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This paper presents a novel type of replaceable shear link with a variable cross-section. The proposed design involves expanding the cross-sectional area and employing fully bolted connections to the non-energy-dissipating components. This design approach not only facilitates the concentration of plastic deformation within the energy-dissipating region but also ensures easier implementation of elastic design due to the bolted connections. To assess the seismic performance of the variable cross-section replaceable link, three distinct section configurations were designed for cyclic loading tests: a low-yield-point (LYP160) specimen without weakening in the energy-dissipating region, a Q235 ordinary steel specimen with an opening in the energy-dissipating region, and an ordinary steel specimen with a long oval opening in the energy-dissipating region. Through the cyclic loading tests, the seismic performance of the replaceable shear link was examined thoroughly. The experimental results indicate that plastic deformation primarily occurs within the energy-dissipating region, with buckling and tearing observed around the openings in this region as the primary failure characteristics. The low-yield-point specimen exhibits an overstrength coefficient exceeding 3.0, featuring a complete hysteresis curve, superior energy dissipation capacity, and a plastic rotation of 0.18 rad. Although the specimen with elongated openings demonstrates significant overstrength coefficient and plastic deformation capacity, its energy dissipation capability is compromised due to the weakened section. The specimens with circular openings exhibit an initial elastic stiffness similar to that of the low-yield-point steel specimens, surpassing the stiffness of the specimens with elongated openings by approximately 84%. These findings provide valuable insights for applying variable cross-section replaceable links.

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提出了一种新型变截面可更换耗能梁段，通过扩大截面并与非耗能构件采用全螺栓等强连接，不仅使耗能区域的塑性变形更易集中，而且螺栓拼接更易于保证弹性设计。为了研究变截面可更换耗能梁段的抗震性能，试验设计了3种不同形式的变截面可更换耗能梁段，分别为低屈服点LYP160钢耗能区域无削弱试件LYP-VRL，Q235钢耗能区域开洞试件C-VRL，Q235钢耗能区域开长圆孔试件LC-VRL，采用拟静力试验方法考察耗能梁段的抗震性能。研究结果表明：塑性变形基本集中在耗能区域内，耗能区域内孔洞周边的鼓曲、撕裂成为主要的破坏特征。低屈服点钢试件超强系数超过3.0，其滞回曲线饱满，耗能性能优越，塑性转角达0.18 rad。长圆孔试件具有较大的超强系数和塑性变形能力，但是由于截面削弱，其耗能能力较差；开圆洞试件的初始弹性刚度与低屈服点钢试件接近，均比开长圆洞试件高约84%。研究结果将为变截面可更换耗能梁段的应用提供参考依据。

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李慎（1986—），男，讲师，博士，主要从事钢结构抗震、新型结构体系以及可恢复功能结构方面的研究。E-mail：

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李慎（1986—），男，讲师，博士，主要从事钢结构抗震、新型结构体系以及可恢复功能结构方面的研究。E-mail：

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李慎（1986—），男，讲师，博士，主要从事钢结构抗震、新型结构体系以及可恢复功能结构方面的研究。E-mail：

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Beijing: Standards Press of China, 2021. 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country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=西安理工大学 土木建筑工程学院，陕西 西安 710048)])], figs=[ArticleFig(id=1245390385065870157, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=EN, label=Fig. 1, caption=Specimens design, figureFileSmall=mp7p2OmoJpOa5OiFk7Wnmg==, figureFileBig=HYUI5tvqmE7Ahhs+TWCcfQ==, tableContent=null), ArticleFig(id=1245390385304945497, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=CN, label=图1, caption=试件设计, figureFileSmall=mp7p2OmoJpOa5OiFk7Wnmg==, figureFileBig=HYUI5tvqmE7Ahhs+TWCcfQ==, tableContent=null), ArticleFig(id=1245390385606935398, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=EN, label=Fig. 2, caption=Loading device, figureFileSmall=MyZFqCkdqxJzrNyNArcerw==, figureFileBig=8bhgvtGn0gXbGqA4WGNknQ==, tableContent=null), 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ArticleFig(id=1245390394125565959, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=CN, label=图16, caption=连接螺栓滑移, figureFileSmall=tB9eM8dS+oawxHtpRI/jEA==, figureFileBig=wOeluu12Bfxv0s9C9NmT0A==, tableContent=null), ArticleFig(id=1245390394209452043, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=EN, label=Table 1, caption=

Details of specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号耗能梁段截面（耗能区域）/mm耗能梁段长度e′（耗能区域长度e）/mm钢材备注
C-VRLH350×150×6×8（H250×150×6×8）1110（420）Q235圆孔削弱
LC-VRLH350×150×6×8（H250×150×6×8）1110（420）Q235长圆孔削弱
LYP160H350×150×6×8（H250×150×6×8）1110（420）LYP160不削弱
), ArticleFig(id=1245390394305921042, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=CN, label=表1, caption=

