Fatigue strength, relaxation, and creep rupture strength of carbon-fiber-reinforced polymer (CFRP) strands were evaluated experimentally, and their impact on bridge beam design was investigated. The long-term relaxation of CFRP strands was evaluated by loading CFRP test specimens under different environmental conditions and monitoring prestress loss over time. Creep rupture strength of CFRP strands after 1 million hours of sustained stress exposure was predicted by loading and monitoring CFRP test specimens under a range of sustained stress levels for an extended time. The fatigue strength of CFRP strands was established by cyclically loading CFRP test specimens using different stress amplitudes. In addition, and as a benchmark for fatigue evaluation, low-relaxation steel and stainless steel strand test specimens were prepared and cyclically loaded within the fatigue test matrix. Test results showed that fatigue strength of CFRP strands is superior to that of low-relaxation steel and stainless steel prestressing strands. In addition, the one-million-hour relaxation loss of CFRP strands is approximately 2% for a wide range of initial stress levels. Furthermore, the one-million-hour creep rupture strength is at least 88% of the average tensile strength of the strands. Extended exposure to environmental conditions did not seem to affect the tensile capacity of CFRP strands.
{"title":"\"Evaluating fatigue, relaxation, and creep rupture of carbon-fiber- reinforced polymer strands for highway bridge construction\"","authors":"N. Grace, M. Mohamed, Mena Bebawy","doi":"10.15554/pcij68.3-01","DOIUrl":"https://doi.org/10.15554/pcij68.3-01","url":null,"abstract":"Fatigue strength, relaxation, and creep rupture strength of carbon-fiber-reinforced polymer (CFRP) strands were evaluated experimentally, and their impact on bridge beam design was investigated. The long-term relaxation of CFRP strands was evaluated by loading CFRP test specimens under different environmental conditions and monitoring prestress loss over time. Creep rupture strength of CFRP strands after 1 million hours of sustained stress exposure was predicted by loading and monitoring CFRP test specimens under a range of sustained stress levels for an extended time. The fatigue strength of CFRP strands was established by cyclically loading CFRP test specimens using different stress amplitudes. In addition, and as a benchmark for fatigue evaluation, low-relaxation steel and stainless steel strand test specimens were prepared and cyclically loaded within the fatigue test matrix. Test results showed that fatigue strength of CFRP strands is superior to that of low-relaxation steel and stainless steel prestressing strands. In addition, the one-million-hour relaxation loss of CFRP strands is approximately 2% for a wide range of initial stress levels. Furthermore, the one-million-hour creep rupture strength is at least 88% of the average tensile strength of the strands. Extended exposure to environmental conditions did not seem to affect the tensile capacity of CFRP strands.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"33 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67575772","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Shane Oh, Lily Polster, Mark P. Manning, Jon Mohle, Brad D. Weldon, Yahya C. Kurama
This paper describes an experimental investigation of a novel reinforced concrete buckling-restrained brace for precast concrete lateral load-resisting frame structures in seismic regions. The proposed brace uses ductile reinforcing bars with unbonded lengths across end gaps and bonded lengths at the middle region for lateral stiffness, strength, energy dissipation, and ductility. The experimental program included four isolated diagonal brace subassemblies subjected to reversed-cyclic pseudostatic lateral loading. Local buckling of the energy-dissipation bars across the end gaps is the most critical failure mode that can limit the ductility of the brace in compression. Up to this failure, the bonded and unbonded regions of the braces performed as designed. The results demonstrated the different deformation and stiffness behaviors of the braces in tension and compression. Subsequent loading to large tension displacements provided evidence of the large energy dissipation that can be expected if premature failure of the brace can be prevented. Simplified numerical models provided good predictions of the measured brace behavior until failure. This research featured the first set of tests for this brace, and the results highlighted adjustments needed to design and modeling to achieve the desired behavior of the brace. Recommendations for future research include improved shear dowel and confinement designs to prevent local buckling of the energy-dissipation bars and improved longitudinal reinforcement designs to prevent yielding of the energy-dissipation bars in the middle bonded region of the braces.
