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Article(id=1228654098799588168, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228654089437901468, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.2024.12.006, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1666108800000, receivedDateStr=2022-10-19, revisedDate=1673452800000, revisedDateStr=2023-01-12, acceptedDate=null, acceptedDateStr=null, onlineDate=1770863564442, onlineDateStr=2026-02-12, pubDate=1735315200000, pubDateStr=2024-12-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770863564442, onlineIssueDateStr=2026-02-12, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770863564442, creator=13701087609, updateTime=1770863564442, updator=13701087609, issue=Issue{id=1228654089437901468, tenantId=1146029695717560320, journalId=1225147924628267009, year='2024', volume='37', issue='12', pageStart='1993', pageEnd='2167', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1770863562211, creator=13701087609, updateTime=1770863940325, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1228655675413299456, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228654089437901468, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1228655675413299457, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228654089437901468, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=2045, endPage=2054, ext={EN=ArticleExt(id=1228654099034469200, articleId=1228654098799588168, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Experimental study on seismic performance of earthquake-resilient fully bolted beam-column joint, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To achieve rapid recovery of structural function after the earthquake，based on the idea of replaceability and additional energy consumption，a new earthquake-resilient fully bolted beam-column joint is introduced in this study. The shortcoming of insufficient energy dissipation ability of the existing fully bolted joint loaded into large deformation condition is improved by setting up the T-shaped energy dissipator. The influence of the energy consumption length and slenderness ratio of the T-shaped energy dissipator on the seismic behavior of the new earthquake-resilient fully bolted joint is studied. Three new earthquake-resilient fully bolted joints and one welded joint were subjected to low-cycle loading. The results of tests show that the seismic performance of the new earthquake-resilient fully-bolted joint is better than that of the traditional welded joint. The new earthquake-resilient fully-bolted joint can concentrate the plasticity and damage，transfer the plastic zone to the T-type energy dissipation plate，and avoid the fracture of the welding zone at the beam end. In this paper，the lower limit of the length of the energy dissipation segment is given. When the energy dissipation segment has sufficient deformation length，and the cross-section area of the energy dissipation section is the same，the conservative slenderness ratio is determined to be 13.2，which can make the new joints have good bearing capacity and ductility，and give full play to the seismic performance of the new joint.

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为了实现结构震后快速恢复功能，基于可更换和附加耗能的思想，本文提出一种可恢复功能全螺栓梁柱节点。通过设置T型耗能板解决全螺栓节点加载至大位移工况下节点耗能能力不足的缺点。研究T型耗能板耗能段长度和长细比对可恢复功能全螺栓节点抗震性能的影响，完成了3个可恢复功能全螺栓节点和1个传统全焊接节点的低周往复加载试验。试验结果表明：可恢复功能全螺栓节点的抗震性能优于传统的焊接节点；可恢复功能全螺栓节点能够集中塑性和损伤，将塑性区转移至T型耗能板上，避免梁端焊接区断裂。本文给出了耗能段长度的下限取值方法，当耗能段有足够的变形长度，且耗能段截面形状、尺寸保持不变时，长细比保守取为13.2，能够使节点具有良好的承载力和延性，并充分发挥节点的抗震性能。

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田黎敏（1983―），男，博士，教授。E-mail：。
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鲍宇（1994—），男，硕士，助理工程师。E-mail：。

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鲍宇（1994—），男，硕士，助理工程师。E-mail：。

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鲍宇（1994—），男，硕士，助理工程师。E-mail：。

