Pub Date : 2023-10-13DOI: 10.1080/15732479.2023.2265904
Chunyu Fu, Yongsheng Lao
AbstractTo investigate the effects of temperature on the deflections of cable-stayed bridges under cantilever construction, the girder and tower of bridges are considered cantilever beams with continuous elastical supports, whose supported stiffness depends on the tensile stiffness of the cables. Then, a finite element model of the beams is built to formulate an approach for calculating the temperature-induced deflections. In this approach, the temperature actions are considered equivalent loads acting on the beam, and the responses of the bridges are analysed under several types of actions. The effectiveness of the approach was validated using temperature and deflection measurements from the Zengjiang Bridge. The results show that a combination of the daytime temperature actions produced downward deflections of the girder, which reached their maximum at approximately 15:00 during a day period, and the deflections are greatly affected by the vertical-temperature gradient along the girder section, as well as cable-temperature variation. With an increase in the cantilever length, the effect of the latter increases, but the effect of the former decreases. These temperature-induced deflections are restricted by the installation of new cables, and some of them may be unrecovered, which affects the alignment of the girder in the completion state.Keywords: Cable-stayed bridgescantilever beamscontinuous elastic supportsgirder deflectiontemperature actions Disclosure statementNo potential conflict of interest was reported by the authors.Additional informationFundingThis research is sponsored by Science and Technology Project of China State Railway Group Co., Ltd. (N2019G059).
{"title":"Effects of temperature on the deflection of cable-stayed bridges during cantilever erection","authors":"Chunyu Fu, Yongsheng Lao","doi":"10.1080/15732479.2023.2265904","DOIUrl":"https://doi.org/10.1080/15732479.2023.2265904","url":null,"abstract":"AbstractTo investigate the effects of temperature on the deflections of cable-stayed bridges under cantilever construction, the girder and tower of bridges are considered cantilever beams with continuous elastical supports, whose supported stiffness depends on the tensile stiffness of the cables. Then, a finite element model of the beams is built to formulate an approach for calculating the temperature-induced deflections. In this approach, the temperature actions are considered equivalent loads acting on the beam, and the responses of the bridges are analysed under several types of actions. The effectiveness of the approach was validated using temperature and deflection measurements from the Zengjiang Bridge. The results show that a combination of the daytime temperature actions produced downward deflections of the girder, which reached their maximum at approximately 15:00 during a day period, and the deflections are greatly affected by the vertical-temperature gradient along the girder section, as well as cable-temperature variation. With an increase in the cantilever length, the effect of the latter increases, but the effect of the former decreases. These temperature-induced deflections are restricted by the installation of new cables, and some of them may be unrecovered, which affects the alignment of the girder in the completion state.Keywords: Cable-stayed bridgescantilever beamscontinuous elastic supportsgirder deflectiontemperature actions Disclosure statementNo potential conflict of interest was reported by the authors.Additional informationFundingThis research is sponsored by Science and Technology Project of China State Railway Group Co., Ltd. (N2019G059).","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"24 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135858617","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 : 2023-10-10DOI: 10.1080/15732479.2023.2264825
Eva O. L. Lantsoght
As the existing bridge stock is aging, the task of assessing these bridges becomes increasingly important. One of the assessment methods for existing bridges is load testing. Improvements in the field of diagnostic load testing are related to the use of numerical models. Improvements in the field of proof load testing focus on the safety of the execution of the test as well as the required load in the test. What is still lacking is a reflection of these recent advances in the codes and guidelines used for load testing of bridges. Two approaches are proposed to address this lack. The first approach attempts to answer fundamental questions with regard to bridge load testing through research. The second approach is to coordinate efforts and facilitate collaboration and exchange of ideas internationally through the IABMAS Technical Committee on Bridge Load Testing. In conclusion, it is expected that these efforts will form the basis of improved recommendations for the assessment of concrete bridges by load testing to be included in codes and guidelines and to serve the community of engineers faced with the task of assessing ageing infrastructure.
