土木工程(抗震)外文翻译----欧洲对钢框架结构抗震设计的评估-建筑结构(编辑修改稿)

土木工程(抗震)外文翻译----欧洲对钢框架结构抗震设计的评估-建筑结构(编辑修改稿)内容摘要：

eral considerations Limit states and loading criteria The European seismic code, EC8 (Eurocode 8 2020) has evolved over a number of years changing status recently from a prestandard to a full European standard. The code explicitly adopts capacity design approaches, with its associated procedures in terms of failure mode control, force reduction and ductility requirements. One of the main merits of the code is that, in parison with other seismic provisions, it succeeds to a large extent in maintaining a direct and unambiguous relationship between the specific design procedures and the overall capacity design concept. There are two fundamental design levels considered in EC8, namely ‘nocollapse’ and ‘damagelimitation’, which essentially refer to ultimate and serviceability limit states, respec tively, under seismic loading. The nocollapse requirement corresponds to seismic action based on a remended probability of exceedance of 10% in 50 years, or a return period of 475 years, whilst the values associated with the damagelimitation level relate to aremended probability of 10% in 10 years, or return period of 95 years. As expected, capacity design procedures are more directly associated with the ultimate limit state, but a number of checks are included to ensure pliance with serviceability conditions. The code defines reference elastic response spectra (Se) for acceleration as a function of the period of vibration (T) and the design ground acceleration (ag) on firm ground. The elastic spectrum depends on the soil factor (S), the damping correction factor (η) and predefined spectral periods (TB , TC and TD) which in turn depend on the soil type and seismic source characteristics. For ultimate limit state design, inelastic ductile performance is incorporated through the。