{"title":"Experimental investigation of a novel reinforced concrete buckling-restrained brace","authors":"Shane Oh, Lily Polster, Mark P. Manning, Jon Mohle, Brad D. Weldon, Yahya C. Kurama","doi":"10.15554/pcij68.6-03","DOIUrl":"https://doi.org/10.15554/pcij68.6-03","url":null,"abstract":"This paper describes an experimental investigation of a novel reinforced concrete buckling-restrained brace for precast concrete lateral load-resisting frame structures in seismic regions. The proposed brace uses ductile reinforcing bars with unbonded lengths across end gaps and bonded lengths at the middle region for lateral stiffness, strength, energy dissipation, and ductility. The experimental program included four isolated diagonal brace subassemblies subjected to reversed-cyclic pseudostatic lateral loading. Local buckling of the energy-dissipation bars across the end gaps is the most critical failure mode that can limit the ductility of the brace in compression. Up to this failure, the bonded and unbonded regions of the braces performed as designed. The results demonstrated the different deformation and stiffness behaviors of the braces in tension and compression. Subsequent loading to large tension displacements provided evidence of the large energy dissipation that can be expected if premature failure of the brace can be prevented. Simplified numerical models provided good predictions of the measured brace behavior until failure. This research featured the first set of tests for this brace, and the results highlighted adjustments needed to design and modeling to achieve the desired behavior of the brace. Recommendations for future research include improved shear dowel and confinement designs to prevent local buckling of the energy-dissipation bars and improved longitudinal reinforcement designs to prevent yielding of the energy-dissipation bars in the middle bonded region of the braces.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"291 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134982777","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
S. Oh, Y. Kurama, Jon Mohle, Lily Polster, M. Manning, B. Weldon
This paper describes a numerical investigation on the seismic design and behavior of a novel reinforced-concrete buckling-restrained brace component for use in precast concrete lateral-load-resisting frames. The design procedure aimed to develop a brace with ductile behavior under reversed cyclic loading. Nonlinear finite element analyses were conducted to investigate the following potential undesirable failure modes of the brace: global buckling of the brace, closure of the end gaps, and local translational buckling of the energy-dissipation bars. The results indicated that failure through global buckling is unlikely for practical brace designs. Closure of the end gaps can be prevented by designing a wide-enough gap at each end of the brace, but design must also ensure that local buckling of the energy-dissipation bars does not occur over their unsupported length across the end gaps. An axially decoupled steel shear dowel can be used to permit a wider end gap without triggering translational buckling of the energy-dissipation bars. Braces that are designed to prevent undesirable failure modes can provide stable behavior up to ductile low-cycle fatigue fracture of the energy-dissipation bars.
{"title":"A novel reinforced-concrete buckling-restrained brace for precast concrete lateral-load-resisting frames","authors":"S. Oh, Y. Kurama, Jon Mohle, Lily Polster, M. Manning, B. Weldon","doi":"10.15554/pcij68.3-02","DOIUrl":"https://doi.org/10.15554/pcij68.3-02","url":null,"abstract":"This paper describes a numerical investigation on the seismic design and behavior of a novel reinforced-concrete buckling-restrained brace component for use in precast concrete lateral-load-resisting frames. The design procedure aimed to develop a brace with ductile behavior under reversed cyclic loading. Nonlinear finite element analyses were conducted to investigate the following potential undesirable failure modes of the brace: global buckling of the brace, closure of the end gaps, and local translational buckling of the energy-dissipation bars. The results indicated that failure through global buckling is unlikely for practical brace designs. Closure of the end gaps can be prevented by designing a wide-enough gap at each end of the brace, but design must also ensure that local buckling of the energy-dissipation bars does not occur over their unsupported length across the end gaps. An axially decoupled steel shear dowel can be used to permit a wider end gap without triggering translational buckling of the energy-dissipation bars. Braces that are designed to prevent undesirable failure modes can provide stable behavior up to ductile low-cycle fatigue fracture of the energy-dissipation bars.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67575819","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A. Haroon, Waleed K. Hamid, Eric P. Steinberg, K. Walsh, Richard Miller, B. Shahrooz
Precast concrete deck bulb-tee girder systems offer an excellent choice for prestressed concrete bridges with spans of 100 ft (30.48 m) or more. These girders are placed side by side in the field and connected using longitudinal joints. The wide top flange of the girders acts as a deck, eliminating the need for a cast-in-place concrete deck and providing a solution for accelerated bridge construction. However, the longitudinal joints between the girders often crack under service loads, allowing for water and deicing chemicals to enter the system and cause corrosion. An analytical study with ultra-high-performance concrete (UHPC) longitudinal joints was performed to investigate the joint performance when subjected to thermal and live loads. A continuity diaphragm with UHPC in the top flange was also investigated for negative moment over pier. Results of the investigation suggest that the use of UHPC can improve the performance of the connections. The high bond strength of the UHPC reduces the connection length and allows for simpler reinforcement details.
