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Article(id=1241793458076188998, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0421, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1709481600000, receivedDateStr=2024-03-04, revisedDate=1719244800000, revisedDateStr=2024-06-25, acceptedDate=null, acceptedDateStr=null, onlineDate=1773996231811, onlineDateStr=2026-03-20, pubDate=1755792000000, pubDateStr=2025-08-22, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773996231811, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773996231811, creator=13701087609, updateTime=1773996231811, updator=13701087609, issue=Issue{id=1241793456876618047, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='4', pageStart='1', pageEnd='222', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773996231526, creator=13701087609, updateTime=1773997043565, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796862877958695, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796862877958696, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=213, endPage=222, ext={EN=ArticleExt(id=1241793458260738375, articleId=1241793458076188998, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Seismic performance analysis of concentrically brace frame with an innovative self-centering shear link, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In this paper, an innovative self-centering coupled shear link (SC-CSL) used between the steel brace and brace connection plate in the concentrically brace steel frame (CBF) is developed by combining the coupled shear link (CSL), shape memory alloy (SMA) bars and disc springs. Firstly, the hysteresis performance and failure mode of the SC-CSL are analyzed using the validated finite element method. Then, the seismic performances of CBF with a steel brace, CSL and SC-CSL are analyzed. Numerical results show that the innovative SC-CSL has excellent bearing capacity and low residual deformation. The SMA bars mainly sustain tension while the disc springs static under tension force, and the disc springs sustain compression while the SMA bars are static under compression force. The tension and compression forces of the SC-CSL can be almost equivalent with reasonable SMA bars and disc springs. In addition, the seismic performances of CBF, CBF-CSL and CBF-SC-CSL are almost the same, and no yielding or damage occurs to the steel beams, steel columns and steel braces during frequent earthquakes. The steel brace in the CBF has a severe buckling phenomenon. The CBLs with an elastic steel brace can have excellent bear capacity and deformation capacity. The residual deformation of CBF-SC-CSL visibly decreases during rare earthquakes, which shows good seismic performance and seismic resilience capacity.

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提出一种用于中心支撑结构中钢支撑与支撑连接板之间的自复位双肢剪切型耗能段，包括自双肢短剪切型耗能段、形状记忆合金（shape memory alloy，SMA）棒材和碟形弹簧。采用校正的有限元法对自复位双肢剪切型耗能段进行研究，得到其滞回性能和破坏模式。随后开展带普通支撑、带双肢短剪切型耗能段、带自复位双肢剪切型耗能段的中心支撑结构抗震性能研究。结果表明：自复位双肢剪切型耗能段具有良好的承载能力和较小的残余变形，拉力下SMA棒材受拉且碟形弹簧静止，压力下SMA棒材静止且碟形弹簧受压，并使构件在拉、压作用下承载力基本相等。多遇地震下，各结构中所有构件均处于弹性，抗震性能基本相同；罕遇地震下，普通钢支撑发生严重屈曲；双肢短剪切型耗能段表现出良好的承载力和变形能力，钢支撑始终处于弹性，且带自复位双肢剪切型耗能段的中心支撑结构残余变形明显下降，具有良好的抗震性能和震后功能恢复能力。

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胡淑军（1985—），男，副教授，博士，主要从事可恢复功能结构体系研究。E-mail：
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江文明（1984—），男，高级工程师，硕士，主要从事自复位结构研究。E-mail：

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江文明（1984—），男，高级工程师，硕士，主要从事自复位结构研究。E-mail：

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江文明（1984—），男，高级工程师，硕士，主要从事自复位结构研究。E-mail：

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Study on seismic performance of friction composite damper based on SMA rod[D]. Shijiazhuang: Hebei University of Science and Technology, 2022. (in Chinese), articleTitle=Study on seismic performance of friction composite damper based on SMA rod, refAbstract=null), Reference(id=1241802927757660688, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458076188998, doi=null, pmid=null, pmcid=null, year=2025, volume=101, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[24], rfOrder=41, authorNames=LIU S, CHEN S, ZENG S, journalName=Journal of Building Engineering, refType=null, unstructuredReference=LIU S, CHEN S, ZENG S, et al. Seismic performance analysis of K-shaped EBF with an innovative crack-resistant composition beam[J]. 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Comparison of main parameters of CBF under different earthquake actions

