氯盐环境下预损伤UHPC-HPC组合梁抗弯性能

梅葵花; 亢文波; 刘洋; 卢德利; 孙胜江; 韩方玉; 武彦池

doi:10.19818/j.cnki.1671-1637.2024.01.007

氯盐环境下预损伤UHPC-HPC组合梁抗弯性能

doi: 10.19818/j.cnki.1671-1637.2024.01.007

1.
长安大学公路学院，陕西西安 710064
2.
江苏苏博特新材料股份有限公司，江苏南京 211103
3.
得克萨斯理工大学土木、环境和建筑工程系，得克萨斯拉伯克 79409

基金项目:

国家重点研发计划 2021YFB2601002

浙江省交通运输厅科研计划项目 2018007

详细信息

作者简介:
梅葵花(1974-)，女，湖北黄梅人，长安大学教授，工学博士，从事新材料结构设计方法与应用研究

中图分类号: U444
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- HTML全文浏览量: 26
- PDF下载量: 39
- 被引次数: 0
出版历程
- 收稿日期: 2023-08-23
- 网络出版日期: 2024-03-13
- 刊出日期: 2024-02-25

Flexural behavior of pre-damaged UHPC-HPC composite beams in chloride corrosion environment

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Jiangsu Sobute New Materials Co., Ltd., Nanjing 211103, Jiangsu, China
3.
Department of Civil, Environmental and Construction Engineering, Texas Tech University, Lubbock 79409, Texas, USA

Funds:

National Key Research and Development Program of China 2021YFB2601002

Scientific Research Project of Zhejiang Provincial Department of Transportation 2018007

More Information

Author Bio:
MEI Kui-hua(1974-), female, professor, PhD, meikuihua@chd.edu.cn

摘要

摘要:
为了提高普通钢筋混凝土梁的耐久性，设计了一种超高性能混凝土(UHPC)-高性能混凝土(HPC)组合梁新型结构，开展了锈蚀后UHPC-HPC组合梁的抗弯性能试验，研究了氯盐侵蚀后组合梁抗弯承载力降低的机理，分析了腐蚀程度、截面形式与预损伤对其抗弯性能的影响；引入钢筋屈服强度折减系数、截面积折减系数与混凝土预损伤系数，提出了锈蚀后UHPC-HPC组合梁抗弯承载力计算方法，并验证了计算方法的可行性。分析结果表明：锈蚀后梁体抗弯承载力降低主要原因为钢筋抗拉强度下降，梁体刚度退化与韧性减弱，钢纤维阻裂效果削弱；锈蚀后UHPC-HPC组合梁的破坏表现为跨中附近出现1条主裂缝或加载点附近出现2条主裂缝；UHPC-HPC组合梁的受力过程分为线弹性、裂缝发展和屈服3个阶段，梁体截面混凝土应变基本符合平截面假定；侵蚀时间越长，组合梁的开裂荷载和承载力降低越大，通电快速侵蚀10 d时，降幅分别达16.2%和10.9%；锈蚀后T形梁比矩形梁开裂早，前者的开裂荷载比后者降低8.1%，后期刚度下降较快；预损伤显著影响梁的整体刚度，预加载后梁的整体刚度降低，混凝土损伤后的预损伤系数为0.984；锈蚀率越大，钢筋的屈服强度与截面积折减系数越小，变化趋势符合二次抛物线；锈蚀后UHPC-HPC组合梁抗弯承载力的计算值与实测值吻合良好，两者之比的平均值为0.998，标准差为0.020。
- 桥梁工程 /
- UHPC-HPC组合梁 /
- 抗弯性能 /
- 抗弯试验 /
- 氯盐侵蚀 /
- 预损伤系数 /
- 折减系数
Abstract:
In order to improve the durability of ordinary reinforced concrete beams, a new structure of ultra-high performance concrete (UHPC)-high performance concrete (HPC) composite beam was designed, and the flexural behavior of the UHPC-HPC composite beam after chloride corrosion was tested. The decrease mechanism of flexural capacity of the composite beam after chloride erosion was studied, and the effects of erosion degree, section form and pre-damage on the flexural behavior were analyzed. The yield strength reduction coefficient, cross-sectional area reduction coefficient of steel bar and pre-damage coefficient of concrete were introduced to propose the calculation method of flexural capacity of the UHPC-HPC composite beam after corrosion, and the feasibility of the calculation method was verified. Analysis results show that the main reasons for the decrease in the flexural capacity of the beam after corrosion are the decrease in the tensile strength of steel bars, the degradation of the stiffness and toughness of the beam, and the weakening of the crack resistance effect of steel fibers. The failure of the UHPC-HPC composite beam after corrosion is characterized by one main crack near the mid-span or two main cracks near the loading point. The stress process of the UHPC-HPC composite beam is divided into three stages: linear elasticity, crack development and yield. The concrete strain of the beam section basically conforms to the assumption of plane section. The longer the erosion time is, the more the cracking load and the flexural capacity reduce. When the beam is energized and eroded rapidly for 10 d, the reductions reach 16.2% and 10.9%, respectively. The T-beam cracks earlier than the rectangular beam, the cracking load of the former is 8.1% smaller than that of the later, and the stiffness decreases faster in the later stage after corrosion. The pre-damage significantly affects the overall stiffness of the beam, the overall stiffness decreases after pre-loading, and the pre-damage coefficient after the concrete damage is 0.984. The larger the corrosion rate is, the smaller the yield strength and the cross-sectional area reduction coefficient of the steel bar are, and the change trend conforms to the quadratic parabola. The calculated flexural capacity of the UHPC-HPC composite beam after corrosion is in good agreement with the measured value, the average ratio of the two is 0.998, and the standard deviation is 0.020.
- bridge engineering /
- UHPC-HPC composite beam /
- flexural behavior /
- flexural experiment /
- chloride corrosion /
- pre-damage coefficient /
- reduction coefficient

