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Article(id=1241791682149159650, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241791680479822062, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0206, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1713974400000, receivedDateStr=2024-04-25, revisedDate=1715788800000, revisedDateStr=2024-05-16, acceptedDate=null, acceptedDateStr=null, onlineDate=1773995808398, onlineDateStr=2026-03-20, pubDate=1745424000000, pubDateStr=2025-04-24, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773995808398, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773995808398, creator=13701087609, updateTime=1773995808398, 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=64, endPage=73, ext={EN=ArticleExt(id=1241791682954466021, articleId=1241791682149159650, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Study on mechanical behavior of panel zone of complex joints between concrete filled steel tubular column and steel truss beam, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To study the mechanical behavior of panel zone of complex joints between concrete filled steel tubular (CFST) column and steel truss beam, this paper generates a three-dimensional model based on experimental results using ABAQUS and validates the validity of the model. Subsequently, several sets of models of “strong member and weak joint” models are designed on the basis of the test specimen through structural measures. The influence of the steel truss beam inclination angle, the axial pressure ratio of CFST column and the width-to-thickness ratio of steel tube is studied. The results indicate that the failure mode of panel zone in CFST column-steel truss complex joint is the failure of panel zone within the range of bottom chord, accompanied by the failure of truss girder end. The influence of steel truss beam inclination angle on mechanical behavior and failure mode of panel zone is small. When the axial compression ratio is large, the shear capacity and ductility coefficient of the panel zone decrease obviously. Therefore, it is suggested that axial compression ratio of CFST column should not exceed 0.3. Width-to-thickness ratio of steel tube is a sensitive parameter, and the shear capacity, initial stiffness, and ductility coefficient of panel zone change significantly with the decrease of width-to-thickness ratio of steel tube.

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为研究钢管混凝土柱-钢桁架梁复杂节点核心区的力学性能，文中基于某相关节点的循环加载试验，采用ABAQUS有限元分析软件建立了精细化三维模型并对其有效性进行了验证，后续通过构造措施在试验试件基础上设计了多组“强构件、弱节点”式节点模型，对比分析了桁架梁倾斜角、结构柱轴压比、钢管柱宽厚比对节点域性能的影响。结果表明：钢管混凝土柱-钢桁架梁复杂节点发生核心区破坏时，破坏部位主要为下弦杆范围内的节点域及桁架梁端部。桁架梁倾斜角对节点域力学性能及破坏状态影响较小。结构柱轴压比较大时，节点域抗剪承载力及延性系数下降明显，建议结构柱轴压比不宜大于0.3。钢管柱宽厚比为敏感参数，随着钢管柱宽厚比的减小，节点域的抗剪承载力、初始刚度及延性系数均有显著变化。

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张强（1996—），男，博士研究生，主要从事桥梁工程研究。E-mail：
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韩强（1974—），男，教授，博士，主要从事桥梁工程研究。E-mail：

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韩强（1974—），男，教授，博士，主要从事桥梁工程研究。E-mail：

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韩强（1974—），男，教授，博士，主要从事桥梁工程研究。E-mail：

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volume=12, issue=6, pageStart=19, pageEnd=24, url=null, language=null, rfNumber=[1], rfOrder=0, authorNames=楼瑜杰, 童乐为, 谢恩, journalName=建筑钢结构进展, refType=null, unstructuredReference=楼瑜杰，童乐为，谢恩，等. 高铁虹桥站钢桁架-钢管混凝土柱节点性能试验研究[J]. 建筑钢结构进展, 2010, 12(6): 19-24., articleTitle=高铁虹桥站钢桁架-钢管混凝土柱节点性能试验研究, refAbstract=null), Reference(id=1241802914960835157, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241791682149159650, doi=null, pmid=null, pmcid=null, year=2010, volume=12, issue=6, pageStart=19, pageEnd=24, url=null, language=null, rfNumber=[1], rfOrder=1, authorNames=LOU Yujie, TONG Lewei, XIE En, journalName=Progress in Steel Building Structures, refType=null, unstructuredReference=LOU Yujie, TONG Lewei, XIE En, et al. 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Properties of steel materials