, figureFileSmall=null, figureFileBig=null, tableContent=
CBF结构位移/mm支撑位移/mm框架应力/MPa支撑应力/MPa极限剪力/kN
多遇地震10.802.60343.80196.101183
罕遇地震54.007.10402.53534.001346
), ArticleFig(id=1241802917968155480, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458076188998, language=CN, label=表1, caption=

不同地震作用下CBF的主要参数对比

, figureFileSmall=null, figureFileBig=null, tableContent=
CBF结构位移/mm支撑位移/mm框架应力/MPa支撑应力/MPa极限剪力/kN
多遇地震10.802.60343.80196.101183
罕遇地震54.007.10402.53534.001346
), ArticleFig(id=1241802918085595999, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458076188998, language=EN, label=Table 2, caption=

Comparison of main parameters of CBF-CSL under different earthquake actions

, figureFileSmall=null, figureFileBig=null, tableContent=
CBF-CSL结构位移/mm支撑位移/mm耗能段位移/mm框架应力/MPa支撑应力/MPa耗能段应力/MPa极限剪力/kN
多遇地震10.801.607.60222.35140.88355.00507
罕遇地震54.002.3038.00450.30198.00540.001043
), ArticleFig(id=1241802918299505526, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458076188998, language=CN, label=表2, caption=

不同地震作用下CBF-CSL的主要参数对比

, figureFileSmall=null, figureFileBig=null, tableContent=
CBF-CSL结构位移/mm支撑位移/mm耗能段位移/mm框架应力/MPa支撑应力/MPa耗能段应力/MPa极限剪力/kN
多遇地震10.801.607.60222.35140.88355.00507
罕遇地震54.002.3038.00450.30198.00540.001043
), ArticleFig(id=1241802918446306178, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458076188998, language=EN, label=Table 3, caption=

Comparison of main parameters of CBF-SC-CSL under different earthquake actions

, figureFileSmall=null, figureFileBig=null, tableContent=
CBF-SC-CSL结构位移/mm支撑位移/mm耗能段位移/mmSMA位移/mm框架应力/MPa支撑应力/MPa耗能段应力/MPaSMA应力/MPa极限剪力/kN
多遇地震10.801.404.565.32213.57123.51352.52448.70683
罕遇地震54.001.8038.0022.80470.50158.80540.00626.701330
), ArticleFig(id=1241802918580523916, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458076188998, language=CN, label=表3, caption=

不同地震作用下CBF-SC-CSL的主要参数对比

, figureFileSmall=null, figureFileBig=null, tableContent=
CBF-SC-CSL结构位移/mm支撑位移/mm耗能段位移/mmSMA位移/mm框架应力/MPa支撑应力/MPa耗能段应力/MPaSMA应力/MPa极限剪力/kN
多遇地震10.801.404.565.32213.57123.51352.52448.70683
罕遇地震54.001.8038.0022.80470.50158.80540.00626.701330
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基于自复位双肢剪切型耗能段的中心支撑结构抗震性能研究
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江文明 1 , 曾思智 2 , 常丽青 3 , 邵铁峰 3 , 胡淑军 3
地震工程与工程振动 | 2025,45(4): 213-222
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地震工程与工程振动 | 2025, 45(4): 213-222
基于自复位双肢剪切型耗能段的中心支撑结构抗震性能研究
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江文明1 , 曾思智2, 常丽青3, 邵铁峰3, 胡淑军3
作者信息
  • 1.中国电建集团江西省电力设计院有限公司，江西 南昌 330096
  • 2.江西中煤建设集团有限公司，江西 南昌 330001
  • 3.南昌大学 工程建设学院，江西 南昌 330031

    • 江文明（1984—），男，高级工程师，硕士，主要从事自复位结构研究。E-mail：

通讯作者:

胡淑军（1985—），男，副教授，博士，主要从事可恢复功能结构体系研究。E-mail：
Seismic performance analysis of concentrically brace frame with an innovative self-centering shear link
Wenming JIANG1 , Sizhi ZENG2, Liqing CHANG3, Tiefeng SHAO3, Shujun HU3
Affiliations
  • 1.Power China Jiangxi Electric Power Engineering Co., Ltd., Nanchang 330096, China
  • 2.Zhongmei Engineering Group Co., Ltd., Nanchang 330001, China
  • 3.School of Infrastructure Engineering, Nanchang University, Nanchang 330031, China
出版时间: 2025-08-22 doi: 10.13197/j.eeed.2025.0421
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摘要
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提出一种用于中心支撑结构中钢支撑与支撑连接板之间的自复位双肢剪切型耗能段，包括自双肢短剪切型耗能段、形状记忆合金（shape memory alloy，SMA）棒材和碟形弹簧。采用校正的有限元法对自复位双肢剪切型耗能段进行研究，得到其滞回性能和破坏模式。随后开展带普通支撑、带双肢短剪切型耗能段、带自复位双肢剪切型耗能段的中心支撑结构抗震性能研究。结果表明：自复位双肢剪切型耗能段具有良好的承载能力和较小的残余变形，拉力下SMA棒材受拉且碟形弹簧静止，压力下SMA棒材静止且碟形弹簧受压，并使构件在拉、压作用下承载力基本相等。多遇地震下，各结构中所有构件均处于弹性，抗震性能基本相同；罕遇地震下，普通钢支撑发生严重屈曲；双肢短剪切型耗能段表现出良好的承载力和变形能力，钢支撑始终处于弹性，且带自复位双肢剪切型耗能段的中心支撑结构残余变形明显下降，具有良好的抗震性能和震后功能恢复能力。

中心支撑结构  /  自复位双肢剪切型耗能段  /  SMA棒材  /  碟形弹簧  /  抗震性能

In this paper, an innovative self-centering coupled shear link (SC-CSL) used between the steel brace and brace connection plate in the concentrically brace steel frame (CBF) is developed by combining the coupled shear link (CSL), shape memory alloy (SMA) bars and disc springs. Firstly, the hysteresis performance and failure mode of the SC-CSL are analyzed using the validated finite element method. Then, the seismic performances of CBF with a steel brace, CSL and SC-CSL are analyzed. Numerical results show that the innovative SC-CSL has excellent bearing capacity and low residual deformation. The SMA bars mainly sustain tension while the disc springs static under tension force, and the disc springs sustain compression while the SMA bars are static under compression force. The tension and compression forces of the SC-CSL can be almost equivalent with reasonable SMA bars and disc springs. In addition, the seismic performances of CBF, CBF-CSL and CBF-SC-CSL are almost the same, and no yielding or damage occurs to the steel beams, steel columns and steel braces during frequent earthquakes. The steel brace in the CBF has a severe buckling phenomenon. The CBLs with an elastic steel brace can have excellent bear capacity and deformation capacity. The residual deformation of CBF-SC-CSL visibly decreases during rare earthquakes, which shows good seismic performance and seismic resilience capacity.

