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Il-sang Ahn - One of the best experts on this subject based on the ideXlab platform.
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closure to effective Flange Width definition for steel concrete composite bridge girder by methee chiewanichakorn amjad j aref stuart s chen and il sang ahn
Journal of Structural Engineering-asce, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Closure to "Effective Flange Width Definition for Steel–Concrete Composite Bridge Girder" by Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, and Il-Sang Ahn
Journal of Structural Engineering, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Effective Flange Width of Composite Girders in Negative Moment Region
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang Ahn, Jeffrey A CarpenterAbstract:In the analysis and design of steel-concrete composite bridges, stresses and displacements are typically computed on the basis of elementary beam theory by using the effective Flange Width concept. Currently, the AASHTO load and resistance factor design (LRFD) code specifies the same effective Flange Width design criteria for both positive moment sections and negative moment sections. The effective Flange Width concept for the positive moment has been well established by many researchers. However, the classical effective Flange Width definition does not take into account the strain variation through the slab thickness or the stress transfer mechanism from concrete to steel reinforcements after cracking. A more appropriate effective Flange Width definition for the negative moment section is introduced to account for these factors. This definition was developed on the basis of the effective Flange Width definition for positive moment sections proposed previously. The proposed definition for the negative mom...
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Effective Flange Width Definition for Steel-Concrete Composite Bridge Girder
Journal of Structural Engineering, 2004Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:A composite section is made up of a concrete slab attached to a steel girder by means of shear connectors. Under positive bending moment, part of the slab will act as the Flange of the girder resisting the longitudinal compression. When the spacing between the girders becomes large, it is evident that simple beam theory does not strictly apply because the longitudinal compressive stress in the Flange will vary with distance from the girder web, the Flange being more highly stressed over the web than in the extremities. This phenomenon is termed "shear lag." For design purposes, the effective Flange Width was introduced into national and international design specifications, whereby various effective Flange Width formulae were derived, based on different analytical and experimental results. According, the effective Flange Width is generally less than unity, which is not realistic for a small girder spacing. In current effective Flange Width formulae, the theoretical derivation is based primarily on a planar stress distribution reflecting shear lag at the central fiber of the concrete. However, this simplification ignores the fact that stresses vary through the thickness. This through-thickness variation needs to be taken into account to produce a more viable representation of effective Flange Width criteria. Hence, the need for a different definition of the effective Flange Width becomes apparent. This paper proposes a different method of defining the effective Flange Width for the composite section, which can be utilized with the results obtained from the finite-element analysis. A three dimensional finite-element model of the composite bridge is verified, and a numerical example illustrating the proposed effective Flange Width definition is provided.
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Effective Flange Width provisions for composite steel bridges
Engineering Structures, 2004Co-Authors: Il-sang Ahn, Methee Chiewanichakorn, Stuart S. Chen, Amjad J. ArefAbstract:Abstract In the analysis and design of steel–concrete composite girders of a bridge, deflections, stresses, and strengths are typically obtained from elementary beam bending theory by utilizing the effective Flange Width concept. Shear lag effects are accounted for indirectly, by replacing the actual slab Width by an appropriate reduced “effective” Width. Besides the exact numerical values that can be given by numerical analysis of a bridge, it is necessary that code provisions should provide simplified practical method of evaluation of effective Flange Width without significant loss of accuracy. So each code implements different ideas and approaches for specifying effective Flange Width. Comparing them highlights distinct philosophies underlying the various effective Width code formulations, which is the main objective of this paper. In this paper, the effective Flange Width provisions in the US, Britain, Canada, Japan, and European Committee are presented and compared. Characteristics of each provision are briefly described and summarized. Numerical comparisons for simply-supported spans and negative moment regions of continuous spans follow. The paper concludes with a summary outlining the commonalities and main differences among all these provisions.
H. A. Salim - One of the best experts on this subject based on the ideXlab platform.
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effective Flange Width for stress laminated t system timber bridges
Journal of Structural Engineering-asce, 1993Co-Authors: J. F. Davalos, H. A. SalimAbstract:Stress-laminated T-system timber bridges consist of laminated deck sections combined with glued-laminated timber beams compressed transversely with high-strength steel bars. In the design of these structures, a deck-and-beam T-section is isolated and analysed as a T-beam. This paper presents a regression equation for the computation of effective Flange Width for stress-laminated T-system timber bridges; a Width over which the normal stress can be assumed constant. Using actual dimensions, orthotropic material properties, and AASHTO truck loads, 125 bridge models were analyzed by a special finite element program for general anisotropic shell-and-beam-type structures. The results of the analysis were used to conduct a parametric study followed by a regression analysis to develop a prediction equation for the computation of effective Flange Width. Simplified equations for the computation of the effective Width, which are within current upper and lower bound elasticity solutions, are proposed for use in design.
