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Article(id=1244334017806446912, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, articleNumber=null, orderNo=null, doi=10.19994/j.cnki.WEE.2025.0062, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1741708800000, receivedDateStr=2025-03-12, revisedDate=1745942400000, revisedDateStr=2025-04-30, acceptedDate=null, acceptedDateStr=null, onlineDate=1774601948452, onlineDateStr=2026-03-27, pubDate=1759248000000, pubDateStr=2025-10-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774601948452, onlineIssueDateStr=2026-03-27, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774601948452, creator=13701087609, updateTime=1774601948452, updator=13701087609, issue=Issue{id=1244334009858240758, tenantId=1146029695717560320, journalId=1243988319449690156, year='2025', volume='41', issue='4', pageStart='1', pageEnd='211', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1774601946558, creator=13701087609, updateTime=1774602401281, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1244335917167657884, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1244335917167657885, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=83, endPage=94, ext={EN=ArticleExt(id=1244334017986801993, articleId=1244334017806446912, tenantId=1146029695717560320, journalId=1243988319449690156, language=EN, title=Investigation into the mechanical performance of prefabricated angle steel-constrained shear panel dampers, columnId=null, journalTitle=World Earthquake Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To address the issue of brittle failure induced by welding residual stress and inherent buckling failure of thin steel plates in conventional shear panel dampers (SPD), this paper proposes a novel prefabricated angle steel-constrained shear panel damper (PASPD). The structural configuration, operational mechanism, and distinctive features of the PASPD are comprehensively elucidated. Two prototype specimens were designed and manufactured for experimental investigation. Quasi-static low-cycle reversed loading tests were performed to evaluate the hysteretic behavior, energy dissipation capacity, and failure characteristics of the PASPD. Experimental results demonstrate that the PASPD exhibits stable hysteretic performance and superior energy dissipation characteristics. The study reveals that increasing the web plate thickness can delay the initiation of corner cracks but does not alter the fundamental failure mode of the PASPD. Appropriate boundary constraints using angle steel significantly regulate the stress and strain distribution within the PASPD, concentrating the deformation and energy dissipation in the central region. Compared with the traditional steel plate shear dampers, PASPD exhibits superior ductility performance and higher cumulative energy dissipation. The finite element simulation analysis demonstrates that the synergy between the flange connection plate and the side angle steel can optimize the shear force transmission path of the PASPD, guide the stress and strain distribution of its web to be more uniform, and form an ideal web shear energy dissipation mechanism, thereby enhancing the stability and hysteretic energy dissipation performance of PASPD.

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针对传统剪切钢板阻尼器（shear panel dampers，SPD）因焊接残余应力易发生脆性破坏以及薄钢板固有的屈曲破坏问题，提出了一种新型装配式角钢约束型剪切钢板阻尼器（prefabricated angle steel-constrained shear panel damper，PASPD），详细阐述了其构造形式、工作机制及技术特征。设计并制作了2个装配式角钢约束型剪切钢板阻尼器试件，通过低周往复加载试验和有限元模拟分析，研究了该阻尼器的力学性能和破坏模式，并揭示了角钢在该阻尼器中的工作机制。试验结果表明：装配式角钢约束型剪切钢板阻尼器具有稳定的滞回性能和优异的耗能能力；增加腹板厚度虽可延缓角部开裂的发生，但不会改变阻尼器的最终破坏模式；通过角钢对腹板边界进行合理约束，能够优化阻尼器的应力应变分布，使其变形和耗能集中在中部区域；与传统剪切钢板阻尼器相比，PASPD表现出更优的延性性能以及更高的累积能量耗散。有限元模拟分析表明：翼缘连接板与侧边角钢的协同作用能优化PASPD剪切传力路径，引导其腹板应力和应变分布更加均匀，形成理想的腹板剪切耗能机制，以提升PASPD的稳定性和滞回耗能性能。

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何志明（1988—），男，讲师，博士，主要从事建筑减隔震、结构抗震方面的研究。E-mail：
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何嘉年（1981—），男，教授，博士，主要从事钢结构、结构优化设计方面的研究。E-mail：

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何嘉年（1981—），男，教授，博士，主要从事钢结构、结构优化设计方面的研究。E-mail：

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何嘉年（1981—），男，教授，博士，主要从事钢结构、结构优化设计方面的研究。E-mail：

