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Sabancı Center Akbank Kulesi için bir sistem analizi

The System analysis for Akbank Tower of Sabancı Center

  1. Tez No: 66441
  2. Yazar: OSMAN SALICI
  3. Danışmanlar: PROF. DR. ERDOĞAN UZGİDER
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1997
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: Yapı Ana Bilim Dalı
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: 214

Özet

ÖZET Günümüzde nüfusun büyük bir bölümü büyük şehirlerin merkezlerinde toplanmıştır. Türkiye'de büyükşehir diye tanımlanan yerlerde arazi fiyatları yer darlığından ve merkeze yalan olmak için yerleşmek isteyen insanların taleplerinden dolayı oldukça büyük rakamlara ulaşmıştır. Büyük şehirlerde yatay genişlemenin yanında dikey genişleme gerekliliği ortaya çıkmıştır. Bu da çok katlı yapıların zorunluluğunu ortaya çıkarmıştır. Büyük bir bölümü deprem kuşağı içinde bulunan ülkemizde yapılacak yüksek yapıların taşıyıcı sistemlerinin seçimi kullanılacak malzeme, yapım süresi, maliyeti ülkemizin içinde bulunduğu ekonomik durumu ve inşaat sektörümüzün imkanları ve yapılabilecekleri gözüönünde tutularak bu tez hazırlanmıştır. Tez konusuna örnek olarak son zamanlarda yapılmış mimari ve teknolojik açıdan önemli bir yapı olan Sabancı Center Akbank kulesi alınmıştır. Bu yapı yatay yüklerin B.A. çekirdek ile aktarıldığı çevredeki kolonlarında sadece düşey yük taşıdığı tamamı B.A. bir yapıdır. (B.A. = betonarme) Tezde Akbank kulesi, mimari boyutlarına ve görüntüsüne sadık kalınarak belirlenen tamamı çelik konstrüksiyon olan iki ayrı sistem ve B.A. çekirdeğin olduğu fakat diğer taşıyıcı elemanların çelik konstrüksiyon olarak tasarlandığı 3. bir sistemle hem statik açından hem yapım süresi açısından hem de maliyet açısından karşılıklı olarak kıyaslanmıştır. Taşıyıcı sistemler SAP 9,0 (Yapısal Analiz Programı) ile statik ve dinamik olarak düşeyde ve yatayda yüklenerek çözülmüş ve bilinen boyutlardırma yöntemleri ile kesitler boyutiandınlmıştır. Sonuçta sistemlerin yatay deplasmanları, periyodlan, çubuk kuvvetleri ve, düğüm nokta deplasmanları bulunarak birbirleriyle kıyaslanmıştır. Çelik konstrüksiyon yapılar deprem sırasında daha sünek bir davranış gösterdiklerinden (malzemeden dolayı) ve temele gelen yükler açısından daha hafif olduklarından, kısa sürede inşa edilebildiklerinden tamir edilebilme ve ilave yapılabilme özelliğinden, şantiye giderlerinin azlığından, temel maliyetin düşüklüğünden ve kesitler küçük olmasından dolayı daha fazla kullanma alanına sahip olmasından dolayı B.A. yapıya göre daha avantajlı olduğu görülmüştür. Maliyet olarak çelik malzeme B.A yapının malzemesinden ve işçiliğinin daha pahalı olmasından dolayı tamamı çelik konstrüksiyon yapı daha pahalıya gelmektedir. Fakat yapıların kendini kira geliriyle amorti etmesi süresi hesaplandığında tamamı çelik konstrüksiyon yapı ile tamamı B.A. Karkas yapı arasmda zaman açısından fazla bir fark olmadığı fakat B.A. çekirdekli çelik konstrüsiyon kompozit yapının amorti süresinin diğer yapı sistemlerine göre daha kısa olduğu seçilmesi gereken yapı sisteminin B.A. çekirdekli çelik konstrüksiyon kompozit yapı olduğu görülmüştür. XI

Özet (Çeviri)

