Pub Date : 2014-01-01DOI: 10.18057/ijasc.2014.10.4.3
Liu Hongbo, Yang Ren-zhang, Han Qinghua, Zhao Bo, Wang Xiaodun, Chen Zhihua
A significant pre-stressing deviation from the pre-stressing target force is induced by the temperature change and sliding friction between hoop cables and cable-strut joints during the pre-stressing construction of suspen-dome structures. The deviation not only induces a considerable increase in member stress and nodal displacement but also reduces the load-bearing capacity of suspen-dome structures. To reduce this pre-stressing deviation, construction measures such as the use of a sufficient number of pre-stressing points, over pre-stressing construction, adoption of rolling cable-strut joints, and modification of the pre-stressing control value with temperature change were developed. A suspen-dome specimen with a diameter of 10.8 m was designed to clarify the aforementioned construction measures. Six schemes were designed and implemented based on this specimen. Finite element analysis was then conducted. Experimental and numerical results indicated that the construction measures presented in this paper could effectively reduce pre-stressing force deviation.
{"title":"PRECISION CONTROL METHOD FOR PRE-STRESSING CONSTRUCTION OF SUSPEN-DOME STRUCTURES","authors":"Liu Hongbo, Yang Ren-zhang, Han Qinghua, Zhao Bo, Wang Xiaodun, Chen Zhihua","doi":"10.18057/ijasc.2014.10.4.3","DOIUrl":"https://doi.org/10.18057/ijasc.2014.10.4.3","url":null,"abstract":"A significant pre-stressing deviation from the pre-stressing target force is induced by the temperature change and sliding friction between hoop cables and cable-strut joints during the pre-stressing construction of suspen-dome structures. The deviation not only induces a considerable increase in member stress and nodal displacement but also reduces the load-bearing capacity of suspen-dome structures. To reduce this pre-stressing deviation, construction measures such as the use of a sufficient number of pre-stressing points, over pre-stressing construction, adoption of rolling cable-strut joints, and modification of the pre-stressing control value with temperature change were developed. A suspen-dome specimen with a diameter of 10.8 m was designed to clarify the aforementioned construction measures. Six schemes were designed and implemented based on this specimen. Finite element analysis was then conducted. Experimental and numerical results indicated that the construction measures presented in this paper could effectively reduce pre-stressing force deviation.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"1 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2014-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606674","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 : 2014-01-01DOI: 10.18057/IJASC.2014.10.1.2
M. Abdel-Jaber, A. Al-Qaisa, R. Beale
An analytical method for the study of the nonlinear forced vibrations and their stabilities of an elastically restrained tapered cantilever beam due to a direct periodic excitation is developed. The method of harmonic balance is used to study the steady state frequency response of the beam system for different values of physical parameters such as the root translational and rotational stiffness and the beam taper ratio. Results are presented for the first three modes of vibration. The stability of the frequency response for some selected values of the physical parameters is investigated, i.e. the regions on the frequency response curves at which the solution may bifurcate and then culminate into chaos. The qualitative features of the solutions are studied and identified using phase plane, Poincare maps and Fast Fourier Transform. The results are presented, discussed and conclusions on the elastically restrained tapered beam nonlinear dynamics are drawn.
{"title":"Steady State Response and Stability of an Elastically Restrained Tapered Beam","authors":"M. Abdel-Jaber, A. Al-Qaisa, R. Beale","doi":"10.18057/IJASC.2014.10.1.2","DOIUrl":"https://doi.org/10.18057/IJASC.2014.10.1.2","url":null,"abstract":"An analytical method for the study of the nonlinear forced vibrations and their stabilities of an elastically restrained tapered cantilever beam due to a direct periodic excitation is developed. The method of harmonic balance is used to study the steady state frequency response of the beam system for different values of physical parameters such as the root translational and rotational stiffness and the beam taper ratio. Results are presented for the first three modes of vibration. The stability of the frequency response for some selected values of the physical parameters is investigated, i.e. the regions on the frequency response curves at which the solution may bifurcate and then culminate into chaos. The qualitative features of the solutions are studied and identified using phase plane, Poincare maps and Fast Fourier Transform. The results are presented, discussed and conclusions on the elastically restrained tapered beam nonlinear dynamics are drawn.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"10 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2014-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606568","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 : 2014-01-01DOI: 10.18057/ijasc.2014.10.1.3
J. Henriques, J. Jaspart, L. Silva
The resistance of bolted lap shear connections in bearing is traditionally evaluated by considering an equal distribution of internal forces amongst the bolts. In fact, such an assumption may only be seen as the result of a plastic redistribution of the internal forces, what requires shear ductility in the vicinity of the bolts. In the present paper, ductility requirements are proposed that ensure that, in the presence of real geometric imperfections, plastic resistance can be attained.