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钢材厚度h/mm屈服强度fy/MPa屈服应变εy（×10-3）弹性模量Es/（×105 MPa）
6462.672.252.06
8515.942.532.04
10485.452.252.16
16467.092.222.10
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钢材材性

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钢材厚度h/mm屈服强度fy/MPa屈服应变εy（×10-3）弹性模量Es/（×105 MPa）
6462.672.252.06
8515.942.532.04
10485.452.252.16
16467.092.222.10
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Comparison of initial stiffness and characteristic points between FEA and test results

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加载方向初始刚度K0/（kN/m）误差/%屈服荷载Py/kN误差/%峰值荷载Pm/kN误差/%
试验有限元试验有限元试验有限元
+249212868215.1491.50567.6815.5512.21595.2816.2
-238562718814.0-496.24-568.6914.6-591.23-749.3426.7
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有限元模拟与试验结果初始刚度、特征点对比

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加载方向初始刚度K0/（kN/m）误差/%屈服荷载Py/kN误差/%峰值荷载Pm/kN误差/%
试验有限元试验有限元试验有限元
+249212868215.1491.50567.6815.5512.21595.2816.2
-238562718814.0-496.24-568.6914.6-591.23-749.3426.7
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Model parameters

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组号编号变化参数aut1/mmD/mm
AA-1a-0.10.36300
A-20
A-30.1
BB-1u00.16300
B-20.2
B-30.3
B-40.4
CC-1t100.34300
C-26
C-38
C-410
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模型参数

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组号编号变化参数aut1/mmD/mm
AA-1a-0.10.36300
A-20
A-30.1
BB-1u00.16300
B-20.2
B-30.3
B-40.4
CC-1t100.34300
C-26
C-38
C-410
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Characteristic points, initial stiffness and ductility coefficient of panel zone

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编号加载方向|Vjy|/kN|Vjm|/kN|Vju|/kNμK0/（MN/rad）
单向平均值单向平均值单向平均值单向平均值单向平均值
A-1+859.65848.97969.86959.94914.39896.126.22356.6137647.74654.82
-838.28950.02877.847.0039661.90
A-2+848.83843.43959.33953.76901.92890.796.27226.6067642.83653.98
-838.02948.19879.656.9411665.13
A-3+841.84839.85950.80948.39889.48885.196.30266.5981637.10652.89
-837.86945.98880.896.8936668.67
B-1+849.61836.92964.85960.00958.23954.946.54616.8314625.70636.52
-824.23955.14951.647.1166647.33
B-2+860.09853.51978.67975.10940.10929.286.41766.7219645.56654.15
-846.93971.53918.457.0262662.74
B-3+848.83843.43959.33953.76901.92890.796.27226.6067642.83653.98
-838.02948.19879.656.9411665.13
B-4+814.86796.64924.47905.34860.78838.754.35944.9188632.56645.88
-778.42886.21816.715.4782659.19
C-1+659.26643.98774.54757.20713.34696.396.37856.7921519.84533.96
-628.69739.86679.437.2057548.07
C-2+848.83843.43959.33953.76901.92890.796.27226.6067642.83653.98
-838.02948.19879.656.9411665.13
C-3+977.36979.951133.601138.701094.401085.906.12786.3176766.19768.83
-982.541143.701077.406.5074771.47
C-4+1086.501093.301308.501310.701286.001283.806.08656.2624875.26877.56
-1100.101312.801281.506.4382879.85
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节点域性能点、初始刚度及延性系数

