Çok katlı betonarme bir yapının projelendirilmesi
Başlık çevirisi mevcut değil.
- Tez No: 55937
- Danışmanlar: DOÇ.DR. TURGUT ÖZTÜRK
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1996
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 130
Özet
ÖZET Yüksek lisans tezi olarak, Doç. Dr. Turgut ÖZTÜRK yönetiminde perde ve çerçevelerden oluşan 9 katlı bir betonarme yapı projelendirilmiştir. Söz konusu bina 1 bodrum, 1 zemin kat ve 7 konut amaçlı normal kat tan oluşmuştur. Yapıda malzeme olarak beton BS20; donatı çeliği,etriyelerde BÇI diğer kısımlarda BÇIIIa kullanılmıştır. Yapının taşıyıcı sistemi perdeli - çerçeveli taşıyıcı sistemdir. Kat yükseklikleri bodrum katında 2.50 m, zemin katta 3.30 m, normal katlarda ise 2.80 m'dir. Ze min katta çift doğrultuda çalışan kirişli plak döşeme, diğer katlarda ise nervürlü döşeme ve düşük döşemeler bulunmaktadır. Yapının bodrum katının çevresi toprak perdesi ile çevrilidir. Yapının statik ve dinamik hesaplan üç boyutlu model oluşturularak SAP90 yapı analizi programının 5.40 versiyonu ile yapılmıştır. Hesaplar, binanın düğüm noktalarının, elemanlarının ve yüklerinin programa girilmesiyle yapılmıştır. Bu he saplan yaparken binanın bodrum katının perdeyle çevrili olmasından dolayı bina bodrum kat tavanı seviyesinden üstyapı ve altyapı olmak üzere ikiye aynlıp, önce üstyapıda statik ve dinamik hesap yapılmış ve bu hesaptan bulunan etkiler altyapı ya etkitilmiştir. Binanın deprem hesabı dinamik yöntem ile kat kütlelerinin master jointlere toplandığı kabul edilerek SAP90 programıyla yapılmıştır. Binanın x ve y yönlerindeki periyotlan ayn ayn bulunarak binanın deprem hesabı eşdeğer statik yöntem ile de yapılmış ve bu iki yöntem sonucu bulunan değerler karşılaştırmıştır. Düşey yüklere göre hesap yaparken en elverişsiz kesit tesirlerini veren yükleme ler sisteme etkitilmiştir. Sonuçta, her kesitin maksimum kesit tesirleri SAP90 programının ENVELOPE data bloğu yardımıyla bulunmuştur. Binanın taşıyıcı elemanlannın betonarme hesabı taşıma gücü yöntemine uygun olarak yapılmıştır. Zemin emniyet gerilmesi 300 kN /m2 dir. Temel sistemi iki doğrultuda sürekli temeldir. Temelin statik hesabında elastik zemine oturan kiriş hesabı ya pılmıştır. Zemin yatak katsayısı Kq = 50000 kN/m2 olarak alınmıştır. Binanın SAP90 datalan ve çıktılan EK A'da, çizimleri ise EK B'de verilmiştir. xıı
Özet (Çeviri)
THE DESIGN OF MULTI - STOREY REINFORCED CONCRETE BUILDING SUMMARY In this study as a master thesis, under the administration of Assoc. Prof. Turgut ÖZTÜRK a reinforced concrete shear - wall frame system was designed. The building under consideration is located in the second degree of Earth quake zone according to the map appended to the“ Specification for the build ings to be natural disaster”. So, the carrier system was chosen considering the effect of lateral loads. The building is nine stories height with floor area 8.60 meters by 1 7.05 meters. The building consists of a basement, a ground floor and seven normal stories. The basement of the building is surrounded by ground wall. A frame shear - wall system is chosen as a structural system and BS20, StI and Still are materials. The behaviour of the system is supposed elastic. The static calculations of the construction was made by accepting the stresses do not exceed the linear limit of the material under service loads and during the medium size earthquakes. At the second chapter, the system of the floor system was chosen ac cording to the dimensional properties. At the ground story, floor system is cho sen as a two way flat plate with beams, at the normal stories, floor system is chosen as a pan joist system. In all steps of calculations and the design, the condition of the code TS 500 were respected. And design loads are taken from TS 498 for live loads and dead loads. The loads on structures consists of dead load and live loads. Live load is the loading to be carried by the structure, impact is the dynamic effect of the live load. Loads on beams: 1 ) Weight of the beam 2 ) Load of the wall 3 ) Weight of the slab 4 ) Live load on slap The static and dynamic calculations were done by the computer software SAP90. SAP90 is a general purpose computer program for structural analysis. Data preparation for a structural analysis 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. xinThe basic geometric dimensions of the structure are established by plac ing joints 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. The static analysis of a structure involves the solution of the system of linear equations represented by : [K]*[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) Span point loading 4) Thermal loading, including thermal gradients 5)Prestress loading The design compilations start from the floor 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. The load carrying system consists of shear-wall system. A dynamic analysis was performed. The results from the dynamic analysis were compared with those obtained from the static analysis. Under earthquake forces behaviour of the building below the ground level is different then that above the ground level. In order to design the building for earthquake, the forces acting on each floor due to earthquake and coefficient of structural behaviour, K, are deter mined assuming ground surfaces to be as foundation of the structure for the upper part of the structure above ground level and for the basement separately. Loading on high-rise buildings differs from loading on low-rise build ings 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 influ encing the effective loading. Gravity loading consists of dead loading, which can be predicted rea sonably accurately, and live loading, whose magnitudes are estimates based on experience and field surveys, and which are predictable with much less accu racy. 