地震作用下侧移验算对比及弹塑性侧移计算公式(2)

童根树; 周卫东; 张磊

doi:10.13204/j.gyjz201305023

地震作用下侧移验算对比及弹塑性侧移计算公式(2)

doi: 10.13204/j.gyjz201305023

1.
1. 浙江大学高性能材料与结构研究所,杭州310058;
2.
2. 华汇工程设计集团股份有限公司,浙江绍兴312000

基金项目:

国家自然科学基金项目(51078328)

详细信息

作者简介:
第一作者：童根树, 男, 1963年出生, 博士, 教授, 博士生导师。电子信箱：tonggs@zju.edu.cn

中图分类号: TU352.11
计量
- 文章访问数: 132
- HTML全文浏览量: 8
- PDF下载量: 58
- 被引次数: 0
出版历程
- 收稿日期: 2013-01-10
- 刊出日期: 2013-05-20

COMPARISON OF SEISMIC DESIGN APPROACH FOR BUILDING STRUCTURES AND A NEW DERIVATION OF THE RELATION BETWEEN DRIFTS FOR DESIGN LEVEL AND MEDIUM EARTHQUAKES(2)

1.
1. Institute of High Performance Material and Structure,Zhejiang University,Hangzhou 310058,China;
2.
2. Huahui Engineering Design Group,Shaoxing 312000,China

摘要

摘要: 对各国地震作用计算的结构影响系数的构成进行分析。结果表明，美国的结构影响系数中包括材料的超强系数、结构体系固有的超强系数以及延性系数，而欧洲的结构延性系数包含结构体系的超强系数和延性系数，日本和我国仅包含延性系数。由于日本采用允许应力设计，还有一个1.4的安全系数，因此比较起来，日本的地震作用效应最大。同时还对设防烈度地震下的侧移和设计地震作用下的侧移之间的关系进行讨论，对各国规范中的公式的合理性进行论述，指出欧洲EC 8中的设防烈度地震侧移计算公式与EC 8中的地震作用理论最为符合，但也存在不合理的地方。根据结构影响系数的理论分析结果，给出了各周期段的弹塑性位移和设防烈度地震弹性位移的关系式。
- 侧移 /
- 抗震设计 /
- 使用极限状态 /
- 规范
Abstract: System performance factors for base shear determination in various codes were analyzed.In the USA, it includes overstrength factors of both the material and the structural system and the ductility, in EC 8 it contains the structural overstrength and the ductility, in Japan and China, it reflects only the ductility.Because in Japan a load factor of 1.4 is introduced, it has the biggest earthquake forces for structural design.This paper provided also detailed comments on the relations between the drift under the design seismic action and the drift under medium earthquake, and it is found that the formula in EC 8 is in consistent with its philosophy for determining its seismic action, but not without any problem.A new derivation is presented for the relation between the elastic-plastic drift and the elastic drift under design earthquake.
- drifts /
- seismic design /
- serviceability limit state /
- code

HTML全文

参考文献(12)

[2] GB 500112001建筑抗震设计规范[S].

童根树,周卫东,张磊.地震作用下侧移验算对比及弹塑性侧移计算公式(1)[J].工业建筑,2013,43(4):139-143.

[3] CECS 160∶2004建筑工程抗震性态设计通则(试用)[S].

[4] European Committee for Standardization. Eurocode 8: Design of?Structures for Earthquake Resistance[S]. Brussels: CEN,2003.

[5] Building Seismic Safety Council. FEMA450( NEHRP ),Recommended Provisions for Seismic Regulations for New?Buildings and Other Structures Part 1: Provisions[S]. Washington?D C : Building Seismic Safety Council,National Institute of?Building Sciences,2003.

[6] 日本建筑中心.建筑物的构造规定-建筑基准法施行令第3章的解说与运用[M].1997.

[7] Miranda E. Evaluation of Site-Dependent Inelastic Seismic Design?Spectra[J]. Journal of Structural Engineering,1993,119(5):1319-1338.

[8] Tong Genshu,Huang Jinqiao. Seismic Force Modification Factor?for Ductile Structures[J]. Journal of Zhejiang University Science,2005,16 A(8):813-825.

[9] 翟长海,谢礼立,张敏政.工程结构等强度位移比谱研究[J].哈尔滨工业大学学报,2005,37(1):45-48.

[10] 赵永峰,童根树.修正 Clough 滞回模型下的地震力调整系数[J].土木工程学报,2006,39(10):34-41.

[11] Jorge R G,Miranda E. Inelastic Displacement Ratios for?Evaluation of Structures Built on Soft Soil Sites[J]. Earthquake?Engineering and Structural Dynamics,2006,35(6):679-694.

[12] Uang C M,Maarouf A. Deflection Amplification Factor for Seismic?Design Provisions[J]. Journal of Structural Engineering,1994,120(8):2423-2436.

施引文献

资源附件(0)

访问统计