高层结构建筑外文翻译--框架横向刚度估计和横向刚度线性与非线性的连续模型的静力分析(编辑修改稿)

高层结构建筑外文翻译--框架横向刚度估计和横向刚度线性与非线性的连续模型的静力分析(编辑修改稿)内容摘要：

e buildings for their flexural and shear beam contributions because the overall behavior of continuum model is governed by the changes in EI and GA. Equation 2 shows the putation of GA for a single column member in HS73. The variables Ic and h denote the column moment of inertia and story height, respectively. The inertia terms Ib1 and Ib2 that are divided by the total lengths l1 and l2, respectively, define the relative rigidities of beams adjoining to the column from top (see Fig. 3 in the referred paper). Equation 2 indicates that GA (shear ponent of total lateral stiffness) is puted as a fraction of flexural stiffness of frames oriented in the lateral loading direction. Accordingly, the flexural part (EI) of total stiffness is puted either by considering the shearwall members in the loading direction and/or other columns that do not span into a frame in the direction of loading. This assumption works fairly well for dual systems. However, it may fail in MRFs because it will discard the flexural contributions of columns along the loading direction and will lump total lateral stiffness into GA. Essentially, this approximation will reduce the entire MRF to a shear beam that would be an inaccurate way of describing MRF behavior unless all beams are assumed to be rigid. To the best of authors’ knowledge, studies that useHS73model do not describe the putation of α in depthwhile representing discrete building systems as continuum models. In most cases these studies assign generic α values for describing different structural behavior spanning from pure flexure to pure shear1. This approach is deemed to be rational to represent theoretical behavior of different structures. However, the above highlighted facts about the putation of lateral stiffness require further investigation to improve the performance of HS73 model while simplifying an actual MRF as a continuum model. In that sense, it is worthwhile to discuss some important studies on the lateral stiffness estimation of frames. These could be useful for the enhanced calculations of EI and GA to describe the total lateral stiffness in continuum systems. 3 Lateral stiffness approximations for MRFs There are numerous studies on the determination of lateral stiffness in MRFs. The methods proposed in Muto (1974) and Hosseini and ImagheNaiini (1999) (hereinafter M74 and HI99, respectively) are presented in this paper and they are pared with the HS73 approach for its enhancement in describing the lateral deformation behavior of structural systems. Equation 3 shows the total lateral stiffness, k, definition of M74 for a column at an intermediate story. The parameters Ic, h, Ib1, Ib2, l1 and l2 have the samemeanings as in Eq. (2). Note that Eq. (2) proposed in HS73 is a simplified version of Eq. (3) for a unit rotation. The former expression assumes that the dimensions of beams spanning into the column from top are the same as those spanning into the column from bottom. However, Eqs. (2) and (3) exhibit a significant conceptual difference: the HS73 approach interprets the resulting stiffness term as the shear contribution whereas M74 considers it as the total lateral stiffness. The HI99 method defines the lateral stiffness of MRFs through an equivalent simple system that consi。