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Journal of Building Engineering, 2022, 61: 105228., articleTitle=Cyclic behaviour of demountable metallic corrugated shear panel dampers, refAbstract=null), Reference(id=1244335223861784686, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, doi=null, pmid=null, pmcid=null, year=2010, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[24], rfOrder=36, authorNames=null, journalName=null, refType=null, unstructuredReference=GB/T 228.1—2010 金属材料 拉伸试验 第1部分: 室温试验方法[S]. 北京: 中国标准出版社, 2010., articleTitle=null, refAbstract=null), Reference(id=1244335223941476464, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, doi=null, pmid=null, pmcid=null, year=2010, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[24], rfOrder=37, authorNames=null, journalName=null, refType=null, unstructuredReference=GB/T 228.1—2010 Metallic materials-tensile testing-part 1: Method of test at room temperature[S]. Beijing: Standards Press of China, 2010. (in Chinese), articleTitle=null, refAbstract=null), Reference(id=1244335224050528372, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, doi=null, pmid=null, pmcid=null, year=2012, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[25], rfOrder=38, authorNames=null, journalName=null, refType=null, unstructuredReference=JG/T 209—2012 建筑消能阻尼器[S]. 北京: 中国标准出版社, 2012., articleTitle=null, refAbstract=null), Reference(id=1244335224113442934, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, doi=null, pmid=null, pmcid=null, year=2012, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[25], rfOrder=39, authorNames=null, journalName=null, refType=null, unstructuredReference=JG/T 209—2012 Dampers for vibration energy dissipation of buildings[S]. Beijing: Standards Press of China, 2012. (in Chinese), articleTitle=null, refAbstract=null), Reference(id=1244335224193134713, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, doi=null, pmid=null, pmcid=null, year=1997, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[26], rfOrder=40, authorNames=null, journalName=null, refType=null, unstructuredReference=FEMA 273 NEHRP guidelines for the seismic rehabilitation of buildings[S]. Washington, D.C., USA: FEMA in furtherance of the Decade for Natural Disaster Reduction, 1997., articleTitle=null, refAbstract=null)], funds=[Fund(id=1244335217327059918, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, awardId=2023A1515110042, language=CN, fundingSource=广东省自然科学基金(2023A1515110042), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1244335206769996263, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, xref=null, ext=[AuthorCompanyExt(id=1244335206774190568, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, companyId=1244335206769996263, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=School of Civil and Transportation Engineering, Guangdong University of Technology, Guangzhou 510006, China), AuthorCompanyExt(id=1244335206786773482, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, companyId=1244335206769996263, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=广东工业大学土木与交通工程学院，广东　广州　510006)])], figs=[ArticleFig(id=1244335211727663833, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 1, caption=Structural schematic diagram of PASPD, figureFileSmall=E8VZkBhWi1O2VkHcproEog==, figureFileBig=/JyfFnUzrp4lQYtMn6Y2Wg==, tableContent=null), ArticleFig(id=1244335211954156261, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图1, caption=装配式角钢约束型剪切钢板阻尼器构造示意图, figureFileSmall=E8VZkBhWi1O2VkHcproEog==, figureFileBig=/JyfFnUzrp4lQYtMn6Y2Wg==, tableContent=null), ArticleFig(id=1244335212059013872, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 2, 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tableContent=null), ArticleFig(id=1244335212511998729, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 4, caption=Displacement loading protocol, figureFileSmall=bNp5kaoJUtd8ZVx1n2i+dQ==, figureFileBig=ivt/5x8LpUil4g7tUWIrTg==, tableContent=null), ArticleFig(id=1244335212600079121, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图4, caption=位移加载制度, figureFileSmall=bNp5kaoJUtd8ZVx1n2i+dQ==, figureFileBig=ivt/5x8LpUil4g7tUWIrTg==, tableContent=null), ArticleFig(id=1244335212688159509, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 5, caption=Experimental phenomenon of SPD, figureFileSmall=MjKTCkuFVVy24dSVzkVJmw==, figureFileBig=2I8YNxkQBVHUwkh/RhMWAQ==, tableContent=null), ArticleFig(id=1244335212784628506, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图5, caption=SPD试验现象, figureFileSmall=MjKTCkuFVVy24dSVzkVJmw==, figureFileBig=2I8YNxkQBVHUwkh/RhMWAQ==, tableContent=null), ArticleFig(id=1244335212885291811, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 6, caption=Experimental phenomenon of PASPD-T6, figureFileSmall=+k14g6LS5xdF1Cf0kNPe0Q==, figureFileBig=JgKkKWoN5bxXcgaMO20gSA==, tableContent=null), ArticleFig(id=1244335214386852651, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图6, caption=PASPD-T6试验现象, figureFileSmall=+k14g6LS5xdF1Cf0kNPe0Q==, figureFileBig=JgKkKWoN5bxXcgaMO20gSA==, tableContent=null), ArticleFig(id=1244335214504293169, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 7, caption=Experimental