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Article(id=1149789604980683214, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768563956826506, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2405410, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1721232000000, receivedDateStr=2024-07-18, revisedDate=1741449600000, revisedDateStr=2025-03-09, acceptedDate=null, acceptedDateStr=null, onlineDate=1752060803884, onlineDateStr=2025-07-09, pubDate=1749312000000, pubDateStr=2025-06-08, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752060803884, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752060803884, creator=13701087609, updateTime=1752060803884, updator=13701087609, issue=Issue{id=1149768563956826506, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='16', pageStart='6587', pageEnd='7021', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752055787314, creator=13701087609, updateTime=1768456850262, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218559607937618069, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768563956826506, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218559607937618070, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768563956826506, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=6879, endPage=6889, ext={EN=ArticleExt(id=1149789605333004752, articleId=1149789604980683214, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Seismic Performance of Frame Based on the Macro Model of Composite Joints with Novel Side-plate Reinforced Connections, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

To realize the efficient analysis of composite joints with novel side-plate reinforced connections, a macro model of beam-column-slab composite joint was proposed. The optimal realization method of the connection between floor and steel beam was determined. The accuracy and reliability of the macro model was verified. Furthermore, a beam-column joint frame model with traditional side-plate reinforced connections (TSP), a beam-column joint frame model with novel side-plate reinforced connections (FBSP), and a composite joint frame model with novel side-plate reinforced connections (CJ-FBSP) were established. Elastic-plastic time-history analysis was conducted on three frame models considering the joint performance. The top point lateral displacement, inter-story drift angle, plastic energy dissipation, and plastic hinge distribution of different frame models under seismic waves were obtained. The results show that the performance of TSP and FBSP joints can be well simulated according to the spring stiffness calculation method. At the same time, the connection method considering the shear slip and pull-out performance of studs can precisely simulate the mechanical performance of composite joints. The inter-story drift angle of the three joint frame models do not exceed the specification limit (1/50). The maximum inter-story drift angle of FBSP frame model is smaller than that of TSP frame model but larger than that of CJ-FBSP frame model, and the plastic energy dissipation capacity is the best. Due to the strengthening effect of the floor, the plastic hinge rate of CJ-FBSP frame model is the smallest but the plastic energy dissipation capacity is weak.

, correspAuthors=Wang ZHANG, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, authorCompany=null, fund=null, authors=null, authorsList=Qing-qing XIONG, Xiao-lin ZHOU, Wang ZHANG, Wen-bo WU, Ao-hua LIU), CN=ArticleExt(id=1149789638816133634, articleId=1149789604980683214, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=基于新型侧板加强型组合节点宏观模型的框架抗震性能, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

为实现对新型侧板加强型连接组合节点的高效分析,提出梁-柱-板组合节点宏观力学模型,确定楼板与钢梁连接的最优实现方法,验证了组合节点宏观模型的准确性和可靠性。建立6层3跨的传统侧板加强型梁柱连接节点框架模型(TSP)、新型侧板加强型梁柱连接节点框架模型(FBSP)和新型侧板加强型梁柱连接组合节点框架模型(CJ-FBSP),对3种考虑实际节点性能的框架模型开展了弹塑性时程分析,获得不同框架模型在地震波作用下的顶点位移时程曲线、层间位移角、塑性耗能及塑性铰分布等。结果表明:根据所提的弹簧刚度计算方法,可以很好地模拟TSP和FBSP裸钢梁节点的性能;同时,考虑栓钉剪切滑移和抗拔性能的连接方法,可准确地模拟组合节点的受力性能;3种节点框架模型的层间位移角均未超过规范限值(1/50);FBSP框架模型的最大层间位移角小于TSP框架模型但大于CJ-FBSP框架模型,且塑性耗能能力最强;CJ-FBSP框架由于有楼板的加强作用,塑性铰出铰率最小,塑性耗能能力较弱。

, correspAuthors=张旺, authorNote=null, correspAuthorsNote=
* 张旺(1987—),男,汉族,河北石家庄人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。
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熊清清(1989—),女,汉族,重庆人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。

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熊清清(1989—),女,汉族,重庆人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。

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熊清清(1989—),女,汉族,重庆人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。