{"title":"Assessment of existing concrete bridges by load testing: barriers to code implementation and proposed solutions","authors":"Eva O. L. Lantsoght","doi":"10.1080/15732479.2023.2264825","DOIUrl":"https://doi.org/10.1080/15732479.2023.2264825","url":null,"abstract":"As the existing bridge stock is aging, the task of assessing these bridges becomes increasingly important. One of the assessment methods for existing bridges is load testing. Improvements in the field of diagnostic load testing are related to the use of numerical models. Improvements in the field of proof load testing focus on the safety of the execution of the test as well as the required load in the test. What is still lacking is a reflection of these recent advances in the codes and guidelines used for load testing of bridges. Two approaches are proposed to address this lack. The first approach attempts to answer fundamental questions with regard to bridge load testing through research. The second approach is to coordinate efforts and facilitate collaboration and exchange of ideas internationally through the IABMAS Technical Committee on Bridge Load Testing. In conclusion, it is expected that these efforts will form the basis of improved recommendations for the assessment of concrete bridges by load testing to be included in codes and guidelines and to serve the community of engineers faced with the task of assessing ageing infrastructure.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"83 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"136294984","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 : 2023-10-10DOI: 10.1080/15732479.2023.2266725
Hongshuai Gao, Jiashuo Jian, Bochen Li, Yue Sun, Hongbo Liu
AbstractRubber bearing has been widely applied in bridge engineering because of its simple structure. During use, rubber bearings are prone to cracking, aging and shear deformation, which need to be replaced in time. In this paper, a bearing replacement project of continuous curved bridge in Lin’an, Zhejiang, China is taken as a case, and the design scheme, construction technology and construction monitoring of the bridge bearing replacement without interrupting traffic were proposed. Finite element model of this bridge was established, the jacking force and jacking height of this bridge were determined through analysis, and a scheme was designed for the reinforcement of piers. The construction process and specific construction technical points was introduced in detail. In addition, to determine and control the absolute safety of the jacking process, the jacking force, box-girder displacement, and bridge stress were monitored. The results show that the finite element analysis can provide technical guidance for the design theory of bearing replacement. The bearing replacement design scheme, construction technology and construction monitoring adopted in this project were safe and feasible. The research content has important reference significance for solving similar bridge bearing replacement projects in the future.Keywords: Bearing replacementbridge jackingconstruction monitoringcontinuous curved bridgefinite element analysisreinforcement scheme AcknowledgementsThe authors acknowledge the financial support provided by scientific research projects of basic scientific research expenses in Heilongjiang Provincial Colleges and Universities (2022-KYYWF-1094, 2021-KYYWF-0033), Key research and development plan guidance project in Heilongjiang Province (GZ20220083), Key Laboratory of Functional Inorganic Material Chemistry Ministry of Education (Heilongjiang University), Heilongjiang Provincial Universities Central Support Local Universities Reform and Development Funding, and Key research and development plan guidance project in Heilongjiang Province.Disclosure statementNo potential conflict of interest was reported by the authors.
