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

摘要/Abstract

摘要：

为研究正交异性钢-钢纤维混凝土组合桥面板的受力性能，特别是钢纤维混凝土对组合桥面板负弯矩区开裂性能的影响，设计制作了2个正交异性钢-混组合桥面板，其中一个是常规C60混凝土（NC）组合桥面板，另一个是钢纤维混凝土（SFRC）组合桥面板，进行了组合桥面板的静力试验。测试了在不同荷载下两个试件的变形、不同截面上的应变、混凝土的裂缝宽度、破坏形态以及极限承载力等。试验结果表明：钢-SFRC组合桥面板初始开裂弯矩与极限弯矩均显著大于钢-NC组合桥面板；①同钢-NC组合桥面板相比，采用SFRC的桥面板试件在弯矩作用下，中支点处混凝土开裂范围减少一半，且裂缝呈现为“细而密”的特征；两试件在受弯破坏极限状态下，均表现为中支点区域下部U肋屈曲变形及上部混凝土开裂；②基于先行规范中组合结构抗弯承载力计算公式提出了考虑钢纤维混凝土开裂后残余强度的抗弯承载力计算方法，该方法所得计算值同试验值吻合较好，可有效预测正交异性钢-SFRC组合桥面板的抗弯承载力，可有效预测正交异性钢-SFRC组合桥面板的抗弯承载力，为实际工程应用提供了理论参考。

关键词: 桥梁工程, 组合桥面板, 负弯矩区, 裂缝宽度, 试验研究

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

中图分类号:

TU398

曾明根,武彧,苏庆田. 钢纤维混凝土组合桥面板负弯矩区开裂性能试验[J]. 吉林大学学报(工学版), 2023, 53(11): 3176-3185.

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.

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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

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