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Code for seismic design of buildings: GB 50009—2016[S]. Beijing: China Architecture & Building Press, 2016., articleTitle=null, refAbstract=null)], funds=[Fund(id=1177977560332907508, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, awardId=52008270, language=CN, fundingSource=国家自然科学基金(52008270), fundOrder=null, country=null), Fund(id=1177977560400016373, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, awardId=22375409D, language=CN, fundingSource=河北省省级科技计划(22375409D), fundOrder=null, country=null), Fund(id=1177977560475513846, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, awardId=ZD2022040, language=CN, fundingSource=河北省高等学校科学技术研究重点研发项目(ZD2022040), fundOrder=null, country=null), Fund(id=1177977560555205623, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, awardId=241790587A, language=CN, fundingSource=石家庄市驻冀高校基础研究项目(241790587A), fundOrder=null, country=null), 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companyName=null, departmentName=null, remark=1 道路与铁道工程安全保障省部共建教育部重点实验室, 石家庄 050043)]), AuthorCompany(id=1177977555425571739, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, xref=2, ext=[AuthorCompanyExt(id=1177977555446543260, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, companyId=1177977555425571739, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 School of Civil Engineering, Shijiazhuang Tiedao University, Shijiazhuang 050043, China), AuthorCompanyExt(id=1177977555454931869, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, companyId=1177977555425571739, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 石家庄铁道大学土木工程学院, 石家庄 050043)])], figs=[ArticleFig(id=1177977557250094018, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.1, caption=Schematic diagram of experimental loading device, figureFileSmall=40Obz4SLeDznJOd0h8eC8g==, figureFileBig=Zack2NCpXT2zipRyNRguCg==, tableContent=null), ArticleFig(id=1177977557304619971, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图1, caption=试验加载装置示意图, figureFileSmall=40Obz4SLeDznJOd0h8eC8g==, figureFileBig=Zack2NCpXT2zipRyNRguCg==, tableContent=null), ArticleFig(id=1177977557363340228, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.2, caption=Details of composite joint with novel side-plate reinforced connection, figureFileSmall=h35S/ynZcPRi003hke3W/w==, figureFileBig=qzONDqnh4oSoY28jFqlDAQ==, tableContent=null), ArticleFig(id=1177977557422060485, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图2, caption=新型侧板加强型组合节点构造图, figureFileSmall=h35S/ynZcPRi003hke3W/w==, figureFileBig=qzONDqnh4oSoY28jFqlDAQ==, tableContent=null), ArticleFig(id=1177977557476586438, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.3, caption=Dimensions of composite joint, figureFileSmall=9MjbVAQFrsrOgO8UdFtC7w==, figureFileBig=5M7jSsgcIs9E6DW1gA1ohQ==, tableContent=null), ArticleFig(id=1177977557531112391, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图3, caption=组合节点详细尺寸图, figureFileSmall=9MjbVAQFrsrOgO8UdFtC7w==, figureFileBig=5M7jSsgcIs9E6DW1gA1ohQ==, tableContent=null), ArticleFig(id=1177977557594026952, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.4, caption=Details of composite beam cross-section, figureFileSmall=qo8lr8VVvPBzngMUJVs1EA==, figureFileBig=WQOiOvG7bDzwib0Fz+aWAQ==, tableContent=null), ArticleFig(id=1177977557652747209, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图4, caption=组合梁截面图, figureFileSmall=qo8lr8VVvPBzngMUJVs1EA==, figureFileBig=WQOiOvG7bDzwib0Fz+aWAQ==, tableContent=null), ArticleFig(id=1177977557724050378, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.5, caption=Failure modes of Specimen FBSP, figureFileSmall=Hm3bGQeK6uSb4oG2FR7hvw==, figureFileBig=3E1uIGmuFGHkEvNhINwHVA==, tableContent=null), ArticleFig(id=1177977557786964939, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图5, caption=FBSP试件破坏图, figureFileSmall=Hm3bGQeK6uSb4oG2FR7hvw==, figureFileBig=3E1uIGmuFGHkEvNhINwHVA==, tableContent=null), ArticleFig(id=1177977557866656716, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.6, caption=Failure modes of Specimen CJ-FBSP, figureFileSmall=iBJhMQ7Xep7OqqEQ+wn9NA==, figureFileBig=TvD0xpK/kh4hO+5WuHiTvw==, tableContent=null), ArticleFig(id=1177977557963125709, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图6, caption=CJ-FBSP试件破坏图, figureFileSmall=iBJhMQ7Xep7OqqEQ+wn9NA==, figureFileBig=TvD0xpK/kh4hO+5WuHiTvw==, tableContent=null), ArticleFig(id=1177977558030234574, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.7, caption=Comparison of hysteresis curves, figureFileSmall=E5sFUGzAURUj+fZ3unZvpg==, figureFileBig=CBFTc9Elyt+AbkmoEm+aeQ==, tableContent=null), ArticleFig(id=1177977558093149135, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图7, caption=滞回曲线对比图, figureFileSmall=E5sFUGzAURUj+fZ3unZvpg==, figureFileBig=CBFTc9Elyt+AbkmoEm+aeQ==, tableContent=null), 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articleId=1149789604980683214, language=CN, label=图9, caption=拉压区弹簧布置图

Fe为钢梁翼缘传递而来的拉力;hsp为侧板宽度

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fc,r、ft,r分别为混凝土单轴抗压、抗拉强度;εc,r、εt,r分别为混凝土单轴抗压强度、单轴抗拉强度相对应的混凝土峰值应变;fc,rCFST、ft,rCFST分别为约束混凝土单轴抗压、抗拉强度;εc,rCFST、εt,rCFST分别为约束混凝土单轴抗压强度、单轴抗拉强度相对应的混凝土峰值应变

