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Article(id=1245390260637647131, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390255516397762, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0510, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1692201600000, receivedDateStr=2023-08-17, revisedDate=1701964800000, revisedDateStr=2023-12-08, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853776367, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853776367, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853776367, creator=13701087609, updateTime=1774853776367, updator=13701087609, issue=Issue{id=1245390255516397762, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='5', pageStart='1', pageEnd='231', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853775147, creator=13701087609, updateTime=1774854426342, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245392986884911753, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390255516397762, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245392986889106058, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390255516397762, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=108, endPage=117, ext={EN=ArticleExt(id=1245390260910276905, articleId=1245390260637647131, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Experimental study on seismic ductility performance of corrugated web PEC beam, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Traditional partially encased composite(PEC) beams usually adopt straight web plates, however, such web plates exhibit lower shear carrying capacity and lack mechanical interlock with concrete, which hinders their collaborative performance. To address the adverse effects of straight web plates, this study proposes the utilization of corrugated web plates as a cross-sectional replacement, leading to a novel corrugated web PEC beam. Through low-cycle repeated loading tests, the seismic ductility performance of the corrugated web plate PEC beam under earthquake loads was analyzed. The influence of flange thickness and shear-span ratio on the load-bearing capacity, failure mode, deformation capacity, hysteresis energy dissipation capacity, and stiffness degradation of the sinusoidal corrugated web PEC beam were investigated. The research demonstrated that a properly designed corrugated web plate PEC beam exhibited favorable load-bearing capacity and seismic ductility performance. The shear-span ratio significantly affects the failure mode and ductility of the beam, while increase the flange thickness effectively and enhances the load-bearing capacity of section. However, excessively thick flanges can impact the collaborative performance between the steel section and concrete. In this experiment, specimens with smaller flange thickness and larger shear-span ratios demonstrated high compatibility between the steel section and concrete, resulting in full utilization of their ductility and energy dissipation capacity.

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传统部分填充钢-混凝土（partially encased composite，PEC）梁通常选用平直腹板，该类腹板的受剪承载力偏低，且平直腹板与混凝土之间无机械咬合力，不利于两者的协同工作。为解决平直腹板带来的不利影响，选用波浪腹板进行截面替换，形成新型波浪腹板PEC梁。通过低周反复荷载试验，分析波浪腹板PEC梁在地震荷载作用下的抗震延性性能，研究了翼缘厚度、剪跨比对正弦波浪腹板PEC梁的承载力、破坏形式、变形能力、滞回耗能能力和刚度退化等的影响规律。研究结果表明：合理设计波浪腹板PEC梁的承载力和抗震延性性能较好；剪跨比对梁的破坏形式及延性有显著影响，翼缘厚度增大可以有效提高梁截面承载力，但过厚的翼缘会影响型钢与混凝土的协同工作性能，在试验中翼缘厚度较小，剪跨比较大的构件型钢与混凝土匹配度高，其延性和耗能能力发挥最为充分。

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杨克家（1980—），男，副教授，博士，主要从事结构工程研究。E-mail：
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陆天宇（1999—），男，硕士研究生，主要从事结构工程研究。E-mail：

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陆天宇（1999—），男，硕士研究生，主要从事结构工程研究。E-mail：

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陆天宇（1999—），男，硕士研究生，主要从事结构工程研究。E-mail：

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Design parameters of corrugated web PEC beam specimens

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编号梁长/mm梁高/mm梁宽/mm腹板厚/mm腹板高厚比翼缘厚/mm翼缘宽厚比剪跨比抗弯承载力/（kN•m）抗剪承载力/kN含钢率/%
L-8-210004001002.5153.685.625295.65146.666.4
L-6-210004001002.5155.267.5272.1146.665.4
L-8-418004001002.5153.685.625495.65146.666.4
L-6-418004001002.5155.267.5472.1146.665.4
), ArticleFig(id=1245390269869310901, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=CN, label=表1, caption=

波浪腹板PEC梁构件受弯设计参数

, figureFileSmall=null, figureFileBig=null, tableContent=
编号梁长/mm梁高/mm梁宽/mm腹板厚/mm腹板高厚比翼缘厚/mm翼缘宽厚比剪跨比抗弯承载力/（kN•m）抗剪承载力/kN含钢率/%
L-8-210004001002.5153.685.625295.65146.666.4
L-6-210004001002.5155.267.5272.1146.665.4
L-8-418004001002.5153.685.625495.65146.666.4
L-6-418004001002.5155.267.5472.1146.665.4
), ArticleFig(id=1245390269953196985, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=EN, label=Table 2, caption=

