteen simple span high strength reinforced concrete “HSRC” deep beams without web reinforcement were tested and analyzed under two static point loads at mid-span of the beam to examine the contribution of various parameters on the shear capacity of HSRC beams. The main studied parameters are f‟cu=50 MPa, three values of tension reinforcement-ρ%-(0.73%,1.21% &1.83%) and shear span to effective depth ratio-a/d-( 2,1.5 &1). As a conclusion of this paper, ACI and FIB code provisions for shear in HSC are safe for use with the exception that CSA should be used with care. Despite numerous studies, there is still a need to develop a clear understanding of the shear behavior of HSC beams without web reinforcement. Therefore, this experimental program was arranged to evaluate the shear behavior and to increase the shear database on HSRC deep beams.

Currently, there is no general agreement on a theory describing the response of reinforced concrete members without web reinforcement. Many structural systems are usually performed using empirical or semi-empirical expressions provided by codes of practice that do not consider the influence of many governing parameters. In this paper, a comparison between values of current experimental shear strength and those of various international design approaches like ACI, Canadian, FIB and the method proposed by Sudheer, Zararis ,Zsutty ,Shah ,Bazant and Russo. Eighteen simple span high strength reinforced concrete “HSRC” deep beams without web reinforcement were tested and analyzed under two static point loads at mid-span of the beam to examine the contribution of various parameters on the shear capacity of HSRC beams. The main studied parameters are f‟cu=50 MPa, three values of tension reinforcement-ρ%-(0.73%,1.21% &1.83%) and shear span to effective depth ratio-a/d-( 2,1.5 &1). As a conclusion of this paper, ACI and FIB code provisions for shear in HSC are safe for use with the exception that CSA should be used with care. Despite numerous studies, there is still a need to develop a clear understanding of the shear behavior of HSC beams without web reinforcement. Therefore, this experimental program was arranged to evaluate the shear behavior and to increase the shear database on HSRC deep beams.

Currently, there is no general agreement on a theory describing the response of reinforced concrete members without web reinforcement. Many structural systems are usually performed using empirical or semi-empirical expressions provided by codes of practice that do not consider the influence of many governing parameters. In this paper, a comparison between values of current experimental shear strength and those of various international design approaches like ACI, Canadian, FIB and the method proposed by Sudheer, Zararis ,Zsutty ,Shah ,Bazant and Russo. Eighteen simple span high strength reinforced concrete “HSRC” deep beams without web reinforcement were tested and analyzed under two static point loads at mid-span of the beam to examine the contribution of various parameters on the shear capacity of HSRC beams. The main studied parameters are f‟cu=50 MPa, three values of tension reinforcement-ρ%-(0.73%,1.21% &1.83%) and shear span to effective depth ratio-a/d-( 2,1.5 &1). As a conclusion of this paper, ACI and FIB code provisions for shear in HSC are safe for use with the exception that CSA should be used with care. Despite numerous studies, there is still a need to develop a clear understanding of the shear behavior of HSC beams without web reinforcement. Therefore, this experimental program was arranged to evaluate the shear behavior and to increase the shear database on HSRC deep beams.

Currently, there is no general agreement on a theory describing the response of reinforced concrete members without web reinforcement. Many structural systems are usually performed using empirical or semi-empirical expressions provided by codes of practice that do not consider the influence of many governing parameters. In this paper, a comparison between values of current experimental shear strength and those of various international design approaches like ACI, Canadian, FIB and the method proposed by Sudheer, Zararis ,Zsutty ,Shah ,Bazant and Russo. Eighteen simple span high strength reinforced concrete “HSRC” deep beams without web reinforcement were tested and analyzed under two static point loads at mid-span of the beam to examine the contribution of various parameters on the shear capacity of HSRC beams. The main studied parameters are f‟cu=50 MPa, three values of tension reinforcement-ρ%-(0.73%,1.21% &1.83%) and shear span to effective depth ratio-a/d-( 2,1.5 &1). As a conclusion of this paper, ACI and FIB code provisions for shear in HSC are safe for use with the exception that CSA should be used with care. Despite numerous studies, there is still a need to develop a clear understanding of the shear behavior of HSC beams without web reinforcement. Therefore, this experimental program was arranged to evaluate the shear behavior and to increase the shear database on HSRC deep beams.

This paper summarize and analyzie the shear charactaristics of tested beams according to provisions of ACI & JSC codes which both of them specifie the shear strength of deep beams based on the first diagonal crack strength of normal strength concrete NSC beams without taken into account the beam size effect. Hence, it is substantial to evaluate the applicability of JSCE & ACI shear design equations to high strength reinforced concrete (HSRC) deep beams with main steel ratio less and more than 1% with considering beam size effect or not. f’c=60 MPa, three values of main reinforcement, (ρs%), (0.73,1.21 &1.83) and shear span to overall depth ratio, (a/h), ( 0.84,0.87,1.3 &1.7) were selected to study the shear characteristics of 18 simple span deep beams without stirrups. The increase in overall depth (h) under the same a/h=1.3&1.7, led to more brittle failure with wide diagonal cracks. HSRC deep beams exhibited more remarkable size effects with regard to brittle behavior. It was also shown that the ACI code gives similar safety factors on the shear strength at the first diagonal crack of HSRC deep beams, but do not specify a high enough safety factor on their ultimate strength due to the size effects.

This paper summarize and analyzie the shear charactaristics of tested beams according to provisions of ACI & JSC codes which both of them specifie the shear strength of deep beams based on the first diagonal crack strength of normal strength concrete NSC beams without taken into account the beam size effect. Hence, it is substantial to evaluate the applicability of JSCE & ACI shear design equations to high strength reinforced concrete (HSRC) deep beams with main steel ratio less and more than 1% with considering beam size effect or not. f’c=60 MPa, three values of main reinforcement, (ρs%), (0.73,1.21 &1.83) and shear span to overall depth ratio, (a/h), ( 0.84,0.87,1.3 &1.7) were selected to study the shear characteristics of 18 simple span deep beams without stirrups. The increase in overall depth (h) under the same a/h=1.3&1.7, led to more brittle failure with wide diagonal cracks. HSRC deep beams exhibited more remarkable size effects with regard to brittle behavior. It was also shown that the ACI code gives similar safety factors on the shear strength at the first diagonal crack of HSRC deep beams, but do not specify a high enough safety factor on their ultimate strength due to the size effects.

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