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编号加载方向|Vjy|/kN|Vjm|/kN|Vju|/kNμK0/（MN/rad）
单向平均值单向平均值单向平均值单向平均值单向平均值
A-1+859.65848.97969.86959.94914.39896.126.22356.6137647.74654.82
-838.28950.02877.847.0039661.90
A-2+848.83843.43959.33953.76901.92890.796.27226.6067642.83653.98
-838.02948.19879.656.9411665.13
A-3+841.84839.85950.80948.39889.48885.196.30266.5981637.10652.89
-837.86945.98880.896.8936668.67
B-1+849.61836.92964.85960.00958.23954.946.54616.8314625.70636.52
-824.23955.14951.647.1166647.33
B-2+860.09853.51978.67975.10940.10929.286.41766.7219645.56654.15
-846.93971.53918.457.0262662.74
B-3+848.83843.43959.33953.76901.92890.796.27226.6067642.83653.98
-838.02948.19879.656.9411665.13
B-4+814.86796.64924.47905.34860.78838.754.35944.9188632.56645.88
-778.42886.21816.715.4782659.19
C-1+659.26643.98774.54757.20713.34696.396.37856.7921519.84533.96
-628.69739.86679.437.2057548.07
C-2+848.83843.43959.33953.76901.92890.796.27226.6067642.83653.98
-838.02948.19879.656.9411665.13
C-3+977.36979.951133.601138.701094.401085.906.12786.3176766.19768.83
-982.541143.701077.406.5074771.47
C-4+1086.501093.301308.501310.701286.001283.806.08656.2624875.26877.56
-1100.101312.801281.506.4382879.85
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钢管混凝土柱-钢桁架梁复杂节点核心区力学性能研究
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韩强 1 , 王佳畅 1 , 张轩 2 , 张强 1
地震工程与工程振动 | 2025,45(2): 64-73
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地震工程与工程振动 | 2025, 45(2): 64-73
钢管混凝土柱-钢桁架梁复杂节点核心区力学性能研究
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韩强1 , 王佳畅1, 张轩2, 张强1
作者信息
  • 1.北京工业大学 桥梁工程安全与韧性全国重点实验室，北京 100124
  • 2.中建二局第一建筑工程有限公司，北京 100023

    • 韩强（1974—），男，教授，博士，主要从事桥梁工程研究。E-mail：

通讯作者:

张强（1996—），男，博士研究生，主要从事桥梁工程研究。E-mail：
Study on mechanical behavior of panel zone of complex joints between concrete filled steel tubular column and steel truss beam
Qiang HAN1 , Jiachang WANG1, Xuan ZHANG2, Qiang ZHANG1
Affiliations
  • 1.State Key Laboratory of Bridge Engineering Safety and Resilience, Beijing University of Technology, Beijing 100124, China
  • 2.The First Construction Engineering Company Ltd. of China Construction Second Engineering Bureau, Beijing 100023, China
出版时间: 2025-04-24 doi: 10.13197/j.eeed.2025.0206
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摘要
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为研究钢管混凝土柱-钢桁架梁复杂节点核心区的力学性能，文中基于某相关节点的循环加载试验，采用ABAQUS有限元分析软件建立了精细化三维模型并对其有效性进行了验证，后续通过构造措施在试验试件基础上设计了多组“强构件、弱节点”式节点模型，对比分析了桁架梁倾斜角、结构柱轴压比、钢管柱宽厚比对节点域性能的影响。结果表明：钢管混凝土柱-钢桁架梁复杂节点发生核心区破坏时，破坏部位主要为下弦杆范围内的节点域及桁架梁端部。桁架梁倾斜角对节点域力学性能及破坏状态影响较小。结构柱轴压比较大时，节点域抗剪承载力及延性系数下降明显，建议结构柱轴压比不宜大于0.3。钢管柱宽厚比为敏感参数，随着钢管柱宽厚比的减小，节点域的抗剪承载力、初始刚度及延性系数均有显著变化。

