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Article(id=1279793144493490607, tenantId=1146029695717560320, journalId=1278651655809875976, issueId=1279793083097269247, articleNumber=null, orderNo=null, doi=10.13206/j.gjgS25112601, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1764086400000, receivedDateStr=2025-11-26, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1783056063053, onlineDateStr=2026-07-03, pubDate=1779379200000, pubDateStr=2026-05-22, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1783056063053, onlineIssueDateStr=2026-07-03, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1783056063053, creator=13701087609, updateTime=1783056063053, updator=13701087609, issue=Issue{id=1279793083097269247, tenantId=1146029695717560320, journalId=1278651655809875976, year='2026', volume='41', issue='5', pageStart='1', pageEnd='88', issueExtLink='null', onlineDate='null', pubDate='1779379200000', pubDateStr='2026-05-22', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1783056048416, creator='13701087609', updateTime=1783056895775, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext={EN=IssueExt(id=1279796637363048955, tenantId=1146029695717560320, journalId=1278651655809875976, issueId=1279793083097269247, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1279796637367243260, tenantId=1146029695717560320, journalId=1278651655809875976, issueId=1279793083097269247, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null, downloadFileDto=null}, startPage=47, endPage=55, ext={EN=ArticleExt(id=1279793145961497008, articleId=1279793144493490607, tenantId=1146029695717560320, journalId=1278651655809875976, language=EN, title=Research on the Tensile Performance of Novel Fully-Bolted Prefabricated Splicing Joints Between Modules, columnId=1279793087551619080, journalTitle=Steel Construction, columnName=Innovative Structural Systems and Structural Disaster Prevention, runingTitle=null, highlight=null, articleAbstract=

To achieve efficient connections between modules of modular steel frames， a novel inner sleeve connection joint facilitating on-site fully-bolted assembly is proposed. To investigate the mechanical properties， failure mechanism， and influencing parameters of this novel joint under tensile loading， monotonic tensile tests and finite element analyses were conducted by focusing on its local connection details. Four sets of scaled models were designed for a comparative study on the mechanical peroperty indicators （e.g.， deformation characteristics， failure modes， and bearing capacity） and the evolution mechanisms of the novel connection structure under tensile conditions. Based on the test data， an ABAQUS finite element model was established to perform parametric analysis on the key parameters of the joint. The research results indicated that the thickness and length of the inner sleeve component had a negligible effect on the tensile performance of the novel joint； variations in the thickness of the angle steel component significantly influenced the yield load and peak load of the novel joint under monotonic tension； the thickness of the connecting plate had a certain impact on the tensile capacity of the novel joint， but the coordinated force and deformation between the connecting plate and the angle steel through high-strength bolts should be taken into account for rational design. Based on the analysis results， practical design suggestions and further optimization directions for this novel fully-bolted connection structure between modules were proposed， providing a theoretical and technical basis for advancing the industrialization of modular steel frame structures and realizing efficient connections between modules.

, authors=Zixu Wang, Yiting Yang, Guangqing Wang, Yan Wang, authorsList=Zixu Wang, Yiting Yang, Guangqing Wang, Yan Wang, authorCompany=null, correspAuthors=Yiting Yang, 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, fund=null), CN=ArticleExt(id=1279793151086936533, articleId=1279793144493490607, tenantId=1146029695717560320, journalId=1278651655809875976, language=CN, title=模块间新型全螺栓装配式拼接节点抗拉性能研究, columnId=1279793087702614026, journalTitle=钢结构（中英文）, columnName=新型结构体系及结构防灾, runingTitle=null, highlight=null, articleAbstract=

为实现模块化钢框架模块间的高效连接，提出一种可实现现场全螺栓装配的新型模块间内套筒式连接节点。为研究该新型节点在受拉工况中的受力性能、破坏机理及其影响参数，针对其局部连接构造开展单调拉伸试验和有限元分析。通过设计4组缩尺模型，对比研究该新型连接构造在受拉工况中的变形特征、破坏模式、承载能力等力学性能指标及演变机制。基于试验数据，建立有限元模型，对节点关键参数进行参数化分析。研究结果表明：内套筒构件的厚度与长度对该新型节点的抗拉性能影响极小；角钢构件厚度变化对新型连接在单调拉伸作用下的屈服荷载及峰值荷载影响显著；连接板的厚度对新型连接的抗拉承载力具有一定的影响，但需要考虑其与角钢通过高强螺栓连接后的协同受力与变形，进行合理的设计。基于分析结果，研究给出了该模块间新型全螺栓构造的实际设计建议及优化方向。