Measured compressive strength of concrete cube

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批次编号极限荷载/kNfcu/MPa试验值与均值之差占均值百分比/%强度标准差fc/MPa弹性模量/MPa
试验值均值试验值均值
第一批1-1502.222.323.605.831.17914.915.826624
1-2553.324.64.0716.527697
1-3538.823.91.2616.027383
第二批2-1611.627.227.773.681.94118.218.628771
2-2586.726.16.4017.528333
2-3673.930.07.4320.129791
), ArticleFig(id=1245390270049665985, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=CN, label=表2, caption=

实测混凝土立方体抗压强度

, figureFileSmall=null, figureFileBig=null, tableContent=
批次编号极限荷载/kNfcu/MPa试验值与均值之差占均值百分比/%强度标准差fc/MPa弹性模量/MPa
试验值均值试验值均值
第一批1-1502.222.323.605.831.17914.915.826624
1-2553.324.64.0716.527697
1-3538.823.91.2616.027383
第二批2-1611.627.227.773.681.94118.218.628771
2-2586.726.16.4017.528333
2-3673.930.07.4320.129791
), ArticleFig(id=1245390270183883721, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=EN, label=Table 3, caption=

Tensile test results of steel

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取样位置厚度（直径）/mm屈服强度fy/ MPa极限强度fu/ MPa弹性模量Ea/ MPa
腹板2.5347.05473.54269639
翼缘板6.0356.99488.86233630
8.0352.84487.35227092
连接板10.0401.50518.33214013
封盖板14.0433.81568.77205440
钢筋4.0816.43904.5240570
8.0458.76584.99219878
), ArticleFig(id=1245390270292935632, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=CN, label=表3, caption=

钢材拉伸试验结果

, figureFileSmall=null, figureFileBig=null, tableContent=
取样位置厚度（直径）/mm屈服强度fy/ MPa极限强度fu/ MPa弹性模量Ea/ MPa
腹板2.5347.05473.54269639
翼缘板6.0356.99488.86233630
8.0352.84487.35227092
连接板10.0401.50518.33214013
封盖板14.0433.81568.77205440
钢筋4.0816.43904.5240570
8.0458.76584.99219878
), ArticleFig(id=1245390270418764759, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=EN, label=Table 4, caption=

Load displacement curve feature points and failure characteristics

, figureFileSmall=null, figureFileBig=null, tableContent=
构件编号混凝土初裂点钢翼缘屈服点极限点破坏特征
位移/mm荷载/kN位移/mm荷载/kN位移/mm荷载/kN
L-8-2-5.59-80.0-5.59-80.027.95134.10南面最大裂缝宽度0.20 mm，北面最大裂缝0.25 mm，北面西侧出现大片混凝土剥落现象
L-6-2-2.61-32.87.3778.229.48104.70南北面最大裂缝宽度均为3.0 mm，混凝土出现剥脱现象，钢翼缘严重屈曲，北面西侧翼缘被拉断
L-8-4-6.55-18.2-12.67-44.0——南北面最大裂缝宽度分别为2.6 mm和3.2 mm，梁根部混凝土开裂严重，部分位置轻微剥脱；焊缝开裂
L-6-45.5330.012.1033.148.4056.88斜裂缝大量出现，混凝土剥落，并伴随着“劈啦”声，南面最大裂缝宽度达到5.0 mm
), ArticleFig(id=1245390270498456545, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=CN, label=表4, caption=

荷载位移曲线特征点及破坏特征

, figureFileSmall=null, figureFileBig=null, tableContent=
构件编号混凝土初裂点钢翼缘屈服点极限点破坏特征
位移/mm荷载/kN位移/mm荷载/kN位移/mm荷载/kN
L-8-2-5.59-80.0-5.59-80.027.95134.10南面最大裂缝宽度0.20 mm，北面最大裂缝0.25 mm，北面西侧出现大片混凝土剥落现象
L-6-2-2.61-32.87.3778.229.48104.70南北面最大裂缝宽度均为3.0 mm，混凝土出现剥脱现象，钢翼缘严重屈曲，北面西侧翼缘被拉断
L-8-4-6.55-18.2-12.67-44.0——南北面最大裂缝宽度分别为2.6 mm和3.2 mm，梁根部混凝土开裂严重，部分位置轻微剥脱；焊缝开裂
L-6-45.5330.012.1033.148.4056.88斜裂缝大量出现，混凝土剥落，并伴随着“劈啦”声，南面最大裂缝宽度达到5.0 mm
), ArticleFig(id=1245390270611702754, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=EN, label=Table 5, caption=

