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Article(id=1227591333267829434, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227591330579284357, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.202308040, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1692460800000, receivedDateStr=2023-08-20, revisedDate=1700064000000, revisedDateStr=2023-11-16, acceptedDate=null, acceptedDateStr=null, onlineDate=1770610181394, onlineDateStr=2026-02-09, pubDate=1752076800000, pubDateStr=2025-07-10, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770610181394, onlineIssueDateStr=2026-02-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770610181394, creator=13701087609, updateTime=1770610181394, updator=13701087609, issue=Issue{id=1227591330579284357, tenantId=1146029695717560320, journalId=1225147924628267009, year='2025', volume='38', issue='7', pageStart='1363', pageEnd='1644', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1770610180719, creator=13701087609, updateTime=1770610389679, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1227592206953935678, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227591330579284357, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1227592206953935679, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227591330579284357, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=1565, endPage=1576, ext={EN=ArticleExt(id=1227591333553042110, articleId=1227591333267829434, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Hysteresis performance and rotation modelling of sleeve-type fully-bolted prefabricated joints, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to achieve rapid construction and reliable connection of precast RC frames，a sleeve-type fully-bolted joint is proposed. The ends of the prefabricated components are reinforced with a steel sleeve-concrete combination. High-strength bolts are pre-built in the sleeve area，and the precast components are rapidly installed using a connection plate. A total of four test specimens were designed for different thicknesses of connecting cover plates. The horizontal hysteresis test study obtained the damage mode，load-displacement hysteresis curve，ultimate bearing capacity，ductility and energy dissipation capacity of this type of joint. The results show that the new joint has a 43% higher ultimate load，70% higher initial stiffness and nearly 50% higher ductility than the cast-in-place joint，and the equivalent viscous damping coefficient is increased by about two times，which shows better seismic performance. Strain analysis reveals that the cover plate at the joints shows a “stress increase”，but the effect on the overall performance is not apparent. As the thickness of the connection plate increases，the squeezing effect of the sleeve on the concrete increases. Therefore，a connection stiffness ratio of 1.6 is more reasonable. Finally，based on the test results，a trifold moment-turning angle model is established，and the calculated results agree with the test values.

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为实现装配式RC框架快速施工与可靠连接，提出了一种套筒式全螺栓连接节点。预制构件端部采用钢套筒-混凝土组合形式进行加强，并预埋高强螺栓，通过钢盖板进行快速安装。针对不同连接盖板厚度，共设计4个节点试件，开展了水平滞回试验研究，得到破坏模式、荷载-位移滞回曲线、极限承载力、延性、耗能等抗震性能，并与现浇节点进行了对比分析。结果表明：该节点相较于现浇节点的极限荷载提高了43%，初始刚度提高了70%，延性增大近50%，等效黏滞阻尼系数提高2倍左右，表现出较好的抗震性能。应变分析发现：接缝处盖板出现“应力增大”情况，但对整体性能影响不明显。随着盖板厚度增加，套筒对端部混凝土产生的挤压作用变大，其连接刚度比为1.6较为合理。基于试验结果，建立了三折线弯矩-转角模型，计算结果与试验值吻合较好。

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王振山（1980—），男，博士，副教授。E-mail:
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Code for design of concrete structures：GB 50010—2010[S]. 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注：Ki为EC3模型线性段的斜率；ξ为EC3模型非线性段系数。

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Specimen size and form

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试件梁柱连接方式梁截面尺寸/(mm×mm)柱截面尺寸/(mm×mm)连接板厚度/mm
JD-1现浇节点170×320300×450—
JD-2套筒螺栓节点170×320300×4506
JD-3套筒螺栓节点170×320300×4508
JD-4套筒螺栓节点170×320300×45012
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试件尺寸与形式

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试件梁柱连接方式梁截面尺寸/(mm×mm)柱截面尺寸/(mm×mm)连接板厚度/mm
JD-1现浇节点170×320300×450—
JD-2套筒螺栓节点170×320300×4506
JD-3套筒螺栓节点170×320300×4508
JD-4套筒螺栓节点170×320300×45012
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Mechanical properties of steel