phenomenon of PASPD-T8, figureFileSmall=XS/hnnge16Q4Xp13K+LwDg==, figureFileBig=uco6DQTf6R7uVCoCjL2H9w==, tableContent=null), ArticleFig(id=1244335214571402040, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图7, caption=PASPD-T8试验现象, figureFileSmall=XS/hnnge16Q4Xp13K+LwDg==, figureFileBig=uco6DQTf6R7uVCoCjL2H9w==, tableContent=null), ArticleFig(id=1244335214655288131, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 8, caption=Deformation and failure states of PASPD, figureFileSmall=fZW8UcLdPPFy9V3k6Nkjkw==, figureFileBig=u7QnRDT3nLXsvkoEXAeJuw==, tableContent=null), ArticleFig(id=1244335214734979911, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图8, caption=PASPD变形及破坏状态, figureFileSmall=fZW8UcLdPPFy9V3k6Nkjkw==, figureFileBig=u7QnRDT3nLXsvkoEXAeJuw==, tableContent=null), ArticleFig(id=1244335214860809041, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 9, caption=Hysteretic curves of specimens, figureFileSmall=Xc4nWACFwuOgYS35lAMwSw==, figureFileBig=BQAexbwlgg+l9E8Fvh35gw==, tableContent=null), ArticleFig(id=1244335214957278037, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图9, caption=试件滞回曲线, figureFileSmall=Xc4nWACFwuOgYS35lAMwSw==, figureFileBig=BQAexbwlgg+l9E8Fvh35gw==, tableContent=null), ArticleFig(id=1244335215078912858, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 10, caption=Skeleton curves of specimens, figureFileSmall=SXav6mQjiWJye5zS/ul5Zg==, figureFileBig=WKH34FMr2/C9sYFP29wToA==, tableContent=null), ArticleFig(id=1244335215183770466, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图10, caption=试件骨架曲线, figureFileSmall=SXav6mQjiWJye5zS/ul5Zg==, figureFileBig=WKH34FMr2/C9sYFP29wToA==, tableContent=null), ArticleFig(id=1244335215242490725, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 11, caption=Equivalent stiffness curves of specimens, figureFileSmall=efafWlpMH6qR68ehbDAaBg==, figureFileBig=qNhkj8sATGctQTzR/0pJNQ==, tableContent=null), ArticleFig(id=1244335215301210985, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图11, caption=试件等效刚度曲线, figureFileSmall=efafWlpMH6qR68ehbDAaBg==, figureFileBig=qNhkj8sATGctQTzR/0pJNQ==, tableContent=null), ArticleFig(id=1244335215380902766, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 12, caption=Single-cycle hysteretic energy dissipation of specimens, figureFileSmall=94Mzm3ORHQQAyI2FDlIzHQ==, figureFileBig=fSqPIUnCpJxEMDut16+W+g==, tableContent=null), ArticleFig(id=1244335215494148981, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图12, caption=试件对应位移下的单圈滞回耗能, figureFileSmall=94Mzm3ORHQQAyI2FDlIzHQ==, figureFileBig=fSqPIUnCpJxEMDut16+W+g==, tableContent=null), ArticleFig(id=1244335215590617978, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 13, caption=Cumulative hysteretic energy dissipation of specimens, figureFileSmall=h60AN+aw8V4EsB5uBYsrWw==, figureFileBig=iP5m7B1hoIGiWi1iosiKhA==, tableContent=null), ArticleFig(id=1244335215770973054, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图13, caption=试件对应位移下的累积滞回耗能, figureFileSmall=h60AN+aw8V4EsB5uBYsrWw==, figureFileBig=iP5m7B1hoIGiWi1iosiKhA==, tableContent=null), ArticleFig(id=1244335215859053446, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 14, caption=Equivalent viscous damping ratios ζeq of specimens, figureFileSmall=ZC4kGM4+6kK+Ez3xXqe4Gw==, figureFileBig=3DqxwpZniaAQT0S53Eo3Fg==, tableContent=null), ArticleFig(id=1244335215955522444, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图14, caption=试件等效黏滞阻尼比ζeq, figureFileSmall=ZC4kGM4+6kK+Ez3xXqe4Gw==, figureFileBig=3DqxwpZniaAQT0S53Eo3Fg==, tableContent=null), ArticleFig(id=1244335216039408528, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 15, caption=Comparison of test deformation and finite element model deformation for PASPD-T6 (32 mm, first negative cycle), figureFileSmall=P7XJ9++yb04lMEIzPCuqzw==, figureFileBig=hA5NUF1pQYf/3owvVKT1xg==, tableContent=null), ArticleFig(id=1244335216135877524, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图15, caption=PASPD-T6试验变形和有限元模型变形的对比（32 mm第1圈负向）, figureFileSmall=P7XJ9++yb04lMEIzPCuqzw==, figureFileBig=hA5NUF1pQYf/3owvVKT1xg==, tableContent=null), ArticleFig(id=1244335216249123736, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 16, caption=Comparison of test and simulated hysteresis curve for PASPD-T6, figureFileSmall=Xowvz03UA9ofBPUm4wl4Qw==, figureFileBig=NcyiAbvwp8QIVc0zZeMD1g==, tableContent=null), ArticleFig(id=1244335216345592733, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图16, caption=PASPD-T6试验与模拟滞回曲线对比, figureFileSmall=Xowvz03UA9ofBPUm4wl4Qw==, figureFileBig=NcyiAbvwp8QIVc0zZeMD1g==, tableContent=null), ArticleFig(id=1244335216446256034, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Fig. 17, caption=Comparison of simulated PEEQ between PASPD-T6 and PASPD-T6-df webs, figureFileSmall=4nkIExlTbYxYl5wQDpqjwg==, figureFileBig=XnSt+dxTfxfo8wqORGpECA==, tableContent=null), ArticleFig(id=1244335216551113638, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=图17, caption=PASPD-T6与PASPD-T6-df腹板模拟对比, figureFileSmall=4nkIExlTbYxYl5wQDpqjwg==, figureFileBig=XnSt+dxTfxfo8wqORGpECA==, tableContent=null), ArticleFig(id=1244335216655971245, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Table 1, caption=

