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Article(id=1241791685097755398, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791680479822062, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0208, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1705939200000, receivedDateStr=2024-01-23, revisedDate=1713110400000, revisedDateStr=2024-04-15, acceptedDate=null, acceptedDateStr=null, onlineDate=1773995809101, onlineDateStr=2026-03-20, pubDate=1745424000000, pubDateStr=2025-04-24, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773995809101, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773995809101, creator=13701087609, updateTime=1773995809101, updator=13701087609, issue=Issue{id=1241791680479822062, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='2', pageStart='1', pageEnd='237', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773995807999, creator=13701087609, updateTime=1773996976041, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796579670163949, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791680479822062, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796579670163950, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791680479822062, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=86, endPage=96, ext={EN=ArticleExt(id=1241791685399745292, articleId=1241791685097755398, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Study on the demountable performance of embedded bolt connectors, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In this paper, a kind of embedded bolt connector was proposed. The utilization of embedded steel blocks and bolt taper sleeves can reduce the damage to concrete and steel beams under load, and enable the removal and replacement of the composite beam. Eight groups of specimens were designed and manufactured. After the push-out test, the specimens were removed and reassembled. Subsequently, a reloading test was conducted and the demountable ability were analyzed. The influence of bolt diameter, bolt strength, T-shaped steel block and external diameter of the embedded steel block were discussed. The results showed that when the specimen was damaged, the bolt was cut or the concrete was crushed. Eight groups of specimens could be quickly disassembled after loading. The dismantled steel beam and T-shaped steel block could be reused for many times. After loading, the concrete slab in undamaged and slightly damaged state could be reused for more than twice, and the shear performance of the specimen remained basically unchanged. The concrete slab in a damaged condition can be reused once, but its shear resistance will be reduced. The concrete slab in a severely damaged condition is not to be reused. In addition, the embedded bolt connector has good anti-lift performance. With an increase of bolt diameter or strength, the bearing capacity of specimen and the damage of concrete slab increased. With an increase in the outer diameter of the embedded rigid block, the bearing capacity of the specimen remained unchanged, while the damage to the concrete slab decreased. The presence or absence of T-shaped rigid block had little impact on the bearing capacity of the specimen, but could enhance the demountable performance. Finally, the local damage coefficient η of concrete slab was proposed as the control index for demountable performance, and when η is about 0.5, it is in a good demountable state.

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文中提出了一种预埋型螺栓连接件，通过设置预埋钢块和螺栓锥套，减少受载时混凝土和钢梁的损伤，实现组合梁的可拆换。设计制作了8组试件，推出试验后拆卸，并对拆卸后的组件重新使用并加载，分析其可拆换性能。探讨了螺栓直径、螺栓强度、有无T形钢块和预埋钢块外径等因素的影响规律。研究结果表明：试件破坏时螺栓剪断或混凝土压溃；8组试件加载后均可快速拆卸；拆卸后的钢梁和T形钢块可多次重复使用；加载后处于无损伤和轻微损伤状态的混凝土板可重复使用2次以上且试件的抗剪性能基本不变；处于损伤状态的混凝土板可重复使用1次，但试件的抗剪性能降低；处于严重损伤状态的混凝土板不可重复使用。此外，预埋型螺栓连接件具有良好的抗掀起性能；螺栓直径或强度的增加，试件的承载力和混凝土板的损伤增加；预埋钢块外径增加，试件的承载力不变，但混凝土板的损伤减少；有无T形钢块对试件的承载力基本没有影响，但可以提高可拆换性能。最后提出了混凝土板局部损伤系数η作为可拆换性能控制指标，当η在0.5左右时可拆换状态较好。

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杜天宇（1995—），男，硕士研究生，主要从事混合结构抗震研究。E-mail：
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门进杰（1979—），男，教授，博士，主要从事高性能结构及抗震韧性研究。E-mail：

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门进杰（1979—），男，教授，博士，主要从事高性能结构及抗震韧性研究。E-mail：

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门进杰（1979—），男，教授，博士，主要从事高性能结构及抗震韧性研究。E-mail：