, figureFileSmall=uIND5E7ASJep+8UMT4646g==, figureFileBig=cni6VdQjvALGX3LOd8+b8g==, tableContent=null), ArticleFig(id=1177977558873289692, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Fig.14, caption=Stress-strain relationship curve of steel, figureFileSmall=H4yy6G7+ITCgkU6LV+e1Dw==, figureFileBig=438mN6KHAhHAoghyXANX9Q==, tableContent=null), ArticleFig(id=1177977558923621341, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=图14, caption=钢的应力-应变关系曲线

fy和εy分别为钢材的屈服强度和屈服应变;k1为钢材的强化段起点应变与屈服应变的比值;k2为钢材峰值应变与屈服应变比值;k3为钢材峰值应力与屈服强度比值

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灰色阴影代表塑性铰;红色数字代表塑性铰的形成顺序

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Mechanical properties of steel

, figureFileSmall=null, figureFileBig=null, tableContent=
取样位置 t/mm Φ/mm fy /MPa fu/MPa
钢管 10.0 — 375.5 560.6
盖板 12.0 — 376.5 554.1
侧板 12.0 — 376.5 554.1
剪切板 12.0 — 376.5 554.1
梁腹板 6.5 — 361.9 530.3
梁翼缘 9.0 — 340.0 534.4
压型钢板 1.0 — 324.0 381.0
纵向钢筋 — 10 455.0 595.0
横向钢筋 — 6 445.0 635.0
栓钉 — 19 398.0 529.0
), ArticleFig(id=1177977560081249265, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=表1, caption=

钢材的力学性能

, figureFileSmall=null, figureFileBig=null, tableContent=
取样位置 t/mm Φ/mm fy /MPa fu/MPa
钢管 10.0 — 375.5 560.6
盖板 12.0 — 376.5 554.1
侧板 12.0 — 376.5 554.1
剪切板 12.0 — 376.5 554.1
梁腹板 6.5 — 361.9 530.3
梁翼缘 9.0 — 340.0 534.4
压型钢板 1.0 — 324.0 381.0
纵向钢筋 — 10 455.0 595.0
横向钢筋 — 6 445.0 635.0
栓钉 — 19 398.0 529.0
), ArticleFig(id=1177977560148358130, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=EN, label=Table 2, caption=

The maximum top point displacement and maximum inter-story drift angle

, figureFileSmall=null, figureFileBig=null, tableContent=
框架类型 最大层间位移/mm 最大层间位移角/10-2 rad
RSN554 RSN2290 RSN2951 RSN554 RSN2290 RSN2951
TSP 151.13 213.52 169.67 1.22 1.97 1.39
FBSP 148.36 193.73 164.78 1.10 1.56 1.22
CJ-FBSP 94.35 163.92 153.43 0.91 1.30 1.14
), ArticleFig(id=1177977560211272691, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149789604980683214, language=CN, label=表2, caption=

顶点最大位移值及最大层间位移角

, figureFileSmall=null, figureFileBig=null, tableContent=
框架类型 最大层间位移/mm 最大层间位移角/10-2 rad
RSN554 RSN2290 RSN2951 RSN554 RSN2290 RSN2951
TSP 151.13 213.52 169.67 1.22 1.97 1.39
FBSP 148.36 193.73 164.78 1.10 1.56 1.22
CJ-FBSP 94.35 163.92 153.43 0.91 1.30 1.14
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基于新型侧板加强型组合节点宏观模型的框架抗震性能
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熊清清 1, 2 , 周筱淋 2 , 张旺 1, 2, * , 吴文博 2 , 刘奥华 2
科学技术与工程 | 论文·建筑科学 2025,25(16): 6879-6889
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科学技术与工程 | 论文·建筑科学 2025, 25(16): 6879-6889
基于新型侧板加强型组合节点宏观模型的框架抗震性能
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熊清清1, 2 , 周筱淋2, 张旺1, 2, * , 吴文博2, 刘奥华2
作者信息
  • 1 道路与铁道工程安全保障省部共建教育部重点实验室, 石家庄 050043
  • 2 石家庄铁道大学土木工程学院, 石家庄 050043

    • 熊清清(1989—),女,汉族,重庆人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。

通讯作者:

* 张旺(1987—),男,汉族,河北石家庄人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。
Seismic Performance of Frame Based on the Macro Model of Composite Joints with Novel Side-plate Reinforced Connections
Qing-qing XIONG1, 2 , Xiao-lin ZHOU2, Wang ZHANG1, 2, * , Wen-bo WU2, Ao-hua LIU2
Affiliations
  • 1 Ministry of Education Key Laboratory of Road and Railway Engineering Safety, Shijiazhuang 050043, China
  • 2 School of Civil Engineering, Shijiazhuang Tiedao University, Shijiazhuang 050043, China
出版时间: 2025-06-08 doi: 10.12404/j.issn.1671-1815.2405410
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摘要
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为实现对新型侧板加强型连接组合节点的高效分析,提出梁-柱-板组合节点宏观力学模型,确定楼板与钢梁连接的最优实现方法,验证了组合节点宏观模型的准确性和可靠性。建立6层3跨的传统侧板加强型梁柱连接节点框架模型(TSP)、新型侧板加强型梁柱连接节点框架模型(FBSP)和新型侧板加强型梁柱连接组合节点框架模型(CJ-FBSP),对3种考虑实际节点性能的框架模型开展了弹塑性时程分析,获得不同框架模型在地震波作用下的顶点位移时程曲线、层间位移角、塑性耗能及塑性铰分布等。结果表明:根据所提的弹簧刚度计算方法,可以很好地模拟TSP和FBSP裸钢梁节点的性能;同时,考虑栓钉剪切滑移和抗拔性能的连接方法,可准确地模拟组合节点的受力性能;3种节点框架模型的层间位移角均未超过规范限值(1/50);FBSP框架模型的最大层间位移角小于TSP框架模型但大于CJ-FBSP框架模型,且塑性耗能能力最强;CJ-FBSP框架由于有楼板的加强作用,塑性铰出铰率最小,塑性耗能能力较弱。

新型侧板加强型连接组合节点  /  宏观力学模型  /  层间位移角  /  弹塑性时程分析

To realize the efficient analysis of composite joints with novel side-plate reinforced connections, a macro model of beam-column-slab composite joint was proposed. The optimal realization method of the connection between floor and steel beam was determined. The accuracy and reliability of the macro model was verified. Furthermore, a beam-column joint frame model with traditional side-plate reinforced connections (TSP), a beam-column joint frame model with novel side-plate reinforced connections (FBSP), and a composite joint frame model with novel side-plate reinforced connections (CJ-FBSP) were established. Elastic-plastic time-history analysis was conducted on three frame models considering the joint performance. The top point lateral displacement, inter-story drift angle, plastic energy dissipation, and plastic hinge distribution of different frame models under seismic waves were obtained. The results show that the performance of TSP and FBSP joints can be well simulated according to the spring stiffness calculation method. At the same time, the connection method considering the shear slip and pull-out performance of studs can precisely simulate the mechanical performance of composite joints. The inter-story drift angle of the three joint frame models do not exceed the specification limit (1/50). The maximum inter-story drift angle of FBSP frame model is smaller than that of TSP frame model but larger than that of CJ-FBSP frame model, and the plastic energy dissipation capacity is the best. Due to the strengthening effect of the floor, the plastic hinge rate of CJ-FBSP frame model is the smallest but the plastic energy dissipation capacity is weak.