{"title":"Design, construction and monitoring of continuous curved box girder bridge during bearing replacement-case study","authors":"Hongshuai Gao, Jiashuo Jian, Bochen Li, Yue Sun, Hongbo Liu","doi":"10.1080/15732479.2023.2266725","DOIUrl":"https://doi.org/10.1080/15732479.2023.2266725","url":null,"abstract":"AbstractRubber bearing has been widely applied in bridge engineering because of its simple structure. During use, rubber bearings are prone to cracking, aging and shear deformation, which need to be replaced in time. In this paper, a bearing replacement project of continuous curved bridge in Lin’an, Zhejiang, China is taken as a case, and the design scheme, construction technology and construction monitoring of the bridge bearing replacement without interrupting traffic were proposed. Finite element model of this bridge was established, the jacking force and jacking height of this bridge were determined through analysis, and a scheme was designed for the reinforcement of piers. The construction process and specific construction technical points was introduced in detail. In addition, to determine and control the absolute safety of the jacking process, the jacking force, box-girder displacement, and bridge stress were monitored. The results show that the finite element analysis can provide technical guidance for the design theory of bearing replacement. The bearing replacement design scheme, construction technology and construction monitoring adopted in this project were safe and feasible. The research content has important reference significance for solving similar bridge bearing replacement projects in the future.Keywords: Bearing replacementbridge jackingconstruction monitoringcontinuous curved bridgefinite element analysisreinforcement scheme AcknowledgementsThe authors acknowledge the financial support provided by scientific research projects of basic scientific research expenses in Heilongjiang Provincial Colleges and Universities (2022-KYYWF-1094, 2021-KYYWF-0033), Key research and development plan guidance project in Heilongjiang Province (GZ20220083), Key Laboratory of Functional Inorganic Material Chemistry Ministry of Education (Heilongjiang University), Heilongjiang Provincial Universities Central Support Local Universities Reform and Development Funding, and Key research and development plan guidance project in Heilongjiang Province.Disclosure statementNo potential conflict of interest was reported by the authors.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"93 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"136352557","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 : 2023-10-10DOI: 10.1080/15732479.2023.2264876
Hang Su, Qingtian Su, Joan R. Casas, Huayong Wu, An Liu, Zhiquan Chen
AbstractThe project case of Qiwu Bridge using link slab action between simply supported composite spans is introduced. The 60 m-span girder of Qiwu Bridge is the longest and heaviest among the composite girders erected by bridge-erecting machine in China. Qiwu Bridge consists of a series of 3 simply supported spans built with composite girders and connected at the pier supports by a link slab. This solution has both advantages of (1) smooth driving condition and enhancement of durability by removing expansion joints and (2) clear structural behavior as simply supported spans. A finite element model was established to simulate and predict the mechanical response of this semi-continuous solution. Numerical results showed that the removal of the shear connection around the link slab decreased the stress level but also caused a stress mutation. Qiwu Bridge was also monitored by vibrating wire strain gages to follow its actual structural response. From preliminary monitoring data and numerical results, it can be concluded that the proposed construction method and the static scheme is safe for the 60-span composite girder with a large safety margin. Further experimental results will be obtained during the service stage of the bridge to validate the in-service performance of the proposed steel-concrete composite bridge with link slab.Keywords: Bridge-erecting machinebridge monitoringconcrete composite bridgeconstruction loadlink slabnumerical studypartial shear connectionsteelvibrating wire strain gage Disclosure statementAll authors declare that no support, financial or otherwise, has been received from any organization that may have an interest in the submitted work; and there are no other relationships or activities that could appear to have influenced the submitted work.Additional informationFundingThe first author acknowledges the support provided by the China Scholarship Council [No. 202106260050]. The third author acknowledges the support provided by the Spanish Ministry of Science and Innovation through the research project [PID2021-126405OB-C31] and AGAUR for support to consolidated research groups.
{"title":"Structural performance and on-site monitoring of steel-concrete composite bridge with link slab","authors":"Hang Su, Qingtian Su, Joan R. Casas, Huayong Wu, An Liu, Zhiquan Chen","doi":"10.1080/15732479.2023.2264876","DOIUrl":"https://doi.org/10.1080/15732479.2023.2264876","url":null,"abstract":"AbstractThe project case of Qiwu Bridge using link slab action between simply supported composite spans is introduced. The 60 m-span girder of Qiwu Bridge is the longest and heaviest among the composite girders erected by bridge-erecting machine in China. Qiwu Bridge consists of a series of 3 simply supported spans built with composite girders and connected at the pier supports by a link slab. This solution has both advantages of (1) smooth driving condition and enhancement of durability by removing expansion joints and (2) clear structural behavior as simply supported spans. A finite element model was established to simulate and predict the mechanical response of this semi-continuous solution. Numerical results showed that the removal of the shear connection around the link slab decreased the stress level but also caused a stress mutation. Qiwu Bridge was also monitored by vibrating wire strain gages to follow its actual structural response. From preliminary monitoring data and numerical results, it can be concluded that the proposed construction method and the static scheme is safe for the 60-span composite girder with a large safety margin. Further experimental results will be obtained during the service stage of the bridge to validate the in-service performance of the proposed steel-concrete composite bridge with link slab.Keywords: Bridge-erecting machinebridge monitoringconcrete composite bridgeconstruction loadlink slabnumerical studypartial shear connectionsteelvibrating wire strain gage Disclosure statementAll authors declare that no support, financial or otherwise, has been received from any organization that may have an interest in the submitted work; and there are no other relationships or activities that could appear to have influenced the submitted work.Additional informationFundingThe first author acknowledges the support provided by the China Scholarship Council [No. 202106260050]. The third author acknowledges the support provided by the Spanish Ministry of Science and Innovation through the research project [PID2021-126405OB-C31] and AGAUR for support to consolidated research groups.