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journalId=1241701559352995854, articleId=1241791685097755398, language=EN, orderNo=2, keyword=embedded bolt connector), Keyword(id=1241802917359981337, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, orderNo=3, keyword=push-out test), Keyword(id=1241802917485810469, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, orderNo=4, keyword=demountable performance), Keyword(id=1241802917615833899, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, orderNo=5, keyword=demountable performance index), Keyword(id=1241802917821354821, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, orderNo=1, keyword=组合梁), Keyword(id=1241802917947183955, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, orderNo=2, keyword=预埋型螺栓连接件), 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Engineering Structures, 2016, 123: 124-140., articleTitle=Experimental study of sustainable high strength steel flush end plate beam-to-column composite joints with deconstructable bolted shear connectors, refAbstract=null), Reference(id=1241802936607641792, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, doi=null, pmid=null, pmcid=null, year=2019, volume=40, issue=增刊1, pageStart=395, pageEnd=401, url=null, language=null, rfNumber=[19], rfOrder=28, authorNames=严鑫, 陈驹, 金伟良, journalName=建筑结构学报, refType=null, unstructuredReference=严鑫，陈驹，金伟良. 钢-混凝土可拆卸螺栓连接件受剪性能研究[J]. 建筑结构学报, 2019, 40(增刊1): 395-401., articleTitle=钢-混凝土可拆卸螺栓连接件受剪性能研究, refAbstract=null), Reference(id=1241802936695722187, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, doi=null, pmid=null, pmcid=null, year=2019, volume=40, issue=Sup. 1, pageStart=395, pageEnd=401, url=null, language=null, rfNumber=[19], rfOrder=29, authorNames=YAN Xin, CHEN Ju, JIN Weiliang, journalName=Journal of Building Structures, refType=null, unstructuredReference=YAN Xin, CHEN Ju, JIN Weiliang. Study on shear behavior of steel-concrete detachable bolt connectors[J]. Journal of Building Structures, 2019, 40(Sup. 1): 395-401. (in Chinese), articleTitle=Study on shear behavior of steel-concrete detachable bolt connectors, refAbstract=null), Reference(id=1241802936817357016, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, doi=null, pmid=null, pmcid=null, year=2017, volume=22, issue=9, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[20], rfOrder=30, authorNames=SUWAED A S H, KARAVASILIS T, journalName=Journal of Bridge Engineering, refType=null, unstructuredReference=SUWAED A S H, KARAVASILIS T. Noveldemountable shear connector for accelerated disassembly, repair, or replacement of precast steel-concrete composite bridges[J]. 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22, caption=Crack propagation (at a load of 750 kN), figureFileSmall=1ZaKszNkbnAX7J7HE9NoDQ==, figureFileBig=wrEwlILpQUa5sCZ1YcRnkw==, tableContent=null), ArticleFig(id=1241802927535362550, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=图22, caption=裂缝扩展情况（荷载750 kN）, figureFileSmall=1ZaKszNkbnAX7J7HE9NoDQ==, figureFileBig=wrEwlILpQUa5sCZ1YcRnkw==, tableContent=null), ArticleFig(id=1241802927644414472, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 1, caption=

Specimen parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号预埋钢块外径/mm螺栓直径/mmT形钢块高强螺栓
EBSC1-126012Ⅰ8.8级
EBSC1-166016Ⅱ8.8级
EBSC1-186018Ⅲ8.8级
EBSC1-226022Ⅳ8.8级
EBSCB1-306030无8.8级
EBSCB1-166016无8.8级
EBSCB2-166016无12.9级
EBSCB3-163016无8.8级
), ArticleFig(id=1241802927778632211, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表1, caption=

试件参数表

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号预埋钢块外径/mm螺栓直径/mmT形钢块高强螺栓
EBSC1-126012Ⅰ8.8级
EBSC1-166016Ⅱ8.8级
EBSC1-186018Ⅲ8.8级
EBSC1-226022Ⅳ8.8级
EBSCB1-306030无8.8级
EBSCB1-166016无8.8级
EBSCB2-166016无12.9级
EBSCB3-163016无8.8级
), ArticleFig(id=1241802927921238562, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 2, caption=

Experimental process of disassembly and loading

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号混凝土板钢梁拆换加载情况再次加载试件
EBSC1-12-1A1、A21加载至破坏后更换新螺栓再次加载EBSC1-12-2
EBSC1-12-2A1、A21加载至破坏后更换新螺栓、T形钢块Ⅱ和钢梁2后再次加载EBSC1-16-1
EBSC1-16-1A1、A22加载至破坏后更换新螺栓再次加载EBSC1-16-2
EBSC1-16-2A1、A22结束A1、A2板的使用，钢梁2在试件EBSCB1-16中继续使用
EBSC1-18A3、A43加载至破坏后更换新螺栓、T形钢块Ⅳ和钢梁4后再次加载EBSC1-22
EBSC1-22A3、A44结束A3板的使用，对加载后A4板再次使用EBSC1-30
EBSCB1-30A4、A55结束A4、A5板的使用
EBSCB1-16B1、B22加载至破坏后更换新螺栓再次加载EBSCB2-16
EBSCB2-16B1、B22结束B1、B2板的使用，钢梁2在试件EBSCB3-16中继续使用
EBSCB3-16B3、B42结束EBSCB3-16试件混凝土板的使用
), ArticleFig(id=1241802928068039220, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表2, caption=

拆换和加载的试验流程

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号混凝土板钢梁拆换加载情况再次加载试件
EBSC1-12-1A1、A21加载至破坏后更换新螺栓再次加载EBSC1-12-2
EBSC1-12-2A1、A21加载至破坏后更换新螺栓、T形钢块Ⅱ和钢梁2后再次加载EBSC1-16-1
EBSC1-16-1A1、A22加载至破坏后更换新螺栓再次加载EBSC1-16-2
EBSC1-16-2A1、A22结束A1、A2板的使用，钢梁2在试件EBSCB1-16中继续使用
EBSC1-18A3、A43加载至破坏后更换新螺栓、T形钢块Ⅳ和钢梁4后再次加载EBSC1-22
EBSC1-22A3、A44结束A3板的使用，对加载后A4板再次使用EBSC1-30
EBSCB1-30A4、A55结束A4、A5板的使用
EBSCB1-16B1、B22加载至破坏后更换新螺栓再次加载EBSCB2-16
EBSCB2-16B1、B22结束B1、B2板的使用，钢梁2在试件EBSCB3-16中继续使用
EBSCB3-16B3、B42结束EBSCB3-16试件混凝土板的使用
), ArticleFig(id=1241802928219034180, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 3, caption=

Properties of concrete cubic materials

, figureFileSmall=null, figureFileBig=null, tableContent=
材料平均弹性模量平均抗压强度
混凝土3.27×10441.6
), ArticleFig(id=1241802928386806362, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表3, caption=