THE SYSTEM ANALYSIS FOR AKBANK TOWER OF SABANCI CENTER SUMMARY Today, in the big city centers, where lots of people live and trading is increased by the population, to find an area for building business centers, hotels, trade centers, etc.. nearly impossible. On the other hand to provide continuity during the managing of the companies, workers, business, large and big building shuld be built. So that multistory buildings should be designed, calculated and constructed specially with economical, easy, usuable method. Also such constructions are being build mostly in Istanbul in Turkey. Because Istanbul is the biggest city with respect to its population, trading etc.. İstanbul is in the second earthquake zone according to the old Turkish standarts but now it is in first zone according to the latest turkish standarts that is published by Ministry of Public Works. As the height of the building increases, more suitable materials should be choosen for elastic behaviour against the earthquake ; as well as architectural functions should not be interrupted ; besides the costruction become easier, economic, strong and long lasting. İn addition to these it is needed more equipment ( in limited site) and causes minimum pollution during the construction for the environment. Also it is controlable easily and in shorthest time it uses money. All these items can be provided in Turkey. First of all, the developing countries which have got multistory buildings in the world, such as U.S.A. JAPAN, CANADA and are especially under the earthquake threat should be examined. At the same time economic situation and existing position of the construction sector has to be followed and investigated very carfuly to reach tiie most suitable desition beforewhen beginning of the construction planning. In this thesis, to define the most suitable construction system from the point of wiev of statics, time and cost, to compare with three different construction systems of steel and composite materials. The Akbank tower of Sabancı Center in İstanbul has ben selected as a sample Two of them are designed as steel construction and the third one has got reinforced concrete core and around of it there is steel structure which is carried with vertical loads. In the steel structure, girders and slabs are composite system, beams, columns and vertical diagonal members are steel construction. The three structural systems have the same architectural functions height and width and floors. For the statical calculation,loads are taken from from the Akbank Tower statical caculation. General information about Sabancı Tower ; Whole building area is 107000 m2 and site area is 18171 m2. The Akbank tower has got 5 basements, ground floor and 33 normal floors.The Holding tower XUhas got the same underground structure and 28 normal floors.Al the Akbank tower there are 4 more floors over the 33th floor. These floors consist of plumbing, instrument, lifting shaft. Ofice floors has got 875 m2 area.In the similar highrise building the ratio between ofis and core is % 30 - % 35, but Sabancı Center has got 224 m2 core area that is % 28. Tower core consists of lifting holes, 8 lifting shafts, wet spaces, staircase, tea office and plumbing, heating, ventilating, equipment shafts. As a statical system ; Building is of reinforced concrete. According to the floors, the core thickness is changing. Numbers of columns are 5 on both sides. These columns are connected with continuous beams which are parallel to the sides of the building. The thickness o the slab has been defined according to the TS 500 and the thickness was found as 20 cm. Thickness of the shear wall of the core is changing between 50 and 20 cm. Loads ; Dead load and live load have been defined according to TS 498 and DIN 1055.For the office floors live load has been taken as 5 kN/ m2 but for the vertical memebers, it was taken as 2 kN/ m2 and in addition for light partition walls 0.75 kN/m2 Foundation ; The dimentions of the foundation is aproximately 100*100 m for all building and is made of mat foundation which has got 1 m thickness, but under the towers, the thickness of the mat foundation is 3m. Materials ; Concrete is of BS 35 ; Reinforcement is of BÇ HI For designing of the steel structure system, all items mention above have been taken exactly the same and the height of the floors is 3.5 m from top of the slab to the top of the other slab above Design of the first steel structure system ; Lateral loads are carried by the steel core consisting of truss system members. Side columns are carrying just vertical loads. Beams and girders are connected to the columns as a lunge. Beams and slab are of composite sections. Design of the second steel structure system ; It is the same system with the first system, but the different part is that girders are fix connected to the columns at every two floors. Design of the third steel structure system ; Lateral loads are carried by the reinforeced concrete core which isin the middle of the building and made of the space truss system but the other members are steel and composite materials. They are carrying vertical loads For multistory building, lateral loads are important as much as vertical loads. So wind pressure or earthquake loads are getting important much more