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部位厚度/直径/mm屈服强度/MPa抗拉强度/MPa弹性模量/GPa伸长率/%
套筒5360.7511.320013.5
连接盖板6363.6498.920115.5
8359.2503.820022.5
12309.9471.519626.8
箍筋8423.5564.619710.9
主筋14474.0693.620811.7
16446.7660.52019.5
18380.2676.620212.4
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钢材力学性能

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部位厚度/直径/mm屈服强度/MPa抗拉强度/MPa弹性模量/GPa伸长率/%
套筒5360.7511.320013.5
连接盖板6363.6498.920115.5
8359.2503.820022.5
12309.9471.519626.8
箍筋8423.5564.619710.9
主筋14474.0693.620811.7
16446.7660.52019.5
18380.2676.620212.4
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Load-displacement characteristic value

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试件屈服位移/mm屈服荷载/kN峰值位移/mm峰值荷载/kN延性系数
JD-18.8529.0315.1643.421.71
JD-213.0855.7933.7461.282.58
JD-311.2753.8528.0962.062.49
JD-413.0354.8827.1362.092.08
), ArticleFig(id=1227654468146229469, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591333267829434, language=CN, label=表3, caption=

荷载-位移特征值

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试件屈服位移/mm屈服荷载/kN峰值位移/mm峰值荷载/kN延性系数
JD-18.8529.0315.1643.421.71
JD-213.0855.7933.7461.282.58
JD-311.2753.8528.0962.062.49
JD-413.0354.8827.1362.092.08
), ArticleFig(id=1227654468238504163, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591333267829434, language=EN, label=Tab. 4, caption=

Moment，stiffness and proportionality factors

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试件MyMpK0KyKpγαβ
JD-272.5979.5020017120644910.600.910.04
JD-369.9680.1422119134827020.610.870.05
JD-471.5481.1219531107407450.550.880.07
), ArticleFig(id=1227654468326584550, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591333267829434, language=CN, label=表4, caption=

弯矩、刚度及其比例系数

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试件MyMpK0KyKpγαβ
JD-272.5979.5020017120644910.600.910.04
JD-369.9680.1422119134827020.610.870.05
JD-471.5481.1219531107407450.550.880.07
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套筒式全螺栓装配式节点滞回性能及转动模型研究
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王振山 1 , 朱金鹏 1 , 田鹏刚 2 , 卢俊龙 1 , 田建勃 1
振动工程学报 | 2025,38(7): 1565-1576
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振动工程学报 | 2025, 38(7): 1565-1576
套筒式全螺栓装配式节点滞回性能及转动模型研究
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王振山1 , 朱金鹏1, 田鹏刚2, 卢俊龙1, 田建勃1
作者信息
  • 1.西安理工大学西北旱区生态水利国家重点实验室，陕西 西安 710048
  • 2.陕西建工控股集团未来城市创新科技有限公司，陕西 西安 712000

通讯作者:

王振山（1980—），男，博士，副教授。E-mail:
Hysteresis performance and rotation modelling of sleeve-type fully-bolted prefabricated joints
Zhenshan WANG1 , Jinpeng ZHU1, Penggang TIAN2, Junlong LU1, Jianbo TIAN1
Affiliations
  • 1.State Key Laboratory of Eco-hydraulics in Northwest Arid Region of China，Xi’an University of Technology，Xi’an 710048，China
  • 2.Shaanxi Construction Engineering Holding Group Science and Technology Innovation of Future City Co., LTD., Xi’an 712000，China
出版时间: 2025-07-10 doi: 10.16385/j.cnki.issn.1004-4523.202308040
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摘要
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为实现装配式RC框架快速施工与可靠连接，提出了一种套筒式全螺栓连接节点。预制构件端部采用钢套筒-混凝土组合形式进行加强，并预埋高强螺栓，通过钢盖板进行快速安装。针对不同连接盖板厚度，共设计4个节点试件，开展了水平滞回试验研究，得到破坏模式、荷载-位移滞回曲线、极限承载力、延性、耗能等抗震性能，并与现浇节点进行了对比分析。结果表明：该节点相较于现浇节点的极限荷载提高了43%，初始刚度提高了70%，延性增大近50%，等效黏滞阻尼系数提高2倍左右，表现出较好的抗震性能。应变分析发现：接缝处盖板出现“应力增大”情况，但对整体性能影响不明显。随着盖板厚度增加，套筒对端部混凝土产生的挤压作用变大，其连接刚度比为1.6较为合理。基于试验结果，建立了三折线弯矩-转角模型，计算结果与试验值吻合较好。