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Effective Flange Width for Stress‐Laminated T‐System Timber Bridges
Journal of Structural Engineering, 1993Co-Authors: J. F. Davalos, H. A. SalimAbstract:Stress-laminated T-system timber bridges consist of laminated deck sections combined with glued-laminated timber beams compressed transversely with high-strength steel bars. In the design of these structures, a deck-and-beam T-section is isolated and analysed as a T-beam. This paper presents a regression equation for the computation of effective Flange Width for stress-laminated T-system timber bridges; a Width over which the normal stress can be assumed constant. Using actual dimensions, orthotropic material properties, and AASHTO truck loads, 125 bridge models were analyzed by a special finite element program for general anisotropic shell-and-beam-type structures. The results of the analysis were used to conduct a parametric study followed by a regression analysis to develop a prediction equation for the computation of effective Flange Width. Simplified equations for the computation of the effective Width, which are within current upper and lower bound elasticity solutions, are proposed for use in design.
Methee Chiewanichakorn - One of the best experts on this subject based on the ideXlab platform.
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closure to effective Flange Width definition for steel concrete composite bridge girder by methee chiewanichakorn amjad j aref stuart s chen and il sang ahn
Journal of Structural Engineering-asce, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Closure to "Effective Flange Width Definition for Steel–Concrete Composite Bridge Girder" by Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, and Il-Sang Ahn
Journal of Structural Engineering, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Effective Flange Width of Composite Girders in Negative Moment Region
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang Ahn, Jeffrey A CarpenterAbstract:In the analysis and design of steel-concrete composite bridges, stresses and displacements are typically computed on the basis of elementary beam theory by using the effective Flange Width concept. Currently, the AASHTO load and resistance factor design (LRFD) code specifies the same effective Flange Width design criteria for both positive moment sections and negative moment sections. The effective Flange Width concept for the positive moment has been well established by many researchers. However, the classical effective Flange Width definition does not take into account the strain variation through the slab thickness or the stress transfer mechanism from concrete to steel reinforcements after cracking. A more appropriate effective Flange Width definition for the negative moment section is introduced to account for these factors. This definition was developed on the basis of the effective Flange Width definition for positive moment sections proposed previously. The proposed definition for the negative mom...
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Effective Flange Width Definition for Steel-Concrete Composite Bridge Girder
Journal of Structural Engineering, 2004Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:A composite section is made up of a concrete slab attached to a steel girder by means of shear connectors. Under positive bending moment, part of the slab will act as the Flange of the girder resisting the longitudinal compression. When the spacing between the girders becomes large, it is evident that simple beam theory does not strictly apply because the longitudinal compressive stress in the Flange will vary with distance from the girder web, the Flange being more highly stressed over the web than in the extremities. This phenomenon is termed "shear lag." For design purposes, the effective Flange Width was introduced into national and international design specifications, whereby various effective Flange Width formulae were derived, based on different analytical and experimental results. According, the effective Flange Width is generally less than unity, which is not realistic for a small girder spacing. In current effective Flange Width formulae, the theoretical derivation is based primarily on a planar stress distribution reflecting shear lag at the central fiber of the concrete. However, this simplification ignores the fact that stresses vary through the thickness. This through-thickness variation needs to be taken into account to produce a more viable representation of effective Flange Width criteria. Hence, the need for a different definition of the effective Flange Width becomes apparent. This paper proposes a different method of defining the effective Flange Width for the composite section, which can be utilized with the results obtained from the finite-element analysis. A three dimensional finite-element model of the composite bridge is verified, and a numerical example illustrating the proposed effective Flange Width definition is provided.
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Effective Flange Width provisions for composite steel bridges
Engineering Structures, 2004Co-Authors: Il-sang Ahn, Methee Chiewanichakorn, Stuart S. Chen, Amjad J. ArefAbstract:Abstract In the analysis and design of steel–concrete composite girders of a bridge, deflections, stresses, and strengths are typically obtained from elementary beam bending theory by utilizing the effective Flange Width concept. Shear lag effects are accounted for indirectly, by replacing the actual slab Width by an appropriate reduced “effective” Width. Besides the exact numerical values that can be given by numerical analysis of a bridge, it is necessary that code provisions should provide simplified practical method of evaluation of effective Flange Width without significant loss of accuracy. So each code implements different ideas and approaches for specifying effective Flange Width. Comparing them highlights distinct philosophies underlying the various effective Width code formulations, which is the main objective of this paper. In this paper, the effective Flange Width provisions in the US, Britain, Canada, Japan, and European Committee are presented and compared. Characteristics of each provision are briefly described and summarized. Numerical comparisons for simply-supported spans and negative moment regions of continuous spans follow. The paper concludes with a summary outlining the commonalities and main differences among all these provisions.