试件设计相关参数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号耗能梁段截面（耗能区域）/mm耗能梁段长度e′（耗能区域长度e）/mm钢材备注
C-VRLH350×150×6×8（H250×150×6×8）1110（420）Q235圆孔削弱
LC-VRLH350×150×6×8（H250×150×6×8）1110（420）Q235长圆孔削弱
LYP160H350×150×6×8（H250×150×6×8）1110（420）LYP160不削弱
), ArticleFig(id=1245390394419167258, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=EN, label=Table 2, caption=

Test results of steel properties

, figureFileSmall=null, figureFileBig=null, tableContent=
材性试样t/mmE/（×105 MPa）fy/MPafu/MPafy/fuδ/%
Q235-65.402.07335.4457.30.7326
Q235-87.702.04332.2485.10.6829
LYP160-65.921.57144.4275.60.6251
LYP160-87.921.27143.0269.00.5349
), ArticleFig(id=1245390394498859038, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=CN, label=表2, caption=

材性试验结果

, figureFileSmall=null, figureFileBig=null, tableContent=
材性试样t/mmE/（×105 MPa）fy/MPafu/MPafy/fuδ/%
Q235-65.402.07335.4457.30.7326
Q235-87.702.04332.2485.10.6829
LYP160-65.921.57144.4275.60.6251
LYP160-87.921.27143.0269.00.5349
), ArticleFig(id=1245390394628882468, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=EN, label=Table 3, caption=

Performance index of skeleton curves

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向初始弹性刚度/（kN/rad）屈服点峰值点极限点μFm/Fy
θy/%Fy/kNθm/%Fm/kNθu/%Fu/kN
LC-VRL正16.150.0270151.00.09191.00.19184.07.041.260
负17.020.0290182.00.09224.00.19220.06.551.230
均值16.590.0280166.50.09207.50.19202.06.801.245
C-VRL正31.700.0280262.00.09325.00.13286.04.841.240
负29.410.0250281.00.09344.00.13282.05.101.220
均值30.560.0265271.50.09334.50.13284.04.971.230
LYP-VRL正30.300.0230266.00.15375.00.17371.07.391.410
负31.660.0280325.00.15429.00.15418.05.351.320
均值30.980.0255295.50.15402.00.16394.56.371.365
), ArticleFig(id=1245390394716962860, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=CN, label=表3, caption=

骨架曲线性能指标

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向初始弹性刚度/（kN/rad）屈服点峰值点极限点μFm/Fy
θy/%Fy/kNθm/%Fm/kNθu/%Fu/kN
LC-VRL正16.150.0270151.00.09191.00.19184.07.041.260
负17.020.0290182.00.09224.00.19220.06.551.230
均值16.590.0280166.50.09207.50.19202.06.801.245
C-VRL正31.700.0280262.00.09325.00.13286.04.841.240
负29.410.0250281.00.09344.00.13282.05.101.220
均值30.560.0265271.50.09334.50.13284.04.971.230
LYP-VRL正30.300.0230266.00.15375.00.17371.07.391.410
负31.660.0280325.00.15429.00.15418.05.351.320
均值30.980.0255295.50.15402.00.16394.56.371.365
), ArticleFig(id=1245390394826014767, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=EN, label=Table 4, caption=

Load bearing capacity and deformation ability of the enengy dissipation beam section

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向屈服剪力名义值Vn/kN屈服剪力实测值Vp/kN最大剪力Vmax/kN超强系数Ω塑性转角γpmax/rad
LC-VRL正52.374.61912.560.18
负52.374.62243.000.18
C-VRL正134.1191.43251.700.12
负134.1191.43441.800.12
LYP-VRL正130.3117.63753.190.15
负130.3117.64293.650.13
), ArticleFig(id=1245390394905706548, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390362747978007, language=CN, label=表4, caption=

耗能梁段承载力和变形能力

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向屈服剪力名义值Vn/kN屈服剪力实测值Vp/kN最大剪力Vmax/kN超强系数Ω塑性转角γpmax/rad
LC-VRL正52.374.61912.560.18
负52.374.62243.000.18
C-VRL正134.1191.43251.700.12
负134.1191.43441.800.12
LYP-VRL正130.3117.63753.190.15
负130.3117.64293.650.13
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变截面可更换耗能梁段抗震性能试验研究
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李慎 , 丁琪 , 杜宁军 , 李晓蕾
地震工程与工程振动 | 2024,44(6): 214-226
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地震工程与工程振动 | 2024, 44(6): 214-226
变截面可更换耗能梁段抗震性能试验研究
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李慎 , 丁琪, 杜宁军, 李晓蕾
作者信息
  • 西安理工大学 土木建筑工程学院，陕西 西安 710048

