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Article(id=1149776963813990700, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149776900194791454, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2404151, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1717430400000, receivedDateStr=2024-06-04, revisedDate=1727193600000, revisedDateStr=2024-09-25, acceptedDate=null, acceptedDateStr=null, onlineDate=1752057789996, onlineDateStr=2025-07-09, pubDate=1744905600000, pubDateStr=2025-04-18, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752057789996, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752057789996, creator=13701087609, updateTime=1752057789996, updator=13701087609, issue=Issue{id=1149776900194791454, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='11', pageStart='4397', pageEnd='4826', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752057774827, creator=13701087609, updateTime=1768456666677, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218558837930512931, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149776900194791454, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218558837930512932, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149776900194791454, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=4698, endPage=4705, ext={EN=ArticleExt(id=1149776964015317294, articleId=1149776963813990700, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Bending Bearing Capacity of Wood-concrete Composite Beam, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

To investigate the flexural bearing capacity of timber-concrete composite beams, Yunnan pine was selected as the base material, and high-strength self-tapping screws were used as shear connectors. Self-tapping screws were drilled into the timber to connect with cast-in-place concrete slabs, with partial slotting of the connection surface on the timber beam as a variable, to study the flexural performance of timber-concrete composite beams. Two groups of four specimens were designed in total, and a stepwise loading method was adopted to conduct four-point bending tests to analyze the mechanical properties of the composite beams. The results indicated that the overall performance of the composite beams was good, with the partially slotted design exhibiting better flexural stiffness and overall performance compared to the unslotted beams. Under the same load conditions, the deflection of the partially slotted beams was reduced by 57% compared to the unslotted beams, and the interface slip was reduced by 50%. Theoretical analysis results were in good agreement with the experimental findings, showing that the effective flexural stiffness and composite effect coefficient of the partially slotted beams were higher than those of the unslotted beams. The partially slotted design of the composite beams demonstrated superior overall performance, as well as improved stiffness and strength.

, correspAuthors=Wei-wei SUN, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, authorCompany=null, fund=null, authors=null, authorsList=Ying-chao ZHU, Wei-wei SUN, Bo WU, Shun-chao CHEN, Ming-li QIANG), CN=ArticleExt(id=1149776976325599685, articleId=1149776963813990700, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=木-混凝土组合梁抗弯承载力, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

为探究木-混凝土组合梁的抗弯承载力,选取云南乔木松为基材,高强度自攻螺钉作为剪力连接件。采用自攻螺钉钻入木材与现浇混凝土板连接,剪力连接件在木梁上的部分连接基面是否开槽作为变量,研究木-混凝土组合梁抗弯性能。共设计了2组4个试件,采用逐级加载的方法,进行四点弯曲试验,分析组合梁的力学性能。结果表明:组合梁的整体性能较好,部分开槽设计的组合梁在抗弯刚度和整体性能均优于未开槽梁。同等荷载条件下,开槽试验梁的挠度较未开槽试验梁降低了57%,界面滑移较未开槽试验梁减少了50%。理论分析结果与试验结果吻合良好,开槽组合梁的有效抗弯刚度和组合效应系数均高于未开槽组合梁。开槽设计的组合梁拥有更好的整体性能以及刚度和强度。

, correspAuthors=孙微微, authorNote=null, correspAuthorsNote=
* 孙微微(1974—),女,汉族,辽宁大连人,博士,副教授。研究方向:建筑结构。E-mail:。
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朱英超(1998—),男,汉族,新疆昌吉人,硕士研究生。研究方向:建筑结构。E-mail:。

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朱英超(1998—),男,汉族,新疆昌吉人,硕士研究生。研究方向:建筑结构。E-mail:。

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朱英超(1998—),男,汉族,新疆昌吉人,硕士研究生。研究方向:建筑结构。E-mail:。