, authors=王梓旭, 杨怡亭, 王光庆, 王燕, authorsList=王梓旭, 杨怡亭, 王光庆, 王燕, authorCompany=null, correspAuthors=杨怡亭, authorNote=

王梓旭，硕士研究生，主要从事钢结构连接节点方面的研究，。

, correspAuthorsNote=
杨怡亭，博士，副教授，主要从事钢结构方面的研究，。
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王梓旭，硕士研究生，主要从事钢结构连接节点方面的研究，。

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王梓旭，硕士研究生，主要从事钢结构连接节点方面的研究，。

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Journal of Constructional Steel Research， 2020， 175： 106367., articleTitle=Tensile and shear performance of rotary inter-module connection for modular steel buildings, refAbstract=null), Reference(id=1279793164286411338, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, doi=null, pmid=null, pmcid=null, year=2025, volume=27, issue=2, pageStart=91, pageEnd=103, url=null, language=null, rfNumber=35, rfOrder=34, authorNames=李铭瑜, 杨怡亭, 王燕, journalName=建筑钢结构进展, refType=null, unstructuredReference=李铭瑜，杨怡亭，王燕，等.新型模块化钢框架模块间内套筒连接节点力学性能研究［J］.建筑钢结构进展，2025，27（2）：91-103., articleTitle=新型模块化钢框架模块间内套筒连接节点力学性能研究, refAbstract=null), Reference(id=1279793164349325899, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, doi=null, pmid=null, pmcid=null, year=2021, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=36, rfOrder=35, authorNames=全国钢标准化管理委员会, journalName=null, refType=null, unstructuredReference=全国钢标准化管理委员会.金属材料 拉伸试验 第1部分：室温试验方法： GB/T 228.1—2021［S］. 北京：中国标准出版社，2021., articleTitle=null, refAbstract=null)], funds=[Fund(id=1279793160175993383, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, awardId=51908306; 52078258, language=CN, fundingSource=国家自然科学基金项目(51908306; 52078258), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1279793151367954902, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, xref=1, ext=[AuthorCompanyExt(id=1279793151376343511, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, companyId=1279793151367954902, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1School of Civil Engineering, Qingdao University of Technology, Qingdao 266520, China), AuthorCompanyExt(id=1279793151388926424, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, companyId=1279793151367954902, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1青岛理工大学土木工程学院，山东 青岛 266520)])], figs=[ArticleFig(id=1279793153028899317, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Fig.1, caption=Assembly schematic of the novel joint, figureFileSmall=BkGhPijeyL/i2bEENshhpg==, figureFileBig=fws3+pEyC2/mvBK5N7hq6Q==, tableContent=null), ArticleFig(id=1279793153100202486, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=图1, caption=新型节点装配示意

（a）工厂预制阶段 （b）现场装配阶段

, figureFileSmall=BkGhPijeyL/i2bEENshhpg==, figureFileBig=fws3+pEyC2/mvBK5N7hq6Q==, tableContent=null), ArticleFig(id=1279793154907947511, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Fig.2, caption=Simplified schematic for specimens, figureFileSmall=QE+KZRNyENFFf3TohIDz8Q==, figureFileBig=W7a0GXXrlmTtSbeaLBwdEw==, tableContent=null), ArticleFig(id=1279793154970862072, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=图2, caption=试验试件简化示意

