RC类活性粉末混凝土钢筋粘结-滑移本构模型

doi:10.13229/j.cnki.jdxbgxb20200427

Abstract

Abstract:

In this paper, 22 groups of center pull-out tests of reactive powder concrete were carried out. The effects of concrete compressive strength, steel fiber volume content, steel bar diameter and bond length between steel bar and reactive powder concrete (RPC) on bond performance between deformed steel bar and RC RPC are analyzed. The occurrence conditions of three failure modes, such as steel bar pull-out failure, concrete splitting failure and simultaneous occurrence of steel bar pull-out and concrete splitting failure, are summarized. Combined with the test data, the calculation formula of the characteristic value of each bond anchorage under RC curing mode is obtained, and the average bond stress-slip constitutive model of RC RPC reinforcement is established., This model is verified by the test results, and the effect is good. Through the pull-out test of the center of the strain gauge attached to the steel bar, the distribution law of bond stress is analyzed, and the bond position function is obtained by fitting. The test results show that the bond strength between deformed steel bars and RPC increases with the increase of compressive strength of concrete. With the increase of steel fiber content, τ_u and τ_r tend to increase. With the increase of rebar diameter, τ₀ decreases first and then increases, while τ_u and τ_r decrease. With the increase of bond length of steel bars, τ₀ and τ_r increase, while τ_u decreases. With the increase of load, the peak value of bond stress moves from the loading end to the free end. The longer the bond length, the more uneven the bond stress distribution. The formula obtained by combining the average bond stress-slip constitutive model with the paste position function can fully reflect the bond stress-slip constitutive model of RC RPC and deformed steel bars.

Key words: reactive powder concrete, bond properties, bond stress distribution, constitutive mode

CLC Number:

TU378

Dong-hui CHENG,Yong-xuan FAN,Yan-song WANG. Bond-slip constitutive model of steel bars and reactive powder concrete under standard curing[J].Journal of Jilin University(Engineering and Technology Edition), 2021, 51(4): 1317-1330.

Figures/Tables 21

Fig.1

Table 1

Table 2

Fig.2

Table 3

Table 4

Table 5

Fig.3

Fig.4

Table 6

Specimen failure characteristics"

试件编号	$F u$ /kN	破坏形式	试件编号	$F u$ /kN	破坏形式
LB1?1	86.6	P	LB12?1	122.5	P
LB1?2	80.9	P	LB12?2	126.2	P
LB1?3	67.8	P	LB12?3	118.5	P
LB2?1	60.4	P	LB13?1	-	S
LB2?2	72.3	P	LB13?2	-	S
LB2?3	77.0	P	LB13?3	-	S
LB3?1	75.8	P	LB14?1	-	S
LB3?2	81.3	P	LB14?2	-	S
LB3?3	85.0	P	LB14?3	-	S
LB4?1	83.1	P	LB15?1	127.1	P+S
LB4?2	90.0	P	LB15?2	-	S
LB4?3	88.0	P	LB15?3	-	S
LB5?1	88.7	P	LB16?1	129.3	P
LB5?2	97.2	P	LB16?2	136.4	P
LB5?3	96.5	P	LB16?3	133.5	P
LB6?1	81.7	P	LB17?1	123.1	P
LB6?2	88.0	P	LB17?2	145.6	P
LB6?3	-	T	LB17?3	146.6	P
LB7?1	-	S	LB18?1	126.0	P
LB7?-2	-	S	LB18?2	150.7	P
LB7?3	-	S	LB18?3	131.9	P
LB8?1	113.3	P+S	LB19?1	112.2	P
LB8?2	103.9	P	LB19?2	120.2	P
LB8?3	113.1	P+S	LB19?3	110.1	P
LB9?1	113.9	P+S	LB20?1	108.0	P+S
LB9?2	102.1	P+S	LB20?2	109.4	P+S
LB9?3	-	S	LB20?3	106.3	P
LB10?1	121.1	P	LB21?1	78.2	P
LB10?2	119.6	P+S	LB21?2	66.8	P
LB10?3	123.6	P+S	LB21?3	76.4	P
LB11?1	128.6	P+S	LB22?1	143.2	P
LB11?2	113.9	P	LB22?2	149.0	P
LB11?3	115.4	P	LB22?3	141.3	P

