Pub Date : 2011-01-01DOI: 10.18057/ijasc.2011.7.1.1
F. Gara, G. Ranzi, G. Leoni
This paper presents a numerical model for the analysis of composite steel-concrete beams with partial interaction to account for the deformability of the shear connection. The proposed approach is capable of capturing the structural response produced by shear-lag effects and by the time-dependent behaviour of the concrete. The versatility of the FE formulation is demonstrated for a wide range of realistic bridge arrangements, e.g. from twin-deck girders to cable-stayed bridges. The accuracy of the approach is validated against the results obtained from more refined models generated with shell elements using commercial finite element software. For each bridge typology considered, both deformations and stresses are calculated to provide greater insight into the structural performance. Particular attention is placed on the determination of the effective width to be used for design purposes and on the stress distribution induced in the concrete component, together with their variation with time due to creep and shrinkage.
{"title":"PARTIAL INTERACTION ANALYSIS WITH SHEAR-LAG EFFECTS OF COMPOSITE BRIDGES: A FINITE ELEMENT IMPLEMENTATION FOR DESIGN APPLICATIONS","authors":"F. Gara, G. Ranzi, G. Leoni","doi":"10.18057/ijasc.2011.7.1.1","DOIUrl":"https://doi.org/10.18057/ijasc.2011.7.1.1","url":null,"abstract":"This paper presents a numerical model for the analysis of composite steel-concrete beams with partial interaction to account for the deformability of the shear connection. The proposed approach is capable of capturing the structural response produced by shear-lag effects and by the time-dependent behaviour of the concrete. The versatility of the FE formulation is demonstrated for a wide range of realistic bridge arrangements, e.g. from twin-deck girders to cable-stayed bridges. The accuracy of the approach is validated against the results obtained from more refined models generated with shell elements using commercial finite element software. For each bridge typology considered, both deformations and stresses are calculated to provide greater insight into the structural performance. Particular attention is placed on the determination of the effective width to be used for design purposes and on the stress distribution induced in the concrete component, together with their variation with time due to creep and shrinkage.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2011-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606285","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 : 2010-09-01DOI: 10.18057/ijasc.2010.6.3.6
J. Demonceau, J. Jaspart
Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. According to Eurocodes and some different other national design codes, the structural integrity of civil engineering structures should be ensured through appropriate measures. Design requirements are proposed in some codes but are nowadays seen generally as not satisfactory. In particular, it is not demonstrated that, even if these requirements are respected, the risk of a progressive collapse of the structure subjected to an exceptional event will really be mitigated. A European RFCS project entitled “Robust structures by joint ductility” has been set up in 2004, for three years, with the aim to provide requirements and practical guidelines allowing to ensure the structural integrity of steel and composite structures under exceptional events through an appropriate robustness. In particular, one substructure test simulating the loss of a column in a composite building was performed at Liège University. The present paper describes in details this substructure test. In particular, the development of membrane forces is illustrated and their effects on the behaviour of the beam-to-column joints are discussed.
