型钢梁加固混凝土板结构抗弯性能数值模拟研究

陈兆荣; 魏琏; 蔡健; 何钦; 梁贻尊; 崔鹏云; 左志亮; 许勇

doi:10.3724/j.gyjzG24051801

型钢梁加固混凝土板结构抗弯性能数值模拟研究

doi: 10.3724/j.gyjzG24051801

陈兆荣^1,2,
魏琏³,
蔡健⁴,
何钦⁵,
梁贻尊⁶,
崔鹏云²,
左志亮⁴,
许勇²

1. 中建五局第三建设有限公司, 长沙 410004;
2. 广州大学, 广州 510006;
3. 深圳力鹏工程研究结构设计事务所有限公司, 广东深圳 518034;
4. 华南理工大学, 广州 510641;
5. 广东省建设工程质量安全检测总站有限公司, 广州 510500;
6. 广州市城市规划勘测设计研究院有限公司, 广州 510060

基金项目:

国家自然科学基金面上项目（1972123）；广东省自然科学基金面上项目（2022A1515011115）；中建集团课题（CSCEC5B-2021-20）。

详细信息

作者简介:
陈兆荣，博士，高级工程师，从事多高层建筑结构分析与设计理论。电子信箱：245140142@qq.com

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出版历程
- 收稿日期: 2024-05-18

Research on the Flexural Performance of Concrete Slabs Strengthened with Steel Beams Using Numerical Simulations

1. China Construction Fifth Engineering Bureau Third Construction Co., Ltd., Changsha 410004, China;
2. Guangzhou University, Guangzhou 510006, China;
3. Shenzhen Li Peng Engineering Research Structural Design Co., Ltd., Shenzhen 518034, China;
4. South China University of Technology, Guangzhou 510641, China;
5. Guangdong Construction Engineering Quality and Safety Inspection Station Co., Ltd., Guangzhou 510500, China;
6. Guangzhou Urban Planning & Design Survey Research Institute Co., Ltd., Guangzhou 510060, China

摘要

摘要: 由于建筑物老化或用途改变，现有楼板不能满足承载力要求，需进行加固处理。以某加固改造项目为背景，型钢梁与楼板的连接方式、是否在垂直型钢梁方向的楼板面粘钢加固为参数，利用有限元软件建立了5个分析模型，研究和比较不同参数对新增型钢梁加固楼板结构抗弯性能的影响规律。结果表明：各加固方式下的型钢梁与混凝土板均共同受弯，梁两侧楼板分别形成受拉塑性区，楼板在垂直型钢梁方向没有负弯矩；界面设胶黏剂或设栓钉连接情况下，加固后结构的抗弯承载力为原结构约2倍；界面不设胶黏剂或黏结失效情况下，加固后结构的屈服荷载仍达到设计荷载的3.11倍，在垂直型钢梁的板面粘钢对承载力没影响；界面设胶黏剂时型钢梁与楼板的接触应力分布最均匀，梁端锚栓应力最小，型钢梁与楼板的协同工作性能最优，其次是界面设栓钉连接的情况。
- 型钢梁 /
- 楼板加固 /
- 有限元模拟
Abstract: Due to the aging or functional changes of the buildings， the existing floor slab can no longer meet the requirements of bearing capacity and needs to be strengthened. Taking a reinforcement and reconstruction project as the background， this study investigated the influence of different parameters on the flexural performance of a floor structure strengthened with newly added steel beams. Five analysis models were established using finite element software， considering both the connection modes between the steel beam and the floor slab as well as whether the floor surface was strengthened by sticking steel chips in the direction perpendicular to the steel beam. The results showed that under all kinds of strengthening methods， the steel beam and the concrete slab were subjected to bending together， forming a tensile plastic zone on both sides of the beam， and the floor slab exhibited no negative bending moment in the direction perpendicular to the steel beam. When the interface was connected using adhesive or studs， the flexural bearing capacity of the strengthened structure was about 2 times that of the original structure. When there was no adhesive at the interface， or if the adhesive had failed， the yield load of the strengthened structure was still 3.11 times the design load. Setting steel chips on the plate surface in the direction perpendicular to the steel beam had no effect on the bearing capacity. When setting adhesive at the interface， the contact stress distribution between the steel beam and the floor slab was the most uniform， the stress on the anchor bolts at the beam ends was the smallest， and the cooperative working performance between the steel beam and the floor slab was the best， followed by the method strengthened by setting studs at the interface.
- steel beam /
- floor slab reinforcement /
- finite element simulation

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参考文献(16)

[1]	中华人民共和国住房和城乡建设部.国家发展改革委关于印发城乡建设领域碳达峰实施方案的通知[EB/OL].(2022-07-13). https://www.gov.cn/zhengce/zhengceku/2022-07/13/content_5700752.htm.
[2]	清华大学建筑节能研究中心.中国建筑节能年度发展研究报告[M].北京:中国建筑工业出版社,2017.
[3]	CHAIWINO N,YAZDANI N,BENEBERU E,et al. Strengthening of elevated home slabs on grade with external fiber-reinforced polymer (FRP) laminate[J]. Composite Structures,2021,261,113532.
[4]	KANKERI P,PRAKASH S S,PACHALLA S K S. Experimental and numerical studies on efficiency of hybrid overlay and near surface mounted FRP strengthening of pre-cracked hollow core slabs[J]. Structures,2018,15:1-12.
[5]	时旭东,汪文强,李俊林,等.基于某混凝土框剪结构损伤现状的加固方法探讨[J].工程抗震与加固改造,2017,39(4):123-130.
[6]	詹永勒,方渭秦.三亚凯莱酒店改扩建工程结构设计[J].建筑科学,2012,28(11):83-87.
[7]	赵考重,许洁,王永强. H型钢加固混凝土板共同工作性能试验研究[J].建筑结构,2020,50(6):34-38.
[8]	曹霞,王华阳,严琛,等.某办公楼框架-剪力墙结构加固改造技术[J].施工技术,2016,45(16):78-81.
[9]	张家宏,李萌,吕小彬.某抽水蓄能电站地下厂房结构加固设计[J].中国水利水电科学研究院学报,2018,16(4):265-272.
[10]	白伟亮.某现浇混凝土楼板裂缝检测评定与加固[J].建筑结构,2020,50(13):24-29.
[11]	黄强.组合梁共同工作性能分析及型钢加固混凝土板的试验研究[D].南京:东南大学,2006.
[12]	王培江,赵建昌.某框架结构楼板承受超大荷载型钢加固效果分析[J].工程抗震与加固改造,2021,43(3):131-137.
[13]	中华人民共和国住房和城乡建设部.混凝土结构设计标准:GB/T 50010-2010[S].北京:中国建筑工业出版社,2024.
[14]	郭巍,邬云斌,梁皓翔.铝合金接头形状对碳纤维管粘接性能的影响研究[J].武汉理工大学学报,2023,45(10):26-32 ,41.
[15]	HAN L H,YAO G H,TAO Z. Performance of concrete-filled thin-walled steel tubes under pure torsion[J]. Thin-Walled Structures,2007,45(1):24-36.
[16]	中华人民共和国住房和城乡建设部.混凝土结构试验方法标准:GB/T 50152-2012[S].北京:中国建筑工业出版社,2012.