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Article(id=1245390006035005462, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390004252426256, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0309, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1668355200000, receivedDateStr=2022-11-14, revisedDate=1670169600000, revisedDateStr=2022-12-05, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853715666, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853715666, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853715666, creator=13701087609, updateTime=1774853715666, updator=13701087609, issue=Issue{id=1245390004252426256, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='3', pageStart='1', pageEnd='230', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853715241, creator=13701087609, updateTime=1774854338522, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245392618545332491, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390004252426256, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245392618545332492, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390004252426256, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=96, endPage=107, ext={EN=ArticleExt(id=1245390006303440919, articleId=1245390006035005462, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Study on seismic behavior of ultra-high performance concrete composite shear wall with precast slab, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Based on the seismic performance test of one common shear wall and four ultra-high performance concrete (UHPC) prefabricated composite shear walls, the hysteretic properties, bearing capacity, ductility, stiffness, and energy dissipation capacity were studied. The effects of width-to-height ratio, replacement by expanded polystyrene (EPS) and vertical reinforcement connection on the seismic performance were analyzed. The results show that compared with the common shear wall, the UHPC composite wall has excellent seismic performance and the maximum bending capacity increases. The UHPC prefabricated slab and steel truss can work well with the concrete in the cavity. The hysteretic curve, skeleton curve and stiffness degradation curve of UHPC composite wall are basically consistent with the trend of common shear wall. In the range of the ratio of height to width, the smaller the ratio of height to width, the greater the flexural capacity and stiffness of the composite wall of UHPC, and the worse the energy dissipation. Replacement by EPS can improve the energy dissipation capacity of composite shear wall after yield, but reduce the ductility of UHPC composite wall. Only using the vertical reinforcement of the concealed column to connect with the base has little effect on the flexural capacity and energy dissipation of the UHPC composite wall, but it can facilitate the construction greatly.

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通过对1片现浇混凝土剪力墙和4片超高性能混凝土（ultra-high performance concrete，UHPC）预制板-叠合剪力墙抗震性能试验，研究了其滞回性能、抗弯承载力、延性、刚度和耗能能力等指标，分析了高宽比、聚乙烯泡沫（expanded polystyrene，EPS）芯模置换和竖向钢筋连接方式对其抗震性能的影响。结果表明：与现浇混凝土剪力墙相比，UHPC预制板-叠合墙具有优异的抗震性能，最大受弯承载力增大；UHPC预制板和钢筋桁架可较好地与空腔内现浇混凝土协同工作；UHPC叠合墙的滞回曲线、骨架曲线和刚度退化曲线与现浇混凝土剪力墙趋势基本一致；在本试验剪力墙的高宽比范围内，高宽比越小，UHPC预制板-叠合墙的受弯承载力和刚度越大，耗能越差；EPS芯模置换可提高叠合剪力墙屈服后的耗能能力，降低了UHPC叠合墙的延性；仅采用暗柱竖向钢筋与底座进行连接，对UHPC叠合墙的受弯承载力和耗能影响较小，但却可以很大程度方便施工。

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常亚峰（1990—），男，工程师，博士，主要从事高层建筑结构抗震研究。E-mail：

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常亚峰（1990—），男，工程师，博士，主要从事高层建筑结构抗震研究。E-mail：

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常亚峰（1990—），男，工程师，博士，主要从事高层建筑结构抗震研究。E-mail：

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tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=CN, label=图13, caption=墙肢偏心受压截面应变与应力分布示意图, figureFileSmall=RT+D8XPHc0Ktrru9yS8g6w==, figureFileBig=o9D1lMbZqspqm/NIvvWO3w==, tableContent=null), ArticleFig(id=1245390020949951331, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=EN, label=Table 1, caption=

Main design parameters of specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号高度/mm宽度/mm高宽比轴压比墙体结构组成
CSW1-2.015007502.00.2现浇
PCW-2.015007502.00.2预制墙板+现浇
PCWEPS-2.015007502.00.2预制墙板+现浇+EPS芯模
PCWAZ-1.5150010001.50.2预制墙板+现浇+暗柱连接
PCW-1.5150010001.50.2预制墙板+现浇
), ArticleFig(id=1245390021067391851, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=CN, label=表1, caption=

试件主要设计参数

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试件编号高度/mm宽度/mm高宽比轴压比墙体结构组成
CSW1-2.015007502.00.2现浇
PCW-2.015007502.00.2预制墙板+现浇
PCWEPS-2.015007502.00.2预制墙板+现浇+EPS芯模
PCWAZ-1.5150010001.50.2预制墙板+现浇+暗柱连接
PCW-1.5150010001.50.2预制墙板+现浇
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Test results of concrete properties

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混凝土类型立方体抗压强度fcu/MPa弹性模量Ec/（×104 MPa）
UHPC预制板110.203.90
现浇混凝土41.803.25
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混凝土材性试验结果

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混凝土类型立方体抗压强度fcu/MPa弹性模量Ec/（×104 MPa）
UHPC预制板110.203.90
现浇混凝土41.803.25
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Measured strength of steel bar

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牌号直径/mm屈服强度fyk/MPa抗拉强度fy/MPa弹性模量Es/（×105 MPa）
HRB40010425.8533.62.0
HRB40012480.0580.52.0
HRB40016440.0596.02.0
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钢筋的实测强度

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牌号直径/mm屈服强度fyk/MPa抗拉强度fy/MPa弹性模量Es/（×105 MPa）
HRB40010425.8533.62.0
HRB40012480.0580.52.0
HRB40016440.0596.02.0
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Characteristic point values of specimens