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caption=试件BJ-1破坏现象, figureFileSmall=F+jlpnSrA/wFYTcbfJKCpA==, figureFileBig=vdsUstRbT9Rm9T93uIurlw==, tableContent=null), ArticleFig(id=1228654115824267700, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.10, caption=Destruction phenomenon of specimen BJ-2, figureFileSmall=pNUidbL17utbAvE34PvW/A==, figureFileBig=umMSjGMAtn4SoS9OuwanZg==, tableContent=null), ArticleFig(id=1228654115920736696, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图10, caption=试件BJ-2破坏现象, figureFileSmall=pNUidbL17utbAvE34PvW/A==, figureFileBig=umMSjGMAtn4SoS9OuwanZg==, tableContent=null), ArticleFig(id=1228654116004622781, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.11, caption=Destruction phenomenon of specimen BJ-3, figureFileSmall=eM60jYLFIFSqMeDsMfPb+Q==, figureFileBig=P+kP94tckm7+S7v2sxDZEA==, tableContent=null), ArticleFig(id=1228654116088508866, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图11, caption=试件BJ-3破坏现象, figureFileSmall=eM60jYLFIFSqMeDsMfPb+Q==, figureFileBig=P+kP94tckm7+S7v2sxDZEA==, tableContent=null), ArticleFig(id=1228654116222726601, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.12, caption=Comparison of hysteresis curves, figureFileSmall=cOaY0hvuBWzNudJnGKjT3Q==, figureFileBig=oZpUeIKDtKzL5wyBHptnZw==, tableContent=null), ArticleFig(id=1228654116331778512, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图12, caption=滞回曲线对比, figureFileSmall=cOaY0hvuBWzNudJnGKjT3Q==, figureFileBig=oZpUeIKDtKzL5wyBHptnZw==, tableContent=null), ArticleFig(id=1228654116432441814, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.13, caption=Comparison of skeleton curve of each specimen, figureFileSmall=VZ7gKa752jhoXuQtHftSZA==, figureFileBig=p8yfMcFEu31OwwHqi3t/jQ==, tableContent=null), ArticleFig(id=1228654116528910814, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图13, caption=各试件骨架曲线对比, figureFileSmall=VZ7gKa752jhoXuQtHftSZA==, figureFileBig=p8yfMcFEu31OwwHqi3t/jQ==, tableContent=null), ArticleFig(id=1228654116637962724, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.14, caption=Stiffness degradation curve of each specimen, figureFileSmall=zH4Hll4AqOX61qBIgT0izg==, figureFileBig=QFU/0uZ52faJXmAGlEr25w==, tableContent=null), ArticleFig(id=1228654116705071591, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图14, caption=各试件刚度退化曲线, figureFileSmall=zH4Hll4AqOX61qBIgT0izg==, figureFileBig=QFU/0uZ52faJXmAGlEr25w==, tableContent=null), ArticleFig(id=1228654116784763374, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.15, caption=Simplified calculation diagram, figureFileSmall=ihPffsyA93uaYUxSL/sRKw==, figureFileBig=PuCuI+DHiJ6Og1gclCGNPg==, tableContent=null), ArticleFig(id=1228654116868649457, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图15, caption=计算简图, figureFileSmall=ihPffsyA93uaYUxSL/sRKw==, figureFileBig=PuCuI+DHiJ6Og1gclCGNPg==, tableContent=null), ArticleFig(id=1228654116956729845, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.16, caption=Variation curve of total cumulative energy consumption, figureFileSmall=N2byqpte7sKXibCfsoLntg==, figureFileBig=Zk3B0g1+3umO+sjI43Ic2Q==, tableContent=null), ArticleFig(id=1228654117057393147, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图16, caption=总累积耗能变化曲线, figureFileSmall=N2byqpte7sKXibCfsoLntg==, figureFileBig=Zk3B0g1+3umO+sjI43Ic2Q==, tableContent=null), ArticleFig(id=1228654117128696319, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.17, caption=Variation curve of equivalent viscous-damping coefficients of specimens, figureFileSmall=MREOGTHXAJPnyewt95OfYA==, figureFileBig=lAU8m4H/Y2TruHHDhyyQ5Q==, tableContent=null), ArticleFig(id=1228654117241942534, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图17, caption=试件等效黏滞阻尼系数变化曲线, figureFileSmall=MREOGTHXAJPnyewt95OfYA==, figureFileBig=lAU8m4H/Y2TruHHDhyyQ5Q==, tableContent=null), ArticleFig(id=1228654117338411530, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Fig.18, caption=Variation curve of the weak section strain of each specimen, figureFileSmall=Fdacwoz6dNvxXSXY48kTcQ==, figureFileBig=V+X6HdoJb5OMdVCs/I/xnQ==, tableContent=null), ArticleFig(id=1228654117434880526, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=图18, caption=各试件薄弱截面应变变化曲线, figureFileSmall=Fdacwoz6dNvxXSXY48kTcQ==, figureFileBig=V+X6HdoJb5OMdVCs/I/xnQ==, tableContent=null), ArticleFig(id=1228654118814806546, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Tab.1, caption=

Main parameters of energy dissipation plate

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编号l/mma/mmb/mm/mmλFuc/kNFyb/kNFuc/Fyb
BJ-1160577014.5513.20160.93169.850.95
BJ-2160428010.2020.50156.99169.850.92
BJ-380577014.557.92160.93169.850.95
), ArticleFig(id=1228654118928052757, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=表1, caption=

耗能板主要参数

, figureFileSmall=null, figureFileBig=null, tableContent=
编号l/mma/mmb/mm/mmλFuc/kNFyb/kNFuc/Fyb
BJ-1160577014.5513.20160.93169.850.95
BJ-2160428010.2020.50156.99169.850.92
BJ-380577014.557.92160.93169.850.95
), ArticleFig(id=1228654119007744537, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Tab.2, caption=

Material properties of steel

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部件类型t/mmfy/ MPafu/ MPafu/ fy
短梁翼缘163516361.813
腹板123465061.464
长梁翼缘93765551.474
腹板6.54185641.349
耗能板盖板122674311.617
肋板82764321.564
加劲板103254381.351
高强盖板67678391.094
), ArticleFig(id=1228654119108407839, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=表2, caption=