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Journal of Building Structures, 2021, 42(10): 104-113., articleTitle=Experimental study on the bending performance of wood-concrete composite beams with mortise-and-tenon nail connections, refAbstract=null)], funds=[Fund(id=1218843911217397925, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, awardId=2023-GC02, language=CN, fundingSource=2023年度林业生物质资源高效利用技术国家地方联合工程研究中心开放基金(2023-GC02), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1218843903608930799, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, xref=1, ext=[AuthorCompanyExt(id=1218843903617319409, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, companyId=1218843903608930799, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 Civil Engineering Institute, Southwest Forestry University, Kunming 650224, China), AuthorCompanyExt(id=1218843903625708018, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, companyId=1218843903608930799, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 西南林业大学土木工程学院, 昆明 650224)]), AuthorCompany(id=1218843903734759929, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, xref=2, ext=[AuthorCompanyExt(id=1218843903738954234, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, companyId=1218843903734759929, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 College of Materials Science and Engineering, Southwest Forestry University, Kunming 650224, China), AuthorCompanyExt(id=1218843903747342843, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, companyId=1218843903734759929, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 西南林业大学材料科学与工程学院, 昆明 650224)])], figs=[ArticleFig(id=1218843907165700903, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=EN, label=Fig.1, caption=Cross-section of composite beam, figureFileSmall=jjK0qqtYZQE3T4jSH0Zbig==, figureFileBig=xig4ML5XUSRg3+aDCBGC9w==, tableContent=null), ArticleFig(id=1218843907404776242, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=CN, label=图1, caption=组合梁横截面图, figureFileSmall=jjK0qqtYZQE3T4jSH0Zbig==, figureFileBig=xig4ML5XUSRg3+aDCBGC9w==, tableContent=null), ArticleFig(id=1218843907568354112, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=EN, label=Fig.2, caption=Longitudinal cross-section of the unslotted beam, figureFileSmall=FlX7HZaICW/MjuNhyJsZ0w==, figureFileBig=PXvzEBolKtKLKZ3dqb0FJQ==, tableContent=null), ArticleFig(id=1218843907681600330, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=CN, label=图2, caption=未开槽梁部分纵截面图

单位:mm

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单位:mm

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Specimen size

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梁号 混凝土 木材
长/mm 宽/mm 高/mm 长/mm 宽/mm 高/mm
1# 1 943 156 32 2 024 45 98
2# 1 945 157 32 2 018 46 96
3# 1 943 153 32 2 049 45 100
4# 1 942 152 32 1 993 45 96
), ArticleFig(id=1218843910298845248, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=CN, label=表1, caption=

试件尺寸

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梁号 混凝土 木材
长/mm 宽/mm 高/mm 长/mm 宽/mm 高/mm
1# 1 943 156 32 2 024 45 98
2# 1 945 157 32 2 018 46 96
3# 1 943 153 32 2 049 45 100
4# 1 942 152 32 1 993 45 96
), ArticleFig(id=1218843910441451599, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=EN, label=Table 2, caption=

Ultimate load table

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梁号 极限荷载/kN 破坏形式
1# 18.19 竖向
2# 16.70 纵向
3# 22.43 纵向
4# 9.45(舍去) 纵向
), ArticleFig(id=1218843910558892125, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=CN, label=表2, caption=

极限荷载表

, figureFileSmall=null, figureFileBig=null, tableContent=
梁号 极限荷载/kN 破坏形式
1# 18.19 竖向
2# 16.70 纵向
3# 22.43 纵向
4# 9.45(舍去) 纵向
), ArticleFig(id=1218843910735052909, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149776963813990700, language=EN, label=Table 3, caption=

Flexural stiffness of wood-concrete combination beams

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梁号 (EI)n (EI)full (EI)eff
1# 2.98×1010 10.38×1010 3.89×1010
2# 2.93×1010 8.74×1010 3.75×1010
3# 3.05×1010 10.80×1010 4.12×1010
4# 2.80×1010 9.87×1010 3.24×1010
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木-混凝土组合梁抗弯刚度

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梁号 (EI)n (EI)full (EI)eff
1# 2.98×1010 10.38×1010 3.89×1010
2# 2.93×1010 8.74×1010 3.75×1010
3# 3.05×1010 10.80×1010 4.12×1010
4# 2.80×1010 9.87×1010 3.24×1010
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木-混凝土组合梁抗弯承载力
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朱英超 1 , 孙微微 1, * , 吴博 1 , 陈顺超 1 , 强明礼 2
科学技术与工程 | 论文·建筑科学 2025,25(11): 4698-4705
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科学技术与工程 | 论文·建筑科学 2025, 25(11): 4698-4705
木-混凝土组合梁抗弯承载力
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朱英超1 , 孙微微1, * , 吴博1, 陈顺超1, 强明礼2
作者信息
  • 1 西南林业大学土木工程学院, 昆明 650224
  • 2 西南林业大学材料科学与工程学院, 昆明 650224

