锅炉钢框架的抗震加固设计与分析

刘成清; 许弟兵; 张华鑫

doi:10.13204/j.gyjzG22050603

锅炉钢框架的抗震加固设计与分析

doi: 10.13204/j.gyjzG22050603

西南交通大学土木工程学院, 成都 610031

基金项目:

国家自然科学基金项目（51778538）；国家留学基金委项目（201707005100）。

详细信息

作者简介:
刘成清，博士，教授，主要从事工程抗震及抗冲击的研究。电子信箱： lcqjd@swjtu.cn

计量
- 文章访问数: 43
- HTML全文浏览量: 8
- PDF下载量: 4
- 被引次数: 0
出版历程
- 收稿日期: 2022-05-06
- 网络出版日期: 2024-05-29

Seismic Strengthening Design and Analysis of a Boiler Steel Frame

School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China

摘要

摘要: 对已使用十多年的铸铁厂锅炉钢框架进行结构安全性检测和抗震设防目标下的多遇地震和罕遇地震计算。选取5条天然地震波和2条人工地震波，以及远场类谐和地震波与近断层脉冲型地震波两类长周期地震波各7条；基于结构抗震性能量化指标——层间位移角，对结构的变形特点和抗震性能进行了分析，根据计算结果，对既有结构提出了加固设计方案并对加固后结构进行了分析。结果表明：远场类谐和地震波对结构的响应最大，天然地震波最小；多遇地震作用下的最大层间位移角均小于GB 50011—2010《建筑抗震设计规范》的限值1/250；在罕遇地震作用下的层间位移角均小于GB 50011—2010的限值1/50；结构平均层间位移角最大值出现在底层，为1/88，较原结构的1/62，减小了29.5%，加固设计方案满足GB 50011—2010的要求，实现了“小震不坏，大震不倒”的抗震设防目标。
- 钢框架 /
- 抗震加固 /
- 弹塑性 /
- 时程分析 /
- 层间位移角
Abstract: The structural safety of the boiler steel frame of a cast iron plant that has been used for more than ten years was tested, and the frequently and rarely occurred earthquakes under the seismic fortification target were calculated. Five common natural seismic waves were two artificial waves, as well as seven long-period seismic waves of far-field harmonic seismic waves and near-fault pulse seismic waves were selected. Based on the interlayer displacement angle, the deformation characteristics and seismic performance of the structure were analyzed. According to the calculation results, the reinforcement design scheme of the existing structure was proposed, and the seismic calculation of the structure after reinforcement was carried out again. The analysis results after reinforcement showed that the far-field harmonic-like seismic wave had the largest response to the structure, and the ordinary seismic wave had the smallest response. The maximum inter-story drift angles under frequently occurred earthquakes were all less than the limit value of 1/250 in Code for Seismic Design of Buildings (GB 50011—2010); the interlayer displacement angles under rarely occurred earthquakes were all less than 1/50; the maximum value of the average interlayer displacement angle of the structure appeared at the bottom, was 1/88, which was 29.5% lower than that of the original structure. The reinforcement design scheme could meet the requiremerts of GB 50011—2010, and realize the seismic fortification goal of‘no damage under frequently occurred earthquakes and no collapse under rarely occurred earthquakes’.
- steel frame /
- seismic strengthening /
- elastic-plastic /
- time history analysis /
- interlayer displacement angle

HTML全文

参考文献(23)

[1]	刘勇刚.存在施工缺陷的多层钢框架结构加固方案[D].成都:西南交通大学, 2015.
[2]	陈绍蕃.钢结构设计原理[M].北京:科学出版社, 2005.
[3]	李敏锋,金国芳,阳洋,等.某钢框架结构的抗震加固及动力时程分析[J].沈阳工业大学学报, 2011, 33(4):456-461.
[4]	程耿东.基于功能的结构抗震设计中一些问题的探讨[J].建筑结构学报, 2000, 21(1):40-43.
[5]	崔鸿超.日本兵库县南部地震震害综述[J].建筑结构学报, 1996(1):2-13.
[6]	MAHIN S A. Lessons from damage to steel buildings during the Northridge earthquake[J]. Engineering Structures, 1998, 20(4/5/6):261-270.
[7]	MIYAKE H, KOKETSU K. Long-period ground motions from a large offshore earthquake:The case of the 2004 off the Kii peninsula earthquake, Japan[J]. Earth Planets&Space, 2005, 57(3):203-207.
[8]	TAKEWAKI I, FUJITA K, YOSHITOMI S. Uncertainties in long-period ground motion and its impact on building structural design:case study of the 2011 Tohoku (Japan) earthquake[J]. Engineering Structures, 2013, 49(2):119-134.
[9]	ABRAHAM J R, LAI C G, PAPAGEORGIOU A. Basin-effects observed during the 2012 Emilia earthquake sequence in Northern Italy[J]. Soil Dynamics and Earthquake Engineering, 2015, 78:230-242.
[10]	LIU C Q, FANG D J, ZHAO L J. Reflection on earthquake damage of buildings in 2015 Nepal earthquake and seismic measures for post-earthquake reconstruction[J]. Structures, 2021, 30:647-658.
[11]	KOKETSU K, MIYAKE H. A seismological overview of long-period ground motion[J]. Journal of Seismology, 2008, 12(2):133-143.
[12]	YAGHMAEI-SABEGH S. Detection of pulse-like ground motions based on continues wavelet transform[J]. Journal of Seismology, 2010, 14(4):715-726.
[13]	韩娟,王亨,于敬海,等.防屈曲支撑在某钢框架结构加固设计中的应用[J].工程抗震与加固改造, 2016, 38(4):94-99.
[14]	任晓阁.钢筋混凝土-钢框架不规则混合结构加固和抗震性能研究[D].杭州:浙江大学, 2018.
[15]	石晟,杜东升,王曙光,等.高层钢结构不同减震加固方案的抗震韧性评估[J].土木工程学报, 2020, 53(4):71-82.
[16]	中华人民共和国冶金工业部.钢结构检测评定及加固技术规程:YB 9257-1996[S].北京:中国建筑工业出版社, 1996.
[17]	中华人民共和国住房和城乡建设部.钢结构工程施工质量验收规范:GB 50205-2020[S].北京:中国建筑工业出版社, 2020.
[18]	中华人民共和国住房和城乡建设部.建筑结构荷载规范:GB 50009-2012[S].北京:中国建筑工业出版社, 2012.
[19]	刘成清,李俊君,孙晓丹.彭山体育馆的抗震加固[J].工业建筑, 2014, 44(6):135-138 , 30.
[20]	中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB 50011-2010[S].北京:中国建筑工业出版社, 2016.
[21]	徐璐.掉层框架剪力墙结构地震易损性研究[D].重庆:重庆大学, 2019.
[22]	ASCE. FEMA 356-Prestandard and commentary for the seismic rehabilitation of buildings[S]. Washing D C:Federal Emergency Management, 2000.
[23]	中华人民共和国住房和城乡建设部.钢结构设计标准:GB 50017-2017[S].北京:中国建筑工业出版社, 2018.