钢材材性

, figureFileSmall=null, figureFileBig=null, tableContent=
部件类型t/mmfy/ MPafu/ MPafu/ fy
短梁翼缘163516361.813
腹板123465061.464
长梁翼缘93765551.474
腹板6.54185641.349
耗能板盖板122674311.617
肋板82764321.564
加劲板103254381.351
高强盖板67678391.094
), ArticleFig(id=1228654119217459749, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Tab.3, caption=

Loading law

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加载级节点转角/rad循环次数位移幅值/mm
10.003766
20.00568
30.0075612
40.01416
50.015224
60.02232
70.03248
80.04264
90.05280
100.06296
), ArticleFig(id=1228654119322317355, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=表3, caption=

加载制度

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加载级节点转角/rad循环次数位移幅值/mm
10.003766
20.00568
30.0075612
40.01416
50.015224
60.02232
70.03248
80.04264
90.05280
100.06296
), ArticleFig(id=1228654119393620525, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=EN, label=Tab.4, caption=

Characteristic points and ductility of the skeleton curve of each specimen

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试件编号加载方向Fy/kNΔy/mmΔu/mmFmax/kNμ
WJ正向123.126.4564.01142.42.42
负向-139.7-27.27-80.99-160.92.97
BJ-1正向111.526.5296146.43.62
负向-134.7-29.61-96-166.43.24
BJ-2正向123.927.7182.58145.42.98
负向-142.0-28.53-83.59-160.92.93
BJ-3正向141.332.8580171.12.44
负向-160.4-34.12-80-186.62.34
), ArticleFig(id=1228654119494283828, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228654098799588168, language=CN, label=表4, caption=

各试件骨架曲线特征点及延性

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试件编号加载方向Fy/kNΔy/mmΔu/mmFmax/kNμ
WJ正向123.126.4564.01142.42.42
负向-139.7-27.27-80.99-160.92.97
BJ-1正向111.526.5296146.43.62
负向-134.7-29.61-96-166.43.24
BJ-2正向123.927.7182.58145.42.98
负向-142.0-28.53-83.59-160.92.93
BJ-3正向141.332.8580171.12.44
负向-160.4-34.12-80-186.62.34
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可恢复功能全螺栓梁柱节点抗震性能试验
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鲍宇 1 , 魏建鹏 1 , 郭杨 1 , 田黎敏 1, 2 , 陈东 3
振动工程学报 | 2024,37(12): 2045-2054
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振动工程学报 | 2024, 37(12): 2045-2054
可恢复功能全螺栓梁柱节点抗震性能试验
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鲍宇1 , 魏建鹏1, 郭杨1, 田黎敏1, 2 , 陈东3
作者信息
  • 1安徽省建筑科学研究设计院安徽省建筑抗震减灾与绿色运维重点实验室，安徽　合肥　230031
  • 2西安建筑科技大学土木工程学院，陕西　西安　710055
  • 3安徽建筑大学土木工程学院，安徽　合肥　230601

    • 鲍宇（1994—），男，硕士，助理工程师。E-mail：。

通讯作者:

田黎敏（1983―），男，博士，教授。E-mail：。
Experimental study on seismic performance of earthquake-resilient fully bolted beam-column joint
Yu BAO1 , Jian-peng WEI1, Yang GUO1, Li-min TIAN1, 2 , Dong CHEN3
Affiliations
  • 1Anhui Provincial Key Laboratory of Building Earthquake Disaster Mitigation and Green Operations，Anhui Institute of Building Research & Design，Hefei 230031，China
  • 2College of Civil Engineering，Xi’an University of Architecture and Technology，Xi’an 710055，China
  • 3College of Civil Engineering，Anhui Jianzhu University，Hefei 230601，China
出版时间: 2024-12-28 doi: 10.16385/j.cnki.issn.1004-4523.2024.12.006
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摘要
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为了实现结构震后快速恢复功能，基于可更换和附加耗能的思想，本文提出一种可恢复功能全螺栓梁柱节点。通过设置T型耗能板解决全螺栓节点加载至大位移工况下节点耗能能力不足的缺点。研究T型耗能板耗能段长度和长细比对可恢复功能全螺栓节点抗震性能的影响，完成了3个可恢复功能全螺栓节点和1个传统全焊接节点的低周往复加载试验。试验结果表明：可恢复功能全螺栓节点的抗震性能优于传统的焊接节点；可恢复功能全螺栓节点能够集中塑性和损伤，将塑性区转移至T型耗能板上，避免梁端焊接区断裂。本文给出了耗能段长度的下限取值方法，当耗能段有足够的变形长度，且耗能段截面形状、尺寸保持不变时，长细比保守取为13.2，能够使节点具有良好的承载力和延性，并充分发挥节点的抗震性能。