钢管混凝土柱-钢桁架梁复杂节点  /  有限元分析  /  抗剪承载力  /  初始刚度  /  结构柱轴压比  /  钢管柱宽厚比

To study the mechanical behavior of panel zone of complex joints between concrete filled steel tubular (CFST) column and steel truss beam, this paper generates a three-dimensional model based on experimental results using ABAQUS and validates the validity of the model. Subsequently, several sets of models of “strong member and weak joint” models are designed on the basis of the test specimen through structural measures. The influence of the steel truss beam inclination angle, the axial pressure ratio of CFST column and the width-to-thickness ratio of steel tube is studied. The results indicate that the failure mode of panel zone in CFST column-steel truss complex joint is the failure of panel zone within the range of bottom chord, accompanied by the failure of truss girder end. The influence of steel truss beam inclination angle on mechanical behavior and failure mode of panel zone is small. When the axial compression ratio is large, the shear capacity and ductility coefficient of the panel zone decrease obviously. Therefore, it is suggested that axial compression ratio of CFST column should not exceed 0.3. Width-to-thickness ratio of steel tube is a sensitive parameter, and the shear capacity, initial stiffness, and ductility coefficient of panel zone change significantly with the decrease of width-to-thickness ratio of steel tube.

complex joint between CFST column and steel truss beam  /  finite element analysis  /  shear capacity  /  initial stiffness  /  axial compression ratio of structural column  /  width-to-thickness ratio of steel tube
韩强, 王佳畅, 张轩, 张强. 钢管混凝土柱-钢桁架梁复杂节点核心区力学性能研究. 地震工程与工程振动, 2025 , 45 (2) : 64 -73 . DOI: 10.13197/j.eeed.2025.0206
