Tüp içinde tüp sistemli bir yapının yatay yükler altındaki davranışının araştırılması
Başlık çevirisi mevcut değil.
- Tez No: 75615
- Danışmanlar: PROF. DR. NAHİT KUMBASAR
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1998
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: İnşaat Mühendisliği Ana Bilim Dalı
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 136
Özet
ÖZET Bu çalışmada, son yıllarda hızla gelişen ve yüksek yapılarda yaygın olarak kullanılan tüp sistemler incelenmiştir. Şehir merkezlerindeki yoğunluk ve arsa fiyatlarındaki artış insanları yüksek binalar yapmaya zorlamaktadır. Yüksek yapı sistemlerindeki en son gelişme tüp sistemlerin bulunmasıdır. Yüksek yapılarda boyutların belirlenmesinde düşey yüklerden çok yatay yükler etkili olmaktadır. Tüp sistem ile yatay yüklere karşı etkili bir yapı davranışı elde edilebilmektedir. Seçilen tüp sistem, kullanılan yapı malzemesi ve boyutlar tüp sistemin davranışını etkilemektedir. Tübüler davranışı incelemek için, kırk katlı tüp içinde tüp sistemli bir yapı seçilerek üç farklı çözüm ile yatay yükler altında yapı davranışı incelenmiştir. Yapı üç boyutlu ve iki boyutlu modellenerek, üç boyutlu dinamik, üç boyutlu eşdeğer statik ve iki boyutlu eşdeğer statik çözümler yapılmıştır. Elde edilen çözümler karşılaştınldığmda, üç boyutlu dinamik ve üç boyutlu eşdeğer statik çözüm sonuçlarının birbirine daha yakın, iki boyutlu eşdeğer statik sonuçlarının ise yapılan kabullerden dolayı farklı olduğu görülmüştür. Yapı üç boyutlu olarak modellendiğinde konsol tüp davranışına daha yakın bir davranış gösterdiği, iki boyutlu modelleme ile tübüler davranışın etkili olarak sağlanamadığı sonucuna varılmıştır. IX
Özet (Çeviri)
BEHAVIOUR OF A MULTI-STORY BUILDING HAVING TUBE IN TUBE STRUCTURAL SYSTEM UNDER LATERAL LOADS SUMMARY In this study as a master thesis, under the administration of Prof. Dr. Nahit KUMBASAR tubular structures were analysed and tube in tube system, one of tubular structures, was analysed under the lateral forces for different solutions of system. The tallness of a building is a matter of a person's or community's circumstance and their consequent perception; therefore, a measurable definition of a tall building cannot be universally applied. From the structural engineer's point of view however, a tall building may be defined as one that, because of its height, is affected by lateral forces due to wind or earthquake actions to an extent that they play an important role in the structural design. The influence of these actions must therefore be considered from the very beginning of the design process. Tall towers and buildings have fascinated mankind from the beginning of civilization, their construction being initialy for defence and subsequently for ecclesiastical purposes. The growth in modern tall building construction, however which began in the 1880's, has been largely for commercial and residential purposes. Tall commercial buildings are primarily a response to the demand by business activities to be as close to each other, and to the city center, as possible, there by putting intense pressure on the available land space. Also, because they form distinctive land marks, tall commercial buildings are frequently developed in city center as prestige symbols for corporate organizations. Further, the business and community, with its increasing mobility has fuelled a need accomodations. The rapid growth of the urban population and the consequent pressure on limited space have considerably influenced city residential development. The high cost of land, the desire to avoid a continuous urban sprawl and the need to preserve important agricultural production have all contributed to drive residential buildings upward. In some cities, for example, Hong Kong and Rio de Jenerio, local topographical restrictions make tall buildings the only feasible solutions for housing needs. The feasibility and desirability of high-rise structures have always depended on the available materials, the level of construction technology, and the state ofdevelopment of the services necessary for the use of building as a result, significant advances have occurred from time to time with the advent of a new material, construction facility, or from of service. Speed of erection is a vital factor in obtaining a return on the investment involved in such large-scale projects. Most tall buildings are constructed in congested city sides, with difficult access; therefore careful planning and organization of the construction sequence become essential. The story to story uniformity of a most multi story buildings encourages construction through repetitive operations and prefabrication techniques. Progress in the ability to build tall has gone hand in hand with the development of more efficient equipment and improved methods of construction, such as slip and flying formwork, concrete pumping and the use of tower, climbing, and large mobile cranes. The essential uniformity of the system enables industrialize techniques to be used in the construction sequence. For steel structures large elements of the facade frame may be prefabricated in a factory and transported to the site where they are hoisted into place and fixed. For concrete structures, the use of gang forms raised story by story enables very speedy construction rates to be achieved. The architectural engineering solutions for such specialized buildings are therefore quite different from each other. The office and commercial buildings are used larger span structural systems consistent with the space requirements for offices and other commercial functions; whereas housing and apartment buildings