（a） 模块化钢框架 （b） 模块间节点 （c） 连接构造试验试件

, figureFileSmall=QE+KZRNyENFFf3TohIDz8Q==, figureFileBig=W7a0GXXrlmTtSbeaLBwdEw==, tableContent=null), ArticleFig(id=1279793155046359545, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Fig.3, caption=Geometric dimensions of specimen Base-T, figureFileSmall=3FuENg6wq3q/7rl1aWORYg==, figureFileBig=p4M0Y3CTTE76zlOfbCNaRg==, tableContent=null), ArticleFig(id=1279793155126051322, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=图3, caption=试件Base-T几何尺寸 mm, figureFileSmall=3FuENg6wq3q/7rl1aWORYg==, figureFileBig=p4M0Y3CTTE76zlOfbCNaRg==, tableContent=null), ArticleFig(id=1279793155205743099, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Fig. 4, caption=Material property specimens, figureFileSmall=pVlwsp3YPqG5YZyfbJS3iQ==, figureFileBig=h2wuoiDAkKXvbKImRxVYhg==, tableContent=null), 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figureFileBig=41m5SHtF+ZcQVGXqkN7rOA==, tableContent=null), ArticleFig(id=1279793157219009047, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Fig.18, caption=Stress contour plots for different connecting plate thicknesses, figureFileSmall=BNI8XoiMmvYR9ASrqchl7g==, figureFileBig=smMF27GbyvuGt7xMjCQBpA==, tableContent=null), ArticleFig(id=1279793157298700824, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=图18, caption=应力分布云图随连接板厚度变化, figureFileSmall=BNI8XoiMmvYR9ASrqchl7g==, figureFileBig=smMF27GbyvuGt7xMjCQBpA==, tableContent=null), ArticleFig(id=1279793157382586905, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 1, caption=

Numbering and parameters of specimens

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编号内套筒长度角钢厚度内套筒厚度
Base-T510510
Jh-T510710
Tc-T710510
Th-T510514
), ArticleFig(id=1279793157466472986, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表1, caption=

试验试件编号及其参数

, figureFileSmall=null, figureFileBig=null, tableContent=
编号内套筒长度角钢厚度内套筒厚度
Base-T510510
Jh-T510710
Tc-T710510
Th-T510514
), ArticleFig(id=1279793157533581851, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 2, caption=

Steel material properties

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号组数屈服强度fy/MPa伸长率A/%弹性模量E/GPa极限强度fu/MPa断裂强度σf/MPa极限应变εu/%断裂应变εf/%屈强比fy/fu
S106395.426.8194.1590.6425.00.1380.2850.669
S206406.330.1203.3612.7557.40.1770.3150.661
), ArticleFig(id=1279793157600690716, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表2, caption=

钢材材料性能

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号组数屈服强度fy/MPa伸长率A/%弹性模量E/GPa极限强度fu/MPa断裂强度σf/MPa极限应变εu/%断裂应变εf/%屈强比fy/fu
S106395.426.8194.1590.6425.00.1380.2850.669
S206406.330.1203.3612.7557.40.1770.3150.661
), ArticleFig(id=1279793159282606621, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 3, caption=

Tensile capacity of connection specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
编号Py/kNPu/kNΔPu/%Su/mmμΔ
Base-T296.4441.7—32.41.8
Jh-T614.0799.180.935.41.4
Tc-T273.1446.21.033.81.6
Th-T275.9453.62.639.21.8
), ArticleFig(id=1279793159383269918, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表3, caption=

连接试件抗拉承载力

, figureFileSmall=null, figureFileBig=null, tableContent=
编号Py/kNPu/kNΔPu/%Su/mmμΔ
Base-T296.4441.7—32.41.8
Jh-T614.0799.180.935.41.4
Tc-T273.1446.21.033.81.6
Th-T275.9453.62.639.21.8
), ArticleFig(id=1279793159471350303, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 4, caption=

Material constitutive relations for FEM simulations

, figureFileSmall=null, figureFileBig=null, tableContent=
材料厚度/mmfy/MPaεy/10-3fu/MPaεu/10-3E/GPa
Q355B10395.42.3590.6220194.1
20406.32.3612.7220203.3
螺栓—9005.24120060206.0
), ArticleFig(id=1279793159542653472, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表4, caption=

有限元软件模拟的材料本构

, figureFileSmall=null, figureFileBig=null, tableContent=
材料厚度/mmfy/MPaεy/10-3fu/MPaεu/10-3E/GPa
Q355B10395.42.3590.6220194.1
20406.32.3612.7220203.3
螺栓—9005.24120060206.0
), ArticleFig(id=1279793159626539553, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 5, caption=

Finite element model parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
编号角钢厚度连接板厚度内套筒长度内套筒厚度
Base-T51051010
J4-T41051010
J6-T61051010
J7-T71051010
J8-T81051010
T360-T51036010
T660-T51066010
T810-T51081010
T8-T5105108
T12-T51051012
T14-T51051014
L8-T5851010
L12-T51251010
L14-T51451010
), ArticleFig(id=1279793159697842722, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表5, caption=

