Pub Date : 2019-01-01DOI: 10.18057/IJASC.2019.15.1.3
M. Diao, Yi Li, Xinzheng Lu, H. Guan, Yun-Lun Sun
This paper proposes a new large span half steel-plate-reinforced concrete (H-SC) hollow roof structure for nuclear power plants. The roof composes of 23 I-shaped H-SC beams. Each H-SC beam consists of a steel plate assembly (a bottom plate, a web plate and a short top plate), which is cast inside an I-shaped reinforced concrete beam. This novel system not only has an equivalently high bearing capacity, stiffness and lower gravity load comparing with conventional RC roof, but also can be conveniently constructed by using the bottom plates as formworks. The numerical simulation was conducted to demonstrate its mechanical capacities and the influence of construction process. Firstly, a finite element (FE) model for the H-SC composes was built and a one-third scaled 12 meters large-span H-SC beam was tested to validate the proposed FE model and analyze the steel-concrete-interface bond-slip. Then, the numerical simulation was conducted to assess the effect of the construction process on the mechanical performance of the entire roof structure, in which the deactivation element and trace element techniques were used to simulate the deformation induced by the construction process. The results show that the deflection induced by the construction process accounts for 87% of the final deflection.
{"title":"THE STRUCTURAL AND CONSTRUCTION PERFORMANCES OF A LARGE-SPAN HALF STEEL-PLATE-REINFORCED CONCRETE HOLLOW ROOF","authors":"M. Diao, Yi Li, Xinzheng Lu, H. Guan, Yun-Lun Sun","doi":"10.18057/IJASC.2019.15.1.3","DOIUrl":"https://doi.org/10.18057/IJASC.2019.15.1.3","url":null,"abstract":"This paper proposes a new large span half steel-plate-reinforced concrete (H-SC) hollow roof structure for nuclear power plants. The roof composes of 23 I-shaped H-SC beams. Each H-SC beam consists of a steel plate assembly (a bottom plate, a web plate and a short top plate), which is cast inside an I-shaped reinforced concrete beam. This novel system not only has an equivalently high bearing capacity, stiffness and lower gravity load comparing with conventional RC roof, but also can be conveniently constructed by using the bottom plates as formworks. The numerical simulation was conducted to demonstrate its mechanical capacities and the influence of construction process. Firstly, a finite element (FE) model for the H-SC composes was built and a one-third scaled 12 meters large-span H-SC beam was tested to validate the proposed FE model and analyze the steel-concrete-interface bond-slip. Then, the numerical simulation was conducted to assess the effect of the construction process on the mechanical performance of the entire roof structure, in which the deactivation element and trace element techniques were used to simulate the deformation induced by the construction process. The results show that the deflection induced by the construction process accounts for 87% of the final deflection.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606824","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-01-01DOI: 10.18057/ijasc.2019.15.4.6
Sumei Liu, H. Ding, L. Taerwe, W. Corte
The value of the global shear buckling coefficient kg and the formula for the interactive shear buckling stress of corrugated steel webs (CSWs) are still the subject of debate. In this study, firstly, the analytical formulas for the global and interactive shear buckling stresses of CSWs are deduced by the Galerkin method. Simplified formulas for the global shear buckling coefficient kg for a four-edge simple support, for a four-edge fixed support, for two edges constrained by flanges fixed and the other two edges simply supported, and an interactive shear buckling coefficient table are given. Secondly, an elastic finite element analysis is carried out to verify the analytical formulas and to study the influence of geometric parameters on the shear buckling stress of CSWs. Finally, a design formula for the shear strength of CSWs which adopts the formulas for the global and interactive shear buckling stresses proposed in this paper is assessed. From a comparison between the shear strength calculated by this design formula, calculated by four previous design formulas and measured in a series of published test results, it is found that the considered design formula provides good predictions for the shear strength of CSWs and can be recommended. Received: Revised: Accepted: 15 January 2019 07 June 2019 13 June 2019