{"title":"Investigating UHPC in deck bulb-tee girder connections, part 1: Analytical investigation","authors":"A. Haroon, Waleed K. Hamid, Eric P. Steinberg, K. Walsh, Richard Miller, B. Shahrooz","doi":"10.15554/pcij68.3-04","DOIUrl":"https://doi.org/10.15554/pcij68.3-04","url":null,"abstract":"Precast concrete deck bulb-tee girder systems offer an excellent choice for prestressed concrete bridges with spans of 100 ft (30.48 m) or more. These girders are placed side by side in the field and connected using longitudinal joints. The wide top flange of the girders acts as a deck, eliminating the need for a cast-in-place concrete deck and providing a solution for accelerated bridge construction. However, the longitudinal joints between the girders often crack under service loads, allowing for water and deicing chemicals to enter the system and cause corrosion. An analytical study with ultra-high-performance concrete (UHPC) longitudinal joints was performed to investigate the joint performance when subjected to thermal and live loads. A continuity diaphragm with UHPC in the top flange was also investigated for negative moment over pier. Results of the investigation suggest that the use of UHPC can improve the performance of the connections. The high bond strength of the UHPC reduces the connection length and allows for simpler reinforcement details.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67576170","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This Project Spotlight discusses how using precast concrete enabled the rapid replacement of Pittsburgh's Fern Hollow Bridge after the January 2022 collapse.
本项目重点讨论了如何使用预制混凝土在2022年1月倒塌后快速更换匹兹堡的Fern空心桥。
{"title":"Collapsed Pittsburgh bridge replaced in less than a year","authors":"W. Atkinson","doi":"10.15554/pcij68.3-06","DOIUrl":"https://doi.org/10.15554/pcij68.3-06","url":null,"abstract":"This Project Spotlight discusses how using precast concrete enabled the rapid replacement of Pittsburgh's Fern Hollow Bridge after the January 2022 collapse.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67576314","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The article discusses the first prestressed concrete bridge built in the United States, the Walnut Lane Memorial Bridge in Philadelphia, Pa.
本文讨论了美国建造的第一座预应力混凝土桥——宾夕法尼亚州费城的核桃巷纪念桥。
{"title":"Introducing Prestressed Concrete","authors":"Andrew Osborn, Helmuth Welden","doi":"10.15554/pcij68.6-04","DOIUrl":"https://doi.org/10.15554/pcij68.6-04","url":null,"abstract":"The article discusses the first prestressed concrete bridge built in the United States, the Walnut Lane Memorial Bridge in Philadelphia, Pa.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"45 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134981373","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
There are approximately 600 km (370 mi) of railway passing through the desert areas in Iran. One of the important challenges associated with the degradation of railway structures in desert areas is chloride-ion invasion of the concrete, which causes the corrosion and swelling of bars, leading to the total destruction of concrete sleepers. Although numerous studies have been conducted on the prediction of bar corrosion in various reinforced concrete structures, there is no specific study on the prediction of bar corrosion in B70 concrete sleepers. This study investigates chloride diffusion in concrete sleepers and develops a prediction model using field and laboratory measurements. Sample profiles were taken from the Bam–Zahedan railway line for the determination of diffusion coefficients and initial and surface chloride contents. The early-age diffusion coefficient in concrete samples was obtained, and a prediction model was developed based on these parameters. Finally, a sensitivity analysis was performed in order to investigate the influential parameters on the initiation time of the corrosion. The results indicate that the effects of the chloride diffusion coefficient and the concrete cover were the leading factors in the corrosion initiation time.