有限元模型参数

, figureFileSmall=null, figureFileBig=null, tableContent=
编号角钢厚度连接板厚度内套筒长度内套筒厚度
Base-T51051010
J4-T41051010
J6-T61051010
J7-T71051010
J8-T81051010
T360-T51036010
T660-T51066010
T810-T51081010
T8-T5105108
T12-T51051012
T14-T51051014
L8-T5851010
L12-T51251010
L14-T51451010
), ArticleFig(id=1279793159777534499, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 6, caption=

Comparison of numerical and test results

, figureFileSmall=null, figureFileBig=null, tableContent=
编号角钢厚度/mm峰值荷载/kN同比增长/%
J4-T4347.4—
Base-T5447.728.8
J6-T6686.953.4
J7-T7833.921.4
J8-T8926.511.1
), ArticleFig(id=1279793159857226276, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表6, caption=

试验与有限元分析结果对比

, figureFileSmall=null, figureFileBig=null, tableContent=
编号角钢厚度/mm峰值荷载/kN同比增长/%
J4-T4347.4—
Base-T5447.728.8
J6-T6686.953.4
J7-T7833.921.4
J8-T8926.511.1
), ArticleFig(id=1279793159949500965, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=EN, label=Table 7, caption=

Comparison of numerical and test results

, figureFileSmall=null, figureFileBig=null, tableContent=
编号连接板厚度/mm峰值荷载/kN同比增长/%
L8-T8421.5—
Base-T10447.76.2
L12-T12460.12.7
L14-T14465.51.2
), ArticleFig(id=1279793160041775654, tenantId=1146029695717560320, journalId=1278651655809875976, articleId=1279793144493490607, language=CN, label=表7, caption=

试验与有限元分析结果对比

, figureFileSmall=null, figureFileBig=null, tableContent=
编号连接板厚度/mm峰值荷载/kN同比增长/%
L8-T8421.5—
Base-T10447.76.2
L12-T12460.12.7
L14-T14465.51.2
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模块间新型全螺栓装配式拼接节点抗拉性能研究
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王梓旭 , 杨怡亭 , 王光庆 , 王燕
钢结构（中英文） | 新型结构体系及结构防灾 2026,41(5): 47-55
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钢结构（中英文） |新型结构体系及结构防灾 2026 , 41 (5) : 47 -55
模块间新型全螺栓装配式拼接节点抗拉性能研究
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王梓旭 , 杨怡亭 , 王光庆, 王燕
作者信息
  • 1青岛理工大学土木工程学院，山东 青岛 266520
通讯作者:
杨怡亭，博士，副教授，主要从事钢结构方面的研究，。
作者简介:

王梓旭，硕士研究生，主要从事钢结构连接节点方面的研究，。

Research on the Tensile Performance of Novel Fully-Bolted Prefabricated Splicing Joints Between Modules
Zixu Wang , Yiting Yang , Guangqing Wang, Yan Wang
Affiliations
  • 1School of Civil Engineering, Qingdao University of Technology, Qingdao 266520, China
出版时间: 2026-05-22 doi: 10.13206/j.gjgS25112601
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摘要
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为实现模块化钢框架模块间的高效连接，提出一种可实现现场全螺栓装配的新型模块间内套筒式连接节点。为研究该新型节点在受拉工况中的受力性能、破坏机理及其影响参数，针对其局部连接构造开展单调拉伸试验和有限元分析。通过设计4组缩尺模型，对比研究该新型连接构造在受拉工况中的变形特征、破坏模式、承载能力等力学性能指标及演变机制。基于试验数据，建立有限元模型，对节点关键参数进行参数化分析。研究结果表明：内套筒构件的厚度与长度对该新型节点的抗拉性能影响极小；角钢构件厚度变化对新型连接在单调拉伸作用下的屈服荷载及峰值荷载影响显著；连接板的厚度对新型连接的抗拉承载力具有一定的影响，但需要考虑其与角钢通过高强螺栓连接后的协同受力与变形，进行合理的设计。基于分析结果，研究给出了该模块间新型全螺栓构造的实际设计建议及优化方向。