装配式节点  /  全螺栓连接  /  滞回试验  /  抗震性能  /  破坏机理

In order to achieve rapid construction and reliable connection of precast RC frames，a sleeve-type fully-bolted joint is proposed. The ends of the prefabricated components are reinforced with a steel sleeve-concrete combination. High-strength bolts are pre-built in the sleeve area，and the precast components are rapidly installed using a connection plate. A total of four test specimens were designed for different thicknesses of connecting cover plates. The horizontal hysteresis test study obtained the damage mode，load-displacement hysteresis curve，ultimate bearing capacity，ductility and energy dissipation capacity of this type of joint. The results show that the new joint has a 43% higher ultimate load，70% higher initial stiffness and nearly 50% higher ductility than the cast-in-place joint，and the equivalent viscous damping coefficient is increased by about two times，which shows better seismic performance. Strain analysis reveals that the cover plate at the joints shows a “stress increase”，but the effect on the overall performance is not apparent. As the thickness of the connection plate increases，the squeezing effect of the sleeve on the concrete increases. Therefore，a connection stiffness ratio of 1.6 is more reasonable. Finally，based on the test results，a trifold moment-turning angle model is established，and the calculated results agree with the test values.

prefabricated joints  /  full-bolt connection  /  hysteretic test  /  seismic performance  /  destruction mechanism
王振山, 朱金鹏, 田鹏刚, 卢俊龙, 田建勃. 套筒式全螺栓装配式节点滞回性能及转动模型研究. 振动工程学报, 2025 , 38 (7) : 1565 -1576 . DOI: 10.16385/j.cnki.issn.1004-4523.202308040
Zhenshan WANG, Jinpeng ZHU, Penggang TIAN, Junlong LU, Jianbo TIAN. Hysteresis performance and rotation modelling of sleeve-type fully-bolted prefabricated joints[J]. Journal of Vibration Engineering, 2025 , 38 (7) : 1565 -1576 . DOI: 10.16385/j.cnki.issn.1004-4523.202308040