Table 6

Fig.5

Table 7

Calculation results of bond anchoring characteristic values"

试件组编号	$f c u$	$τ 0$ /MPa	$τ 0 f c u$	$τ s$ /MPa	$τ s f c u$	$τ u$ /MPa	$τ u f c u$	$τ r$ /MPa	$τ r f c u$	s_s /mm	s_u /mm	s_r /mm
LB1	8.66	13.3	1.54	21.3	2.46	24.8	2.86	10.8	1.25	0.14	1.22	10.07
LB2	7.08	16.4	2.32	20.5	2.89	22.1	3.12	7.1	1.01	0.19	0.74	9.94
LB3	8.05	18.0	2.24	23.5	2.92	25.5	3.17	11.8	1.47	0.12	0.82	9.00
LB4	8.33	16.3	1.96	24.2	2.91	27.5	3.30	13.1	1.58	0.23	1.36	7.77
LB5	8.57	20.7	2.42	26.3	3.07	29.7	3.47	13.7	1.60	0.10	0.97	11.47
LB6	8.49	19.3	2.28	25.1	2.95	26.8	3.16	-	-	0.13	1.09	-
LB7	8.49	19.1	2.24	26.0	3.06	-	-	-	-	0.12	-	-
LB8	8.89	13.7	1.54	26.6	3.00	27.1	3.04	5.5	0.62	0.22	0.43	9.34
LB9	8.47	13.7	1.61	25.0	2.95	26.5	3.13	-	-	0.16	-	-
LB10	9.08	20.0	2.20	27.4	3.01	29.8	3.29	15.1	1.66	0.14	0.88	9.01
LB11	8.47	17.4	2.05	26.8	3.16	29.3	3.46	12.3	1.45	0.13	0.84	9.78
LB12	9.26	14.7	1.59	27.9	3.02	30.1	3.25	10.7	1.15	0.16	0.97	9.34
LB13	7.24	17.7	2.45	29.4	4.06	-	-	-	-	0.14	-	-
LB14	8.45	23.0	2.72	28.3	3.35	-	-	-	-	0.07	-	-
LB15	8.23	17.4	2.11	25.7	3.12	25.6	3.11	-	-	0.14	0.76	-
LB16	8.27	20.0	2.42	25.1	3.04	26.8	3.23	11.2	1.35	0.10	0.46	10.87
LB17	8.48	21.0	2.48	26.4	3.12	27.8	3.28	7.9	0.94	0.07	0.41	9.73
LB18	8.49	12.7	1.49	24.1	2.83	27.4	3.22	9.8	1.16	0.17	0.46	9.77
LB19	8.59	15.01	-	25.6	-	28.1	3.27	13.3	-	0.18	0.70	9.10
LB20	8.19	12.35	-	24.3	-	26.5	3.24	8.8	-	0.15	0.73	10.00
LB21	8.79	10.1	1.15	28.3	3.22	29.0	3.30	7.2	0.82	0.31	0.44	10.39
LB22	8.04	17.9	2.23	24.4	3.04	25.8	3.21	13.4	1.66	0.28	0.78	7.68

Table 7

Fig.6

Fig.7

Fig.8

Fig.9

Table 8

Comparison of experimental value and calculated value of strength eigenvalue"