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试件编号加载方向FyFmFu
CSW1-2.0正向193.0254.2223.3
负向178.6216.8184.3
均值185.8235.5203.8
PCW-2.0正向228.7273.0232.1
负向227.3259.9220.9
均值228.0266.5226.5
PCWEPS-2.0正向239.8283.7241.2
负向189.7221.9188.6
均值214.8252.8214.9
PCWAZ-1.5正向368.3413.2351.2
负向364.3418.6355.8
均值366.3415.9353.5
PCW-1.5正向380.3452.0384.2
负向340.3374.2318.0
均值360.3413.1351.1
), ArticleFig(id=1245390021700731795, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=CN, label=表4, caption=

试件的特征点值

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试件编号加载方向FyFmFu
CSW1-2.0正向193.0254.2223.3
负向178.6216.8184.3
均值185.8235.5203.8
PCW-2.0正向228.7273.0232.1
负向227.3259.9220.9
均值228.0266.5226.5
PCWEPS-2.0正向239.8283.7241.2
负向189.7221.9188.6
均值214.8252.8214.9
PCWAZ-1.5正向368.3413.2351.2
负向364.3418.6355.8
均值366.3415.9353.5
PCW-1.5正向380.3452.0384.2
负向340.3374.2318.0
均值360.3413.1351.1
), ArticleFig(id=1245390021822366618, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=EN, label=Table 5, caption=

Horizontal displacement and ductility coefficient of specimens

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试件编号加载方向Δy/mmΔm/mmΔu/mmμ
CSW1-2.0正向11.527.952.84.6
负向11.226.241.63.7
均值11.427.147.24.1
PCW-2.0正向9.820.937.93.9
负向11.721.540.13.4
均值10.821.239.03.6
PCWEPS-2.0正向12.821.127.32.1
负向11.421.427.32.4
均值12.121.327.32.3
PCWAZ-1.5正向14.627.637.52.6
负向16.028.739.62.5
均值15.328.238.62.5
PCW-1.5正向15.026.250.53.4
负向14.525.856.43.9
均值14.826.053.53.6
), ArticleFig(id=1245390021960778659, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=CN, label=表5, caption=

试件的水平位移及延性系数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向Δy/mmΔm/mmΔu/mmμ
CSW1-2.0正向11.527.952.84.6
负向11.226.241.63.7
均值11.427.147.24.1
PCW-2.0正向9.820.937.93.9
负向11.721.540.13.4
均值10.821.239.03.6
PCWEPS-2.0正向12.821.127.32.1
负向11.421.427.32.4
均值12.121.327.32.3
PCWAZ-1.5正向14.627.637.52.6
负向16.028.739.62.5
均值15.328.238.62.5
PCW-1.5正向15.026.250.53.4
负向14.525.856.43.9
均值14.826.053.53.6
), ArticleFig(id=1245390022082413480, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=EN, label=Table 6, caption=

Comparison of flexural capacity

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试件编号受压区高度x/mm相对受压区高度理论受弯值M试验受弯值Mp/（kN•m）Mp/M
正向反向平均平均
CSW1-2.0114.80.15334.6406.7346.9376.81.12
PCW-2.0113.40.15392.2436.8415.8426.41.09
PCWEPS-2.0113.40.15392.2453.9355.0404.51.03
PCWAZ-1.5161.30.16743.3661.1669.8665.40.90
PCW-1.5151.40.15653.5723.2598.7661.01.01
), ArticleFig(id=1245390022195659695, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390006035005462, language=CN, label=表6, caption=

受弯承载力对比

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号受压区高度x/mm相对受压区高度理论受弯值M试验受弯值Mp/（kN•m）Mp/M
正向反向平均平均
CSW1-2.0114.80.15334.6406.7346.9376.81.12
PCW-2.0113.40.15392.2436.8415.8426.41.09
PCWEPS-2.0113.40.15392.2453.9355.0404.51.03
PCWAZ-1.5161.30.16743.3661.1669.8665.40.90
PCW-1.5151.40.15653.5723.2598.7661.01.01
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超高性能混凝土预制板-叠合剪力墙抗震性能研究
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常亚峰 1, 2 , 尹文哲 1 , 侯亚鹏 1, 2 , 曹小杉 2 , 师俊平 2 , 梁兴文 3
地震工程与工程振动 | 2024,44(3): 96-107
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地震工程与工程振动 | 2024, 44(3): 96-107
超高性能混凝土预制板-叠合剪力墙抗震性能研究
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常亚峰1, 2 , 尹文哲1, 侯亚鹏1, 2, 曹小杉2, 师俊平2, 梁兴文3
作者信息
  • 1.陕西省建筑科学研究院有限公司，陕西 西安 710082
  • 2.西安理工大学 土木建筑工程学院，陕西 西安 710048
  • 3.西安建筑科技大学 土木学院，陕西 西安 710055