    • 朱英超(1998—),男,汉族,新疆昌吉人,硕士研究生。研究方向:建筑结构。E-mail:。

通讯作者:

* 孙微微(1974—),女,汉族,辽宁大连人,博士,副教授。研究方向:建筑结构。E-mail:。
Bending Bearing Capacity of Wood-concrete Composite Beam
Ying-chao ZHU1 , Wei-wei SUN1, * , Bo WU1, Shun-chao CHEN1, Ming-li QIANG2
Affiliations
  • 1 Civil Engineering Institute, Southwest Forestry University, Kunming 650224, China
  • 2 College of Materials Science and Engineering, Southwest Forestry University, Kunming 650224, China
出版时间: 2025-04-18 doi: 10.12404/j.issn.1671-1815.2404151
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摘要
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为探究木-混凝土组合梁的抗弯承载力,选取云南乔木松为基材,高强度自攻螺钉作为剪力连接件。采用自攻螺钉钻入木材与现浇混凝土板连接,剪力连接件在木梁上的部分连接基面是否开槽作为变量,研究木-混凝土组合梁抗弯性能。共设计了2组4个试件,采用逐级加载的方法,进行四点弯曲试验,分析组合梁的力学性能。结果表明:组合梁的整体性能较好,部分开槽设计的组合梁在抗弯刚度和整体性能均优于未开槽梁。同等荷载条件下,开槽试验梁的挠度较未开槽试验梁降低了57%,界面滑移较未开槽试验梁减少了50%。理论分析结果与试验结果吻合良好,开槽组合梁的有效抗弯刚度和组合效应系数均高于未开槽组合梁。开槽设计的组合梁拥有更好的整体性能以及刚度和强度。

木-混组合梁  /  抗弯承载力  /  抗弯刚度  /  组合系数

To investigate the flexural bearing capacity of timber-concrete composite beams, Yunnan pine was selected as the base material, and high-strength self-tapping screws were used as shear connectors. Self-tapping screws were drilled into the timber to connect with cast-in-place concrete slabs, with partial slotting of the connection surface on the timber beam as a variable, to study the flexural performance of timber-concrete composite beams. Two groups of four specimens were designed in total, and a stepwise loading method was adopted to conduct four-point bending tests to analyze the mechanical properties of the composite beams. The results indicated that the overall performance of the composite beams was good, with the partially slotted design exhibiting better flexural stiffness and overall performance compared to the unslotted beams. Under the same load conditions, the deflection of the partially slotted beams was reduced by 57% compared to the unslotted beams, and the interface slip was reduced by 50%. Theoretical analysis results were in good agreement with the experimental findings, showing that the effective flexural stiffness and composite effect coefficient of the partially slotted beams were higher than those of the unslotted beams. The partially slotted design of the composite beams demonstrated superior overall performance, as well as improved stiffness and strength.