混凝土立方体材料性能

, figureFileSmall=null, figureFileBig=null, tableContent=
材料平均弹性模量平均抗压强度
混凝土3.27×10441.6
), ArticleFig(id=1241802928508441196, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 4, caption=

Material properties of steel

, figureFileSmall=null, figureFileBig=null, tableContent=
材料弹性模量屈服强度抗拉强度材料弹性模量屈服强度抗拉强度
8.8级螺栓2.02×105640805T形钢块2.0×105650820
12.9级螺栓2.02×10510561185预埋钢块2.0×105650820
钢筋2.05×105430635钢梁2.03×105356516
), ArticleFig(id=1241802928667824762, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表4, caption=

钢材材料性能

, figureFileSmall=null, figureFileBig=null, tableContent=
材料弹性模量屈服强度抗拉强度材料弹性模量屈服强度抗拉强度
8.8级螺栓2.02×105640805T形钢块2.0×105650820
12.9级螺栓2.02×10510561185预埋钢块2.0×105650820
钢筋2.05×105430635钢梁2.03×105356516
), ArticleFig(id=1241802928760099464, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 5, caption=

Experimental phenomena and damage state of the concrete slab after loading

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号破坏承载力/kN混凝土板加载次数加载后混凝土板的试验现象损伤状态
EBSC1-12-1185.81A1、A2板第1次加载无裂缝产生无损伤
EBSC1-12-2173.06A1、A2板第2次加载无裂缝产生无损伤
EBSC1-16-1384.94A1、A2板第3次加载混凝土板在预埋钢块附近产生细小裂缝且产生微小脱落；混凝土板下部产生细小八字形裂缝轻微损伤
EBSC1-16-2353.89A1、A2板第4次加载第3次加载后混凝土板的裂缝出现扩展，并有新的细小裂缝出现，但损伤情况与A1、A2板第3次加载后类似轻微损伤
EBSC1-18521.34A3、A4板第1次加载混凝土板在预埋钢块附近产生细小裂缝且产生明显脱落；混凝土板下部产生明显八字形裂缝轻微损伤
EBSC1-22746.25A3、A4板第2次加载此次加载的破坏承载力较首次增加，造成混凝土板裂缝出现更多，预埋钢块与混凝土板脱落部位明显变大损伤
EBSCB1-16353.13B1、B2板第1次加载混凝土板在预埋钢块附近产生细小裂缝且产生微小脱落；混凝土板下部产生细小八字形裂缝轻微损伤
EBSCB2-16507.17B1、B2板第2次加载此次加载的破坏承载力较首次增加，造成混凝土板裂缝出现扩展，预埋钢块与混凝土板接触部分脱落变大轻微损伤
EBSCB3-16351.83B3、B4板第1次加载混凝土板在预埋钢块附近产生细小裂缝且产生明显脱落；混凝土板下部产生明显八字形裂缝损伤
), ArticleFig(id=1241802928877539990, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表5, caption=

加载后混凝土板的试验现象及损伤状态

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号破坏承载力/kN混凝土板加载次数加载后混凝土板的试验现象损伤状态
EBSC1-12-1185.81A1、A2板第1次加载无裂缝产生无损伤
EBSC1-12-2173.06A1、A2板第2次加载无裂缝产生无损伤
EBSC1-16-1384.94A1、A2板第3次加载混凝土板在预埋钢块附近产生细小裂缝且产生微小脱落；混凝土板下部产生细小八字形裂缝轻微损伤
EBSC1-16-2353.89A1、A2板第4次加载第3次加载后混凝土板的裂缝出现扩展，并有新的细小裂缝出现，但损伤情况与A1、A2板第3次加载后类似轻微损伤
EBSC1-18521.34A3、A4板第1次加载混凝土板在预埋钢块附近产生细小裂缝且产生明显脱落；混凝土板下部产生明显八字形裂缝轻微损伤
EBSC1-22746.25A3、A4板第2次加载此次加载的破坏承载力较首次增加，造成混凝土板裂缝出现更多，预埋钢块与混凝土板脱落部位明显变大损伤
EBSCB1-16353.13B1、B2板第1次加载混凝土板在预埋钢块附近产生细小裂缝且产生微小脱落；混凝土板下部产生细小八字形裂缝轻微损伤
EBSCB2-16507.17B1、B2板第2次加载此次加载的破坏承载力较首次增加，造成混凝土板裂缝出现扩展，预埋钢块与混凝土板接触部分脱落变大轻微损伤
EBSCB3-16351.83B3、B4板第1次加载混凝土板在预埋钢块附近产生细小裂缝且产生明显脱落；混凝土板下部产生明显八字形裂缝损伤
), ArticleFig(id=1241802929003369122, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 6, caption=

The maximum uplifting displacement

, figureFileSmall=null, figureFileBig=null, tableContent=
编号EBSC 1-12-1EBSC 1-12-2EBSC 1-16-1EBSC 1-16-2EBSC 1-18EBSC 1-22EBSC 1-30EBSCB 1-16EBSCB 2-16EBSCB 3-16
位移0.350.370.470.460.650.841.230.530.591.56
), ArticleFig(id=1241802930525901483, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表6, caption=

最大掀起位移

, figureFileSmall=null, figureFileBig=null, tableContent=
编号EBSC 1-12-1EBSC 1-12-2EBSC 1-16-1EBSC 1-16-2EBSC 1-18EBSC 1-22EBSC 1-30EBSCB 1-16EBSCB 2-16EBSCB 3-16
位移0.350.370.470.460.650.841.230.530.591.56
), ArticleFig(id=1241802930681090744, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 7, caption=