{"title":"A prediction model for chloride-ion ingress in concrete sleepers","authors":"M. Esmaeili, S. Kaviani, Farzad Farivar","doi":"10.15554/pcij68.1-02","DOIUrl":"https://doi.org/10.15554/pcij68.1-02","url":null,"abstract":"There are approximately 600 km (370 mi) of railway passing through the desert areas in Iran. One of the important challenges associated with the degradation of railway structures in desert areas is chloride-ion invasion of the concrete, which causes the corrosion and swelling of bars, leading to the total destruction of concrete sleepers. Although numerous studies have been conducted on the prediction of bar corrosion in various reinforced concrete structures, there is no specific study on the prediction of bar corrosion in B70 concrete sleepers. This study investigates chloride diffusion in concrete sleepers and develops a prediction model using field and laboratory measurements. Sample profiles were taken from the Bam–Zahedan railway line for the determination of diffusion coefficients and initial and surface chloride contents. The early-age diffusion coefficient in concrete samples was obtained, and a prediction model was developed based on these parameters. Finally, a sensitivity analysis was performed in order to investigate the influential parameters on the initiation time of the corrosion. The results indicate that the effects of the chloride diffusion coefficient and the concrete cover were the leading factors in the corrosion initiation time.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67575316","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Mathew W. Bolduc, B. Shahrooz, K. Harries, Richard A. Miller, H. G. Russell, W. Potter
To develop a unified approach for the design of partially debonded strands in prestressed concrete highway bridge girders, a coordinated analytical and experimental investigation was conducted. This investigation examined amounts of partial debonding, distribution of partially debonded strands within the cross section, debonded lengths, locations and staggering of termination of debonded strands, confinement of debonded regions and their termination points, and the impact of adding nonprestressed reinforcement in the region of partial debonding. The results from testing full-scale I- and U-shaped girders indicate that partially debonding strands does not result in deleterious performance if adequate reinforcement is provided to resist the longitudinal tension due to bending and shear. Crack patterns and angles were not noticeably affected by the amount of debonding. Regardless of the debonding ratio, the maximum measured crack widths at the capacities predicted by the eighth edition of the American Association of State Highway and Transportation Officials’ AASHTO LRFD Bridge Design Specifications remained small. The requirements for debonded strands were revised significantly in the ninth edition of the AASTHO LRFD specifications based on the presented research.
{"title":"Experimental background behind new AASHTO LRFD specifications for partially partially debonded strands","authors":"Mathew W. Bolduc, B. Shahrooz, K. Harries, Richard A. Miller, H. G. Russell, W. Potter","doi":"10.15554/pcij68.2-01","DOIUrl":"https://doi.org/10.15554/pcij68.2-01","url":null,"abstract":"To develop a unified approach for the design of partially debonded strands in prestressed concrete highway bridge girders, a coordinated analytical and experimental investigation was conducted. This investigation examined amounts of partial debonding, distribution of partially debonded strands within the cross section, debonded lengths, locations and staggering of termination of debonded strands, confinement of debonded regions and their termination points, and the impact of adding nonprestressed reinforcement in the region of partial debonding. The results from testing full-scale I- and U-shaped girders indicate that partially debonding strands does not result in deleterious performance if adequate reinforcement is provided to resist the longitudinal tension due to bending and shear. Crack patterns and angles were not noticeably affected by the amount of debonding. Regardless of the debonding ratio, the maximum measured crack widths at the capacities predicted by the eighth edition of the American Association of State Highway and Transportation Officials’ AASHTO LRFD Bridge Design Specifications remained small. The requirements for debonded strands were revised significantly in the ninth edition of the AASTHO LRFD specifications based on the presented research.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67575666","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This paper describes research on the effect of structural form on hydration-heat-related changes in large-scale precast concrete lining segments. These segments of mass concrete were used in the construction of an underground metro transit station in Changchun, China, a location where conventional cast-in-place construction is interrupted for months by cold winter weather. Heat of hydration analysis of closed-cavity and solid lining segments was conducted using the finite element method (FEM). Two ambient temperatures of 25°C and 10°C (77°F and 50°F) were selected to simulate segment manufacturing conditions in summer and winter, respectively. The FEM and selected parameters were found to be reasonable because the numerical predictions and experimental observations from the closed-cavity segment were consistent. At both of the ambient temperatures, the maximum internal concrete temperature of the closed-cavity segment was much lower than that in the solid one and the temperature distribution in the closed-cavity segment was more uniform. As a result, thermal stress was lower in the closed-cavity segment than in the solid segment, which reduced the risk for cracking. The closed-cavity form of the lining segments enhanced the structural integrity and durability, and the ability to prefabricate these segments in cold ambient temperatures effectively accelerated construction on this project.