wood-concrete composite beams  /  bend resistance bearing capacity  /  bending stiffness  /  combination coefficient
朱英超, 孙微微, 吴博, 陈顺超, 强明礼. 木-混凝土组合梁抗弯承载力. 科学技术与工程, 2025 , 25 (11) : 4698 -4705 . DOI: 10.12404/j.issn.1671-1815.2404151
Ying-chao ZHU, Wei-wei SUN, Bo WU, Shun-chao CHEN, Ming-li QIANG. Bending Bearing Capacity of Wood-concrete Composite Beam[J]. Science Technology and Engineering, 2025 , 25 (11) : 4698 -4705 . DOI: 10.12404/j.issn.1671-1815.2404151
正文
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木-混凝土组合结构是利用木材代替混凝土梁肋和混凝土翼缘通过剪力连接件组合起来的一种新型结构。木-混凝土组合结构整体性能主要受木梁、混凝土和剪力连接件之间相互作用的影响。其中,上部混凝土板主要抵抗压应力,下部木梁肋主要抵抗拉应力,剪力连接件连接两个构件并抵抗内部剪切应力,三者共同协作使组合梁具有更高的强度和刚度[1-2]。在20世纪50年代,欧美国家开始在楼板以及桥梁中应用木混结构,并取得了较好的社会经济效益。20世纪80年代以后,国内外学者们开始对木-混组合结构(timber concrete composite, TCC)的整体性能进行了系统研究[3-4],并且针对混凝土材料[5]、组合梁节点[6]和剪力连接件[7-8]进行了分析,均取得了显著的成果。
关于组合结构剪力连接件的研究,Suárez-Riestra等[9]使用穿孔钢板作为连接件,对开槽木-混凝土组合梁进行了试验研究,得出了组合梁的失效模式,并验证了新型连接件对滑移的有效性。通过木材的机械性能与界面滑移关系提出了一种可以预测极限承载力的模型。戚家南等[10]基于推出试验和数值模型,得到栓钉的受力机理,分析了栓钉在不同强度混凝土中的有效长度和其周围混凝土的主应力迹线,揭示混凝土力流传递路径。蔡莉莉等[11]开展了装配式剪力群钉推出破坏试验,分析了装配式剪力群钉的破坏及裂缝发展等典型特征。结果表明:试件均为延性破坏,栓钉在弯剪共同作用下断裂,预制混凝土在预留孔下方角隅处45°向下开裂。李成君等[12]提出了水平布置的装配式剪力钉,并进行了推出试验。结果发现:与常规剪力钉相比,装配式剪力钉拥有更优异的抗剪刚度。并且引入剪力钉抗剪刚度退化率概念,用以分析组合构件在荷载作用下不同阶段的抗剪刚度变化特性。
此外,包含组合结构理论层面的研究,贺国京等[13]通过不同槽口螺钉连接件承载力计算方法与推出试验值进行对比,得出结论:考虑钉杆弯曲破坏的新西兰标准槽口螺钉连接件抗剪承载力计算公式与试验值吻合更好,能够较好地得到槽口钉杆弯曲破坏时的抗剪承载力。Tao等[14]评估了不同维度下组合梁有限元模型的计算有效性。结果表明:一维框架模型与二维分层壳单元模型计算效率高于三维实体模型。在宏观弯曲性能方面有限元模型与试验结果高度一致。但有限元模型中连接定义的缺陷会导致界面应变与滑移分布略大于试验值。江雨辰等[15]对从混凝土种类与螺钉直径为重点研究对象,对木-混凝土组合梁抗剪性能进行了推出试验研究。在螺钉实际受力状态分析基础上建立了组合梁螺钉连接件抗剪承载力理论计算模型。王汉成等[16]基于胶合木-混凝土斜交螺钉连接件推出试验值与弹性地基梁理论,提出了可以反应螺钉直径、嵌入角度、抗剪刚度以及木材顺纹刚度系数和木材横纹刚度系数的斜交螺钉连接件抗剪刚度计算公式,且计算结果和试验值吻合效果较好。
尽管现有研究已经对剪力连接件进行了广泛的研究探讨,但主要集中在推出试验和数值模拟分析其受力性能和破坏模式。现有关梁式分析研究主要集中在对组合梁不同剪力度及剪力连接件情况下的比较分析。对于开槽设计木-混凝土组合梁,研究均为在剪力连接件安装基面进行全基面开槽,虽然这种设计能显著提高组合梁的力学性能,但同时增加了全基面开槽的工作量及材料的消耗[17-18]。因此,提出一种部分开槽设计的木-混凝土组合梁,通过梁式试验研究此设计对组合梁力学性能的影响。以木-混凝土T形组合梁为研究对象,采用自攻螺钉作为剪力连接件。探讨在相同剪力度条件下,部分开槽设计与未开槽设计木-混凝土组合梁的力学性能差异,为木-混凝土组合梁的设计提供参考。