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"37 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"136353225","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 : 2023-10-09DOI: 10.1080/15732479.2023.2266817
Angelo Anelli, Federico Mori, Amerigo Mendicelli, Marco Vona, Massimiliano Moscatelli
AbstractIn the aftermath of the 2009 L'Aquila earthquake, the Italian government issued significant measures to stimulate seismic prevention in its territories. To this end, billions of euros were distributed to the twenty Italian Regions in proportion to their seismic risk and according to the requests of public administrators and private taxpayers. However, the distribution of resources among the Regions took place without considering important aspects of resilience such as the emergency management and recovery, as well as the integration and social cohesion of populations. This article proposes a framework to identify a large-scale prioritisation of the Italian Territorial Contexts (TCs) recently defined for civil protection purposes in order to allocate economic resources among Regions in accordance with the resilience deficiencies of their communities. The proposal is based on known methods of multi-criteria analysis that are commonly used in the engineering field, and as a first application, it has been applied to all TCs of five Regions of southern Italy. The results of this study may be useful for policy makers to develop a national resilience policy.Keywords: Buildingsconcrete structuresdecision-makingdecision support systemsmasonryreliability & risk analysisresidentialresiliencerisk managementseismic engineering Disclosure statementNo potential conflict of interest was reported by the author(s).Additional informationFundingThis research was supported by the Italian Civil Protection Department within the project ‘ART. 11 ORD.780’.
{"title":"A large-scale prioritisation to strengthen the resilience of communities in Italian territorial contexts","authors":"Angelo Anelli, Federico Mori, Amerigo Mendicelli, Marco Vona, Massimiliano Moscatelli","doi":"10.1080/15732479.2023.2266817","DOIUrl":"https://doi.org/10.1080/15732479.2023.2266817","url":null,"abstract":"AbstractIn the aftermath of the 2009 L'Aquila earthquake, the Italian government issued significant measures to stimulate seismic prevention in its territories. To this end, billions of euros were distributed to the twenty Italian Regions in proportion to their seismic risk and according to the requests of public administrators and private taxpayers. However, the distribution of resources among the Regions took place without considering important aspects of resilience such as the emergency management and recovery, as well as the integration and social cohesion of populations. This article proposes a framework to identify a large-scale prioritisation of the Italian Territorial Contexts (TCs) recently defined for civil protection purposes in order to allocate economic resources among Regions in accordance with the resilience deficiencies of their communities. The proposal is based on known methods of multi-criteria analysis that are commonly used in the engineering field, and as a first application, it has been applied to all TCs of five Regions of southern Italy. The results of this study may be useful for policy makers to develop a national resilience policy.Keywords: Buildingsconcrete structuresdecision-makingdecision support systemsmasonryreliability & risk analysisresidentialresiliencerisk managementseismic engineering Disclosure statementNo potential conflict of interest was reported by the author(s).Additional informationFundingThis research was supported by the Italian Civil Protection Department within the project ‘ART. 11 ORD.780’.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"52 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135093836","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 : 2023-10-09DOI: 10.1080/15732479.2023.2264840
Rolando Chacón, Carlos Ramonell, Hector Posada, Pablo Sierra, Rahul Tomar, Christian Martínez de la Rosa, Alejandro Rodriguez, Ilias Koulalis, Konstantinos Ioannidis, Stefan Wagmeister
This article presents a case study with various developments of digital twinning of a sample of load tests performed on several railways bridges. The case study is located in Extremadura, South Western Spain and its aim is the generation of a validated, multi-layered information construct in the form of a digital twin as the result of a load test. This result is conceived, not only to verify the assumptions of the design of the bridge but also, to optimize future maintenance plans of the network. This particular case study is framed within a vaster European effort on digitization of the construction sector. Research and Innovation Actions within this demo case are aimed at integrating routine requirements and procedures of load tests with cutting edge digital technologies for the generation of validated virtual replica of these physical bridges. The generated twins during these load tests behaviourally match the obtained response during loading and as such, represent an ideal model for future simulations and behavioural predictions. Different data-gathering techniques and numerical models are integrated within a Common Data Environment (CDE). All efforts related to measurement, simulation, 3D modelling, assessment and validation can be wrapped up systematically for further use during regular operation of the asset.
