<?xml version="1.1" encoding="utf-8"?>
<article xsi:noNamespaceSchemaLocation="http://jats.nlm.nih.gov/publishing/1.1/xsd/JATS-journalpublishing1-mathml3.xsd" dtd-version="1.1" xmlns:xlink="http://www.w3.org/1999/xlink" xmlns:mml="http://www.w3.org/1998/Math/MathML" xmlns:xsi="http://www.w3.org/2001/XMLSchema-instance"><front><journal-meta><journal-id journal-id-type="publisher-id">ME</journal-id><journal-title-group><journal-title>Modern Engineering</journal-title></journal-title-group><issn>2996-6973</issn><eissn>2996-6981</eissn><publisher><publisher-name>Art and Design</publisher-name></publisher></journal-meta><article-meta><article-id pub-id-type="doi">10.61369/ME.2025120029</article-id><article-categories><subj-group subj-group-type="heading"><subject>Article</subject></subj-group></article-categories><title>装配式端板连接钢筋混凝土梁柱框架受力性能分析</title><url>https://artdesignp.com/journal/ME/2/12/10.61369/ME.2025120029</url><author>鲁万卿,田为,李正英,刘红军</author><pub-date pub-type="publication-year"><year>2025</year></pub-date><volume>2</volume><issue>12</issue><history><date date-type="pub"><published-time>2025-12-20</published-time></date></history><abstract>本研究针对低多层装配式建筑，提出了一种采用高强螺栓连接端板组件与预制梁柱的全装配式框架体系。通过系统的推覆分析，获得了结构的荷载-位移响应规律，揭示了其塑性损伤演化过程与塑性铰形成机制。通过与现浇框架的对比分析表明：该装配式框架在极限状态下通过梁端端板塑性变形与柱脚区域破坏共同形成耗能机制。虽然其极限承载力和初始刚度均低于现浇框架，但表现出更优异的延性性能。</abstract><keywords>端板连接,钢筋混凝土,装配式框架,受力性能,有限元分析</keywords></article-meta></front><body/><back><ref-list><ref id="B1" content-type="article"><label>1</label><element-citation publication-type="journal"><p>[1] Low S G, Tadros M K, Nijhawan J C. Minimization of Floor Thickness in Precast Prestressed Concrete Multistory Buildings[J]. Pci Journal, 1991,36(4):74-93.[2] Nakaki S D, Stanton J F, Sritharan S S. Overview of the PRESSS five-story precast test building[J]. Pci Journal, 1999,44(2):26-39.[3] Elnashai A S, Elghazouli A Y, Denesh-Ashtiani F A. Response of Semirigid Steel Frames to Cyclic and Earthquake Loads[J]. Journal of Structural Engineering,1998,124(8):857-867.[4] Rahman M A, Sritharan S. An evaluation of force-based design vs. direct displacement-based design of jointed precast post-tensioned wall systems[J]. 2006,5(002):285-296.[5] Nader M N, Astaneh-Asl A. Shaking Table Tests of Rigid, Semirigid, and Flexible Steel Frames[J]. Journal of Structural Engineering, 1996,122(6):589-596.[6] 王静峰, 王贾鑫, 王冬花, 等. 半刚性钢管混凝土框架抗震性能试验研究[J].建筑结构学报,2015.[7]黄远, 张锐, 朱正庚, 等. 现浇柱预制梁混凝土框架结构抗震性能试验研究[J].建筑结构学报,2015(1).[8] Lightfoot, Edgar. Moment distribution : A Rapid Method of Analysis for Rigid-Jointed tructures[M]. Moment distribution : A Rapid Method of Analysis for Rigid-Jointed Structures, 1961.[9] Y., Goto, And, et al. On the computer-based design analysis for the flexibly jointed frames[J]. Journal of Constructional Steel Research, 1987.[10] 刘小强, 吴惠弼. 半刚性连接钢框架位移和内力的计算[J].土木建筑与环境工程,1993(2):46-55.[11] 程睿. 半刚性连接钢框架的有限元分析及近似计算方法[D]. 重庆大学,2002.[12] 周瑞忠, 尹志刚. 半刚性连接框架的变形和内力[J].土木工程学报,2005,38(2):5.[13] 李国华, 申林, 顾强. 半刚性连接钢框架非线性有限元分析[J].武汉理工大学学报,2007,29(2):4.[14] 吴兆旗, 张素梅, 姜绍飞. 梁柱外伸端板连接弯矩&amp;mdash;&amp;mdash; 转角性能有限元分析[J].应用基础与工程科学学报,2010,18(6):922-932.[15]吴兆旗,张素梅,姜绍飞.梁柱外伸端板连接弯矩&amp;mdash;&amp;mdash; 转角性能有限元分析[J].应用基础与工程科学学报,2010,18(6):922-932.江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京: 清华大学出版社,2013.[16]Faella C, Piluso V, Rizzano g. Structural steel semi rigid connections: theory, design, and software IM. CRC press, 1999.[17]黄频. 端板螺栓连接钢&amp;mdash; 混凝土组合节点试验及力学性能研究[D]. 湖南大学,2011.</p><pub-id pub-id-type="doi"/></element-citation></ref></ref-list></back></article>