1 试验概况
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1.1 试件设计
设计4根木-混凝土组合梁试件,编号为1#~4#。组合梁截面高度为135 mm;混凝土翼缘正截面尺寸为145 mm×35 mm,乔木松梁肋正截面尺寸45 mm×100 mm,T形组合梁总长2 000 mm,计算跨度为1 800 mm。混凝土强度等级采用C40,剪力连接件取用直径为6 mm、长度为80 mm高强度镀锌自攻螺钉。剪力连接件在木梁中轴线以100 mm间隔单排布置。对1#和3#号试验梁进行开槽-未开槽-开槽间隔设计,槽口尺寸为50 mm×45 mm×10 mm。为减少偶然误差,同一规格组合梁制作两根形成对照。组合梁构件尺寸及剪力连接件布置如图1~图3所示,试验梁的具体尺寸如表1所示。
1.2 试件材料
本次试验木梁肋选用滇西北高产量的云南松为基材,其具有纹理直,质轻柔,易加工,干缩小,相对强度和弹性模量指标较高等优良特点[19]。根据《木材抗弯弹性模量测定方法》[20]和《木材抗弯强度试验方法》[21]制作等尺寸的木材试件并测定其弹性模量、抗压强度和抗弯强度。由于木材含水量对木材力学性能具有一定影响[22],采用木材固有含水率 ω测定木材的弹性模量和抗弯强度,忽略木材含水率对力学性能的影响,计算公式为
E ω = 23 Δ P l 3 108 b h 3 f
σ ω = 3 P m a x l 2 b h 2
式中:Eω为木材固有含水率时的弹性模量,MPa;ΔP为为上、下限荷载之差,N;l为组合梁计算跨度,mm;b为试样的宽度,mm;h为试样高度,mm;f为上、下限荷载间的试样变形值,mm;σω为木材固有含水率时的抗弯强度,MPa;Pmax为试样的破坏荷载,N。
混凝土强度采用C40设计,根据《普通混凝土配合比设计规程》[23]和《普通混凝土力学性能试验方法标准》[24]制作C40混凝土,并测定混凝土的相关力学性能参数。根据材性试验结果得到,木材弹性模量为4 444 MPa,抗弯强度为97.9 MPa;混凝土弹性模量为33 100 MPa,立方体抗压强度为41.5 MPa,棱柱体抗压强度为30.4 MPa。
1.3 测点布置及加载方案
组合梁沿支座两端布置,组合梁计算跨径为1 800 mm。采用两点逐级加载试验方法,加载点之间间距为600 mm。右支点处,1#竖直位移传感器测量右支承处位移,2#水平位移传感器测量梁肋滑移,3#位移传感器距右支承300 mm,测量组合梁剪弯段内滑移,4#位移传感器距右支承600 mm,测量纯弯段内滑移,跨中5#竖直传感器测量组合梁的跨中挠度,6#水平位移传感器测量组合梁跨中梁肋滑移。左支承处7#竖直传感器测量左支承处位移,加载布置如图4所示。
确保无线静态应变采集器处于工作状态,并且与DHDAS动态信号采集分析系统软件保持连接。采用限额为2 000 kN液压加载器,采用逐级加载方式,每级荷载为1 kN,直至组合梁发生明显破坏现象停止加载。
2 试验结果及破坏现象
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1#开槽试验梁在加载的过程中,加载至17级力值18.19 kN时,在距跨中280 mm处率先出现竖向裂缝并伴随有顺纹径向裂缝;继续施加荷载试验梁荷载突降,此时混凝土板未出现明显裂缝。试验梁破坏模式为木梁肋受拉破坏,破坏形态如图5(a)所示。2#未开槽试验梁在加载至17级力值16.70 kN时,距跨中570 mm木结节处出现斜纵向裂缝,荷载保持状态下裂缝随木材顺纹方向向跨中迅速发展,木材断裂,此时混凝土板未出现明显裂缝;试加载到18级力值,组合梁荷载突降为12.36 kN,此时试验梁已经不在受力。试验梁由于木材受拉断裂失去承载能力而破坏,破坏形态如图5(b)所示。3#开槽试验梁在加载至22级力值达到峰值荷载22.43 kN,距跨中450 mm较大木结节周围出现多条细微裂缝。荷载保持状态下,木结节左侧顺纹径向裂缝发展迅速,而竖向裂缝和斜向裂缝并未进一步发展。此时混凝土板并未出现明显裂缝,试验梁由于木材受拉断裂而破坏,破坏形态如图5(c)所示。4#未开槽试验梁在加载至11级力值9.45 kN时,距跨中340 mm处出现斜纵向裂缝,荷载保持状态下裂缝发展迅速,木材断裂且试验梁无法继续承受荷载,混凝土板未出现裂缝,破坏形态见图5(d)。具体组合梁极限荷载及裂缝破坏形式如表2所示。