Ductility coefficient of specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
构件编号正向反向
屈服位移/mm极限位移/mm延性系数屈服位移/mm极限位移/mm延性系数
L-8-213.9428.032.0114.7333.542.28
L-6-213.9429.482.1113.7829.022.11
L-8-4——————
L-6-413.3148.433.6414.2960.64.24
), ArticleFig(id=1245390270699783143, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390260637647131, language=CN, label=表5, caption=

构件延性系数

, figureFileSmall=null, figureFileBig=null, tableContent=
构件编号正向反向
屈服位移/mm极限位移/mm延性系数屈服位移/mm极限位移/mm延性系数
L-8-213.9428.032.0114.7333.542.28
L-6-213.9429.482.1113.7829.022.11
L-8-4——————
L-6-413.3148.433.6414.2960.64.24
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波浪腹板PEC梁抗震延性性能试验研究
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陆天宇 1 , 杨克家 2 , 李杰 3 , 蒋路 4 , 楼汉忠 1
地震工程与工程振动 | 2024,44(5): 108-117
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地震工程与工程振动 | 2024, 44(5): 108-117
波浪腹板PEC梁抗震延性性能试验研究
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陆天宇1 , 杨克家2 , 李杰3, 蒋路4, 楼汉忠1
作者信息
  • 1.浙江理工大学 建筑工程学院，浙江 杭州 310018
  • 2.台州学院 建筑工程学院，浙江 台州 318000
  • 3.杉达学院 工程学院，上海 201259
  • 4.宝武集团中央研究院，上海 200126

    • 陆天宇（1999—），男，硕士研究生，主要从事结构工程研究。E-mail：

通讯作者:

杨克家（1980—），男，副教授，博士，主要从事结构工程研究。E-mail：
Experimental study on seismic ductility performance of corrugated web PEC beam
Tianyu LU1 , Kejia YANG2 , Jie LI3, Lu JIANG4, Hanzhong LOU1
Affiliations
  • 1.School of Civil Engineering and Architecture, Zhejiang Sci-Tech University, Hangzhou 310018, China
  • 2.School of Civil Engineering, Taizhou University, Taizhou 318000, China
  • 3.School of Engineering, Shanda University, Shanghai 201259, China
  • 4.Central Research Institute of Baowu Group, Shanghai 200126, China
doi: 10.13197/j.eeed.2024.0510
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摘要
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传统部分填充钢-混凝土（partially encased composite，PEC）梁通常选用平直腹板，该类腹板的受剪承载力偏低，且平直腹板与混凝土之间无机械咬合力，不利于两者的协同工作。为解决平直腹板带来的不利影响，选用波浪腹板进行截面替换，形成新型波浪腹板PEC梁。通过低周反复荷载试验，分析波浪腹板PEC梁在地震荷载作用下的抗震延性性能，研究了翼缘厚度、剪跨比对正弦波浪腹板PEC梁的承载力、破坏形式、变形能力、滞回耗能能力和刚度退化等的影响规律。研究结果表明：合理设计波浪腹板PEC梁的承载力和抗震延性性能较好；剪跨比对梁的破坏形式及延性有显著影响，翼缘厚度增大可以有效提高梁截面承载力，但过厚的翼缘会影响型钢与混凝土的协同工作性能，在试验中翼缘厚度较小，剪跨比较大的构件型钢与混凝土匹配度高，其延性和耗能能力发挥最为充分。

