钢纤维混凝土组合桥面板负弯矩区开裂性能试验

doi:10.13229/j.cnki.jdxbgxb.20211393

Abstract

Abstract:

In order to study the stressing performance of steel-steel fiber reinforced concrete composite bridge deck， especially the influence of steel fiber reinforced concrete on the concrete cracking performance of the bridge deck in the negative moment region of the composite bridge deck. Two orthotropic composite bridge decks were designed and manufactured， one of which was a conventional C60 concrete composite bridge deck and other was a steel fiber reinforced concrete composite bridge deck. The static tests of two composite bridge deck were carried out. The experiment tested the deformation of two bridge decks under different loads， the strain of each member on different sections， the width of concrete cracks， the failure mode and the ultimate load carrying capacity. The existing standard formula for flexural bearing capacity of composite bridge decks was amended， and a recommended formula for flexural bearing capacity considering the residual strength of steel fiber reinforced concrete after cracking was proposed. The tests show that the initial cracking load of the steel-steel fiber reinforced concrete composite bridge deck are 3.5 times higher than those of the conventional C60 concrete composite bridge deck respectively. Using steel fiber reinforced concrete instead of conventional C60 concrete as the composite bridge deck can greatly improve the cracking resistance of the concrete in the negative moment region of the orthotropic composite bridge deck. At the same time， the proposed formula has high accuracy and can effectively predict the flexural bearing capacity of the orthotropic steel-SFRC composite bridge deck， providing a theoretical reference for practical engineering applications.

Key words: bridge engineering, composite bridge deck, negative moment region, crack width, experimental studies

CLC Number:

TU398

Ming-gen ZENG,Yu WU,Qing-tian SU. Experimental studies on cracking behavior of steel fiber reinforced concrete slab in negative moment region of orthotropic composite bridge deck[J].Journal of Jilin University(Engineering and Technology Edition), 2023, 53(11): 3176-3185.

Figures/Tables 14

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Table 4

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力学性能	数值
E_f/GPa	210
V_f/%	2
L_f/mm	13
d_f/mm	0.2
F_ftk/MPa	2850

试件编号	混凝土板开裂荷载/kN	中支点U肋下缘屈服荷载/kN	跨中U肋下缘屈服荷载/kN	中支点U肋屈曲荷载/kN	极限荷载（P_u）/kN
SFCB	350	1383	1453	1950	2019
SCCB	100	1204	1303	1750	1814

试件	荷载/kN	测试结果/mm	JTG/T D64-01-2015/mm	试件	荷载/kN	测试结果/mm	文献［18］/mm
SCCB	350	0.08	0.063	SFCB	350	0.04	0.045
	400	0.10	0.072		400	0.05	0.051
	450	0.12	0.081		500	0.06	0.063
	500	0.14	0.089		600	0.07	0.076
	600	0.14	0.110		700	0.09	0.090
	700	0.16	0.130		800	0.09	0.103
	800	0.16	0.140		900	0.10	0.115
	900	0.17	0.160		1000	0.10	0.137
	1000	0.17	0.170		1100	0.12	0.140
	1100	0.18	0.190		1200	0.12	0.153
	1200	0.20	0.200		1300	0.14	0.165
	1300	0.20	0.220		1400	0.14	0.178
	1400	0.22	0.240		1500	0.16	0.191
	1500	0.22	0.260		1600	0.20	0.203
	1600	0.24	0.260		1700	0.20	0.216

文献	ρ	f_t/MPa	f_t，re/MPa
［21］	0.005	3.85	1.15
	0.010	3.92	2.44
	0.005	4.03	0.60
	0.010	4.30	1.39
	0.005	6.35	4.95
	0.010	7.20	6.70
［20］	0.020	11.14	10.91
	0.015	9.10	8.94
	0.005	6.44	3.86
	0.010	6.85	5.89
	0.015	7.72	3.98
	0.020	9.30	8.60
［22］	0.010	14.00	13.80
	0.010	13.60	11.80
	0.010	9.90	8.00
	0.020	15.80	14.10
	0.020	15.30	13.70
	0.020	14.80	13.50
［23］	0.005	5.46	5.00
	0.010	4.91	3.75
	0.010	4.81	4.12
	0.010	5.97	4.35
	0.005	6.11	5.54
	0.010	4.94	7.51
	0.015	4.98	5.50
	0.015	4.63	3.75
	0.015	5.23	4.79
	0.005	4.60	4.12
	0.010	4.64	3.86
［24］	0.005	2.93	0.80
	0.010	4.07	1.70
	0.015	3.93	3.50
	0.020	3.96	3.70

Experimental studies on cracking behavior of steel fiber reinforced concrete slab in negative moment region of orthotropic composite bridge deck

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