高强钢管-高强混凝土(HS-CFST)拱平面内承载能力研究

李学松; 张怡孝; 高仲康; 黄永辉; 刘爱荣

doi:10.6052/j.issn.1000-4750.2021.05.S019

高强钢管-高强混凝土(HS-CFST)拱平面内承载能力研究

doi: 10.6052/j.issn.1000-4750.2021.05.S019

1.
东莞滨海湾新区工程建设中心，广东，东莞 523808
2.
广州大学风工程与工程振动控制研究中心，广东，广州 510006

基金项目: 国家自然科学基金项目(51878188)；高等学校学科创新引智计划(111计划D21021)；广州市科技计划项目(20212200004)；中国工程院战略咨询重点项目(2021-XZ-37)

详细信息

作者简介:
李学松(1977−)，男，湖北人，高工，主要从事建筑工程管理研究(E-mail: 31718466@qq.cn)

张怡孝(1996−)，女，河南人，硕士生，主要从事大跨度拱桥的静力稳定性能研究(E-mail: zhangyixiao0226@163.com)

高仲康(1994−)，男，广东人，硕士，主要从事拱结构静力稳定性研究(E-mail: 406560271@qq.com)

黄永辉(1982−)，男，湖南人，副研究员，主要从事桥梁结构健康监测研究(E-mail: huangyh@gzhu.edu.cn)

通讯作者:
刘爱荣(1972−)，女，山西人，教授，博士，博导，主要从事桥梁稳定性研究(E-mail: liuar@gzhu.edu.cn)

中图分类号: TU398+.9
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- 文章访问数: 41
- HTML全文浏览量: 16
- PDF下载量: 13
- 被引次数: 0
出版历程
- 收稿日期: 2021-05-19
- 修回日期: 2022-03-09
- 网络出版日期: 2022-04-16
- 刊出日期: 2022-06-06

IN-PLANE BEARING CAPACITY OF HIGH-STRENGTH CONCRETE-FILLED STEERL TUBULAR ARCHES

1.
Engineering Construction Center of Dongguan Binhai Bay New Area, Dongguan 523808, China
2.
Research Center of Wind Engineering and Engineering Vibration, Guangzhou 51006, China

摘要

摘要: 该文通过对6根不同强度的高强钢管和高强混凝土抛物线型拱肋试件进行了对称分级加载，探明了拱肋在均布荷载下的受力行为，研究了高强钢管混凝土拱的承载能力，并与有限元计算结果进行了比较，二者基本吻合。基于有限元模型参数分析，阐明了钢管和混凝土强度、矢跨比、长细比和含钢率对拱的平面内承载力的影响。结果表明：全跨竖向均布荷载下拱肋的极限承载力随着钢管和混凝土的强度、矢跨比、含钢率的增加而增加，而极限承载力随长细比的增大而减少；当钢管强度等级从Q460提升至Q690时，拱肋承载力提高19.4%~21.4%；矢跨比、长细比和含钢率为影响拱肋平面承载力的主要因素。
- 高强钢管 /
- 高强混凝土 /
- 平面内承载能力 /
- 数值模拟 /
- 参数分析
Abstract: The symmetrical step loading was carried out on six high-strength concrete filled steel tabular (HS-CFST) parabolic arch specimens. The mechanical behavior of the arch rib under a uniform load was investigated, and the ultimate bearing capacity of HS-CFST were also obtained. The experimental results are compared with the FE results, showing a good agreement. Based on the parameter analysis of finite element model of the arch, the effects of the steel tube strength, of concrete strength, of rise-span ratio, of slenderness ratio and, of steel content on the in-plane bearing capacity were analyzed. The results show that the ultimate bearing capacity of the arch rib increases with the increase of the strength of the steel tube and concrete, and of rise-span ratio and steel content, but decreases with the increase of slenderness ratio. When the strength grade of the steel tube increases from Q460 to Q690, the bearing capacity of arch rib increases by 19.4%~21.4%. It is also found the rise-span ratio, slenderness ratio and steel content are the main factors affecting the in-plane bearing capacity of arch ribs.
- high strength steel tube /
- high strength concrete /
- in-plane bearing capacity /
- numerical simulation /
- parameter analysis

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图 1 荷载测点和位移测点布置图

Figure 1. Layout of load and displacement measuring points

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图 2 试验拱的荷载-位移图

Figure 2. Load-displacement diagram of the tested arch ribs

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图 3 4-460-100拱肋试件的拱轴线变形图

Figure 3. 4-460-100Arch axis deformation diagram of arch rib specimen

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图 4 钢管强度对拱肋极限承载力的影响

Figure 4. Influence of steel pipe strength on ultimate bearing capacity of arch rib

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图 5 混凝土强度对拱肋极限承载力的影响

Figure 5. Influence of concrete strength on ultimate bearing capacity of arch rib

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图 6 矢跨比对拱肋极限承载力的影响

Figure 6. Influence of rise-span ratio on ultimate bearing capacity of arch rib

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图 7 长细比对拱肋极限承载力的影响

Figure 7. Influence of slenderness ratio on ultimate bearing capacity of arch rib

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图 8 含钢率对拱肋极限承载力的影响

Figure 8. Influence of steel ratio on ultimate bearing capacity of arch rib

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表 1 高强钢-高强混凝土拱肋模型参数表

Table 1. HS-CFST arch rib model parameters

试件编号	截面/mm	f_y/MPa	f_cu/MPa
1-460-80	ϕ89×3.75	469	96
2-550-80	ϕ89×3.72	531	96
3-620-80	ϕ89×3.77	608	96
4-460-100	ϕ89×3.75	469	112
5-550-100	ϕ89×3.72	531	112
6-620-100	ϕ89×3.77	608	112
注：试件编号1-460-80中，460代表钢管强度，80代表混凝土强度；f_y为钢管屈服强度；f_cu为试验测得混凝土抗压强度。

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表 2 试验实测承载力与有限元计算结果对比

Table 2. The experimental results are compared with the finite element results

编号	试验实测值/kN	有限元计算值/kN	误差/(%)
1-460-80	181.82	186.80	2.74
2-550-80	203.49	200.93	−1.23
3-620-80	211.56	217.23	2.68
4-460-100	191.51	192.02	0.27
5-550-100	211.84	206.07	−2.72
6-620-100	219.67	222.04	1.08

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