{"title":"MODIFICATIONS TO THE GLOBAL AND INTERACTIVE SHEAR BUCKLING ANALYSIS METHODS OF TRAPEZOIDAL CORRUGATED STEEL WEBS FOR BRIDGES","authors":"Sumei Liu, H. Ding, L. Taerwe, W. Corte","doi":"10.18057/ijasc.2019.15.4.6","DOIUrl":"https://doi.org/10.18057/ijasc.2019.15.4.6","url":null,"abstract":"The value of the global shear buckling coefficient kg and the formula for the interactive shear buckling stress of corrugated steel webs (CSWs) are still the subject of debate. In this study, firstly, the analytical formulas for the global and interactive shear buckling stresses of CSWs are deduced by the Galerkin method. Simplified formulas for the global shear buckling coefficient kg for a four-edge simple support, for a four-edge fixed support, for two edges constrained by flanges fixed and the other two edges simply supported, and an interactive shear buckling coefficient table are given. Secondly, an elastic finite element analysis is carried out to verify the analytical formulas and to study the influence of geometric parameters on the shear buckling stress of CSWs. Finally, a design formula for the shear strength of CSWs which adopts the formulas for the global and interactive shear buckling stresses proposed in this paper is assessed. From a comparison between the shear strength calculated by this design formula, calculated by four previous design formulas and measured in a series of published test results, it is found that the considered design formula provides good predictions for the shear strength of CSWs and can be recommended. Received: Revised: Accepted: 15 January 2019 07 June 2019 13 June 2019","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2019-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67607015","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-12-01DOI: 10.18057/IJASC.2018.14.4.3
M. Zeynalian, A. Shelley, H. Ronagh, S. Hatami
An experimental study on the behavior of cold formed steel (CFS) strap bracing connections is presented in this paper. 75 cold-formed steel strap bracing connections were examined. The connections maximum load capacity and the load-deformation behavior as well as the failure modes of the connections are investigated. The strap bracing connections included 0.55mm and 0.75mm cold-formed G550 steel and four different types of steel strap material. The connections behaviors are discussed and the design capacities calculated from different CFS design standards are compared to the experimental results of the connections. The results show that generally the monotonic tested connections capacities are lower than the cyclic capacities. Also, it is found that although the design provisions predict some of the behaviours of screwed connections, they are not fully suited to accurately predicting the ultimate behaviour of the strap bracing connections. Therefore, the recommended capacities for the strap bracing connections are based on the experimental results.
{"title":"EXPERIMENTAL INVESTIGATION INTO THE CAPACITY OF COLD-FORMED SCREWED STEEL STRAP BRACING CONNECTIONS","authors":"M. Zeynalian, A. Shelley, H. Ronagh, S. Hatami","doi":"10.18057/IJASC.2018.14.4.3","DOIUrl":"https://doi.org/10.18057/IJASC.2018.14.4.3","url":null,"abstract":"An experimental study on the behavior of cold formed steel (CFS) strap bracing connections is presented in this paper. 75 cold-formed steel strap bracing connections were examined. The connections maximum load capacity and the load-deformation behavior as well as the failure modes of the connections are investigated. The strap bracing connections included 0.55mm and 0.75mm cold-formed G550 steel and four different types of steel strap material. The connections behaviors are discussed and the design capacities calculated from different CFS design standards are compared to the experimental results of the connections. The results show that generally the monotonic tested connections capacities are lower than the cyclic capacities. Also, it is found that although the design provisions predict some of the behaviours of screwed connections, they are not fully suited to accurately predicting the ultimate behaviour of the strap bracing connections. Therefore, the recommended capacities for the strap bracing connections are based on the experimental results.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2018-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46554513","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-06-07DOI: 10.18057/IJASC.2018.4.2.8
Xu-hong Zhou, Dan Gan, Jiepeng Liu, Y. Chen
The in-filled concrete of square tube confined concrete columns (tubed columns for short) is non-uniformly confined and the effectiveness of its confinement is reduced, leading to a complex composite effect. This paper discusses key parameters, including friction, width-to-thickness ratio and chamfered corner radius of steel tubes, which would affect the confinement of square tubes on in-filled concrete. Eighteen specimens with large width-to-thickness ratio and six RC counterparts were tested under axial compression. Four main system parameters were considered in the tests: 1) width-to-thickness ratio (60-160); 2) types of steel tubes (galvanized and ordinary); 3) interface between tube and concrete (reduced friction and not); and 4) with and without reinforcement cage. It was found that the square tubed RC and plain RC columns were characterized by the shear failure mode, but the ductility performance of the tubed columns was much better than the RC specimens. The axial load-carrying capacities of the specimens with smaller friction were slightly lower than those with larger friction. A finite element analysis (FEA) model was developed to analyze the influence of friction and corner radius on of square tubed columns. An effective section confining model considering effective utilization index of square steel tubes was developed to predict the axial load resistances. The results are satisfactory when comparing the predictions to the experimental and nonlinear finite element analysis results.