{"title":"Ductility requirements for the design of bolted lap shear connections in bearing","authors":"J. Henriques, J. Jaspart, L. Silva","doi":"10.18057/ijasc.2014.10.1.3","DOIUrl":"https://doi.org/10.18057/ijasc.2014.10.1.3","url":null,"abstract":"The resistance of bolted lap shear connections in bearing is traditionally evaluated by considering an equal distribution of internal forces amongst the bolts. In fact, such an assumption may only be seen as the result of a plastic redistribution of the internal forces, what requires shear ductility in the vicinity of the bolts. In the present paper, ductility requirements are proposed that ensure that, in the presence of real geometric imperfections, plastic resistance can be attained.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"10 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2014-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606580","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 : 2013-01-01DOI: 10.18057/ijasc.2013.9.4.4
Weiwei Lin, T. Yoda
{"title":"Experimental and numerical study on mechanical behavior of composite girders under hogging moment","authors":"Weiwei Lin, T. Yoda","doi":"10.18057/ijasc.2013.9.4.4","DOIUrl":"https://doi.org/10.18057/ijasc.2013.9.4.4","url":null,"abstract":"","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"9 1","pages":"309-333"},"PeriodicalIF":1.7,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606519","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 : 2013-01-01DOI: 10.18057/ijasc.2013.9.2.4
Milan Spremić, Zlatko Marković, M. Veljković, D. Budjevac
Precast concrete slabs connected to the steel beams by headed shear studs arranged in groups may be used in high-rise office buildings to speed up construction process and improve quality by increasing the grade of industrialization. The paper presents experimental research performed on push-out tests at the Faculty of Civil Engineering University in Belgrade. The main goal has been to investigate possible reductions (if any) of shear stiffness and strength of five group arrangements consisting always of four headed shear studs, the shank diameter 16 mm and 100 mm height. A shape of group arrangement and its orientation to the applied load, and distance between the studs were variables considered. Intention was to have as small as possible holes in precast concrete slabs so the distance between studs was lower than minimum required in Eurocode 4 (1). Comparison is made with results obtained on specimen with uniformly distributed shear studs, according to requirements of the standard arrangement (1). Material characteristics were obtained and push-out tests were preformed in procedures that fully comply with Eurocode 4. Experimental results were evaluated according to the design models in Eurocode 4 and available literature, Okada-Yoda-Lebet (2). Recommendations for use of the group arrangements were proposed.