    • 常亚峰（1990—），男，工程师，博士，主要从事高层建筑结构抗震研究。E-mail：

Study on seismic behavior of ultra-high performance concrete composite shear wall with precast slab
Yafeng CHANG1, 2 , Wenzhe YIN1, Yapeng HOU1, 2, Xiaoshan CAO2, Junping SHI2, Xingwen LIANG3
Affiliations
  • 1.Shaanxi Institute of Architecture Science Co., Ltd., Xi’an 710082, China
  • 2.School of Civil Engineering and Architecture, Xi’an University of Technology, Xi’an 710048, China
  • 3.College of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an 710055, China
doi: 10.13197/j.eeed.2024.0309
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摘要
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通过对1片现浇混凝土剪力墙和4片超高性能混凝土（ultra-high performance concrete，UHPC）预制板-叠合剪力墙抗震性能试验，研究了其滞回性能、抗弯承载力、延性、刚度和耗能能力等指标，分析了高宽比、聚乙烯泡沫（expanded polystyrene，EPS）芯模置换和竖向钢筋连接方式对其抗震性能的影响。结果表明：与现浇混凝土剪力墙相比，UHPC预制板-叠合墙具有优异的抗震性能，最大受弯承载力增大；UHPC预制板和钢筋桁架可较好地与空腔内现浇混凝土协同工作；UHPC叠合墙的滞回曲线、骨架曲线和刚度退化曲线与现浇混凝土剪力墙趋势基本一致；在本试验剪力墙的高宽比范围内，高宽比越小，UHPC预制板-叠合墙的受弯承载力和刚度越大，耗能越差；EPS芯模置换可提高叠合剪力墙屈服后的耗能能力，降低了UHPC叠合墙的延性；仅采用暗柱竖向钢筋与底座进行连接，对UHPC叠合墙的受弯承载力和耗能影响较小，但却可以很大程度方便施工。

UHPC预制板  /  叠合剪力墙  /  抗震性能  /  置换芯模  /  连接钢筋

Based on the seismic performance test of one common shear wall and four ultra-high performance concrete (UHPC) prefabricated composite shear walls, the hysteretic properties, bearing capacity, ductility, stiffness, and energy dissipation capacity were studied. The effects of width-to-height ratio, replacement by expanded polystyrene (EPS) and vertical reinforcement connection on the seismic performance were analyzed. The results show that compared with the common shear wall, the UHPC composite wall has excellent seismic performance and the maximum bending capacity increases. The UHPC prefabricated slab and steel truss can work well with the concrete in the cavity. The hysteretic curve, skeleton curve and stiffness degradation curve of UHPC composite wall are basically consistent with the trend of common shear wall. In the range of the ratio of height to width, the smaller the ratio of height to width, the greater the flexural capacity and stiffness of the composite wall of UHPC, and the worse the energy dissipation. Replacement by EPS can improve the energy dissipation capacity of composite shear wall after yield, but reduce the ductility of UHPC composite wall. Only using the vertical reinforcement of the concealed column to connect with the base has little effect on the flexural capacity and energy dissipation of the UHPC composite wall, but it can facilitate the construction greatly.