{"title":"Experimental test simulating a column loss in a composite frame","authors":"J. Demonceau, J. Jaspart","doi":"10.18057/ijasc.2010.6.3.6","DOIUrl":"https://doi.org/10.18057/ijasc.2010.6.3.6","url":null,"abstract":"Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. According to Eurocodes and some different other national design codes, the structural integrity of civil engineering structures should be ensured through appropriate measures. Design requirements are proposed in some codes but are nowadays seen generally as not satisfactory. In particular, it is not demonstrated that, even if these requirements are respected, the risk of a progressive collapse of the structure subjected to an exceptional event will really be mitigated. A European RFCS project entitled “Robust structures by joint ductility” has been set up in 2004, for three years, with the aim to provide requirements and practical guidelines allowing to ensure the structural integrity of steel and composite structures under exceptional events through an appropriate robustness. In particular, one substructure test simulating the loss of a column in a composite building was performed at Liège University. The present paper describes in details this substructure test. In particular, the development of membrane forces is illustrated and their effects on the behaviour of the beam-to-column joints are discussed.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2010-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606263","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 : 2010-01-01DOI: 10.18057/ijasc.2010.6.1.8
O. Mirza, B. Uy
In composite steel-concrete beam construction, one of the most common methods to evaluate shear connector strength and behaviour is through a push test. Push tests have been used as early as the 1960’s to predict the strength and behaviour of shear studs in solid slabs. The performance of steel-concrete composite structures is greatly dependent on the load-slip characteristics of shear connectors. Significant research work has been performed on composite beams with regard to their stiffness and ductility of the shear connectors for both solid and profiled slabs. This paper describes the strength and ductility of shear connectors in composite beams with both solid and profiled steel sheeting slabs when different strain regimes are imposed on the concrete element. An accurate non-linear finite element model using ABAQUS is developed herein to study the behaviour of shear connectors for both solid and profiled steel sheeting slabs. The reason for employing different strain regimes in composite steel-concrete beams is to properly simulate the behaviour of shear connectors in composite beams where trapezoidal slabs are used. The pertinent results obtained from the finite element analysis were verified against independent experimental results and existing design standards. Based on the finite element analysis and the experimental results, it is evident that the strength and the load-slip behaviour of composite steel-concrete beams are greatly influenced by the strain regimes existent in the concrete element.
{"title":"Effects of strain regimes on the behaviour of headed stud shear connectors for composite steel-concrete beams","authors":"O. Mirza, B. Uy","doi":"10.18057/ijasc.2010.6.1.8","DOIUrl":"https://doi.org/10.18057/ijasc.2010.6.1.8","url":null,"abstract":"In composite steel-concrete beam construction, one of the most common methods to evaluate shear connector strength and behaviour is through a push test. Push tests have been used as early as the 1960’s to predict the strength and behaviour of shear studs in solid slabs. The performance of steel-concrete composite structures is greatly dependent on the load-slip characteristics of shear connectors. Significant research work has been performed on composite beams with regard to their stiffness and ductility of the shear connectors for both solid and profiled slabs. This paper describes the strength and ductility of shear connectors in composite beams with both solid and profiled steel sheeting slabs when different strain regimes are imposed on the concrete element. An accurate non-linear finite element model using ABAQUS is developed herein to study the behaviour of shear connectors for both solid and profiled steel sheeting slabs. The reason for employing different strain regimes in composite steel-concrete beams is to properly simulate the behaviour of shear connectors in composite beams where trapezoidal slabs are used. The pertinent results obtained from the finite element analysis were verified against independent experimental results and existing design standards. Based on the finite element analysis and the experimental results, it is evident that the strength and the load-slip behaviour of composite steel-concrete beams are greatly influenced by the strain regimes existent in the concrete element.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2010-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606195","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 : 2010-01-01DOI: 10.18057/ijasc.2010.6.3.1
J. Hoenderkamp, H. Hofmeyer, H. Snijder
At the Technische Universiteit Eindhoven a research program on composite construction is underway aiming at the development of design rules for steel frames with discretely connected precast concrete infill panels subject to in-plane horizontal loading. This paper presents experimental and finite element results of an investigation into their lateral stiffness and strength. A discrete connection between steel frame and concrete panel consist of one or two achor bars welded to a partially cast-in steel plate which is fastened with two bolts to a gusset plate welded to a frame member. The bolts in the connection are loaded in shear only. Two variations on this type of connection were tested experimentally. To avoid brittle failure, the connections are designed for a failure mechanism consisting of ovalisation in the bolt holes due to bearing of the bolts. Experimental pull-out and shear tests on individual frame-panel connections were performed to establish their stiffness and failure load. Two full scale experiments were done on one-storey one-bay 3 by 3m infilled frame structures which were horizontally loaded at the top. With the known characteristics of the frame-panel connections from the experiments on individual connections, finite element analyses were performed on the infilled frame structures taking non-linear behaviour of the structural components into account. The finite element model yields good results for the lateral stiffness and lower and upper bounds for strength.