{"title":"COMPOSITE EFFECT OF STUB SQUARE STEEL TUBED COLUMNS UNDER AXIAL COMPRESSION","authors":"Xu-hong Zhou, Dan Gan, Jiepeng Liu, Y. Chen","doi":"10.18057/IJASC.2018.4.2.8","DOIUrl":"https://doi.org/10.18057/IJASC.2018.4.2.8","url":null,"abstract":"The in-filled concrete of square tube confined concrete columns (tubed columns for short) is non-uniformly confined and the effectiveness of its confinement is reduced, leading to a complex composite effect. This paper discusses key parameters, including friction, width-to-thickness ratio and chamfered corner radius of steel tubes, which would affect the confinement of square tubes on in-filled concrete. Eighteen specimens with large width-to-thickness ratio and six RC counterparts were tested under axial compression. Four main system parameters were considered in the tests: 1) width-to-thickness ratio (60-160); 2) types of steel tubes (galvanized and ordinary); 3) interface between tube and concrete (reduced friction and not); and 4) with and without reinforcement cage. It was found that the square tubed RC and plain RC columns were characterized by the shear failure mode, but the ductility performance of the tubed columns was much better than the RC specimens. The axial load-carrying capacities of the specimens with smaller friction were slightly lower than those with larger friction. A finite element analysis (FEA) model was developed to analyze the influence of friction and corner radius on of square tubed columns. An effective section confining model considering effective utilization index of square steel tubes was developed to predict the axial load resistances. The results are satisfactory when comparing the predictions to the experimental and nonlinear finite element analysis results.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2018-06-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45900775","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-01-01DOI: 10.18057/IJASC.2018.14.1.5
Weiyong Wang, Shiqi Qin, V. Kodur, Yuhang Wang
: Presence of residual stresses can significantly influence the stiffness and fatigue life of steel structures. The extent of residual stress that develops in welded box-shaped sections at room temperature is extensively studied. However, there is limited data on the development of residual stresses after fire exposure. Such fire exposure has great influence on the residual stress distribution due to temperature induced plastic deformation and creep strains in steel. In order to provide benchmark data for the theoretical models and post-fire design recommendations, this paper presents results from an experimental investigation on the post-fire residual stresses in welded box-shaped sections. The tests are carried out by sectioning method, and two types of commonly used steels, mild Q235 steel with a nominal yield stress of 235MPa and high strength Q460 steel with a nominal yield stress of 460MPa are considered. The residual stresses were evaluated after exposing the specimens to 200 ℃ , 400 ℃ , 600 ℃ and 800 ℃ and cooling down to room temperature. Data from the tests clear show that the residual stresses decrease significantly with increase in specimen temperature. Further, results from the tests are utilized to propose simplified relations for temperature induced residual stresses in welded box-section of Q235 and Q460 steels.
{"title":"Experimental study on evolution of residual stress in welded box-sections after high temperature exposure","authors":"Weiyong Wang, Shiqi Qin, V. Kodur, Yuhang Wang","doi":"10.18057/IJASC.2018.14.1.5","DOIUrl":"https://doi.org/10.18057/IJASC.2018.14.1.5","url":null,"abstract":": Presence of residual stresses can significantly influence the stiffness and fatigue life of steel structures. The extent of residual stress that develops in welded box-shaped sections at room temperature is extensively studied. However, there is limited data on the development of residual stresses after fire exposure. Such fire exposure has great influence on the residual stress distribution due to temperature induced plastic deformation and creep strains in steel. In order to provide benchmark data for the theoretical models and post-fire design recommendations, this paper presents results from an experimental investigation on the post-fire residual stresses in welded box-shaped sections. The tests are carried out by sectioning method, and two types of commonly used steels, mild Q235 steel with a nominal yield stress of 235MPa and high strength Q460 steel with a nominal yield stress of 460MPa are considered. The residual stresses were evaluated after exposing the specimens to 200 ℃ , 400 ℃ , 600 ℃ and 800 ℃ and cooling down to room temperature. Data from the tests clear show that the residual stresses decrease significantly with increase in specimen temperature. Further, results from the tests are utilized to propose simplified relations for temperature induced residual stresses in welded box-section of Q235 and Q460 steels.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2018-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67607131","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-01DOI: 10.18057/ijasc.2017.13.2.5
Anthony Ariyanayagam, K. Poologanathan, M. Mahendran
Cold-formed Light gauge Steel Frame (LSF) walls lined with plasterboards are increasingly used in the building industry as primary load bearing components. Although they have been used widely, their behaviour in real building fires is not fully understood. Many experimental and numerical studies have been undertaken to investigate the fire performance of load bearing LSF walls under standard fire conditions. However, the standard fire time-temperature curve given in ISO 834 [1] does not represent the fire load present in typical modern buildings that include considerable amount of thermoplastic materials. Some of these materials with high in calorific values increase the fire severity beyond that of the standard fire curve. Fire performance studies of load bearing LSF walls exposed to realistic design fire curves have also been limited. Therefore in this research, finite element thermal models of LSF wall panels were developed to simulate their fire performance using the recently developed realistic design fire time-temperature curves [2]. Suitable thermal properties were proposed for plasterboards and insulations based on laboratory tests and available literature. The developed finite element thermal models were validated by comparing their thermal performance results with available realistic design fire test results, and were then used in a detailed parametric study. This paper presents the details of the developed finite element thermal models of load bearing LSF wall panels under realistic design fire time-temperature curves and the results. It shows that finite element thermal models of LSF walls can be used to predict the fire performance including their fire resistance rating with reasonable accuracy for varying configurations of plasterboard lined LSF walls exposed to realistic design fire time-temperature curves.