UHPC prefabricated cast slab  /  composite shear wall  /  seismic performance  /  replacement by EPS  /  connecting steel bar
常亚峰, 尹文哲, 侯亚鹏, 曹小杉, 师俊平, 梁兴文. 超高性能混凝土预制板-叠合剪力墙抗震性能研究. 地震工程与工程振动, 2024 , 44 (3) : 96 -107 . DOI: 10.13197/j.eeed.2024.0309
Yafeng CHANG, Wenzhe YIN, Yapeng HOU, Xiaoshan CAO, Junping SHI, Xingwen LIANG. Study on seismic behavior of ultra-high performance concrete composite shear wall with precast slab[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (3) : 96 -107 . DOI: 10.13197/j.eeed.2024.0309
正文
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0　引言
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预制叠合式混凝土剪力墙属于一种装配整体式剪力墙结构，由2层厚度为40 mm左右的内、外预制墙板及空腔内的现浇混凝土组成，预制内、外墙板通过桁架钢筋连接。
在国外，特别是发达国家，预制叠合板式剪力墙有着较为广泛的应用。德国首先对预制叠合板式剪力墙体系进行研究，发现该结构体系具有施工方法快捷，墙板质量和整体抗震性能良好等优点，并且这种结构体系还可以大大减少模板的使用量，可以节约成本，推动了建筑装配化和工业化的进程，符合当今节能环保的主题。SALMON等[1-2]在半装配式剪力墙结构基础上，提出一种“三明治”复合墙板。BENAYOUNE等[3-4]对2组三明治墙（每组6片叠合剪力墙）分别进行了轴心抗压试验和抗弯试验，总结出虽然三明治墙的整体受力性能与现浇整体墙大体相同，但“三明治”墙板有着更好的后期变形能力，且完整性受剪力连接键刚度的影响较多。国外对预制叠合板式剪力墙的研究大多关注于静力试验，而我国处于地震区，故国内对预制叠合板式剪力墙抗震性能的相关研究较丰富。叶献国等[5]将布置现浇端柱和暗柱的双面叠合剪力墙与现浇剪力墙进行试验对比，结果表明这2种叠合剪力墙的裂缝发展、破坏形态和耗能能力与现浇剪力墙基本一致，但其最大水平受弯承载力较低。蒋庆等[6]对4个采用不同边缘约束措施的叠合剪力墙进行了试验研究，并给出了这种叠合剪力墙抗弯、抗剪和抗裂等方面的计算公式。代桂霞等[7]通过对3片预制混凝土叠合剪力墙和1片现浇钢筋混凝土剪力墙进行低周反复荷载试验，发现叠合墙的承载力和变形性能不受暗柱的施工工艺的影响。章红梅等[8]通过对1片实体半预制筋混凝土叠合剪力墙和1片带洞口的半预制钢筋混凝土叠合剪力墙进行抗震性能试验，并用ANSYS进行了非线性分析，结果表明实体和带洞口的半预制钢筋混凝土剪力墙抗剪性能均较好，且该剪力墙的数值模拟结果与试验值基本吻合。王滋军等[9]对开设洞口的叠合剪力墙进行了试验研究，结果显示带洞口叠合剪力墙的受力性能与普通现浇带洞口剪力墙都相差无几。叶燕华等[10]采用自密实混凝土代替普通混凝土，通过对5片叠合剪力墙进行拟静力试验研究，发现自密实混凝土叠合墙具有与现浇剪力墙一样优良的抗震性能，但其延性更好。姚荣等[11]在叶燕华研究的基础上，探索了暗柱和轴压比对该试件中钢筋及混凝土应变的影响，结果发现增设暗柱和增大轴压比均对试件的抗震性能起到改善作用。朱明增等[12]发现暗柱中的型钢种类对自密实混凝土叠合剪力墙的抗震性能影响较小。针对带钢筋桁架的叠合剪力墙制作工艺复杂且用钢量大，并且此类结构应用于高层建筑时由于预制混凝土板较厚导致剪力墙结构自重过大而受到限制问题，黄成林[13]推出一种新型的适用于内墙的混凝土叠合剪力墙，该混凝土叠合剪力墙由两侧叶板厚度为10 mm的玄武岩纤维增强复合水泥板和空腔内浇筑混凝土构成。
目前国内外学者对叠合剪力墙的研究大多集中在“三明治结构”的中间部位和连接部位，对采用超高性能混凝土（ultra-high performance concrete，UHPC）[14]制作预制板的叠合剪力墙的抗震性能试验研究较少。因此，本文设计了4片UHPC预制板叠合剪力墙，并将其与1片现浇混凝土剪力墙进行对比，研究了UHPC预制板-叠合剪力墙的破坏现象及破坏形态，探究UHPC叠合墙的抗震指标，同时为进一步减少现浇混凝土和竖向搭接钢筋的用量，减轻结构的自重，考虑高宽比、EPS芯模置换和竖向钢筋锚固方式3个参数，分析了这些参数对UHPC叠合墙抗震性能的影响，为其在工程应用提供理论参考。
1　试验概况
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1.1　试件设计与制作