PASPD components

, figureFileSmall=null, figureFileBig=null, tableContent=
编号构件名称构件尺寸/mm钢材材质
①腹板（PASPD-T6）-380×360×6Q235
②腹板（PASPD-T8）-380×360×8Q235
③上下端角钢-90×10Q345
④左右侧角钢-75×10Q345
⑤翼缘连接板-150×158×12Q345
⑥端板-530×330×30Q345
), ArticleFig(id=1244335216739857331, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=表1, caption=

PASPD组件

, figureFileSmall=null, figureFileBig=null, tableContent=
编号构件名称构件尺寸/mm钢材材质
①腹板（PASPD-T6）-380×360×6Q235
②腹板（PASPD-T8）-380×360×8Q235
③上下端角钢-90×10Q345
④左右侧角钢-75×10Q345
⑤翼缘连接板-150×158×12Q345
⑥端板-530×330×30Q345
), ArticleFig(id=1244335216869880760, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Table 2, caption=

Material properties of specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
材料类型弹性模量E/GPa屈服强度/MPa极限强度/MPa延伸率/%
Q23521231041825.03
Q34520239054419.17
), ArticleFig(id=1244335216949572541, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=表2, caption=

试件材料性能

, figureFileSmall=null, figureFileBig=null, tableContent=
材料类型弹性模量E/GPa屈服强度/MPa极限强度/MPa延伸率/%
Q23521231041825.03
Q34520239054419.17
), ArticleFig(id=1244335217058624451, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=EN, label=Table 3, caption=

Mechanical parameters of test specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向初始刚度k1/(kN/m)屈服承载力Fy/kN最大承载力Fp/kN屈服位移uy/mm峰值位移up/mm
PASPD-T6正向145.10240.82338.391.9931.81
 负向145.10254.23358.292.4131.92
PASPD-T8正向156.62317.17489.223.0431.92
 负向156.62321.85485.052.7431.88
SPD正向258.49278.99387.651.3325.89
 负向258.49280.85381.141.2926.08
), ArticleFig(id=1244335217155093447, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334017806446912, language=CN, label=表3, caption=

试件力学性能参数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向初始刚度k1/(kN/m)屈服承载力Fy/kN最大承载力Fp/kN屈服位移uy/mm峰值位移up/mm
PASPD-T6正向145.10240.82338.391.9931.81
 负向145.10254.23358.292.4131.92
PASPD-T8正向156.62317.17489.223.0431.92
 负向156.62321.85485.052.7431.88
SPD正向258.49278.99387.651.3325.89
 负向258.49280.85381.141.2926.08
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装配式角钢约束型剪切钢板阻尼器力学性能研究
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何嘉年 , 李起敏 , 何志明 , 陈士哲 , 赵东卓
世界地震工程 | 第十三届全国防震减灾工程学术研讨会优秀论文专栏 2025,41(4): 83-94
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世界地震工程 | 第十三届全国防震减灾工程学术研讨会优秀论文专栏 2025, 41(4): 83-94
装配式角钢约束型剪切钢板阻尼器力学性能研究
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何嘉年 , 李起敏, 何志明 , 陈士哲, 赵东卓
作者信息
  • 广东工业大学土木与交通工程学院，广东　广州　510006

    • 何嘉年（1981—），男，教授，博士，主要从事钢结构、结构优化设计方面的研究。E-mail：

通讯作者:

何志明（1988—），男，讲师，博士，主要从事建筑减隔震、结构抗震方面的研究。E-mail：
Investigation into the mechanical performance of prefabricated angle steel-constrained shear panel dampers
Jianian HE , Qimin LI, Zhiming HE , Shizhe CHEN, Dongzhuo ZHAO
Affiliations
  • School of Civil and Transportation Engineering, Guangdong University of Technology, Guangzhou 510006, China
出版时间: 2025-10-01 doi: 10.19994/j.cnki.WEE.2025.0062
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摘要
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针对传统剪切钢板阻尼器（shear panel dampers，SPD）因焊接残余应力易发生脆性破坏以及薄钢板固有的屈曲破坏问题，提出了一种新型装配式角钢约束型剪切钢板阻尼器（prefabricated angle steel-constrained shear panel damper，PASPD），详细阐述了其构造形式、工作机制及技术特征。设计并制作了2个装配式角钢约束型剪切钢板阻尼器试件，通过低周往复加载试验和有限元模拟分析，研究了该阻尼器的力学性能和破坏模式，并揭示了角钢在该阻尼器中的工作机制。试验结果表明：装配式角钢约束型剪切钢板阻尼器具有稳定的滞回性能和优异的耗能能力；增加腹板厚度虽可延缓角部开裂的发生，但不会改变阻尼器的最终破坏模式；通过角钢对腹板边界进行合理约束，能够优化阻尼器的应力应变分布，使其变形和耗能集中在中部区域；与传统剪切钢板阻尼器相比，PASPD表现出更优的延性性能以及更高的累积能量耗散。有限元模拟分析表明：翼缘连接板与侧边角钢的协同作用能优化PASPD剪切传力路径，引导其腹板应力和应变分布更加均匀，形成理想的腹板剪切耗能机制，以提升PASPD的稳定性和滞回耗能性能。

剪切钢板阻尼器  /  金属阻尼器  /  性能试验  /  破坏特征  /  耗能性能

To address the issue of brittle failure induced by welding residual stress and inherent buckling failure of thin steel plates in conventional shear panel dampers (SPD), this paper proposes a novel prefabricated angle steel-constrained shear panel damper (PASPD). The structural configuration, operational mechanism, and distinctive features of the PASPD are comprehensively elucidated. Two prototype specimens were designed and manufactured for experimental investigation. Quasi-static low-cycle reversed loading tests were performed to evaluate the hysteretic behavior, energy dissipation capacity, and failure characteristics of the PASPD. Experimental results demonstrate that the PASPD exhibits stable hysteretic performance and superior energy dissipation characteristics. The study reveals that increasing the web plate thickness can delay the initiation of corner cracks but does not alter the fundamental failure mode of the PASPD. Appropriate boundary constraints using angle steel significantly regulate the stress and strain distribution within the PASPD, concentrating the deformation and energy dissipation in the central region. Compared with the traditional steel plate shear dampers, PASPD exhibits superior ductility performance and higher cumulative energy dissipation. The finite element simulation analysis demonstrates that the synergy between the flange connection plate and the side angle steel can optimize the shear force transmission path of the PASPD, guide the stress and strain distribution of its web to be more uniform, and form an ideal web shear energy dissipation mechanism, thereby enhancing the stability and hysteretic energy dissipation performance of PASPD.

