Afet bölgelerinde yapılacak yapılar hakkında yönetmeliğin incelenmesi ve bu yönetmeliğin kullanılarak çok katlı bina projelendirilmesi
Başlık çevirisi mevcut değil.
- Tez No: 75189
- Danışmanlar: PROF. DR. MELİKE ALTAN
- 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: Yapı Mühendisliği Bilim Dalı
- Sayfa Sayısı: 168
Özet
ÖZET Yüksek lisans tezi olarak, Prof. Dr. Melike ALT AN yönetiminde yapılmıştır. Bu yüksek lisans tez çalışmasının amacı ; Afet Bölgelerinde Yapılacak Yapılar Hakkında Yönetmeliğin ( A.B.Y.Y.H. ) incelenmesi ve bu yönetmelik kullanılarak perdeli, çerçeveli, çekirdekli ve tüp bir sistemden oluşan, çok katlı bir betonarme yapı projelendirilmesidir. Söz konusu bina ; 2 bodrum kat, 1 zemin kat ve 20 normal kattan oluşmuştur. Yapıda malzeme olarak ; beton BS30 ( C 30 ), donatı çeliği olarakta döşemelerde BÇ I ( S 220 ), diğer kısımlarda BÇ m ( S 420 ) kullanılmıştır. Yapının taşıyıcı sistemi perdeli, çerçeveli, çekirdekli tüp bir sistemdir. Binanın içinde ve dışında tüp sistem oluşturulmuştur.Dış kolonları 2 m. ara ile yerleştirilerek dışta bir tüp, orta kolonlar 4 m. ara ile yerleştirilerekte içte bir başka tüp oluşturulmuştur. Yapının kat yüksekliği 3,20 m' dir. Döşeme sistemi olarak tek doğrultuda çalışan döşeme seçilmiştir. Yapının döşeme hesapları, kiriş hesapları, statik ve dinamik hesapları SAP90 yapı analizi programının 5.40 versiyonu ile yapılmıştır.Bu hesaplar yapılırken programda, yapının bodrum katlarının perdelerle çevrili olduğu dikkate alınmıştır. Yapının statik ve dinamik hesabında binanın ağırlık merkezinde kat kütlelerinin master joıntlere toplandığı kabul edilerek hesap yapılmıştır. Deprem hesabı yapılırken Afet Bölgelerinde Yapılacak Yapılar Hakkındaki Yönetmelik kullanılmıştır. Gerekli olan değerler bu yönetmelikten alınmıştır. Düşey ve yatay yükler altında yapılan hesaplarda TS 498 'de verilen sabit ve hareketli yüklere göre hesap yapılmıştır, TS 500 ' de belirtilen yük kombinasyonları kullanılmış ve en elverişsiz durumlar dikkate alınmıştır. TS 500 ve Afet Bölgelerinde Yapılacak Yapılar Hakkındaki Yönetmelik' te belirtilen kesit hesapları çizimleri yapılmıştır. Yapının zemin emniyet gerilmesi 4,00 kg/cm2 'dir, zemin yatak katsayısı ise Ko =1.000 ton/m2. Yapının temeli, kirişli radye temel ön görülmüştür. XI
Özet (Çeviri)
SUMMARY THE STATIC AND REINFORCED CONCRETECALCULATION OF A MULTISTOREY BUILDING ACCORDING TO NEW CODE 'SPECIFICATION FOR THE BUILDINGS TO BE BUILT IN NATURAL DISASTER AREAS“ In this thesis, the static and reinforced concrete calculation of a multistory building under vertical and horizontal loads according to new code ”specification for the buildings to be built in natural disaster areas“ are made The static calculations are made by the use of computer software SAP 90 ( Static Analysis Program ). On the other hand the reinforced concrete design is achived by using tables preparet to design all kinds of concrete structures. Building is supposed to be constructed in the first degree siesmic zone according to the map appended to the ”specification for the buildings to be built in natural disaster areas " For the structurel system of building frame + share wall + tube system is chosen, concrete grade is BS 30. For the slabs St I, and for the other structural elements St III is chosen. The loads on structure consist of dead loads and live loads.Design loads are taken from Turkish Standart 498 ( TS 498 ) for live loads and dead loads. live loads is the loading to be carried by the structure including impact of the dynamic effect of the application of the live load. Dead loads contain the weight of the structure itself. As mentioned the aim of thesis is the design of a 23 stories high building, floor area of 32 meters by 32 meters. XUThe design starts with slab calculations. The slab calculations are presented in. The slab is taken and designed as a oneway slab. The slab thickness is first determined in a such way that no deflection calculation is necessary. After determined the loads the design calculations are performed by the procedure according to TS 500. In all steps of calculation and the design, the condition of code TS 500 were respected. And design loads are taken from TS 498 for live loadsand dead loads. Analysis is started with the determining of design loads which TS498 is used for defining. The beam dimension forecasting is made in respect of made in respect of the principles which is determined for the high ductilitiy beams. In the previous part, by dividing columns part, by dividing column and shearwall into load areas, load to every column and shearwall are calculated. Under the caltulated loads, by confronting the cross-section conditions in the regulation, preliminary dimensions are given to columns and shearwalls. The loads on structure, impact is the dynamic effect of the live loads. Loads on beams ; 1 -Weight of the beam 2-Load of the wall 3-Weight of the slab 4-Live load on slab The static calculation s were done by the computer software SAP90. SAP90 is a general purpose computer program for structural analysis. Data prepation for a structural analysis problem basically involes : 1 -Describing the structural geometry. 