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浙江大学学报(工学版)
浙江大学学报(工学版)  2022, Vol. 56 Issue (10): 1995-2006    DOI: 10.3785/j.issn.1008-973X.2022.10.011
土木工程、交通工程、海洋工程     
超高性能混凝土连接装配式柱抗震性能试验研究
邓明科1,2(),靳梦娜1,郭莉英1,马福栋1,3,刘华政4
1. 西安建筑科技大学 土木工程学院，陕西 西安 710055
2. 西安建筑科技大学 结构工程与抗震教育部重点实验室，陕西 西安 710055
3. 上海市建筑科学研究院有限公司 上海市工程结构安全重点实验室，上海 200032
4. 中石油华东设计院有限公司，山东 青岛 266000
Experimental study on seismic performance of ultra-high performance concrete connected precast columns
Ming-ke DENG1,2(),Meng-na JIN1,Li-ying GUO1,Fu-dong MA1,3,Hua-zheng LIU4
1. School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China
2. Key Laboratory of Structural Engineering and Earthquake Resistance, Ministry of Education (XAUAT), Xi’an University of Architecture and Technology, Xi'an 710055, China
3. Shanghai Key Laboratory of Structural Safety, Shanghai Construction Research Institute Limited Company, Shanghai 200032, China
4. CNPC East China Design Institute Limited Company, Qingdao 266000, China
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摘要：

为了改善装配式结构中构件连接部位的抗震性能，提出采用超高性能混凝土（UHPC）连接预制柱. 设计1个普通混凝土（NC）整浇柱和6个塑性铰区采用UHPC的装配式柱，通过拟静力试验，研究轴压比、搭接长度、配箍率、搭接段配置短钢筋对试件破坏形态、滞回特性、承载力、变形能力、耗能能力等的影响. 结果表明，搭接长度为8倍钢筋直径的装配式柱的各项抗震性能均高于普通混凝土整浇试件，可以实现与现浇整体柱相同的效果. 随着搭接长度的增大，装配式柱的承载力逐渐增大，变形能力与耗能能力显著提高. 在搭接区段设置短钢筋，可以提高装配式柱的受弯承载力，改变破坏形态，使塑性铰区上移. 基于试验结果，考虑UHPC的受拉作用，提出UHPC装配式柱的正截面受弯承载力计算公式，计算值与试验值吻合较好.
关键词： 超高性能混凝土(UHPC);  装配式柱;  抗震性能;  塑性铰区;  搭接连接    
Abstract:

Ultra-high performance concrete (UHPC) was proposed to connect precast columns in order to improve the seismic performance of member connections in precast structures. Six precast columns constructed with UHPC in plastic hinge zones and one normal concrete (NC) cast-in-place column were tested under the quasi-static tests. The effects of the axial load ratio, lap length, stirrup ratio and setting of short steel bar on failure modes, hysteretic characteristics, bearing capacity, deformation capacity and energy dissipation capacity of the specimens were analyzed. Results showed that the seismic performance of precast columns with lap length being 8 times the diameter of the steel bar was higher than that of normal concrete cast-in-place columns, which can achieve the same effect as the normal concrete cast-in-place column. The bearing capacity of precast columns gradually increases, and the deformation capacity and energy dissipation capacity significantly increase with the increase of lap length. The setting of short steel bar in the lap-splicing section can improve the flexural bearing capacity of the precast column, change the failure mode and move the plastic hinge area upward. A formula based on the test results for calculating the flexural capacity of precast columns was proposed by considering the tensile strength of UHPC, and the calculated results accorded well with the test results.
Key words: ultra-high performance concrete (UHPC)    precast column    seismic performance    plastic hinge zone    lap-splicing
收稿日期: 2021-11-11 出版日期: 2022-10-25
CLC:  TU 375  
基金资助: 国家自然科学基金资助项目（51878545）；西安市科技创新计划资助项目（20191522415KYPT015JC017）
作者简介: 邓明科（1979—），男，教授，博导，从事高性能土木工程材料与新型结构的研究. orcid.org/0000-0002-9117-4625. E-mail： dengmingke@126.com
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引用本文:

邓明科,靳梦娜,郭莉英,马福栋,刘华政. 超高性能混凝土连接装配式柱抗震性能试验研究[J]. 浙江大学学报(工学版), 2022, 56(10): 1995-2006.