{"title":"Push-out experiments of headed shear studs in group arrangements","authors":"Milan Spremić, Zlatko Marković, M. Veljković, D. Budjevac","doi":"10.18057/ijasc.2013.9.2.4","DOIUrl":"https://doi.org/10.18057/ijasc.2013.9.2.4","url":null,"abstract":"Precast concrete slabs connected to the steel beams by headed shear studs arranged in groups may be used in high-rise office buildings to speed up construction process and improve quality by increasing the grade of industrialization. The paper presents experimental research performed on push-out tests at the Faculty of Civil Engineering University in Belgrade. The main goal has been to investigate possible reductions (if any) of shear stiffness and strength of five group arrangements consisting always of four headed shear studs, the shank diameter 16 mm and 100 mm height. A shape of group arrangement and its orientation to the applied load, and distance between the studs were variables considered. Intention was to have as small as possible holes in precast concrete slabs so the distance between studs was lower than minimum required in Eurocode 4 (1). Comparison is made with results obtained on specimen with uniformly distributed shear studs, according to requirements of the standard arrangement (1). Material characteristics were obtained and push-out tests were preformed in procedures that fully comply with Eurocode 4. Experimental results were evaluated according to the design models in Eurocode 4 and available literature, Okada-Yoda-Lebet (2). Recommendations for use of the group arrangements were proposed.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"9 1","pages":"139-160"},"PeriodicalIF":1.7,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606387","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 : 2013-01-01DOI: 10.18057/ijasc.2014.10.2.6
A. Patnaik, X. Shan, M. Adams, T. Srivatsan, C. Menzemer, J. Payer
Over twenty six percent of the bridges in the United States are structurally deficient or functionally obsolete. Corrosion of steel used in structures like bridges and buildings is a problem that has gained increased interest and focused concern. Steel is often the metal that is preferred for use in such applications due to a synergism of ease of availability, acceptable mechanical properties and cost effectiveness. Through the years, titanium has grown in strength, stature and significance to be recognized as an emerging high performance metal that is both stronger and lighter than steel. A distinctive property of titanium and its alloys is its non-corrosive nature. However, a major drawback in the selection and use of pure titanium or its alloy counterpart is the prohibitively high cost. Therefore, it may be possible to combine steel and pure titanium and/or its alloy in structures by restricting steel for bulk of the structure and selectively using titanium and its alloys for the critical but low volume elements, such as, gusset plates and bearings. A hybrid use of titanium in conjunction with steel for structural members will result in better performance while concurrently proving to be both cost-effective and economically affordable. The synergistic use of structural steel and titanium in close proximity with each other could result in accelerated corrosion of steel in the immediate vicinity of titanium. The corrosion performance of titanium plates coupled with steel members is presented. A few viable strategies for minimizing galvanic coupling effects between steel and titanium are discussed. Corrosion experiments were conducted to measure the severity of corrosion when titanium and steel form a galvanic couple, and copper and steel was a comparative system. The study revealed that adequate precautions are needed to minimize localized corrosion when titanium gusset plates are coupled with structural steel members.
{"title":"Isolating Corrosion of Steel Plates Coupled with Titanium","authors":"A. Patnaik, X. Shan, M. Adams, T. Srivatsan, C. Menzemer, J. Payer","doi":"10.18057/ijasc.2014.10.2.6","DOIUrl":"https://doi.org/10.18057/ijasc.2014.10.2.6","url":null,"abstract":"Over twenty six percent of the bridges in the United States are structurally deficient or functionally obsolete. Corrosion of steel used in structures like bridges and buildings is a problem that has gained increased interest and focused concern. Steel is often the metal that is preferred for use in such applications due to a synergism of ease of availability, acceptable mechanical properties and cost effectiveness. Through the years, titanium has grown in strength, stature and significance to be recognized as an emerging high performance metal that is both stronger and lighter than steel. A distinctive property of titanium and its alloys is its non-corrosive nature. However, a major drawback in the selection and use of pure titanium or its alloy counterpart is the prohibitively high cost. Therefore, it may be possible to combine steel and pure titanium and/or its alloy in structures by restricting steel for bulk of the structure and selectively using titanium and its alloys for the critical but low volume elements, such as, gusset plates and bearings. A hybrid use of titanium in conjunction with steel for structural members will result in better performance while concurrently proving to be both cost-effective and economically affordable. The synergistic use of structural steel and titanium in close proximity with each other could result in accelerated corrosion of steel in the immediate vicinity of titanium. The corrosion performance of titanium plates coupled with steel members is presented. A few viable strategies for minimizing galvanic coupling effects between steel and titanium are discussed. Corrosion experiments were conducted to measure the severity of corrosion when titanium and steel form a galvanic couple, and copper and steel was a comparative system. The study revealed that adequate precautions are needed to minimize localized corrosion when titanium gusset plates are coupled with structural steel members.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"10 1","pages":"216-233"},"PeriodicalIF":1.7,"publicationDate":"2013-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606978","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 : 2012-01-01DOI: 10.18057/ijasc.2012.8.2.5
C. Iu, M. Bradford
This paper presents a higher-order beam-column formulation that can capture the geometrically non-linear behaviour of steel framed structures which contain a multiplicity of slender members. Despite advances in computational structural frame software, analyses of large frames can still be problematic from a numerical standpoint, with efficacious and reliable convergence not always being ensured. To this end, the intent of this paper is to fulfil a need for versatile, reliable and efficient non-linear analysis of general steel framed structures with a large number of members suitable for engineering practice. Following a comprehensive review of numerical frame analysis techniques, a fourth-order element is derived, in which the crucial member bowing effect involved in the equilibrium equation is captured, and implemented in an updated Lagrangian formulation. Because of this, it is able to predict flexural buckling, snap-through buckling and the large displacement post-buckling behaviour of typical structures whose responses have been reported by independent researchers. The present approach with its efficacious and reliable convergence is shown in comparison studies to be applicable to selected applications which are prone to several forms of geometric non-linearity.