装配式钢结构  /  可恢复功能  /  低周往复荷载试验  /  滞回性能  /  梁柱节点  /  长细比

To achieve rapid recovery of structural function after the earthquake，based on the idea of replaceability and additional energy consumption，a new earthquake-resilient fully bolted beam-column joint is introduced in this study. The shortcoming of insufficient energy dissipation ability of the existing fully bolted joint loaded into large deformation condition is improved by setting up the T-shaped energy dissipator. The influence of the energy consumption length and slenderness ratio of the T-shaped energy dissipator on the seismic behavior of the new earthquake-resilient fully bolted joint is studied. Three new earthquake-resilient fully bolted joints and one welded joint were subjected to low-cycle loading. The results of tests show that the seismic performance of the new earthquake-resilient fully-bolted joint is better than that of the traditional welded joint. The new earthquake-resilient fully-bolted joint can concentrate the plasticity and damage，transfer the plastic zone to the T-type energy dissipation plate，and avoid the fracture of the welding zone at the beam end. In this paper，the lower limit of the length of the energy dissipation segment is given. When the energy dissipation segment has sufficient deformation length，and the cross-section area of the energy dissipation section is the same，the conservative slenderness ratio is determined to be 13.2，which can make the new joints have good bearing capacity and ductility，and give full play to the seismic performance of the new joint.