波浪腹板  /  部分包覆复合材料  /  低周反复荷载试验  /  承载力  /  滞回耗能

Traditional partially encased composite(PEC) beams usually adopt straight web plates, however, such web plates exhibit lower shear carrying capacity and lack mechanical interlock with concrete, which hinders their collaborative performance. To address the adverse effects of straight web plates, this study proposes the utilization of corrugated web plates as a cross-sectional replacement, leading to a novel corrugated web PEC beam. Through low-cycle repeated loading tests, the seismic ductility performance of the corrugated web plate PEC beam under earthquake loads was analyzed. The influence of flange thickness and shear-span ratio on the load-bearing capacity, failure mode, deformation capacity, hysteresis energy dissipation capacity, and stiffness degradation of the sinusoidal corrugated web PEC beam were investigated. The research demonstrated that a properly designed corrugated web plate PEC beam exhibited favorable load-bearing capacity and seismic ductility performance. The shear-span ratio significantly affects the failure mode and ductility of the beam, while increase the flange thickness effectively and enhances the load-bearing capacity of section. However, excessively thick flanges can impact the collaborative performance between the steel section and concrete. In this experiment, specimens with smaller flange thickness and larger shear-span ratios demonstrated high compatibility between the steel section and concrete, resulting in full utilization of their ductility and energy dissipation capacity.