{"title":"Experimental Investigation of the Shear Resistance of Steel Frames with Precast Concrete Infill Panels","authors":"J. Hoenderkamp, H. Hofmeyer, H. Snijder","doi":"10.18057/ijasc.2010.6.3.1","DOIUrl":"https://doi.org/10.18057/ijasc.2010.6.3.1","url":null,"abstract":"At the Technische Universiteit Eindhoven a research program on composite construction is underway aiming at the development of design rules for steel frames with discretely connected precast concrete infill panels subject to in-plane horizontal loading. This paper presents experimental and finite element results of an investigation into their lateral stiffness and strength. A discrete connection between steel frame and concrete panel consist of one or two achor bars welded to a partially cast-in steel plate which is fastened with two bolts to a gusset plate welded to a frame member. The bolts in the connection are loaded in shear only. Two variations on this type of connection were tested experimentally. To avoid brittle failure, the connections are designed for a failure mechanism consisting of ovalisation in the bolt holes due to bearing of the bolts. Experimental pull-out and shear tests on individual frame-panel connections were performed to establish their stiffness and failure load. Two full scale experiments were done on one-storey one-bay 3 by 3m infilled frame structures which were horizontally loaded at the top. With the known characteristics of the frame-panel connections from the experiments on individual connections, finite element analyses were performed on the infilled frame structures taking non-linear behaviour of the structural components into account. The finite element model yields good results for the lateral stiffness and lower and upper bounds for strength.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2010-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606205","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 : 2009-12-01DOI: 10.18057/ijasc.2009.5.4.6
K. Al-Jabri, S. Al-Alawi, A. Al-Saidy, A. Alnuaimi
This paper presents an artificial neural networking (ANN) model developed to predict the behaviour of semi-rigid bare-steel joints at elevated temperature. Data for three flush end-plate and one flexible end-plate joints were considered. Sixteen parameters which included geometry of the joint’s components, material properties of the joint, joint’s temperature and the applied moment were used as the input variables for the model whilst the joint’s rotation was the main output parameter. Data from experimental fire tests were used for training and testing the model. In total, fifteen different test results were evaluated with 331 and 61 cases were used for training and testing the developed model, respectively. The model predicted values were compared with actual test results. The results obtained indicated that the model can predict the moment-rotation behaviour in fire with very high accuracy. The coefficients of determination (R) for training and validation of the model were 0.964 and 0.956, respectively.
{"title":"An artificial neural network model for predicting the behaviour of semi-rigid joints in fire","authors":"K. Al-Jabri, S. Al-Alawi, A. Al-Saidy, A. Alnuaimi","doi":"10.18057/ijasc.2009.5.4.6","DOIUrl":"https://doi.org/10.18057/ijasc.2009.5.4.6","url":null,"abstract":"This paper presents an artificial neural networking (ANN) model developed to predict the behaviour of semi-rigid bare-steel joints at elevated temperature. Data for three flush end-plate and one flexible end-plate joints were considered. Sixteen parameters which included geometry of the joint’s components, material properties of the joint, joint’s temperature and the applied moment were used as the input variables for the model whilst the joint’s rotation was the main output parameter. Data from experimental fire tests were used for training and testing the model. In total, fifteen different test results were evaluated with 331 and 61 cases were used for training and testing the developed model, respectively. The model predicted values were compared with actual test results. The results obtained indicated that the model can predict the moment-rotation behaviour in fire with very high accuracy. The coefficients of determination (R) for training and validation of the model were 0.964 and 0.956, respectively.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2009-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606546","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 : 2009-01-01DOI: 10.18057/ijasc.2009.5.2.4
J. Maljaars, F. Soetens
Aluminium alloy structures are sensitive to fire exposure, which is mainly due to the low melting temperature. Yet a complete knowledge of the structural behaviour of aluminium alloys when exposed to fire is not available. This paper focuses on one of the main knowledge gaps, being the strength of aluminium welded connections in fire. Uniaxial tensile tests were carried out at elevated temperatures on welded and unwelded aluminium samples of alloys 5083-H111, 6060-T66 and 6082-T6. All welded samples failed outside the weld itself. It is concluded that the difference in strength between the heat affected zone and the parent metal decreases with increasing temperature.