本次试验共设计了5片剪力墙试件，其中1片为现浇剪力墙，编号为CSW1-2.0，另外4片为UHPC预制板-叠合剪力墙，编号分别为PCW-2.0、PCWEPS-2.0、PCWAZ-1.5、PCW-1.5。每个试件包括底梁、加载梁及墙体三部分，墙体宽度有750 mm和1000 mm这2种，高度均为1500 mm，厚度均为150 mm，叠合剪力墙包含2片20 mm厚的UHPC预制板及110 mm厚的现浇混凝土。加载梁的宽度和高度分别为250 mm和200 mm，底梁的宽度和高度分别为400 mm和500 mm，底梁顶部距加载梁中心线的距离为1.6 m。其中，试件PCW-2.0和PCWEPS-2.0的尺寸与配筋完全相同，但试件PCWEPS-2.0中按矩阵方式布置了40个EPS泡沫芯模，替换部分现浇混凝土，减少现浇混凝土的用量，减轻了叠合剪力墙自重。试件PCWAZ-1.5和PCW-1.5尺寸完全相同，配筋略有差异，试件PCWAZ-1.5两侧最外面4根纵筋直径为12 mm，并留有锚固长度，且增加了箍筋，其他位置纵筋不设锚固长度，与剪力墙等长；试件PCW-1.5所有纵筋直径均为10 mm，均设置锚固长度，并且两侧不设置箍筋。PCWAZ-1.5和PCW-1.5的锚固纵筋面积几乎相等，将2个试件进行对比分析，探究便于叠合剪力墙预制件安装的施工方法。各试件的设计轴压比均为0.2[15-16]。各试件的配筋及尺寸如图1所示，各试件参数如表1所示。
试件的制作过程如下：①首先将受力钢筋与钢筋桁架进行绑扎，构成钢筋骨架，相邻的2个桁架反向设置，桁架具体构造如图2所示；②然后在钢板上浇筑一侧的UHPC叶板，在UHPC未初凝前，将钢筋骨架放在预制板上，弯钩部分刚好没入UHPC中，钢筋埋入厚度将近1.5 cm，养护7 d后进行拆模；试件PCWEPS-2.0在UHPC未初凝前，将EPS芯模镶嵌在混凝土中，芯模的数量为多个，单个芯模为长方体芯模，且多个芯模呈矩阵结构布设在内叶板与外叶板之间；③将试件翻转，进行另一侧预制板的预制；④绑扎底座钢筋，加载梁钢筋，将叠合墙预制件吊装，调整其垂直度并进行固定，然后安装侧模板；⑤先浇筑底座混凝土，然后浇筑预制件空腔内混凝土，最后浇筑加载梁混凝土。试件的主要制作过程如图3所示。
1.2　材料力学性能
各叠合剪力墙试件墙芯部分、底座部分和加载梁部分的混凝土均为C40商品混凝土，预制板为UHPC。UHPC材料组分包括：P.O42.5R普通硅酸盐水泥，比表面积为19 m2/g、SiO2质量分数≥93%的硅灰，SiO2含量大于99.72%、Fe2O3含量大于0.024%的石英砂，聚羧酸高效减水剂，端钩型钢纤维[14]。UHPC的基体质量比为水泥∶硅灰∶石英砂∶减水剂∶水 = 1.00∶0.26∶1.26∶0.03∶0.23，钢纤维体积掺量均为1%。
在制作试件的过程中，UHPC预制板和现浇混凝土分别预留了一组100 mm×100 mm×100 mm和150 mm×150 mm×150 mm立方体同条件养护试块，自然养护28 d以后，测得混凝土材料力学性能如表2所示。
本试验中钢筋均采用HRB400级钢筋，直径分别为10、12、16 mm这3种。钢筋力学性能如表3所示。
1.3　加载方案及量测内容
本试验加载装置如图4所示。首先将竖向轴压力（N）施加于试件顶部，加载时保持N恒定；然后在试件加载梁端开始往复施加水平荷载，保持水平力作用线与加载梁中心线重合。水平加载方法为位移（Δ）控制，对应的顶点位移依次为2、4、6、8 mm时，各级往复循环1次，对应的顶点位移依次为10、14、18、22、26、30、34、38、46、54 mm时，各级往复循环3次。
当试件水平荷载下降至峰值荷载的0.85倍时，或荷载突然下降时，认为试件已破坏，可停止加载。加载时水平力向东加载为正，向西为负，应变以受拉为正。
本次试验在长安大学结构实验室进行。试验过程中，由作动器顶端的位移计（D1）及荷载传感器测量试件顶端的位移与荷载；在底座中心设置位移计（D3），量测其滑移量；在墙体平面外设置位移计（D2），监测加载时试件的平面外位移。在混凝土和钢筋表面粘贴应变片，量测其发生的应变。同时，在试验过程中，记录裂缝的产生与发展，并记录其宽度。位移计和应变片布置如图5所示。
2　试件破坏现象及破坏形态
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各试件破坏时的裂缝分布情况和角部破坏形态如图6所示。各试件的破坏过程：首先在墙底部约25 cm处的位置出现水平裂缝，然后水平裂缝数量沿墙高度增多，之后水平裂缝向中间、向下发展，两侧裂缝最后交汇，形成“X形”，最后裂缝宽度约为5 mm，墙角混凝土被压碎脱落，钢筋受压屈服变形，试件破坏。
在加载后期，5个试件的裂缝分布情况和破坏现象略有差异，具体情况如下：
1）对于普通现浇混凝土剪力墙试件CSW1-2.0，在加载至位移角θ = 1/90时，墙体侧面有裂缝出现，此时墙体受拉侧边缘处纵筋屈服；加载至θ = 1/60时，墙体表面细小裂缝开始增宽，最大裂缝宽度为2 mm，同时伴随保护层混凝土开始脱落；加载至θ = 1/50时，墙体裂缝数量增加，墙体表面裂缝加宽至4 mm，右侧墙角混凝土轻微压碎脱落；加载至θ = 1/35时，剪力墙右下角混凝土大块脱落，钢筋外露。
2）对于装配式UHPC预制板-叠合剪力墙试件PCW-2.0，在加载至位移角θ = 1/86时，墙体受拉侧边缘处纵筋屈服；加载至位移角θ = 1/58时，试件底部水平裂缝变宽，最大裂缝宽度约2 mm，同时伴随着墙皮脱落，也可以听到钢纤维被拔出的“吱吱”声音；加载至位移角θ = 1/35时，角部混凝土被压碎，出现外鼓和脱落，试件破坏时最大裂缝宽度达到5 mm。
3）对于带EPS芯模的试件PCWEPS-2.0，在水平裂缝出现前，墙体中部区域先出现多条短小的斜裂缝，并能听见EPS芯模受挤压的声响；加载至位移角θ = 1/115时，墙体最边缘处纵筋受拉屈服；加载至位移角θ = 1/60时，底部水平裂缝继续向中间扩展，墙体表面裂缝形状更加分散无规律；加载至位移角θ = 1/50时，角部混凝土被压碎、外鼓，水平荷载显著下降。