2-Defining the static load conditions for which the structure needs to be analysed. The basic geometric dimensions of structure are established by placingjoints on the structure. The structural geometry is completed by connecting the predefined joints with structural elements that are of a specific type ; namely : beams, trusses, shells, plates etc. Each element has a unique identification number. xiiiThe static analysis of a structure involves the solution of the sytem of linear equations represented by ; [K] x [U] = [R] Where [K] is the stiffness matrix [U] is the vector of resulting displacements [R] is the vector of applied loads The structure may be analysed for more than one load condition in any one run. However, there is maximum on the number of load conditions that may exist in any one run. The loads on the frame elements may take the following forms : 1 -Gravity loading 2-Span uniform loading 3-Sapn point loading 4-Thermal loading, including thermal gradients 5-Prestress loading The design compilations start from the florr and go toward the foundation according to the flow of the loads. The calculation 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. Live loads are arranged producing the most unfavourable effects. At the the loads were transferred from floors to the beams in two groups for dead loads and as well as live loads. So loads of beam for all floors were calculated. At the normal forces in columns are calculated for each floor by using beam loads which are found in. Later according to the TS500 cross sectional dimensions of the slabs are chosen to use in structural calculations. XIVThe building which is in the 1. st degree earthguake area and the purpose of usage is as an office. In the outher sides of the building wall, complate hallow bricks which have holes on them are used and in the inside walls of the building half bricks are used. In this method it was accepted that the system is made of linear elastic material and the masses were consantrated at certain points callet nodes at the middle of every storey. The loads to main beam frames are also determined as in the ribbed floor and with cross-section properties, they are entered into the programme as data. Frames in which are analysed under the loads of G+Q and 1.4G+1 6Q are showed moment and shear force diagrams. According to the regulation, in the eartquake analysis, with the equivalent earthquake loads method, building base shear force is computed. After calculation storey weight, the virtual loads are determined which is applied to the center of mass of the building on the floor levels. The virtual loads are applied to the sample building and analyses with the help of SAP90, the displacements of mass center are seperately calculated for each perpendicular earthquake direction. In the analysis, by using master joints, it is assumed that the floors act rigidplates. Reinforced concrete design of the element of the building was done by using the most unfavourable cross section effect resulted from loads due to earthquake and vertical loads. In the design of reinforcement, the design loads multiplied by load factors which are input externally. Reinforced concrete design of the building is made by using the most unfavourable cross section effect resulted from loads due to eartquake and vertical loads. Reinforced concrete design of the beams in the building is done by the use of cross section effects of the beams at opening and support points and reasonable anount of bar determine from calculation is exceeded the minimum bar required which is min As = 12 / fyd x bw x d. If the magnitude of the shear stresses of beam at the point XVwhich have a distance d from the support surface is greater than the magnitude of Vcd = 0,65 x fdd x bw x d. Reinforced concrete design of beams are made by taking shear forces into consideration. Reinforced concrete design of the columns was carried out by using ultimate force- moment interection graphs. Reinforced concrete design of shear walls in the building was made like design of columns and appropriate amount of bar is placed in the heads of the shear walls. The foundation of the building was designed, so that magnitude of soil stress formed under foundation is 1.000 ton/m2. The grid foundation system was chosen for the foundation system of the building. The foundation design was done by SAP90 software program. Floor and foundation formwork drawings with their reinforcement details, column application drawing with cross and longitudinal - section reinforcement details and footing and floor beams with their steel details for the first floor are given in the appendix. XVI
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