concentrically brace steel frame (CBF)  /  self-centering coupled shear link (SC-CSL)  /  SMA bar  /  disc spring  /  seismic performance
江文明, 曾思智, 常丽青, 邵铁峰, 胡淑军. 基于自复位双肢剪切型耗能段的中心支撑结构抗震性能研究. 地震工程与工程振动, 2025 , 45 (4) : 213 -222 . DOI: 10.13197/j.eeed.2025.0421
Wenming JIANG, Sizhi ZENG, Liqing CHANG, Tiefeng SHAO, Shujun HU. Seismic performance analysis of concentrically brace frame with an innovative self-centering shear link[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (4) : 213 -222 . DOI: 10.13197/j.eeed.2025.0421
正文
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0　引言
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可恢复功能结构可以利用自复位机制有效减小构件及相应结构因非弹性变形产生的残余变形，进而提高相应结构的抗震性能和震后功能恢复能力[1-3]。中心支撑结构是一种抗侧刚度大、构造简单、成本较低的结构体系，可用于高层建筑结构中[4-6]。然而，地震作用下，钢支撑承受往复荷载时容易发生受压屈曲现象，进而降低结构的刚度和承载力[7-8]。例如，崔瑶等[7]研究了不同梁柱节点构造形式对中心支撑结构抗震性能的影响，指出节点合理构造会使支撑发生预期受压屈曲破坏，并产生较大震后残余变形；董志骞等[8]研究指出，双重抗侧力体系中心支撑结构钢支撑失效后，结构抗侧刚度、承载能力和抗震性能明显下降。
采用屈曲约束支撑[9]和自复位支撑[10]等取代普通钢支撑，可有效提高支撑受压屈曲能力和减小其残余变形，进而改善中心支撑结构的抗震性能和震后功能恢复能力，但这类构件通常构造复杂、成本较高。基于偏心支撑结构中长度比小于1.0的短剪切型耗能段（very short shear link，VSSL）良好抗侧刚度和承载能力等优点[11-12]，可将其拼接成左、右两肢并形成一种双肢短剪切型耗能段（coupled shear link，CSL），并用于中心支撑结构的钢支撑与梁柱节点之间，具有构造简单、施工方便、耗能能力强、刚度大且承载力高等特点[13-14]。GHAMARI等[13]在中心支撑结构中钢支撑一端设置双肢工字型耗能段，可有效提高支撑的承载力和受压屈曲能力，保护支撑不发生破坏；常丽青[14]提出的双肢短剪切型耗能段可防止支撑受压屈曲和提高支撑耗能能力，但构件的残余变形较大。
形状记忆合金（shape memory alloy，SMA）具有良好的超弹性、耗能能力和复位性能，可有效减小相应构件的残余变形[15]。例如，胡淑军等[16]设计的自复位SMA支撑可使其在拉、压下SMA始终受拉，且具有良好的复位和耗能效果；SUN等[17]提出的自复位SMA钢支撑，在往复荷载下具有耗能能力强和残余位移小等特点，且SMA始终提供耗能与复位能力。另外，碟形弹簧是一种高强度金属弹簧，在压力作用下弹性复位性能好且始终保持弹性[18-19]。陈云等[18]利用复合组合碟形弹簧的弹性恢复力实现了钢结构柱脚在强震作用下的可控摇摆；王宇航等[19]提出基于碟形弹簧的梁柱连接，可有效降低框架结构的震后残余变形和震后维护成本。
本文首先提出包括双肢短剪切型耗能段、SMA棒材和碟形弹簧的自复位双肢剪切型耗能段（self-centering coupled shear link，SC-CSL）[20]，并用于钢支撑与支撑连接板之间，得到基于自复位双肢剪切型耗能段的中心支撑结构（简称：自复位中心支撑结构）。采用校正的有限元法研究双肢短剪切型耗能段和自复位双肢剪切型耗能段的力学性能，并分别建立带普通支撑、带双肢短剪切型耗能段、带自复位双肢剪切型耗能段的中心支撑结构分析模型，由此研究各结构在多遇和罕遇地震下的抗震性能，以及明确自复位中心支撑结构是否与抗震设防目标相一致，为提高中心支撑结构的抗震性能和震后功能恢复能力提供新的方法和路径。
1　基本性能
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1.1　基本组成
