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浙江大学学报(工学版)
浙江大学学报(工学版)  2020, Vol. 54 Issue (5): 909-920    DOI: 10.3785/j.issn.1008-973X.2020.05.008
土木工程、交通工程     
钢-超高性能混凝土组合板开裂荷载正交试验及计算方法
罗军1,2(),邵旭东1,*(),曹君辉1,樊伟1,裴必达1
1. 湖南大学 土木工程学院，湖南 长沙 410082
2. 郑州大学 力学与安全工程学院，河南 郑州 450001
Orthogonal test and calculation method of cracking load of steel-ultra-high performance concrete composite specimen
Jun LUO1,2(),Xu-dong SHAO1,*(),Jun-hui CAO1,Wei FAN1,Bi-da PEI1
1. College of Civil Engineering, Hunan University, Changsha 410082, China
2. School of Mechanics and Safety Engineering, Zhengzhou University, Zhengzhou 450001, China
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摘要：

为了研究钢-超高性能混凝土（UHPC）轻型组合桥面结构的横向抗弯开裂性能，综合考虑配筋率、保护层厚度、UHPC层厚度和栓钉间距4个影响因素，对40个钢-UHPC组合板试件进行受弯开裂正交试验. 结果表明,未配筋构件裂缝数量少且裂缝扩展较快，配筋可以提高构件的开裂刚度，加强裂缝扩展阶段，使构件出现多元开裂特性. 配筋率对开裂应力的影响最大，其次是保护层厚度，然后是栓钉间距，UHPC厚度对开裂应力的影响较小. 在配筋率较高时减小保护层厚度,开裂应力提高幅度较大. UHPC厚度为45 mm的组合板的开裂应力为18.7~27.8 MPa，UHPC厚度为60 mm的组合板的开裂应力为17.2~27.4 MPa，远超虎门大桥的工程需求. 根据现有规范公式计算钢-UHPC组合结构开裂荷载偏保守. 根据密集配筋钢-UHPC组合结构特点，提出钢筋应力和开裂荷载计算方法，计算结果和试验实测结果较吻合.
关键词： 轻型组合桥面;  超高性能混凝土（UHPC）;  抗弯性能;  正交试验;  开裂荷载;  钢筋应力    
Abstract:

An orthogonal test was accomplished on 40 steel-UHPC composite specimens, in order to study the transverse bending cracking behavior of steel-ultra-high performance concrete (UHPC) lightweight composite deck. Four influence factors were considered, including reinforcement ratio, cover thickness, thickness of UHPC layer, and spacing of studs. Results show that the number of cracks in the unreinforced members is small and the cracks expand rapidly. The reinforcement can increase the cracking stiffness of the specimens and enhance the crack propagation stage, which makes the members exhibit multiple cracking characteristics. For the cracking stress of UHPC, the most significant factor is the reinforcement ratio, followed by the cover thickness and then the spacing of stud shear connectors, whereas the depth of UHPC layers is observed to have limited influence. Reducing the cover thickness can increase the cracking stress greatly when the reinforcement ratio is high. The cracking stress values of the composite plates with thickness of UHPC layer of 45 mm and 60 mm were 18.7~27.8 MPa and 17.2~27.4 MPa, respectively, which is far beyond the engineering requirements of the Humen Bridge. It is too conservative to calculate the cracking load of the steel-UHPC composite structures according to the formulas in the existing code. Calculation methods of reinforcement stress and cracking load were proposed according to the characteristics of dense reinforced steel-UHPC composite structure. The calculated values obtained by the proposed calculation method are in good agreement with those from tests.
Key words: lightweight composite deck    ultra-high performance concrete (UHPC)    flexural performance    orthogonal test    cracking load    reinforcement stress
收稿日期: 2019-01-10 出版日期: 2020-05-05
CLC:  U 443  
基金资助: 国家自然科学基金资助项目（51778223，51708200）；湖南省科技重大专项资助项目（2017SK1010）
通讯作者: 邵旭东     E-mail: luojun@hnu.edu.cn;shaoxd@hnu.edu.cn
作者简介: 罗军（1988—），男，博士生，从事超高性能混凝土结构研究. orcid.org/0000-0002-7513-6960. E-mail： luojun@hnu.edu.cn
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引用本文:

罗军,邵旭东,曹君辉,樊伟,裴必达. 钢-超高性能混凝土组合板开裂荷载正交试验及计算方法[J]. 浙江大学学报(工学版), 2020, 54(5): 909-920.