use relatively smaller span structurel systems consistent with residential room sizes. Altough both reinforced concrete and structural systems are quite different each other. The office, commercial and residential buildings have also different structural systems, reflecting their differing functional requirements. A commercial building that has influenced structural form is the large entrances and open lobby areas at ground level, but the closely spaced column configuration makes access difficult to the public lobby area at the base. In many buildings, larger openings at ground floor level have been achieved by using a large transfer girder to collect the vertical loads from the closely spaced columns and distribute them to a smaller number of larger more widely space columns at the base. Alternatively, several columns may be merged through an inclined column arragement to allow fewer larger columns in the lowest stories. In resisting the lateral forces by the peripheral frame, the tubular structure has the architectural advantage of allowing freedom in planning the interior. A central core with long-span floors from the tube to the core provides the open spaces desired for office buildings. The structure's behavior in much more complex than that of a plain unperforated tube, and the stiffness may be considerably less. When subjected to bending under the action of lateral forces, the primary mode of action İs that of a conventional vertical cantilevered tube, in which the columns on opposite sides of the neutral axis are subjected to tensile and compressive forces. In addition, the frames parallel to the direction of the lateral load are subjected to the usual in plane bending, and the XIshearing or racking action is complicated by the fact that the flexibility of the spandrel beams produces a shear lag that increases the stresses in the comer columns and reduces those in the inner columns of both the flange panels and the web panels. This behavior may readily be appreciated by considering the basic mode of action involved in resisting lateral forces. The primary resistance comes from the side web panels, which deform so that the corner columns of flange panels ara in tension and the comer columns of web panels are in compression. The principal interaction between the web and flange frames occurs through the vertical displacements correspond to vertical shear in the girders of the flange frames, which mobilizes the axial forces in the flange columns. When comer column suffers a compressive deformation, it will tend to compress the adjacent column since the two are connected by the spandrel beams. The compressive deformations will not be identical since the flexible connecting spandrel beam will bend, and the axial deformation of the adjacent column will be less, by an amount depending on the stiffness of the connecting beam. The deformation of second column will in turn induce compressive deformations of the next inner column, but the deformation will again be less. Thus each successive interior column will suffer a smaller deformation and hence a lower stress than the other ones. Since the external applied moment must be resisted by the internal couple produced by the compressive and tensile forces on opposite sides of the neutral axis of the building, it follows that the stresses in the comer columns will be greater than those from pure tubular action, and those in the inner columns will be less. For analytical purposes, it is usually assumed that the in plane stiffness of the floor system in so great that the floor slabs act as rigid diaphrams. Consequenty, the cross- section shape is maintained attached story level and cross-sections of these positions undergo only rigid body movements in plane. All horizontal displacements may than be expressed in terms of two orthogonal translations and rotation. In addition, it is ussually assumed that the out plane stiffness of the floor slabs is so low that, they don't resist bending or twisting. When the building is subjected to lateral forces, the action of the floor system is then mainly to transmit the horizontal forces to the different vertical structural elements. Because the floor system doesn't participate, otherwise in the lateral load resistance of the structure then provided the floor loadings are essentially constant throughout the height a repetitive floor structure can be used with economy in the design and construction. In this study for the analyse of the building was planned. The building is forty stories height with floor area 18.40 meters by 30.40 meters. The building consist of a ground floor and tihirtynine normal stories. The frame panels are formed by closely spaced perimeter colomns those are connected by deep spandrel beams at each floor level. The system of the floor was chosen according to the dimensional properties. Floor system was chosen as a two way flat plate with beams. In all steps of calculations and the design, the condition of the code TS 500 were respected. And designed loads were taken from TS 498 for live loads and dead loads. The loads on structure consist of dead loads and live loads. xuThe static and dynamic calculations were done by the computer software SAP 90. SAP 90 is a general purpose computer program for structural analyses. Data preparation for a structural analyses problem basically involves: 1. Describing the structural geometry, 2. Defining the static and/or dynamic load conditions for which the structure needs to be analysed. The basic geometric dimensions of the structure are established by placing joints on the structure. The structural geometry is completed by connecting