纵筋率对UHPC华夫桥面单向板抗弯承载力的影响

张锐; 赵冉; 刘振伦; 胡棚; 陈可道; 李晰

doi:10.3969/j.issn.0258-2724.20210923

纵筋率对UHPC华夫桥面单向板抗弯承载力的影响

doi: 10.3969/j.issn.0258-2724.20210923

张锐^1,,
赵冉¹,
刘振伦¹,
胡棚¹,
陈可道¹,
李晰²

1.
西南交通大学土木工程学院，四川成都 610031
2.
青岛理工大学土木工程学院，山东青岛 266525

基金项目: 国家自然科学基金（51808457）；四川省科技厅国际科技创新合作项目（2020YFH0086）

详细信息

作者简介:
张锐（1986—），男，讲师，博士，研究方向为桥梁新材料与新结构，E-mail：rayz430@swjtu.edu.cn

中图分类号: U443.3
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- HTML全文浏览量: 164
- PDF下载量: 29
- 被引次数: 4
出版历程
- 收稿日期: 2021-11-15
- 修回日期: 2022-03-02
- 网络出版日期: 2023-06-28
- 刊出日期: 2022-03-24

Effects of Longitudinal Reinforcement Ratio on Flexural Capacity of One-Way Slab of UHPC Waffle Bridge Deck

1.
School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China
2.
School of Civil Engineering, Qingdao University of Technology, Qingdao 266525, China

摘要

摘要:
为研究超高性能混凝土（UHPC）华夫桥面单向板中纵筋率对其抗弯承载力的影响，利用等效宽度的原理对其进行简化，设计制作了6根不同纵筋率的足尺T梁模型. 首先，通过加载试验分别对UHPC的基本力学性能和T型截面UHPC梁的抗弯性能和破坏模式进行研究；其次，根据材料性能试验结果，提出UHPC抗拉与抗压的本构模型，并通过截面分析推导T型截面UHPC梁的极限抗弯承载力计算公式；最后，基于既有研究结果，对所提出的T形截面UHPC梁极限抗弯承载力计算公式进行适用性验证. 研究结果表明：由于UHPC具有优异的抗拉强度和拉伸韧性，尽管减小纵筋率会降低T形截面UHPC梁的极限抗弯承载力和延性，但不会改变构件的破坏形式，即T形截面UHPC梁在纵筋率较少甚至不配筋的情况下依然具备延性破坏的特征；根据截面分析推导结果，受拉侧UHPC极限抗拉强度变化系数与纵筋率成正比关系，纵筋率的增大可以更加显著地发挥UHPC的抗拉作用；所提出的公式具有良好的适用性.
- 桥梁工程 /
- T型梁 /
- 超高性能混凝土 /
- 抗弯试验 /
- 纵筋率 /
- 截面分析
Abstract:
To study the effect of longitudinal reinforcement ratio on the flexural capacity of a one-way slab of an ultra-high performance concrete (UHPC) wafer bridge deck, six full-scale T-beam models with varying longitudinal reinforcement ratios were produced by using the principle of equivalent width to simplify the analysis. Firstly, the basic mechanical properties of UHPC were studied, followed by the flexural behavior and failure mode of T-shaped UHPC beams through loading experiments. Secondly, a constitutive model for the tensile and compressive strength of UHPC was proposed based on the results of material performance tests. Through section analysis, a formula for calculating the ultimate flexural capacity of T-shaped UHPC beams was derived. Finally, the applicability of the proposed formula was validated based on previous research results. The research findings indicate that although reducing the longitudinal reinforcement ratio will weaken the ultimate flexural capacity and ductility of T-shaped UHPC beams, the failure mode of the components will not change, and T-shaped UHPC beams will still exhibit ductile failure characteristics, even with low or no reinforcement, due to the excellent tensile strength and toughness of UHPC. Moreover, the results of section analysis derivation indicate that the coefficient of variation of the ultimate tensile strength of UHPC under tension is proportional to the longitudinal reinforcement ratio. Therefore, increasing the longitudinal reinforcement ratio can significantly enhance the tensile strength of UHPC. The proposed formula was found to be applicable.
- bridge engineering /
- T-shaped beam /
- ultra-high performance concrete (UHPC) /
- flexure test /
- longitudinal reinforcement ratio /
- section analysis