    • 李慎（1986—），男，讲师，博士，主要从事钢结构抗震、新型结构体系以及可恢复功能结构方面的研究。E-mail：

Experimental study on seismic performance of variable cross-section replaceable link
Shen LI , Qi DING, Ningjun DU, Xiaolei LI
Affiliations
  • School of Civil Engineering and Architecture, Xi’an University of Technology, Xi’an 710048, China
doi: 10.13197/j.eeed.2024.0619
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摘要
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提出了一种新型变截面可更换耗能梁段，通过扩大截面并与非耗能构件采用全螺栓等强连接，不仅使耗能区域的塑性变形更易集中，而且螺栓拼接更易于保证弹性设计。为了研究变截面可更换耗能梁段的抗震性能，试验设计了3种不同形式的变截面可更换耗能梁段，分别为低屈服点LYP160钢耗能区域无削弱试件LYP-VRL，Q235钢耗能区域开洞试件C-VRL，Q235钢耗能区域开长圆孔试件LC-VRL，采用拟静力试验方法考察耗能梁段的抗震性能。研究结果表明：塑性变形基本集中在耗能区域内，耗能区域内孔洞周边的鼓曲、撕裂成为主要的破坏特征。低屈服点钢试件超强系数超过3.0，其滞回曲线饱满，耗能性能优越，塑性转角达0.18 rad。长圆孔试件具有较大的超强系数和塑性变形能力，但是由于截面削弱，其耗能能力较差；开圆洞试件的初始弹性刚度与低屈服点钢试件接近，均比开长圆洞试件高约84%。研究结果将为变截面可更换耗能梁段的应用提供参考依据。

变截面可更换耗能梁段  /  耗能区域  /  抗震性能  /  超强系数  /  塑性变形

This paper presents a novel type of replaceable shear link with a variable cross-section. The proposed design involves expanding the cross-sectional area and employing fully bolted connections to the non-energy-dissipating components. This design approach not only facilitates the concentration of plastic deformation within the energy-dissipating region but also ensures easier implementation of elastic design due to the bolted connections. To assess the seismic performance of the variable cross-section replaceable link, three distinct section configurations were designed for cyclic loading tests: a low-yield-point (LYP160) specimen without weakening in the energy-dissipating region, a Q235 ordinary steel specimen with an opening in the energy-dissipating region, and an ordinary steel specimen with a long oval opening in the energy-dissipating region. Through the cyclic loading tests, the seismic performance of the replaceable shear link was examined thoroughly. The experimental results indicate that plastic deformation primarily occurs within the energy-dissipating region, with buckling and tearing observed around the openings in this region as the primary failure characteristics. The low-yield-point specimen exhibits an overstrength coefficient exceeding 3.0, featuring a complete hysteresis curve, superior energy dissipation capacity, and a plastic rotation of 0.18 rad. Although the specimen with elongated openings demonstrates significant overstrength coefficient and plastic deformation capacity, its energy dissipation capability is compromised due to the weakened section. The specimens with circular openings exhibit an initial elastic stiffness similar to that of the low-yield-point steel specimens, surpassing the stiffness of the specimens with elongated openings by approximately 84%. These findings provide valuable insights for applying variable cross-section replaceable links.

