【正文】 The plete simulation consists of four stages：static equilibrium calculation to get the initial stresses and strains from gravity；simulation of a Boeing 767 airplane impacting the tower；the reduction of the strength and stiffness of the tower resulting from the postimpact fuel fire；and finally，the progressive collapse of the Tower driven by gravity．Fig．4 gives one of the typical results，which presents the material location of the tower at 6．5 s after the impact．As can be seen，the building had already collapsed to half of its height．The numerical results showed that a scientifically substantiated plausible scenario for the impact and collapse event of the North Tower could be obtained through the numerical simulation．In the progressive analysis，a reasonable simplification in the modeling such as using simple elements to represent plex behavior of structural members will not affect the accuracy of the results，while this might dramatically reduce the size of the mode1．This could save lots of puter memories and puting time，especially for the plex structures，such as tall buildings．Of course， certain finite elements are still needed to be developed. DYN method in progressive analysis of RC flameThis case represents a good example of using direct simulation method to carry out the progressive collapse analysis of structures．That is，the method could successfully predict the progressive collapse process of the structure under blast and impact loads．However，this accuracy is achieved at great cost．In order to derive the accurate material parameters，experiments should be carried out first．The building structures，air，and，explosive should be modeled in detail，which need thousands of elements．Special algorithms and software were also needed to calculate the blast wavestructure interaction and to catch the damage and collapse behavior of the building structure．Therefore，it is extremely time consuming，and requires a profound knowledge of structural dynamics，damage mechanics，dynamic material properties and putational skills．1．1．2 Collapse analysis of the World Trade CenterLuccioni et al carried out an analysis of structural collapse of an actual building，the AMIA (Israel’s Mutual Society of Argentina)building，which had suffered a terrorist attack and collapsed．In the analysis，the building was modeled using 3一dimensional solid elements， including the reinforced concrete columns，beams and masonry walls.The current available methods in analyzing structural progressive collapse could be classified into two major categories，namely the direct simulation method，in which the blast loading effects on structural damage and building collapse are directly simulated，and uncoupled alternative load path method with analysis of the structure by simulating various levels of damage by the removal of key load—carrying members．