{"title":"Strength of MIG welded connections in fire exposed aluminium structures","authors":"J. Maljaars, F. Soetens","doi":"10.18057/ijasc.2009.5.2.4","DOIUrl":"https://doi.org/10.18057/ijasc.2009.5.2.4","url":null,"abstract":"Aluminium alloy structures are sensitive to fire exposure, which is mainly due to the low melting temperature. Yet a complete knowledge of the structural behaviour of aluminium alloys when exposed to fire is not available. This paper focuses on one of the main knowledge gaps, being the strength of aluminium welded connections in fire. Uniaxial tensile tests were carried out at elevated temperatures on welded and unwelded aluminium samples of alloys 5083-H111, 6060-T66 and 6082-T6. All welded samples failed outside the weld itself. It is concluded that the difference in strength between the heat affected zone and the parent metal decreases with increasing temperature.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2009-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606459","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 : 2009-01-01DOI: 10.18057/ijasc.2009.5.1.2
R.J.M. Pijpers, M. Kolstein, A. Romeijn, F. Bijlaard
Very High Strength Steels (VHSS) with nominal strengths up to 1100 MPa have been available on the market for many years. However, the use of these steels in the civil engineering industry is still uncommon, due to lack of design and fabrication knowledge and therefore limited inclusion in codes. Moreover, in a fatigue loaded VHSS structure absolute and relative stress variation will be higher compared to stresses in structures made of lower grade steels. According to current design codes the fatigue strength of welded connections mainly depends on the applied detail, plate thickness and machining condition, not on steel grade. Recently experiments on plates made of S690 and S1100, with and without transverse butt welds, have been performed in order to study the fatigue strength. Test results show that the characteristic fatigue strengths of plates with and without transverse butt weld lay well above the values according to EN 1993-1-9, mainly because of higher slope of the S-N curves. Crack initiation phase of S1100 specimens is relatively long compared to S690 specimens, while crack propagation is relatively short. An efficient application of VHSS in welded connections requires high fabrication quality and avoidance of large stress concentration in joints.
{"title":"Fatigue experiments on very high strength steel base material and transverse butt welds","authors":"R.J.M. Pijpers, M. Kolstein, A. Romeijn, F. Bijlaard","doi":"10.18057/ijasc.2009.5.1.2","DOIUrl":"https://doi.org/10.18057/ijasc.2009.5.1.2","url":null,"abstract":"Very High Strength Steels (VHSS) with nominal strengths up to 1100 MPa have been available on the market for many years. However, the use of these steels in the civil engineering industry is still uncommon, due to lack of design and fabrication knowledge and therefore limited inclusion in codes. Moreover, in a fatigue loaded VHSS structure absolute and relative stress variation will be higher compared to stresses in structures made of lower grade steels. According to current design codes the fatigue strength of welded connections mainly depends on the applied detail, plate thickness and machining condition, not on steel grade. Recently experiments on plates made of S690 and S1100, with and without transverse butt welds, have been performed in order to study the fatigue strength. Test results show that the characteristic fatigue strengths of plates with and without transverse butt weld lay well above the values according to EN 1993-1-9, mainly because of higher slope of the S-N curves. Crack initiation phase of S1100 specimens is relatively long compared to S690 specimens, while crack propagation is relatively short. An efficient application of VHSS in welded connections requires high fabrication quality and avoidance of large stress concentration in joints.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2009-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606442","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 : 2008-12-01DOI: 10.18057/ijasc.2008.4.4.1
E. Lui, Ajit C. Khanse