4）对于仅采用暗柱钢筋连接的试件PCWAZ-1.5，加载至位移角θ = 1/60时，墙体边缘处纵筋受拉屈服；加载至位移角θ = 1/42时，试件正面右下角预制板剥离，剥离长度约为25 cm，但由于钢纤维的存在，角部预制板未脱落；加载至位移角θ = 1/35时，试件背部裂缝继续变宽，最大宽度达到5 mm，并且水平受弯承载力显著下降，加载结束。最后形态裂缝更多集中在剪力墙中部，两侧裂缝相对较少。
5）对于高宽比为1.5的试件PCW-1.5，加载至位移角θ = 1/60时，墙体边缘处纵筋受拉屈服，水平裂缝宽度增至3 mm；加载至位移角θ = 1/35时，试件背部右下角水平裂缝向竖向分叉，形成“Y形”裂缝，水平裂缝宽度增至5 mm，正反面预制板中间的现浇混凝土被压碎挤出；加载至位移角θ = 1/30时，试件正面右下角水平裂缝继续向中间延伸到中线处，突然“嘣”的一声，正面右下角水平裂缝向下延伸到底梁顶，角部预制板剥离，并且水平荷载显著下降而宣告破坏，破坏时底部尚未形成完整水平通缝，这可能是因为高宽比大的剪力墙试件，底部斜裂缝倾斜角较小，底部裂缝更加接近水平，而高宽比减小后，此现象不明显，所以剪力墙先发生角部破坏。
各试件边缘纵筋均受拉屈服，破坏时底部边缘混凝土被压坏，均为压弯破坏。该新型UHPC预制板-叠合剪力墙与普通剪力墙试件的破坏过程基本一致，且在加载过程中，试件PSW1-2.0、PCWEPS-2.0、PCWAZ-1.5和PCW-1.5均未出现预制板和现浇混凝土分离的现象，证明该UHPC预制板可以较好地与现浇层协同工作和整体受力。高宽比越小，该新型剪力墙边缘纵筋受拉屈服所需的水平荷载和水平位移越大，试件破坏时角部预制板发生局部脱落。加入EPS芯模的试件，最早出现边缘纵筋受拉屈服和底部水平裂缝贯通的情况，发生破坏时承受的水平位移也最小。仅采用竖向钢筋与底梁进行连接的试件，裂缝主要集中在墙体中间部位，两侧裂缝较少，但最高处水平裂缝距底部更高，破坏时承受的水平位移也相对减小。
3　试验结果及分析
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3.1　滞回曲线
5个试件的顶点水平荷载（P）-顶点水平位移（Δ）滞回曲线如图7所示。
由图7可知，各试件的滞回曲线特征基本一致，滞回曲线后期没有发展成反“S”形。当加载的位移幅值较小时，滞回环狭长，滞回环包围的面积较小，卸载后墙体变形基本能回到坐标原点，试件处于弹性阶段；随着加载位移的增大，剪力墙预制板产生裂缝，滞回曲线开始向水平轴倾斜，滞回环面积开始增大；当加载到试件屈服后，斜裂缝不断增多与发展，滞回环形状饱满，反复加载时基本与第一圈重合；峰值荷载后，同一位移下，循环第二圈、第三圈的滞回曲线明显不能与第一圈重合，水平荷载发生退化，滞回环面积也快速地增长，滞回环逐渐形成弓形，“捏缩”现象越来越明显。
试件CSW1-2.0与试件PCW-2.0的滞回曲线形状基本相似，但是在相同水平位移情况下，试件PCW-2.0比试件CSW1-2.0的水平荷载和残余变形值更大，这是因为UHPC预制板的抗压、抗拉强度较普通混凝土更大，在加载后期，对普通混凝土起到了一定的保护作用，故可以承受更大的水平荷载。试件PCW-2.0和试件PCWEPS-2.0在达到峰值荷载前，滞回曲线基本相同，在达到峰值荷载后，试件PCWEPS-2.0的第二圈、第三圈的滞回曲线明显与第一圈发生偏离，然后试件突然发生了破坏，说明EPS芯模的加入，对这种UHPC预制板叠合剪力墙的水平荷载影响较小，但对其延性影响较大。这是因为EPS芯模的抗压、抗拉强度均远小于混凝土，故受力后延性较小。试件PCWAZ-1.5和试件PCW-1.5都是在位移角θ = 1/50时出现最大水平荷载，但是与试件PCW-1.5相比，试件PCWAZ-1.5的最大水平荷载更低，降低了9%。由此可知，仅采用暗柱竖向钢筋与底座进行连接对该叠合剪力墙的最大水平荷载影响较小。试件PCW-2.0与试件PCW-1.5的滞回曲线趋势走势基本相同，但试件PCW-1.5水平荷载增大了61%、峰值水平位移增大了35%，由此可知，该UHPC预制板-叠合剪力墙的高宽比越小，其最大水平荷载和水平位移越大。
3.2　骨架曲线
各剪力墙试件的骨架曲线如图8所示，各剪力墙试件的屈服荷载Fy、峰值荷载Fm和破坏荷载Fu如表4所示。其中屈服荷载通过作图法确定，破坏荷载指水平荷载下降到峰值水平荷载的85%时所对应的荷载值。
由图8和表4可知，试验加载初期，各试件的骨架曲线呈直线变化趋势；峰值荷载后，曲线下降程度不同，试件CSW1-2.0下降坡度较缓，延性较好；试件PCW-2.0、试件PCWAZ-1.5和试件PCW-1.5曲线下降程度次之，试件PCWEPS-2.0下降程度最陡，延性最差。与试件CSW1-2.0相比，试件PCW-2.0的屈服荷载、峰值荷载和极限荷载分别增大了20%、7%、11%。说明该UHPC预制板-叠合剪力墙比现浇混凝土剪力墙的承载能力大。与试件PCW-2.0相比，试件PCWEPS-2.0的骨架曲线在未达到峰值荷载前，其曲线与试件PCW-2.0基本相似，超过峰值荷载后，试件PCWEPS-2.0骨架曲线急速下降，试件发生破坏。说明EPS芯模置换对试件后期的水平荷载影响较大。与试件PCW-2.0相比，试件PCW-1.5各特征点值大幅度提升。说明试件高宽比越小，承载能力越高。而试件PCWAZ-1.5与试件PCW-1.5各特征点值基本相同，说明仅采用暗柱竖向钢筋与底座进行连接对该试件承载能力影响较小。
3.3　耗能能力