自复位中心支撑结构主要包括钢柱、钢梁、钢支撑、自复位双肢剪切型耗能段和支撑连接板，见图1。钢支撑一端通过支撑连接板与梁柱节点之间铰接连接，另一端与自复位双肢剪切型耗能段连接铰接连接。自复位双肢剪切型耗能段主要包括双肢短剪切型耗能段、4根SMA棒材和4个碟形弹簧。双肢短剪切型耗能段包括支撑端板、左端板和右端板、2块上翼缘和2块下翼缘、2块腹板，形成左、右2个短剪切型耗能段。SMA棒材对称设置在中间连接板两侧的短剪切型耗能段腹板两侧，且每根SMA棒材位于上翼缘与支撑端板间；每个碟形弹簧设置在下翼缘与支撑端板间，并套在SMA棒材上。
1.2　工作原理
地震作用下，自复位中心支撑结构在拉力、推力共同作用下使得支撑承载拉、压力作用，见图1。自复位双肢剪切型耗能段承受由钢支撑传递至中间连接板的往复荷载作用。拉力作用下，中间连接板带动双肢剪切型耗能段和SMA棒材受拉，SMA提供复位力且碟形弹簧静止，见图1（d）。压力作用下，中间连接板带动双肢短剪切型耗能段和碟形弹簧受压，碟形弹簧提供复位力且SMA棒材静止，见图1（e）。当钢柱、钢梁和钢支撑设计合理时，可使构件损伤仅发生在双肢短剪切型耗能段上，且具有足够的耗能能力和复位能力，具有承载能力强、构件损伤小、残余变形小和装配效率高等特点。
1.3　设计方法
双肢短剪切型耗能段中，单个短剪切型耗能段塑性剪力Vp、极限承载力Vu1可表示为[14]
式中：fyw为腹板屈服剪应力；fuw、fuf、fus分别为腹板、翼缘、加劲肋的极限应力；hw、tw分别为腹板高度、厚度；bf、tf分别为翼缘宽度、厚度；e、ts、bs分别为耗能段长度、加劲肋厚度和加劲肋宽度。
单根SMA棒材-碟形弹簧的最大拉、压承载力VSMA、Vdisc为[14，19]
式中：、ASMA分别为SMA马氏体相变结束应力、面积；kdisc、dmax分别为碟形弹簧刚度、最大位移。
自复位双肢剪切耗能段的受拉极限承载力VuT、受压极限承载力VuP可分别表示为
自复位双肢剪切耗能段的超强系数Ω可表示为
钢支撑的受压承载力Nb应满足式（5）要求[21]：
式中：φ、Ab、ψ、f、γRE分别为支撑稳定系数、面积、循环荷载系数、强度设计值和抗震调整系数；Vu1和Vu2分别为双肢短剪切型耗能段中单个短剪切型耗能段极限承载力。
另外，中心支撑结构中钢梁与钢柱设计时，也需结合自复位双肢剪切型耗能段超强系数Ω进行设计。
2　自复位双肢剪切型耗能段的力学性能
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2.1　分析模型
2.1.1　模型描述
在往复荷载下，自复位双肢剪切型耗能段在拉、压极限承载力需基本相等。基于1.3节的设计方法，对中间连接板两侧的短剪切型耗能段截面均设计为H250 mm×125 mm×6 mm×8 mm，长度为200 mm（长度比为0.57），且加劲肋设置在距离中间连接板60 mm的腹板两侧，厚度为10 mm。中间连接板、左侧板、右侧板尺寸均为466 mm×300 mm×30 mm，支撑端板连接板尺寸为650 mm×350 mm×30 mm。另外，SMA棒材直径为18 mm，工作长度为350 mm；单个碟形弹簧内径为22.4 mm，外径为45 mm，厚度为2.5 mm，整个碟形弹簧刚度为5000 N/mm。
2.1.2　分析方法
1）单元选取。采用ABAQUS软件对自复位双肢剪切型耗能段进行分析，见图2。其中，双肢短剪切型耗能段、SMA棒材均采用C3D8R单元进行模拟，具有8个节点，且每个节点有3个自由度等特点。碟形弹簧采用spring单元模型[18]。由于软件中未自带SMA的超弹性模型，故采用Umat子程序编制相应程序后嵌入软件中。
2）材料性能。双肢短剪切型耗能段中，6 mm腹板、8 mm翼缘、10 mm加劲肋、30 mm厚其他板的屈服强度分别为356、361、368、345 MPa，抗拉强度分别为535、547、552、540 MPa，弹性模型分别为203、206、208、206 GPa。在SMA棒材中，马氏体相变开始应力、马氏体相变结束应力、马氏体逆相变开始应力马氏体逆相变结束应力分别为450、630、265、125 MPa，马氏体相变结束应变、初始弹性模量EA分别为0.06、49000 Pa[16]。
3）边界条件与加载方式。有限元模型中，约束支撑端板底部截面各节点所有方向位移，以及中间连接板A端截面X、Y方向位移，仅允许A端Z方向往复变形。SMA棒材两端分别与双肢短剪切型耗能段的上翼缘、支撑端板之间采用摩擦接触，且摩擦系数0.3[15]。另外，采用位移加载方式在A截面Z方向施加往复荷载，各加载步位移值为SMA棒材长度乘以SMA的应变值0.5%、1%、2%、3%、4%、5%、…逐渐增大，直至构件发生破坏。