3 试验结果分析
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3.1 挠度对比分析
组合试验梁的荷载-挠度曲线如图6所示。从图6可以得到,部分开槽设计组合梁的抗弯强度和刚度均优于未开槽设计组合梁。在相同剪力度条件下,部分开槽设计可以明显提高组合梁的抗弯强度。在同等荷载条件下,部分开槽组合梁跨中挠度较未开槽组合梁降低了57%。开槽梁表现出更好的刚度和整体性能。
未开槽设计2根试验梁的试验曲线吻合度较高,曲线曲率大致相同,二者抗弯刚度相近。对于部分开槽试验梁,荷载-挠度曲线有较大差别,3#试验梁荷载挠度曲线斜率略大于1#试验梁,且曲线位于1#试验梁上方。原因为在同时有木节结的情况下,木结节处木材纹路方向较为复杂且力学性能较差。对比图5(a)与图5(c),由于1#试验梁木结节更接近受拉区,导致其整体受力性能较差。
未开槽组合梁的荷载-挠度曲线呈现线性增长趋势,试件挠度随荷载的增大而线性增加。最终,下部木材纤维达到承载能力极限而发生劈裂,表现为木梁肋的受拉失效。部分开槽组合梁的荷载-挠度曲线在达到某一临界荷载后出现明显的拐点。此时试验曲线曲率明显减小,组合梁整体刚度降低。在接近极限荷载时,较小的荷载增量下跨中挠度值却拥有较大的增加。最终达到极限荷载,组合梁跨中挠度达到最大值,组合梁发生破坏。
3.2 应变对比分析
图7和图8分别为试验梁梁顶压应变曲线和梁底拉应变曲线。分析曲线可以得出,加载过程中,混凝土翼缘顶部表现为严格的压应变,下部木梁表现为严格的拉应变,曲线基本保持线性发展趋势,混凝土翼缘与木梁都处于弹性阶段。对比部分开槽与未开槽试验梁曲线,无论是混凝土翼缘或木梁,开槽试验梁较于未开槽试验梁可以承受更大的荷载,表明部分开槽设计可以有效地提高组合梁抗弯性能。
3.3 滑移对比分析
组合梁是依靠剪力连接件将部件组成一体并协同受力的整体结构。在加载过程中,剪力连接件受力变形会在混凝土翼板与木梁的接触界面处产生附加应变,导致两者产生相对滑移。界面滑移会导致组合梁整体性能和刚度降低,从而影响组合梁的整体受力性能[25-26]。
图9为四根组合梁的荷载-滑移曲线,图中2#、3#、4#和6#表示对应的位移传感器。比较4根试验梁荷载-滑移曲线,荷载值较小时,各分析点的滑移曲线均呈现线性增长趋势,且无论试验梁是否开槽,试验梁各分析点之间的滑移值差值较小。说明在荷载较小时,木梁是否开槽对组合梁的界面滑移影响程度较小。随着荷载的增大,各试验梁的端部及弯剪段内的3#位移传感器的滑移曲线呈现非线性的快速增长,且界面滑移逐渐向跨中延伸。各试验梁的跨中滑移曲线基本位于滑移0轴附近。在4#分析点至梁端弯剪段内试验梁的滑移量较大,表现为组合梁端部滑移量最大且在试验后期滑移值大于荷载增长速度;在跨中至4#分析点纯弯段内,试验梁的滑移曲线表现为线性增长,组合梁跨中附近滑移值最小。在相同剪力度和15级荷载条件下,1#和3#开槽试验梁的滑移值均小于2#未开槽试验梁。
4 组合性能分析
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4.1 抗弯刚度
组合梁抗弯刚度[27]是影响组合梁抗弯性能及挠度变形的重要影响因素,而整体抗弯刚度主要受混凝土翼缘与木梁之间的组合效应及剪力度的影响。在考虑组合梁剪力度的条件下,组合梁分为无剪力组合作用、部分剪力组合作用和完全剪力组合作用。
对于木-混凝土组合梁,欧洲规范五[28]提出“γ”法计算组合梁的有效抗弯刚度,该方法引入折减系数“γ”来削减剪力连接件对组合梁截面抗弯刚度的影响,组合梁的有效抗弯刚度计算公式为
( E I ) e f f = E c I c + γ E c A c a c + E t I t + E t A t a t
γ = K L 2 K L 2 + π 2 E c A c S
式中:(EI)eff为组合梁有效抗弯刚度;γ为剪力连接件折减系数;Ec和Et分别为混凝土和木材的弹性模量;Ic和It分别为混凝土板与木梁的截面惯性矩;At与Ac为木梁横截面面积与混凝土板截面面积;at与ac分别为木梁形心和混凝土翼缘形心到组合截面形心的高度;K为剪力连接件的抗剪刚度;L为组合梁跨度;S为剪力连接件间距。
无剪力组合作用是在混凝土翼缘与木梁之间不存在剪力连接件的约束作用,组合梁的抗弯刚度为混凝土板与木梁刚度的简单叠加。组合梁无剪力组合效应抗弯刚度计算公式为
( E I ) n = E c I c + E t I t