Received: 23 July 2007; Revised: 5 October 2007; Accepted: 10 October 2007 ABSTRACT: This paper presents a numerical study of the inelastic response of laterally braced geometrically imperfect columns under uniform compression. The study employs the pseudo load method of inelastic analysis in which the load deflection behavior of the member is traced from the beginning of loading to ultimate failure. The compression member to be analyzed is pinned at both ends and is supported at some intermediate point by a brace. The brace is modeled as a spring and its location can vary within the length of the compression member. Although this spring brace is assumed to behave in an elastic fashion, the compression member being braced can experience inelasticity. The inelastic behavior of this braced compression member as well as the lateral bracing requirements and the effect of brace location on the ultimate strength of the braced member are investigated. Contrary to the usual design practice in which the braced point is assumed to be rigid and undergo no lateral movement, studies have shown that such a so-called fully-braced condition is rarely realized. As a result, the actual strength of the compression member will fall below its code-specified value. To ensure a safe design, due considerations must be given to the proper design of the brace. Design equations for the stiffness and strength of a brace required to develop at least 90% of this code-specified design compressive strength for the braced member are proposed.
{"title":"Behavior and design of laterally braced inelastic compression members","authors":"E. Lui, Ajit C. Khanse","doi":"10.18057/ijasc.2008.4.4.1","DOIUrl":"https://doi.org/10.18057/ijasc.2008.4.4.1","url":null,"abstract":"Received: 23 July 2007; Revised: 5 October 2007; Accepted: 10 October 2007 ABSTRACT: This paper presents a numerical study of the inelastic response of laterally braced geometrically imperfect columns under uniform compression. The study employs the pseudo load method of inelastic analysis in which the load deflection behavior of the member is traced from the beginning of loading to ultimate failure. The compression member to be analyzed is pinned at both ends and is supported at some intermediate point by a brace. The brace is modeled as a spring and its location can vary within the length of the compression member. Although this spring brace is assumed to behave in an elastic fashion, the compression member being braced can experience inelasticity. The inelastic behavior of this braced compression member as well as the lateral bracing requirements and the effect of brace location on the ultimate strength of the braced member are investigated. Contrary to the usual design practice in which the braced point is assumed to be rigid and undergo no lateral movement, studies have shown that such a so-called fully-braced condition is rarely realized. As a result, the actual strength of the compression member will fall below its code-specified value. To ensure a safe design, due considerations must be given to the proper design of the brace. Design equations for the stiffness and strength of a brace required to develop at least 90% of this code-specified design compressive strength for the braced member are proposed.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2008-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606410","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 : 2008-09-01DOI: 10.18057/ijasc.2008.4.3.6
S. Amara, D. Kerdal, J. Jaspart
The influence of the end restraint conditions on the lateral-torsional buckling of beams is investigated in detail using finite element method. The paper focuses on the limitation of Eurocode 3 regarding the lateral bending and torsional restraint coefficients kz and kθ of the end supports. Theoretical expressions of the coefficients kz and kθ taking into account the minor axis flexural restraint at the support and the end torsional restraint respectively are presented. The introduction of new coefficients z k and kθ representing the actual support conditions in the expression of the elastic critical moment is suggested. A comparison between the elastic critical moments for various beam cross-sections, lengths and various end restraints, obtained from the finite-element method, and those derived from EC3 ENV method, in which the proposed coefficients z k and kθ are introduced, confirms the reliability of these coefficients that model the end support conditions.