正文
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装配式建筑作为中国未来城镇发展的重要方向已成为行业内的共识[1]，合理的连接形式是影响装配式建筑推广应用的关键因素。而混凝土框架结构凭借其构造简单、空间布置灵活等优势，在中、低层建筑当中广泛应用。作为装配式RC框架结构的关键部位，节点连接直接影响着整体结构的安全性、可靠性、可施工性和经济性。目前，装配式RC框架节点连接技术大体分为湿式和干式连接。灌浆套筒和后浇混凝土作为一种较为成熟的湿式连接技术，通过研究发现：其与现浇节点在承载力和变形能力大致相当，满足“等同现浇”要求[2-3]。为了进一步提升装配式节点性能，GUAN等[4]、GOU等[5]、LEE等[6]提出了加强型后浇整体式节点，与传统现浇节点相比，其耗能能力更为突出。湿式连接虽可以满足装配节点整体性要求，但在施工速度上优势不明显，且施工工艺较为繁琐。为了减少现场施工作业，提高预制构件的工业化程度，干式连接技术成为装配式建筑的研究热点[7-8]，其主要包括无粘结预应力筋、螺栓和焊接三种方式。潘鹏等[9]通过设置无粘结预应力筋来提升节点的抗震性能，研究发现：破坏主要集中在梁柱接缝处，而核心区开裂较少，该节点具有较好的变形恢复能力。为了进一步提高施工效率，一些学者将钢结构与钢筋混凝土结合，利用钢结构进行连接转换，并采用焊接或螺栓连接方式实现预制混凝土构件的装配。GIRGIN等[10]、程万鹏等[11]通过在构件端部预埋型钢，采用焊接方式，完成梁柱节点连接，研究发现该连接形式抗震性能较现浇节点有一定提高，但存在焊接质量不易保证的问题。耿方方等[12]、GHAYEB等[13]提出了螺栓连接的钢板组合节点，通过研究发现：这种节点具有较好的变形能力，整体性能也能得到保证。HANSAPINYO等[14]提出了带箱形端头的预制混凝土柱-柱连接节点，研究发现：采用钢箱转换后有助于提高结构柱耗能能力。综上所述，通过组合结构或钢结构转换，采用螺栓连接的装配式钢筋混凝土结构是可行的，且在一定程度上可提升节点受力性能。对于此类节点，由于钢材与混凝土性能差异巨大，如何解决两种材料的协同工作问题，保证变形连续和应力合理过渡是其核心[15-16]。
本文提出一种套筒式全螺栓连接节点（如图1所示），RC构件端部采用钢-混凝土组合形式。利用钢管约束作用，在构件端部形成加强区，为预埋螺栓提供受力平台；节点连接采用钢盖板形式，通过螺栓连接实现快速安装；针对应力过渡问题，采用箍筋加密形式。由于连接区的加强作用，混凝土梁塑性区发生外移，可提高整体结构受力性能。本文针对套筒式全螺栓连接节点开展了水平滞回试验，获得了该节点的破坏过程与失效模式，分析了连接区应力分布规律，以及节点荷载-位移滞回性能、骨架曲线、刚度退化、延性以及耗能能力等。在试验的基础上，分析了节点破坏机理，提出了三折线弯矩-转角模型。
1　试验介绍
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1.1　试件设计
本文针对该节点，采用1∶2缩尺模型设计4个试件，JD-1为钢筋混凝土现浇节点，JD-2至JD-4为套筒式全螺栓连接节点。梁、柱截面尺寸相同，分别为170 mm×320 mm、300 mm×450 mm，具体如表1所示。混凝土等级为C30，保护层厚度为12 mm。钢筋等级为HRB400级，按照1.5%配筋率设计，纵筋直径16 mm，箍筋为8@50/100，具体如图2（a）所示。钢套筒以及连接盖板采用Q235 B钢材，套筒钢板厚度为5 mm，连接盖板厚度如表1所示。前、后面套筒各预埋8个8.8级M18高强螺栓，上、下面套筒各预埋4个8.8级M20高强螺栓。试件浇筑前，用螺母将预埋螺栓拧紧在套筒壁上，避免螺栓在浇筑混凝土过程中产生松动，影响连接板的安装。柱端套筒设置110 mm耳板且焊有栓钉，以加强套筒区与柱的整体性。套筒内部布置12个栓钉，以提高整体性；其中，预制构件钢筋与套筒进行焊接，以保证连接区内力传递，具体形式如图2（b）所示，试件加工及装配流程如图3所示。
1.2　材料性能