{"title":"Digital twinning during load tests of railway bridges - case study: the high-speed railway network, Extremadura, Spain","authors":"Rolando Chacón, Carlos Ramonell, Hector Posada, Pablo Sierra, Rahul Tomar, Christian Martínez de la Rosa, Alejandro Rodriguez, Ilias Koulalis, Konstantinos Ioannidis, Stefan Wagmeister","doi":"10.1080/15732479.2023.2264840","DOIUrl":"https://doi.org/10.1080/15732479.2023.2264840","url":null,"abstract":"This article presents a case study with various developments of digital twinning of a sample of load tests performed on several railways bridges. The case study is located in Extremadura, South Western Spain and its aim is the generation of a validated, multi-layered information construct in the form of a digital twin as the result of a load test. This result is conceived, not only to verify the assumptions of the design of the bridge but also, to optimize future maintenance plans of the network. This particular case study is framed within a vaster European effort on digitization of the construction sector. Research and Innovation Actions within this demo case are aimed at integrating routine requirements and procedures of load tests with cutting edge digital technologies for the generation of validated virtual replica of these physical bridges. The generated twins during these load tests behaviourally match the obtained response during loading and as such, represent an ideal model for future simulations and behavioural predictions. Different data-gathering techniques and numerical models are integrated within a Common Data Environment (CDE). All efforts related to measurement, simulation, 3D modelling, assessment and validation can be wrapped up systematically for further use during regular operation of the asset.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"50 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135094916","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 : 2023-10-08DOI: 10.1080/15732479.2023.2263442
Hasan Eser, Oğuzhan Hasançebi, Ahmet Yakut, Saeed Gholizadeh
AbstractThe capacity controlled search (CCS) method, which is a recently developed design-driven search algorithm, is implemented for performance-based design optimization (PBDO) of steel moment frames. It is shown that the CCS method is very suitable for PBDO problems since it can locate the optimum solution using a reasonable computational effort unlike metaheuristic search approaches, which often require thousands of structural analyses before converging to a near-optimum solution. Considering the fact that performance-based design (PBD) is a recently emerging design methodology, its comparison with the traditional force-based design (FBD) approach is also carried out extensively in this study. Accordingly, the optimum designs of the investigated steel frames produced according to both design methodologies using the CCS method are compared in terms of structural weight and seismic performance. Unlike most of the previous studies, not only inter-story drifts but also hinge rotation limits are considered as seismic performance criterion during PBDO process of steel moment frames. The numerical applications are presented using three ordinary moment resisting steel frames. It is shown that although the FBD methodology usually leads to heavier designs with respect to the PBD methodology, the optimum designs produced according to the former might fail to satisfy seismic performance requirements.Keywords: Capacity controlled searchcost-performance comparisondesign-driven searchdiscrete sizing optimizationforce-based designperformance-based designsteel moment framesstructural optimization Disclosure statementThe authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.
