【正文】 d. The options selected may influence whether a particular member is or is not subject to bending. Frame action, for example, invariably introduces bending in all members. Structures more plex than shown can usually be deposed into a series of more basic elements subjected to one or more of the primary force states discussed. Designing or selecting an appropriate structural option for a given case can often involve many tradeoffs. Assume that some type of diagonal system was to be designed to be used to provide lateral stability for the cellular structure previously 41 discussed. The designer can opt to orient the diagonal such that only tension forces are developed in the member. A cable could therefore be used. Alternatively, the diagonal could be oriented such that pressive forces develop in the member. A rigid element capable of carrying pression would therefore be needed. It would seem that the first alternative of using a cable is preferable. The designer must be careful, however, to make sure that the element functions as a stabilizer under all possible loading conditions. Evidently, if the applied load were reversed, the structure would collapse if only a single cable were used, since the cable could not develop the pressive force resistanceneeded to stabilize 39。 whether a structure is in pure tension or pression or is subject to bending. The importance of shape is clear from looking at Figure 112. The peaked linear form that was in a state of pure pression when carrying the single concentrated load bees subject to bending when the loading is changed to a continuous one. Similarly, the parabolic form that was in pare pression under a continuous loading bees subject to bending when a concentrated load is applied to the structure. Evidently, there must be a fixed relationship between shape and loading if the structure is to be a funicular one and carrying loads by either pure tension or pression. The easiest way to determine the funicular response for a particular loading condition is by determining the exact shape a flexible string would deform to under the load. This is the tension funicular. Inverting this shape exactly yields a pression funicular. There is only one funicular shape for a given loading condition. Bending would develop in any structure whose shape deviates from the funicular one for the given loading. Figure 113 illustrates an early, but noheless latterday, analysis of a wellknown structure that is based on the idea that an arch can be conceived of as an inverted catenary. Some more general principles can be extracted from the simple examples 43 considered .thus far. Note that in a funicular structure, the shape of the funicular structure always changes beneath an external load. Where the structure is not loaded, the structure remains straight. The funicular shape appropriate for a continuous load must therefore change continuously. By a similar token, if the shape of the structure changes when there is no load change present, bending will be present. It is also interesting to note that if the shape of a funicular structure is simply imagined and superimposed on the actual structure considered, the amount of39。 