composite joint with novel side-plate reinforced connections  /  macro model  /  inter-story drift angle  /  elastic-plastic time-history analysis
熊清清, 周筱淋, 张旺, 吴文博, 刘奥华. 基于新型侧板加强型组合节点宏观模型的框架抗震性能. 科学技术与工程, 2025 , 25 (16) : 6879 -6889 . DOI: 10.12404/j.issn.1671-1815.2405410
Qing-qing XIONG, Xiao-lin ZHOU, Wang ZHANG, Wen-bo WU, Ao-hua LIU. Seismic Performance of Frame Based on the Macro Model of Composite Joints with Novel Side-plate Reinforced Connections[J]. Science Technology and Engineering, 2025 , 25 (16) : 6879 -6889 . DOI: 10.12404/j.issn.1671-1815.2405410
正文
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当前,侧板加强型连接节点凭借着其传力路径明确、承载力高以及可使梁端塑性铰外移等优点在装配式钢结构建筑中得到了广泛应用。但传统侧板加强型节点在应力集中和残余应力的影响下,侧板端部常发生延性断裂,对节点抗震性能产生不利影响[1]。文献[2]在传统侧板加强型连接节点的基础上,提出了新型侧板加强型连接组合节点,并得到不同节点构造及楼板作用下的抗震性能结果。根据Design of Steel Structures: Part 1-8: Design of Joints(EN 1993-1-8)[3],钢结构中梁柱节点均可以根据初始转动刚度Kj和边界条件EIb/lb的比值(E为弹性模量;Ib为惯性矩;lb为梁长),实现对节点刚度类型的定义,以此可进一步简化结构分析中对梁柱连接性能的影响,但忽略节点实际构造往往不能准确反映结构的抗震性能[4]。考虑到节点核心区和节点外部连接域对梁柱节点变形和承载力的贡献会随着节点构造的特异性发生变化,因此有必要在框架结构中实现对侧板加强型节点实际性能的考虑。
当前,对于节点核心区变形的研究,Ernwsto等[5]通过在梁柱单元之间设置零长度的旋转弹簧来模拟节点核心区的非线性变形,但该方法忽略了轴力对核心区的影响,不能很好地反映节点核心区的变形。Li等[6]根据钢管混凝土核心区剪力-剪切变形关系提出了斜压杆式节点模型,节点模型变形分为核心区变形和外部连接域变形。王伟等[7]在斜压杆式节点模型的基础上,通过增设两个轴向弹簧和一个等效转动弹簧来实现模拟梁柱栓焊节点连接构造的变形。Han等[8]采用刚性杆和旋转弹簧来模拟铸钢节点连接件,又在梁端塑性铰区域引入零长度转动弹簧和轴向变形弹簧以模拟梁端弯矩以及轴力的联合作用。
楼板同样对框架结构中的梁柱节点性能产生影响,为了实现对考虑实际节点性能的组合框架的高效分析,Rassati等[9]提出了一种可反映楼板与钢梁之间局部相互作用的组合节点模型,但该模型并未考虑组合梁中栓钉连接件的作用且弹簧数目过多、参数确定较为复杂。为模拟钢梁和楼板之间抗剪连接件,Zhao等[10]采用非线性轴向弹簧将钢梁(纤维梁单元)和楼板(壳单元)连接,但该模型对于不同梁长的构件,需重新定义非线性轴向弹簧刚度。因此,有学者通过非线性连接件模拟组合梁实际抗剪连接的性能,Li等[6]提出了在楼板与钢梁间通过刚性杆连接的组合节点模型,但该方法会增大组合梁截面刚度。Zheng等[11]在楼板与钢梁间采用连接器模拟栓钉的作用,并在水平方向定义了栓钉与混凝土之间的剪切-滑移关系,较好反映了组合梁的受力性能。
现基于新型侧板加强型节点构造,采用组件法建立组合节点的宏观力学分析模型,给出各部分弹簧刚度的使用计算方法,对比楼板与钢梁不同连接方式对有限元结果的影响。在此基础上,建立考虑梁柱节点非弹性变形的纯框架和组合框架模型,通过对采用传统侧板加强型连接节点、新型侧板加强型连接节点和新型侧板加强型连接组合节点的框架模型开展动力时程分析,对比了顶层位移时程曲线、层间位移角、破坏机制及塑性耗能结果,最终可为采用新侧板加强型连接节点的框架抗震性能设计提供理论依据。
1 试验介绍
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1.1 节点设计
Zhang等[2]对新型侧板加强型梁柱连接节点框架模型(FBSP)和新型侧板加强型梁柱连接组合节点框架模型(CJ-FBSP)试件分别开展了拟静力试验研究,如图1所示。试件构造图及详细尺寸如图2和图3所示,压型钢板组合楼板尺寸如图4所示。矩形钢管混凝土柱截面尺寸为400 mm(长)×150 mm(宽)×10 mm(厚),高度为3 000 mm,H型钢梁截面尺寸为HN 300 mm(梁高)×150 mm(翼缘宽)×6.5 mm(腹板厚)×9 mm(翼缘厚),长度1 700 mm。组合楼板截面尺寸为600 mm(长)×100 mm(宽)。钢材材料性能如表1所示,试验中测得混凝土立方体抗压强度平均值fcu=50.9 MPa。
1.2 破坏现象及荷载-位移曲线