2.2　模型校正
2.2.1　短剪切型耗能段
1）分析方法
选取课题组前期的短剪切型耗能段试件VSSL-1[22]进行有限元分析校正。截面尺寸为H210 mm× 110 mm×6 mm×8 mm，长度为300 mm；沿腹板对称的加劲肋间距和厚度分别为100 mm和10 mm。不同厚度板件材料性能如2.1.1节所述。选取ABAQUS软件中的C3D8R单元进行建模分析，见图3（a）。约束耗能段下端截面各方向的位移和上端Z方向的位移，上端X、Y方向位移均分别相等。同时，沿耗能段上端X方向施加水平往复位移时，各加载步位移值按构件屈服位移Δy倍数逐渐加载，直至耗能段发生破坏后停止。
2）分析结果
破坏模式。试件VSSL-1的试验与有限元破坏模式对比见图3（b）、（c）。极限状态下，有限元中翼缘与端板连接处应力最大，与试验中翼缘与端板断裂相同，即说明有两者的破坏模式基本相同。
滞回曲线。试件VSSL-1滞回曲线对比图见图3（d）。有限元和试验所得最大塑性转角和位移均为0.15 rad和45 mm，所得极限剪力分别为443.24、445.09 kN，两者无明显差异，即可用于相应耗能段的分析中。
2.2.2　SMA棒材-碟形弹簧
1）SMA棒材
李鹏程[23]对SMA棒材试件10/6-450-30进行了研究。该SMA棒材中间直径为6 mm，两端直径为10 mm，热处理温度、时间分别为450 ℃、30 min。有限元模型见图4（a），约束棒材一端截面上各节点的位移和转动，在另一端沿棒材长度方向施加应变幅值，各加载步的应变幅值如2.1.2所述。
该试件的试验及有限元滞回曲线对比图见图4（b）。各加载步中，2种曲线的应力和刚度基本相等，且在5%应变下试验和有限元的应力值分别为593.32、578.58 MPa，误差仅为2.32%。
2）碟形弹簧
陈云等[18]分析的碟形弹簧外径、内径和厚度分别是200、102、12 mm，弹簧刚度值为1 374 N/mm。模型包括上、下连接板、导杆和碟形弹簧见图4（c）。2块连接板设置在导杆上，且弹簧单元设置在上、下连接板4个角点上。导杆一端各节点位移被约束，仅另一端沿导杆长度方向允许变形。
试验与有限元分析所得力-位移曲线，两者整体拟合较好且误差较小，均呈线性增长趋势，即该有限元法可用于模拟碟形弹簧的力学性能，见图4（d）。
2.3　力学性能
2.3.1　滞回曲线
自复位双肢剪切型耗能段SC-CSL和双肢短剪切型耗能段CSL的滞回曲线对比，见图5。其中，模型SC-CSL曲线较为捏缩，模型CSL曲线更为饱满。极限荷载下，SC-CSL的最大受拉、受压荷载分别为1312.53、1358.71 kN，所对应超强系数值分别为4.52、4.68，即合理设置SMA棒材和碟形弹簧可使承载力相近且明显高于CSL对应值；拉、压下的刚度和滞回面积均有所不同，这主要是SMA棒材和碟形弹簧力学性能差异所引起的。模型SC-CSL、CSL的受压残余塑性转角值分别为0.074、0.139，降幅为46.8%。
2.3.2　破坏模式
往复荷载下，模型SC-CSL和模型CSL的破坏模式见图6。整个加载过程中，模型CSL中的短剪切型耗能段绕中间连接板和左、右端板间达到极限应力值540.00 MPa，并发生明显的非弹性变形。拉力作用下，模型SC-CSL中SMA棒材受拉且碟形弹簧静止，SMA应力为623.30 MPa，接近应力最大值；压力作用下，SMA棒材静止且碟形弹簧受压，双肢短剪切型耗能段始终发生非弹性变形和耗能，与预期自复位双肢剪切型耗能段的变形模式相同。
3　自复位中心支撑结构的抗震性能
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3.1　分析模型
3.1.1　模型建立
分别设计带普通支撑的中心支撑结构（concentrically brace steel frame，CBF）、带双肢短剪切型耗能段的中心支撑结构（concentrically brace steel frame with coupled shear link，CBF-CSL）、带自复位双肢剪切型耗能段的中心支撑结构（concentrically brace steel frame with self-centering coupled shear link，CBF-SC-CSL），以研究各结构的抗震性能。各结构的钢柱高均为2700 mm，钢梁长度均为2700 mm，见图6。基于2.3节设计方法，可得到各结构中钢柱截面均为H200 mm×200 mm×8 mm×10 mm，钢梁截面均为H250 mm×150 mm×6 mm×8 mm，钢支撑截面均为Φ150×8；CBF-CSL中的双肢短剪切型耗能段、CBF-SC-CSL中的自复位双肢剪切型耗能段截面如2.1.1节所述。