Shear panel damper  /  metallic damper  /  performance test  /  failure characteristics  /  energy dissipation performance
何嘉年, 李起敏, 何志明, 陈士哲, 赵东卓. 装配式角钢约束型剪切钢板阻尼器力学性能研究. 世界地震工程, 2025 , 41 (4) : 83 -94 . DOI: 10.19994/j.cnki.WEE.2025.0062
Jianian HE, Qimin LI, Zhiming HE, Shizhe CHEN, Dongzhuo ZHAO. Investigation into the mechanical performance of prefabricated angle steel-constrained shear panel dampers[J]. World Earthquake Engineering, 2025 , 41 (4) : 83 -94 . DOI: 10.19994/j.cnki.WEE.2025.0062
正文
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0　引言
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近年来，随着中国城市化进程的快速推进和建筑功能的日趋复杂，结构在地震、风荷载等动力作用下的安全问题日益凸显。传统的抗震设计方法主要依赖于结构构件自身的塑性变形来耗散能量，这种方法往往导致结构损伤严重，为了有效减轻结构损伤并提升结构的抗震性能，结构控制技术应运而生[1]。其中，阻尼器作为一种高效的被动控制装置，受到了广泛的研究和应用[2-6]。剪切钢板阻尼器（shear panel damper，SPD）是目前最常用的剪切型消能阻尼器之一[7]，其基本构造通常包括端板、翼缘板和中间的耗能腹板，这些部件一般采用焊接连接，同时为了防止腹板在大变形下的面外屈曲，通常在腹板上焊接有加劲肋。
尽管剪切钢板阻尼器具有明确的耗能机理、稳定的钢材性能、便捷的安装方式、优越的经济性和可靠的抗震性能等显著优点，但其在实际工程应用中仍面临一些技术上的挑战，主要集中于以下两个方面：其一，腹板与翼缘板间的变形协调性问题导致应力分布不均；其二，焊接工艺对钢材性能的降低效应。针对前者，可通过优化板件设计予以改善，如对腹板采用局部变薄[8-9]、中部开孔[9-14]、变厚度设计[15]、角部开孔[16-18]及多向开槽[19]等处理措施，或对翼缘实施圆弧形[9]、狗骨形[20]及曲线型[9]等削弱形式，这些构造优化措施可有效改善应力分布，提升阻尼器的耗能性能。然而，焊接引入的残余应力问题不仅导致材料性能劣化，还易引发沿焊缝的脆性开裂破坏。尽管工程中可通过严格控制焊缝质量来减轻其不利影响，但无法从根本上解决焊接接头的脆性敏感问题。此外，由于焊接工艺参数、环境条件、焊接速度及保护气体等因素的固有不确定性，现有设计和数值模拟往往忽略焊缝的直接影响，但在地震高频往复荷载作用下，焊接对母材性能的削弱效应不容忽视。
为了克服焊接对剪切钢板阻尼器力学性能的影响，大量学者积极探索装配式构造的方案，旨在采用螺栓连接替代传统焊接工艺。例如：朱柏洁等[21-22]提出了一种装配式剪切型金属阻尼器，虽然规避了焊接的不利影响，但该构造存在应力集中导致腹板角部过早开裂，以及外覆钢板防屈曲导致材料利用率偏低等问题。QUAN等[23]提出采用压型波纹钢板作为腹板的构造方案，避免了加劲肋焊接引入的残余应力，试验结果表明该构造虽提升了抗屈曲性能，但仍存在滞回曲线严重捏缩的现象。综上，目前尚缺乏合理可靠的剪切钢板阻尼器构造形式以同时满足完全规避焊接和防屈曲的目的。
基于此，本文提出了一种装配式角钢约束型剪切钢板阻尼器，首先介绍了该阻尼器的结构构造以及应用场景，设计、制作了2个装配式角钢约束型剪切钢板阻尼器试件，并完成其力学性能试验，分析研究了往复水平荷载作用下装配式角钢约束型剪切钢板阻尼器的力学性能，同时通过DIC技术手段来观察试验过程中耗能钢板屈曲和破坏形成、发展的规律，最后基于试验结果建立了PASPD精细化有限元模型，重点揭示了侧边角钢-翼缘连接板的协同作用机制。
1　构造、工作机理及特点
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图1给出了装配式角钢约束型剪切钢板阻尼器的具体构造，该阻尼器主要由连接端板、腹板、翼缘连接板和拼接角钢组成，各构件之间采用全螺栓连接。其结构设计理念主要体现在以下三个方面：首先，采用全螺栓连接替代传统焊接工艺，从根本上消除了焊接残余应力对阻尼器性能的不利影响；其次，通过在耗能钢板四周设置角钢约束，有效延缓腹板平面外屈曲的发生；最后，在腹板角部边缘采用多点受力机制，即以多个小螺栓取代传统的大螺栓连接方式，这种设计不仅增强了对腹板转动的约束作用，同时有望显著降低腹板角部的应力集中程度，从而延缓角部开裂破坏的发生。
装配式角钢约束型剪切钢板阻尼器在建筑结构中可采用多种布置形式，主要包括支撑式、柱墩式、墙墩式和连梁式等。其工作机理表现为在风荷载或小震作用下，阻尼器保持弹性状态，为结构提供附加刚度；当中震或大震发生时，随着结构层间相对位移的增大，通过连接支撑或柱墩的带动，阻尼器产生剪切滞回变形，从而有效耗散地震能量，保护主体结构免受损伤。
