焊钉锈蚀后钢-混组合梁抗弯承载力简化计算方法

许波; 刘永健; 朱伟庆; 姜磊

doi:10.19818/j.cnki.1671-1637.2019.02.003

焊钉锈蚀后钢-混组合梁抗弯承载力简化计算方法

doi: 10.19818/j.cnki.1671-1637.2019.02.003

许波^{1, 2,},
刘永健^1,,
朱伟庆¹,
姜磊¹

1.
长安大学公路学院, 陕西西安 710064
2.
鄂尔多斯应用技术学院土木工程系, 内蒙古鄂尔多斯 017000

基金项目:

交通运输部建设科技项目 2014318363230

内蒙古自治区自然科学基金项目 2018MS05063

内蒙古自治区高等学校科学研究项目 NJZC17407

鄂尔多斯应用技术学院科研教研项目 KYYB2017019

详细信息

作者简介:
许波(1985-), 男, 内蒙古准格尔旗人, 长安大学工学博士研究生, 从事钢-混组合结构耐久性研究

刘永健(1966-), 男, 江西玉山人, 长安大学教授, 工学博士

中图分类号: U448.216
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- 被引次数: 0
出版历程
- 收稿日期: 2018-10-19
- 刊出日期: 2019-04-25

Simplified method of calculating flexural capacity of steel-concrete composite beam after stud corrosion

XU Bo^{1, 2
,},
LIU Yong-jian^1
,,
ZHU Wei-qing¹,
JIANG Lei¹

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Department of Civil Engineering, Ordos Institute of Technology, Ordos 017000, Inner Mongolia, China

More Information

Author Bio:
XU Bo (1985-), male, doctoral student, xubo 152723@126.com

LIU Yong-jian (1966-), male, professor, PhD, lyj.chd@gmail.com

摘要

摘要: 为预测界面焊钉锈蚀后钢-混组合梁抗弯承载力, 考虑了焊钉锈蚀后其抗剪强度与混凝土黏结强度和有效面积降低对焊钉抗剪承载力的劣化影响, 提出焊钉锈蚀后组合梁抗剪连接度和锈蚀焊钉抗剪承载力系数的概念及其计算公式; 基于塑性简化计算假定, 采用焊钉锈蚀后组合梁抗剪连接度对其抗弯承载力进行折减, 建立了焊钉锈蚀后组合梁正负弯矩区抗弯承载力计算模型, 分析了23根组合梁抗弯承载力试验结果, 验证了计算模型的有效性。试验结果表明: 在焊钉锈蚀率低于10%时, 试验梁正负弯矩区抗弯承载力的试验值与提出公式的理论计算值非常接近, 其中正弯矩区试验值与计算值的平均比值为1.00, 变异系数为0.04, 负弯矩区二者平均比值为1.01, 变异系数为0, 由此可见, 计算结果与试验结果吻合较好。简化计算方法可用作界面焊钉锈蚀率较小情况下钢-混组合梁抗弯承载力定量和定性分析。
- 钢-混组合梁 /
- 抗弯承载力 /
- 焊钉锈蚀 /
- 抗剪连接度 /
- 抗剪承载力系数 /
- 简化计算方法
Abstract: In order to forecast the flexural capacity of steel-concrete composite beam after the interface stud corrosion, the deterioration effects of the reductions of stud shear strength, bonding strength with concrete and stud effective area on the stud shear capacity after corrosion were mainly considered, and the concept and calculation formula of shear connection degree of composite beam and the stud shear capacity coefficient after stud corrosion were proposed. Based on the plasticity simplified calculation assumption, the calculation models of flexural capacity of positive and negative moment regions for the composite beam after stud corrosion were established by adopting the shear connection degree of composite beam after stud corrosion to reduce the composite beam flexural capacity. The test results of 23 composite beams were analyzed, and the validity of the model was verified. Test result shows that when the corrosion rate of stud is less than 10%, the test values of flexural capacity of positive and negative moment regions of the test beam are very close to the theoretical value calculated by the proposed formula. The mean ratio between the test value and the calculated value in the positive moment region is 1.00, and the variation coefficient is 0.04. Their mean ratio in the negative moment region is 1.01, and the variation coefficient is 0. It can be seen that the formula calculation results are in good agreement with the test results, and the simplified calculation method can be used for the quantitative and qualitative analysis on the flexural capacity of steel-concrete composite beams when the corrosion rate of interface stud is small.
- steel-concrete composite beam /
- flexural capacity /
- stud corrosion /
- shear connection degree /
- shear capacity coefficient /
- simplified calculating method

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图 1 钢-混结合界面缝隙

Figure 1. Steel-concrete bonded interfacial cracks

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图 2 使用30年的钢-混组合梁

Figure 2. 30 years of steel-concrete composite beam

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图 3 焊钉与混凝土黏结强度系数随锈蚀率变化曲线

Figure 3. Variation curve of bonding strength coefficient between stud and concrete with corrosion rate

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图 4 组合梁正弯矩区抗弯承载力计算(中性轴在混凝土板内)

Figure 4. Flexural capacity calculation of positive moment region for composite beam (neutral axis in concrete slab)

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图 5 组合梁负弯矩区抗弯承载力计算(中性轴在钢梁腹板内)

Figure 5. Flexural capacity calculation of negative moment region for composite beam (neutral axis in steel beam web)

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图 6 焊钉锈蚀后组合梁抗弯承载力计算流程

Figure 6. Calculation flow of composite beam flexural capacity after stud corrosion