Amjad J. Aref - One of the best experts on this subject based on the ideXlab platform.
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closure to effective Flange Width definition for steel concrete composite bridge girder by methee chiewanichakorn amjad j aref stuart s chen and il sang ahn
Journal of Structural Engineering-asce, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Closure to "Effective Flange Width Definition for Steel–Concrete Composite Bridge Girder" by Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, and Il-Sang Ahn
Journal of Structural Engineering, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Effective Flange Width of Composite Girders in Negative Moment Region
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang Ahn, Jeffrey A CarpenterAbstract:In the analysis and design of steel-concrete composite bridges, stresses and displacements are typically computed on the basis of elementary beam theory by using the effective Flange Width concept. Currently, the AASHTO load and resistance factor design (LRFD) code specifies the same effective Flange Width design criteria for both positive moment sections and negative moment sections. The effective Flange Width concept for the positive moment has been well established by many researchers. However, the classical effective Flange Width definition does not take into account the strain variation through the slab thickness or the stress transfer mechanism from concrete to steel reinforcements after cracking. A more appropriate effective Flange Width definition for the negative moment section is introduced to account for these factors. This definition was developed on the basis of the effective Flange Width definition for positive moment sections proposed previously. The proposed definition for the negative mom...
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Effective Flange Width Definition for Steel-Concrete Composite Bridge Girder
Journal of Structural Engineering, 2004Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:A composite section is made up of a concrete slab attached to a steel girder by means of shear connectors. Under positive bending moment, part of the slab will act as the Flange of the girder resisting the longitudinal compression. When the spacing between the girders becomes large, it is evident that simple beam theory does not strictly apply because the longitudinal compressive stress in the Flange will vary with distance from the girder web, the Flange being more highly stressed over the web than in the extremities. This phenomenon is termed "shear lag." For design purposes, the effective Flange Width was introduced into national and international design specifications, whereby various effective Flange Width formulae were derived, based on different analytical and experimental results. According, the effective Flange Width is generally less than unity, which is not realistic for a small girder spacing. In current effective Flange Width formulae, the theoretical derivation is based primarily on a planar stress distribution reflecting shear lag at the central fiber of the concrete. However, this simplification ignores the fact that stresses vary through the thickness. This through-thickness variation needs to be taken into account to produce a more viable representation of effective Flange Width criteria. Hence, the need for a different definition of the effective Flange Width becomes apparent. This paper proposes a different method of defining the effective Flange Width for the composite section, which can be utilized with the results obtained from the finite-element analysis. A three dimensional finite-element model of the composite bridge is verified, and a numerical example illustrating the proposed effective Flange Width definition is provided.
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Effective Flange Width provisions for composite steel bridges
Engineering Structures, 2004Co-Authors: Il-sang Ahn, Methee Chiewanichakorn, Stuart S. Chen, Amjad J. ArefAbstract:Abstract In the analysis and design of steel–concrete composite girders of a bridge, deflections, stresses, and strengths are typically obtained from elementary beam bending theory by utilizing the effective Flange Width concept. Shear lag effects are accounted for indirectly, by replacing the actual slab Width by an appropriate reduced “effective” Width. Besides the exact numerical values that can be given by numerical analysis of a bridge, it is necessary that code provisions should provide simplified practical method of evaluation of effective Flange Width without significant loss of accuracy. So each code implements different ideas and approaches for specifying effective Flange Width. Comparing them highlights distinct philosophies underlying the various effective Width code formulations, which is the main objective of this paper. In this paper, the effective Flange Width provisions in the US, Britain, Canada, Japan, and European Committee are presented and compared. Characteristics of each provision are briefly described and summarized. Numerical comparisons for simply-supported spans and negative moment regions of continuous spans follow. The paper concludes with a summary outlining the commonalities and main differences among all these provisions.
Stuart S. Chen - One of the best experts on this subject based on the ideXlab platform.