variable cross-section replaceable link  /  energy-dissipating region  /  seismic performance  /  overstrength coefficient  /  plastic deformation
李慎, 丁琪, 杜宁军, 李晓蕾. 变截面可更换耗能梁段抗震性能试验研究. 地震工程与工程振动, 2024 , 44 (6) : 214 -226 . DOI: 10.13197/j.eeed.2024.0619
Shen LI, Qi DING, Ningjun DU, Xiaolei LI. Experimental study on seismic performance of variable cross-section replaceable link[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (6) : 214 -226 . DOI: 10.13197/j.eeed.2024.0619
正文
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0　引言
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可更换耗能梁段是偏心支撑钢框架、钢框筒以及联肢剪力墙等结构实现震后快速恢复功能的主要方式之一[1-6]。胡淑军等[7]提出了一种扩孔螺栓连接型消能梁段，并采用校正的数值分析对其进行详细分析。关彬林等[8]基于简化子结构考察柱轴压比以及耗能梁段长度比对Q235剪切类型耗能梁段不同组合下超强系数产生的影响。汪梦甫等[9]提出了一种带有可更换双钢板长孔螺栓板式摩擦耗能器组合摇摆剪力墙，该结构利用预应力筋提供自复位能力，并在墙角设置可更换摩擦耗能构件，实现了摇摆、自复位、可更换和耗能等4种机制的合理应用。赵宝成等10]研究了腹板开孔形状对支撑滞回性能的影响。程倩倩等[11]提出一种基于螺栓拼接连接可更换耗能梁段-钢框筒结构。李行等[12]从结构体系角度对带保险丝钢框架的损伤控制性能进行了研究，介绍了新型保险丝的构造和工作机理，并建立起带保险丝结构的数值仿真模型来验证其合理性。
可更换耗能梁段构造形式主要是端板连接工字型截面和腹板连接双槽钢截面[13]，其中工字型截面耗能梁段的平齐端板连接高强螺栓群处于支撑和横梁的轴线交点处，耗能梁段在塑性强化过程中，端部产生很大弯矩和剪力，甚至部分高强螺栓断裂，影响结构的抗震性能[14-15]；双槽钢截面耗能梁段的腹板连接高强螺栓同样处于耗能梁段端部受力最大处，螺栓群承受较大的偏心剪力，耗能梁段进入塑性后，由于腹板间通过较多排高强度螺栓连接，每侧两端螺栓的受力与变形不一致，使得耗能梁段与非耗能梁段的变形不协调，螺栓滑移产生较大的转动，增大了结构震后残余变形，导致修复困难[16]。已有研究表明，结构残余变形超过0.5%，可更换构件将难以修复更换，失去震后快速恢复功能的价值[17]。
本文提出了变截面可更换耗能梁段形式，调整中间耗能区域长度控制结构的塑性变形和耗能，耗能梁段与框架梁连接采取扩大截面方法，更易保证高强螺栓的弹性受力，可更换耗能梁段与非耗能构件通过腹板和翼缘的拼接板进行螺栓连接，其中翼缘螺栓承担弯矩，腹板螺栓承受轴心剪力，能够降低螺栓滑移对结构性能的影响，同时通过受力和构造措施保证上翼缘螺栓不产生永久变形，更换耗能梁段时，上翼缘螺栓起固定位置作用，易于拆卸更换。
目前，对于变截面可更换耗能梁段的抗震性能研究，尚缺乏试验研究。本文进行了3个不同形式变截面可更换耗能梁段的低周反复荷载试验，研究了变截面可更换耗能梁段的滞回性能、破坏模式、骨架曲线、刚度退化、变形特征、延性、耗能以及超强特性等。研究结果将为变截面可更换耗能梁段的应用提供参考依据。
1　试验概况
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1.1　试件设计
为了考察变截面可更换耗能梁段的承载能力、延性、刚度、耗能能力、塑性变形特征及破坏模式，依据GB 50011—2010《建筑抗震设计规范》[18]和美国钢结构抗震规程ANSI/AISC 341—16 [19]设计了3种变截面可更换耗能梁段试件，分别为Q235钢圆孔试件C-VRL、Q235钢长圆孔试件LC-VRL及低屈服点钢LYP160试件LYP-VRL。
试验试件设计及加载装置图如图1所示，加载装置柱高为1650 mm，跨度为1740 mm，加载装置梁柱截面均为热轧H型钢HW400 mm×400 mm×13 mm×21 mm。构件尺寸及基本参数见图1和表1。框架垫梁采用焊接H型钢H350 mm×150 mm×6 mm×8 mm，变截面耗能梁段截面过渡段采用热弯处理，设置25°坡度与耗能区域进行过渡连接。可更换耗能梁段总长均为1110 mm，耗能区域长度为420 mm，长度比ρ=0.918<1.6（ρ= eVp/Mp，Vp和Mp分别为耗能区域截面的塑性抗剪承载力和塑性抗弯承载力），耗能梁段为剪切屈服型。