混凝土、钢筋以及钢材按照GB/T 288.1—2010[17]和GB/T 50081—2019[18]进行材料性能试验，测得混凝土立方体抗压强度为36.2 MPa，标准差为0.12，变异系数为0.0033，满足规范要求；套筒钢板、连接盖板以及钢筋材性试验结果如表2所示。
1.3　测试方案与加载装置
试验共设置3个位移计和6个百分表，分别布置于试件顶、中和底部，百分表布置于节点区用于测定相应转角，具体如图4（a）所示。试验共布置56个应变片，用来测定节点区钢板、钢筋以及混凝土应变变化规律，如图4（b）所示。加载制度采用荷载-位移混合控制方法，试件屈服前采用荷载（P）控制，以8 kN为级差分级加载，每级循环1次；屈服后采用位移（Δ）控制，以0.5Δy（Δy为屈曲位移）为级差分级加载，每级反复循环3次，直至试件被破坏，具体如图5所示。试件柱端采用压梁和水平限位支撑进行固定，为了保证节点区转动，柱端与地面有刚性垫块，具体形式如图6（a）所示，试验现场情况如图6（b）所示。
2　试验现象
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2.1　破坏过程
钢筋混凝土现浇节点JD-1破坏过程（如图7所示）如下：加载初期，试件无明显变化；荷载达到17 kN时节点距根部220 mm处出现横向裂缝，随着荷载增至23 kN左右时，A、B两面多处出现斜向下裂缝。当荷载继续增大，试件底部出现多条斜向裂缝，并不断延伸扩展；加载后期，节点根部混凝土出现剥落情况，裂缝不断加宽，最宽处达3~4 mm，同时裂缝不断向下延伸，并贯穿整个底部；最终，在节点根部形成塑性破坏区。
套筒式全螺栓节点（JD-2至JD-4）破坏过程基本类似，以JD-4试件为例，加载初期，试件处于弹性状态，荷载上升较快，试件整体处于弹性状态；当加载至13.6 kN时，混凝土梁距盖板外边缘200 mm处出现横向裂缝，如图8（c）所示。随着荷载增加，裂缝发生扩展，范围在100~300 mm内，由横向开裂逐步产生斜向裂缝，而C、D两面混凝土裂缝在150~500 mm内分布较为均匀。相较于现浇节点，塑性区上移；加载中期，A、B两面混凝土裂缝不断斜向下延伸，呈现“V”形，C、D两面混凝土裂缝加宽并贯穿，试件进入弹塑性阶段；加载后期，A、B两面混凝土裂缝斜向下延伸至连接盖板处，且向着远离柱端方向生成发展；随着荷载继续增加，原有裂缝不断加深、加宽，钢筋混凝土梁端形成全截面屈服，形成塑性铰，试件进入破坏阶段。最终，连接板与梁端D面混凝土区域出现剥落现象，预制梁端发生破坏，试验结束。
2.2　失效模式
弹性阶段，首先，荷载主要由连接盖板承担，通过预埋螺栓传递给钢套筒，再由钢套筒区向梁端传递。随着荷载增加，钢筋混凝土梁进入塑性阶段，当梁端发生全截面屈服，形成“塑性铰”后，节点破坏。在整个破坏过程中，相较于现浇节点，钢结构区发生一定变形，在一定程度上增加了节点变形能力；同时，由于连接区的加强作用，使得塑性区向外发展；最终，在钢筋混凝土梁端形成塑性铰。根据套筒式全螺栓连接节点的破坏特点，结合应变数据，将其破坏过程分为三个阶段（如图9所示）：弹性阶段：节点所受的荷载较小，试件整体处于弹性阶段，钢结构区承担大部分的弯矩和剪力。随着荷载增加，连接盖板在接缝位置首先发生屈服，梁端混凝土产生裂缝，节点刚度降低，进入弹塑性阶段。弹塑性阶段：连接盖板屈服区域向两侧扩大，梁端钢筋屈服，混凝土裂缝发展，并逐渐贯通，节点承载力上升。破坏阶段：随着荷载的增加，梁端钢筋混凝土裂缝持续发展，连接盖板屈服区域逐渐向远端发展；混凝土梁端全截面屈服（先于钢结构连接盖板破坏），发展成塑性铰；最终，节点形成几何可变体系（机构），发生破坏。
3　试验结果
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3.1　荷载-位移滞回曲线
图10为各试件荷载-位移滞回曲线。加载初期，试件处于弹性阶段，滞回曲线基本呈直线变化。随着荷载增大，进入弹塑性阶段，滞回环逐渐打开。对比4个滞回曲线，装配式节点滞回环更加饱满，耗能能力更加突出。现浇节点塑性强化作用不明显，达到峰值荷载后，承载力发生小幅度降低。装配式节点具有明显的强化阶段，承载力显著提升；当达到峰值荷载后，未出现下降。对比3种装配式节点，JD-2滞回性能相对较好，JD-3和JD-4发生一定捏缩，分析原因：由于JD-3和JD-4采用了较厚的钢板，连接区刚度变大，刚度匹配变差，较大刚度对混凝土端部产生挤压作用，导致节点滞回性能降低，连接区与构件之间的刚度匹配对于节点性能影响较为显著。