模块化钢结构  /  模块间节点  /  全螺栓装配式节点  /  拉伸性能

To achieve efficient connections between modules of modular steel frames， a novel inner sleeve connection joint facilitating on-site fully-bolted assembly is proposed. To investigate the mechanical properties， failure mechanism， and influencing parameters of this novel joint under tensile loading， monotonic tensile tests and finite element analyses were conducted by focusing on its local connection details. Four sets of scaled models were designed for a comparative study on the mechanical peroperty indicators （e.g.， deformation characteristics， failure modes， and bearing capacity） and the evolution mechanisms of the novel connection structure under tensile conditions. Based on the test data， an ABAQUS finite element model was established to perform parametric analysis on the key parameters of the joint. The research results indicated that the thickness and length of the inner sleeve component had a negligible effect on the tensile performance of the novel joint； variations in the thickness of the angle steel component significantly influenced the yield load and peak load of the novel joint under monotonic tension； the thickness of the connecting plate had a certain impact on the tensile capacity of the novel joint， but the coordinated force and deformation between the connecting plate and the angle steel through high-strength bolts should be taken into account for rational design. Based on the analysis results， practical design suggestions and further optimization directions for this novel fully-bolted connection structure between modules were proposed， providing a theoretical and technical basis for advancing the industrialization of modular steel frame structures and realizing efficient connections between modules.