prefabricated steel structure  /  earthquake-resilient  /  low-cyclic loading test  /  hysteretic performance  /  beam-column joint  /  slenderness ratio
鲍宇, 魏建鹏, 郭杨, 田黎敏, 陈东. 可恢复功能全螺栓梁柱节点抗震性能试验. 振动工程学报, 2024 , 37 (12) : 2045 -2054 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.12.006
Yu BAO, Jian-peng WEI, Yang GUO, Li-min TIAN, Dong CHEN. Experimental study on seismic performance of earthquake-resilient fully bolted beam-column joint[J]. Journal of Vibration Engineering, 2024 , 37 (12) : 2045 -2054 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.12.006
正文
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引言
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钢结构在节约资源、减少能耗、促进建筑产业化、提高建筑质量、节约成本、缩短工期等方面具有显著优势［1-2］。然而，在已发生的罕遇地震［3-4］中发现，传统钢结构梁柱节点焊接处出现大量的脆性破坏，结构抗震性能未充分发挥而失去承载力，导致地震能量不能被充分耗散。由于现有钢结构耗能机制的缺陷，无法避免地震作用下梁柱节点处出现塑性损伤，特别是在强震之后框架和构件会产生较大的残余变形，导致修复成本过高。因此，研究可恢复功能的结构体系，实现震后快速修复已成为钢结构领域的研究重点。陈以一等［5］提出可恢复的结构体系由主结构和损伤元构成，从预期地震作用下使结构损伤集中于特定构件的要求出发，重新认识分散耗能的机理、作用和抗震设计方法。XIANG等［6］提出一种低损伤摇摆柱钢框架可恢复功能体系，设计振动台试验测试框架抗震性能，试验结果表明在强激励作用下，未发现主体结构的严重损坏或结构刚度的显著降低，震后残余变形和损伤可以忽略不计，该体系具有卓越的抗震性能和可恢复功能。ZHANG等［7］提出一种双法兰盖板预制梁柱节点可恢复功能体系，建立了11组57个有限元模型，验证了该体系的合理性和适用性，该体系设计的节点具有较好的承载力和延性。
目前，研究可更换构件的结构体系是钢结构领域可恢复功能结构体系的热点，通过耗能件耗散地震能量，将损伤转移至可更换的耗能件，保证主体结构无损伤或损伤不影响建筑整体结构使用。PENG等［8］提出一种可更换钢梁柱节点及其设计方法，研究了耗能件尺寸、屈曲约束板尺寸和螺栓间距对节点抗震性能的影响。WANG等［9］提出了一种可更换低屈服点钢连接部件的螺栓接头，建立了全螺栓接头的详细非线性数值模型，并结合现有的循环试验进行了验证。JIANG等［10］提出了一种双法兰盖板预制梁柱钢节点，建立了关于节点抗震的设计理论，试验表明该理论设计的接头具有优越的承载力和延性。胡阳阳等［11］提出一种带“保险丝”连接板的高强钢梁柱节点，进行了4个构件的往复试验，研究表明两种损伤控制“保险丝”均有效控制了试件承载力的增长，确保高强钢梁、柱构件大震弹性状态和连接节点的安全。INOUE等［12］提出一种无焊接钢结构体系，采用金属屈服阻尼器的机械接头作为梁-柱连接，介绍了无焊钢结构的节点构造和承载机理，试验表明无焊接钢结构体系具有良好的承载力和耗能能力。
综上所述，现有的钢结构可更换构件体系主要是通过梁柱节点的塑性区外移，将损伤集中于耗能件，通过耗能件的更换实现快速可修复功能。本文基于已有研究和课题组先前研究的理论［13］，提出一种可恢复功能全螺栓梁柱节点，将节点的力和弯矩解耦，剪力由高强盖板承担，弯矩由T形耗能板承担，节点传力路径清晰，便于进行结构设计。在地震作用下，该节点通过T型耗能板耗散地震能量，解决大变形工况下耗能能力不足的缺点。为研究T型耗能板耗能段长度和长细比对可恢复功能全螺栓节点抗震性能的影响，通过试验研究2个参数对节点滞回曲线、骨架曲线、应变分布、能量累积、等效黏滞阻尼系数等关键指标的影响。
1　可恢复功能全螺栓节点
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1.1　部件组成
本文研究的可恢复功能全螺栓节点由短梁、长梁和连接节点组成，连接节点由两块高强盖板和T型耗能板组成，如图1所示。
通过高强盖板、梁上下翼缘的T型耗能板和高强螺栓的协同工作，实现耗能节点的快速施工安装。为了避免耗能板提前屈曲，可恢复功能全螺栓节点采用T型耗能板来增大截面的抗弯刚度，充分发挥材料的力学性能。在地震作用下，通过耗能段实现梁的塑性铰区由梁端转移至梁上下翼缘的T型耗能板，保护梁主体结构不发生破坏，地震能量主要通过耗能板拉压耗散。盖板破坏将导致节点提前失效，采用高强度钢材制作盖板，使高强盖板在地震作用下始终处于弹性状态，保证耗能段连接的可靠性且只有摩擦耗能，震后只需要更换梁上下翼缘的耗能板，就能使结构主体具备快速可恢复功能。
1.2　受力分析