3.2　骨架曲线
各试件骨架曲线对比如图11所示。加载初期，试件处于弹性阶段，骨架曲线基本一致，呈线性变化，现浇节点初始刚度最小，装配式节点刚度有明显提升，其中JD-2和JD-4初始刚度基本接近。进入弹塑性阶段后，装配式节点有明显的强化阶段，达到峰值荷载后，承载力未发生降低；其中，JD-3和JD-4有小幅度提升。本文采用最远点法确定各试件屈服荷载，节点在达到峰值承载力后，全截面发生屈服，形成塑性铰，承载力基本保持不变，荷载-位移特征值如表3所示。相较于现浇钢筋混凝土节点，装配式节点的屈服荷载提升了89%，峰值荷载提升了43%，延性系数提高了50%，效果显著。3种装配式节点承载力较为接近，但随着连接盖板厚度增加，变形能力呈下降趋势。可见，当满足一定刚度后，增加连接板厚度，反而起到不利作用。
3.3　耗能能力
各试件等效黏滞阻尼系数（he）如图12所示。现浇节点的等效黏滞阻尼系数最大为0.12，JD-2、JD-3和JD-4的最大等效黏滞阻尼系数分别为0.24、0.23和0.21，可达到现浇节点的2倍左右。其中，JD-2试件的等效黏滞阻尼系数最大，由于JD-3和JD-4节点采用了较厚的钢板，梁端与套筒区域刚度差异过大，转动过程中的挤压作用导致混凝土开裂，组合结构连接区与钢筋混凝土区协同工作能力降低，导致滞回曲线发生一定的捏缩现象，耗能能力有所下降。总体来看，该装配式节点的耗能能力远远高于现浇节点，滞回性能良好。
3.4　刚度退化
各试件刚度（K）退化情况如图13所示。装配式节点的初始刚度为现浇节点的1.7倍左右；其中，JD-4初始刚度相对较小，且在整个退化过程中，曲线波动较大。其原因主要为，较大的连接刚度与钢筋混凝土部分难以匹配，导致变形不协调，在转动过程中，由于连接区变形减小，对混凝土形成较为明显的挤压作用，导致边界区混凝土发生破坏，进而影响整个节点刚度与变形协调性。因此，对于该装配式节点，刚度匹配对该节点转动性能至关重要；JD-2、JD-3和JD-4试件的刚度比（连接区截面刚度与装配构件截面刚度的比值）分别为1.65、1.93和2.54。根据强连接设计要求，连接刚度为装配构件截面刚度的1.6倍较为合理，不宜超过2.0倍。
4　应变分析
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4.1　钢筋应变
梁端部纵筋应变（ε）如图14（a）所示。现浇节点梁纵筋屈服后，应变迅速增大，整体上呈对称分布。装配式节点JD-2（6 mm）的应变分布规律与现浇节点类似，仅应变值变大。试件JD-3（8 mm）的负向应变较小，而试件JD-4（12 mm）则出现了明显的挤压变形，呈负值变化，这与宏观现象相吻合；连接区刚度过大，会对端部产生明显的挤压作用，不利于应力传递。柱端部纵筋应变如图14（b）所示，弹性阶段受拉，进入弹塑性阶段后，发生受压的应力变化；JD-2与JD-4具有明显的屈服平台，现浇节点与JD-3基本呈线性变化。梁端部箍筋应变如图14（c）所示。除了JD-4外，其余节点应变值均较小，当进入弹性阶段后，随着转动变形增加，产生明显的挤压作用。
4.2　连接盖板应变
图15给出了节点域连接盖板应变分布情况；其中，X表示侧板上应变片到柱边缘的距离。首先，对连接板前、后板应变进行分析（图15（a）~（c）），JD-2（6 mm）板在拼缝处出现明显的“应力增大”现象，随着板厚由6 mm（图15（a）JD-2）增加到12 mm（图15（c）JD-4），应力增大效应得到缓解，各部分应变分布趋于均匀。连接板左、右侧板应变如图15（d）~（f）所示，左、右侧板的“应力增大”情况更为明显，增大盖板厚度效果并不理想。分析原因：拼缝处刚度仅由钢盖板提供，与构件端部刚度相比，约为1/2。当节点发生转动，由于拼缝处刚度较小，发生变形后，与端部发生挤压作用，导致应力激增。综上分析，盖板作为该节点关键连接部位，拼缝区存在“应力增大”情况，由于钢材良好的塑性变形能力，可保证节点的整体性能。
4.3　混凝土应变