{"title":"Higher-order non-linear analysis of steel structures.Part I : elastic second-order formulation","authors":"C. Iu, M. Bradford","doi":"10.18057/ijasc.2012.8.2.5","DOIUrl":"https://doi.org/10.18057/ijasc.2012.8.2.5","url":null,"abstract":"This paper presents a higher-order beam-column formulation that can capture the geometrically non-linear behaviour of steel framed structures which contain a multiplicity of slender members. Despite advances in computational structural frame software, analyses of large frames can still be problematic from a numerical standpoint, with efficacious and reliable convergence not always being ensured. To this end, the intent of this paper is to fulfil a need for versatile, reliable and efficient non-linear analysis of general steel framed structures with a large number of members suitable for engineering practice. Following a comprehensive review of numerical frame analysis techniques, a fourth-order element is derived, in which the crucial member bowing effect involved in the equilibrium equation is captured, and implemented in an updated Lagrangian formulation. Because of this, it is able to predict flexural buckling, snap-through buckling and the large displacement post-buckling behaviour of typical structures whose responses have been reported by independent researchers. The present approach with its efficacious and reliable convergence is shown in comparison studies to be applicable to selected applications which are prone to several forms of geometric non-linearity.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"106 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2012-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606323","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 : 2012-01-01DOI: 10.18057/ijasc.2012.8.4.5
A. Machowski, I. Tylek
Probabilistic models of equivalent geometrical imperfections suitable to analysis of steel buildings frames are under consideration. Statistically based models of equivalent imperfections, besides of application in structural reliability analysis, should be taken as basis of verification of equivalent imperfection formulas and rules of introducing imperfections into frame calculations proposed in different Standards. Column random equivalent initial bow was obtained in this paper utilizing randomization of buckling coefficient in well-known deterministic formula of equivalent initial bow. Problem of random equivalent initial tilt of frame was considered for spatial mechanical model of skeletal structure, braced by rigid floor disks, using results of existing buildings geodesic measurements statistical analysis. In the paper assessment of random initial tilts and initial bows joint effect is commented.
{"title":"Random equivalent initial bow and tilt in steel frame","authors":"A. Machowski, I. Tylek","doi":"10.18057/ijasc.2012.8.4.5","DOIUrl":"https://doi.org/10.18057/ijasc.2012.8.4.5","url":null,"abstract":"Probabilistic models of equivalent geometrical imperfections suitable to analysis of steel buildings frames are under consideration. Statistically based models of equivalent imperfections, besides of application in structural reliability analysis, should be taken as basis of verification of equivalent imperfection formulas and rules of introducing imperfections into frame calculations proposed in different Standards. Column random equivalent initial bow was obtained in this paper utilizing randomization of buckling coefficient in well-known deterministic formula of equivalent initial bow. Problem of random equivalent initial tilt of frame was considered for spatial mechanical model of skeletal structure, braced by rigid floor disks, using results of existing buildings geodesic measurements statistical analysis. In the paper assessment of random initial tilts and initial bows joint effect is commented.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"8 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2012-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606370","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 : 2012-01-01DOI: 10.18057/ijasc.2012.8.2.6
C. Iu, M. Bradford
In the companion paper, a fourth-order element formulation in an updated Lagrangian formulation was presented to handle geometric non-linearities. The formulation of the present paper extends this to include material non-linearity by proposing a refined plastic hinge approach to analyse large steel framed structures with many members, for which contemporary algorithms based on the plastic zone approach can be problematic computationally. This concept is an advancement of conventional plastic hinge approaches, as the refined plastic hinge technique allows for gradual yielding, being recognized as distributed plasticity across the element section, a condition of full plasticity, as well as including strain hardening. It is founded on interaction yield surfaces specified analytically in terms of force resultants, and achieves accurate and rapid convergence for large frames for which geometric and material non-linearity are significant. The solutions are shown to be efficacious in terms of a balance of accuracy and computational expediency. In addition to the numerical efficiency, the present versatile approach is able to capture different kinds of material and geometric non-linearities on general applications of steel structures, and thereby it offers an efficacious and accurate means of assessing non-linear behaviour of the structures for engineering practice.