装配式角钢约束型剪切钢板阻尼器具有以下显著特点：①安装便捷，采用全螺栓连接方式，不仅避免了传统焊接工艺的耗时问题，还可实现与结构或支撑的快速组装、拆卸和更换，经济实用；②性能优越，全螺栓连接有效避免了焊接残余应力对母材性能的不利影响；③多功能设计，四周角钢兼具连接功能和面外约束作用，确保阻尼器的变形和耗能集中在中部区域，提高能量耗散效率。
2　试验概况
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2.1　试件设计
为研究所提PASPD的耗能性能，并验证角钢约束作为面外约束措施的可行性，以腹板宽厚比为主要变量设计试件，考察该参数对PASPD力学性能的影响。共设计制作了2个不同腹板厚度的PASPD试件，试件腹板均采用Q235钢材加工，其余部件则采用Q345钢材制作。所有PASPD部件间均采用12.9级高强螺栓连接，具体连接方式如下：上下端角钢与端板连接处布置5排×2列M22螺栓；与腹板连接处采用中间1排×3列12.9级M20螺栓，边缘各布置2排×2列12.9级M12螺栓；左右侧角钢与腹板、翼缘连接板连接处均设置1排×2列M12螺栓。试件的详细尺寸参数见表1，具体构造详如图2（a）~（c）所示。另外，为了定量评估PASPD的耗能性能增益，本研究采用控制变量法设计了1个等腹板尺寸的剪切钢板阻尼器（SPD）作为对比试件，具体构造如图2（d）所示，图中t代表部件的厚度。
2.2　材性性能试验
为获取PASPD中Q235及Q345钢材的基本力学性能指标，依据《金属材料拉伸试验第一部分：室温试验方法》（GBT 228.1—2010）[24]规定，从钢板上以及角钢上取材并加工成材性试件，对2种钢材各进行了3次拉伸试验，为保证结果的准确性，材性试验结果取3次试验结果的平均值，见表2。
2.3　加载与测量
本试验的加载装置采用四连杆铰接机构，四连杆框架底部通过顶住地梁的千斤顶提供反力固定。图3（a）是加载装置与测量装置示意图，图3（b）为DIC散斑测量范围示意图，设置DIC相机照相频率为2 s/张。该机构在作动器往复推拉作用下能够保持上下梁平行，较真实地模拟阻尼器在建筑结构中的受力行为。作动器为IST电液伺服器，最大力为1 000 kN，最大位移±200 mm。
2.4　加载方案
《建筑消能阻尼器》（JG/T 209—2012）[25]规定了金属屈服型阻尼器力学性能试验方法。本试验所采用的加载设备精度的限制，如果采用力控制加载可能导致加载过程的不稳定。因此，试验全过程加载均采用位移控制加载。加载的位移幅值取预估屈服位移的倍数，每个加载幅值反复加载3圈。加载制度如图4所示。其中首次试验由数值分析得到试件的屈服位移预估值uy=1 mm。
3　试验过程与破坏特征
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3.1　试验过程与试验现象
试件SPD在不同位移幅值下的变形及破坏特征如图5所示（拉为正向，推为负向）。在±0.5 mm和±1 mm位移下，试件处于弹性剪切状态；位移增至±2 mm和±4 mm时，腹板开始进入塑性剪切耗能阶段。当加载位移达到±8 mm时，腹板中部首次出现可恢复的面外鼓曲变形，同时翼缘产生明显的弯曲变形，受腹板侧向约束作用，翼缘变形呈现中部沿腹板内侧弯曲。随着位移增至±12 mm和±16 mm，腹板鼓曲范围沿对角线扩展，变形加剧，并开始伴随钢板屈曲声响；±16 mm（第2圈负向）时，腹板出现不可恢复的褶皱突起。位移增至±20 mm时，腹板交叉型鼓曲显著，第3圈加载时褶皱突起已十分严重。加载至26 mm，第1圈时腹板中部沿对角线褶皱处产生多条平行撕裂裂纹，第2圈时裂纹扩展形成破坏孔洞，导致承载力显著下降，试验终止。
试件PASPD-T6在不同位移幅值下的变形及破坏特征如图6所示。在±0.5 mm和±1 mm位移下，试件保持弹性剪切状态；位移增至±2 mm和±4 mm时，腹板逐渐进入塑性剪切耗能阶段；±8 mm位移时，腹板持续屈服耗能且未出现面外变形。当位移达到±12 mm（第3圈）时，腹板中部呈现可恢复的弹性屈曲；20 mm位移（第2圈）正向加载时，腹板中部出现明显凹凸鼓曲，腹板右下侧边缘开裂，负向加载时左下侧边缘开裂。26 mm位移（第1圈）加载时，腹板剩余2个角部边缘相继开裂（正向左上侧、负向右上侧），但角钢约束使试件仍具承载能力。至32 mm位移（第2圈负向）时，腹板屈曲加剧并出现折痕，角部裂缝扩展，承载力降至峰值85%以下，试验终止。需指出，在试件PASPD-T6腹板角部初裂后，每完成一个完整位移加载循环即暂停10分钟以监测承载力稳定性，若持续下降则终止试验。试件PASPD-T8采用相同观测方法。
试件PASPD-T8在不同位移所对应的变形及破坏特征如图7所示。加载位移±12 mm之前，腹板未见任何面外鼓曲以及开裂等试验现象，腹板逐渐进入剪切屈服耗能状态；直到加载位移为±20 mm第3圈负向时，腹板中部才开始出现可恢复的弹性屈曲变形；加载位移继续增加至±26 mm第2圈正向时，腹板左上、右下角部边缘相继开裂；加载到26 mm第3圈负向时，腹板右上角部边缘开裂，而腹板左下角部边缘直至加载到32 mm第1圈负向时才完全开裂。加载位移为32 mm（第2圈）正向时，腹板中部依旧未发现明显的折痕或孔洞，但构件承载力已明显下降，阻尼器由于腹板角部开裂破坏，停止试验。
3.2　PASPD的破坏特征