试件处于弹性阶段时，取每级荷载作用下循环第一圈时的混凝土应变数值进行比较（如图16所示）。总体来看，装配式节点预制梁端混凝土应变水平随连接刚度增大呈降低趋势，JD-2加载前期应变值随荷载增大发生较大变化，而JD-4应变水平相对较低。分析原因为：应变片粘贴位置位于梁端混凝土距套筒边缘150 mm处，当连接区刚度与混凝土梁相匹配时，连接区与混凝土梁协同工作能力较好，JD-2试件梁端混凝土区域开裂变形较早。当连接区刚度较大时，钢套筒对接壤区域混凝土（距套筒50 mm）以内产生挤压作用。开裂变形主要集中在距套筒50 mm的混凝土区，故JD-4距套筒边缘150 mm处混凝土区域应变水平较低。通过分析来看，随着连接刚度增加，梁端混凝土受挤压作用增强，混凝土构件与套筒连接区协同工作变差。对于该装配式节点，如何控制套筒连接区的连接刚度实现变形平缓过渡十分关键。
5　弯矩-转角模型
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5.1　三折线模型
目前，确定节点弯矩-转角关系的方法主要有：有限元法、试验测定法和曲线拟合法等。其中，线性模型、多项式模型、B样条模型、幂函数模型和欧洲规范EC3模型[19]（图17（a））等较为常见。本文在EC3模型的基础上，提出了一种三折线模型，对该节点弯矩-转角关系进行分析。EC3模型弯矩（M）-转角（θr）关系如下：
M={K0θr, M≤23MpK0(1.5M/Mp)ηθr, 23Mp<M≤MpMp, Mp<M
式中，K0、Mp和η分别表示节点连接的初始刚度、塑性弯矩和节点形式相关系数。
套筒式全螺栓节点在荷载作用下，弯矩-转角关系包括弹性阶段、屈服强化阶段和塑性铰三个阶段。基于EC3模型，将屈服后的强化阶段修正为线性段（如图17（b）所示），具体表达式如下：
M={Kyθ,  0<θ≤θyMy+Kp(θ-θy),  θy<θ≤θpMp,  θp<θ≤θu
式中，My为节点的屈服弯矩；θ为三折线模型的转角；θy、θp和θu分别为节点的屈服转角、峰值转角和水平阶段对应转角；Ky和Kp分别为屈服刚度和强化刚度，给出二者及K0的关系：
Ky=γK0;Kp=βKy=γβK0;My=αMp；
其中，α、β和γ为比例系数，具体如表4所示。
将α、β和γ的数值代入式（2），得到：
θy=MyKy=αMpγK0=1.51MpK0,θp=4.96MpK0。
则式（2）可表达为：
M={0.59K0θ, 0<θ≤1.51MpK00.89Mp+0.032K0(θ-1.51MpK0),1.51MpK0<θ≤4.96MpK0Mp, 4.96MpK0<θ≤θu
5.2　初始刚度计算
计算3-4、4-5和5-6区域在构件弹性状态时的转角，区域分布如图18（a）所示，计算结果如图18（b）所示。通过数据拟合，得到不同区域转动角度特征：加载前期，3-4与4-5区域转角变化基本一致，由于测点3和5之间的装配接缝区域连接刚度较大，可忽略转动变形影响。选取梁根部套筒与柱连接处为转动截面1，预制梁端破坏区域主要集中距套筒最外侧200 mm钢筋混凝土部分，作为破坏截面，即转动截面2，具体如图18（c）所示。
截面1由上、下两侧的耳板截面与套筒延伸出来的钢筋混凝土梁截面组成，分别计算钢板和钢筋混凝土的截面惯性矩：
E1I1=EsIr+EsIg+EcIc
Ir=Ic=bh312
Ig=πd464+Ash2
同样得到截面2刚度：
E2I2=EsIg+EcIc
节点转动刚度：
S=i=EIl
式中，E为截面弹性模量；I为截面惯性矩；下标“1”表示转动截面1，下标“2”表示转动截面2；b和h分别为矩形截面的宽和高；d为钢筋直径；As为受拉钢筋面积；S为转动刚度，i为线刚度，当远端为滑动状态时，S=i；Es和Ec分别为钢材和混凝土的弹性模量，取Es=2.0×105 N∕mm2，Ec=3.0×104 N∕mm2；Ir、Ic和Ig分别为套筒耳板、混凝土和钢筋的截面惯性矩。l为转动杆件长度，其中杆件实际计算尺寸l1=1300 mm，钢结构连接区外侧长度l2=760 mm，经过计算得到：转动截面1的转动刚度S1=1.25×1010 N∙m∕rad；转动截面2的转动刚度S2=2.20×1010 N∙m∕rad。
截面2所在的5-6区域转角曲线斜率为6.92×10-4，截面1所在的3-4区域转角曲线斜率为3.68×10-4，可近似假定两者刚度为2倍关系；引入初始刚度贡献系数：η1=13,η2=23，得到初始刚度：
K0=η1S1+η2S2
经计算得，初始刚度K0=1.89×1010 N∙m∕rad。
5.3　极限承载力计算
假定该节点破坏位置为截面1或2，极限承载力为：
Mp=min{Mp1,Mp2}