{"title":"HIGHER-ORDER NON-LINEAR ANALYSIS OF STEEL STRUCTURES PART II : REFINED PLASTIC HINGE FORMULATION","authors":"C. Iu, M. Bradford","doi":"10.18057/ijasc.2012.8.2.6","DOIUrl":"https://doi.org/10.18057/ijasc.2012.8.2.6","url":null,"abstract":"In the companion paper, a fourth-order element formulation in an updated Lagrangian formulation was presented to handle geometric non-linearities. The formulation of the present paper extends this to include material non-linearity by proposing a refined plastic hinge approach to analyse large steel framed structures with many members, for which contemporary algorithms based on the plastic zone approach can be problematic computationally. This concept is an advancement of conventional plastic hinge approaches, as the refined plastic hinge technique allows for gradual yielding, being recognized as distributed plasticity across the element section, a condition of full plasticity, as well as including strain hardening. It is founded on interaction yield surfaces specified analytically in terms of force resultants, and achieves accurate and rapid convergence for large frames for which geometric and material non-linearity are significant. The solutions are shown to be efficacious in terms of a balance of accuracy and computational expediency. In addition to the numerical efficiency, the present versatile approach is able to capture different kinds of material and geometric non-linearities on general applications of steel structures, and thereby it offers an efficacious and accurate means of assessing non-linear behaviour of the structures for engineering practice.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"1 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2012-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606333","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 : 2011-09-01DOI: 10.18057/ijasc.2011.7.3.4
J. L. Chan, S. H. Cho, F. Albermani
At elevated temperatures, the stress-strain relationship of steel will be nonlinear. When one of the columns of a steel frame is subject to a local fire, the material properties of the column will deteriorate locally. Although the column is weakened, the steel frame will not collapse immediately if the frame is robust enough so that the excessive internal forces of the column can be redistributed by its connecting members. Structural design with robustness consideration can prevent a steel building under local fire from collapse. This paper is to propose a second-order analysis and design method for 2-D steel frames considering the nonlinear stress-strain relationship of the material under elevated temperatures. Results are found to be in line with the Eurocode 3 predicted failure loads.
{"title":"SECOND-ORDER ANALYSIS OF 2-D STEEL FRAMES AT ELEVATED TEMPERATURES","authors":"J. L. Chan, S. H. Cho, F. Albermani","doi":"10.18057/ijasc.2011.7.3.4","DOIUrl":"https://doi.org/10.18057/ijasc.2011.7.3.4","url":null,"abstract":"At elevated temperatures, the stress-strain relationship of steel will be nonlinear. When one of the columns of a steel frame is subject to a local fire, the material properties of the column will deteriorate locally. Although the column is weakened, the steel frame will not collapse immediately if the frame is robust enough so that the excessive internal forces of the column can be redistributed by its connecting members. Structural design with robustness consideration can prevent a steel building under local fire from collapse. This paper is to propose a second-order analysis and design method for 2-D steel frames considering the nonlinear stress-strain relationship of the material under elevated temperatures. Results are found to be in line with the Eurocode 3 predicted failure loads.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":"7 1","pages":"255-273"},"PeriodicalIF":1.7,"publicationDate":"2011-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606313","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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