若不考虑钢梁失稳,FBSP试件在距柱翼缘315 mm 位置处发生塑性铰破坏,如图5所示。而TSP试件在钢梁翼缘上下连接板位置发生开裂[1]。在正弯矩作用下,CJ-FBSP试件在靠近柱翼缘附近的混凝土被压碎,下翼缘与盖板角焊缝完全开裂。而在负弯矩作用下,楼板与钢管分离,组合楼板混凝土表面出现纵横向裂缝,两侧钢梁的下翼缘在距柱翼缘315 mm处出现屈曲变形,如图6所示。
图7为裸钢梁节点和组合节点的荷载-位移曲线。可以看出,FBSP节点正向加载时,钢梁发生失稳,正向发展曲线并不饱满;TSP节点由于连接板开裂,节点刚度下降、承载力降低。而CJ-FBSP节点由于楼板对钢梁有较强的面外约束作用,未发生失稳,滞回曲线饱满,但正、负向承载力存在明显差异。
2 梁柱组合节点宏观模型建立方法
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为了得到新型侧板加强型组合节点的宏观力学模型,将裸钢梁节点划分为节点核心区以及外部连接域两部分。其中,节点核心区的四周可假定为铰接的刚体杆,并通过对角弹簧连接,以模拟节点核心区的抗剪刚度和承载力。而外部连接域的拉压区(盖板及侧板)和剪切区(钢梁腹板和剪切板)分别通过水平轴向变形弹簧和剪切变形弹簧模拟。处于组合楼板高度之间的钢管混凝土柱,由于有楼板的约束,其刚度很大,变形可忽略不计,故该段采用刚域进行模拟[6]。钢管混凝土柱与节点核心区,钢梁端部与节点核心区刚性杆均为刚性连接,楼板与钢梁之间通过连接件相连,最终构建的组合节点宏观模型如图8所示。
2.1 弹簧刚度的确定
2.1.1 拉压区弹簧刚度的计算
组合节点外部连接域可采用弹簧Stc模拟梁上下翼缘盖板和侧板的受力及变形情况。可将盖板及侧板的轴向变形弹簧Stc简化为a区变形弹簧Sa和b区变形弹簧Sb两个串联的弹簧,如图9所示。轴向变形弹簧Sa和Sb的伸长量分别为a区盖板组件和b区盖板和侧板的组合形心位置的伸长量,通过胡克定律求得两部分的弹簧刚度Ka和Kb及总弹簧刚度Ktc,如式(1)~式(3)所示。
Ka= 4 I z 1 A p E s 4 ( l p - l s p ) I z 1 + ( t p + t f ) 2 ( l p - l s p ) A p
Kb= E s ( A p + 2 A s p ) I z 2 l s p I z 2 + s 2 l s p ( A p + 2 A s p )
Ktc= K a K b K a + K b
式中:Es为钢材的弹性模量;tp为盖板的厚度,mm;Ap为盖板的面积,mm2;lp为盖板的长度,mm;lsp为侧板组件的长度,mm;Asp为侧板组件的面积,mm2;tf为钢梁翼元的厚度,mm;s为盖板距离盖板和两块侧板组合截面形心的距离,mm;Iz1为盖板截面绕钢梁翼缘中心的惯性矩;Iz2为盖板截面对盖板和两块侧板组合截面形心的惯性矩。
2.1.2 剪切区弹簧刚度
弹簧Scr模拟钢梁腹板与剪切板的受剪情况,腹板剪切弹簧的刚度Kcr主要由6个摩擦型高强螺栓控制(图10),且摩擦型高强螺栓在摩擦传力阶段,相对位移量Δd一般不超过0.2 mm[12],腹板剪切弹簧的刚度可根据式(4)计算。
Kcr= 6 k n f μ P Δ d
式(4)中:k为高强螺栓摩擦型螺栓连接的孔型系数;μ为抗滑移系数;nf为传力摩擦面数量;P为高强螺栓的预紧力。
2.1.3 节点核心区变形弹簧
节点核心区上下翼缘位置的变形叠加了弯曲变形和剪切变形两部分,如图11所示。由弯矩和剪力在上下翼缘处所产生的位移Δl1和Δl2均可通过图乘法求得,结果如式(5)和式(6)所示。弹簧Sca的伸长量2(Δl1+Δl2)cosθ和弹簧所受的拉力Fs/cosθ均可通过几何关系得到(θ为图11中的角度),最终,节点核心区变形弹簧Kca的刚度见式(7)。
Δl1= F s ( h 0 + t p ) 2 l u 2 6 E c b I c b ( l d + l u )
Δl2= F s ( l d 2 - l u 2 ) 2 l u G c b A c b ( l d + l u ) 2
Kca= ( B c a - t s ) 2 + ( h 0 + t p ) 2 2 ( B c a - t s ) 2 ( l d - l u ) 2 l u 2 6 E c b I c b ( l d + l u ) + ( l d - l u ) l u G c b A c b ( l d + l u )
式中:Δl1和Δl2分别为由弯矩和剪力在上下翼缘处所产生的位移;lu、ld分别为节点核心区上侧距离上柱和下柱反弯点的距离,mm;Bca为钢管内混凝土宽度,mm;ts为矩形钢管壁厚,mm;h0为剪切板高度,mm;Ecb、Icb、Gcb、Acb分别为与钢梁共平面的钢管混凝土组合柱的组合弹性模量、惯性矩、组合剪切模量和面积;tp为盖板的厚度,mm。
2.2 组合楼板的模拟
为实现对压型钢板组合楼板的准确高效分析,本文采用梁单元对组合楼板进行模拟。组合楼板内的钢筋可通过与钢筋直径相同的纤维单元进行模拟。参照组合楼板内钢筋的建模方法,压型钢板可分割为若干个直径为压型钢板厚度的纤维单元,之后将纤维单元插入梁单元的对应位置,如图12所示。
2.3 连接件的建立
栓钉作为组合梁中的重要连接部件,对组合梁的性能影响较大[13]。分别采用梁单元、刚性杆以及非线性连接器3种方法来模拟栓钉,其中梁单元方法与刚性杆方法均不考虑栓钉与混凝土之间的粘结滑移。梁单元方法中栓钉为B31单元,下部与钢梁之间采用刚性连接,而上部与组合楼板使用铰接连接[11]。刚性杆方法是将栓钉设置为刚体单元,上下端边界条件与梁单元方法相同。非线性连接器方法即约束栓钉上下端的转角位移(UR1、UR2和UR3),试验中栓钉并未发生竖向的破坏且楼板与钢梁并未发生明显的相对位移,因此竖向位移(U2)定义为线性关系以模拟栓钉的抗拔作用[14],见式(8)。
