The Experts below are selected from a list of 48 Experts worldwide ranked by ideXlab platform
Sridhar Kethu - One of the best experts on this subject based on the ideXlab platform.
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Alternate Approach to Approximating Deteriorated Steel Beam End Capacity
Transportation Research Record, 2005Co-Authors: John W. Van De Lindt, Theresa M. Ahlborn, Sridhar KethuAbstract:Corrosion of Steel beams caused by deicing media is a common problem in northern and mountainous regions of the United States. A common problem is deterioration of Steel beam ends in the web and flange near or directly above the bearing area. This results in decreased shear capacity, web-crippling, and web-buckling capacity. This paper presents the results of a study sponsored by the Michigan Department of Transportation (MDOT) to provide the structural analyst with a simplified, accurate, rapid, and slightly conservative approach for computing the reduced capacity of a Rolled Steel Section. The approach is based on the results of several hundred three-dimensional finite element analyses for a suite of 16 typical Steel bridges. The most common shapes and locations for Steel beam end deterioration were identified by reviewing detailed inspection reports. Finite element analyses for the Steel beam ends with simulated damage of various sizes and shapes was performed with the finite element software ABAQUS. A...
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Alternate Approach to Approximating Deteriorated Steel Beam End Capacity
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: John W. Van De Lindt, Theresa M. Ahlborn, Sridhar KethuAbstract:Corrosion of Steel beams caused by deicing media is a common problem in northern and mountainous regions of the United States. A common problem is deterioration of Steel beam ends in the web and flange near or directly above the bearing area. This results in decreased shear capacity, web-crippling, and web-buckling capacity. This paper presents the results of a study sponsored by the Michigan Department of Transportation (MDOT) to provide the structural analyst with a simplified, accurate, rapid, and slightly conservative approach for computing the reduced capacity of a Rolled Steel Section. The approach is based on the results of several hundred three-dimensional finite element analyses for a suite of 16 typical Steel bridges. The most common shapes and locations for Steel beam end deterioration were identified by reviewing detailed inspection reports. Finite element analyses for the Steel beam ends with simulated damage of various sizes and shapes was performed with the finite element software ABAQUS. A small experimental program focused on a selected beam to check the validity and accuracy of the finite element approach. Design charts were developed for an array of damage cases, which enable the analyst to simply apply a factor to the undamaged buckling capacity of the beam. The approach is compared to MDOT's current technique to demonstrate its efficiency and potential cost savings.
John W. Van De Lindt - One of the best experts on this subject based on the ideXlab platform.
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Alternate Approach to Approximating Deteriorated Steel Beam End Capacity
Transportation Research Record, 2005Co-Authors: John W. Van De Lindt, Theresa M. Ahlborn, Sridhar KethuAbstract:Corrosion of Steel beams caused by deicing media is a common problem in northern and mountainous regions of the United States. A common problem is deterioration of Steel beam ends in the web and flange near or directly above the bearing area. This results in decreased shear capacity, web-crippling, and web-buckling capacity. This paper presents the results of a study sponsored by the Michigan Department of Transportation (MDOT) to provide the structural analyst with a simplified, accurate, rapid, and slightly conservative approach for computing the reduced capacity of a Rolled Steel Section. The approach is based on the results of several hundred three-dimensional finite element analyses for a suite of 16 typical Steel bridges. The most common shapes and locations for Steel beam end deterioration were identified by reviewing detailed inspection reports. Finite element analyses for the Steel beam ends with simulated damage of various sizes and shapes was performed with the finite element software ABAQUS. A...
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Alternate Approach to Approximating Deteriorated Steel Beam End Capacity
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: John W. Van De Lindt, Theresa M. Ahlborn, Sridhar KethuAbstract:Corrosion of Steel beams caused by deicing media is a common problem in northern and mountainous regions of the United States. A common problem is deterioration of Steel beam ends in the web and flange near or directly above the bearing area. This results in decreased shear capacity, web-crippling, and web-buckling capacity. This paper presents the results of a study sponsored by the Michigan Department of Transportation (MDOT) to provide the structural analyst with a simplified, accurate, rapid, and slightly conservative approach for computing the reduced capacity of a Rolled Steel Section. The approach is based on the results of several hundred three-dimensional finite element analyses for a suite of 16 typical Steel bridges. The most common shapes and locations for Steel beam end deterioration were identified by reviewing detailed inspection reports. Finite element analyses for the Steel beam ends with simulated damage of various sizes and shapes was performed with the finite element software ABAQUS. A small experimental program focused on a selected beam to check the validity and accuracy of the finite element approach. Design charts were developed for an array of damage cases, which enable the analyst to simply apply a factor to the undamaged buckling capacity of the beam. The approach is compared to MDOT's current technique to demonstrate its efficiency and potential cost savings.