Research situation of the detachable performance

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号试件是否可拆卸试件各组件的使用情况及拆卸后是否可继续使用
混凝土板钢梁T形钢块
EBSC1-12-1是A1、A2（是）1（是）I（是）
EBSC1-12-2是A1、A2（是）1（是）I（是）
EBSC1-16-1是A1、A2（是）2（是）II（是）
EBSC1-16-2是A1、A2（是）2（是）II（是）
EBSC1-18是A3、A4（是）3（是）III（是）
EBSC1-22是A3、A4（是）4（是）Ⅳ（是）
EBSC1-30是A4、A5（否）5（否）未使用
EBSCB1-16是B1、B2（是）2（是）未使用
EBSCB2-16是B1、B2（是）2（是）未使用
EBSCB3-16是B3、B4（是）2（是）未使用
), ArticleFig(id=1241802930999857865, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表7, caption=

可拆换性能研究情况

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号试件是否可拆卸试件各组件的使用情况及拆卸后是否可继续使用
混凝土板钢梁T形钢块
EBSC1-12-1是A1、A2（是）1（是）I（是）
EBSC1-12-2是A1、A2（是）1（是）I（是）
EBSC1-16-1是A1、A2（是）2（是）II（是）
EBSC1-16-2是A1、A2（是）2（是）II（是）
EBSC1-18是A3、A4（是）3（是）III（是）
EBSC1-22是A3、A4（是）4（是）Ⅳ（是）
EBSC1-30是A4、A5（否）5（否）未使用
EBSCB1-16是B1、B2（是）2（是）未使用
EBSCB2-16是B1、B2（是）2（是）未使用
EBSCB3-16是B3、B4（是）2（是）未使用
), ArticleFig(id=1241802931117298389, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=EN, label=Table 8, caption=

Demountability performance

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可拆换性能η
[0，0.2）[0.2，0.5）[0.5，0.8）[0.8，1.0]
损伤状态无损伤轻微损伤损伤严重损伤
拆卸情况可拆卸可拆卸可拆卸可拆卸
混凝土板的重复使用性可重复可重复可重复不可重复
钢梁和T形钢块的重复使用性可重复可重复可重复可重复
换后抗剪性能基本不变基本不变性能降低—
), ArticleFig(id=1241802931280876259, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791685097755398, language=CN, label=表8, caption=

可拆换性能

, figureFileSmall=null, figureFileBig=null, tableContent=
可拆换性能η
[0，0.2）[0.2，0.5）[0.5，0.8）[0.8，1.0]
损伤状态无损伤轻微损伤损伤严重损伤
拆卸情况可拆卸可拆卸可拆卸可拆卸
混凝土板的重复使用性可重复可重复可重复不可重复
钢梁和T形钢块的重复使用性可重复可重复可重复可重复
换后抗剪性能基本不变基本不变性能降低—
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预埋型螺栓连接件的可拆换性能研究
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门进杰 1, 2 , 杜天宇 1 , 李家富 3 , 张谦 1 , 王家琛 1 , Ali MUDASSAR 1
地震工程与工程振动 | 2025,45(2): 86-96
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地震工程与工程振动 | 2025, 45(2): 86-96
预埋型螺栓连接件的可拆换性能研究
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门进杰1, 2 , 杜天宇1 , 李家富3, 张谦1, 王家琛1, Ali MUDASSAR1
作者信息
  • 1.西安建筑科技大学 土木工程学院，陕西 西安 710055
  • 2.西安建筑科技大学 结构工程与抗震教育部重点试验室，陕西 西安 710055
  • 3.中冶京诚工程技术有限公司，北京 100176

    • 门进杰（1979—），男，教授，博士，主要从事高性能结构及抗震韧性研究。E-mail：

通讯作者:

杜天宇（1995—），男，硕士研究生，主要从事混合结构抗震研究。E-mail：
Study on the demountable performance of embedded bolt connectors
Jinjie MEN1, 2 , Tianyu DU1 , Jiafu LI3, Qian ZHANG1, Jiachen WANG1, Ali MUDASSAR1
Affiliations
  • 1.School of Civil Engineering, Xi’an University of Architecture & Technology, Xi’an 710055, China
  • 2.Key Lab of Structural Engineering and Earthquake Resistance, Ministry of Education, Xi’an University of Architecture and Technology, Xi’an 710055, China
  • 3.MCC Capital Engineering & Research Incorporation Limited, Beijing 100176, China
出版时间: 2025-04-24 doi: 10.13197/j.eeed.2025.0208
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摘要
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文中提出了一种预埋型螺栓连接件，通过设置预埋钢块和螺栓锥套，减少受载时混凝土和钢梁的损伤，实现组合梁的可拆换。设计制作了8组试件，推出试验后拆卸，并对拆卸后的组件重新使用并加载，分析其可拆换性能。探讨了螺栓直径、螺栓强度、有无T形钢块和预埋钢块外径等因素的影响规律。研究结果表明：试件破坏时螺栓剪断或混凝土压溃；8组试件加载后均可快速拆卸；拆卸后的钢梁和T形钢块可多次重复使用；加载后处于无损伤和轻微损伤状态的混凝土板可重复使用2次以上且试件的抗剪性能基本不变；处于损伤状态的混凝土板可重复使用1次，但试件的抗剪性能降低；处于严重损伤状态的混凝土板不可重复使用。此外，预埋型螺栓连接件具有良好的抗掀起性能；螺栓直径或强度的增加，试件的承载力和混凝土板的损伤增加；预埋钢块外径增加，试件的承载力不变，但混凝土板的损伤减少；有无T形钢块对试件的承载力基本没有影响，但可以提高可拆换性能。最后提出了混凝土板局部损伤系数η作为可拆换性能控制指标，当η在0.5左右时可拆换状态较好。