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图 1 UHPC拉伸试验

Figure 1. UHPC tensile tests

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图 2 试件截面

Figure 2. Cross section of specimens

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图 3 试件尺寸及配筋

Figure 3. Dimension and reinforcement of specimens

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图 4 试验加载装置

Figure 4. Experimental loading setup

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图 5 加载后的裂缝分布

Figure 5. Crack distribution after loading

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图 6 荷载-跨中挠度曲线

Figure 6. Load-midspan deflection curves

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图 7 受弯承载力极限状态

Figure 7. Ultimate state of flexural capacity

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图 8 极限抗弯承载力

Figure 8. Ultimate flexural capacity

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图 9 提出公式的适用性分析

Figure 9. Applicability analysis of proposed equations

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表 1 钢纤维特性

Table 1. Properties of steel fibers

参数	长度/mm	直径/mm	抗拉强度/MPa	形状	表面
取值	13	0.2	≥2 850	直线	光滑

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表 2 UHPC配合比

Table 2. Mix proportion of UHPC

名称	水	预拌料	钢纤维
配比	1.000	11.161	1.036

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表 3 UHPC的单轴拉伸性能

Table 3. Uniaxial tensile behavior of UHPC

参数	初裂强度/ MPa	初裂应变	极限强度/ MPa	极限强度对应应变
取值	4.14	0.0001	8.42	0.0071

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表 4 钢筋的抗拉力学性能

Table 4. Tensile properties of steel bars

直径/mm	屈服强度/MPa	极限强度/MPa	表面
6	529.7	537.0	螺纹
10	519.9	623.6
12	479.2	662.2
16	429.9	618.6
20	415.5	604.1
22	470.5	651.0

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表 5 试件设计参数

Table 5. Design parameters of specimens

试件编号	底部纵筋	纵筋率 $\mathop \rho \nolimits_1$ /%	顶部纵筋
UT-00	无	0	5 $\phi$ 10@100
UT-06	1D6	0.15
UT-12	1D12	0.61
UT-16	1D16	1.08
UT-20	1D20	1.69
UT-22	1D22	2.04

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表 6 T梁试验结果

Table 6. Results of T-shaped beam tests kN

试件编号	开裂荷载	屈服荷载	峰值荷载
UT-00	17.0		22.6
UT-06	14.0	14.7	26.4
UT-12	19.0	29.1	50.5
UT-16	23.0	38.1	66.7
UT-20	27.0	44.3	91.8
UT-22	43.0	63.4	112.7

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表 7 T梁受弯承载力计算值与试验值对比

Table 7. Comparison between calculated and experimental flexural capacity of T-shaped UHPC beams

试件编号	x_e/mm	k	M_{u_exp}/ （kN•m）	M_{u_cal}/ （kN•m）	M_{u_cal}/ M_{u_exp}
UT-00	6.91	−0.11	10.17	9.78	0.96
UT-06	7.28	−0.12	11.88	12.92	1.09
UT-12	8.48	0.26	22.73	21.84	0.96
UT-16	9.75	0.54	30.02	29.97	1.00
UT-20	11.60	0.91	41.31	41.18	1.00
UT-22	13.05	1.12	50.72	51.12	1.01

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表 8 既有文献的公式验证

Table 8. Validation of proposed equations in previous studies

来源	试件	x_e /mm	k	M_{u_exp}/ （kN•m）	M_{u_cal}/ （kN•m）	M_{u_cal}/ M_{u_exp}
文献[23]	B-S65-16	13.49	0.37	56.16	53.19	0.95
文献[23]	B-S65-20	16.44	0.64	87.21	79.98	0.92
文献[24]	T-1	30.38	0.95	172.94	160.61	0.93
	T-2	44.23	1.64	236.43	238.17	1.01
	T-3	48.76	2.04	286.47	256.84	0.90
	T-4	59.73	2.54	297.32	340.77	1.15
	T-5	48.18	1.64	281.61	275.65	0.98
文献[25]	T1	20.49	0.62	105.12	108.22	1.03
文献[25]	T2	38.76	2.07	179.42	192.62	1.07

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施引文献

期刊类型引用(2)

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2.	闵红霞，吴汉美. 残余应力对建筑高强H型钢梁柱的承载力影响. 兵器材料科学与工程. 2024(06): 91-96 . 百度学术