Ks= T s d s= f u s A s d s
式(8)中:Ks为竖向刚度;Ts为栓钉抗拔承载力,N;fus为栓钉抗拉强度,MPa;As为栓钉杆截面面积,mm2;ds为栓钉伸长量,通常取0.3 mm。
水平方向的U1和U3的剪力-剪切滑移关系可表示为[15]
Fsh=Fsh,u ( 1 - e - n δ ) m
式(9)中:Fsh为栓钉承受的剪力,N;δ为滑移值,mm;Fsh,u为栓钉的极限抗剪承载力,mm;m和n分别取0.558和1。
3 有限元结果分析
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矩形钢管柱内混凝土和楼板内混凝土的受压本构模型分别采用Li等[6]所提出的约束混凝土受压本构模型和《混凝土结构设计规范》(GB 50010—2010)[16]给出的非约束混凝土受压本构模型。另外,混凝土的受拉本构模型采用沈聚敏等[17]给出的本构模型,如图13所示。混凝土损伤采用《混凝土结构设计规范》(GB 50010—2010)[16]所提出的混凝土损伤模型。钢材、钢筋的本构模型分别采用汪训流等[18]提出的有屈服平台的钢材本构模型和钢筋本构模型(图14)。
通过对裸钢梁节点FBSP和TSP节点有限元模型梁端施加大小相等、方向相反的循环往复荷载,有限元和试验的滞回曲线对比如图15所示。传统侧板加强型梁柱连接节点宏观模型弹簧刚度的计算方法与新型侧板加强型梁柱连接节点相同,只是在计算侧板拉压区弹簧刚度时采用轴心受拉或受压板件计算。可以看出,有限元曲线与试验曲线吻合较好,说明各部分弹簧刚度的计算是准确的。进一步地,3种不同连接方法的组合节点宏观力学模型模拟结果如图16所示。由于梁单元连接模型中并未考虑栓钉与混凝土之间的剪切滑移,滞回曲线正负向承载力并无较大差异。刚性杆连接模型通过刚性杆传递楼板与钢梁之间的剪力,但该连接件将二者紧密结合,使其组合截面刚度大于实际截面刚度,从而导致节点初始承载力过大,楼板中的混凝土过早破坏。而考虑栓钉与混凝土之间剪切滑移的连接器连接模型模拟结果与试验结果吻合最好。在组合梁受力过程中,连接器承担着钢梁和混凝土接触面的纵向剪力和法向拉拔力的作用,以防止钢梁与组合楼板界面之间发生切向滑移和法向分离,较好地模拟了栓钉连接件的作用。
4 框架模型分析
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4.1 算例模型
依据《矩形钢管混凝土结构技术规程》(CECS 159—2004)[19]设计了一个6层4×3跨矩形钢管混凝土框架结构。结构设计使用年限为50年,结构安全等级为二级,抗震设防类别为标准设防类(丙类),抗震设防烈度为8度,设计基本加速度值为0.2g(g为重力加速度),场地类别为Ⅱ类,设置地震分组为第二组,场地特征周期为0.4 s,罕遇地震作用下结构阻尼比为0.05。
从中选取一榀平面框架作为分析研究对象,并根据节点的不同建立传统侧板加强型节点框架模型(TSP模型),新型侧板加强型节点框架模型(FBSP模型)和新型侧板加强型组合节点框架模型(CJ-FBSP模型),考虑节点实际性能的单榀框架立面图如图17所示。
依据《建筑结构荷载规范》(GB 50009—2012)[20],框架模型中楼面恒载与活载分别为4.5 kN/m2和2.5 kN/m2,屋面恒载与活载分别为5 kN/m2和0.5 kN/m2,走廊恒载活载分别为4.5 kN/m2和3.5 kN/m2,内墙外墙自重分别为4 kN/m和5 kN/m。竖向荷载分布简图如图18所示。
根据场地信息得到符合规定的标准反应谱,之后选取10条符合要求的天然地震波,采用“双频段选波法”对所选的地震波进行二次筛选,将地震波反应谱与标准反应谱在平台段和结构基本自振周期附近的误差控制在15%以内,挑选出误差较小的3条地震波(RSN554、RSN2290和RSN2951),如图19所示。最后,根据《建筑抗震设计规范》(GB 50011—2016)[21]中设计反应谱对应的最大加速度对所选取的地震波进行整体放大或缩小即得到所需的地震波。将所选地震波峰值加速度调整至4 000 mm/s2。
4.2 顶层位移时程曲线
3个框架模型在罕遇地震作用下的顶层位移时程曲线如图20所示,最大位移如表2所示。可以看出,FBSP模型最大顶点位移小于TSP模型,但FBSP模型的整体刚度较TSP模型偏小。CJ-FBSP模型顶点最大位移普遍小于FBSP模型,两者最大位移相差较大。TSP模型和FBSP模型在地震波作用初期位移时程曲线相接近,但在作用中后期曲线有较大差距。这是由于在地震波作用初期,两类节点模型均处于弹性阶段,并未发生较大变形,随着地震波强度的增大,两种框架节点发生非线性变形,而FBSP模型节点刚度较小,地震动作用下位移较大。在地震波作用后期,TSP模型节点发生损坏,进而使框架模型整体刚度下降,导致顶层位移较大。CJ-FBSP模型顶点位移较FBSP模型整体偏小,说明楼板的存在增大了节点的刚度,进而提高了框架的抗侧刚度。
4.3 层间位移角
