超高强钢筋混凝土梁在静态加载下的抗弯性能试验

doi:10.12382/bgxb.2023.0751

摘要/Abstract

摘要：

为研究配置超高强钢筋混凝土梁的抗弯性能,设计制作11组不同钢筋强度、混凝土强度、配筋率的钢筋混凝土梁,采用四点弯曲静力加载的方式,对试件的破坏形态、弯曲响应、屈服荷载、极限承载力及裂缝宽度等进行试验研究。结果表明,加强钢筋的强度可以提高钢筋混凝土梁的最大承载能力;增加混凝土强度对梁的抗弯承载能力影响相对较小;增加纵向钢筋配筋率能够明显提高钢筋混凝土梁的抗弯承载能力;HTRB600/700超高强钢筋混凝土梁在受力形态、弯曲响应和破坏模式方面与普通钢筋混凝土梁相同,其屈服荷载和极限承载力仍然可以按照相关规范公式进行计算;对于受弯梁构件,HTRB600级钢筋的抗拉强度设计值建议取520MPa,HTRB700级钢筋的抗拉强度设计值建议取610MPa;在短期荷载作用下超高强钢筋混凝土梁试件实测的最大裂缝宽度值比相关规范计算值大,因此提出了一个最大裂缝宽度调整系数k并进行了计算公式的修正,经过调整后得到的计算值与试验实测值吻合度较高。

关键词: 超高强钢筋, 混凝土梁, 弯曲响应, 受弯性能, 极限承载力, 最大裂缝宽度

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

中图分类号:

O342

张丛琨, 张仲昊, 汪维, 李磊, 何翔. 超高强钢筋混凝土梁在静态加载下的抗弯性能试验[J]. 兵工学报, 2023, 44(S1): 107-116.

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.

图/表 14

表1 试验方案

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%

图1 试件配筋示意图

Fig.1 Specimen reinforcement diagram

图2 试件制作过程

Fig.2 Making process of specimen

表2 钢筋的测试数据

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

图3 KG-400T动载材料试验机

Fig.3 KG-400T dynamic material testing machine

图4 三分点加载示意图

Fig.4 Third point loading diagram

表3 试验结果

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

图5 试验梁的荷载-挠度曲线

Fig.5 Load-deflection curve of test beam

图6 测试梁的裂纹模式和失效模式(上为侧面照片,下为裂缝分布图)

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

图7 7C610J梁混凝土应变分布曲线

Fig.7 Concrete strain distribution curve of 7C610J beam

表4 屈服荷载实测值与理论计算值对比

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

表4 屈服荷载实测值与理论计算值对比

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

表5 受弯极限承载力实测值与理论计算值对比

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

表5 受弯极限承载力实测值与理论计算值对比

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

图8 实测裂缝宽度值与规范计算值比较

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

图9 实测裂缝宽度值与本文公式计算值比较

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

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