组合梁  /  预埋型螺栓连接件  /  推出试验  /  可拆换性能  /  可拆换性能指标

In this paper, a kind of embedded bolt connector was proposed. The utilization of embedded steel blocks and bolt taper sleeves can reduce the damage to concrete and steel beams under load, and enable the removal and replacement of the composite beam. Eight groups of specimens were designed and manufactured. After the push-out test, the specimens were removed and reassembled. Subsequently, a reloading test was conducted and the demountable ability were analyzed. The influence of bolt diameter, bolt strength, T-shaped steel block and external diameter of the embedded steel block were discussed. The results showed that when the specimen was damaged, the bolt was cut or the concrete was crushed. Eight groups of specimens could be quickly disassembled after loading. The dismantled steel beam and T-shaped steel block could be reused for many times. After loading, the concrete slab in undamaged and slightly damaged state could be reused for more than twice, and the shear performance of the specimen remained basically unchanged. The concrete slab in a damaged condition can be reused once, but its shear resistance will be reduced. The concrete slab in a severely damaged condition is not to be reused. In addition, the embedded bolt connector has good anti-lift performance. With an increase of bolt diameter or strength, the bearing capacity of specimen and the damage of concrete slab increased. With an increase in the outer diameter of the embedded rigid block, the bearing capacity of the specimen remained unchanged, while the damage to the concrete slab decreased. The presence or absence of T-shaped rigid block had little impact on the bearing capacity of the specimen, but could enhance the demountable performance. Finally, the local damage coefficient η of concrete slab was proposed as the control index for demountable performance, and when η is about 0.5, it is in a good demountable state.