Jun LUO,Xu-dong SHAO,Jun-hui CAO,Wei FAN,Bi-da PEI. Orthogonal test and calculation method of cracking load of steel-ultra-high performance concrete composite specimen. Journal of ZheJiang University (Engineering Science), 2020, 54(5): 909-920.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2020.05.008    或    http://www.zjujournals.com/eng/CN/Y2020/V54/I5/909

序号 构件名称 设计变量 ρ/%
s/mm h/mm c/mm n
1）注：150、200表示栓钉间距，45、60表示UHPC层厚度，15、25表示纵向钢筋保护层厚度，4、6表示纵向钢筋数量.
1 S150-451） 150 45 ? ? 0.0
2 S200-45 200 45 ? ? 0.0
3 S150-60 150 60 ? ? 0.0
4 S200-60 200 60 ? ? 0.0
5 S150-45-15-4 150 45 15 4 3.5
6 S150-45-25-4 150 45 25 4 3.5
7 S200-45-15-4 200 45 15 4 3.5
8 S200-45-25-4 200 45 25 4 3.5
9 S150-45-15-6 150 45 15 6 5.2
10 S150-45-25-6 150 45 25 6 5.2
11 S200-45-15-6 200 45 15 6 5.2
12 S200-45-25-6 200 45 25 6 5.2
13 S150-60-15-4 150 60 15 4 2.6
14 S150-60-25-4 150 60 25 4 2.6
15 S200-60-15-4 200 60 15 4 2.6
16 S200-60-25-4 200 60 25 4 2.6
17 S150-60-15-6 150 60 15 6 3.9
18 S150-60-25-6 150 60 25 6 3.9
19 S200-60-15-6 200 60 15 6 3.9
20 S200-60-25-6 200 60 25 6 3.9
表 1  钢-UHPC组合板设计参数
图 1  配筋构件构造示意图
图 2  钢筋应变片布置示意图
图 3  构件主要制作过程
图 4  钢-UHPC组合板加载示意图
图 5  钢-UHPC组合板试验加载图
图 6  钢-UHPC组合板荷载-位移曲线
图 7  配筋构件屈服阶段裂缝分布图
图 8  未配筋构件裂缝分布图
图 9  主要参数对配筋构件荷载-挠度曲线的影响
构件名称 Fcr/kN σcr/MPa 构件名称 Fcr/kN σcr/MPa
S150-45 15.9 16.0 S200-45-25-4 19.0 18.7
S200-45 17.5 17.6 S200-45-25-6 20.2 18.9
S150-60 25.5 16.1 S150-60-15-4 37.2 21.0
S200-60 28.4 17.9 S150-60-15-6 51.2 27.4
S150-45-15-4 22.2 20.2 S150-60-25-4 31.7 19.1
S150-45-15-6 30.2 27.8 S150-60-25-6 35.6 20.9
S150-45-25-4 19.6 19.6 S200-60-15-4 35.1 19.8
S150-45-25-6 20.5 19.9 S200-60-15-6 49.1 26.4
S200-45-15-4 24.3 22.2 S200-60-25-4 28.7 17.2
S200-45-15-6 29.0 25.3 S200-60-25-6 34.6 20.3
表 2  构件开裂应力计算结果
图 10  截面换算示意图
图 11  配筋率对构件开裂应力的影响
图 12  保护层厚度对开裂应力的影响
图 13  栓钉间距对开裂应力的影响
图 14  UHPC层厚度对开裂应力的影响
构件名称 Ftest FCECS Fcal $\dfrac{{F_{\rm{CECS}}}}{F_{{\rm{test}}}} $ $\dfrac{{F_{\rm{test}}}}{F_{{\rm{cal}}}} $
S150-45-15-4 22.2 12.7 25.3 0.57 0.88
S150-45-15-6 30.2 17.1 29.1 0.57 1.04
S150-45-25-4 19.6 4.5 19.7 0.23 0.99
S150-45-25-6 20.5 6.0 20.8 0.29 0.99
S200-45-15-4 24.3 12.7 25.3 0.52 0.96
S200-45-15-6 29.0 17.1 29.1 0.59 1.00
S200-45-25-4 19.0 4.5 19.7 0.24 0.96
S200-45-25-6 20.2 6.0 20.8 0.30 0.97
S150-60-15-4 37.2 22.8 41.8 0.61 0.89
S150-60-15-6 51.2 31.9 48.1 0.62 1.06
S150-60-25-4 31.7 12.1 33.4 0.38 0.95
S150-60-25-6 35.6 15.6 36.0 0.44 0.99
S200-60-15-4 35.1 22.8 41.8 0.65 0.84
S200-60-15-6 49.1 31.9 48.1 0.65 1.02
S200-60-25-4 28.7 12.1 33.4 0.42 0.86
S200-60-25-6 34.6 15.6 36.0 0.45 0.96
平均值 ? ? ? 0.47 0.96
表 3  计算开裂荷载汇总表
图 15  钢-UHPC组合板钢筋应力计算示意图
图 16  部分构件钢筋应力图
构件 试验值 计算值 计算值/试验值
A1-17.5 7.4 8.3 1.12
A2-17.5 8.8 9.4 1.07
A3-17.5 10.2 10.7 1.05
A1-10 9.7 10.3 1.06
A2-10 12.3 13.0 1.06
B4-15 31.4 28.3 0.90
B4-22 22.6 23.1 1.02
B6-22 24.7 25.4 1.03
C1-15 8.3 6.9 0.83
C3-15 8.7 7.9 0.90
C5-15 11.5 9.1 0.79
表 4  文献开裂荷载试验值[10, 21-22]和计算值
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