建筑地震作用计算方法演变与发展
引用文献：
薛彦涛 魏琏 黄世敏. 建筑地震作用计算方法演变与发展[J]. 建筑结构，2022，48（17）：5-13.
XUE Yantao WEI Lian HUANG Shimin. Evolution and development of calculation methods for building seismic force[J]. Building Structure，2022,48（17）：5-13.
摘要：从地震作用取值的历史演变，揭示小震和中震设计的内在联系，还原小震设计的本质。初期，地震工作学者提出了地震系数法，地震作用为单一水平侧向力。此后，随着地震加速度反应谱的建立，各国开始采用反应谱理论计算地震作用，反应谱最大加速度值以前期单一地震作用为基础确定，可称为小震计算阶段。设防烈度地震(中震)提出后，抗震设计进入中震反应谱计算阶段，由于以此计算的地震作用大幅提高，各国为保证规范的延续性，对中震计算的地震作用进行了折减，高延性结构折减后与小震值相当。我国基于概率可靠度回归小震的地震作用取值，同时增加了抗震措施以大幅提高结构延性，此设计方法经受住了地震考验。
关键词：规范对比；地震作用计算方法；地震系数法；反应谱法；反应修正系数
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[2] 薛彦涛，黄世敏，姚秋来，等.汶川地震钢筋混凝土框架结构震害及对策[J].工程抗震与加固改造，2009,31(5):93-100.
[3] 尹保江，黄世敏，薛彦涛，等.汶川5.12地震框架-剪力墙结构震害调查与反思[J].工程抗震与加固改造，2008,30(4):37-40.
[4] 蒋莼秋.世界地震工程100年(1891—1991)编年简史(四)[J].世界地震工程，1992,8(4):8-16,25.
[5] TRIFUNAC M D,TODOROVSKA M I.Origin of the response spectrum method[C]//The 14th World Conference on Earthquake Engineering,Beijing,2008.
[6] 陈定国.用宏观方法判断地震区的加速度和烈度[J].华南地震，1983,3(2):6-13.
[7] WOOD H O,NEUMANN F.Modified mercalli intensity scale of 1931[J].Bulletin of the Seismological Society of America,1931,21(4):277-283.
[8] 谢毓寿.地震烈度表[J].土木工程学报，1958,5(2):73-85.
[9] ISHIMOTO M.Echelle d’intensite sismique et acceleration maxima[J].Earthquake Research Inst.,1932(10):614-626.
[10] GUTENBERG B,RICHTER C F.Earthquake magnitude,intensity,energy and acceleration[J].Bulletin of the Seismological Society of America,1942,32(3):163-191.
[11] MARTIN W MCCANN,JR,FRANZ SAUTER,等.关于峰值地面加速度和烈度的关系及其在震害估计中的应用[J].国外地震工程，1982(4):49-52.
[12] BEAVERS J E.A review of seismic hazard description in US design codes and procedures[J].Progress in Structural Engineering and Materials,2002,4(1):46-63.
[13] ROBIN K MCGUIRE.Review probabilistic seismic hazard analysis:early history[J].Earthquake Engineering and Structural Dynamics,2008(37):329-338.
[14] 沈麒，杨沈.中日建筑抗震规范抗震设计比较[J].工程抗震与加固改造，2012,34(4):102-106.
[15] 胡聿贤.地震工程学[M].北京：地震出版社，2006.
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[18] 裘民川.苏联地震区建筑设计规范的演变及最新规范的特点和发展趋势(下)[J].世界地震工程，1986(1):20-23,36.
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[26] 张令心，朱柏洁，陶正如，等.九寨沟7.0级地震房屋震害现场调查及其破坏特征[J].地震工程学报，2019,41(4):1053-1059.
[27] 柏文，杨永强，戴君武，等.四川长宁Ms6.0级地震珙县中学教学楼震害调查[J].地震工程与工程振动，2021,41(3):86-94.
[28] 李昆，周煜，陶思宇，等.云南漾濞6.4级地震公共建筑的震害特征[J].世界地震工程，2021,37(3):1-8.
Evolution and development of calculation methods for building seismic force
Abstract: From the historical evolution of earthquake action value, the internal relationship between minor and moderate seismic design were revealed, and the essence of minor seismic design was restored. At the beginning, seismologists put forward the seismic coefficient method in which the earthquake action was a single horizontal lateral force. Since then, with the establishment of the earthquake acceleration response spectrum, the response spectrum theory was used to calculate the earthquake action by coutries. The spectrum maximum response acceleration was determined based on the previous single earthquake action, so it was stage called the minor seismic design. After the seismic fortification intensity(moderate earthquake) was proposed, the seismic design entered the stage of moderate earthquake response spectrum. Because the earthquake action calculated by this method has been greatly increased, the earthquake action calculated by moderate earthquake has to be reduced in order to ensure the continuity of the code of countries, and the reduced action of high ductility structure is equivalent to the minor earthquake value. In China, the returning to the minor earthquake action value is based on the consideration of the probability and reliability method for seismic design, and seismic measures are added to greatly improve the ductility of the structure. This design method has withstood the earthquake test.
Keywords: code comparison; calculation method of earthquake action; seismic coefficient method; response spectrum method; response modification factor
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