Qiang HAN, Jiachang WANG, Xuan ZHANG, Qiang ZHANG. Study on mechanical behavior of panel zone of complex joints between concrete filled steel tubular column and steel truss beam[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (2) : 64 -73 . DOI: 10.13197/j.eeed.2025.0206
正文
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0　引言
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钢管混凝土柱将钢材与混凝土的优势有机结合，具有施工便捷、承载力高、抗震性能良好、经济效果显著等优点，是现代钢结构建筑主要的竖向承重构件之一，其与钢桁架梁组成的新型框架结构体系在大跨度厂房等工业建筑领域具有广阔的应用前景，近些年建成的上海虹桥站等均采用此新型框架结构[1]。
梁柱节点作为钢框架结构的传力枢纽，是整个结构的关键部位，其抗震性能对整个结构的稳定性影响显著。近些年，钢结构建筑的结构形式和使用功能日益多元化，国内外学者将研究重点转移到钢管混凝土柱-钢梁复杂节点上，例如：异形柱节点、变梁节点及装配式节点等。XIONG等[2]、ZHANG等[3-4]、陈志华等[5]、ZHOU等[6]为研究组合L形柱外肋环板式连接节点抗震性能，对相关角节点、边节点及中节点进行了循环加载试验及有限元分析，研究结果表明节点连接构造的破坏会直接影响此类节点的力学性能。薛建阳等[7-8]为研究多腔式异形柱内隔板式连接节点的核心区抗剪承载力，对不同截面形式的多腔式异形柱节点进行了循环加载试验，通过分析实验结果，薛建阳等提出此类节点的核心区抗剪承载力由腹板肢钢管抗剪承载力、腹板肢混凝土主斜压杆抗剪承载力及翼缘肢混凝土约束斜压杆抗剪承载力组成。MOU等[9-11]为得到不等高梁异形节点的破坏机理，对相关节点开展了循环加载试验及数值模拟，结果表明：剪切破坏及斜裂缝首先出现在高度较小的梁对应的核心区。刘学春等[12-13]提出了一种全螺栓法兰连接的装配式节点，研究表明此类节点的塑性破坏发生在法兰连接部位以外的钢梁端部，拼接板等连接构件均没有发生明显破坏，表明该装配式节点构造合理，在实际工程中具有可行性。目前，对于钢管混凝土柱-钢桁架梁复杂节点的研究尚不充分，李志强等[14-15]对某工程中的相关节点进行了试验研究，验证其满足“强节点、弱构件”这一抗震要求，但此类节点构造复杂多变，节点域失效模式及受力机理仍不明确，核心区承载力计算方法也相对缺失，这均阻碍了钢管混凝土柱-钢桁架梁框架结构体系的推广与发展。
为深入研究此类节点核心区的力学性能及工作机制，本文以某垃圾处理设施为工程依托，在相关试验研究基础上，设计了多组钢管混凝土柱-钢桁架梁复杂节点模型并采用ABAQUS有限元软件进行分析，以探讨主要设计参数对节点核心区性能的影响，同时也为节点核心区抗剪承载力公式的修正提供参考。
1　试验概况
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为研究某垃圾处理设施采用的钢管混凝土柱-钢桁架梁复杂节点的力学性能，设计了1/3缩尺比的节点试件并开展拟静力试验。试件斜桁架梁（左梁）倾斜角α满足tan α =0.1，梁端加载点至柱壁距离为1500 mm，为实现试件固结，在柱底现浇基础用于地锚锚固，基础尺寸为1 700 mm×1 200 mm×800 mm，试件具体尺寸如图1所示。试件材料与实际工程保持一致，钢管、桁架梁等钢材材质均为Q355B，相关材性如表1所示。混凝土强度等级为C40，材性试验测得的混凝土立方体抗压强度为45.82 MPa。
试验加载装置示意图如图2所示。加载过程中，千斤顶在柱顶施加轴压比为0.1的恒定压力，2个MTS作动器在两梁端部施加反对称的低周往复位移荷载。依据美国钢结构抗震规程ANSI/AISC 341-16[16]试验加载全程通过位移控制，以层间位移角0.5%、1%、2%、3%、4%、5%为每级位移幅值逐级进行加载，每级循环2次，具体加载方案如图3所示。
2　有限元模型建立与验证
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2.1　材料本构