Theresa M. Ahlborn - One of the best experts on this subject based on the ideXlab platform.
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Alternate Approach to Approximating Deteriorated Steel Beam End Capacity
Transportation Research Record, 2005Co-Authors: John W. Van De Lindt, Theresa M. Ahlborn, Sridhar KethuAbstract:Corrosion of Steel beams caused by deicing media is a common problem in northern and mountainous regions of the United States. A common problem is deterioration of Steel beam ends in the web and flange near or directly above the bearing area. This results in decreased shear capacity, web-crippling, and web-buckling capacity. This paper presents the results of a study sponsored by the Michigan Department of Transportation (MDOT) to provide the structural analyst with a simplified, accurate, rapid, and slightly conservative approach for computing the reduced capacity of a Rolled Steel Section. The approach is based on the results of several hundred three-dimensional finite element analyses for a suite of 16 typical Steel bridges. The most common shapes and locations for Steel beam end deterioration were identified by reviewing detailed inspection reports. Finite element analyses for the Steel beam ends with simulated damage of various sizes and shapes was performed with the finite element software ABAQUS. A...
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Alternate Approach to Approximating Deteriorated Steel Beam End Capacity
Transportation Research Record: Journal of the Transportation Research Board, 2005Co-Authors: John W. Van De Lindt, Theresa M. Ahlborn, Sridhar KethuAbstract:Corrosion of Steel beams caused by deicing media is a common problem in northern and mountainous regions of the United States. A common problem is deterioration of Steel beam ends in the web and flange near or directly above the bearing area. This results in decreased shear capacity, web-crippling, and web-buckling capacity. This paper presents the results of a study sponsored by the Michigan Department of Transportation (MDOT) to provide the structural analyst with a simplified, accurate, rapid, and slightly conservative approach for computing the reduced capacity of a Rolled Steel Section. The approach is based on the results of several hundred three-dimensional finite element analyses for a suite of 16 typical Steel bridges. The most common shapes and locations for Steel beam end deterioration were identified by reviewing detailed inspection reports. Finite element analyses for the Steel beam ends with simulated damage of various sizes and shapes was performed with the finite element software ABAQUS. A small experimental program focused on a selected beam to check the validity and accuracy of the finite element approach. Design charts were developed for an array of damage cases, which enable the analyst to simply apply a factor to the undamaged buckling capacity of the beam. The approach is compared to MDOT's current technique to demonstrate its efficiency and potential cost savings.
Mahmood Md. Tahir - One of the best experts on this subject based on the ideXlab platform.
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BEHAVIOR OF PARTIAL STRENGTH OF BEAM-TO-COLUMN CONNECTION WITH GUSSET PLATE FOR COLD-FORMED Steel SectionS
ASEAN Engineering Journal, 2021Co-Authors: Muhammad Firdaus, Anis Saggaff, Mahmood Md. Tahir, Musab N.a. Salih, Km Aminuddin, Shek Poi Ngian, Tan Cher Siang, Hossein Mohammadhosseini, Arizu SulaimanAbstract:The use of cold-formed Steel (CFS) as part of a major construction has been rapidly increasing recently, as it is considered viable as an alternative to the conventional hot-Rolled Steel Section. However, information about CFS as part of a non-composite system is still limited as the connection is designed as a pinned connection, only good for roof trusses and wall paneling. The aim of this research is to propose a connection for CFS Sections that could enhance the strength of typical CFS connections, from pinned to partial strength connections. This paper presents the behavior of the partial strength of a non-composite beam-to-column connection for a cold-formed Steel Section where a gusset plate was used as a stiffener. This type of proposed connection for CFS is not limited only to the construction of roof trusses and wall cladding, but is also able to provide better flexural strength in semi-continuous construction. The proposed connections consisted of 6 specimens divided into two types, the first of which were stiffened by the gusset plate and the second of which were enhanced further with the top, seat and web angles. From the results of the experimental tests it was concluded that all the proposed connections can be categorized as partial strength connections, where the strength was more than 25% of the connected beam and suitable for use in semi-continuous construction. A relatively good agreement was recorded for the comparison between the experimental results and the predicted results from the EC3 component method super-imposed with a haunched gusset plate and top, seat and web angle components, which differed in the range of 1.31 to 1.5 times for the moment resistance and 1.07 to 1.37 times for the stiffness of the proposed connections.