1.2　材性试验
材性试件的取样部位及加工要求应符合国家标准GB/T 2975—2018《钢及钢产品力学性能试验取样位置及试样制备》[20]、GB/T 228.1—2021《金属材料拉伸试验第1部分：室温试验方法》[21]的规定。钢材单向拉伸试验结果，包括实际厚度t、弹性模量E、屈服强度fy、极限强度fu、屈强比fy/ fu、伸长率δ和屈服应变εy，每组试件所测数据的平均值如表2所示。
1.3　加载装置
试验装置如图2所示。试验水平荷载由设在反力墙上的1000 kN液压伺服作动器施加。框架底部通过安装在滑道板的2个滚轴实现与地梁平面滑动。为防止试件在加载过程中发生平面外失稳，在加载梁处设置了侧向支撑。
1.4　加载制度和测点布置
试验加载制度依据ANSI/AISC 341—16[19]规程，对耗能梁段转角控制，对试件进行拟静力试验。水平荷载通过1000 kN的MTS作动器施加。加载制度如图3所示。
为了监测变截面可更换耗能梁段加载装置在控制加载时关键部位的位移情况，分别布置了位移计DT1~DT6，百分表D1。在加载装置的柱顶、柱底设置了位移计DT1和DT2，以监测柱顶及柱底的位移传递情况；在地梁一端布置了百分表D1以监测地梁滑移；在耗能梁段布置位移计DT4~DT7，以监测耗能梁段转角，试件测点具体分布如图4所示。
2　试验现象
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图5为3个试件的加载过程试验现象及破坏特征图，试件呈现的破坏特征包括腹板孔洞撕裂、开孔腹板孔周鼓曲、腹板屈曲、变截面坡度处翼缘屈曲及耗能区域加劲肋屈曲。试件LC-VRL及试件C-VRL加载过程中的试验现象相似，而LYP-VRL钢材为低屈服点钢，表现了不同的破坏模式。试验现象过程图取正向每一加载转角峰值所对应的耗能梁段变形图绘制而成。位移加载至耗能梁段转角为0.0075 rad之前，所有构件均处于弹性受力状态；变截面耗能梁段腹板应变首先达到屈服应变，表明此时耗能梁段的腹板开始进入塑性；至转角0.03 rad加载级过程中，各构件无明显现象。
试件LC-VRL，位移加载至转角0.07 rad时，最下方长圆孔左上角孔边有轻微屈曲；位移加载至转角0.09 rad时，耗能梁段的加劲肋开始屈曲，耗能梁段腹板区格表面散斑开始脱落，开孔周边出现明显鼓曲；位移加载至转角0.11 rad时，腹板最下方区格孔右上角散斑脱落后出现轻微撕裂；位移加载至转角0.13 rad时，耗能梁段塑性发展明显，腹板散斑继续脱落，腹板鼓曲加重，撕裂处逐步延伸并伴随响声；位移加载至转角0.15 rad时，耗能梁段最下方开长圆孔左下侧腹板撕裂，待负向加载级时，腹板开孔处漆皮大量掉落，停止加载。
试件C-VRL，位移加载至负向0.03 rad时，耗能梁段腹板圆孔有明显变形；位移加载至转角0.05 rad时，耗能梁段3个圆孔均呈对角形式鼓曲变形明显，在腹板三孔周边出现不同程度散斑脱落并伴随响声；位移加载至转角0.09 rad时，耗能梁段3个圆孔均斜向鼓曲严重且伴随连续脆响；位移加载至转角0.13 rad时，耗能梁段上侧2个圆孔严重鼓曲，待加载至0.13 rad负向时，腹板的中间区格圆孔处呈“左上-右下”对角撕裂，停止加载。
试件LYP-VRL，位移加载至正向0.03 rad时，试件出现明显的剪切变形；从0.03 rad至0.07 rad加载级，试件剪切变形逐步明显，直至加载至负向0.09 rad时，耗能梁段腹板散斑漆皮大量脱落，出现明显屈曲变形；加载至负向0.15 rad时，变截面耗能梁段过度坡度处翼缘处局部屈曲，耗能梁段剪切变形明显，加载至0.17 rad，变截面耗能梁段过渡坡度处翼缘屈曲严重，耗能梁段与垫梁拼接处有明显滑移，停止加载。
试件LC-VRL、C-VRL和LYP-VRL加载至破坏时，对应的耗能梁段转角分别为0.19、0.13、0.17 rad。最终破坏形态如图6所示。
3　试验结果分析
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3.1　滞回曲线
各试件的剪力-转角滞回曲线见图7，其中横坐标为根据耗能梁段两端位移求得的转角，纵坐标为耗能梁段剪力（即作动器施加的水平荷载）。图中红色虚线表示ANSI/AISC 341—16[19]对剪切型耗能梁段塑性变形能力的规定限值0.08 rad，实测材性计算所得的屈服承载力和耗能梁段的名义屈服承载力可由式（1）计算：
式中：h0、tw分别为耗能区域腹板的截面高度和厚度；fy为耗能梁段钢材的屈服强度；Vp为耗能梁段试件根据实测材性计算所得的屈服承载力；Vn为耗能梁段的名义屈服承载力。
加载初期试件的曲线基本重合，结构处于弹性状态。随着水平位移的增加，耗能梁段的塑性不断发展，滞回曲线前期都呈现较为稳定饱满的梭形，所有试件表现出基本相同的滞回规律，结构表现出稳定的非线性行为。