钢材本构采用双折线模型，此应力-应变关系被广泛应用于钢材在往复荷载下的有限元模拟中并取得了良好效果。混凝土本构采用ABAQUS提供的混凝土塑性损伤模型（concrete damaged plasticity model），对于钢管混凝土柱中的核心混凝土，其受压本构采用韩林海[17]提出的核心混凝土单轴受压应力-应变曲线；基础等其他部分混凝土的受压本构和全部混凝土的受拉本构采用GB 50010—2010《混凝土结构设计规范》[18]中的混凝土单轴应力-应变曲线。
2.2　模型建立
本文采用ABAQUS有限元软件建立试验试件的精细化三维有限元模型并对其进行数值模拟。有限元模型按1∶1比例还原试验试件，模型钢筋采用T3D2梁单元，混凝土采用C3D8R实体单元，混凝土内的钢管采用C3D8R实体单元，其余钢管及桁架梁采用S4R壳单元。为兼顾计算效率与精度，采用非均匀网格划分方法，即结构柱、桁架梁及核心区网格划分密集，基础网格划分稀疏。试件钢梁为桁架梁，焊接处较多，桁架梁、内隔板和钢管间也通过焊接连接，试验过程中试件焊接处均没有破坏，所以为简化模型，利用merge功能将桁架梁、内隔板及钢管柱等钢结构合并为一个部件。内隔板及钢筋利用embed约束内置进混凝土中，即可模拟这些部件与混凝土间的相互作用。基于李威[19]的研究，将钢管内壁与核心混凝土及部分钢管外壁与外包混凝土间的相互作用设置为接触约束，法线方向采用硬接触，切线方向采用摩擦接触，摩擦系数设为0.5，壳单元钢管与实体单元钢管间采用壳-实体耦合约束为一个整体。模型网格划分及相互作用如图4所示。有限元模拟与试验的受力状况及边界条件应保持一致，柱顶与参考点耦合，竖直向下的集中力施加在柱顶参考点以模拟试验中的轴压力；基础底部完全固结（U1 =U2 =U3 =UR1 =UR2 =UR3 =0），以此限制模型整体位移；左右梁端各与一参考点耦合，采用在梁端参考点施加与试验相同位移的方式来模拟梁端低周往复加载，以便得到加载全程的荷载-位移曲线；为模拟侧向约束，需限制梁端参考点的面外位移（U3 =UR1 =UR2 =0）。模型的加载及边界条件如图5所示。
2.3　模型验证
试件直梁端试验曲线和有限元曲线的对比情况如图6所示，试件最终破坏状态对比如图7所示，其中有限元模拟结果用模型破坏时混凝土单元的受拉塑性损伤因子表示。表2给出了其初始刚度、屈服荷载及峰值荷载的有限元计算结果和试验结果的对比情况，其中初始刚度K0取θ =0.5%时的割线刚度，屈服荷载Py采用斜率因子法[20]确定。由图6、图7、表2可知：①相较于试验结果，有限元模拟得到的滞回曲线更加饱满，基本没有捏拢现象，这是因为有限元模型未能考虑试件初始缺陷、材料累积损伤、焊接残余应力以及加载过程中试件与装置间的滑移。②有限元模拟骨架曲线与试验骨架曲线变化趋势基本相似，有限元模拟的初始刚度、屈服荷载及峰值荷载与试验结果吻合较好，误差基本在15%左右，仅有负向加载阶段的峰值荷载误差较大，原因为实际试验中试件钢管柱从外包混凝土中拔出，导致试验提前停止，所以负向加载阶段的有限元骨架曲线数据点多于试验骨架曲线，若有限元模拟选用第5加载级荷载作为峰值荷载与试验结果对比，则误差约为15.3%。③模型受拉塑性损伤严重的混凝土单元分布位置与试件混凝土裂缝出现的位置有关联。
3　节点核心区参数分析
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3.1　模型设计
前文试验节点因结构柱混凝土破坏而丧失承载能力，满足“强节点、弱构件”的抗震设计要求，表明此类节点在实际工程具有一定应用价值。但前文节点的核心区基本没有发生破坏，且其结构柱构件较多对节点破坏形态影响较大，所以无法利用前文的节点试件及模型对此类节点核心区的力学性能及工作机制进行研究。本节基于前文节点模型，通过构造措施，设计了一系列“强构件、弱节点”模型，保证节点核心区优先于梁、柱出现塑性铰，梁柱构件在加载过程中保持弹性状态，以突出核心区性能的影响。
新型节点模型如图8所示。其具体构造措施如下：①删除多余钢筋混凝土并直接在钢管柱底部施加约束，其余边界条件保持不变。②通过削弱核心区钢管厚度及屈服强度来保证节点破坏首先发生在核心区，削弱后的钢管厚度为6 mm，屈服强度为350 MPa。③确保新模型的有效性及合理性，模型其余构件主要特征保持不变。
3.2　节点核心区剪切力-剪切角关系
参考TAO等[21]关于型钢混凝土柱-钢桁架梁节点核心区的研究，将整个桁架梁范围内的节点域视为一个整体来分析。节点核心区、剪切力Vj和剪切角γj示意图如图9所示。节点核心区剪切力Vj和剪切角γj表达式为