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closure to effective Flange Width definition for steel concrete composite bridge girder by methee chiewanichakorn amjad j aref stuart s chen and il sang ahn
Journal of Structural Engineering-asce, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Closure to "Effective Flange Width Definition for Steel–Concrete Composite Bridge Girder" by Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, and Il-Sang Ahn
Journal of Structural Engineering, 2006Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:This closure article was written in response to a commentary on recent research (Chiewanichakorn et al, 2004) that investigated composite sections (made up of a concrete slab attached to a steel girder by means of shear connectors). The commentary author maintained that formulas like the one proposed by the researchers tend to produce increasing effective Widths with decreasing interaction between beam and slab. The discusser also pointed out that the researchers' comparison of interior and exterior beam specimens can be slightly misleading, since all beams were T-shaped. The discusser concludes that the foremost reason for maintaining the present limitations on effective Width is that concrete cracks. Composite beams have become notorious for developing longitudinal cracks in the concrete slabs over their steel beam sections. In their response, the original researchers contend that the discusser's argument is not valid and they stand strongly behind their findings. The researchers point out several major problems with using the girder deflection approach, versus using compressive bending stress. They conclude that the consequence of imposing the discusser's suggested limitations on effective Flange Width would be underestimation of the section resistance, especially after concrete cracking.
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Effective Flange Width of Composite Girders in Negative Moment Region
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang Ahn, Jeffrey A CarpenterAbstract:In the analysis and design of steel-concrete composite bridges, stresses and displacements are typically computed on the basis of elementary beam theory by using the effective Flange Width concept. Currently, the AASHTO load and resistance factor design (LRFD) code specifies the same effective Flange Width design criteria for both positive moment sections and negative moment sections. The effective Flange Width concept for the positive moment has been well established by many researchers. However, the classical effective Flange Width definition does not take into account the strain variation through the slab thickness or the stress transfer mechanism from concrete to steel reinforcements after cracking. A more appropriate effective Flange Width definition for the negative moment section is introduced to account for these factors. This definition was developed on the basis of the effective Flange Width definition for positive moment sections proposed previously. The proposed definition for the negative mom...
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Effective Flange Width Definition for Steel-Concrete Composite Bridge Girder
Journal of Structural Engineering, 2004Co-Authors: Methee Chiewanichakorn, Amjad J. Aref, Stuart S. Chen, Il-sang AhnAbstract:A composite section is made up of a concrete slab attached to a steel girder by means of shear connectors. Under positive bending moment, part of the slab will act as the Flange of the girder resisting the longitudinal compression. When the spacing between the girders becomes large, it is evident that simple beam theory does not strictly apply because the longitudinal compressive stress in the Flange will vary with distance from the girder web, the Flange being more highly stressed over the web than in the extremities. This phenomenon is termed "shear lag." For design purposes, the effective Flange Width was introduced into national and international design specifications, whereby various effective Flange Width formulae were derived, based on different analytical and experimental results. According, the effective Flange Width is generally less than unity, which is not realistic for a small girder spacing. In current effective Flange Width formulae, the theoretical derivation is based primarily on a planar stress distribution reflecting shear lag at the central fiber of the concrete. However, this simplification ignores the fact that stresses vary through the thickness. This through-thickness variation needs to be taken into account to produce a more viable representation of effective Flange Width criteria. Hence, the need for a different definition of the effective Flange Width becomes apparent. This paper proposes a different method of defining the effective Flange Width for the composite section, which can be utilized with the results obtained from the finite-element analysis. A three dimensional finite-element model of the composite bridge is verified, and a numerical example illustrating the proposed effective Flange Width definition is provided.
-
Effective Flange Width provisions for composite steel bridges
Engineering Structures, 2004Co-Authors: Il-sang Ahn, Methee Chiewanichakorn, Stuart S. Chen, Amjad J. ArefAbstract:Abstract In the analysis and design of steel–concrete composite girders of a bridge, deflections, stresses, and strengths are typically obtained from elementary beam bending theory by utilizing the effective Flange Width concept. Shear lag effects are accounted for indirectly, by replacing the actual slab Width by an appropriate reduced “effective” Width. Besides the exact numerical values that can be given by numerical analysis of a bridge, it is necessary that code provisions should provide simplified practical method of evaluation of effective Flange Width without significant loss of accuracy. So each code implements different ideas and approaches for specifying effective Flange Width. Comparing them highlights distinct philosophies underlying the various effective Width code formulations, which is the main objective of this paper. In this paper, the effective Flange Width provisions in the US, Britain, Canada, Japan, and European Committee are presented and compared. Characteristics of each provision are briefly described and summarized. Numerical comparisons for simply-supported spans and negative moment regions of continuous spans follow. The paper concludes with a summary outlining the commonalities and main differences among all these provisions.