3.1.2　分析方法
1）单元选取。采用ABAQUS软件各结构进行有限元分析，见图7。除CBF-SC-CSL结构中的碟形弹簧采用spring单元模型外，其他结构及构件均采用C3D8R单元模拟。
2）材料性能。双肢短剪切型耗能段、SMA棒材和碟形弹簧的材料属性如2.1.2节所述。钢梁、钢柱、钢支撑均采用Q355钢，8 mm厚、10 mm厚钢材的属性也如2.1.2节所述，14 mm厚钢材的屈服强度、抗拉强度和弹簧模量分别为358、539、205 GPa。
3）边界条件与加载方式。有限元模型中，约束各结构钢柱底部截面所有节点的3个方向位移，同时各结构的平面外均被约束，并将梁柱交接处左侧截面耦合至点A，见图7。通过在A点施加水平往复荷载，可模拟结构的地震作用。各加载步位移为SMA棒材应变增量转换至水平方向位移值。
3.2　滞回性能
3.2.1　多遇地震
多遇地震下，CBF、CBF-CSL和CBF-SC-CSL的滞回曲线对比见图8（a）。CBF、CBF-CSL和CBF-SC-CSL结构最大承载力分别为1183、507、683 kN，耗能值分别为5193.2、10105.2、8966.4 J。多遇地震下，CBF结构中的支撑的刚度明显大于CBF-CSL和CBF-SC-CSL结构中的双肢短剪切型耗能段和自复位双肢剪切型耗能段刚度，使得CBF结构承载力最大。由于钢支撑耗能能力弱，使得CBF耗能值最小；CBF-SC-CSL中的SMA棒材和碟形弹簧提供复位能力，使其耗能值略小于CBF-CSL耗能值。另外，由于碟形弹簧的初始刚度弱于SMA棒材的初始刚度值，使得受压时碟形弹簧的承载力和复位能力较弱，但拉力时SMA棒材为CBF-SC-CSL提供了良好的复位能力和承载能力。
3.2.2　罕遇地震
罕遇地震下，CBF、CBF-CSL和CBF-SC-CSL的滞回曲线对比见图8（b）。CBF、CBF-CSL和CBF-SC-CSL的最大承载力分别为1 346、1 043、1 330 kN，耗能值分别为56.87、113.49、79.75 kJ。其中，CBF-CSL和CBF-SC-CSL结构的滞回曲线饱满且拉、压作用下受力平衡，但CBF结构支撑受压屈曲使其受压承载力明显降低。另外，CBF中支撑受压屈曲严重影响其耗能能力，且由于SMA棒材和碟形弹簧的复位力使得CBF-SC-CSL曲线更捏缩，使其耗能值小于CBF-CSL耗能值。CBF-CSL和CBF-SC-CSL的残余变形分别为43.04、19.55 mm，即SMA棒材和碟形弹簧可明显减小结构的残余变形。
3.3　抗震性能
3.3.1　多遇地震
多遇地震下，CBF、CBF-CSL和CBF-SC-CSL的应力对比见图9。当各结构达到预期位移10.8 mm时[24]，CBF、CBF-CSL和CBF-SC-CSL中最大应力分别为343.80、355.00、448.70 MPa。其中，各结构中主体框架的应力分布基本相同；相应支撑的最大应力分别为168.30、199.40、188.70 MPa，均处于弹性状态且应力差异较小；支撑伸长量分别为2.6、1.6、1.4 mm，即CBF-CSL和CBF-SC-CSL中双肢短剪切型耗能段和自复位双肢剪切型耗能段均发生了变形，使得相应支撑变形量减小。CBF-CSL中，双肢短剪切型耗能段腹板最大应力为355.00 MPa，小于腹板屈服值；CBF-SC-CSL中，自复位双肢剪切型耗能段中SMA棒材最大应力为448.70 MPa，腹板应力约为352.52 MPa，均小于弹性屈服值。因此，3种结构中各构件均处于弹性，与预期相符。
3.3.2　罕遇地震
罕遇地震下，CBF、CBF-CSL和CBF-SC-CSL的应力对比见图10。当各结构达到预期位移54 mm时[24]，CBF、CBF-CSL和CBF-SC-CSL中各框架应力分布基本相同，最大应力均为402.53、450.30、470.50 MPa，均超过屈服值并进入弹塑性状态；相应支撑的最大应力分别为540.00、267.90、288.70 MPa，最大伸长量分别为7.1、2.3、1.8 mm，表明CBF中钢支撑已达到极限应力值且发生严重屈曲，CBF-CSL和CBF-SC-CSL中双肢耗能段均发生较大变形，保护支撑处于弹性且不发生受压屈曲现象与预期相符。另外，CBF-CSL中，双肢短剪切型耗能段翼缘与左端板、右端板和中间连接板的连接处最大应力为540 MPa，即连接处已达到极限应力并产生塑性铰。CBF-SC-CSL中，SMA棒材最大应力为626.70 MPa；自复位双肢剪切型耗能段翼缘与中间端板连接处最大应力为540.00 MPa，但其他部位应力较小，表明SMA棒材与碟形弹簧的设置可有效减小双肢短剪切型耗能段的损伤区域，进而提高构件的震后功能恢复能力。