式中：Vj为节点核心区剪切力；Mb1、Mb2分别为左、右梁梁端弯矩；Qb1、Qb1分别为试件左、右梁加载端竖向荷载；hb为桁架梁上弦杆上翼缘板至下弦杆下翼缘板间距离，hb =h-tf，h为桁架梁高度，tf为翼缘板厚度；Lb为左右梁加载点水平距离；dc为钢管壁中间线水平距离，dc =d-t1，d为钢管长度，t1为钢管壁厚；γj为节点核心区剪切角；a、b分别为节点核心区的宽度和高度，a =dc，b =hb；a1+a2、b1+b2分别为节点核心区对角点相对位移。
3.3　模型参数
根据已有研究成果与本节点的实际构造特征，本文选取的分析参数包括：桁架梁倾斜角（a）、结构柱轴压比（u）和钢管柱宽厚比（D/t1），具体参数如表3所示。分析时采用单一化方法，即每组有限元模型只改变一个参数进行分析，其他参数保持不变。本节主要分析不同参数对节点核心区主要性能点、初始刚度及延性的影响规律，需特别注意的是骨架曲线具有二次上升段，但峰值点及极限点定义范围不包括二次上升段。延性系数μ的表达式为
式中：μ为延性系数；γu为极限剪切角；γy为屈服剪切角。
3.4　骨架曲线
图10为不同参数对节点域剪切力-剪切角骨架曲线的影响。由图可知：①不同参数下的节点域剪切力-剪切角骨架曲线变化规律基本一致，趋势均为先上升后下降最后保持平稳。②不同桁架梁倾斜角下的节点域骨架曲线基本重合，表明桁架梁倾斜角对节点域初始刚度及变形能力几乎没有影响，桁架梁倾斜角由-0.1增大至0.1，节点域初始刚度及延性变化总量均在1%左右。③弹性阶段，不同结构柱轴压比下的节点域骨架曲线基本重合，表明轴压比对节点域弹性节点的初始刚度影响较小，轴压比由0.1增大至0.4过程中，节点域初始刚度最大变化量约为3%；加载后期，不同结构柱轴压比下的节点域变形能力出现差异，轴压比不大于0.3时，节点域延性基本没变化，轴压比由0.3增大至0.4，节点域延性下降约35%，这是因为轴压比为0.4的节点域骨架曲线提前一个加载级达到极限点且具有明显的二次上升现象。④随着钢管柱宽厚比的增大，节点域骨架曲线上各加载级的剪切力和剪切角均存在明显差异，表明钢管柱宽厚比对节点域初始刚度和变形能力均具有较大影响。当钢管柱宽厚比从75下降到30时，节点域延性系数下降约12%，初始刚度增大约64%，两者在变化规律上呈负相关，这是因为钢管壁厚增大不仅可以提高自身刚度还可提高对钢管内混凝土的约束效应，但材料刚度与塑性之间是相互制约的，刚度增大势必会导致其延性变形能力减小。
3.5　节点域抗剪承载力
图11为不同参数对屈服点、峰值点和极限点节点域抗剪承载力的影响。由图可知：①不同参数下的节点域抗剪承载力均具有相似的基本规律，即与负向加载阶段相比，节点域在正向加载阶段具有较高的抗剪承载力，这是左右桁架梁构造不同导致的。②桁架梁倾斜角由-0.1改变到0.1的过程中，节点域各性能点的抗剪承载力在负向加载阶段基本无变化，在正向加载阶段逐渐减小，但减小程度有限，均在3%以内，对于其他参数，节点域抗剪承载力在正负向加载阶段具有相同的变化规律，这些现象表明桁架梁倾斜角对节点域抗剪承载能力几乎没有影响，但对节点域正负加载阶段的受力状况影响较大。③随着结构柱轴压比的增大，节点域各性能点的抗剪承载力基本均具有先增大后减小的变化趋势，轴压比不大于0.3时，节点域抗剪承载力变化幅度较小，轴压比由0.3增大至0.4，节点域抗剪承载力有较大程度的下降，所以轴压比建议控制在0.1~0.3范围内，轴压比为0.2时最佳。④随着钢管柱壁厚的增大，节点域各性能点的抗剪承载力基本呈线性增大，当钢管柱宽厚比从75下降到30时，节点域的抗剪承载力增大约76%，表明钢管柱宽厚比对节点域抗剪承载能力影响显著。基于骨架曲线得到的各组模型的节点域性能点、延性系数及初始刚度如表4所示。
3.6　应力分布
图12为桁架梁倾斜角对此类节点在极限点应力分布的影响。由图可知，不同桁架梁倾斜角下的节点失效模式基本相同，均整体表现为下弦杆范围内的节点域破坏并伴随着桁架梁梁端破坏。整个加载过程中，下弦杆范围内节点域首先出现屈服，之后随着加载级数的增加，节点域屈服区域增加并逐渐丧失承载能力，高应力区域逐渐向桁架梁梁端延伸，最终桁架梁梁端发生屈服并破坏。