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Behavior of Boxed Cold-Formed Steel as Composite Beam with Rebar as Shear Connector
Advances and Challenges in Structural Engineering, 2018Co-Authors: Musab N.a. Salih, Mahmood Md. Tahir, Shahrin Mohammad, Yusof AhmadAbstract:The use of composite systems comprising of concrete and conventional Steel is commonly used in a multi-story Steel frame with hot-Rolled Steel Section. However, the use of cold-formed Steel Section designed as composite beam is yet to be established. Cold-formed Steel (CFS) is usually categorized as a slender Section which tends to buckle and deform. The strength of this Section is usually reduced significantly as the Section is very thin. However, all these problems can be significantly improved by designing the Section as composite construction by integrating concrete and Steel with the use of rebar as a shear connector. Therefore, this paper presents experimental works on the structural performance of cold-formed Steel (CFS) Section with self-compacting concrete (SCC) as a composite beam by means of the shear connection mechanism of the proposed using reinforcement bar. A specimen was carried out where the behavior of encased double cold-formed Steel composite beam with composite slab was tested until failure. The proposed shear connector of size 12 mm was embedded in CFS and encased in SCC with a compressive strength of 40 N/mm2. The specimen comprised of two parallel CFS attached together to form encased beam with a concrete slab. Based on the experimental results it was found that the proposed composite system using bent-up rebar as shear connector showed slightly higher results than expected with ultimate moment capacity of 358.3 kNm for experimental and 341 kNm for predicted results. The failure mode was recorded as ductile which make it suitable to be used in the seismic zone.
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Structural aspects of cold-formed Steel Section designed as U-shape composite beam
2017Co-Authors: Anis Saggaff, Mahmood Md. Tahir, Mohammadamin Azimi, Talal AlhajriAbstract:Composite beam construction usually associated with old-style Hot-Rolled Steel Section (HRSS) has proven to act much better in compare with Cold-Formed Steel Section (CFSS) Sections due to thicker Section. Due, it’s getting popular to replace HRSS with CFSS in some aspects as a composite beam. The advantages such as lightweight, cost effective and easy to install have contributed to the apply CFSS as a preferred construction material for composite beam. There is a few technical data available regarding the application of the usage of CFSS as a composite system, despite the potentials use for residential and light-weight industrial constructions. This paper presents an experimental tests results which have been conducted using CFSS as composite beam. Composite action of CFSS arranged as double beam with Self-Compacting Concrete (SCC) slab are integrated together with bolted shear connectors were used. A full-scale test comprised of 3 proposed composite beam specimens with bolted shear connector spaced at 300 mm interval of grade 8.8 was using single nut with washer on flange of CFS, cast to the slab and loaded until failed. The test show that the bolted shear connector yielded better capacity of ultimate strength and ultimate moment for the proposed composite beam. It can be concluded that, bolted shear connectors of 16 mm in diameter performed better than the other diameter size of bolted shear connectors.Composite beam construction usually associated with old-style Hot-Rolled Steel Section (HRSS) has proven to act much better in compare with Cold-Formed Steel Section (CFSS) Sections due to thicker Section. Due, it’s getting popular to replace HRSS with CFSS in some aspects as a composite beam. The advantages such as lightweight, cost effective and easy to install have contributed to the apply CFSS as a preferred construction material for composite beam. There is a few technical data available regarding the application of the usage of CFSS as a composite system, despite the potentials use for residential and light-weight industrial constructions. This paper presents an experimental tests results which have been conducted using CFSS as composite beam. Composite action of CFSS arranged as double beam with Self-Compacting Concrete (SCC) slab are integrated together with bolted shear connectors were used. A full-scale test comprised of 3 proposed composite beam specimens with bolted shear connector spaced at 3...