Ming-ke DENG,Meng-na JIN,Li-ying GUO,Fu-dong MA,Hua-zheng LIU. Experimental study on seismic performance of ultra-high performance concrete connected precast columns. Journal of ZheJiang University (Engineering Science), 2022, 56(10): 1995-2006.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2022.10.011    或    https://www.zjujournals.com/eng/CN/Y2022/V56/I10/1995

图 1  普通混凝土柱/超高性能混凝土装配式柱的尺寸及配筋
编号 S/mm2 λt/λd 纵筋 Ls 箍筋
RCZ-1 250×250 0.33/0.75 6?20 mm — 8@100 mm/50 mm
RUZ-2 250×250 0.33/0.75 6?20 mm/6?20 mm 8d 8@100 mm/50 mm
RUZ-3 250×250 0.17/0.40 6?20 mm/6?20 mm 8d 8@100 mm/50 mm
RUZ-4 250×250 0.33/0.75 6?20 mm/6?20 mm 8d 8@100 mm/160 mm
RUZ-5 250×250 0.33/0.75 6?20 mm/6?20 mm 6d 8@100 mm/50 mm
RUZ-6 250×250 0.33/0.75 6?20 mm/6?20 mm 12d 8@100 mm/50 mm
RUZ-7 250×250 0.33/0.75 6?20 mm/10?20 mm 8d 8@100 mm/50 mm
表 1  NC柱/UHPC装配式柱的设计参数
图 2  短钢筋的布置图
Vt/% fcu /MPa fc /MPa ft /MPa
2 108.13 102.35 5.21
表 2  UHPC的力学性能
钢筋级别 d/mm fy /MPa fu /MPa δ/%
HPB300 8 360 525 27
HRB400 20 470 660 16.3
表 3  钢筋的力学性能
图 3  试验装置及加载制度
图 4  NC柱/UHPC装配式柱的位移计布置
图 5  NC柱/UHPC装配式柱的破坏形态
图 6  荷载-位移滞回曲线
图 7  不同参数下的柱骨架曲线对比
试件编号 Pcr /kN Δcr /mm Py /kN Δy /mm Pm /kN Δm /mm Pu /kN Δu /mm μ
RCZ-1 60.23 2.14 132.22 8.14 154.41 16.05 131.25 31.01 3.81
RUZ-2 70.11 2.51 134.08 9.29 161.63 17.03 137.39 31.70 3.41
RUZ-3 49.81 2.01 105.49 8.42 125.12 17.03 106.35 25.88 3.07
RUZ-4 59.98 1.93 139.52 9.91 168.90 17.05 143.57 27.03 2.73
RUZ-5 70.25 2.48 130.68 8.54 156.48 17.04 133.01 27.97 3.28
RUZ-6 70.00 2.75 144.36 9.62 167.42 20.03 142.31 47.28 4.91
RUZ-7 90.03 3.71 152.41 10.51 183.37 22.02 155.86 26.95 2.56
表 4  NC柱与UHPC装配式柱的特征点试验结果
图 8  不同参数下柱的强度衰减对比
图 9  不同参数下的柱刚度退化曲线对比
试件编号 E/ (kN·m)
P＝Py P＝Pm Δ＝Δu
RCZ-1 2.204 5.398 32.424
RUZ-2 1.952 6.591 33.474
RUZ-3 1.518 6.059 19.872
RUZ-4 2.174 6.780 22.813
RUZ-5 1.989 7.128 24.529
RUZ-6 1.596 11.061 112.539
RUZ-7 2.149 13.031 22.316
表 5  NC柱与UHPC装配式柱的累积耗能
图 10  UHPC的应力-应变曲线
图 11  柱截面应力分布图
试件编号 MUt/（kN·m） 考虑UHPC抗拉 不考虑UHPC抗拉
MUkc/（kN·m） MUkc/MUt MUbc/（kN·m） MUbc/MUt
RCZ-1 154.41 — — 141.85 0.92
RUZ-2 161.63 155.74 0.96 136.12 0.84
RUZ-3 125.12 117.45 0.94 99.90 0.80
RUZ-4 168.90 155.74 0.92 136.12 0.81
RUZ-5 156.48 155.74 1.00 136.12 0.87
RUZ-6 167.42 155.74 0.93 136.12 0.81
RUZ-7 183.37 180.53 0.98 160.91 0.88
表 6  柱截面压弯承载力的计算值与试验值对比
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