【導(dǎo)讀】1中英文摘要及關(guān)鍵詞…5畢業(yè)設(shè)計(jì)總結(jié)和體會(huì).…型依據(jù)、計(jì)算方法、基礎(chǔ)設(shè)計(jì)等。層住宅的最優(yōu)化選擇。計(jì)和完善建筑施工圖的設(shè)計(jì)。施工圖設(shè)計(jì)，對(duì)基礎(chǔ)進(jìn)行手算設(shè)計(jì)。剪力墻結(jié)構(gòu)的優(yōu)點(diǎn)是剛度較大，抗震能力較框架強(qiáng)，缺。點(diǎn)是剪力墻的間距不宜很大，在建筑空間的布置和利用上受到局限。本組的另外一名同學(xué)對(duì)同一棟建筑采用框架結(jié)構(gòu)體系設(shè)計(jì)，將他。最后，總結(jié)通過(guò)此次畢業(yè)設(shè)計(jì)的收獲和心得，以及在今。后的工作和學(xué)習(xí)中將注意的問(wèn)題。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，算的梁截面尺寸見(jiàn)表。900mm，底層外窗和陽(yáng)臺(tái)門(mén)下沿低于2m，采取防衛(wèi)措施。此建筑為昆明市某小區(qū)住宅樓，建筑面積,高度21米，共七層，屬于多層房屋范圍。年降雨量634mm，日最大降雨量92mm，1h最大降雨量為56mm,梁截面高度按梁跨。度的1/12—1/8估算，由此確定梁截面尺寸為250mmⅹ500mm（主梁），梁截面尺寸為300mmⅹ600mm。量均勻分布，減小扭轉(zhuǎn)效應(yīng)的影響。建筑立面內(nèi)收或外挑的尺寸要

　　

【正文】 nsion or pression. These are interesting structures deserving special treatment. Consider a simple flexible cable spanning between two points and carrying a load. This structure must be exclusively in a state of tension, since a flexible cable can withstand neither pression nor bending. A calbe carrying a concentrated load at mid span would deform as indicated in Figure 112(a). The whole structure is in tension. If this exact shape were simply inverted and loaded precisely in the same way, it is evident by analogy that the resultant structure would be in a state of39。 pure pression. Il39。 the loading condition is changed to a continuous load, a flexible cable carrying this load would naturally deform into the parabolic shape indicated in Figure 42 112(b). Again, the whole structure is in tension. If this exact shape were inverted and loaded with the same continuous load, the resultant structure would be in a state of pression. The mon arch is predominantly a structure 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。 of course, partly a function of the material used. The cable cannot withstand bending。 therefore, it deforms under the action of39。 the load. The rigid linear beam can take bending and therefore resists funicular and others are not. The arch, which is predominantly in a state of pression, is often made from rigid materials. Obviously, the shape of the structure is the prime determinant of39。 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。 deviation of the actual structure from the funicular shape generally reflects the severity of the bending present in the actual structure [see Figure 112 (g) and (h)]. These points will be returned to and elaborated upon in later chapters. While there is only one general shape of structure that is funicular for a given loading, there is invariably a family of structures having the same general shape for any given condition. All the structures illustrated in Figure 114, for example, are funicular for the loadings indicated. Clearly, all structures in a group have the same shape, but the physical dimensions are different. Within a family, the relative proportions of all the shapes are identical. For Figure 114 it is obvious that such a family could be obtained simply by using a series of flexible cables of39。 different lengths. All would deform in a similar way under the action of the load, but the actual amount that the structure would sag would be different. The magnitude of the internal forces developed in the members varies with the structural depth present (large forces are developed in shallow shapes, and vice versa). It is also evident that funiculars need not be only twodimensional structures, but can be threedimensional as well (see Figure 115). The shape a flexible membrane assumes under a uniformly distributed load is of special interest. Since the funicular response is clearly not spherical, but rather parabolic, it follows that the ubiquitous spherical shell often monly thought ideal as a structural form for this type of loading is, in fact, not exactly a funicular response for the vertical loads which monly act on buildings, It is, however, for the type of loading indicated in Figure 115(c). This does not, however, lira. it its usefulness, since there are other mechanisms at work (circumferential forces) in a shell structure of this type that still cause the structure to be highly efficient. These mechanisms will be discussed in 44 Chapter 12. Figure 116 illustrates a wellknown example of the application of the idea of threedimensional funicular shapes as the basis for determining the form of a