{"title":"Thermal modelling of load bearing cold-formed steel frame walls under realistic design fire conditions","authors":"Anthony Ariyanayagam, K. Poologanathan, M. Mahendran","doi":"10.18057/ijasc.2017.13.2.5","DOIUrl":"https://doi.org/10.18057/ijasc.2017.13.2.5","url":null,"abstract":"Cold-formed Light gauge Steel Frame (LSF) walls lined with plasterboards are increasingly used in the building industry as primary load bearing components. Although they have been used widely, their behaviour in real building fires is not fully understood. Many experimental and numerical studies have been undertaken to investigate the fire performance of load bearing LSF walls under standard fire conditions. However, the standard fire time-temperature curve given in ISO 834 [1] does not represent the fire load present in typical modern buildings that include considerable amount of thermoplastic materials. Some of these materials with high in calorific values increase the fire severity beyond that of the standard fire curve. Fire performance studies of load bearing LSF walls exposed to realistic design fire curves have also been limited. Therefore in this research, finite element thermal models of LSF wall panels were developed to simulate their fire performance using the recently developed realistic design fire time-temperature curves [2]. Suitable thermal properties were proposed for plasterboards and insulations based on laboratory tests and available literature. The developed finite element thermal models were validated by comparing their thermal performance results with available realistic design fire test results, and were then used in a detailed parametric study. This paper presents the details of the developed finite element thermal models of load bearing LSF wall panels under realistic design fire time-temperature curves and the results. It shows that finite element thermal models of LSF walls can be used to predict the fire performance including their fire resistance rating with reasonable accuracy for varying configurations of plasterboard lined LSF walls exposed to realistic design fire time-temperature curves.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2017-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46574186","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-01-01DOI: 10.18057/ijasc.2017.13.2.4
S. Shah, N. Sulong, R. Khan, M. Z. Jumaat
This study examines the structural performance of beam end connectors used as connection device in semi-rigid boltless beam-to-column connections (BCCs) in steel pallet racks (SPRs). A total of six types of specimens were tested which were distinguished by the three different types of beam end connector (BEC) thicknesses and two different numbers of tabs in the (BEC). The experimental testing was performed using double-cantilever test method and the moment-rotation (M-θ) behavior of the connections and key failure modes were evaluated. The influence of variation in the thickness and the number of tabs of the BEC on the behavior of connection was also investigated. Increased connector thickness enabled the connector tabs to sustain higher failure moment. The findings showed that by varying the geometrical properties, the stiffness of the connection was affected at a higher rate as compared to the strength of the connection. A non-linear three dimensional (3D) finite element (FE) model was developed to simulate the experimental investigations. The FE model showed a close agreement with experimental results.