modular steel structure  /  joints between modules  /  fully-bolted prefabricated joint  /  tensile performance
王梓旭, 杨怡亭, 王光庆, 王燕. 模块间新型全螺栓装配式拼接节点抗拉性能研究. 钢结构（中英文）, 2026 , 41 (5) : 47 -55 . DOI: 10.13206/j.gjgS25112601
Zixu Wang, Yiting Yang, Guangqing Wang, Yan Wang. Research on the Tensile Performance of Novel Fully-Bolted Prefabricated Splicing Joints Between Modules[J]. Steel Construction, 2026 , 41 (5) : 47 -55 . DOI: 10.13206/j.gjgS25112601
正文
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0　引言
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在“双碳”目标和建筑工业产业化发展的大背景下，模块化建筑作为一种集设计、生产、施工于一体的装配式结构，因其具有施工速度快、工程质量高、环境影响小等显著优点，在全球建筑领域受到广泛关注［1-2］。模块化建筑通常在工厂内完成模块单元的工业化生产，运输至工地后，再通过实施模块间的现场装配连接，成为完整的建筑体系，是目前新型建筑工业化的最高形式［3-4］。目前，模块化钢结构建筑的研究主要集中于模块结构单元承重类型［5-7］、模块间节点现场装配方式［8-12］、模块化结构体系的创新［13-16］等。尤其是为了解决模块间连接刚度不足、现场难以快速装配等问题，国内外学者研发了多种模块间节点类型并对其进行试验、理论及有限元研究。其主要包括自锁式［17-19］、角件连接［20-22］、单边螺栓或对拉螺栓连接［23-24］、内套筒连接［25-26］以及端板或盖板连接［27-29］等节点形式。
然而，目前模块间节点连接构造仍有需要改进之处，如部分节点无法适应狭窄的施工空间，部分节点不能传递弯矩、承载能力较差，另有一部分节点则对加工精度的需求较高［2］。基于目前模块间节点构造形式与受力性能的进一步提升需求，课题组提出一种适用于矩形钢管柱模块化钢框架的新型全螺栓模块间连接节点（图1），并进行了初步优化［30］。1）模块柱与工字钢梁、下模块柱与内套筒和角钢在工厂完成焊接连接；2）现场只需用吊机将上模块柱嵌入内套筒，并使上下模块通过连接板和角钢采用高强螺栓连接。该节点设计旨在实现模块化钢结构单元所有焊缝工厂自动焊，在现场仅需全螺栓装配施工，避免现场焊接，并保证其受力性能满足需求。
已有研究表明，深入掌握模块间节点的轴心受力、受弯、剪切及抗震性能，可明确不同工况下的节点破坏机理及相应的设计方法［31-33］。此外，带有半梁半柱节点的加载试验，易于在梁柱构件截面位置发生破坏，难以确切掌握节点连接处的承载能力［34］。因此，为明确本新型模块间节点在受拉工况下的传力机制、力学性能及其影响因素，本研究截取新型节点的局部连接构造进行单调拉伸试验与有限元研究，旨在为现场全螺栓装配式模块间节点的研发与创新提供依据，进而推动模块化钢结构体系的进一步发展。
1　试验概况
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1.1　节点构造与试件设计
针对新型节点进行单一荷载作用下的关键连接位置承载能力分析，可较为准确地掌握该节点构造的传力机制。相较于边柱与中柱，本研究选取构造简明、传力路径更清晰的角柱作为研究对象［图2（a）］，有效避免复杂因素干扰［21］。考虑到整体框架结构在地震作用下模块间节点受拉效应显著，本研究截取节点关键连接构造段［图2（b）、2（c）］，开展单调拉伸加载试验。为确保试验破坏集中发生于节点连接位置，避免柱子塑性变形的影响，从而精准获取新型连接构造本身的承载能力、延性及破坏模式等关键试验数据［12］，本试验研究试件仅保留上下层柱端部部分。
依据课题组初期有限元分析结果，本新型节点的主要连接构造包括内套筒、连接板和角钢，其中，内套筒与角钢的几何参数变化，对本新型连接节点的承载能力影响最为显著［35］。因此，本研究考虑内套筒长度、内套筒厚度、角钢厚度3种影响因素，设计了4组试验试件，见表1。Base为标准试件，Jh为角钢加厚试件，Tc、Th分别为内套筒加长、加厚试件，后缀T表示拉伸试件。Base-T试件的几何尺寸见图3。
1.2　材性试验
为获取试件加工钢材的力学性能，对试件采用10 mm厚方钢管柱和20 mm厚钢板，依据GB 228.1—2021《金属材料 拉伸试验 第1部分：室温试验方法》［36］加工标准材性试样并进行单调拉伸试验。在同一批次10 mm厚钢管、20 mm厚钢板中切取材性试样，分别编号为S10、S20（图4），每种制作6个试样，取试验结果平均值作为钢材性能指标。除高强螺栓外，本研究试件所用材料均为Q355B，钢材拉伸试验在万能试验机上进行，试件变形由引伸计测定，所得材料性能参数的结果见表2。
1.3　试验装置及加载过程
