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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2023, Vol. 57 Issue (4): 842-854    DOI: 10.3785/j.issn.1008-973X.2023.04.022
    
Experimental study on flexural performance of composite slab with groove splicing joint
Tong XIAO1(),Ming-shan ZHANG2,3,*(),Ben-yue LI2,3,Quan-biao XU2,3,Shun-feng GONG1
1. Department of Civil Engineering, Zhejiang University, Hangzhou 310058, China
2. Architectural Design and Research Institute of Zhejiang University Limited Company, Hangzhou 310028, China
3. Center for Balance Architecture, Zhejiang University, Hangzhou 310028, China
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Abstract  

A new composite slab with groove splicing joint was developed in order to improve the efficiency of factory production, transportation and lifting, as well as on-site construction of composite slab components. The flexural performance of cast-in-place slabs, composite slabs with post-cast strip and composite slabs with groove splicing joint was comparatively analyzed in terms of the cracking moment, flexural capacity, crack development and distribution, deformation ductility and failure characteristics through full-size flexural test and numerical simulation on 8 composite slab specimens. Results show that the flexural capacity of composite slabs with groove splicing joint is slightly lower than that of cast-in-place slabs and composite slabs with post-cast strip. The composite slabs using the D-type groove splicing joint have better flexural performance compared with the C-type connection joint. The flexural capacity of the composite slabs with groove splicing joint was significantly improved by increasing the length of the groove. The numerical simulation results of the established finite element model accorded well with the experimental results, which can reasonably simulate the flexural performance of composite slabs. The reasonable design of the composite slabs with groove splicing joint was clarified through the analysis of the parameters influencing the flexural performance of the composite slabs with D-type groove splicing joint.

Key words： composite slab      groove splicing joint      flexural performance      failure characteristic     
Received: 29 June 2022      Published: 21 April 2023
CLC:  TU 111  
Fund:  浙江省重点研发计划资助项目（2018C03033-1）；住房和城乡建设部科技资助项目（2021-k-052）
Corresponding Authors: Ming-shan ZHANG     E-mail: 904778842@qq.com;zhangms@zuadr.com
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Tong XIAO
Ming-shan ZHANG
Ben-yue LI
Quan-biao XU
Shun-feng GONG
Cite this article:

Tong XIAO,Ming-shan ZHANG,Ben-yue LI,Quan-biao XU,Shun-feng GONG. Experimental study on flexural performance of composite slab with groove splicing joint. Journal of ZheJiang University (Engineering Science), 2023, 57(4): 842-854.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2023.04.022     OR     https://www.zjujournals.com/eng/Y2023/V57/I4/842


叠合板板侧凹槽拼缝连接受弯性能试验研究

为了提高叠合板构件的工厂化制作、运输吊装及现场施工效率，研发了新型凹槽拼缝连接叠合板. 通过对8个叠合板试件进行足尺受弯性能试验和数值模拟分析，对比研究整体现浇板、后浇带连接叠合板以及凹槽拼缝连接叠合板的开裂弯矩、极限承载力、裂缝开展及分布、变形延性和破坏特征等受弯性能. 结果表明，凹槽拼缝连接叠合板的受弯承载力略低于整体现浇板及后浇带连接叠合板. 相较于C型连接，D型连接凹槽拼缝叠合板的受弯性能更好. 随着凹槽长度的增加，凹槽拼缝连接叠合板的承载能力有显著提高. 建立的有限元模型数值模拟结果与试验结果吻合较好，可以较合理地模拟叠合板的受弯性能. 通过对影响叠合板D型凹槽拼缝连接受弯性能的参数分析，明确了叠合板凹槽拼缝连接的合理设计.