corrugated web  /  partially encased composite  /  low cycle repeated load test  /  load-bearing capacity  /  hysteresis energy dissipation
陆天宇, 杨克家, 李杰, 蒋路, 楼汉忠. 波浪腹板PEC梁抗震延性性能试验研究. 地震工程与工程振动, 2024 , 44 (5) : 108 -117 . DOI: 10.13197/j.eeed.2024.0510
Tianyu LU, Kejia YANG, Jie LI, Lu JIANG, Hanzhong LOU. Experimental study on seismic ductility performance of corrugated web PEC beam[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (5) : 108 -117 . DOI: 10.13197/j.eeed.2024.0510
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0　引言
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部分填充钢-混凝土（partially encased composite，PEC）组合构件，是在开口截面钢构件外轮廓范围内填充混凝土，并根据性能要求选择布置纵筋、箍筋、系杆和栓钉等部件的结构构件[1-2]。因其施工便捷性、结构稳定性、经济性以及出色的抗震耗能等受到工程行业的广泛关注[3-5]。
同等荷载作用下采用PEC结构可以有效减小构件的截面尺寸。相比同尺寸的纯钢构件，型钢PEC构件的受压、受弯刚度和承载力均有大幅提升[6-7]，抗震耗能能力也相应显著提高[8-9]。PEC梁的抗震性能方面，李炜等[10]对改进后配置X形系杆PEC梁进行纯弯滞回与剪弯滞回试验；赵必大等[11]对2个截面高度不同的PEC梁开展往复弯剪加载试验；俞晨达等[12]、邹传仁等[13]进行了主钢件直腹板开孔的PEC梁弯剪滞回试验。以上试验结果表明，直腹板PEC梁构件抗震耗能能力较好。
由于平直腹板绕弱轴惯性矩很小，且与混凝土之间无机械咬合力，导致梁构件弯矩平面外稳定性差且构造复杂。波浪腹板可以增强梁抵抗面外屈曲的能力，提高梁的整体稳定性、受剪承载力、抗疲劳性能以及翼缘的局部稳定性，且波浪腹板对厚度缺陷不敏感，一定程度上避免了直腹板几何缺陷引起的过早屈服[14-16]。近年来，科研人员对波浪腹板的研究主要集中于纯钢梁[17]、组合箱梁[18]、波纹钢板-混凝土柱[19]和纯钢波浪腹板-混凝土翼缘组合截面[20]。研究表明，波浪对增强腹板的侧弯刚度和稳定性有良好作用，波纹钢能较好地与混凝土协同工作。在此基础上，HE等[21]提出单侧填充混凝土和波形钢腹板组合梁的协同使用，通过对不同剪跨构件的模型试验和数值分析，得出部分填充波形钢腹板组合梁的抗剪和抗弯承载力的相互作用公式。祁慧等[22]提出了正弦波浪腹板PEC梁，并对其开展了静载受弯试验，结果显示构件的实测承载力均大于理论承载力，可以用边缘屈服准则和全截面塑性准则来计算承载力，主钢件腹板应变不符合平截面假定。
为进一步探讨波浪腹板PEC梁的抗震性能，本文设计并制作了不同参数波浪腹板PEC梁构件，并对其开展了拟静力试验，探究其在往复荷载作用下的承载力、破坏模式以及抗震耗能能力等，为波浪腹板PEC构件进入工程应用提供试验基础。
1　试验概况
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1.1　构件制作
试验共设计了2种剪跨比和2种翼缘厚度的波浪腹板PEC梁，共4个构件。试验梁编号规则为L-翼缘厚度（mm）-剪跨比，如L-8-2代表翼缘厚度8 mm，剪跨比为2的梁构件。各梁段连接的柱及节点加劲板尺寸相同。主钢件上下翼缘采用牌号为Q355B的钢材，波浪腹板采用牌号为Q235的钢材，腹板波幅（峰值到中心线距离）为10 mm，单波波长λ为155 mm。腹部纵向钢筋为48，拉结筋为4@ 100，钢筋强度等级均为HRB400，混凝土强度等级均采用C30。各构件基本参数见表1，抗弯承载力及抗剪承载力值参照T/CECS 719—2020《部分包覆钢-混凝土组合结构技术规程》[23]进行计算。
翼缘板与波浪腹板通过双面角焊缝连接。横向拉结筋焊接于上下翼缘，纵筋绑扎于横向拉结筋，并在端部与底座和端板焊接，形成钢筋网片。钢件加工完成、混凝土浇筑之前，需根据试验方案要求对混凝土内部应变片进行粘贴和接线。主钢件实拍图见图1。构件混凝土分正反两面两次进行浇筑，无需支模，待一侧凝固成型后翻面浇筑，并严格控制每次振捣时间基本一致以减少混凝土的离散性。
1.2　材料性能试验
由于构件腹部两侧混凝土先、后浇筑，两批浇筑的混凝土各预留3块尺寸为150 mm×150 mm×150 mm的试块以测量混凝土抗压强度fcu，共预留6块构件。实测立方体抗压强度见表2。钢材的材料性能测定依据GB/T 228.1—2021《金属材料拉伸试验第1部分：室温试验方法》[24]开展，钢材拉伸试验结果见表3。
1.3　试验装置与加载制度