根据JGJ/T 101—2015《建筑抗震试验规程》[17]，试件的能量耗散能力，应以滞回曲线所包成的面积来衡量，用能量耗散系数E来表示。计算得到各试件各加载级的能量耗散系数，观察发现：能量耗散系数随着位移的增加而逐渐增大。加载初期，各试件各加载级第一圈循环的能量耗散系数大于第二和第三循环的能量耗散系数，当试件加载至接近破坏时，各试件各加载级的第二和第三圈循环的能量耗散系数接近甚至大于第一循环的能量耗散系数。高宽比越小，各试件的初始能量耗散系数越小。经计算得到试件CSW1-2.0~试件PCW-1.5的极限能量耗散系数分别为1.55、1.53、2.0、1.30、1.29，可见高宽比为2的UHPC预制板-叠合剪力墙与全现浇剪力墙的能量耗散系数均较大，表明二者都有较好的耗能能力，而高宽比为1.5的UHPC预制板-叠合剪力墙的能量耗散系数相对减小了约15%。对于高宽比为1.5的UHPC预制板-叠合剪力墙，试件PCWAZ-1.5和试件PCW-1.5的能量耗散系数几乎相同，可见，连接方式对叠合剪力墙的能量耗散系数影响较小。加入EPS芯模的UHPC预制板-叠合剪力墙在破坏时，耗散系数突然增加到2.0，说明加入EPS芯模，会在破坏的瞬间发挥该叠合剪力墙的耗能能力。
3.4　刚度退化
试件的刚度可用割线刚度来表示，割线刚度Ki公式参考JGJ/T 101—2015《建筑抗震试验规程》[17]，图9给出了各试件的刚度退化曲线。由图可知，各试件的刚度退化过程基本一致，随着加载位移的增大，剪力墙试件的割线刚度逐渐减小。在达到破坏位移前，对高宽比为2的试件，与试件CSW1-2.0相比，试件PCW-2.0和试件PCWEPS-2.0的刚度较大；达到破坏位移时，试件PCW-2.0的刚度降到与试件CSW1-2.0相同，试件PCWEPS-2.0刚度急剧变小，降到试件CSW1-2.0以下。说明UHPC预制板-叠合剪力墙与现浇剪力墙相比，刚度更大；但加入EPS芯模后，在加载位移较大时，预制板-叠合剪力墙的刚度会产生急剧下降。与高宽比为2的试件CSW1-2.0和试件PCW-2.0相比，高宽比为1.5的试件PCWAZ-1.5和试件PCW-1.5试件的刚度有较大的提高。与试件PCW-1.5相比，试件PCWAZ-1.5的前期刚度较大，后期刚度较小。说明试件的高宽比越小，试件的刚度越大；连接钢筋由全部竖向钢筋变为暗柱钢筋，仅会对试件的开裂后期刚度产生不利影响。
3.5　延性系数
剪力墙的延性可用延性系数μ = Δu/Δy表示，Δu为剪力墙的水平荷载下降至峰值荷载的85%时对应的位移值（破坏位移），Δy、Δm分别表示剪力墙的屈服位移和峰值位移。各试件的水平位移和延性系数如表5所示。
由表5可知，对于高宽比为2的试件，与试件CSW1-2.0相比，试件PCW-2.0和试件PCWEPS-2.0的峰值位移和破坏位移明显降低，试件PCWEPS-2.0比试件PCW-2.0的破坏位移明显减小。说明UHPC预制板叠合剪力墙比现浇混凝土剪力墙的峰值位移和破坏位移更小，且EPS芯模的加入还会降低其破坏位移。与高宽比为2的试件PCW-2.0相比，高宽比为1.5的试件PCWAZ-1.5和试件PCW-1.5的屈服位移和峰值位移明显增大，但是试件PCWAZ-1.5与试件PCW-2.0的破坏位移基本相同，而试件PCW-1.5的破坏位移较试件PCW-2.0明显增大。说明试件的高宽比越小，试件的屈服位移、峰值位移和破坏位移越大；仅采用暗柱竖向钢筋与底座进行连接会使该叠合剪力墙的破坏位移明显减小。
与试件CSW1-2.0相比，试件PCW-2.0、PCWEPS-2.0、PCWAZ-1.5和PCW-1.5的延性系数降低。试件PCW-2.0和PCW-1.5降低了12%，试件PCWEPS-2.0和PCWAZ-1.5分别降低了44%和39%，说明UHPC预制板-叠合剪力墙的延性比现浇混凝土剪力墙的延性差，且EPS芯模的加入和仅采用暗柱竖向钢筋与底座进行连接都会使其延性更差，高宽比1.5~2之间试件的延性差异较小。UHPC预制板-叠合剪力墙破坏位移角均达到1/59以上，符合GB 50011—2010《建筑抗震设计规范》[18]中5.5条规定需达到1/120的限值要求。
3.6　位移沿高度分布
在试件底梁中心和剪力墙墙身1/3处、2/3处分别布置位移计（编号分别为D3、D5和D4），测量试件在加载过程中不同高度处的水平位移，并绘制出规律，如图10所示。试件PCW-2.0、PCWEPS-2.0、PCWAZ-1.5和PCW-1.5规律基本一致，本文仅给出试件PCW-2.0加载过程中不同高度处的水平位移曲线。
由图10可知，各试件水平位移沿高度分布呈现出相同的规律，开始加载时，各位置位移增长速率均较小，随着持续加载，试件各高度处的水平位移增长速率变大，高度越高，位移增长速率越快，水平位移越大。底座的正向最大位移不超过3.6 mm，底座处的负向最大位移不超过1.3 mm。
图11和图12分别为各试件中D4、D5位移计的数值，由图可知，在相同的水平荷载下，该装配式UHPC预制版-叠合剪力墙1/3处和2/3处的水平位移小于现浇剪力墙的水平位移，墙身更稳定，且高宽比为1.5的叠合剪力墙的水平位移小于高宽比为2的叠合剪力墙的水平位移。
3.7　UHPC预制板叠合剪力墙受弯承载力计算
本文为建立UHPC预制板叠合剪力墙的受弯承载力计算公式，首先作出以下假定：①截面应变沿其高度分布，满足平截面假定；②现浇混凝土仅考虑受压，UHPC预制板既考虑受压又考虑受拉；③墙肢端部竖向钢筋屈服；④从受压区边缘1.5x范围以外的受拉竖向分布筋均屈服并参与受力，1.5x范围以内的竖向分布钢筋未屈服，不参与计算；⑤假定该预制板与现浇混凝土为一整体，忽略两者之间的相对滑移。基于以上假定，剪力墙截面在极限状态下的受力如图13所示。