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 xivcolumn loading, respectively, in accordance with various formulas. It is some times necessary to consider also the effects construction loads. The usefulness of walls in the structural planning of multi-storey build ings has long been recognised. When walls are situated in advantageous posi tions in a building, they can be very efficient in resisting lateral loads originat ing from earthquakes. Because a large portion of the lateral load on a build ing, 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 resis tance associated with shear. Multi-storey buildings have become taller and become 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 numer ous 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 prop erties of the structure and the record of earthquakes in the region. For unex- ceptionally high building with unexceptional structural arrangements an equiva lent 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 earth quake, it responds in a vibratory fashion. When the structure is behaving elas- tically, the maximum response of acceleration will depend on the structure's natural period of vibration and present. Dynamic analyses of structures respon ding elastically to typical earthquake records have records have 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 ex pressed as a percentage of the critical viscous damping. The curves are ideal ised from the more irregular actual curves. It is evident that a range of pe riods, 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 increase in damping will always result in a decrease in response acceleration. The damping ratio is taken as 0.05 in this project. The maximum inertia loads acting on the simple structure during the earthquake may be obtained by mul tiplying the acceleration by the mass. The design seismic loading recommended by building codes is in the form of static lateral loading. Dynamic analyses of structures, responding elasti- xvcally to ground motions recorded during severe earthquakes, have shown that the theoretical response inertia loads may be much greater than the static design lateral loads recommended by such codes. Although this difference is too large to be reconciled by safety factors in design, it is well known that structures designed to the lateral loads of codes have survived severe earth quakes. It is evident that it would be uneconomical to design a structure to withstand the greatest likely earthquakes without damage. Buildings should be able to resist minor earthquakes without damage, to resist moderate earth quakes without structural damage but with some nonstructural damage, and to resist major earthquakes without collapse but with some structural and nonstruc tural damage. Hence the possibility of damage is accepted, but not loss of life. The code objective is to have structures that will behave elastically under earth quakes that can be expected to occur more than once in the life of the build ing ; the structures, moreover, should be able to survive without collapse the major earthquake that might occurring the life of the building. To avoid col lapse during the major earthquake, members must be ductile enough to absorb and dissipate energy by postelastic deformations. The order of ductility involved may be associated with very large permanent deformations. Thus although the structure should not collapse, the resulting damage might be beyond repair, and the structure might become a total economic loss. Where earthquakes occur, their intensity is related inversely to their fre quency of occurrence; severe earthquake are rare, moderate ones occur more often and minor ones are relatively frequent. Although it might be possible to design a building to resist the most favour earthquake without significant dam age, the unlikely need for such strength in the life time of the building would not justify the high additional cost. If the building is exceptionally tall, or irregular in its structure or its mass distribution, a modal analyses procedure is recommended for estimating the earthquake loading. The modal shapes and frequencies of vibration are analysed; these are used in conjunction with an earthquake design response spectrum and estimates of the modal damping to determine the probable maximum responses. The modal method can also allow for the simultaneous torsional oscillation of the building. The magnitude of earthquake loading is a result of the result of the dynamic response of the building to the shaking of the ground. To estimate the seismic loading two general approaches are used, which take into account the properties of the structure and the past record of earthquakes in the region. The first approach termed the equivalent lateral force procedure uses a simple estimate of the structure's fundamental period and the anticipated maximum ground acceleration or velocity, together with other relevant factors, to determine a maximum base shear. Horizontal loading equivalent to this shear is then distributed in some