采用电液伺服作动系统进行试验加载，水平作动器最大推/拉力±150 t，行程±250 mm。试验时构件翻转90°，将梁构件竖向放置，考虑到梁构件实际工作中梁构件轴力很小，故试验时竖向不施加轴力，仅通过水平作动器往复进行低周反复荷载试验，如图2所示。底座固定于试验台座，作动器加载头为铰接，模拟地震中梁跨中弯矩接近0的实际状态。
试验采用分级拟静力往复加载制度，正式加载前进行预载，在梁端预加反复荷载2次，预加载值为预估承载力的20%。正式加载按照JGJ 101—1996《建筑抗震试验方法规程》[25]采用力-位移双控制的加载制度，在构件达到计算屈服荷载之前的小变形阶段采用荷载控制，构件屈服后采用位移控制，取屈服时钢梁两端的水平位移Δ为位移控制加载初始级数，每一位移等级循环3次，直至构件完全破坏（承载力下降至极限荷载的85%）为止。
2　试验现象及破坏形态
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表4给出了4个构件加载过程中荷载位移曲线特征点及破坏特征，其最终破坏形态见图3。构件L-8-2的混凝土开裂位移和荷载均远大于构件L-6-2，且最终破坏时裂缝最大宽度和数量小于构件L-6-2，说明适当提高翼缘厚度，可增强翼缘对混凝土的约束，加强裂缝控制能力。构件损伤最早表现为梁根部混凝土裂缝，剪跨比为2的梁截面上的最早出现的是斜裂缝，由于剪跨比小，截面上剪应力较大，因而破坏时梁根部主要呈现剪切破坏特征，交叉斜裂缝较为突出。剪跨比为4的构件截面最早出现的是水平裂缝，破坏截面以正应力为主，因而破坏时梁根部呈现弯曲破坏特征，裂缝以水平裂缝为主。翼缘厚度为8 mm的梁以混凝土压碎剥落为破坏形式，翼缘自身破坏不明显，而翼缘厚度为6 mm的梁在混凝土压碎剥落的同时也出现了翼缘屈曲或者拉断，相对来说翼缘的强度发挥较为充分，延性特征较为显著。随着荷载大小以及往复次数的增加，混凝土上的斜裂缝和水平裂缝持续增加、延长和变宽，梁端翼缘也倾向于在波纹腹板凹进去的位置（局部翼缘宽厚比最大）出现屈曲、或者拉断的现象，同时靠近翼缘的混凝土出现压碎、剥落现象，梁的承载力显著下降，标志着梁的完全破坏。本次试验中，由于梁与柱（底座）连接部位的焊缝承受了较大的荷载，第一个加载的构件L-8-4构件出现了梁端焊缝拉断的现象，导致了梁构件自身未完全破坏，未能充分发挥耗能能力。其他3个构件经过焊缝加固后均未出现此类破坏现象。
由于单个截面处波浪腹板对翼缘的约束是不对称的，尤其是在波浪腹板的波峰和波谷处，翼缘一侧的外伸宽度达到了极大值，此时翼缘宽厚比最大，最容易屈曲。试验中各构件的翼缘屈曲均发生在波浪腹板的波谷处。建议在波浪腹板的波谷位置布置横向钢筋，以增强翼缘的约束，提高其局部稳定性，也能够进一步提升构件的抗震性能。
3　试验结果及其分析
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3.1　滞回曲线
L-8-4梁根部翼缘与底座连接的焊缝在加载过程中断开，导致试验数据不完整。各构件的滞回曲线见图4，将各个构件峰值荷载对应极限滞回环和承载力下降至峰值85%时的破坏环提取出来，并对单变量的特征滞回环绘成图，详细对比见图5。
由图4可知：①各波浪腹板PEC梁加载初期均呈弹性，荷载与位移基本呈线性关系，滞回环包围面积很小，残余变形极小。②同一级荷载下，多次循环曲线斜率逐渐下降，构件承载力会出现一定程度的下降。③总体上极限环刚度大于破坏环，但是破坏环更为饱满，耗能能力强于极限环。这说明在峰值后，构件耗能能力仍然随着变形的增加而增加，峰值后构件具有较强的耗能储备。④剪跨比大的构件滞回曲线形状更为饱满，但是剪跨比小的构件承载力更高。
由图5可知：①对于剪跨比为2的构件，翼缘厚度为8的构件在峰值时滞回环仍有显著的捏拢现象，破坏主要反应在混凝土开裂和压碎，型钢由于截面尺寸大，仍未发生显著屈曲或受力屈服，钢材的耗能能力尚未表现出来；与之相对，翼缘厚度为6 mm的构件在峰值时滞回环已经比较饱满，其对应试验现象表明，构件破坏表现在混凝土开裂、压碎以及钢翼缘屈曲或者受拉屈服，此时构件的耗能能力已经得到了一定程度的发挥。②对于翼缘厚度为6 mm的构件，同样截面尺寸，不同剪跨比梁的侧向刚度相差较大，剪跨比越小刚度越大，但极限状态时不同剪跨比构件的耗能（滞回环面积）接近，最终破坏时由于剪跨比为2的构件承载力高，其累积耗能也略高于剪跨比为4的构件。
3.2　骨架曲线
将每一级第一次循环加载的荷载-变形峰值点连接绘成骨架曲线如图6所示。所有构件骨架曲线形状呈斜向S形，很好地反映了构件在加载全过程经历的弹性-塑形-极限-破坏4个阶段。
1）由L-X-2骨架曲线的对比得出，峰值后承载力下降较快的是L-8-2构件，这与其剪切受力和混凝土压碎剥落为代表的破坏特征相符合。相同剪跨比条件下，翼缘厚的构件由于混凝土主导了构件破坏，因而骨架曲线峰值后承载力下降较快。
2）与构件L-6-2相比，L-6-4的屈服荷载和峰值荷载分别降低了26.3%和48.3%，但屈服位移和峰值位移分别提高68.0%和65.4%。剪跨比为4的构件承载力很低，但是峰值位移远大于剪跨比为2的构件，且峰值后承载力下降较为缓慢，尤其反向荷载作用时更为显著。这与其破坏时混凝土和钢翼缘均较为充分地发挥了承载力相一致。剪跨比为2的构件的刚度和承载力均高于对比构件，但是峰值位移小、峰值后承载力下降快的特征限制了其耗能能力。
3.3　延性系数