{"title":"Structural performance of boltless beam end connectors","authors":"S. Shah, N. Sulong, R. Khan, M. Z. Jumaat","doi":"10.18057/ijasc.2017.13.2.4","DOIUrl":"https://doi.org/10.18057/ijasc.2017.13.2.4","url":null,"abstract":"This study examines the structural performance of beam end connectors used as connection device in semi-rigid boltless beam-to-column connections (BCCs) in steel pallet racks (SPRs). A total of six types of specimens were tested which were distinguished by the three different types of beam end connector (BEC) thicknesses and two different numbers of tabs in the (BEC). The experimental testing was performed using double-cantilever test method and the moment-rotation (M-θ) behavior of the connections and key failure modes were evaluated. The influence of variation in the thickness and the number of tabs of the BEC on the behavior of connection was also investigated. Increased connector thickness enabled the connector tabs to sustain higher failure moment. The findings showed that by varying the geometrical properties, the stiffness of the connection was affected at a higher rate as compared to the strength of the connection. A non-linear three dimensional (3D) finite element (FE) model was developed to simulate the experimental investigations. The FE model showed a close agreement with experimental results.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2017-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67607003","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2016-06-03DOI: 10.18057/ijasc.2016.12.2.4
S. Fawzia, T. Fatima
The responses of composite buildings under wind loads clearly become more critical as the building becomes taller, less stiff and more lightweight. When the composite building increases in height, the stiffness of the structure becomes more important factor and introduction to belt truss and outrigger system is often used to provide sufficient lateral stiffness to the structure. Most of the research works to date is limited to reinforced concrete building with outrigger system of concrete structure, simple building plan layout, single height of a building, one direction wind and single level of outrigger arrangement. There is a scarcity in research works about the effective position of outrigger level on composite buildings under lateral wind loadings when the building plan layout, height and outrigger arrangement are varied. The aim of this paper is to determine the optimum location of steel belt and outrigger systems by using different arrangement of single and double level outrigger for different size, shape and height of composite building. In this study a comprehensive finite element modelling of composite building prototypes is carried out, with three different layouts (Rectangular, Octagonal and L shaped) and for three different storey (28, 42 and 57-storey). Models are analysed for dynamic cyclonic wind loads with various combination of steel belt and outrigger bracings. It is concluded that the effectiveness of the single and double level steel belt and outrigger bracing are varied based on their positions for different size, shape and height of composite building.
{"title":"Optimum position of steel outrigger system for high rise composite buildings subjected to wind loads","authors":"S. Fawzia, T. Fatima","doi":"10.18057/ijasc.2016.12.2.4","DOIUrl":"https://doi.org/10.18057/ijasc.2016.12.2.4","url":null,"abstract":"The responses of composite buildings under wind loads clearly become more critical as the building becomes taller, less stiff and more lightweight. When the composite building increases in height, the stiffness of the structure becomes more important factor and introduction to belt truss and outrigger system is often used to provide sufficient lateral stiffness to the structure. Most of the research works to date is limited to reinforced concrete building with outrigger system of concrete structure, simple building plan layout, single height of a building, one direction wind and single level of outrigger arrangement. There is a scarcity in research works about the effective position of outrigger level on composite buildings under lateral wind loadings when the building plan layout, height and outrigger arrangement are varied. The aim of this paper is to determine the optimum location of steel belt and outrigger systems by using different arrangement of single and double level outrigger for different size, shape and height of composite building. In this study a comprehensive finite element modelling of composite building prototypes is carried out, with three different layouts (Rectangular, Octagonal and L shaped) and for three different storey (28, 42 and 57-storey). Models are analysed for dynamic cyclonic wind loads with various combination of steel belt and outrigger bracings. It is concluded that the effectiveness of the single and double level steel belt and outrigger bracing are varied based on their positions for different size, shape and height of composite building.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2016-06-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606990","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2016-01-01DOI: 10.18057/IJASC.2016.12.2
N. Iqbal, Tim Heistermann, M. Veljković, Fernanda Lopes, A. Santiago, L. Silva
Structural fire design is exceedingly adopting the performance based approach. There are evidentadvantages of this approach compared to the prescriptive methods from codes. An analytical procedure, ...
结构防火设计多采用基于性能的方法。与来自代码的规定性方法相比，这种方法有明显的优点。分析程序，…
{"title":"Axial Force And Deformation Of A Restrained Steel Beam In Fire : Description and validation of a simplified analytical procedure","authors":"N. Iqbal, Tim Heistermann, M. Veljković, Fernanda Lopes, A. Santiago, L. Silva","doi":"10.18057/IJASC.2016.12.2","DOIUrl":"https://doi.org/10.18057/IJASC.2016.12.2","url":null,"abstract":"Structural fire design is exceedingly adopting the performance based approach. There are evidentadvantages of this approach compared to the prescriptive methods from codes. An analytical procedure, ...","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2016-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606933","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"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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