通过对比图8所示的试件PASPD-T6和PASPD-T8的变形模式与破坏特征，可以发现两者具有相似的力学行为。具体表现为2个试件的变形均主要集中于腹板中部和4个角部区域，二者的最终破坏模式均表现为在±32 mm位移（第二循环）加载时因腹板四角受拉开裂导致的试件承载力下降而失效。两者破坏的主要差异体现在腹板角部初始开裂的位移水平：PASPD-T6在±20 mm位移时出现角部开裂，而PASPD-T8延迟至±26 mm位移才发生，这表明增加腹板厚度可有效延缓角部开裂的发生。试验结束后，对经历±38 mm位移（第一循环）加载的PASPD-T6和PASPD-T8进行拆解观察，图8（a）~（b）展示了取下的腹板实际变形状态，可见，腹板屈曲变形主要集中在中部，而腹板四周边缘由于有角钢约束，并未发生明显屈曲；腹板角部开裂路线均沿M12小螺栓孔一直延伸至中间M20螺栓孔，造成阻尼器承载力下降以致破坏；且两个试件的腹板上下边界均呈直线，未出现曲线形或折线形，这表明腹板角部边缘采用多点受力机制能够为腹板提供足够的转动约束作用。
4　试验结果及分析
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试件PASPD-T6、试件PASPD-T8和试件SPD的试验滞回曲线如图9所示。可以看出，三者滞回曲线均存在轻微捏缩现象，这主要是因为腹板中部发生鼓曲造成的，总体上阻尼器的耗能性能依旧优越。通过提取每个加载位移下3圈滞回环的平均最大位移和平均最大力数据点，并依次连接各点，得到滞回曲线的骨架曲线如图10所示，可看出骨架曲线呈对称S型。基于试件的滞回曲线和骨架曲线，可提取装配式角钢约束型剪切钢板阻尼器的关键力学参数，包括等效刚度k1、屈服承载力Fy，最大承载力Fp、屈服位移uy、峰值位移up等，具体参数定义及计算方法参照FEMA273规范标准[26]。试件SPD累积滞回耗能统计到26 mm第1圈，2个PASPD试件统计到32 mm第1圈。
图10~图14和表3可以看出：①试件PASPD-T8、PASPD-T6的初始刚度分别为156 kN/m、145 kN/m，均低于试件SPD的初始刚度258 kN/m；②PASPD-T6和PASPD-T8的平均屈服位移分别为2.20 mm和2.89 mm，均高于SPD的平均屈服位移1.31 mm，由等效刚度曲线在0.5 mm处的刚度小于1 mm时的刚度，可判断出框架本身存在空隙使得试件计算处理出来的屈服位移偏大；③PASPD-T8的总累积滞回耗能约为SPD的1.48倍（289.57/195.19），PASPD-T6的累积滞回耗能约为SPD的1.11倍（216.15/195.19）。④PASPD试件破坏时的剪切位移角均达到32/360，优于SPD试件的26/360，这表明PASPD具有优异的延性性能和变形能力。⑤随着位移的增加，全部试件的等效阻尼比逐渐增加，在8 mm之前增加很快，在12 mm之后增加趋于稳定，PASPD的等效阻尼比稳定在33%~39%之间，略小于SPD试件的等效阻尼比（38%~40%）。
综上所述，PASPD的初始刚度虽不如传统焊接的剪切钢板阻尼器，但PASPD更拥有更优异的延性和变形能力，能通过剪切变形耗散更多的能量，因此PASPD虽稳定耗能时的等效黏滞阻尼比较SPD试件略有降低，但综合考虑阻尼器延性和变形能力的提升，新型阻尼器的整体耗能性能仍具有明显优势。
5　有限元分析
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采用ABAQUS软件，基于本文PASPD试件试验数据，建立PASPD精细化分析有限元模型。
5.1　单元类型与网格划分
根据PAPSD各组成部分力学行为的特点，腹板、角钢、翼缘连接板、螺栓以及上、下端板均采用三维实体单元建立，单元类型采用八节点六面体线性缩减积分单元（C3D8R）模拟。
网格尺寸和数量将直接影响模拟分析的计算精度和计算耗时，螺栓网格大小取6 mm，腹板、角钢与翼缘连接板网格大小取10 mm，端部连接板取30 mm。
5.2　材料本构关系
除阻尼器的腹板采用Q235钢外，其余板件、角钢均采用Q345钢，螺栓采用12.9级高强螺栓。腹板材料本构模型采用Chaboche非线性随动硬化模型，将背应力分解为2个应力分量，硬化模量Ck和动态恢复系数γk用试验滞回曲线数据与材性试验数据标定；而Q345钢材本构模型采用双折线模型，由Q345钢材性试验得到fy=390 MPa和fu=544 MPa。两种钢材的弹性模量E=2.06×105 MPa和泊松比v=0.3。
5.3　接触定义
无论是端板还是翼缘连接板，与腹板的连接均采用螺栓、角钢连接，故整个PASPD阻尼器有限元模型采用表面与表面接触，其接触关系简化为接触面的法向和切向2个分量。法向分量定义为硬接触（hard contact），约束准则采用罚摩擦公式（penalty）。接触面切向采用库伦摩擦，摩擦系数为0.3。
5.4　边界条件和加载制度
考虑到PASPD在地震作用下受到水平剪切变形作用，底部端板平面采用耦合参考点法完全固定，约束位移和转角6个方向的自由度；顶部端板顶面中心通过设置参考点采用耦合约束（coupling），在参考点上施加单向位移以实现循环往复位移控制加载，加载点除了水平加载方向自由度，其他各向均固定约束。螺模型预设4个分析步，前3个分析步用于分级施加螺栓预紧力，最后一步进行循环加载，其加载制度参考图4。
5.5　有限元模拟方法验证
为验证数值模型的准确性，基于以上所述建模方法建立PASPD精细化有限元模型，开展非线性受力模拟分析，并通过试验结果对比验证模型的可靠性。