式(5)中:(EI)n为无剪力组合作用下组合梁抗弯刚度。
完全剪力组合作用即混凝土翼缘与木梁之间剪力可以完全传递,并且混凝土翼缘与木梁之间不存在相对滑移。根据欧洲规范五提供的组合梁有效抗弯刚度计算公式,当γ=1时表示为组合梁为完全剪力组合作用状态,则完全组合作用下组合梁的抗弯刚度公式为
( E I ) f u l l = E c I c + E c A c a c + E t I t + E t A t a t
式(6)中:(EI)full为完全剪力组合作用下组合梁抗弯刚度。
本文试验研究中混凝土翼缘与木梁之间存在明显的界面滑移,故组合梁抗弯刚度采用部分剪力组合作用公式计算。本文组合梁相关抗弯刚度计算值如表3所示。
从表3可以得到,剪力连接件可以有效的提高组合梁的抗弯刚度。比较三种剪力组合效应下组合梁的抗弯刚度值,可以发现由于试验梁尺寸上的差异,组合梁的抗弯刚度也具有一定的差异。同时比较文献[29]给出的足尺木-混凝土组合梁的抗弯刚度的结果,表明组合梁具有较强的尺寸效益。相较于未开槽组合梁,开槽组合梁的有效抗弯刚度均有一定提高。组合梁在相同剪力度时,开槽设计可以有效提高组合梁的抗弯刚度。
4.2 组合效应系数
组合效应系数[30]是描述组合梁混凝土板与木梁之间相互协同作用的重要参数,该系数可以充分反映出组合梁整体的强度及刚度。计算公式为
φ = ω n - ω e x p ω n - ω f
式中:ωn为无剪力组合作用下组合梁跨中理论挠度值;ωexp为木-混凝土组合梁试验跨中挠度值;ωf为完全剪力组合作用下组合梁跨中理论挠度值。
通过组合效应系数计算,未开槽组合梁的组合效应系数平均值为32.2%,开槽设计梁的组合效应系数平均值为37.1%,部分开槽设计可以提高试验梁整体性能及组合效应系数。尽管从数值上看,部分开槽试验梁的组合系数提高程度有限,但试验结果验证了部分开槽对组合梁挠度和滑的显著影响,具有一定的工程应用价值。
5 结论
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(1)木-混凝土组合结构的抗弯性能与木梁的优质程度密切相关,木结节位置对梁整的抗弯性能有较大影响,且木-混凝土组合梁具有很强的尺寸效应。
(2)在相同剪力度和荷载条件下,部分开槽设计组合梁的跨中挠度较于未开槽设计组合梁降低了57%。表明部分开槽设计对组合梁的挠度控制效果显著,并通过减小变形进而提高了组合梁整体的抗弯刚度和抗弯强度。
(3)在相同剪力度条件下,开槽设计对组合梁挠度及界面滑移具有显著影响。组合梁跨中滑移值最小,端部滑移值最大。在15级荷载下,部分开槽设计组合梁滑移值优于未开槽设计梁50%。
(4)部分开槽设计组合系数略高于未开槽设计,部分开槽设计具体优势体现在滑移和挠度的控制,仍具有较为显著的工程应用价值。
基金
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  • 2023年度林业生物质资源高效利用技术国家地方联合工程研究中心开放基金(2023-GC02)
文献
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2025年第25卷第11期
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doi: 10.12404/j.issn.1671-1815.2404151
  • 接收时间：2024-06-04
  • 首发时间：2025-07-09
  • 出版时间：2025-04-18
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  • 收稿日期：2024-06-04
  • 修回日期：2024-09-25
基金
2023年度林业生物质资源高效利用技术国家地方联合工程研究中心开放基金(2023-GC02)
作者信息
    1 西南林业大学土木工程学院, 昆明 650224
    2 西南林业大学材料科学与工程学院, 昆明 650224

通讯作者:

* 孙微微(1974—),女,汉族,辽宁大连人,博士,副教授。研究方向:建筑结构。E-mail:。
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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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