this type. Structures wherein only a state of tension or pression is induced by the loading are referred to as funicular structures. It is interesting to note that despite the fact that loads are applied transversely to the length of the members, as typically occurs in a beam, only tension or pression exists in these structuresnot bending. Why a linear beam is in bending and a cable is not is。設(shè)計過程中資料的收集和疑難問題的解決等都得益于王老師在百忙之中給 予我們的幫助和指教。 可見在今后的設(shè)計中，針對七層左右的住宅樓應(yīng)該優(yōu)先考慮框架剪力墻結(jié)構(gòu)體系，相對較經(jīng)濟一些?？蚣芙Y(jié)構(gòu)的優(yōu)點是可以提供較大的建筑空間，布置靈活，能為建筑設(shè)計提供豐富的建筑造型；缺點是在較高的建筑中難以控制側(cè)向變形，抗震性能較剪力墻相對薄弱。 4）結(jié)構(gòu)構(gòu)件的設(shè)計。 柱底內(nèi)力： F=,M=,V=,基礎(chǔ)采用 Φ 400 的欲應(yīng)力預(yù)制管樁，承臺為 C25 混凝土，由靜載實驗得出樁的特征值Ra=400kn，承臺底標(biāo)高為 2 米。交通聯(lián)系部分的設(shè)計合理，不僅使建筑物內(nèi)部各部分聯(lián)系通行方便，而且使建筑的工程造價、用地等更加經(jīng)濟。但在平面結(jié)構(gòu)復(fù)雜或者不對稱的結(jié)構(gòu)中，一個方向的水平荷載可能對一部分構(gòu)件形成不 24 利內(nèi)力，另一方向水平荷載對另一構(gòu)件形成不利內(nèi)力，這時要做具體分析，選擇不同方向的水平荷載 ，分別進(jìn)行內(nèi)力分析，然后進(jìn)行內(nèi)力組合。以滿足彈塑性層間變形的限制要求。 6．柱的配筋結(jié)果詳見結(jié)構(gòu)施工圖。 具體計算程序包括： 1 橫向框架側(cè)移剛度計算 計算橫梁線剛度 ib,計算柱線剛度 ic,計算柱的側(cè)移剛度 D,D=? c12ic/h2,其中 ? c 為柱側(cè)移剛度修正系數(shù)。因此在相同的設(shè)防烈度和結(jié)構(gòu)高度時，框架 剪力墻結(jié)構(gòu)中框架的抗震等級要求比純框架結(jié)構(gòu)體系的為低；框架 剪力墻結(jié)構(gòu)中的剪力墻的抗震等級要求比純框架結(jié)構(gòu)體系的為高；在同一框架 剪力墻結(jié)構(gòu)體系中，剪力墻的抗震等級要求比框架的為高。結(jié)構(gòu)設(shè)計的目的是根據(jù)建筑布置和荷載大小選擇結(jié)構(gòu)類型和構(gòu)造方案，并確定各部分尺寸、材料和構(gòu)造方法，同時體現(xiàn)結(jié)構(gòu)設(shè)計原則。要點是： 1）結(jié)構(gòu)平面形狀和 立面體形宜簡單、規(guī)則，使各部分剛度和質(zhì)量均勻分布，減小扭轉(zhuǎn)效應(yīng)的影響。擬建房屋所在地的設(shè)計地震動參數(shù) ? max=,Tg=,基本雪壓 S0=,基本風(fēng)壓? 0=,地面粗糙度為 B 類。 樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓面板厚度取 100mm，屋頂面板取 120mm。將框架與剪力墻結(jié)合起來共同工作，組成框架 剪力墻結(jié)構(gòu) 體系，取長補短，既能提供較大較靈活布置的建筑空間，又具有良好的抗震性能。昆明市某住宅樓設(shè)計 ——— 七層住宅樓采用框架剪力墻結(jié)構(gòu)體系和框架結(jié)構(gòu)體系的優(yōu)化選擇 姓 名：劉元發(fā) 班 級： 20xx 級結(jié)構(gòu)一班 學(xué) 號： 00101216 指導(dǎo)教師：王永海 2 目錄 1 中英文摘要及關(guān)鍵詞 … .....3 2 前言 ..… 34 3正文 .… .433 (1)建筑設(shè)計 ..… .49 (2)結(jié)構(gòu)設(shè)計 ..… .926 (3)基礎(chǔ)配筋計算 .....2633 4 設(shè)計成果比較和分析 ....3334 5 畢業(yè)設(shè)計總結(jié)和體會 .… .3435 6 謝辭 .…… . 35 7 參考文獻(xiàn) ......3536 8 英文翻譯 … ..3751 （ 1） 英文原文 .…… 3744 （ 2） 中文翻譯 …… . 4551 3 [摘要 ] 本畢業(yè)設(shè)計論文介紹了昆明市某住宅樓的設(shè)計，包括方案選型依據(jù)、計算方法、基礎(chǔ)設(shè)計等。本組的另外一名同學(xué)對同一棟建筑采用框架結(jié)構(gòu)體系設(shè)計，將他的成果和本設(shè)計從多方面進(jìn)行對比和總結(jié)，從而對中高層建筑應(yīng)該采用何種形式的結(jié)構(gòu)體系將更合理作出一些總結(jié)，這將對實際工作產(chǎn)生重大的意義。梁截面高度按梁跨度的 1/12~1/8 估算，由此估算的梁截面尺寸見表。 年降雨量 634mm，日最大降雨量 92mm， 1h 最大降雨量為 56mm,常年地下水位于地表下 6m,水質(zhì)對混凝土無侵蝕性。建筑立面內(nèi)收或外挑的尺寸要符合《高規(guī)》第 條的規(guī)定。 本結(jié)構(gòu)采用框架 剪力墻結(jié)構(gòu)體系，其特點為：框架結(jié)構(gòu)的優(yōu)點是可以提供較大的建筑空間，布置靈活，能為建筑設(shè)計 提供豐富的建筑造型；缺點是在較高的建筑中難以控制側(cè)向變形，抗震性能較剪力墻相對薄弱。本次