composite beam  /  embedded bolt connector  /  push-out test  /  demountable performance  /  demountable performance index
门进杰, 杜天宇, 李家富, 张谦, 王家琛, Ali MUDASSAR. 预埋型螺栓连接件的可拆换性能研究. 地震工程与工程振动, 2025 , 45 (2) : 86 -96 . DOI: 10.13197/j.eeed.2025.0208
Jinjie MEN, Tianyu DU, Jiafu LI, Qian ZHANG, Jiachen WANG, Ali MUDASSAR. Study on the demountable performance of embedded bolt connectors[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (2) : 86 -96 . DOI: 10.13197/j.eeed.2025.0208
正文
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0　引言
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钢-混凝土组合梁能够充分发挥混凝土抗压性能良好以及钢材抗拉性能良好的优势，已广泛应用于实际工程中，剪力连接件是保证其共同工作的关键元件[1]。随着绿色发展理念的提出，实现组合梁的可拆换是未来的发展趋势，所谓可拆换是指通过有效设计使组合梁的构件全预制化、装配化；服役后，根据功能需求可进行构件拆卸，方便更换或再利用；震损后，更换受损构件，实现功能的快速恢复[2-3]。已有学者[4-16]研究表明，相较于栓钉连接件，螺栓连接件便于实现组合梁的装配化施工和各组件的拆卸，且其抗剪性能与焊接栓钉相似，这为实现组合梁的可拆换奠定了基础。邢颖等[17]通过更换失效螺栓对推出试件进行了多次加载，以研究螺栓连接组合梁的可拆换性能，发现加载后的混凝土板无明显开裂时，拆卸后的混凝土板可重新使用，但由于加载后试件损伤，再次加载会使抗剪性能降低；若混凝土板破损严重，拆卸后的混凝土板不能重新使用。ATAEI等[18]使用螺栓连接混凝土板与钢梁，通过梁式试验研究将试件加载到极限荷载40%时的可拆换性能，发现加载后试件的组件都可以拆卸下来，而且拆卸后的组件可以重新组装并使用。然而螺栓连接件在实现组合梁可拆换的同时，仍然存在螺栓周围的混凝土会局部压溃、钢梁孔壁变形和螺栓在加载后变形过大等问题。
为避免螺栓周围混凝土压溃损伤的出现，严鑫等[19]提出一种带锥形铁块的可拆换螺栓连接件，通过锥形铁块增加连接件与混凝土板的接触面积，减少了混凝土板加载后的损伤，保证拆卸后的混凝土板可重复使用。SUWAED等[20]设计了一种包含高强砂浆插块、高强螺栓等部件的插块式可拆换剪力连接件，通过高强砂浆插块减少了混凝土的损伤。上述研究虽然较好地解决了混凝土的局部压溃问题，但仍存在螺栓变形较大或钢梁孔壁变形的现象，这不仅导致拆换困难，还会影响更换后的使用效果。
为实现钢混凝土组合梁的可拆换性能，本文提出一种预埋型螺栓连接件，通过设置预埋钢块和螺栓锥套，减少受载时混凝土板和钢梁孔壁的损伤，并通过改善螺栓放置方式，实现组合梁的可拆换。通过推出试验对其可拆换性能进行了研究，同时提出了基于混凝土板局部损伤系数η所控制的可拆换性能指标。
1　预埋型螺栓连接件
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1.1　预埋型螺栓连接件的构造
本文提出的预埋型螺栓连接件（embedded bolt shear connector，EBSC）由预埋钢块、T形钢块、高强螺栓、螺母和螺栓锥套五部分组成，如图1所示。EBSC具有以下特点和优势：①通过预埋钢块增加EBSC与混凝土的接触面积，减少混凝土的损伤。此外，将预埋钢块与混凝土现浇在一起，提高结构的整体性，便于施工和装配。②在螺栓与钢梁孔洞间设置螺栓锥套，使EBSC的初始刚度增加，同时还可以减少螺栓对钢梁孔壁造成的损伤。③T形钢块中的螺栓孔洞无螺纹，使装配和拆换更方便。此外，更换T形钢块可以使混凝土板使用的螺栓直径改变，扩大混凝土板的重复使用范围。④在预埋钢块上部设置抗拔平台（图1），避免EBSC发生拔出破坏。⑤将螺栓按图1中的方式放置更便于拆卸，若将螺栓倒置，使螺母放在钢梁一侧，当螺栓与钢梁接触部位发生剪切变形后，将无法从T形钢块中取出。
1.2　EBSC的安装过程
在浇筑时，预埋钢块与混凝土现浇在一起，安装时，T形钢块放进预埋钢块，高强螺栓和螺栓锥套组装后穿过钢梁和T形钢块，然后拧紧螺母，即可将混凝土板与钢梁连接，如图2所示。
1.3　EBSC的工作原理和初步设计
EBSC的工作原理如下：当连接件承受外荷载产生剪力时，将通过钢梁和螺栓锥套将剪力传给高强螺栓的螺杆，然后通过EBSC传给混凝土板。在此情况下，试件的预期破坏模式有2种，即螺栓剪断和混凝土板的局部受压破坏。若螺栓被剪断时的荷载小于混凝土板局压破坏时的荷载，则试件发生螺栓剪断破坏，此时混凝土板上无裂缝、微小裂缝或明显裂缝产生；当改变EBSC各组成部分的设计参数，使混凝土板局压破坏时的荷载小于螺栓被剪断时的荷载时，则试件中的混凝土板将受压破坏，此时混凝土板开裂严重，难以实现构件的重复使用。
为了实现组合梁构件的可拆卸，本文建议在对EBSC连接件进行设计时，应避免出现混凝土板的局压破坏，而当破坏模式为螺栓剪断时，能否实现连接件各组成部分的可拆卸和组合梁构件的重复使用，则需要通过试验研究进行分析。
为此，本文在对EBSC连接件进行初步设计时，主要考虑螺栓直径、强度以及预埋钢块外径等参数。根据实际工程中楼板的常用厚度和混凝土强度，选择预埋钢块的外径约为60 mm，此时估算混凝土发生局部破坏时的剪力约为1230 kN，依次配置直径为12、16、18、22、30 mm的8.8级高强螺栓，即可推算螺栓被剪断时的预期抗剪承载力（217、385、488、729、1 356 kN）。此时，相应的混凝土板会呈现无裂缝、细小裂缝出现、明显裂缝出现和混凝土板被压溃等4种情况。对于无裂缝和仅出现细小裂缝的试件应该可以被拆换多次，有明显裂缝出现的试件可以拆换的次数有限，而混凝土板被压溃的试件仅可拆卸但不能重复使用。EBSC连接件的其它设计参数和设计依据详见后文的试件设计部分。