图2为全螺栓节点的工作机制，关键尺寸参数如图3所示，参数a为耗能板肋高，参数b为耗能段腹板宽度。连接节点的最大旋转角度取为0.05 rad，耗能板钢材极限应变保守取为0.1，通过下式可以得到耗能板耗能段l的最小长度lmin［14-15］：
式中　 yo为T型耗能板耗能段截面中性轴至梁翼缘的距离；h为肋板高度。当耗能段截面形状、尺寸保持不变时，耗能板耗能段lmax可由长细比最大值λmax确定。由于耗能板耗能段进入塑性状态难以分析，难以推导，结合课题组先前研究取为 19［16］。
当耗能板达到极限应力时，节点承载力由耗能板和高强螺栓两部分提供，其中节点极限承载力可通过下式求得：
式中　 和分别表示耗能板耗能段截面的极限应力和截面面积；为高强盖板和梁腹板接触面的摩擦系数；为摩擦面个数；为高强螺栓预紧力；为第i个高强螺栓旋转半径。
式中　 为钢梁的屈服承载力；为钢梁的屈服应力；W为钢梁截面抵抗矩。
式（5）的成立保证了耗能板达到极限承载力，试件主体未屈服。通过式（5）推导得到下式，确定了耗能板耗能段截面面积：
2　试验概况
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2.1　试验设计
为研究耗能板的耗能段长度l和长细比λ对可恢复功能全螺栓节点抗震性能的影响，本文共设计了4个梁柱节点试件，其中全焊接节点试件作为对照试件，其余试件为可恢复功能全螺栓节点试件。为了排除框架柱影响，研究重点关注梁柱连接区域，框架柱由可重复使用的刚性底座代替。长梁长度为1340 mm，各试件长梁均采用H300 mm×150 mm×6.5 mm×9 mm规格的H型钢。为了避免钢梁根部出现破坏，保证塑性铰区的外移，短梁（H300 mm×150 mm×12 mm×16 mm）采用较大的截面尺寸，保证受力较大的钢梁根部保持弹性状态，短梁长度为390 mm，底部设有40 mm厚的刚性连接板，将试验试件与底座固定连接。高强盖板尺寸为240 mm×220 mm×6 mm，为避免试验加载过程中短梁和长梁之间出现碰撞和挤压，在高强盖板连接处设置20 mm的空隙。耗能板及高强盖板连接使用的高强摩擦型螺栓规格为10.9级M22螺栓，螺栓孔表面均采用钢丝刷清除浮锈。除长梁腹板螺栓孔采用长圆孔外，其余各部件均为圆孔，长圆孔平直段长度为10 mm，具体试件尺寸如图4所示。
其中WJ为对照试件，试件尺寸参数除无耗能段，其他尺寸参数与可恢复功能全螺栓节点一致。试件BJ-1为基础试件，结合课题组已有的研究，保守设计长细比λ为13.2，耗能段长度为160 mm。BJ-2和BJ-3除耗能板尺寸变化外，其余尺寸及设计参数均保持一致，耗能段截面面积由公式（6）求得，面积均为1200 mm2。其中试件BJ-2与试件BJ-1耗能段长度相同，通过减小耗能段肋板高度降低长细比，为了便于计算，长细比取为20.5，数值接近理论值。试件BJ-3耗能板耗能段长度取为80 mm，约为0.5lmin，各试件耗能板主要参数如表1所示。表中节点极限承载力Fuc和试件的屈服承载力分别由公式（3）和（4）求得，满足理论设计要求。
本次试验耗能板采用强度等级相对较低的Q235钢制作，低屈服点钢材塑性变形能力较强，受不同加载制度影响较小，能够较好地应用于耗能减震构件［17］，高强盖板采用Q690钢材制作，其余部件均采用Q345钢制作。各部件的钢材材性如表2所示。
2.2　加载方案
本次试验加载装置图如图5所示。试件上部通过加载板、丝杆与作动器相连，试件底部设置2个千斤顶，保证加载过程中试件底部无松动。长梁两侧设置了侧向支撑避免构件出现平面外失稳，在梁翼缘和侧向支撑的接触面涂抹润滑油，减少金属接触面的摩擦。
本次试验采用全位移加载制度，位移加载制度如表3所示［18］。
2.3　量测方案
试件应变片布置图如图6所示，分别在梁上下翼缘、腹板、高强盖板外表面和耗能板布置应变片监测各薄弱截面处的应变情况。
试件自上而下共布置6个水平位移计，每个位移计的间距为400 mm，其中W1~W5为拉线式位移计，监测梁的平面侧移情况，W6为顶杆式位移计，监测有无松动，位移计测点布置如图7所示。
3　试验现象
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本次试验除试件BJ-3未加载至0.06 rad，其余所有试件均完成了所有工况加载。试验结束后，节点的T型耗能板和高强盖板连接处均出现明显滑移；所有试件耗能段塑性变形严重，由于试件BJ-2耗能板的肋板高度减小，减小了截面抗弯刚度，变形较其余试件更为明显；试件WJ的梁柱连接处变形明显，承载力下降较快。
3.1　试件WJ
对照试件WJ在加载初期的变形处于弹性阶段，滞回曲线正、负方向均保持线性增长。当加载至第5级的第1圈（节点转角为0.015 rad）时，试件进入屈服阶段。当加载至第7级的第1圈负向（节点转角为0.03 rad）时，梁端部受压，侧翼缘顺时针扭转失稳；第2圈正向，梁端部受压侧翼缘逆时针扭转失稳，侧向支撑发挥作用。当加载至第8级（节点转角为0.04 rad）时，整个构件失稳更加严重，梁腹板向外鼓起屈曲，且油漆面大幅脱落，承载力开始下降。继续加载，塑性区变形加剧，回到初始位置时，残余变形较大，当加载至第10级（节点转角为0.06 rad）时主体结构出现明显的屈曲失稳，承载力急剧下降，梁腹板严重塑性变形、向外鼓起。试件WJ最终破坏状态见图8。
3.2　试件BJ-1
