Ultimate behavior of steel cable-stayed bridges - II. Parametric study -
DC Field | Value | Language |
---|---|---|
dc.contributor.author | Kim, Seungjun | - |
dc.contributor.author | Won, Deok Hee | - |
dc.contributor.author | Kang, Young Jong | - |
dc.date.accessioned | 2021-09-03T23:32:19Z | - |
dc.date.available | 2021-09-03T23:32:19Z | - |
dc.date.created | 2021-06-18 | - |
dc.date.issued | 2016-06 | - |
dc.identifier.issn | 1598-2351 | - |
dc.identifier.uri | https://scholar.korea.ac.kr/handle/2021.sw.korea/88571 | - |
dc.description.abstract | This paper presents the characteristics of the ultimate behavior of steel cable-stayed bridges through considering various geometric parameters. Steel cable-stayed bridges show complex ultimate behavior, because of their geometric characteristics and various nonlinearities. In this study, the patterns of the ultimate behavior of steel-cable stayed bridges under the critical live load case are classified. In addition, the effects of various geometric parameters on the ultimate behavior, such as cable-arrangement type, height of the girder and mast, and area of the stay cables, are studied. For rational analytical research, the analysis method suggested in the previous paper, Ultimate behavior of steel cable-stayed bridges-I. Rational ultimate analysis method (Kim et al., 2016), is mainly used. Using the analysis method, the main geometric and material nonlinearities, such as the cable sag effect, beam-column effect of the girder and mast, large-displacement effect, girder-mast-cable interaction, and gradual yield effect of steel members, are reflected and considered in the analytical research. After the analytical study, the characteristics of the change of ultimate mode and load carrying capacity are investigated, with respect to the change of various geometric parameters. | - |
dc.language | English | - |
dc.language.iso | en | - |
dc.publisher | KOREAN SOC STEEL CONSTRUCTION-KSSC | - |
dc.subject | NONLINEAR-ANALYSIS | - |
dc.subject | DEAD LOADS | - |
dc.subject | FORCES | - |
dc.subject | DESIGN | - |
dc.title | Ultimate behavior of steel cable-stayed bridges - II. Parametric study - | - |
dc.type | Article | - |
dc.contributor.affiliatedAuthor | Kim, Seungjun | - |
dc.contributor.affiliatedAuthor | Kang, Young Jong | - |
dc.identifier.doi | 10.1007/s13296-016-6028-7 | - |
dc.identifier.scopusid | 2-s2.0-84978288684 | - |
dc.identifier.wosid | 000379535000028 | - |
dc.identifier.bibliographicCitation | INTERNATIONAL JOURNAL OF STEEL STRUCTURES, v.16, no.2, pp.625 - 636 | - |
dc.relation.isPartOf | INTERNATIONAL JOURNAL OF STEEL STRUCTURES | - |
dc.citation.title | INTERNATIONAL JOURNAL OF STEEL STRUCTURES | - |
dc.citation.volume | 16 | - |
dc.citation.number | 2 | - |
dc.citation.startPage | 625 | - |
dc.citation.endPage | 636 | - |
dc.type.rims | ART | - |
dc.type.docType | Article | - |
dc.identifier.kciid | ART002125063 | - |
dc.description.journalClass | 1 | - |
dc.description.journalRegisteredClass | scie | - |
dc.description.journalRegisteredClass | scopus | - |
dc.description.journalRegisteredClass | kci | - |
dc.relation.journalResearchArea | Construction & Building Technology | - |
dc.relation.journalResearchArea | Engineering | - |
dc.relation.journalWebOfScienceCategory | Construction & Building Technology | - |
dc.relation.journalWebOfScienceCategory | Engineering, Civil | - |
dc.subject.keywordPlus | NONLINEAR-ANALYSIS | - |
dc.subject.keywordPlus | DEAD LOADS | - |
dc.subject.keywordPlus | FORCES | - |
dc.subject.keywordPlus | DESIGN | - |
dc.subject.keywordAuthor | cable-stayed bridges | - |
dc.subject.keywordAuthor | nonlinear analysis | - |
dc.subject.keywordAuthor | initial shape analysis | - |
dc.subject.keywordAuthor | refined plastic hinge method | - |
dc.subject.keywordAuthor | generalized displacement control method | - |
Items in ScholarWorks are protected by copyright, with all rights reserved, unless otherwise indicated.
(02841) 서울특별시 성북구 안암로 14502-3290-1114
COPYRIGHT © 2021 Korea University. All Rights Reserved.
Certain data included herein are derived from the © Web of Science of Clarivate Analytics. All rights reserved.
You may not copy or re-distribute this material in whole or in part without the prior written consent of Clarivate Analytics.