In the present paper，the available progressive collapse analysis methods in the literature are reviewed according to their categories．Both advantages and disadvantages of each method are listed．Their suitability，applicability and reliability are also discussed．Our recently proposed new method for progressive collapse analysis of reinforced concrete frames under blast 1oads is al so introduced．1. Progressive collapse analysis methods for building structures.附 錄AMethods for Progressive Collapse Analysis of Building本次設(shè)計(jì)從始至終得到了我們土木工程系領(lǐng)導(dǎo)、教師的關(guān)心和支持。參考文獻(xiàn)[1] [M].北京：中國建材出版社,2006.[2] (上冊) [M].武漢：武漢工業(yè)大學(xué)出版社,2002.[3] 梁興文,王社良,[M]. 北京：科學(xué)出版社出版社,2005.[4] 梁興文,[M]. 北京：科學(xué)出版社出版社,2005.[5] 周克榮,顧祥林,[M].上海：同濟(jì)大學(xué)出版社,2002.[6] 呂西林,[M]. 武漢：武漢工業(yè)大學(xué)出版社,2005.[7] 莫海鴻,. 第一版[M].北京：中國建設(shè)工業(yè)出版社,2003.[8] 程文壤. 樓梯和陽臺雨蓬設(shè)計(jì)（第2版）[M].長沙：東南大學(xué)出版社,2003.[9]單健，[M]長沙：東南大學(xué)出版社，2004.[10]丘洪興，建筑結(jié)構(gòu)設(shè)計(jì)[M]長沙：東南大學(xué)出版社，2002.[11]石名磊，[M].長沙：東南大學(xué)出版社，2002.[12]郭正興，[M].長沙：東南大學(xué)出版社，2003.[13]曹雙寅，工程結(jié)構(gòu)設(shè)計(jì)原理[M].長沙：東南大學(xué)出版社，2002.[14]龍馭球，[M].北京：高等教育出版社，2003.[15]李愛群，[M].長沙：東南大學(xué)出版社，2003.[16] Brown Bricks R H. Prediction of brick masonry prism tests symp[J]. Masonry Pastand Present Strength from Reduced Constraint, 1974.[17] Loth H R,Shing B. 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Journal of Structure Engineering, 1994.致 謝學(xué)習(xí)的過程中給我留下了許多美好的回憶，但是使我印象最深的還是這段大家同甘共苦一起做畢業(yè)設(shè)計(jì)的時(shí)光。 由于自身所學(xué)知識的局限性以及第一次獨(dú)立的完成設(shè)計(jì)，設(shè)計(jì)中難免存在問題。這一點(diǎn)不僅是對現(xiàn)在，而且對我以后的工作都有很大的指導(dǎo)意義。同時(shí)通過PKPM結(jié)構(gòu)計(jì)算軟件的應(yīng)用，明白計(jì)算機(jī)結(jié)構(gòu)計(jì)算出圖與到工程應(yīng)用還有較大的距離，必須通過必要的修改才能運(yùn)用。我根據(jù)教學(xué)樓的特點(diǎn)，確定了其結(jié)構(gòu)形式為鋼筋混凝土框架結(jié)構(gòu)。建筑設(shè)計(jì)是對擬建建筑物預(yù)先進(jìn)行設(shè)想和規(guī)劃，根據(jù)建筑物的用途和要求確定其各部分的形狀和尺寸，并將各部分有機(jī)地組織到一起，創(chuàng)造出優(yōu)美協(xié)調(diào)的建筑空間環(huán)境。我的畢業(yè)設(shè)計(jì)課題是設(shè)計(jì)綜合教學(xué)樓,其中包括建筑設(shè)計(jì),結(jié)構(gòu)設(shè)計(jì)兩部分。具體計(jì)算與配筋過程見下列兩表表318邊柱斜截面配筋計(jì)算表邊柱五層四層三層二層一層Hn (m)λ=Hn/(2h0)γREVC (kN) fcbh0 (kN)截面是否滿足要求滿足滿足滿足滿足滿足 (kN)N (kN)+(ASV)/s00000λvfc/fyv(%)實(shí)配箍筋加密區(qū)4Ф10100()4Ф10100()4Ф10100()4Ф10100()4Ф12100()非加密區(qū)4Ф10150()4Ф10150()4Ф10150()4Ф10150()4Ф12150()表319中柱斜截面配筋計(jì)算表中柱五層四層三層二層一層Hn (m)λ=Hn/(2h0)γREVC (kN) fcbh0 (kN)截面是否滿足要求滿足滿足滿足滿足滿足 (kN)N (kN)+(ASV)/S00000λVfC/fyV(%)實(shí)配箍筋加密區(qū)4Ф10100()4Ф10100()4Ф10100()4Ф10100()4Ф12100()非加密區(qū)4Ф10150()4Ф10150()4Ф10150()4Ф10150()4Ф12150()第4章 結(jié)束語畢業(yè)設(shè)計(jì)是教學(xué)計(jì)劃的一個(gè)重要的組成部分,它培養(yǎng)了我們綜合運(yùn)用所學(xué)基礎(chǔ)和專業(yè)知識,提高了我們實(shí)踐能力,是最后一個(gè)重要教學(xué)環(huán)節(jié)。⑤時(shí)按構(gòu)造配箍，否則按計(jì)算配箍。③時(shí)截面滿足要求。表317邊柱正截面配筋計(jì)算表層次五層四層三層二層一層400560400560400560400560400560N(kN)57205720572057205720偏心類型大偏心大偏心大偏心大偏心大偏心20202020201111111111計(jì)算As=As’（mm2）1038480480480480實(shí)配Asy(mm)420ρy＝ %420ρy＝ %420ρy＝ %420ρy＝ %420ρy＝ %表318中柱正截面配筋計(jì)算表層次