2　试验概况
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2.1　推出试件设计
本文共设计了8组试件（每个试件由2块混凝土板、钢梁和4个EBSC组成）进行推出试验。试件主要参数见表1。螺栓锥套采用45#钢，构造如图3所示。试件的尺寸及配筋如图4所示。钢梁采用Q235热轧H型钢，规格为HM250 mm×250 mm×9 mm×14 mm。预制混凝土板选用C40混凝土，板内受力钢筋和箍筋选用直径为10 mm的HRB400级钢筋。螺栓采用8.8级和12.9级的高强螺栓，包括12、16、18、22、30 mm这5种直径。为分析可拆换性能，对试件加载至破坏后拆卸，将拆卸后的组件重复使用并加载，具体拆换和加载的试验流程如表2所示。
2.2　材料性能
混凝土板浇筑时，制作3个150 mm标准立方体试块，同条件养护后材料性能如表3所示。高强螺栓、钢筋、T形钢块、预埋钢块和钢梁的材性如表4所示。
2.3　加载装置及加载制度
试验装置如图5所示，在2000 t电液伺服压力机上进行静力加载试验。为保证试件受力均匀，加载前在混凝土板底垫上细沙，钢梁上部放置10 mm厚钢板。位移计放置如图6所示，D1~D4和D6测量钢梁与混凝土板间的相对滑移，D5测量钢梁和混凝土板间的掀起位移。加载前对试件进行速率为0.2 mm/min的预加载，加载至极限荷载的20%后卸载，以消除试验机和试件间的空隙。正式加载时采用位移加载控制，以0.2 mm/s的恒定速率加载至试件螺栓剪断或荷载下降至极限荷载的80%。对螺栓被剪断的部分试件，卸载后更换新螺栓，再按上述加载制度加载，直至螺栓剪断，以研究其可拆换性能。
3　试验结果与分析
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3.1　破坏过程和试验现象
除试件EBSCB1-30外，试件破坏时主要为单侧2根螺栓剪断且在破坏时发出较大响声且承载力明显下降，如图7（a）所示。此外，加载后螺栓锥套变形很大、钢梁孔壁和T形钢块均无明显损伤，如图7（b）、（c）、（d）所示。根据混凝土板加载后的损伤情况，将其分为无损伤、轻微损伤、损伤和严重损伤4种损伤状态，混凝土板加载后的试验现象及损伤状态如表5所示，典型试件破坏时混凝土与预埋钢块接触部位的脱落情况如图8所示。
试件EBSCB1-30破坏时，预埋钢块附近混凝土被压溃，同时混凝土板出现明显裂缝，底部受压区混凝土表面脱落，此时混凝土板处于严重损伤状态；螺栓产生剪切变形，但未被剪断。试件EBSC1-30各组件加载后的形态如图9所示。由于本次加载未设置螺栓锥套，钢梁孔壁产生明显的扩大。
3.2　荷载-滑移曲线
当试件的破坏形式为螺栓剪断时，其荷载-滑移曲线，包含弹性阶段、弹塑性阶段和破坏阶段3个阶段，如图10所示。弹性阶段曲线呈线性上升；随着荷载的增加，进入弹塑性阶段，曲线的斜率逐渐降低；直至峰值荷载，进入破坏阶段，随着滑移的增加，承载力降低，随后螺栓被剪断。此外，试件EBSCB1-30的破坏形式为混凝土压溃，其荷载-滑移曲线如图11所示。在弹塑性阶段，由于混凝土的压溃，预埋钢块与其分离，导致曲线出现下降段，然后后续加载主要由混凝土板承受荷载，曲线再次上升，但曲线斜率降低。
试件EBSC1-12至EBSC1-30的螺栓直径不同，其荷载-滑移曲线如图12所示。由图可知，试件的承载力和最大滑移随螺栓直径的增大而增加。试件EBSC1-16和EBSCB3-16的区别为有无T形钢块，其荷载-滑移曲线如图13所示。结果表明，两者均为螺栓剪断破坏，抗剪承载力相差不大，但由于试件EBSC1-16有T形钢块，整体性差，滑移略大。
试件EBSCB1-16和EBSCB2-16的螺栓强度不同，试件的荷载-滑移曲线如图14所示。结果表明，EBSCB2-16承载力是EBSCB1-16的1.44倍，两者抗拉强度比值为1.47，可知试件的抗剪承载力与螺栓的抗拉强度有关。试件EBSCB1-16和EBSCB3-16为预埋钢块外径不同，其荷载-滑移曲线如图15所示。结果表明，两者均为螺栓剪断破坏，抗剪承载力相差很小。此外，随着预埋钢块的外径增加，试件的最大滑移减小。
3.3　抗掀起性能分析
在荷载作用下，EBSC和混凝土板会有横向分离的趋势，如果EBSC没有足够的抗掀起能力，就会发生拔出破坏。本试验通过位移计D5测量各组试件的最大掀起位移，如表6所示。结果表明：螺栓直径或强度增加，最大掀起位移增加；预埋钢块外径增加，最大掀起位移减小；有无T形钢块对掀起位移影响很小；试件EBSC1-12-2和EBSC1-16-2分别是对EBSC1-12-1和EBSC1-16-1更换新螺栓后重新加载，发现其最大掀起位移基本不变。此外，所有试件的最大掀起位移均小于2 mm，说明EBSC具有良好的抗掀起性能。
3.4　EBSC可拆换性能分析
本文对EBSC的可拆换性能研究包括三部分：①加载后试件的可拆卸情况；②拆卸后试件组件的可重复使用情况；③对更换新螺栓的试件再次加载，研究其抗剪性能的变化。基于试验结果，对可拆换性能前两部分的研究情况见表7，包括试件加载时各组件的使用情况，加载后试件是否可拆卸以及拆卸后的混凝土板、钢梁和T形钢块能否继续使用情况。
1）加载后试件的可拆卸情况
8组试件加载至破坏后，2个人用扳手只需一两分钟就可以对试件拆卸完毕，表明使用EBSC的试件具有良好的可拆卸性。试件破坏时，螺栓会出现剪断或受剪变形2种情况，当螺栓剪断时，断面整齐，与T形钢块接触部分无变形，拆卸时将T形钢块和剪断螺栓从上部取出，更换新的螺栓，如图16（a）所示；螺栓变形时，由于变形主要在螺栓根部，螺栓上部与T形钢块接触部分无变形产生，拧掉螺母，拆卸时从下部即可将变形的螺栓取出，更换新的螺栓，如图16（b）所示。推出试件拆换过程如图17所示，拆换后按图2重新组装。
2）拆卸后试件组件的可重复使用情况
试件拆卸后，钢梁和T形钢块的使用次数与其加载后的损伤情况有关。除试件EBSCB1-30未使用螺栓锥套，加载后钢梁孔壁发生较大变形外，其余试件加载后的钢梁均无明显损伤，可重复使用，其中钢梁2使用了5次；T形钢块在试件加载后均无明显损伤，可重复使用，如T形钢块Ⅰ、Ⅱ在试验中使用了2次。此外，混凝土板加载后有4种损伤状态，其损伤与有无T形钢块无关，但会受到螺栓直径、螺栓强度和预埋钢块外径的影响。螺栓直径和螺栓强度的增加，会提高螺栓剪断情况下的极限承载力，使混凝土板在加载后损伤增加；预埋钢块外径的增加，会提高混凝土被压溃时的承载力，减小混凝土板的损伤会减小，如试件EBSCB1-16与试件EBSCB3-16相比预埋钢块外径大，混凝土与预埋钢块接触部位的压溃损伤小，产生裂缝少，如图18所示。最后发现加载后处于无损伤和轻微损伤状态的混凝土可以重复使用2次以上、加载后处于损伤状态的混凝土板可重复使用1次、加载后处于严重损伤状态的混凝土板不可重复使用。