{"title":"Effect of end connection restraints on the stability of steel beams in bending","authors":"S. Amara, D. Kerdal, J. Jaspart","doi":"10.18057/ijasc.2008.4.3.6","DOIUrl":"https://doi.org/10.18057/ijasc.2008.4.3.6","url":null,"abstract":"The influence of the end restraint conditions on the lateral-torsional buckling of beams is investigated in detail using finite element method. The paper focuses on the limitation of Eurocode 3 regarding the lateral bending and torsional restraint coefficients kz and kθ of the end supports. Theoretical expressions of the coefficients kz and kθ taking into account the minor axis flexural restraint at the support and the end torsional restraint respectively are presented. The introduction of new coefficients z k and kθ representing the actual support conditions in the expression of the elastic critical moment is suggested. A comparison between the elastic critical moments for various beam cross-sections, lengths and various end restraints, obtained from the finite-element method, and those derived from EC3 ENV method, in which the proposed coefficients z k and kθ are introduced, confirms the reliability of these coefficients that model the end support conditions.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2008-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606400","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 : 2008-06-01DOI: 10.18057/ijasc.2008.4.2.1
S. Atavit, T. Yamao
To develop a seismic performance evaluation method based on the strain demand control of some critical parts when the arch bridges are subjected to the strong ground motions, it is necessary to establish the method to determine the ultimate strain of each segment (defined as the limit of the strain) which has reached the corresponding critical stress. In this study, the empirical formulas of the ultimate strain corresponding to the failure criterions by in-plane buckling and out-of-plane buckling are investigated and proposed emphasized on the stiffened box-section with longitudinal stiffeners. The applicability of box-cross sections with the longitudinal stiffeners and concrete filled is also been brought into one of the ideas to strengthen the arch bridge where the plasticization are formed in some segments due to the strong ground motion. To perform the analyses, the aspect ratio of the arch member which the lowest maximum strength may be expected was determined beforehand by considering the parameters obtained from linear buckling theory. Then the bending analyses under various axial load ratio parameters were examined to clarify the effect of failure segments in both stiffened sections with and without concrete filled models by the FEM analyses. The post buckling behaviors of concrete filled sections were also observed and compared to the stiffened box-cross sections for each width-to-thickness ratio parameter. Based on the numerical results of the stiffened sections with and without concrete filled models, empirical formulas of the ultimate strain were proposed in functions of width-to-thickness ratio parameter and axial load ratio parameter.
{"title":"A performance evaluation of the arch bridge members using the strain index based on the parameters obtained from linear buckling theory","authors":"S. Atavit, T. Yamao","doi":"10.18057/ijasc.2008.4.2.1","DOIUrl":"https://doi.org/10.18057/ijasc.2008.4.2.1","url":null,"abstract":"To develop a seismic performance evaluation method based on the strain demand control of some critical parts when the arch bridges are subjected to the strong ground motions, it is necessary to establish the method to determine the ultimate strain of each segment (defined as the limit of the strain) which has reached the corresponding critical stress. In this study, the empirical formulas of the ultimate strain corresponding to the failure criterions by in-plane buckling and out-of-plane buckling are investigated and proposed emphasized on the stiffened box-section with longitudinal stiffeners. The applicability of box-cross sections with the longitudinal stiffeners and concrete filled is also been brought into one of the ideas to strengthen the arch bridge where the plasticization are formed in some segments due to the strong ground motion. To perform the analyses, the aspect ratio of the arch member which the lowest maximum strength may be expected was determined beforehand by considering the parameters obtained from linear buckling theory. Then the bending analyses under various axial load ratio parameters were examined to clarify the effect of failure segments in both stiffened sections with and without concrete filled models by the FEM analyses. The post buckling behaviors of concrete filled sections were also observed and compared to the stiffened box-cross sections for each width-to-thickness ratio parameter. Based on the numerical results of the stiffened sections with and without concrete filled models, empirical formulas of the ultimate strain were proposed in functions of width-to-thickness ratio parameter and axial load ratio parameter.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2008-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606390","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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