试件LC-VRL在转角加载至0.14 rad时，腹板长圆孔周边撕裂，耗能梁段承载力开始下降，腹板长圆孔撕裂后，腹板与耗能梁段翼缘间约束作用减弱，随后高强螺栓克服摩擦力开始滑移，直至螺栓杆与孔壁接触滑移停止，高强螺栓进入承压阶段，试件承载力开始增加，故表现为从0.13 rad加载至0.15 rad加载级的过程中出现承载力下降后又继续增加的现象。反向加载时，高强螺栓也经历相同的螺栓滑移阶段和承压阶段，滞回曲线表现为推方向的平滑段和上升段。
试件C-VRL的滞回曲线在整个加载过程中呈“纺锤型”，滞回环发展饱满稳定，且承载力稳定上升，表明耗能梁段充分发展塑性；加载至耗能梁段转角为0.09 rad，时达到极限承载力，耗能梁段3个圆孔均斜向鼓曲严重且伴随着承载力连续下降；加载至0.13 rad时，耗能梁段圆孔周边腹板撕裂，试验停止加载。
试件LYP-VRL采用LYP160钢材，具备较为优良的塑性发展能力。整个滞回曲线表现为饱满的“梭形”，滞回环呈现缓慢稳定的发展趋势。在腹板不削弱的情况下，几乎保持了与试件C-VRL接近的承载力，且整体承载力发展较为稳定，塑性耗能能力优势明显。
3.2　骨架曲线
图8对比了各试件的骨架曲线。各试件骨架曲线在弹性阶段基本重合，呈线性变化。试件屈服后，C-VRL及LYP-VRL的骨架曲线明显高于LC-VRL。耗能梁段腹板开孔形式及开孔高度对于其承载力影响较大，腹板开孔高度越大，其承载力降低越多；对比Q235试件LC-VRL及试件C-VRL与试件LYP160，长圆孔腹板削弱的Q235试件明显低于试件LYP160，对腹板高度的削弱明显降低了其承载力。
试件LC-VRL和试件C-VRL的骨架曲线表现出相同的承载力发展趋势。两试件表现为弹性阶段的上升段和塑性开展阶段的缓慢上升段，试件LYP-VRL表现为弹性阶段的上升段、塑性开展阶段的缓慢上升段和试件屈曲后的稳定发展段。各试件的耗能梁段均充分发展塑性，试件LYP-VRL加载至试件失效时，耗能梁段无任何开裂，试件腹板散斑脱落，翼缘及加劲肋鼓曲。试件LC-VRL及试件C-VRL加载至试件失效，耗能梁段开孔周边发生撕裂破坏，构件仍维持较为稳定的承载力。试件LYP-VRL的骨架曲线与试件C-VRL接近，保持了几乎相同的承载力。
表3给出了3个试件的屈服点、峰值点和极限点对应的耗能梁段转角和荷载，峰值点Fm为最大水平荷载对应的点；极限点Fu为结构破坏点。各试件负向承载力略高于正向承载力，试件LYP-VRL的θy、Fy最大；试件LC-VRL的Fy和Fm最小，试件LC-VRL的正向和负向Fm比试件LYP-VRL分别低52.8%、38.23%。其中，试件LC-VRL、C-VRL及试件LYP-VRL的延性系数分别为6.80、4.97、6.37，表明结构具有较为良好的延性。
结构峰值荷载和屈服荷载的比值Fm/Fy可以反映结构屈服后结构的安全储备，试件C-VRL和LYP-VRL的Fm/Fy大于LC-VRL，各试件的Fm/Fy为1.22~1.37，且数值差距不大，表明试件进入塑性后可以继续承载，结构具备一定的安全储备。
3.3　耗能能力
随着试验耗能梁段转角的增加，结构的等效黏滞阻尼系数稳步增长，耗能梁段的塑性发展程度越高，累积耗散的能量越多，试件的耗能能力提高，所有试件均表现出较为优良的耗能能力。由每一级耗能梁段转角所对应的耗能量可见，从初始状态加载至0.13 rad转角时，所有试件每一级转角单圈所对应的耗能量不断上升，其中试件LYP-VRL单圈耗能量能力最优，试件LC-VRL长圆孔削弱型明显耗能次于其他试件；从0.11 rad开始，试件LC-VRL单圈耗能能力呈现下降趋势，主要是由于长圆孔撕裂导致其耗能能力减弱，与试验现象一致；试件C-VRL在0.13 rad时圆孔撕裂严重退出工作，试验停止加载；而试件LYP-VRL试验还保持耗能增长趋势，直至加载至0.15 rad到达耗能峰值后耗能开始下降，最终在0.17 rad时耗能区域翼缘及变截面坡度处翼缘屈曲严重，试验停止加载。
根据图9和图10所示，各试件的等效黏滞阻尼系数he和耗能量E随着耗能梁段转角的变化呈现出不同规律。从图中可以观察到试件C-VRL随着耗能梁段转角的增大累计耗能和黏滞阻尼系数均高于试件LC-VRL，表明试件C-VRL有较好的耗能能力。试件LYP-VRL塑性转角较大，由等效黏滞阻尼系数和耗能量增长，说明LYP-VRL试件具有良好的塑性变形和耗能能力。
3.4　刚度退化
刚度退化可以直观地反映结构的损伤过程、塑性变形能力以及剩余刚度。
本试验选取割线刚度来反映试件的刚度退化规律，即同次加载过程中推、拉2个方向荷载绝对值之和与位移绝对值之和的比值计算得到，即
式中：+Fi、-Fi分别为第i次正向、负向峰值点的荷载；+Xi、-Xi分别为第i次正向、负向峰值点的转角。
刚度退化曲线如图11所示，其中横坐标为耗能梁段转角，纵坐标为峰值割线刚度。所有试件呈现相同的刚度退化趋势，随着加载级（耗能梁段转角）的增大，耗能梁段塑性发展不断加深，结构刚度不断降低。耗能梁段转角0.02 rad前试件刚度退化较快，试件C-VRL的前期刚度退化速率高于其余2个试件。随着耗能梁段转角的增大，加载后期刚度退化开始趋于缓慢。