{"title":"Performance-based design optimization of steel moment frames using capacity controlled search algorithm: a comparison with force-based design approach","authors":"Hasan Eser, Oğuzhan Hasançebi, Ahmet Yakut, Saeed Gholizadeh","doi":"10.1080/15732479.2023.2263442","DOIUrl":"https://doi.org/10.1080/15732479.2023.2263442","url":null,"abstract":"AbstractThe capacity controlled search (CCS) method, which is a recently developed design-driven search algorithm, is implemented for performance-based design optimization (PBDO) of steel moment frames. It is shown that the CCS method is very suitable for PBDO problems since it can locate the optimum solution using a reasonable computational effort unlike metaheuristic search approaches, which often require thousands of structural analyses before converging to a near-optimum solution. Considering the fact that performance-based design (PBD) is a recently emerging design methodology, its comparison with the traditional force-based design (FBD) approach is also carried out extensively in this study. Accordingly, the optimum designs of the investigated steel frames produced according to both design methodologies using the CCS method are compared in terms of structural weight and seismic performance. Unlike most of the previous studies, not only inter-story drifts but also hinge rotation limits are considered as seismic performance criterion during PBDO process of steel moment frames. The numerical applications are presented using three ordinary moment resisting steel frames. It is shown that although the FBD methodology usually leads to heavier designs with respect to the PBD methodology, the optimum designs produced according to the former might fail to satisfy seismic performance requirements.Keywords: Capacity controlled searchcost-performance comparisondesign-driven searchdiscrete sizing optimizationforce-based designperformance-based designsteel moment framesstructural optimization Disclosure statementThe authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"23 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135198788","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 : 2023-10-08DOI: 10.1080/15732479.2023.2265334
Michel Ghosn, Bruce R. Ellingwood
AbstractStandards for the design of bridges, buildings and other infrastructure specify design loads for climatic hazards such as temperature, snow, wind, and floods based on return periods presented in maps or tables that account for regional differences. These design loads were developed from statistical analyses of historical hazard data under the assumption that the past is representative of the future. Climate change may affect the frequencies and intensities of environmental hazards which, depending on regional variations, raises questions as to whether structures designed to current specifications will meet minimum safety standards over their future service lives. This paper critically appraises issues related to using historical hazard data for future designs. It reviews basic principles of uniform reliability, that modern design codes use as the basis for ensuring minimum levels of safety, describing the relationship between hazard return periods, structural reliability, risk and the maximum loads expected within a structure’s service life. Simple examples involving wind effects on structures demonstrate how to calibrate structural design hazard maps for climate-related extreme events to meet the minimum standards of safety implied in current specifications. The paper also introduces a possible practical approach to account for climate change when designing new structures and assessing the safety of existing facilities.Keywords: BridgesBuildingsclimate changehazardsprobabilityreliabilitystructural engineeringstructural safetywind AcknowledgmentsThe authors are grateful for the fruitful technical discussions by the project team assembled by Task Group 2 (TG2) of the ASCE/SEI Technical Council on Life-Cycle Performance, Safety, Reliability and Risk of Structural Systems. The authors also acknowledge the contributions of Prof. Naresh Devineni who assisted with the analysis of the wind data set.Disclosure statementNo potential conflict of interest was reported by the author(s).Notes1 Loads due to normal service or environmental effects vary in time, and it is not meaningful to discuss their probabilistic probability distributions or statistical parameter without providing a time frame of reference. Following customary usage, this paper refers to this time frame as a service life; this does not imply that the structure is designed or warranted for this period of time.Additional informationFundingThe work presented in this paper was motivated by an ASCE/SEI Special Project on the Effect of Climate Change on Life-Cycle Performance, Safety, Reliability and Risk of Structures and Infrastructure Systems that the authors participated in. The project was organized by the ASCE/SEI Technical Council on Life-Cycle Performance, Safety, Reliability and Risk of Structural Systems.