单调拉伸试验采用500 kN二通疲劳试验机（图5）。试件安装时，首先将试件置于疲劳试验机固定支架中央，确保节点受拉加载方向与作动器竖直方向一致，减少偏心对试件承载力的影响。采用高强螺栓将试件下端连接板与固定支座进行可靠固定，上端连接板与疲劳试验机的转接头连接。
试验中通过试验机对试件上模块柱顶端施加竖向荷载，经力传感器与销轴传递至加载端部，对试件进行单调拉伸。试验首先进行预加载测试，预加载值为设计荷载的10%，持荷5 min，检查数据采集系统是否正常工作，包括应变片、位移传感器和力传感器的数据传输是否稳定。正式加载时，采用单向分级静力加载，每级荷载增量为预估极限荷载的10%，每级持荷时间为3 min。试验过程中，监测节点的荷载-位移曲线及破坏模式。
2　试验结果及分析
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各受拉试件在加载初始阶段表现一致，连接板与角钢无明显变形，节点各部件连接紧密，螺栓无松动滑移、无明显破坏，符合钢材弹性阶段特征。随着加载位移增加，角钢受到螺栓传递的拉力作用，边缘首先发生翘曲，且连接板与内套筒内侧发生滑移。随后，连接板与角钢连接处持续变形，但连接板形变明显小于角钢形变，角钢与连接板间出现缝隙（图6）且逐渐扩大。随着加载继续，连接节点中的角钢构件变形更为显著，且受螺栓紧固作用，角钢一肢呈倒U形。同时，高强螺栓周围发生滑移并发出“咔咔”声，荷载-位移曲线（图7）呈锯齿状波动。最终，四个方向的角钢下侧逐步发生断裂，如图8所示，断裂裂隙贯穿两个螺栓孔，呈一字形。此时，荷载-位移曲线迅速下降，试件因角钢断裂失效停止加载，而连接板和角钢焊缝处直至加载结束并无显著变形和破坏。
由图7可知，各曲线加载初始阶段的荷载与位移均呈近似线性关系；随着加载的继续，荷载-位移曲线斜率下降明显，试件进入屈服阶段；最终试件达到各自峰值荷载后承载力快速下降并破坏。各试件的整体拉伸位移差异较小，表明了各构件尺寸变化对本新型连接构造的拉伸变形能力影响较小。然而，Jh-T试验曲线优越性显著，Base-T、Tc-T以及Th-T试验曲线差异极小。再结合各试件试验承载力结果（表3）可知，角钢是影响连接抗拉强度的主要构件。试件Jh-T试验曲线在位移达到24 mm时出现明显波动，对应试验过程中角钢与螺栓之间开始发生滑移的阶段。由于螺栓孔使角钢有效承载截面削弱，形成几何薄弱区，荷载传递过程中，螺栓与孔壁的挤压作用引发孔周应力高度集中，且该区域为荷载主要传递路径，应力持续叠加后成为节点受力薄弱环节。当滑移较小时，螺栓与孔壁接触状态紧密，孔周应力集中局限于局部区域，试件处于弹性受力阶段，无明显裂纹萌生；滑移中等时，螺栓与孔壁产生微小相对滑移，破坏了孔周应力的均匀分布，进一步加剧局部应力集中，孔边开始萌生微裂纹；滑移较大时，累积滑移导致孔壁接触状态持续恶化，微裂纹沿应力集中主导方向逐步扩展，最终贯通形成断裂，节点丧失承载能力，这与四个角钢开始依次发生断裂的试验现象相对应。
3　有限元分析
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试验结果初步表明了本新型连接构造的抗拉承载性能较为良好，且受角钢尺寸变化的影响明显。然而，仍需获取更多构件几何参数变化对其抗拉承载能力的影响，为各构件设计提供建议取值范围，且加载过程中试验无法观察到被模块柱遮挡的内套筒的应力变化情况。因此，利用有限元分析软件，进行新型连接构造抗拉承载性能的有限元参数分析。
3.1　有限元模型建立
有限元模型采用C3D8R实体单元，其构造及几何尺寸与试验试件完全一致。为了能够在保证精度的同时提高计算效率，将角钢及连接板厚度方向划分2层网格，高强螺栓连接处采用加密网格。下模块柱与内套筒之间采用绑定约束模拟焊接连接，螺栓连接构件法向作用采用硬接触，切向作用采用摩擦系数为0.3的罚函数，螺栓杆采用Bolt load施加105 kN预紧力。Q355钢材及高强螺栓材性本构均采用如图9所示的三折线模型，并依据本研究材性试验获得数据输入，各参数值见表4。
为模拟实际试验试件的单调受拉加载过程，有限元模型（图10）在上模块柱中心预设加载点模拟试验情况，并将下模块柱截面完全固定约束三向平动和三向转动，荷载通过对预设加载点施加竖向位移进行加载。
3.2　有限元模型验证
分析得到的荷载-位移模拟曲线与试验结果对比及其峰值荷载差异ΔPAu见图11，各试件的模拟与试验曲线发展过程基本一致，但后期存在部分差异。其原因一是未考虑焊缝位置材性特殊性和焊接残余应力影响，同时忽略了角钢孔位偏差和构件微小变形等初始缺陷，理想几何模型忽略了实际结构的细微不规则性，导致模拟刚度偏高。二是对于焊接连接和高强螺栓连接部位进行了简化处理，同时忽略了螺栓与孔壁的微小滑移效应，导致模拟曲线更为平滑，承载力计算结果偏高。三是未计入孔边磨损、螺栓松弛等实际使用中的损耗因素，孔边磨损会改变螺栓与孔壁的接触状态，螺栓松弛则可能导致预紧力损失，二者均会降低实际节点的承载刚度与稳定性，而有限元模型中假设孔壁光滑、螺栓预紧力恒定，使得分析结果偏于理想化。然而，各试件的模拟曲线与试验曲线峰值荷载差值最高为5.57%，表明所建立的有限元模型可较为准确地预测节点峰值荷载。