关键词： 叠合板,  凹槽拼缝连接,  受弯性能,  破坏特征 
Fig.1 Design details of slab specimens
编号 试件类型 配筋 L/mm W/mm 钢筋连接方式 L1/mm
A 整体现浇 ?10 mm@200 mm 3 100 1 000 — —
B 后浇带连接 ?10 mm@200 mm 3 100 1 000 — —
C1 凹槽拼缝 ?10 mm@200 mm 3 100 1 000 C型连接 100
C2 凹槽拼缝 ?10 mm@200 mm 3 100 1 000 C型连接 200
C3 凹槽拼缝 ?10 mm@200 mm 3 100 1 000 C型连接 300
D1 凹槽拼缝 ?10 mm@200 mm 3 100 1 000 D型连接 100
D2 凹槽拼缝 ?10 mm@200 mm 3 100 1 000 D型连接 200
D3 凹槽拼缝 ?10 mm@200 mm 3 100 1 000 D型连接 300
Tab.1 Geometric dimensions and reinforcements of slab specimens
Fig.2 Details of groove splicing joint
Fig.3 Stress-strain curves of reinforcing bar
Fig.4 Loading device diagram of flexural test for composite slab specimen
Fig.5 Arrangement of strain measuring point
Fig.6 Failure pattern of slab specimens
Fig.7 Crack distribution of composite slab specimen
Fig.8 Load-mid-span deflection curve of specimen
试件
编号 		$M_{{\text{cr}}}^{\text{c}}$/
(kN·m) 		$M_{{\text{cr}}}^{\text{e}}$/
(kN·m) 		$M_{{\text{cr}}}^{\text{e}}$/ $M_{{\text{cr}}}^{\text{c}}$ $M_{\text{u}}^{\text{c}}$/
(kN·m) 		$M_{\text{u}}^{\text{e}}$/
(kN·m) 		$M_{\text{u}}^{\text{e}}$/ $M_{\text{u}}^{\text{c}}$ $f_{\text{u}}^{\text{e}}$/
mm
A 7.1 7.6 1.07 14.5 25.6 1.76 241.39
B 7.1 7.2 1.01 14.5 26.8 1.85 242.73
C1 7.2 4.8 0.67 12.8 11.2 0.87 26.49
C2 7.2 7.2 1.00 12.8 21.2 1.65 75.02
C3 7.2 7.2 1.00 12.8 21.6 1.69 80.46
D1 7.2 6.0 0.83 12.8 12.0 0.94 32.74
D2 7.2 8.0 1.11 12.8 21.6 1.69 99.36
D3 7.2 8.4 1.17 12.8 23.2 1.81 119.56
Tab.2 Experimental results of flexural capacity for specimen
Fig.9 Load-joint crack width curves of precast slabs
Fig.10 Load-strain curves of reinforcing bar
Fig.11 Uniaxial compression stress-strain curve of concrete
Fig.12 Uniaxial tension stress-strain curve of concrete
Fig.13 Tensile stress-strain curve of reinforcing bar
Fig.14 Finite element model of composite slab specimen
钢筋 Es/GPa fy/MPa εy k1 k2 k3
?10 mm 197.6 430.1 0.0022 63.6 89.5 1.59
Tab.3 Parameter of reinforcing bar model
Fig.15 Comparison of load-mid-span deflection curve of specimen
试件规格 $M_{{\text{cr}}}^{\text{n}}$/(kN·m) $M_{{\text{cr}}}^{\text{e}}$/(kN·m) $M_{{\text{cr}}}^{\text{e}}$/ $M_{{\text{cr}}}^{\text{n}}$ $M_{\text{u}}^{\text{n}}$/(kN·m) $M_{\text{u}}^{\text{e}}$/(kN·m) $M_{\text{u}}^{\text{e}}$/ $M_{\text{u}}^{\text{n}}$ $f_{\text{u}}^{\text{n}}$/mm $f_{\text{u}}^{\text{e}}$/mm $f_{\text{u}}^{\text{e}}$/ $f_{\text{u}}^{\text{n}}$
A 8.0 7.6 0.95 26.4 25.6 0.97 248.36 241.39 0.97
B 7.6 7.2 0.95 26.4 26.8 1.02 264.53 242.73 0.92
C1 4.4 4.8 1.09 10.5 11.2 1.07 26.81 26.49 0.98
C2 6.9 7.2 1.05 20.8 21.2 1.02 77.05 75.02 0.97
C3 6.9 7.2 1.05 21.6 21.6 1.00 80.36 80.46 1.00
D1 6.0 6.0 1.00 11.2 12.0 1.07 30.33 32.74 1.08
D2 7.6 8.0 1.05 20.6 21.6 1.05 98.18 99.36 1.01
D3 7.6 8.4 1.10 22.3 23.2 1.04 120.12 119.56 0.99
Tab.4 Numerical simulation results of composite slab specimen
Fig.16 Crack distribution of concrete in specimen
Fig.17 Mises stress nephogram of bottom reinforcement
Fig.18 Load-mid-span deflection curves of composite slabs with different connecting reinforcement ratios
Fig.19 Load-mid-span deflection curves of composite slabs with different thicknesses of laminated layer
Fig.20 Load-mid-span deflection curves of composite slabs with different groove depths
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