than the ordinary buildings that are not so importantly high structures, the people who live in the multistory buildings, can be effected from the lateral deflections. This means that Xllllimits at lateral deflections is a very important design criteria. In these buildings it is assumed that floors has rigid behaviour. Their displacement is same as the vertical members. It is obvious that high-rise structures have to cope with enormous gravity loads compared to other structures. On the other hand, the overall stiffness of high-rise buildings under the action of lateral forces, such as wind and earthquakes, is governed by the stiffness of the individual components of the steel structure. Stiffness depending on the geometrical section and its influence on deflection and buckling behavior on the one hand and the steel strength controlling the load bearing capacity of strength controlling the load bearing capacity of beams and columns on the other hand. Further more, the mechanical properties as, for example, the weldability have a determinative influence on fabrication costs. In the steel structures,the slab and most of the beams have been calculated as composite section. These sections' calculation consist of all necessary verifications. All connections have been designed with bolt connections on the site because of the welding on the site and during the erection is both too difficult and control is not possible. In this connection high quality bolts have been used. For the dimensioning of the columns and vertical diagonal space truss members. Computer programs called as sap 90 ( structural analaysis program) has been used. In this program the structure can be calculated against the statical and dynamic loads. All sections of members have been found according to these program outputs. It is mentioned below. For the steel sections ARBED profiles have been used ( these are W, HD, HE-B ) Concrete is BS 35 like Akbank Tower. Reinforcement is BÇ HI. But the slab thickness is 15 cm since composite section is calculated. For this structural analysis program, ideal statical system as a data file must be prepared. It means buildings must be defined with coordinates, section properties, weights, loads, masses if it is necessary, restraints and members. Three type of steel structures have been solved with this sap90 against the statical wind loads as well as dynamic earthquake loads as a result of, forces on the members, reactions and deflections on the joints was found. Steel sections can be dimensioned according to the steel structures with using the sap 90 outputs. Capacity of the sap 90 ; For the statical analysis : max. equation numbers are 10000 max joint numbers are 4000 For the dynamic analysis : max. equation numbers are 6000 max joint numbers are 2500 In the data file which has been solved : max. equation numbers are 5073 max jomt numbers are 1611 max member numbers 3450 For the other systems all steel dimensions are taken like the first system. For the section verifications of the three steel structure. Just the first system members have been dimensioned XIVAfter the statical and dynamic analysis, material list had been prapered for the first, third and existing structure, then not only Turkish construction markets pricess but also Ministry of Public Work's pricess had been taken to calculate the cost of the strutural systems. At the end of the cost analysis,the steel structure system is the most expensive among the three systems. But when we calculated the redemption of a band of all structural system, the composite system ( third system) is the most economical. There are no differences between the steel structure system and the real system ( R.C. structure)from the point of the view of amortization of time and price. General Results Of The Steel Structures ; Steel construction is characterized by the following features. 1. Large spans can be achieved with comparatively small expenditure. Thus in multistory building, the number of supports is reduced and plan flexibility in creased. 2. The loadbearing parts of steel construction have small section; a particularly important point for the section of vertical members. The stanchions of steel construction can be merged with the exterior walls, without encroaching on usable space. 3. The light weight of steel skeleton-frames is of great importance for high-rise buildings and in difficult foundation conditions, and can produce appreciable cost savings; 4. Steel multistory buildings can take daring structural form, as in suspended and bridged structures and extended cantilevers. 5. Adaptability of the load-bearing structure is easily achieved with steel structures and in the case of certain systems, complete demountability and replication. 6. Requirements of the building inspectorate, e.g., fire regulations are requirements applying to materials, such as anti-corrosion, have for long been quite economically met and no longer add any appreciable costburdens to steel skeleton-frames. 7. The basic product for the steel skeleton consists of steel sections with a limited type-range, which when combined nevertheless allow an unlimited number of possibilities. 