HTML全文

图 1 UHPC-HPC组合梁尺寸与配筋(单位：mm)

Figure 1. Sizes and reinforcements of UHPC-HPC composite beams (unit: mm)

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图 2 试验梁预加载

Figure 2. Preloading of test beam

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图 3 通电加速腐蚀

Figure 3. Power-on accelerated corrosion

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图 4 加载装置

Figure 4. Loading setup

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图 5 试验梁破坏形态

Figure 5. Failure modes of test beams

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图 6 主裂缝处钢纤维拔出

Figure 6. Steel fibers pulling out at main crack

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图 7 钢筋锈蚀过程

Figure 7. Corrosion process of steel bar

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图 8 梁底表面锈蚀过程

Figure 8. Corrosion process of beam bottom surface

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图 9 钢纤维锈蚀过程

Figure 9. Corrosion process of steel fiber

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图 10 沿梁截面高度混凝土应变

Figure 10. Concrete strains along beam section height

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图 11 荷载-挠度曲线

Figure 11. Load-deflection curves

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图 12 主裂缝开展情况

Figure 12. Developments of main cracks

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图 13 k₁-η拟合曲线

Figure 13. k₁-η fitting curve

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图 14 第一类T形截面抗弯承载力

Figure 14. Flexural capacity of first type T-section

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表 1 UHPC-HPC组合梁试件参数

Table 1. Parameters of UHPC-HPC composite beam specimens

试验梁编号	截面形式	加载方式	通电时间/d
L1	T形梁	预加载	0
L2	T形梁	未加载	6
L3	T形梁	预加载	6
L4	T形梁	预加载	8
L5	T形梁	预加载	10
L6	矩形梁	预加载	10

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表 2 UHPC配合比

Table 2. Mix proportion of UHPC

材料	预混料	减水剂	水	钢纤维
单位质量/(kg·m^-3)	2 232	16	199	195

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表 3 HPC配合比

Table 3. Mix proportion of HPC

材料	水泥	砂	骨料	矿粉	粉煤灰	水	减水剂	阻锈剂
单位质量/(kg·m^-3)	308	693	1 130	44	88	132	5.3	5.3

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表 4 混凝土材料性能

Table 4. Concrete material properties

混凝土标号	抗压强度/MPa	抗拉强度/MPa	弹性模量/GPa
C45	46.2	3.0	34.50
C150	152.0	10.0	45.58

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表 5 钢筋材料性能

Table 5. Steel bar material properties

钢筋型号	直径/mm	屈服强度/MPa	极限强度/MPa
HPB300	8	361.2	506.1
HRB400	12	459.3	597.1

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表 6 试验结果

Table 6. Test results

试验梁编号	开裂荷载/kN	极限荷载/kN	破坏形式
L1	37.0	128	适筋破坏
L2	41.5	123	适筋破坏
L3	38.5	121	适筋破坏
L4	35.0	119	适筋破坏
L5	31.0	116	适筋破坏
L6	34.0	114	适筋破坏

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表 7 混凝土预损伤系数对比

Table 7. Comparison of concrete pre-damage coefficients

来源	P_{JX, Y}/kN	P_{JX, W}/kN	λ
文献[28]	20.7	21.9	0.945
本文	121.0	123.0	0.984

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表 8 锈蚀后UHPC-HPC组合梁抗弯承载力

Table 8. Flexural capacities of UHPC-HPC composite beams after corrosion

参数	L1	L3	L4	L5	L6
φ₁		0.979 6	0.969 4	0.964 7	0.959 0
φ₂		0.979 2	0.968 4	0.963 4	0.957 2
λ	0.98		0.98	0.98	0.98
M_j/(kN·m)	18.70	18.22	17.98	17.87	16.68
M_s/(kN·m)	19.20	18.15	17.85	17.40	17.10
M_j/M_s	0.974	1.004	1.008	1.027	0.976

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表 9 钢筋屈服强度计算值与实测值对比

Table 9. Comparison of calculated and measured tensile strengths of steel bar

锈蚀率/%	2.08	3.16	3.66	4.28
f_j/MPa	449.9	445.2	443.1	440.5
f_s/MPa	455.4	451.0	449.5	449.1
f_j/f_s	0.988	0.987	0.986	0.981

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表 10 抗弯承载力计算结果与试验结果对比

Table 10. Comparison of calculated and experimental results of flexural capacity

文献	[30]			[31]
试验梁尺寸/mm	1 800×150×300			2 000×150×250
试验梁编号	L7	L8	L9	CL50-10-1	CL50-10-2	CL65-10-1
实际锈蚀率/%	6.34	8.00	11.92	7.44	8.42	11.13
混凝土强度/MPa	19.0	19.0	18.0	45.4	45.4	45.4
钢筋屈服强度/MPa	335	335	335	383.7	383.7	383.7
极限荷载/kN	150	145	137	198.4	196.3	184.7
M_j/(kN·m)	51.09	49.71	46.66	56.54	55.63	53.22
M_s/(kN·m)	55.05	53.29	49.22	59.52	58.89	57.15
M_j/M_s	0.928	0.933	0.948	0.950	0.945	0.931

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