prescribed manner throughout the height of the building to allow a static analysis of the structure. The design forces used in equivalent static analysis are less than the actual forces imposed on the building by the corresponding earthquake. The justification for using lower design forces includes the potential for greater strength of the structure provided by the building components and the reduction in force due to the effective ductility of the structure as members yield beyond their elastic limits. The method is simple and rapid and is recommended for unexceptionally high buildings with xviunexceptional structural arrangements. It is also useful for the preliminary design of higher buildings and for those of a more unusual structural arrangements, which may subsequently be analysed for seismic loading by a more appropriate method. The second, more refined, procedure is a modal analysis in which the modal frequencies of the structure are analysed and then used in conjunction with earthquake design spectra to estimate the maximum modal responses. These are then combined to find the maximum values of the responses. The procedure is more complex and longer than the equivalent lateral force proce dure, but it is more accurate as well as being able to account approximately for the nonlinear behaviour of the structure 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. A floor diaphragm is modelled as a rigid horizontal plane parallel to the global X -Y plane, so that all points on any one floor diaphragm cannot displace relative to each other in the X-Y plane Typically, each floor diaphragm is established by a joint in the plane of the diaphragm called the master joint of the diaphragm. The location of the master joint on each floor is arbitrary and is selected by the user. All the other joints that exist on the diaphragm are connected to the master node by rigid links, and their displacements are dependent upon the displacements of the master joint. The joints are called depended joints. This option is very useful in the lateral dynamic analysis of building type structures. Lumping the story masses at the centre of mass (with an associated mass moment of iner tia about the Z- axis ) will result in a very small eigenvalue problem The dynamic equilibrium equations associated with the response of structure to ground motion is given by Mü + Cü +Ku =Mug(t) Where M is the mass matrix C is the damping matrix Kis the stiffness matrix üg is the ground acceleration and ü, û and u are the structural accelerations, velocities and displacements, respectively. SAP90 will solve this system of equations using the node superposition response spectrum approach. The ground acceleration is input as a digitised response spectrum curve, spectral acceleration - time period. The ground excitation can occur simultaneously in three directions, namely, any two mutually perpendicular directions in the x - y plane and in the z direction. To get the maximum displacements and member forces, first the model responses associated with a particular direction of excitation are calculated. The modal responses are then combined using the complete quad ratic combination technique (CQC) The total response is then calculated by summing the responses from the three directions by the square root of the sum of the squares (SRSS) method. For the sake of comparison, the structure is statically analysed under the horizontal forces. For this purpose, the total horizontal force is calculated xvumanually and distributed among all the floors. As a result, it was observed that the inertial forces obtained from the static analysis are greater than the forces obtained from the dynamic analysis. Methods of combining types of loading vary according to the design method and codes concerned. Although dead load is considered to act in full all the time live loads do not necessarily do so. The probability of the full gravity live load ing acting with either the full wind, earthquake, or temperature loading is low and of all of them acting together is even lower. This is reflected in the Codes by applying a greater reduction factor to those combination incorporating more different types of loading. Wind and earthquakes are assumed never to act simultaneously. At the sixth chapter, 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 are multiplied by load factors which are input externally. Reinforced concrete design of the beams in the building is done by use of cross section effects of the beams at span and the supports and reasonable amount of bar determine from calculation is exceeded the minimum bar re quired which is min As= 12/fyd*bw*d. If the magnitude of the shear stresses of the beams at the point which have a distance d from the support surface is greater than the magnitude of Vcr=0.65*fctd*bw*d. Reinforced concrete design of the beams are made by taking shear forces into consideration. Reinforced concrete design of the columns was carried out by using ultimate force- moment moment interaction 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. At the eight chapter, the foundation of the building was designed, so that magnitude of soil stress formed under foundation is 300 kN/m2. The grid foundation system was chosen for the foundation system of the building. The foundation design was done by SAP90 software program. xvm
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DOÇ.DR. TÜLAY AKSU ÖZKUL