由力平衡方程可得
式中：Nc1和Nc2分别为受压区现浇混凝土和UHPC预制板的所承担的力[19]；Tu为受拉区UHPC预制板的总拉力；为受压侧纵筋面积；Asw为纵筋截面面积；为纵筋实测屈服强度；fyw为叠合剪力墙竖筋实测屈服强度；ρw为竖向钢筋配筋率；fut为UHPC预制板的轴心抗拉强度，据前期试验可得该值为5.37 MPa；fc为现浇混凝土实测轴心抗压强度；fuc为UHPC预制板实测轴心抗压强度；α1为受压区混凝土矩形应力图与混凝土轴心抗压强度设计值的比值，取值为1；t为一侧UHPC预制板的厚度；b1为现浇墙体的厚度；h为叠合剪力墙截面总高度；为叠合剪力墙受拉侧钢筋合力点距受压区边缘的距离；hw0为叠合剪力墙截面有效高度，；αu和βu为UHPC受压区矩形等效系数，分别取值为0.887和0.728[20]；k = εut，p/εcu[21]，εut，p为UHPC的峰值拉应变，根据前期试验取值0.036。x为叠合剪力墙的受压区高度，具体计算数值如表6所示。由x值可计算出相对受压区高度ζ（ζ = x/hw0），均小于相对界限受压区高度ζb值0.602，断定该剪力墙试件均属于大偏压破坏。
由力矩平衡可得
将由式（12）计算得出的受弯承载力与试验中得到的受弯承载力进行比较，具体数据如表6所示。由表中Mp/M值可得，现浇剪力墙和UHPC预制板-叠合剪力墙计算值与试验值最大偏差不超过12%，且除PCWAZ-1.5试件外，理论计算值都小于实际试验值，较为安全。PCWAZ-1.5试件理论受弯计算值偏大，主要是因为式（8）和式（12）计算过程中，考虑的1.5x范围以内的竖向分布钢筋受拉作用，而实际PCWAZ-1.5墙体中部竖向钢筋未设置锚固长度，发挥的受拉作用较小。综上所述，用式（12）可以较好地对该UHPC预制板叠合剪力墙的受弯承载力进行预测和计算，且该受弯承载力计算式（12）不受墙体的高宽比的影响。
4　结论
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本文通过对1片现浇混凝土剪力墙和4片超高性能混凝土（UHPC）预制板-叠合剪力墙抗震性能试验研究分析，得到结论如下：
1）与现浇剪力墙相比，UHPC预制板-叠合剪力墙的水平承载能力和刚度更大，且高宽比越小，水平承载能力和刚度越大，仅使用暗柱钢筋与底座进行连接和加入EPS芯模均不会对该试件的水平荷载产生较大影响，但却会对其后期刚度产生不利影响。
2）UHPC预制板-叠合剪力墙具有和现浇剪力墙一样优良的耗能能力，且高宽比越小，试件的耗能能力越差，但EPS芯模置换可以使其后期耗能能力有所提高。
3）UHPC预制板-叠合剪力墙的位移延性比现浇混凝土剪力墙的延性稍差，且连接钢筋由全部竖向钢筋变为暗柱钢筋和加入EPS芯模还会使该试件的延性变差，但这些试件的破坏位移角均达到1/59以上，满足抗震规范关于剪力墙弹塑性层间位移角限值要求。
4）在相同水平荷载下，UHPC预制板-叠合剪力墙1/3处和2/3处的水平位移小于现浇剪力墙的相应水平位移，且高宽比越小，该墙体水平位移越小。
5）本文推导出的UHPC预制板-叠合剪力墙的受弯承载力公式的计算值与试验结果吻合较好。
基金
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  • 国家自然科学基金项目(11872300)
  • 陕西省重点研发计划(2020ZDLSF06-11)
  • 陕西省技术创新引导专项基金项目(2019CGHJ-02)
  • 陕西省建筑科学研究院有限公司项目(2023-6-470)
文献
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2024年第44卷第3期
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doi: 10.13197/j.eeed.2024.0309
  • 接收时间：2022-11-14
  • 首发时间：2026-03-30
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  • 收稿日期：2022-11-14
  • 修回日期：2022-12-05
基金
国家自然科学基金项目(11872300)
陕西省重点研发计划(2020ZDLSF06-11)
陕西省技术创新引导专项基金项目(2019CGHJ-02)
陕西省建筑科学研究院有限公司项目(2023-6-470)
作者信息
    1.陕西省建筑科学研究院有限公司，陕西 西安 710082
    2.西安理工大学 土木建筑工程学院，陕西 西安 710048
    3.西安建筑科技大学 土木学院，陕西 西安 710055
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https://castjournals.cast.org.cn/joweb/dzgcygczd/CN/10.13197/j.eeed.2024.0309
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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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