图21为3种节点模型框架的层间位移角分布。3种节点框架模型最大层间位移角均出现在第二层和第三层。在罕遇地震作用下,3种节点框架模型最大层间位移角均未超过规范限值1/50,满足《建筑抗震设计规范》(GB 50009—2016)[21]要求。TSP模型中节点的拉压区弹簧刚度大于FBSP节点,但承载力及变形能力均弱于FBSP节点[1],在强震作用下,第二、三层的梁柱节点发生破坏,楼层的刚度变小,使得层间位移角大于FBSP模型。
由表2可知,在地震波RSN554作用下,FBSP模型层间位移角较TSP模型和CJ-FBSP模型分别相差了-9.8%、+20.8%;在地震波RSN2290作用下,FBSP模型层间位移角较TSP模型和CJ-FBSP模型分别相差了-20.8%、+20.0%;在地震波RSN2951作用下,FBSP模型层间位移角较TSP模型和CJ-FBSP模型分别相差了-12.2%、+7.0%。可以看出,楼板可显著增加梁柱组合节点的刚度,使CJ-FBSP模型层间位移角普遍小于FBSP模型。结合顶层位移时程曲线对比TSP模型和FBSP模型可知,FBSP节点抗震性能优于TSP节点,节点外部连接域的构造会对框架结构的层间位移角产生较大影响。
4.4 破坏机制及塑性耗能
图22为3种节点框架模型在罕遇地震作用下的塑性铰发展及分布情况,其中灰色阴影代表塑性铰,红色数字代表塑性铰的形成顺序。从塑性铰的分布来看,3种节点框架模型梁端及柱端均产生塑性铰,但主要以梁端塑性铰为主,符合“强柱弱梁”的规范标准。从塑性铰的数量来说,层间位移角较大的楼层,其塑性铰的数量也较多。CJ-FBSP模型塑性铰数量少于TSP模型以及FBSP模型,这是由于楼板的作用,框架的节点承载力和梁柱线刚度增大,使得框架变形减小,且组合梁截面的受弯承载力较裸钢梁截面的受弯承载力偏大(图7),从而使塑性铰数量减少。
图23为3种框架在不同强度地震波作用下的塑性耗能能力。可以看出,TSP模型的总塑性耗能能力较FBSP模型减小了33.9%,其主要原因是TSP节点在强震作用下发生破坏,导致其塑性耗能能力减弱、结构整体刚度退化。CJ-FBSP模型由于楼板对节点的约束,使得组合节点刚度增大、延性降低,总塑性耗能能力较FBSP模型减小了33.1%。
5 结论
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提出采用新型侧板加强型连接的组合节点宏观力学模型,开展各部分弹簧刚度的计算方法研究,对比分析了楼板与钢梁不同连接方法的准确性,并进一步对考虑实际节点性能的框架模型进行罕遇地震作用下的弹塑性时程分析,得到以下结论。
(1)采用提出的各部分弹簧刚度的实用计算方法,能够很好地预测裸钢梁节点的试验结果,验证了弹簧刚度计算方法的准确性。
(2)梁-柱-板组合节点宏观力学模型中考虑栓钉剪切滑移和抗拔性能的连接方法与试验结果吻合最好。
(3)在罕遇地震作用下,3种节点类型框架模型层间位移角均未超过规范限制(1/50),FBSP模型节点的抗震性能优于TSP模型,CJ-FBSP模型由于有楼板的组合作用,所得层间位移角、塑性铰出铰率最小,但其塑性耗能能力较弱。
基金
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  • 国家自然科学基金(52008270)
  • 河北省省级科技计划(22375409D)
  • 河北省高等学校科学技术研究重点研发项目(ZD2022040)
  • 石家庄市驻冀高校基础研究项目(241790587A)
  • 石家庄铁道大学研究生创新资助项目(YC202417)
文献
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2025年第25卷第16期
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doi: 10.12404/j.issn.1671-1815.2405410
  • 接收时间：2024-07-18
  • 首发时间：2025-07-09
  • 出版时间：2025-06-08
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  • 收稿日期：2024-07-18
  • 修回日期：2025-03-09
基金
国家自然科学基金(52008270)
河北省省级科技计划(22375409D)
河北省高等学校科学技术研究重点研发项目(ZD2022040)
石家庄市驻冀高校基础研究项目(241790587A)
石家庄铁道大学研究生创新资助项目(YC202417)
作者信息
    1 道路与铁道工程安全保障省部共建教育部重点实验室, 石家庄 050043
    2 石家庄铁道大学土木工程学院, 石家庄 050043

通讯作者:

* 张旺(1987—),男,汉族,河北石家庄人,博士,副教授。研究方向:钢结构与组合结构。E-mail:。
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https://castjournals.cast.org.cn/joweb/kxjsygc/CN/10.12404/j.issn.1671-1815.2405410
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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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