图13为结构柱轴压比对此类节点在极限点应力分布的影响。由图可知：随着结构柱轴压比的增大，左侧桁架梁端部屈服区域不断增大，右侧桁架梁端部及节点域屈服区域不断减小。结构柱轴压比在0.1至0.2范围内，桁架梁只有下弦杆端部达到屈服强度，节点域屈服区域也较为均匀；而结构柱轴压比大于0.3后，左侧桁架梁上弦杆端部开始发生屈服，节点域屈服区域开始向左侧集中。整体来看，结构柱轴压比对此类节点破坏模式影响较大。在研究的参数范围内，随着轴压比的增大，此类节点有由节点破坏向梁破坏转变的趋势。造成这种现象的原因可能是结构柱轴压比从0.1增大至0.4的过程中，钢管对核心混凝土的套箍效应得到增强，使钢管混凝土柱面内抗弯强度提高，最终使节点核心区范围内的钢梁成为了薄弱构件，优先发生破坏。
图14为钢管柱宽厚比对此类节点在极限点应力分布的影响。由图可知，随着钢管柱宽厚比的减小，节点域屈服区域基本没有变化，桁架梁的屈服区域逐渐减少，结构柱高应力区域逐渐增多。说明钢管柱宽厚比对此类节点破坏状态影响显著，加载后期，随着宽厚比的减小，下弦杆范围内的节点域屈服破坏后的主要受力构件由桁架梁逐渐向结构柱转变。
4　结论
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为研究钢管混凝土柱-钢桁架梁复杂节点核心区的力学性能，本文设计了一系列“强构件、弱节点”式节点模型并进行了有限元模拟分析，得出如下结论：
1）钢管混凝土柱-钢桁架梁复杂节点发生核心区破坏时，具有如下基本特征：①节点域剪切力-剪切角骨架曲线均均经历了上升、下降和平稳3个阶段。②与负向加载阶段相比，节点域在正向加载阶段的抗剪承载力较高，但初始刚度及延性系数较低。③节点破坏部位主要为下弦杆范围内节点域及桁架梁端部。
2）桁架梁倾斜角对节点域的抗力学性能及破坏状态影响均较小，随着桁架梁倾斜角的改变，节点域的承载能力、初始刚度及延性系数的变化规律在正负向加载阶段是相反的，与其他参数分析的规律不同。
3）结构柱轴压比对节点域的力学性能及破坏模式影响较大，轴压比由0.3增大至0.4，节点域抗剪承载力及延性系数下降明显；随着结构柱轴压比的增大，节点由核心区破坏向梁端破坏转变。
4）钢管柱宽厚比对节点域的力学性能及破坏模式有显著影响，随着钢管柱宽厚比的减小，节点域的承载能力、初始刚度基本均呈线性增大；加载后期，随着钢管柱宽厚比的减小，下弦杆范围内的节点域屈服破坏后的主要受力构件由桁架梁逐渐向结构柱转变。
基金
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  • 中建二局科技资助项目(2021ZX010001)
文献
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2025年第45卷第2期
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doi: 10.13197/j.eeed.2025.0206
  • 接收时间：2024-04-25
  • 首发时间：2026-03-20
  • 出版时间：2025-04-24
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  • 收稿日期：2024-04-25
  • 修回日期：2024-05-16
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中建二局科技资助项目(2021ZX010001)
作者信息
    1.北京工业大学 桥梁工程安全与韧性全国重点实验室，北京 100124
    2.中建二局第一建筑工程有限公司，北京 100023

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张强（1996—），男，博士研究生，主要从事桥梁工程研究。E-mail：
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https://castjournals.cast.org.cn/joweb/dzgcygczd/CN/10.13197/j.eeed.2025.0206
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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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