8. Steel structures, particularly the simpler forms of multistory building, lend themselves to the use of cheap, partly or wholly-automated production lines. This illuminates the necessity for keeping to standard series, since re-jigging in the steel shop can be easily done. 9. The high degree of accuracy possible in the fabrication of steel building components, ensures narrow tolerances in erection, which in turn speeds up assembly and favors the use of prefabricated components. XV10. Structural steel components are relatively light and can therefore be moved over long distances without high transport costs. 11. Modern mobile cranes or tower cranes provide hoisting apparatus, which allow short assembly time with small labor outlay. 12. Steel erection takes up little site space. Space only for hoisting apparatus and delivery vehicles suffices, for as a rule, erection can be done without other interceding apparatus. 13. Necessary erection periods need to be very exactly calculated in advance, to allow rapid erection to meet completion dates. 14. Steel erection is not dependent on season and weather conditions. Short total completion periods will follow if the foundations are ready prepared before winter, and erection, unaffected by weather conditions, proceeds during winter months. 15. Moreover the reduced thickness of the flooring makes it possible to obtain one or several additional levels in height, depending on the size of the buildings. When land is expensive, as is usually the case in townsor cities, this saving of building area can have a significant effect on the profitability of the investment in matters of land purchase. 16. Using steel for construction means in this connection taking the minimum of risks. 17. During the“concealed time”, supplies are prepared and machining takes place at the workshop. The work is carried out under protection from the elements and in accordance with methods of industrial production which permit production costs to be reduced accordingly. 18. The materials which will then be delivered to the site only to be assembled there in accordance with a rigorous work schedule drawn up from the beginning will therefore offer a all the guarantees of a reliable and precisely made product. 19. The frequent occurrence of difficult work sites, in urban and suburban araes. Steel construction is not affected by work areas being confined or difficult to reach. The framework can be assembled on a small site which is even enclosed between existing structures and, where the site is in a central position, without interfering with traffic. 20. In steel construction the work site does not cause any pollution. Assembly and dismantlying take place without producing dust, med. noise or any other nuisances detrimental to the builder who almost certainly would have to bear to costs of preventing disturances to adjacent propertyş owners by taking precautions and providing costly extra equipment. 21. Time is its principal parameter. Building means in fact investing substantial capital which will only produce a profit when the structure is completed and brought into operation. XVI22. There is no doubt that much earlier access to the structure is obtained by using steel. 23. In a steel structure the repair work is greatly facilitated when the need arieses, as it must at some time or other. In the event of a local accident, for example, the damaged parts can be very rapidly replaced without attecting adjountign sections or causing the stop page of utilisation, which would occur particularly if scaffolding and cumbersome pollution-producing machinery and equipment were used. 24. Dynamic competition the growing damends of users ant the invreasingly rapid rate of technical and technological progress are all bringing about more rapid changes in people's way of life as well as in production techniques. 25. For these tall and heavy buildings the usual spread footings may not be sufficient to support the loads. If the bearing strength of the soil is hight, steel grillage footings may be sufficient, but for poor soil conditions pile ir pier foundations may be necessary. 26. High wind pressures on the sides of tall buildings produce overturning moments. 27. A building must not only be braced sufficiently laterally to prevent failure but also prevented from deflecting so much as to injure its various parts. Another item of importance is the provision of sufficient bracing to give the occupants a feeling of safety. They might not have this feeling in tall buildings which have a great deal of lateral movement in times of high winds. There have actually been tales of occupants of the upper floors ot tall buildings complaining of seasickness on very windly days. XVllFigure 1. 3D Statical system of the steel structure xvm136.07 Figure 2. K Bracings the steel structure xix; '.36.07 Figure 3. X Bracings the steel structure XXFigure 4. System of Akbank tower. XXI, ; ? ; 1 1 1 ! i I ! I ' I I ! ! I ! i ! i I I I I I i : joa'i/Oil 021/SE: | 331/DS i) : ı IOZ31/S3' j OZI/flJ : ! 09ii/ s= iL.OZl/SEi Ott/SS- bsii/bzi ' j ? 051 /sa 021/09 Ml! r OZl/Si 3ZI./55 '? ?? \ '? ÜWÎV ? 1 GZl/03 ucp» u2so eajp/oq : I I ' OZI/OS; QZl/Og = «p^s|MStaaa«»iK:(Psj=jjasaess«rs:sî»srq« ^ *)| asiroPi:. ba/jrcj 1 ) | ? osu/not iHHiiH^~'~Hi-q Figure 5. Floor plan oftheAkbank tower. xxu

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