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图 7 试验梁正弯矩区加载与截面(单位: mm)

Figure 7. Loadings and sections of test beams in positive moment region (unit: mm)

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图 8 试验值与计算值比值数值分析

Figure 8. Numerical analysis of ratio between test value and calculated value

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图 9 试验梁负弯矩区加载与截面(单位: mm)

Figure 9. Loading and section of negative moment region for test beam (unit: mm)

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图 10 抗弯承载力计算值和试验值对比

Figure 10. Comparison of calculated and test values of flexural capacity

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表 1 正弯矩区抗弯承载力计算值与试验值比较

Table 1. Comparison of calculated and test values of positive moment region flexural capacity

试件来源	试件编号	焊钉锈蚀率/%	M_E/ (kN·m)	M_pi/ (kN·m)	$\frac{Μ_{E}}{Μ_{p i}}$	M₅/ (kN·m)	$\frac{Μ_{E}}{Μ_{5}}$	M₆/ (kN·m)	$\frac{Μ_{E}}{Μ_{6}}$	M₇/ (kN·m)	$\frac{Μ_{E}}{Μ_{7}}$
文献[19]	L0	0.00	89.60	89.27	1.00	87.07	1.03	89.27	1.00	88.80	1.01
	L1	2.28	80.00	83.67	0.96	84.34	0.95	84.57	0.95	85.45	0.94
	L2	5.11	80.00	78.03	1.03	81.21	0.99	79.43	1.01	81.30	0.98
	L3	8.11	75.20	72.94	1.03	78.16	0.96	74.72	1.01	76.89	0.98
	L4	12.2	76.80	67.24	1.14	74.41	1.03	69.32	1.11	70.89	1.08
文献[21]	SCA0	0.00	95.90	97.16	0.99	94.64	1.01	97.16	0.99	96.63	0.99
	SCA7	0.15	94.75	96.21	0.98	94.43	1.00	96.79	0.98	96.37	0.98
	SCB7	0.41	93.82	95.50	0.98	94.07	1.00	96.15	0.98	95.94	0.98
	SCA2	0.63	93.80	94.90	0.99	93.76	1.00	95.62	0.98	95.57	0.98
	SCB2	0.66	93.30	94.82	0.98	93.72	1.00	95.54	0.98	95.52	0.98
	SCB6	0.72	92.30	94.67	0.97	93.64	0.99	95.40	0.97	95.42	0.97
	SCA6	0.76	91.90	94.56	0.97	93.58	0.98	95.30	0.96	95.35	0.96
	SCA3	1.40	92.59	92.88	1.00	92.70	1.00	93.79	0.99	94.28	0.98
	SCB3	1.74	92.10	92.01	1.00	92.25	1.00	93.01	0.99	93.71	0.98
	SCB4	2.08	92.06	91.16	1.01	91.79	1.00	92.24	1.00	93.14	0.99
	SCA4	2.15	91.50	90.96	1.01	91.69	1.00	92.06	0.99	93.00	0.98

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表 2 负弯矩区抗弯承载力计算值与试验值比较

Table 2. Comparison of calculated and test values of negative moment region flexural capacity

试件编号	焊钉锈蚀率/%	$\sqrt{r_{n i}}$	M_ni/ (kN·m)	M′_E/ (kN·m)	$\frac{Μ^{'}_{E}}{Μ_{n i}}$
0	0.00	1.023 0	501.60	504	1.00
1	3.81	0.948 4	493.49	499	1.01
2	8.07	0.903 6	486.46	491	1.01
3	11.49	0.879 4	482.65	479	0.99
4	16.49	0.856 5	479.06	487	1.02
5	23.20	0.840 1	476.49	482	1.01
6	25.86	0.836 3	475.89	478	1.00

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焊钉锈蚀后钢-混组合梁抗弯承载力简化计算方法

doi: 10.19818/j.cnki.1671-1637.2019.02.003

作者简介:
许波(1985-), 男, 内蒙古准格尔旗人, 长安大学工学博士研究生, 从事钢-混组合结构耐久性研究

刘永健(1966-), 男, 江西玉山人, 长安大学教授, 工学博士

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Simplified method of calculating flexural capacity of steel-concrete composite beam after stud corrosion

Author Bio:
XU Bo (1985-), male, doctoral student, xubo 152723@126.com

LIU Yong-jian (1966-), male, professor, PhD, lyj.chd@gmail.com

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留言板

焊钉锈蚀后钢-混组合梁抗弯承载力简化计算方法

doi: 10.19818/j.cnki.1671-1637.2019.02.003

作者简介: 许波(1985-), 男, 内蒙古准格尔旗人, 长安大学工学博士研究生, 从事钢-混组合结构耐久性研究 刘永健(1966-), 男, 江西玉山人, 长安大学教授, 工学博士

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出版历程

Simplified method of calculating flexural capacity of steel-concrete composite beam after stud corrosion

Author Bio: XU Bo (1985-), male, doctoral student, xubo 152723@126.com LIU Yong-jian (1966-), male, professor, PhD, lyj.chd@gmail.com

计量

出版历程

目录

作者简介:
许波(1985-), 男, 内蒙古准格尔旗人, 长安大学工学博士研究生, 从事钢-混组合结构耐久性研究

刘永健(1966-), 男, 江西玉山人, 长安大学教授, 工学博士

Author Bio:
XU Bo (1985-), male, doctoral student, xubo 152723@126.com

LIU Yong-jian (1966-), male, professor, PhD, lyj.chd@gmail.com