【正文】 suggest its effective use for the performance assessment of large building stocks that exhibit similar structural features. This conclusion is further justified by paring nonlinear response history analyses of singledegreeoffreedom (sdof) systems that are obtained from the global capacity curves of actual systems and their approximations puted by the proposed procedure. Key words: Approximate nonlinear methods Continuum model Global capacity Nonlinear response Frames and dual systems 1 Introduction Reliable estimation of structural response is essential in the seismic performance assessment and design because it provides the major input while describing the global capacity of structures under strong ground the advent of puter technology and sophisticated structural analysis programs, the analysts are now able to refine their structural models to pute more accurate structural response. However, at the expense of capturing detailed structural behavior, the increased unknowns in modeling parameters, when bined with the uncertainty in ground motions, make the interpretations of analysis results cumbersome and time consuming. Complex structural modeling and response history analysis can also be overwhelming for performance assessment of large building stocks or the preliminary design of new buildings. The continuum model, in this sense, is an acplished approximate tool for estimating the overall dynamic behavior of moment resisting frames (MRFs) and shear wallframe (dual) systems. Continuum model, as an approximation to plex discrete models, has been used extensively in the literature. Westergaard (1933) used equivalent undamped shear beam concept for modeling tall buildings under earthquake induced shocks through the implementation of shear waves propagating in the continuum media. Later, the continuous shear beam model has been implemented by many researchers (. Iwan 1997。 本研究首先探討通過與精確結(jié)果的比較，通過對(duì)橫向剛度組件（即彎曲和剪切剛度）以往文獻(xiàn)的計(jì)算來獲得離散模型。 復(fù)雜的結(jié)構(gòu)模型和反應(yīng)歷史分析，也可用于大型建筑群性能評(píng)估或新建筑物的初步設(shè)計(jì)的確定。 黑布瑞去和斯塔福德史密斯（ 1973）所界定連續(xù)的結(jié)構(gòu)模型（以下簡稱 HS73），是用一個(gè)四階偏微分方程（ PDE）來解決高層剪力墻框架模型， 雖然連續(xù)介質(zhì)模型的理論應(yīng)用建立在簡要討論上，其實(shí)際執(zhí)行情況是相當(dāng)有限，因?yàn)榈刃澢鷾y(cè)定和剪剛度測(cè)定，代表的實(shí)際離散系 統(tǒng)橫向剛度變化在文獻(xiàn)里沒有得到充分處理。 2 連續(xù)模型的特點(diǎn) 該 HS73模型是由彎曲和剪切梁組成，來定義彎曲（ EI）及剪切（ GA）剛度的，從而確定整體剛度橫向剛度。 公式 2表明， GA（占總數(shù)的橫向剛度剪切組件）是一個(gè)橫向載荷方向框架抗彎剛度的計(jì)算分?jǐn)?shù)。 不過，以上強(qiáng)調(diào)的事實(shí)，即有關(guān)的橫向剛度計(jì)算需要進(jìn)一步調(diào)查，以提高模型的性能，同時(shí)簡化HS73 實(shí)際抗彎矩框架作為一個(gè)連續(xù)模型。前者表達(dá)假定頂部柱之間梁的跨度和底部柱之間梁的跨度相同。 具有類似功能的公式（ 2）及公式（ 3）。 參 考 文 獻(xiàn) S, Yazgan U, G252。由于事實(shí)上，舒爾茨（ 1992）指出，建筑物的橫向剛度沿高度變化可能發(fā)生在邊界層。在一個(gè)子模塊的上面的 （ ku ）、比較低的 （ kl ）梁的相對(duì)剛度，由最初層的頂和底部梁的剛度計(jì)算而得來。 Muto (1974) 和 Hosseini 和ImagheNaiini (1999) 所提出的方法（以下分別簡稱 M74和 HI99）基于本文件和他們相對(duì)于 HS73途徑提高了其在描述系統(tǒng)結(jié)構(gòu)的側(cè)向變形。事實(shí)上，這種近似將減少整個(gè)抗 彎矩框架到剪力梁，將會(huì)不準(zhǔn)確的描述抗彎矩框架反應(yīng)，除非所有的梁被認(rèn)為是剛性的。公式 2 表示在 HS73 的一系列計(jì)算。 該 HS73 模型作為基礎(chǔ)連續(xù)模型，是因?yàn)樗憩F(xiàn)了純彎曲和剪切行為，能代表結(jié)構(gòu)反應(yīng)的能力。后來，連續(xù)剪切梁模型由許多研究者實(shí)現(xiàn)了（如伊萬 1997年古坎和阿卡爾 2020。這一結(jié)論是通過比較，來進(jìn)一步說明單自由度的非線性特性歷史分析（單自由度），它們從實(shí)際系統(tǒng)和擬議的程序的近似計(jì)算來得到系統(tǒng)的整體能力曲線。 Chopra and Chintanapakdee 2020) to approximate the earthquake induced deformation demands on frame systems. The idea of using equivalent shear beams was extended to the bination of continuous shear and flexural beams by Khan and Sbarounis (1964). Heidebrecht and Stafford Smith (1973) defined a continuum model (hereinafter HS73) for approximating t