试件组编号	l_a/d	d/l_a	V_f /%	$f c u$	$τ 0$ /MPa	$τ 00$ /MPa	Δ0	$τ s$ /MPa	$τ s 0$ /MPa	Δs	$τ u$ /MPa	$τ u 0$ /MPa	Δu	$τ r$ /MPa	$τ r 0$ /MPa	Δr
LB1	5.1	0.19	0	8.66	13.30	16.76	0.79	21.26	23.33	0.91	24.78	23.38	1.06	10.80	8.04	1.34
LB2			0.5	7.08	16.45	15.77	1.04	20.48	22.16	0.92	22.08	24.88	0.89	7.14	9.55	0.75
LB3			1.0	8.05	18.03	16.38	1.10	23.52	22.88	1.03	25.50	26.45	0.96	11.82	11.15	1.06
LB4			1.5	8.33	16.37	16.56	0.99	24.22	23.09	1.05	27.49	28.01	0.98	13.12	12.74	1.03
LB5			2.0	8.57	20.68	16.71	1.24	26.34	23.27	1.13	29.74	29.57	1.01	13.69	14.32	0.96
LB7	4.0	0.25	0	8.49	19.05	18.21	1.05	26.02	25.26	1.03	—	23.45	—	—	7.66	—
LB8			0.5	8.89	13.69	18.49	0.74	26.63	25.58	1.04	27.05	25.01	1.08	5.50	9.17	—
LB9			1.0	8.47	13.67	18.20	0.75	25.03	25.24	0.99	26.54	26.55	1.00	—	10.65	—
LB10			1.5	9.08	20.01	18.61	1.08	27.35	25.73	1.06	29.84	28.12	1.06	15.06	12.18	1.24
LB11			2.0	8.47	17.36	18.19	0.95	26.78	25.24	1.06	29.32	29.65	0.99	12.26	13.64	0.90
LB13	3.3	0.31	0	7.24	17.72	16.72	1.06	29.39	25.37	1.16	30.08	23.64	1.27	—	6.79	—
LB14			0.5	8.45	23.02	17.52	1.31	28.27	26.39	1.07	—	25.25	—	—	8.15	—
LB15			1.0	8.23	17.39	17.38	1.00	25.67	26.21	0.98	—	26.81	—	—	9.48	—
LB16			1.5	8.27	20.02	17.40	1.15	25.13	26.24	0.96	25.56	28.38	0.90	11.21	10.81	1.04
LB17			2.0	8.48	21.02	17.54	1.20	26.42	26.42	1.00	26.75	29.95	0.89	7.93	12.15	0.65
LB19	4.0	0.25	1.5	8.59	15.01	18.28	0.82	25.62	25.33	1.01	28.06	28.11	1.00	13.31	12.16	1.10
LB20	4.0	0.25	1.5	8.19	12.35	18.00	0.69	24.30	25.01	0.97	26.51	28.09	0.94	8.77	12.13	0.72
LB21	2.5	0.40	1.5	8.79	10.09	14.20	0.71	28.30	27.72	1.02	29.02	29.07	1.00	7.21	7.79	0.93
LB22	5.5	0.18	1.5	8.04	16.36	15.50	1.06	24.44	22.21	1.10	25.82	28.03	0.92	11.04	12.66	0.87
平均值	—	—	—	—	—	—	0.99	—	—	1.03	—	—	1.00	—	—	0.97
标准差	—	—	—	—	—	—	0.18	—	—	0.06	—	—	0.09	—	—	0.19
变异系数	—	—	—	—	—	—	0.18	—	—	0.06	—	—	0.09	—	—	0.20

Table 8

Fig.10

Fig.11

Fig.12

Fig.13

References 17

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配合比组编号	水泥	砂子	微硅粉	水	减水剂	钢纤维
LB1/7/13	666	1249	200	139	73.6	0
LB2/8/14	666	1249	200	139	73.6	40
LB3/9/15	666	1249	200	139	73.6	80
LB4/10/16/21/22、T1/2	666	1249	200	139	73.6	120
LB5/11/17	666	1249	200	139	73.6	160
LB6/12/18	666	1249	200	139	73.6	195
LB19	666	1249	200	165	60.6	120
LB20	666	1249	200	191	47.6	120

直径/mm	屈服强度/MPa	极限抗拉强度/MPa
14	481	632
18	461	613
22	427	587

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Bond-slip constitutive model of steel bars and reactive powder concrete under standard curing

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试件组编号	f_cu/MPa	试件组编号	f_cu/MPa
LB1	74.93	LB12	85.67
LB2	50.13	LB13	52.40
LB3	64.73	LB14	71.40
LB4	69.33	LB15	67.77
LB5	73.40	LB16	68.43
LB6	72.13	LB17	71.87
LB7	72.13	LB18	72.07
LB8	79.03	LB19	73.73
LB9	71.77	LB20	67.00
LB10	82.40	LB21	77.27
LB11	71.67	LB22	64.67