{"title":"Influence of structural form on hydration-heat-induced temperature rise of precast concrete lining segments for a metro transit station","authors":"Yuzhen Han, Lei Zhang, Jizhong He","doi":"10.15554/pcij68.2-04","DOIUrl":"https://doi.org/10.15554/pcij68.2-04","url":null,"abstract":"This paper describes research on the effect of structural form on hydration-heat-related changes in large-scale precast concrete lining segments. These segments of mass concrete were used in the construction of an underground metro transit station in Changchun, China, a location where conventional cast-in-place construction is interrupted for months by cold winter weather. Heat of hydration analysis of closed-cavity and solid lining segments was conducted using the finite element method (FEM). Two ambient temperatures of 25°C and 10°C (77°F and 50°F) were selected to simulate segment manufacturing conditions in summer and winter, respectively. The FEM and selected parameters were found to be reasonable because the numerical predictions and experimental observations from the closed-cavity segment were consistent. At both of the ambient temperatures, the maximum internal concrete temperature of the closed-cavity segment was much lower than that in the solid one and the temperature distribution in the closed-cavity segment was more uniform. As a result, thermal stress was lower in the closed-cavity segment than in the solid segment, which reduced the risk for cracking. The closed-cavity form of the lining segments enhanced the structural integrity and durability, and the ability to prefabricate these segments in cold ambient temperatures effectively accelerated construction on this project.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67575702","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Steel and concrete are the most essential and frequently encountered building materials. These materials are used in combined structural systems, such as concrete cores surrounded by steel pipes, as well as composite structures with steel and concrete components. In numerous countries, the combination of concrete cores, steel frames, and composite slab construction has become the typical construction approach for multistory commercial buildings. The shear stud connector is one of the elements used in the construction of composite sections. The use of inverted-U-shaped reinforcement experimentally and numerically significantly improves punching shear resistance for post-tensioned slabs compared with slabs that use stud connectors. Other experimental and numerical studies using inverted-U-shaped reinforcement in post-tensioned beams indicate an enhancement in their shear strength. Recently, an experimental investigation was performed on composite beams to inspect the effect of mild and rigid shear stud connectors. The experimental and numerical results for the composite beams showed good correlation. The goal of this study was to numerically model the capacity and deformation of composite beams with inverted-U-shaped connectors of varying configuration and mechanical properties and compare the beam performance with composite beams using shear stud connectors.
{"title":"Numerical modeling of inverted-U-shaped connectors to enhance the performance of composite beams","authors":"M. Khatib, Zaher Abou Saleh","doi":"10.15554/pcij68.3-03","DOIUrl":"https://doi.org/10.15554/pcij68.3-03","url":null,"abstract":"Steel and concrete are the most essential and frequently encountered building materials. These materials are used in combined structural systems, such as concrete cores surrounded by steel pipes, as well as composite structures with steel and concrete components. In numerous countries, the combination of concrete cores, steel frames, and composite slab construction has become the typical construction approach for multistory commercial buildings. The shear stud connector is one of the elements used in the construction of composite sections. The use of inverted-U-shaped reinforcement experimentally and numerically significantly improves punching shear resistance for post-tensioned slabs compared with slabs that use stud connectors. Other experimental and numerical studies using inverted-U-shaped reinforcement in post-tensioned beams indicate an enhancement in their shear strength. Recently, an experimental investigation was performed on composite beams to inspect the effect of mild and rigid shear stud connectors. The experimental and numerical results for the composite beams showed good correlation. The goal of this study was to numerically model the capacity and deformation of composite beams with inverted-U-shaped connectors of varying configuration and mechanical properties and compare the beam performance with composite beams using shear stud connectors.","PeriodicalId":54637,"journal":{"name":"PCI Journal","volume":"1 1","pages":""},"PeriodicalIF":1.1,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67576026","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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