{"title":"Risk-informed design and safety assessment of structures in a changing climate: a review of U.S. practice and a path forward","authors":"Michel Ghosn, Bruce R. Ellingwood","doi":"10.1080/15732479.2023.2265334","DOIUrl":"https://doi.org/10.1080/15732479.2023.2265334","url":null,"abstract":"AbstractStandards for the design of bridges, buildings and other infrastructure specify design loads for climatic hazards such as temperature, snow, wind, and floods based on return periods presented in maps or tables that account for regional differences. These design loads were developed from statistical analyses of historical hazard data under the assumption that the past is representative of the future. Climate change may affect the frequencies and intensities of environmental hazards which, depending on regional variations, raises questions as to whether structures designed to current specifications will meet minimum safety standards over their future service lives. This paper critically appraises issues related to using historical hazard data for future designs. It reviews basic principles of uniform reliability, that modern design codes use as the basis for ensuring minimum levels of safety, describing the relationship between hazard return periods, structural reliability, risk and the maximum loads expected within a structure’s service life. Simple examples involving wind effects on structures demonstrate how to calibrate structural design hazard maps for climate-related extreme events to meet the minimum standards of safety implied in current specifications. The paper also introduces a possible practical approach to account for climate change when designing new structures and assessing the safety of existing facilities.Keywords: BridgesBuildingsclimate changehazardsprobabilityreliabilitystructural engineeringstructural safetywind AcknowledgmentsThe authors are grateful for the fruitful technical discussions by the project team assembled by Task Group 2 (TG2) of the ASCE/SEI Technical Council on Life-Cycle Performance, Safety, Reliability and Risk of Structural Systems. The authors also acknowledge the contributions of Prof. Naresh Devineni who assisted with the analysis of the wind data set.Disclosure statementNo potential conflict of interest was reported by the author(s).Notes1 Loads due to normal service or environmental effects vary in time, and it is not meaningful to discuss their probabilistic probability distributions or statistical parameter without providing a time frame of reference. Following customary usage, this paper refers to this time frame as a service life; this does not imply that the structure is designed or warranted for this period of time.Additional informationFundingThe work presented in this paper was motivated by an ASCE/SEI Special Project on the Effect of Climate Change on Life-Cycle Performance, Safety, Reliability and Risk of Structures and Infrastructure Systems that the authors participated in. The project was organized by the ASCE/SEI Technical Council on Life-Cycle Performance, Safety, Reliability and Risk of Structural Systems.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"58 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135199648","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 : 2023-10-02DOI: 10.1080/15732479.2023.2263441
Goodnews E. Amieghemen, Muhammad M. Sherif
AbstractCrack morphology is a major indicator of pavement distress and can indicate the extent of pavement rehabilitation required. Researchers have investigated the detection of cracks using images captured at close proximity. This is often time-consuming, labor-intensive, and inefficient. This research implemented the weighted ensemble technique for detecting pavement cracks on a pixel level using UAV images obtained at high elevations. The images were trained using five deep convolutional neural network architectures: UNet, Vgg-UNet, Resnet-UNet, Inception-UNet, and PaveNet. The pixel-level crack detection results are combined using the ensemble technique to maximize performance. The performance of the ensemble methodology was evaluated and compared with some of the state-of-the-art networks. The predictions obtained were used to estimate the area, length, and mean width of the cracks in the pavement images. It is worth noting that the proposed system can be applied to a specific road segment. A quantitative index is then proposed for quantifying the level of deterioration present in a pavement section.Keywords: Convolution neural networkscrack detectionpixel-levelmachine learningsemantic segmentationunmanned arial vehicles AcknowledgementsResearch reported in this publication was sponsored by the United States Department of Transportation Office of the Assistant Secretary for Research and Technology (OST-R) through the Southeastern Transportation Research, Innovation, Development, and Education Center (Project M6). The authors would like to acknowledge Dunn Construction for providing and flying the drone. Also, thanks are due to the UAB Sustainable Smart Cities Center for providing the plans for the Birmingham, AL neighborhood evaluation in selected demonstration zones.Disclosure statementNo potential conflict of interest was reported by the author(s).