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BOLTED SHEAR CONNECTORS PERFORMANCE IN SELF-COMPACTING CONCRETE INTEGRATED WITH COLD-FORMED Steel Section
Latin American Journal of Solids and Structures, 2016Co-Authors: Mustapha Muhammad Lawan, Mahmood Md. Tahir, Jahangir MirzaAbstract:In conventional composite construction involving hot-Rolled Steel Section, the composite action is usually achieved by using conventional headed shear studs connectors. However, use of headed studs is not practical for cold-formed Steel (CFS) Section due to its very thin form that is difficult to weld. A suitable bolt and nut type shear connector was proposed; experimental tests were carried out to evaluate its performance. This study also investigated the use of Self-Compacting Concrete (SCC) integrated with CFS by means of bolted shear connectors to develop composite action. Therefore, the objective of this paper was to investigate the performance of bolted shear connectors in SCC integrated with CFS Section as composite beam system. Eighteen push-out test specimens comprising of M12, M14 and M16 sized bolted shear connector of grade 8.8 with longitudinal spacings of 150 mm, 250 mm and 300 mm centers were fabricated, cast and tested until failure. The experimental results showed that all bolted shear connectors possessed a good shear resistance capacity. Not much difference in strength capacity of specimens with M14 and M16 bolted shear connectors was found, perhaps due to CFS failure. Varying the size and longitudinal spacing of the bolted shear connectors revealed that the connectors' strength capacity changed slightly between M14 and M16 bolts specimens but, significantly for M12 bolt specimens.
Ahmed Bamaga, Saleh Omar - One of the best experts on this subject based on the ideXlab platform.
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Structural behaviour of composite beams with cold formed Steel Section
2013Co-Authors: Ahmed Bamaga, Saleh OmarAbstract:The use of composite beam in buildings has known to be more economical compared to bare Steel beams with hot-Rolled Steel Section, as the composite action between Steel and concrete results in significant savings in Steel weight and reduce the beam depth. However, the use of composite beam with cold-formed Steel of lipped C-channel is yet to be established as the structural behavior of such beam is not well understood. This study presents and discusses the behavior of composite beam with cold formed Steel Section and innovative shear connectors. The composite beam comprises two cold formed Steel of lipped C-Sections oriented back to back to form I-Steel beam and perpendicular metal decking concrete slab. Three types of bracket shear connectors namely single bracket (SBSC), double bracket (DBSC) and hot Rolled plate (HPSC) shear connectors were developed and used; the proposed shear connectors were fixed to the web of Steel beam by bolts. In addition, headed stud (HSSC) shear connector welded to the top flange of cold formed Steel beam was also investigated. Push tests in accordance with Eurocode 4 were carried out to determine the strength capacity and ductility of the proposed shear connectors. Sequentially, full-scale beam tests were conducted to investigate the actual behavior of the composite beam with the proposed shear connectors. The length of full-scale specimen between supports is 4000 mm. Theoretical validation for the experimental results was performed based on the plastic analysis of composite beam. The experimental results of push tests showed very good strength with extreme deformation capacity for all bracket shear connectors suggesting that they are strong and ductile enough to provide composite action between Steel beam and concrete slab. Also, it was observed that strength capacity of shear connector increases as the thickness of Steel beam increases. For headed stud shear connectors, the stud possess strength capacity as high as its predicted strength. The results of full-scale beam tests showed very good agreement as compared to theoretical values that predicted based on push test results. The bending resistance and stiffness of the composite beams were improved up to 170% and 270% respectively as compared to non-composite cold formed Steel beam. Composite beam with HSSC shear connectors showed the best performance as compared to composite beams with SBSC, DBSC and HPSC shear connectors. Also, the results showed that the bending resistance of the composite beam increases as the thickness of Steel beam increases. It is concluded that the proposed composite beams with cold formed Steel Section are strong enough to be used in small and medium size buildings
