The existing experimental work on FRP confined concrete column is mainly concentrated on concrete columns under co centric loading in recent years. Therefore this research involves the study of nonlinear FE analysis of FRP confined square and rectangular R.C. columns under both axial compressive and lateral loads. Lateral load was taken as a ratio of the axial compressive loads "H/ Pc". The results of this work were compared with previous work (Soghair, H.M. et al. 2004) considered the behavior of square and rectangular columns confined with CFRP under centric loads. All studied columns were modeled using the nonlinear finite element analysis. The main variables studied were the cross-section shape of the column "R", concrete grade "C", the percentage of area of the main longitudinal steel "As%" and the number of layers of CFRP sheet "NE'. The FEM results indicated that R.C. columns externally wrapped with CFRP sheet showed a significant improvement in both capacity and ductility.

The existing experimental work on FRP confined concrete column is mainly concentrated on concrete columns under co centric loading in recent years. Therefore this research involves the study of nonlinear FE analysis of FRP confined square and rectangular R.C. columns under both axial compressive and lateral loads. Lateral load was taken as a ratio of the axial compressive loads "H/ Pc". The results of this work were compared with previous work (Soghair, H.M. et al. 2004) considered the behavior of square and rectangular columns confined with CFRP under centric loads. All studied columns were modeled using the nonlinear finite element analysis. The main variables studied were the cross-section shape of the column "R", concrete grade "C", the percentage of area of the main longitudinal steel "As%" and the number of layers of CFRP sheet "NE'. The FEM results indicated that R.C. columns externally wrapped with CFRP sheet showed a significant improvement in both capacity and ductility.

ACI code specifies the shear strength of deep beams based on the strength at the first diagonal crack of NSC beams without the consideration of beam size effect. Therefore, it is necessary to evaluate if the ACI design equation for deep beams is applicable to high strength reinforced concrete (HSRC) deep beams with main reinforcement ratio less and more than 1% with considering size effect or not. This paper is considered a supplement to the companion paper (Part I Comparison of Design Equations). Eighteen simple span HSRC deep beams without stirrups were tested to examine various parameters on the shear capacity; f’cu=50 MPa, three values of main reinforcement, (ρs%), (0.73%,1.21% &1.83%) and four values of shear span to overall depth ratio, (a/h), ( 0.84,1.3,1.7&2.3) were selected to mainly study the characteristics of deep beams. The increase in overall depth (h) under the same a/h=1.3&1.7, led to more brittle failure with wide diagonal cracks and high energy release rate related to size effects. 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.

ACI code specifies the shear strength of deep beams based on the strength at the first diagonal crack of NSC beams without the consideration of beam size effect. Therefore, it is necessary to evaluate if the ACI design equation for deep beams is applicable to high strength reinforced concrete (HSRC) deep beams with main reinforcement ratio less and more than 1% with considering size effect or not. This paper is considered a supplement to the companion paper (Part I Comparison of Design Equations). Eighteen simple span HSRC deep beams without stirrups were tested to examine various parameters on the shear capacity; f’cu=50 MPa, three values of main reinforcement, (ρs%), (0.73%,1.21% &1.83%) and four values of shear span to overall depth ratio, (a/h), ( 0.84,1.3,1.7&2.3) were selected to mainly study the characteristics of deep beams. The increase in overall depth (h) under the same a/h=1.3&1.7, led to more brittle failure with wide diagonal cracks and high energy release rate related to size effects. 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.

ACI code specifies the shear strength of deep beams based on the strength at the first diagonal crack of NSC beams without the consideration of beam size effect. Therefore, it is necessary to evaluate if the ACI design equation for deep beams is applicable to high strength reinforced concrete (HSRC) deep beams with main reinforcement ratio less and more than 1% with considering size effect or not. This paper is considered a supplement to the companion paper (Part I Comparison of Design Equations). Eighteen simple span HSRC deep beams without stirrups were tested to examine various parameters on the shear capacity; f’cu=50 MPa, three values of main reinforcement, (ρs%), (0.73%,1.21% &1.83%) and four values of shear span to overall depth ratio, (a/h), ( 0.84,1.3,1.7&2.3) were selected to mainly study the characteristics of deep beams. The increase in overall depth (h) under the same a/h=1.3&1.7, led to more brittle failure with wide diagonal cracks and high energy release rate related to size effects. 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.

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 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 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.