对比试件Base-T有限元模型破坏状态时的应力云图发现，其与试验试件破坏形式一致（图12），加载过程中，模型的应力集中区域与试验试件破坏区域吻合较好。综上，本研究所建立的有限元模型能够较好地模拟该新型连接构造的单调拉伸试验加载过程、破坏模式及其峰值荷载。
3.3　有限元参数分析
为分析单调拉伸工况下，本新型模块间连接构造中的关键构件几何参数影响，设计14组参数模型并进行分析。根据试验结果，角钢厚度对新型连接节点的拉伸性能影响显著，连接板在拉伸作用下变形显著，而内套筒长度与厚度的影响极小，因此以试件Base-T为基准，设计多个角钢厚度、连接板厚度变化模型做进一步分析。各模型重要几何参数见表5。
3.3.1　角钢厚度
前期试验结果已表明，角钢厚度是影响新型连接节点单调拉伸承载能力的重要因素，而参数分析结果再次证明本新型连接构造中的角钢是主要的抗拉构件，如图13及表6所示。可见：角钢厚度变化后，本新型连接有限元分析模型在单调拉伸作用下的荷载-位移曲线整体趋势基本一致；随着角钢厚度由4 mm增加至8 mm，其抗拉峰值荷载由347.4 kN提高至926.5 kN，增长166.7%。然而，角钢厚度超过6 mm后，连接构造的抗拉承载力提升程度下降，峰值荷载同比增长幅值下降。试件达到极限承载力时的角钢应力分布（图14）表明，角钢上的高应力区域主要集中于螺栓孔周围，且角钢受拉变形显著。当角钢厚度为6 mm时，螺栓孔周围应力发展更为充分、应力集中程度更高［图14（c）］。
3.3.2　内套筒长度和厚度
内套筒加厚、加长对新型连接节点前期屈服阶段具有一定的影响（图15），但仅使其在单调拉伸作用下的屈服荷载提高7.4%。新型连接节点的峰值荷载未随内套筒厚度和长度增加而有明显提升，内套筒长度由360 mm增加至810 mm时，连接节点峰值荷载仅增长8.5%。部分模型破坏时的应力云图（图16）也表明，本新型连接中的内套筒构件并非主要应力分布区域。因此，有限元参数分析结果与试验结果一致，即内套筒几何参数变化对本新型连接节点的抗拉性能影响较小。
3.3.3　连接板厚度
随着连接板厚度的增加，本新型连接构造的屈服强度和峰值荷载均随之提高（图17）。然而，相比角钢，连接板厚度的影响较小。连接板厚度从8 mm增至14 mm，本新型连接抗拉强度提高10.44%（表7）；连接板厚度超过10 mm后，厚度每提高2 mm所获得的峰值荷载提升百分比显著下降。连接板厚度为8 mm，模型破坏时，应力集中分布于螺栓孔周围（图18）；随着厚度的增加，螺栓孔附近的高应力集中；厚度达到14 mm时，连接板上的应力与变形尚未充分发展，模型就已进入破坏。综上，随着连接板厚度增加，连接节点抗拉能力提高，但节点板过厚时，因其他构件承载能力的限制，新型连接的整体抗拉承载力的提升受限。因此，通过增加连接板厚度来提升本连接的抗拉承载力时，需要进一步评估用钢量与承载性能的平衡。
4　结 论
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针对新型模块间全螺栓装配式连接节点在拉伸工况下的受力性能和传力机制，开展局部连接试件的单调拉伸试验与有限元研究，得到以下结论：
1）本研究提出的新型模块间拼接节点，通过连接板、角钢及内套筒等主要构件，可实施现场全螺栓连接，且该连接构造在拉伸工况下具有良好的承载性能。
2）本新型连接构造在单调拉伸作用下，主要变形与最终破坏区域位于角钢与内套筒的高强螺栓连接处。其中，角钢构件厚度变化，对本新型连接的单调拉伸性能影响最为显著。
3）拉伸工况下，内套筒构件在本新型连接构造中为非主要受力构件，因此，其长度与厚度变化对节点抗拉承载能力几乎无影响。
4）基于分析结果，角钢及连接板增厚虽然可显著提高新型连接的抗拉性能，但随着厚度的逐级增加，其提高程度逐渐下降。在本研究所涉及的缩尺试验试件中，角钢厚度5~6 mm、节点板厚度10 mm时，新型节点抗拉承载力最佳。因此，在实际节点设计时需考虑整体用钢量与承载能力的平衡。
基金
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  • 国家自然科学基金项目(51908306; 52078258)
文献
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2026年第41卷第5期
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doi: 10.13206/j.gjgS25112601
  • 接收时间：2025-11-26
  • 首发时间：2026-07-03
  • 出版时间：2026-05-22
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  • 收稿日期：2025-11-26
基金
国家自然科学基金项目(51908306; 52078258)
作者信息
    1青岛理工大学土木工程学院，山东 青岛 266520

通讯作者:

杨怡亭，博士，副教授，主要从事钢结构方面的研究，。
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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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