考虑黏结-滑移效应的UHPC梁裂缝宽度计算方法

doi:10.13229/j.cnki.jdxbgxb.20230724

Abstract

Abstract:

To establish a crack width calculation formula applicable to reinforced ultra-high performance concrete （UHPC） beams， a crack width calculation method considering bond slip effects was proposed. Based on the four-point flexural tests of 10 UHPC-T beams with steel fiber content， reinforcement ratio and protective layer thickness as parameters， the effects of each parameter on the failure pattern and maximum crack width of the test beams were studied. The equations for calculating the crack width of reinforced UHPC beams were established by using the balance and deformation differential governing equations based on microelements and the interfacial bond slip relation considering many influential factors. The correctness and applicability of the formula for calculating crack width were verified by comparing with the experimental and literature values. The results show that the established formula can fully reflect the tensile contribution of steel fiber and the influence of interface bonding and sliding properties of steel bar and UHPC. The calculated values are in good agreement with the experimental values， and the crack widths of reinforced UHPC beams can be accurately calculated.

Key words: bridge engineering, ultra-high performance concrete （UHPC）, maximum crack width, four-point flexural tests, bond slip, microelements

CLC Number:

U443.32

Yong-xin SUN,Peng-zhen LIN,Zi-jiang YANG,Wei JI. Calculation method for crack width of UHPC beams considering bond slip effect[J].Journal of Jilin University(Engineering and Technology Edition), 2024, 54(9): 2600-2608.

Figures/Tables 13

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References 21

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ρ_f/%	f_cu/MPa	f_c/MPa	f_t/MPa	E_c/（10⁴MPa）
1	121.22	83.72	6.35	4.1
2	133.71	89.14	7.84	4.2
3	141.53	97.82	9.32	4.4

编号	ρ_f/%	纵筋配置	ρ_s/%	c/mm
T1	2	216	1.60	15
T2	1	216	1.60	15
T3	3	216	1.60	15
T4	2	212	0.89	15
T5	2	220	2.51	15
T6	2	416	3.20	15
T7	2	420	5.02	15
T8	2	216	1.60	10
T9	2	216	1.60	20
T10	2	216	1.60	25

梁号	M_u/ （kN?m）	M_cr/ （kN?m）	M_0.2/ （kN?m）	M_0.2/M_u	破坏形态
T1	136.9	21.1	98.12	0.72	适筋
T2	128.6	19.4	83.88	0.65	适筋
T3	145.5	21.9	119.52	0.82	适筋
T4	97.9	16.7	61.24	0.63	适筋
T5	193.1	20.1	159.2	0.82	界限
T6	218.6	21.1	-	-	超筋
T7	251.4	28.2	-	-	超筋
T8	129.0	14.2	145.12	0.82	适筋
T9	138.6	20.0	92.20	0.67	适筋
T10	139.3	20.6	83.36	0.60	适筋

梁号	F_max/kN	w_max/mm	l_mt/mm	s/（10^-6mm?N^-1）
T1	321.4	0.26	64.4	1.06
T2	311.3	0.29	66.1	1.04
T3	334.3	0.24	62.5	1.07
T4	218.6	0.32	81.1	2.26
T5	454.9	0.23	57.6	0.61
T6	529.2	0.18	49.5	0.40
T7	601.3	0.13	42.2	0.23
T8	298.4	0.24	58.5	0.87
T9	317.5	0.30	73.8	1.23
T10	324.1	0.34	81.8	1.40

参数	本文式（12）	既有方法
参数	本文式（12）	JGJ/T465-2019	邱明红等^［5］	郑文忠等^［6］	邓宗才等^［8］
均值	1.02	1.10	0.98	1.02	0.91
变异系数	0.05	0.11	0.08	0.09	0.07

Calculation method for crack width of UHPC beams considering bond slip effect

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