试件LYP-VRL为低屈服点试件且未进行腹板截面削弱，而低屈服点钢弹性模量较低，因此，试件LYP-VRL与截面削弱28%的试件C-VRL的所初始刚度相当。
3.5　超强系数
耗能梁段的超强系数是结构抗震性能的重要评价指标以及结构设计的重要依据。由于试验钢材实际强度高于名义强度，实际腹板面积和名义腹板面积基本相同，故耗能梁段的实际塑性抗剪强度高于名义塑性抗剪强度。Ω为试件的超强系数，其值为试件的最大剪力与耗能区域的屈服剪力实测值之比，可由式（3）计算：
试件的塑性转角是指变截面可更换耗能梁段的耗能区域的塑性转角，体现了其塑性变形能力。变截面可更换耗能梁段耗能区域塑性转角计算简图如图12所示，塑性转角采用式（4）~式（5）计算：
式中：Δ1和Δ2为位移计所测量的数据；Vp为屈服剪力实测值；KL为耗能梁段的初始弹性刚度；e为耗能区域长度。
表4给出了各试件耗能梁段的承载能力指标和变形能力指标，包括屈服剪力名义值Vn、屈服剪力实测值Vp、最大剪力Vmax、材料超强系数Ry、试件的超强系数Ω及塑性转角。
低屈服点钢试件的材料特殊，实测屈服强度为144 MPa，低于名义值160 MPa，另外试验过程中，变截面坡度处翼缘发生屈曲，部分变截面也进入塑性，导致极限承载力提高。因此，试件LYP-VRL的超强系数Ω高于3.0；试件LC-VRL计算屈服剪力Vp时，将长圆孔腹板削弱截面扣除，Vp数值较小，最终破坏时耗能区域腹板全截面塑性，因此其超强系数亦达到了2.56~3.00，远高于ANSI/AISC 341—16[19]建议的超强系数1.5。3种试件的塑性转角均远大于剪切型耗能梁段塑性变形能力的规定限值0.08 rad，表现出良好的塑性变形能力。
3.6　应变分析
由图13应变分析可见，3号应变片和5号应变片为对称位置耗能区域翼缘处的应变片，1号和8号应变片为变截面坡度处的应变片。所有试件于0.005 rad后翼缘逐渐进入屈服，试件C-VRL耗能区域翼缘及变截面翼缘基本先于试件LC-VRL达到屈服应变，试件LYP-VRL在转角达到0.0075及以上时，耗能区域翼缘开始屈服。进入屈服的先后顺序与骨架曲线性能点分析一致。从各试件应变发展规律可知，变截面可更换耗能梁段主要通过耗能区域剪切变形耗散地震能量，耗能区域翼缘先于变截面坡度处翼缘提前进入屈服状态，变截面过渡形式可一定程度上改善耗能梁段滞回耗能性能，塑性变形由耗能区域随转角不断增大后逐步发展至变截面过渡截面，能更大程度地保证螺栓节点连接处保持弹性受力状态。
VIC-3D非接触全场应变采集系统对耗能梁段主要的腹板区域应变进行监测，取耗能梁段正向每一加载级峰值转角的耗能梁段图片进行分析，分析得出应变云图，图示为云图相对值，VIC应变全过程云图如图14所示。
由应变发展云图可见，试件LC-VRL应力最先以“左下-右上”形式集中出现在开长圆孔的对角区域，腹板开孔孔周由于对角区域应力集中，逐步发展为面外鼓曲，应力集中区域逐步扩散，在0.13 rad时最下方长圆孔沿面外鼓曲严重的对角区处撕裂，相应的试件LC-VRL骨架曲线承载力下降，螺栓克服摩擦力，产生滑移，转变为承压型螺栓继续出现了短暂的承载力上升，在0.19 rad时长圆孔撕裂至翼缘，腹板失去对翼缘的约束力，试件停止加载。
试件C-VRL腹板开圆孔试件云图发展规律与开长圆孔的试件LC-VRL类似，云图应力应变也主要集中在三孔“左下-右上”对角区域，以腹板两侧区格圆孔周边最为明显，试验时散斑随耗能梁段转角不断增加逐步脱落，与云图呈现的红色区域发展基本一致，可见VIC-3D能很准确地捕捉试验中耗能梁段塑性发展细节。转角加载至0.05 rad时应变在孔周不断增大，加载级继续增大，由于转角的增加导致试件在孔周面外屈曲严重，腹板散斑逐步脱落，仪器无法继续检测，加载后期在未脱落表面继续检测，应变发展规律主要集中在孔对角区，但最大主应力集中在腹板中间区格的圆孔对角，最终试件在0.13 rad时中间区格圆孔沿应力集中的位置撕裂，试验停止加载。
试件LYP-VRL云图主应力最先集中在腹板下方区格。随耗能梁段转角增加，塑性逐步发展，主应力由腹板下方区格发展至中间区格最终发展至上方区格。试件于0.0075 rad时，最大主应变集中在最下方区格，在0.015 rad时，主应变发展布满腹板所有区格，0.02~0.05 rad加载级时，主应力又以相同的发展规律从腹板下方区格逐步发展至腹板上方区格；在0.07 rad时，试件最大主应变主要集中在变截面坡度处翼缘根部腹板区域，并随耗能梁段转角的增加，变截面翼缘及耗能区域下方翼缘屈曲逐步明显，应变在屈曲翼缘根部腹板逐步发展，最终在0.17 rad时，停止加载。
4　连接螺栓验算
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变截面可更换耗能梁段端部通过扩大截面，采用等强连接方式与非耗能构件进行连接。设计时假定翼缘螺栓承担端部弯矩，腹板螺栓承担端部剪力，为了保证耗能梁段端部螺栓不发生破坏，应进行螺栓群的两阶段验算，计算简图如图15所示。
第1阶段为耗能区域的屈服阶段，超强系数取美国规范的推荐值1.5，计算耗能区域的极限剪力时，腹板钢材取实际材性，该阶段为摩擦型高强螺栓连接，螺栓不产生滑移。