the predefined joints with structural elements those are of a specific type; namely: Beams, trusses, shells, plates, etc. Each element has a unique identification number. The design compilations start from the floor and go forward the foundation according to the flow of the loads. The calculations for the system under the vertical loads are made and the cross-section effects occurred on columns and shear walls are determined. The structure is defined totally as a three-dimensional frame which is composed of beams connecting columns and shear walls. The load carrying system consist of columns and shear-walls. A dynamic analysis was performed. The results from the dynamic analysis were compared with those obtained from the static analysis. Loading on high-rise buildings differs from loading on low-rise buildings mainly in its accumulation over the height to cause very large gravity and lateral load forces within the structure. In buildings that are exceptionally slender or flexible, the building dynamics can also become important in influencing the effective loading. Gravity loading consists of dead loading, which can be predicted reasonably accurately, and live loading, whose magnitudes are estimates based on expeirence and field surveys, and which are predictable with much less accuracy. The probability of not all parts of a floor supported by a beam, and of not all floors supported by a column, being subjected to the full life loading simultaneously, is provided for by reductions in the beam loading and in the column loading, respectively, in accordance with various formulas. It is sometimes necessary to consider also the effects constructions loads. The usefulness of walls in the structural planning of multi-storey buildings has long been recognised. When walls are situated in advantageous positions in a building, they can be very efficient in resisting lateral loads originating from earthquakes. Because a large portion of the lateral load on a building, if not the whole amount, and the horizontal shear force resulting from the load, are often assigned to such structural elements, they are called shear walls. The name is unfortunate, for only rarely is the critical mode of resistance associated with shear. Multi-storey buildings have become taller and slender and with this trend the analysis of shear walls may emerge as a critical design item. More often than not, shear walls are pierced by xmnumerous openings. The structural engineer is fortunate if these are arranged in a systematic pattern. Earthquake loading is a result of the dynamic response of the building to the shaking of the ground. Estimates of the loading account for the properties of the structure and the record of earthquakes in the region. For unexceptionally high building with unexceptional structural arrangements an equivalent lateral force is recommended. In this, the loading is estimated on the basis of a simple approximation for the structure's fundamental period, its dead load, the anticipated ground acceleration or velocity, and other factors relating to the soil site conditions, structure type and the importance of its use. The method gives the value of the maximum horizontal base shear, which is then distributed as an equivalent lateral load over the height of the building, so that static analysis can be performed. During an earthquake, ground motions occur in a random fashion in all directions. Measurements of horizontal and vertical ground accelerations, made as a function of time, have indicated that the ground accelerations can be considerable. When a structure is subjected to ground motions in an earthquake, it responds in a vibratory fashion. When the structure is behaving elastically, the maximum response of acceleration will depend on the structure's natural period of vibration and present. Dynamic analyses of structures responding elastically to typical earthquake records indicated the order of response acceleration Sa is plotted as a function of the natural period of vibration of the structure and the magnitude of the damping, which is expressed as a percentage of the critical viscous damping. The curves are idealised from the more irregular actual curves. It is evident that a range of periods, the maximum response acceleration of the structure may be several times the ground acceleration. The maximum response acceleration of structures with a very small period approaches the maximum ground acceleration. The maximum response acceleration of structures with large periods of vibration may experience little more than the maximum the ground acceleration. An increasing damping will always result in a decrease in response acceleration. The damping ratio is taken as 0.05 in thi project. The maximum inertia loads acting on the simple structure during the earthquake may be obtained by multiplying the acceleration by the mass. The dynamic and static analysis due to the effect of horizontal forces are performed by the program SAP90. The coordinates and loads are entered in the programs according to chosen global axis coordinate system. In this study,- in the first three chapter high-rise buildings, the vertical and lateral loads and materials have been categorized. In the fourth chapter, structural systems have been analyzed. In the fifth chapter, structural behavior of framed-tube structures have been analyzed. In the sixth chapter, dimensions of columns, beams and shear walls have been precalculated. In the seventh chapter, framed-tube system have been analyzed with structural analysis programme, m the last chapter the results are discussed. XIV
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