Experimental Study on Bending Performance of Ultra-high Strength Reinforced Concrete Beams under Static Loading

doi:10.12382/bgxb.2023.0751

Abstract

Abstract:

11 sets of reinforced concrete beams with different steel bar strength, concrete strength, and reinforcement ratios are designed and manufactured to study the bending performance of ultra-high strength reinforced concrete beam. The failure morphology, bending response, yield load, ultimate bearing capacity, and crack width of specimen are experimentally studied using a four-point static loading method. The results indicate that the maximum bearing capacity of reinforced concrete beam can be improved by strengthening the strength of steel bars, the increase in the strength of concrete has a relatively small impact on the flextural bearing capacity of beam, and the increase in the longitudinal reinforcement ratio can significantly improve the flextural bearing capacity of reinforced concrete beams. The HTRB600/700 ultra-high strength reinforced concrete beam is the same as ordinary reinforced concrete beam in terms of stress morphology, bending response, and failure mode. Its yield load and ultimate bearing capacity can still be calculated usung relevant code formulas. For bending beam components, the recommended design value for tensile strength of HTRB600 steel bars is 520MPa, and the recommended design value for tensile strength of HTRB700 steel bars is 610MPa; The measured maximum crack width of ultra-high strength reinforced concrete beam specimen under short-term load is greater than the calculated value in relevant specifications. Therefore, the adjustment coefficient k of a maximum crack width is proposed and the calculation formula is modified. After adjustment, the calculated value obtained is in good agreement with the experimentally measured value.

Key words: ultra-high strength steel bar, concrete beam, bending response, bending performance, ultimate bearing capacity, maximum crack width

CLC Number:

O342

ZHANG Congkun, ZHANG Zhonghao, WANG Wei, LI Lei, HE Xiang. Experimental Study on Bending Performance of Ultra-high Strength Reinforced Concrete Beams under Static Loading[J]. Acta Armamentarii, 2023, 44(S1): 107-116.

Figures/Tables 14

Table 1 Test scheme

试件组编号	钢筋种类	混凝土种类	配筋率	试件数量
4C406J	HRB400	C40	0.6%
5C406J	HRB500	C40	0.6%
5C410J	HRB500	C40	1.0%
5C606J	HRB500	C60	0.6%
6C406J	HTRB600	C40	0.6%
6C606J	HTRB600	C60	0.6%	3
6C410J	HTRB600	C40	1.0%
7C406J	HTRB700	C40	0.6%
7C606J	HTRB700	C60	0.6%
7C410J	HTRB700	C40	1.0%
7C610J	HTRB700	C60	1.0%

Fig.1 Specimen reinforcement diagram

Fig.2 Making process of specimen

Table 2 Test data of steel bars

钢筋种类	直径/ mm	屈服强度/ MPa	抗拉强度/ MPa	伸长率/ %
HRB400	12	433	594	13.7
RRB400	6	482(σ_0.2)	541	2.5
HRB500	12	527	712	10.1
HRB500	16	539	721	9.2
HTRB600	12	614	834	8.9
HTRB600	16	635	823	8.8
HTRB700	12	763	951	6.9
HTRB700	16	759	903	7.1

Fig.3 KG-400T dynamic material testing machine

Fig.4 Third point loading diagram

Table 3 Test results

试件组编号	F_cr/ kN	F_y/ kN	F_p(F_m)/ kN	f_y/ mm	f_p(f_m)/ mm
4C406J	33.8	106.2	149.2	3.24	39.60
5C406J	27.9	126.5	166.9	5.44	40.50
5C606J	29.5	124.2	171.8	5.36	40.90
5C410J	40.1	225.0	281.6	5.89	27.10
6C406J	37.3	145.7	175.1	5.54	32.20
6C606J	32.5	146.7	185.5	5.66	36.60
6C410J	22.3	259.3	330.6	6.90	32.40
7C406J	33.3	187.3	208.8	8.35	26.40
7C606J	36.3	184.6	212.9	9.29	30.50
7C410J	44.0	285.7	315.3	8.35	17.90
7C610J	43.9	295.2	332.1	7.97	21.20

Fig.5 Load-deflection curve of test beam

Fig.6 Crack and failure modes of test beam (upper: side photo, down: crack distribution map)

Fig.7 Concrete strain distribution curve of 7C610J beam

Table 4 Comparison between the measured value and theoretically calculated value of yield load

试件组编号	F_y/kN	$F y c$ /kN	F_y/ $F y c$
4C406J	106.2	101.8	1.04
5C406J	126.5	123.0	1.03
5C606J	124.2	124.5	1.00
5C410J	225.0	214.0	1.05
6C406J	145.7	142.3	1.02
6C606J	146.7	144.3	1.02
6C410J	259.3	248.0	1.05
7C406J	187.3	179.4	1.00
7C606J	184.6	183.2	1.00
7C410J	285.7	289.5	0.99
7C610J	295.2	302.2	0.98

Table 4 Comparison between the measured value and theoretically calculated value of yield load

试件组编号	F_y/kN	$F y c$ /kN	F_y/ $F y c$
4C406J	106.2	101.8	1.04
5C406J	126.5	123.0	1.03
5C606J	124.2	124.5	1.00
5C410J	225.0	214.0	1.05
6C406J	145.7	142.3	1.02
6C606J	146.7	144.3	1.02
6C410J	259.3	248.0	1.05
7C406J	187.3	179.4	1.00
7C606J	184.6	183.2	1.00
7C410J	285.7	289.5	0.99
7C610J	295.2	302.2	0.98

Table 5 Comparison between the measured value and theoretically calculated value of bending ultimate bearing capacity

试件组编号	$M u c 1$ / (kN·m)	$M u c 2$ / (kN·m)	$M u t$ / (kN·m)	$M u t$ / $M u c 1$	$M u t$ / $M u c 2$
4C406J	24.83	20.25	37.300	1.50	1.84
5C406J	29.98	24.18	41.725	1.39	1.73
5C606J	30.40	24.67	42.950	1.41	1.74
5C410J	52.08	40.30	70.400	1.35	1.75
6C406J	34.67	28.51	43.775	1.26	1.54
6C606J	35.23	29.21	46.375	1.31	1.59
6C410J	60.42	46.93	82.650	1.36	1.76
7C406J	42.54	32.95	52.200	1.23	1.58
7C606J	43.40	33.92	53.225	1.23	1.57
7C410J	70.77	53.50	78.825	1.11	1.47
7C610J	73.47	56.55	83.025	1.13	1.47

Table 5 Comparison between the measured value and theoretically calculated value of bending ultimate bearing capacity

试件组编号	$M u c 1$ / (kN·m)	$M u c 2$ / (kN·m)	$M u t$ / (kN·m)	$M u t$ / $M u c 1$	$M u t$ / $M u c 2$
4C406J	24.83	20.25	37.300	1.50	1.84
5C406J	29.98	24.18	41.725	1.39	1.73
5C606J	30.40	24.67	42.950	1.41	1.74
5C410J	52.08	40.30	70.400	1.35	1.75
6C406J	34.67	28.51	43.775	1.26	1.54
6C606J	35.23	29.21	46.375	1.31	1.59
6C410J	60.42	46.93	82.650	1.36	1.76
7C406J	42.54	32.95	52.200	1.23	1.58
7C606J	43.40	33.92	53.225	1.23	1.57
7C410J	70.77	53.50	78.825	1.11	1.47
7C610J	73.47	56.55	83.025	1.13	1.47

Fig.8 Comparison between measured crack width value and standard calculation value

Fig.9 Comparion of measured crack width value with the calculated value of the formula in this paper

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