3.4　参数对比
多遇、罕遇地震下CBF、CBF-CSL和CBF-SC-CSL各主要构件的位移、应力和承载力值分别见表1~表3。由表1可知，多遇地震下，3种结构的主要框架和支撑的变形和应力基本相同，但双肢短剪切型耗能段和自复位双肢剪切型耗能段的设置使用得CBF-CSL和CBF-SC-CSL的整体刚度下降，进而减小结构的受剪承载力。罕遇地震下，各结构的主体框架应力基本相同，但CBF中的普通支撑已发生严重屈曲并达到极限承载力，CBF-CSL和CBF-SC-CSL中钢支撑均处于弹性且未发生屈曲。另外，自复位双肢剪切型耗能段中的双肢短剪切型耗能段的应力和损伤明显降低，使得整体过程中结构的抗侧刚度未有明显下降，且能有效提高结构的震后功能恢复能力。
4　结论
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1）自复位双肢剪切型耗能段中的SMA棒材和碟形弹簧可有效提高其承载能力和自复位能力，保证构件在拉、压荷载下承载力基本相等，超强系数值可达到4.68，且残余变形值可下降46.8%。拉力作用下，自复位双肢剪切型耗能段中的SMA棒材受拉且碟形弹簧静止；压力作用下，SMA棒材静止且碟形弹簧受压，双肢短剪切型耗能段始终发生非弹性变形和耗能，与预期相符。
2）多遇地震下，钢支撑耗能差使得CBF耗能值最小，CBF-SC-CSL中SMA棒材和碟形弹簧提供复位能力，但滞回曲线更捏缩使其耗能值略小于CBF-CSL耗能值。各框架、支撑的应力和位移值均无明显差异，且各构件均处于弹性状态，但双肢短剪切型耗能段和自复位双肢剪切型耗能段的设置降低了CBF-CSL和CBF-SC-CSL结构的抗侧刚度和承载能力。
3）罕遇地震下，CBF结构的受压承载力明显降低小于受拉承载力，且耗能能力较差；CBF-CSL和CBF-SC-CSL的滞回曲线饱满且拉、压极限力基本相等。CBF-SC-CSL的滞回曲线更捏缩，使其耗能值小于CBF-CSL耗能值，但两者残余变形分别为19.55、43.04 mm，即SMA棒材和碟形弹簧可明显减小结构的残余变形。
4）罕遇地震下，CBF，CBF-CSL和CBF-SC-CSL中各框架的主体结构应力无明显差异。CBF中的支撑已达到极限承载力且发生严重屈曲；CBF-CSL和CBF-SC-CSL中支撑始终处于弹性，且CBF-CSL中的双肢短剪切型耗能段发生全截面受剪屈服并耗散输入的能量，CBF-SC-CSL中设置的SMA棒材和碟形弹簧可减小耗能段损伤区域，并提高结构的震后功能恢复能力。
基金
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  • 国家自然科学基金项目(52468025)
  • 江西省自然科学基金项目(20224BAB204062)
文献
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2025年第45卷第4期
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doi: 10.13197/j.eeed.2025.0421
  • 接收时间：2024-03-04
  • 首发时间：2026-03-20
  • 出版时间：2025-08-22
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  • 收稿日期：2024-03-04
  • 修回日期：2024-06-25
基金
国家自然科学基金项目(52468025)
江西省自然科学基金项目(20224BAB204062)
作者信息
    1.中国电建集团江西省电力设计院有限公司，江西 南昌 330096
    2.江西中煤建设集团有限公司，江西 南昌 330001
    3.南昌大学 工程建设学院，江西 南昌 330031

通讯作者:

胡淑军（1985—），男，副教授，博士，主要从事可恢复功能结构体系研究。E-mail：
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https://castjournals.cast.org.cn/joweb/dzgcygczd/CN/10.13197/j.eeed.2025.0421
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2种不同金属材料的力学参数
科
Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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