基础试件BJ-1加载初期与对照组WJ相似，滞回曲线基本呈线性发展，变形处于弹性阶段。当加载至第3级的第1圈时，上下翼缘耗能板的肋板应变达到1500 μɛ，表明耗能板肋板材料首先进入屈服阶段。第5级第2圈加载结束，观察到耗能板盖板失稳。当加载至第6级的第2圈结束时，观察发现耗能板中部出现缝隙，有轻微的鼓曲。加载至第7级第1圈正向时，受拉侧耗能板滑移2 mm；第2圈负向加载结束，高强盖板沿螺栓群中心转动。当加载至第8级第1圈，左右耗能板滑移明显，约为4 mm，且耗能板屈曲加剧，第2圈加载过程中试件各部件有明显的滑移。加载至第9级的第1圈负向时，受压侧耗能板翼缘扭转；第2圈负向时，耗能板中心被拉伸3 mm，耗能段存在鼓曲的残余变形。加载至第10级时，耗能板已发生严重的屈曲变形，但整个试件梁身主体无明显变形。试件BJ-1最终破坏状态见图9。
3.3　试件BJ-2及试件BJ-3
试件BJ-2和试件BJ-3加载过程中的变形状态基本与BJ-1相似，耗能板的耗能段均出现了明显的鼓曲变形，梁身主体结构未发生明显的塑性变形。试件BJ-2、试件BJ-3最终破坏状态见图10和11。
试件BJ-2相较于基础试件BJ-1耗能段的鼓曲变形更为明显，加载至第8级时，耗能板盖板与梁翼缘滑移约为2 mm。承载力达到峰值后，随着耗能板上塑性区变形不断发展，承载力开始下降。加载至第10级时，受压侧肋板拉断，拉裂伸长23 mm。第1圈负向回零时，耗能板倒角处拉裂。第2圈负向加载时，受拉侧耗能板被拉断，耗能板呈延性破坏。
试件BJ-3和基础试件BJ-1前期加载相似，当加载第9级第2圈正向时，受压侧耗能板突然断裂，耗能板呈脆性破坏，试验提前结束，未加载至第10级。
4　试验结果分析
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4.1　滞回曲线
所有试件的滞回曲线如图12所示，可恢复功能全螺栓节点试件的滞回曲线饱满，表明试件具有良好的承载力和耗能性能。与对照试件WJ相比，采用可恢复功能全螺栓节点的试件曲线呈梭形，曲线比焊接节点WJ更饱满，其中BJ-1试件的包络面积最大。焊接节点WJ试验后期曲线捏拢明显，滞回曲线最终为纺锤形，试件耗能性能欠佳。总的来说，可恢复功能全螺栓节点的滞回环包络面积均大于焊接节点，表明可恢复功能全螺栓节点抗震性能优于传统焊接节点。
从图12（a）和（b）可以看出，试件BJ-2加载至第8级时，承载力达到峰值，继续加载承载力急剧下降，耗能面积减小，滞回环捏拢，而基础试件BJ-1承载力缓慢上升，滞回环面积继续增大，试件依然能够保持较好的耗能能力。因此，耗能板耗能段长细比λ对可恢复功能全螺栓节点承载力和抗震性能至关重要。
从图12（a）和（c）可以看出，试件BJ-1的滞回曲线更加饱满，但试件BJ-3各级承载力均高于基础试件BJ-1，试件BJ-3的前期耗能能力更强，由于耗能板的突然断裂，试件BJ-3试验未加载至第10级，表明减小耗能板耗能段长度、减小长细比能够提高可恢复功能全螺栓节点的承载力，但将加速材料的损伤累积，使耗能板提前破坏。
4.2　骨架曲线
骨架曲线能够反映出梁柱节点在低周往复荷载作用下，节点承载力、初始刚度和延性等力学性能指标，4个试件的骨架曲线如图13所示。由图可以看出，4个试件弹性阶段骨架曲线图像基本重合，采用等效弹塑性能量法得到所有试件的屈服点，进入屈服点后基础试件BJ-1和试件BJ-3的承载力缓慢增加，节点的正、负向极限承载力均大于或等于焊接节点WJ，对照试件WJ和试件BJ-2达到承载力峰值后开始下降。表明耗能板的耗能段长度和长细比对试件的初始刚度影响较小，对试件后期的极限承载力影响较大。
结构、构件或截面的延性是指从屈服开始至达到最大承载力能力或达到以后而承载力还没有明显下降期间的变形能力。表4给出了全部试件的骨架曲线荷载、位移特征点和延性系数，其中屈服点位移Δy通过能量等效面积法计算，峰值点位移Δu取承载力峰值下降至85%时的位移值，试件BJ-1和BJ-3未出现明显的承载力下降段，将位移幅值96 mm和80 mm作为极限位移，位移延性系数按下式计算［19］：
式中　 μ为峰值位移延性系数；Δu 为峰值点位移；Δy为屈服点位移。试件BJ-1和试件BJ-2延性系数μ大于或接近3，表明两试件具有很好的延性，因此，耗能板的耗能段长度和长细比是影响可恢复功能全螺栓节点延性性能的关键因素。
4.3　刚度退化曲线
刚度退化曲线反映每级循环荷载后试件刚度的退化程度，本试验采用《建筑抗震试验规程》（JGJ/T 101—2015）［19］定义的割线刚度分析各试件的刚度退化过程。初始刚度按照骨架曲线原点切线斜率计算，每级荷载下的割线刚度按下式计算：
式中　 Ki为第i级循环荷载下试件的割线刚度；+Fi为第i级循环荷载下的正向峰值荷载；-Fi为第i级循环荷载下的负向峰值荷载；+Xi为第i级循环荷载下的正向峰值位移；-Xi为第i级循环荷载下的负向峰值位移。
各试件的刚度退化曲线如图14所示，刚度速降阶段可恢复功能全螺栓节点的试件刚度与普通焊接节点接近，仅试件BJ-1初始刚度较大，但刚度退化速率较快。进入到刚度缓降阶段，试件BJ-3的刚度高于其他试件，表明减小耗能板耗能段的长度、减小长细比可以减缓节点的刚度退化速率，提高试件后期刚度。
4.4　耗能能力
耗能能力对梁柱节点的抗震性能至关重要，一般采用节点的总耗能和等效黏滞阻尼系数he来评价节点的耗能性能，he越大，抗震性能越好。等效黏滞阻尼系数按下式和图15计算：
式中　 SABC，SCDA分别表示滞回曲线ABC，CDA与坐标轴包围的面积；SOBF和SODE分别表示三角形OBF和ODE的面积。