截面1破坏时的节点极限承载力Mp1主要由钢板抗弯承载力Mp′和钢筋混凝土抗弯承载力Mp″构成。截面2破坏时的节点极限承载力Mp2与截面2在预制梁中的位置有关。根据《钢结构设计标准》[20]和《混凝土结构设计规范》[21]中矩形截面构件抗弯强度计算方法，计算钢结构和钢筋混凝土的截面承载力：
Mp1=Mp'+Mp″
Mp'=Wpnfsy
Mp″=fgyAs(h0-as')
Mp2=fyAs(h0-as')×1.30.76
式中，Wpn为梁的塑性净截面系数；fsy为钢材受拉屈服强度，取fsy=360.3 N∕mm2；fgy为钢筋受拉屈服强度，取fgy=446.7 N∕mm2；h0为钢筋混凝土截面有效高度；as′为受压混凝土保护层厚度。经计算得到：Mp1=119.04 kN∙m，Mp2=81.09 kN∙m。最终，该节点抗弯承载力为：
Mp=min{Mp1,Mp2}=81.09 kN⋅m
将弯矩-转角模型与试验曲线进行对比，如图19所示。屈服荷载与极限荷载的误差在5%以内，该简化模型在初始刚度和弯矩承载力方面吻合度较高。综合来看，依据叠合方法和平衡理论计算节点初始刚度和极限承载力是可行的，所提出的三折线弯矩-转角模型可较好地反映该型装配式节点的转动特征，为后续简化分析提供基础。
6　结论
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通过对套筒式全螺栓连接RC节点滞回性能及弯矩-转角关系的研究，主要得到以下结论：
（1）该节点采用全螺栓连接，施工效率较高；与传统现浇节点塑性区位于梁柱根部不同，该装配式节点破坏模式为连接区盖板发生局部屈服，钢筋混凝土梁端形成塑性铰，表现出较好的整体性与受力性能。
（2）该装配式节点力学性能相较于传统现浇节点屈服荷载提升了89%，峰值荷载增大了43%，延性系数提高了50%，初始刚度提高了70%，等效黏滞阻尼系数提高2倍左右。
（3）连接盖板在接缝处出现“应力增大”情况，由于钢材良好的塑性变形能力，对节点整体性能影响较小。随着连接区刚度增大，梁端塑性区发生下移，套筒对端部混凝土产生挤压作用，建议连接与预制构件刚度比为1.6倍左右，不宜超过2.0倍。
（4）根据叠合方法和平衡理论给出节点初始刚度和极限承载力计算方法，基于该节点屈服强化特征，建立了三折线弯矩-转角模型，为整体结构抗震性能简化分析提供基础。
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  • 国家自然科学基金资助项目(51778527)
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2025年第38卷第7期
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doi: 10.16385/j.cnki.issn.1004-4523.202308040
  • 接收时间：2023-08-20
  • 首发时间：2026-02-09
  • 出版时间：2025-07-10
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  • 收稿日期：2023-08-20
  • 修回日期：2023-11-16
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国家自然科学基金资助项目(51778527)
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    1.西安理工大学西北旱区生态水利国家重点实验室，陕西 西安 710048
    2.陕西建工控股集团未来城市创新科技有限公司，陕西 西安 712000

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王振山（1980—），男，博士，副教授。E-mail:
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2种不同金属材料的力学参数
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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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