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Pub Date : 2023-10-02DOI: 10.1080/15732479.2023.2263432
Phu-Anh-Huy Pham, Chung-Chan Hung
AbstractPlastic hinge properties are crucial parameters in predicting the nonlinear response of structural elements. Because of the intricate material nonlinearity, precise determination of the plastic hinge length (PHL) has encountered several obstacles. Over the last few decades, there have been various definitions and models put forth to forecast this length, nevertheless, the outcomes displayed significant disparities. Therefore, the paper introduces a comprehensive method for determining PHL using certain criteria, including rebar strain profiles, concrete cover and core peak strains, curvature profiles, and damage observations. Furthermore, a set of four full-scale reinforced concrete (RC) columns measuring 400 mm × 400mm × 3000mm and featuring varying transverse reinforcement configurations were constructed and subjected to testing under a high axial load ratio (ALR). The tested results implied that it is necessary to separate the PHLs based on different criteria. The high axial compression load led to enhancing the PHLs, which were based on rebar compressive yield strains, curvature profiles, concrete cover and core peak strains. In contrast, it has a minor effect on PHL based on tensile yield strains. In addition, the amount of transverse reinforcement had an insignificant effect on all PHLs for tested columns. Hence, a revised equation was proposed to estimate the equivalent PHLs of rectangular RC columns based on tested results and a 114-column database. The proposed equation had better accuracy compared with some other model results in the literature.Keywords: Columnsinelastic responseplastic hinge lengthplastic propertyplastic regionreinforced concrete AcknowledgmentsThe authors extend the deep appreciation for the support provided by the Ministry of Science and Technology and the National Center for Research on Earthquake Engineering (NCREE). The opinions, findings, and conclusions presented in this paper solely belong to the authors and do not necessarily mirror the viewpoints of the sponsoring entities.Disclosure statementNo potential conflict of interest was reported by the author(s).Additional informationFundingThis study received partial sponsorship from the Ministry of Science and Technology, Taiwan, under Grant No. 109-2636-E-006-015.
{"title":"Assessment of plastic hinge length in reinforced concrete columns","authors":"Phu-Anh-Huy Pham, Chung-Chan Hung","doi":"10.1080/15732479.2023.2263432","DOIUrl":"https://doi.org/10.1080/15732479.2023.2263432","url":null,"abstract":"AbstractPlastic hinge properties are crucial parameters in predicting the nonlinear response of structural elements. Because of the intricate material nonlinearity, precise determination of the plastic hinge length (PHL) has encountered several obstacles. Over the last few decades, there have been various definitions and models put forth to forecast this length, nevertheless, the outcomes displayed significant disparities. Therefore, the paper introduces a comprehensive method for determining PHL using certain criteria, including rebar strain profiles, concrete cover and core peak strains, curvature profiles, and damage observations. Furthermore, a set of four full-scale reinforced concrete (RC) columns measuring 400 mm × 400mm × 3000mm and featuring varying transverse reinforcement configurations were constructed and subjected to testing under a high axial load ratio (ALR). The tested results implied that it is necessary to separate the PHLs based on different criteria. The high axial compression load led to enhancing the PHLs, which were based on rebar compressive yield strains, curvature profiles, concrete cover and core peak strains. In contrast, it has a minor effect on PHL based on tensile yield strains. In addition, the amount of transverse reinforcement had an insignificant effect on all PHLs for tested columns. Hence, a revised equation was proposed to estimate the equivalent PHLs of rectangular RC columns based on tested results and a 114-column database. The proposed equation had better accuracy compared with some other model results in the literature.Keywords: Columnsinelastic responseplastic hinge lengthplastic propertyplastic regionreinforced concrete AcknowledgmentsThe authors extend the deep appreciation for the support provided by the Ministry of Science and Technology and the National Center for Research on Earthquake Engineering (NCREE). The opinions, findings, and conclusions presented in this paper solely belong to the authors and do not necessarily mirror the viewpoints of the sponsoring entities.Disclosure statementNo potential conflict of interest was reported by the author(s).Additional informationFundingThis study received partial sponsorship from the Ministry of Science and Technology, Taiwan, under Grant No. 109-2636-E-006-015.","PeriodicalId":49468,"journal":{"name":"Structure and Infrastructure Engineering","volume":"52 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-10-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135895672","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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