图16为各试件总耗能随位移角增大的总累积耗能变化曲线，从图中可以看出可恢复功能全螺栓节点的耗能能力均优于焊接节点，其中试件BJ-1的耗能能力最强，表明合适的耗能板耗能段长度和长细比能够提高节点试件的耗能能力，特别是当试件进入屈服阶段之后影响加剧。当耗能板耗能段长度由80 mm增加至160 mm，加载至位移角为0.05 rad时，试件BJ-1比试件BJ-3总累积耗能提高了7.9%。当耗能板耗能段长细比由20.5减小至13.2，加载至位移角为0.06 rad时，试件BJ-1比试件BJ-2总累积耗能提高了22.9%。
图17为各试件的等效黏滞阻尼系数he在不同位移角下的变化曲线，由图可知在加载过程中，试件BJ-1的he普遍大于其他试件，当位移角超过0.03 rad时，等效黏滞阻尼系数首先超过0.3，且随加载级数的增大稳定增长，试件BJ-1表现出良好的耗能性能，试验后期试件的耗能主要通过耗能板的塑性变形控制，表明可恢复功能全螺栓节点耗能段长度和长细比对节点耗能能力影响较大。
4.5　应变变化规律
高强盖板选用Q690钢材制作，经试验计算屈服应变为3.72×10-3，其余部件采用Q345钢材制作，屈服应变为1.762×10-3。图18为基础试件BJ-1、试件BJ-2和试件BJ-3的短梁和长梁各薄弱截面处应变片在不同加载级数下的应变变化曲线。试件BJ-1和试件BJ-2大部分点位应变在试验加载过程中未达到材料的屈服应变，表明短梁和长梁主体未发生损伤，大部分材料在外荷载作用下仍保持在弹性阶段，耗能板尺寸设计使节点的受力较为合理，两试件的破坏形式有利于构件的更换修复。然而试件BJ-3耗能段长度取为0.5，耗能段变形能力较弱，导致各薄弱截面处应变较大。因此，耗能板耗能段的长度和长细比对节点的可恢复功能具有重要影响。
5　结论
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（1） 可恢复功能全螺栓节点的抗震性能优于传统的焊接节点。
（2） 可恢复功能全螺栓节点能够集中塑性和损伤，并耗散大量能量。将塑性区转移至T型耗能板上，避免梁端焊接区断裂。试件试验加载过程中主体结构及高强盖板未发生明显变形，塑性变形主要集中于耗能板耗能段，可实现节点的可恢复功能。
（3） 本文给出了设计T型耗能段长度l的下限取值方法。在设计可恢复功能全螺栓节点时，连接区域的旋转角度取为0.05 rad，耗能板极限应变取为0.1，能够保证耗能板有足够的变形长度，保证可恢复功能全螺栓节点具有持续耗能能力。
（4） 当耗能板耗能段截面面积相同，长细比保守取为13.2时，可恢复功能全螺栓节点具有良好的承载力和延性，并充分发挥节点的抗震性能。同样工况下，长细比保守取为13.2时的耗能比长细比为7.92和20.5时分别增加7.9%和22.9%。
基金
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  • 国家自然科学基金资助项目(52178161)
  • 国家自然科学基金资助项目(51608433)
  • 安徽省建筑抗震减灾与绿色运维重点实验室（安徽省建筑科学研究设计院）开放课题资助项目(2021-JKYL-001)
  • 安徽建工集团科研立项项目(2021-19JF)
  • 安徽省住房城乡建设科学技术计划项目(2022-YF013)
文献
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参考文献 引证文献
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吕西林，武大洋，周颖. 可恢复功能防震结构研究进展［J］. 建筑结构学报， 2019， 40（2）： 1-15.
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2024年第37卷第12期
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doi: 10.16385/j.cnki.issn.1004-4523.2024.12.006
  • 接收时间：2022-10-19
  • 首发时间：2026-02-12
  • 出版时间：2024-12-28
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  • 收稿日期：2022-10-19
  • 修回日期：2023-01-12
基金
国家自然科学基金资助项目(52178161)
国家自然科学基金资助项目(51608433)
安徽省建筑抗震减灾与绿色运维重点实验室（安徽省建筑科学研究设计院）开放课题资助项目(2021-JKYL-001)
安徽建工集团科研立项项目(2021-19JF)
安徽省住房城乡建设科学技术计划项目(2022-YF013)
作者信息
    1安徽省建筑科学研究设计院安徽省建筑抗震减灾与绿色运维重点实验室，安徽　合肥　230031
    2西安建筑科技大学土木工程学院，陕西　西安　710055
    3安徽建筑大学土木工程学院，安徽　合肥　230601

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田黎敏（1983―），男，博士，教授。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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