3）再次加载时，试件的抗剪性能试件EBSC1-12-1和EBSC1-16-1拆卸后，更换新螺栓并加载，试件EBSC1-12-1的拆换过程如图19所示。2组试件拆换前后的荷载-滑移曲线如图20所示。
结果表明，加载前后曲线前期斜率基本一样，抗剪承载力略微降低，即加载前后试件的抗剪性能基本不变。此外，试件EBSC1-12-1和EBSC1-12-2加载后混凝土板均无明显现象产生，处于无损伤状态，在试件EBSC1-16-1中继续使用；试件EBSC1-16-1加载后的混凝土板处于轻微损伤状态，再次加载发现混凝土板的裂缝会出现扩展，也会产生新的细小裂缝（图21），但仍处于轻微损伤状态，可继续使用。此外，试件EBSC1-30所用A4板的是EBSC1-22加载后的处于损伤状态混凝土板。当EBSC1-30加载到EBSC1-22的极限承载力时，A4板的裂缝明显扩展，底部出现压溃和混凝土板表面脱落如图22所示。发现加载至损伤状态的混凝土板可重复使用，但再次加载到原极限承载力时，混凝土板的损伤更严重，影响抗剪性能且无法再次使用。
综上，试件更换新螺栓再次加载后的抗剪性能主要与混凝土板的损伤情况有关，处于无损伤和轻微损伤状态的混凝土板再次加载试件的抗剪性能基本不变；处于损伤状态的混凝土板再次加载试件的抗剪性能降低；处于严重损伤状态的混凝土板不可再次加载。
4　可拆换指标
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综合上文对EBSC的分析可知，使用EBSC的试件加载后均可快速拆卸；拆卸后T形钢块基本无损伤，可多次使用；由于螺栓锥套对钢梁孔壁的保护作用，钢梁未发生不可修复的破坏，也可继续多次使用；预埋钢块对混凝土板起到较好的保护作用，减少了受载时混凝土板的局部损伤。此外，发现当破坏模式为螺栓剪断时，混凝土板为无裂缝和微小裂缝出现的试件可以被拆换多次，有明显裂缝出现的试件可以拆换一次，也即本文的试验结果达到了对连接件设计预期效果，实现了组合梁的可拆换。为了应用于实际，需要提出该连接件的可拆换性能指标，发现混凝土板的重复使用次数及试件重复加载后的抗剪性能主要受到混凝土板损伤的影响，即EBSC的可拆换性能主要与混凝土板的损伤情况有关，所以将混凝土板的局部损伤系数η作为EBSC的可拆换性能指标。η与EBSC传给的混凝土板的力Nv和混凝土被压溃时的承载力有关，得到η计算公式为
式中：为混凝土板的极限承载力（除试件EBSCB3-16外，其他试件的）；Nv为EBSC传给的混凝土板的力。
基于上述分析，得到混凝土损伤状态与可拆换指标η的对应关系及不同可拆换指标下试件的可拆换性能如表8所示。发现当η =0.5左右时，混凝土板试件既可以发挥材料的性能又可以保证各组成部分的可拆换性能，是EBSC较好的拆换状态。
5　结论
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本文对设计的EBSC进行推出试验，研究了其可拆换性能，得到如下主要结论：
1）EBSC破坏为螺栓剪断或混凝土压溃，破坏为螺栓剪断的可拆换性能优于混凝土压溃。此外，EBSC具有良好抗掀起能力和抗剪性能。
2）8组试件破坏后均具有良好的可拆卸性；拆卸后的钢梁和T形钢块可多次重复使用；处于无损伤和轻微损伤状态的混凝土板可重复使用2次以上且试件的抗剪性能基本不变、处于损伤状态的混凝土板可重复使用1次，但试件的抗剪性能降低、处于严重损伤状态的混凝土板不可重复使用。
3）螺栓直径或强度的增加，承载力和混凝土板的损伤增加；预埋钢块外径增加，承载力不变，但混凝土板的损伤减少；有无T形钢块对承载力无影响，但可以提高可拆换性能。
4）将混凝土板的局部损伤系数η作为EBSC的可拆卸指标。得到混凝土损伤状态与可拆换指标η的对应关系及不同可拆换指标下试件的可拆换性能，发现当η =0.5左右时是EBSC较好的拆换状态。
基金
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  • 国家自然科学基金项目(52178160)
  • 陕西省教育厅重点科学研究计划项目(21JY023)
文献
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2025年第45卷第2期
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doi: 10.13197/j.eeed.2025.0208
  • 接收时间：2024-01-23
  • 首发时间：2026-03-20
  • 出版时间：2025-04-24
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  • 收稿日期：2024-01-23
  • 修回日期：2024-04-15
基金
国家自然科学基金项目(52178160)
陕西省教育厅重点科学研究计划项目(21JY023)
作者信息
    1.西安建筑科技大学 土木工程学院，陕西 西安 710055
    2.西安建筑科技大学 结构工程与抗震教育部重点试验室，陕西 西安 710055
    3.中冶京诚工程技术有限公司，北京 100176

通讯作者:

杜天宇（1995—），男，硕士研究生，主要从事混合结构抗震研究。E-mail：
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https://castjournals.cast.org.cn/joweb/dzgcygczd/CN/10.13197/j.eeed.2025.0208
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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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