图15为PASPD-T6试件DIC试验变形和有限元模型变形的对比图，由图可知，有限元模型面外变形与试验试件面外变形形式基本一致。图16为PASPD-T6试件试验与模拟滞回曲线对比图，由图可知：两滞回曲线基本吻合，最大承载力偏差小于3%，验证了有限元模型的准确性。综上，采用的有限元数值模拟分析方法所得结果与试验结果吻合良好，可用以上有限元方法进行数值模拟研究。
5.6　侧边角钢－翼缘连接板协同作用机制分析
为验证侧边角钢-翼缘连接板的构造合理性，本文还基于以上PASPD-T6精细化有限元模型数据建立了无侧边角钢-翼缘连接板协同构造的PASPD-T6-df模型，二者模拟结果对比如图17所示。图中黑色虚线为模型PASPD-T6-df失效（即最大承载力降低85%）后的滞回曲线段。
基于图17（a）~（d）的对比分析，可得出以下结论：①翼缘连接板与侧边角钢的协同构造显著影响PASPD的力学性能，模型PASPD-T6（±32 mm）较模型PASPD-T6-df（±16 mm）的承载能力提高3个加载等级，后者在±16 mm加载时即因承载力衰减至85%以下而失效；②模型PASPD-T6在±32 mm位移下仍保持稳定的纺锤形滞回曲线，而模型PASPD-T6-df在±16 mm~±32 mm区间出现明显捏缩现象，耗能稳定性显著降低；③侧边角钢-翼缘连接板约束机制通过改变腹板屈曲模态（从三波降至单波）能有效抑制腹板边界失稳，使面外变形集中于腹板中部；④从应力对比图，模型PASPD-T6呈现理想的大面积对角线屈服耗能模式，而模型PASPD-T6-df出现平行贯通的小范围屈服耗能区，其边缘应力大容易导致腹板过早从边缘开裂破坏，表明翼缘连接板与侧边角钢的协同构造可优化应力分布并延缓腹板局部屈曲的发生。
从传力路径分析，本研究提出的PASPD的传力主路径为：主体结构→端板→螺栓→上下端角钢→螺栓→腹板（四周角钢约束），最后由腹板主要发生剪切变形耗能。在此传力过程中，由图17（d）可观察到：PASPD-T6模型的PEEQ（累积塑性应变）云图在循环往复加载位移下呈现出清晰的斜拉力场，钢板角部开螺栓孔处呈现出明显的拉应力集中现象，意味着腹板角部先发生破坏，这与试验观察得到的现象一致。由图17（c）应力云图分布可知：模型PASPD-T6的腹板产生了一个从左下角到右上角的主传力路径，剪切耗能传力机制明确，而模型PASPD-T6-df则出现平行贯通腹板的Mises大应力场，且腹板边界弯曲变形明显，另外，在相同加载位移下，模型PASPD-T6的大应力面积值明显大于PASPD-T6-df的大应力面积值，这些都表明侧边角钢-翼缘连接板协同构造不仅能约束腹板面外变形，还能有效限制了PASPD腹板弯曲变形的发展，优化剪切传力路径。
6　结论
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本研究提出了一种新型的装配式角钢约束型剪切钢板阻尼器，介绍了其构造形式、工作机理及特点；设计了2个装配式角钢约束型剪切钢板阻尼器试件，对其进行低周反复荷载试验，研究装配式角钢约束型剪切钢板阻尼器的工作性能、耗能能力和破坏特征；最后通过有限元模拟的手段揭示了侧边角钢-翼缘连接板的协同作用机制。可得出以下结论：
1）装配式剪切钢板阻尼器工作性能稳定、耗能性能优越，其在屈服后能迅速进入稳定耗能状态，最终等效阻尼比稳定在0.33~0.39。
2）增大腹板厚度能延缓腹板角部开裂破坏的发生，但无法改变阻尼器最终的破坏形式。
3）采用钢板边界用角钢合理约束能有效控制阻尼器的应力和应变分布，使得阻尼器的变形和耗能集中在中部。
4）与传统剪切钢板阻尼器相比，PASPD表现出更优的延性性能，其较低的初始刚度允许结构经历更大程度的剪切变形，同时能实现更高的累积能量耗散。
5）模拟分析表明，翼缘连接板与侧边角钢的协同作用能优化PASPD剪切传力路径，引导其腹板应力和应变分布更加均匀，形成理想的腹板剪切耗能机制，以提升PASPD的稳定性和滞回耗能性能。
基金
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  • 广东省自然科学基金(2023A1515110042)
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2025年第41卷第4期
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doi: 10.19994/j.cnki.WEE.2025.0062
  • 接收时间：2025-03-12
  • 首发时间：2026-03-27
  • 出版时间：2025-10-01
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  • 收稿日期：2025-03-12
  • 修回日期：2025-04-30
基金
广东省自然科学基金(2023A1515110042)
作者信息
    广东工业大学土木与交通工程学院，广东　广州　510006

通讯作者:

何志明（1988—），男，讲师，博士，主要从事建筑减隔震、结构抗震方面的研究。E-mail：
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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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