连接螺栓处的剪力设计值和弯矩设计值可由式（6）~式（7）计算：
式中：η为抗震等级系数，当抗震等级为三级时，取η=1.1；e′为耗能梁段长度。
翼缘处等效剪力设计值可由式（8）计算：
式中：t为翼缘的厚度；h为变截面耗能梁段高度。
假设腹板剪力Vu作用在腹板螺栓群形心位置处；Vuf作用在翼缘的螺栓群形心处。单个螺栓受剪承载力设计值可由式（9）计算：
式中：nf为一个螺栓的传力摩擦面数目；μ为摩擦面的抗滑移系数；P为高强度螺栓预拉力。
考虑螺栓群受力偏心的影响，引入系数0.9，翼缘处连接螺栓可由式（10）验算：
式中n为螺栓的个数。
实际耗能梁段的超强系数高于设计值，并且变截面处截面可能部分进入塑性导致连接螺栓处的受力继续增加。因此，第2阶段考虑螺栓滑移之后，高强螺栓转变为承压型导致试件承载力继续增加的情况。此时单个螺栓抗剪承载力Nvb可由式（11）计算：
式中：nvb为螺栓的受剪面数；d为螺栓杆直径；为高强螺栓抗剪强度设计值。
由试验数据可知，低屈服点钢超强系数最高，其极限承载力Vmax = 429 kN。同理，可验算：
5　连接滑移
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由试验现象发现，试件连接螺栓处最终发生了滑移，当试件达到峰值时，螺栓拼接一侧缝拉大，另一侧缝挤紧，出现明显的滑移变形特征，如图16所示。结合滞回曲线和骨架曲线可知，试件出现了短暂的承载力下降之后又继续增加的现象，与螺栓滑移的现象相符，摩擦型高强螺栓转变为承压型连接，将继续承载。将变截面耗能梁段拆开，可以看到腹板和翼缘处、以及拼接板上螺栓孔周边的滑移变形痕迹。
6　结论
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本文对3种不同的变截面可更换耗能梁段进行循环加载试验研究，对变截面耗能梁段的滞回曲线、骨架曲线、耗能能力、刚度退化曲线、承载、塑性变形、应变以及螺栓滑移进行分析，主要结论如下：
1）试验主要呈现5种典型的破坏特征，分别为开孔腹板孔周撕裂、开孔腹板孔周鼓曲、腹板屈曲、变截面坡度处翼缘屈曲及耗能区域加劲肋屈曲。塑性变形主要集中在耗能区域，保证了连接的可靠性及塑性控制。
2）3个变截面可更换耗能梁段试件在加载过程中，塑性应变首先集中在变截面可更换耗能梁段的耗能区域上，加载后期耗能梁段连接螺栓与拼接板连接处有滑移，以试件LYP-VRL滑移最为明显，螺栓滑移引起试件的承载力短暂下降又继续上升现象。腹板削弱型耗能梁段破坏特征主要为腹板开孔鼓曲、腹板开孔处撕裂、加劲肋及耗能区域翼缘屈曲变形，试件LYP-VRL破坏特征主要为耗能区域翼缘屈曲、变截面坡度处翼缘鼓曲及加劲肋屈曲变形。
3）试验研究表明，长圆孔试件和低屈服点钢试件均表现出优越的塑性变形能力，其延性指数分别为6.80和6.37，塑性转角分别为0.18、0.15 rad，远超ANSI/AISC 341—16规定的塑性转角限值0.08 rad，但是长圆孔试件由于截面削弱较多，其耗能能力受到一定影响，低屈服点钢试件的耗能性能最优。
4）长圆孔试件超强系数Ω正负向分别为2.56~3.00，低屈服点钢试件由于材料特殊性，其超强系数更为优越，高达3.19~3.65之间，远远高于ANSI/AISC 341—16建议的超强系数1.5，而开圆孔试件的超强系数在1.70~1.80之间。因此，变截面可更换耗能梁段的超强系数需要考虑材性性能以及截面过渡处部分进入塑性带来的影响。
基金
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  • 国家自然科学基金青年基金项目(52108175)
文献
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2024年第44卷第6期
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doi: 10.13197/j.eeed.2024.0619
  • 接收时间：2023-09-18
  • 首发时间：2026-03-30
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  • 收稿日期：2023-09-18
  • 修回日期：2024-01-27
基金
国家自然科学基金青年基金项目(52108175)
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    西安理工大学 土木建筑工程学院，陕西 西安 710048
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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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