试验采用位移延性系数来衡量构件μΔ的延性性能，其中，μΔ =Δy/Δu，Δy为构件屈服时的梁端位移，称为屈服位移；Δu为构件最大承载力下降至85%时梁端对应的位移，称为破坏位移。试验过程中以翼缘测量应变达到屈服应变来判断构件屈服以及转变加载方式的标准。获得构件骨架曲线后通过能量等值法来确定其实际屈服点，进而计算其延性系数，如图7所示。
由上述方法计算得到各构件的延性系数如表5所示，根据能量等值法计算得到的构件屈服时的加载位移接近，这可能是计算方法导致。各构件正反向延性系数与翼缘厚度的相关性不大，但由于极限位移的差别，构件正反向延性系数随着剪跨比的增加而显著增大，平均延性系数提高86.7%。剪跨比为2的构件延性系数在2.01~2.28之间，剪切破坏模式导致延性偏低。
3.4　耗能性能
采用等效黏滞阻尼系数来评估梁在反复荷载作用下的耗能能力，构件单圈滞回环耗能系数计算示意图见图8。等效黏滞阻尼系数he按照式（1）计算：
各构件峰值和破坏临界状态下阻尼系数曲线见图9，分别是剪跨比为2的构件的等效黏滞阻尼系数与翼缘厚度的关系和翼缘厚度为6 mm的构件的等效黏滞阻尼系数与剪跨比的关系。由图9可知，翼缘厚度为8 mm的梁的等效黏滞阻尼系数计算值小于厚度为6 mm的梁，说明其耗能发挥不充分，主要是型钢相对于混凝土来说过强，导致破坏时型钢自身的破坏不显著，型钢耗能未充分发挥；与之相对应，翼缘厚度为6 mm的梁破坏时型钢和混凝土均有充分的塑性变形。剪跨比对阻尼系数的影响也较为显著，剪跨比大的梁耗能性能更好，阻尼系数更大，而且越往破坏阶段发展，其阻尼系数增加越快。到达极限荷载时，构件L-6-2的等效黏滞阻尼系数比构件L-8-2大25.7%，比构件L-6-4小5.3%；在破坏荷载时，构件L-6-2的等效黏滞阻尼系数比构件L-8-2大28.6%，比构件L-6-4小22.3%。
3.5　刚度退化
构件的刚度采用割线刚度Ki表示，取为同次加载过程中，正反2个方向荷载绝对值和位移绝对值之和的比值，按照公式（2）计算：
式中：+ Fi和 - Fi分别为第i次加载时正向和反向峰值点荷载值；+ Xi和- Xi分别为第i次加载时正向和负向峰值点位移值。刚度退化曲线对比见图10。由图可知：
1）构件L-8-2的初始刚度较构件L-6-2提高了40.3%，构件L-6-2的初始刚度较构件L-6-4提高了50.3%。剪跨比为2的构件刚度绝对值显著大于剪跨比为4的构件，其他条件相同时，翼缘厚度越大，构件刚度越大。
2）总体上刚度退化呈现先快后慢的规律，但剪跨比为2的构件刚度退化较快，刚度与位移发展关系曲线接近线性。剪跨比为4的构件刚度退化先快后慢的规律非常显著，随着位移的发展，刚度退化越来越缓慢，这也是其延性相对较好的体现。
4　结论
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本文通过拟静力试验，研究不同的剪跨比和翼缘厚度对波浪PEC梁的抗震承载力、延性、刚度退化和耗能性能等的影响。根据试验结果和理论分析，得出以下结论：
1）梁根部破坏形态结果显示，剪跨比为2和剪跨比为4的构件分别呈现剪切破坏和弯曲破坏。梁破坏时的等效黏滞阻尼系数分别为0.26、0.34、0.44，耗能性能良好。
2）剪跨比增大，位移延性和耗能能力有显著提高，刚度退化先快后慢的趋势明显，但往复加载的极限承载力相对降低。构件L-6-4比构件L-6-2的平均延性系数增加86.7%，平均承载力减少约48.3%。
3）翼缘厚度对延性系数影响很小。翼缘厚度为6的构件刚度和极限承载力相对较小，但翼缘厚度的减小有利于翼缘和混凝土充分发挥耗能能力。
4）翼缘波谷一侧容易屈曲，建议在波浪腹板的波谷位置，即翼缘外伸宽度最大处布置横向钢筋。
基金
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  • 浙江省基础公益技术研究计划项目(LGF21E080003)
文献
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2024年第44卷第5期
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doi: 10.13197/j.eeed.2024.0510
  • 接收时间：2023-08-17
  • 首发时间：2026-03-30
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  • 收稿日期：2023-08-17
  • 修回日期：2023-12-08
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浙江省基础公益技术研究计划项目(LGF21E080003)
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    1.浙江理工大学 建筑工程学院，浙江 杭州 310018
    2.台州学院 建筑工程学院，浙江 台州 318000
    3.杉达学院 工程学院，上海 201259
    4.宝武集团中央研究院，上海 200126

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杨克家（1980—），男，副教授，博士，主要从事结构工程研究。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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