15 katlı betonarme bir yapının projelendirilmesi
The design of 15 storey reinforced concrete building
- Tez No: 66647
- Danışmanlar: PROF. DR. HALİT DEMİR
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1997
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: İnşaat Mühendisliği Ana Bilim Dalı
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 316
Özet
ÖZET Yüksek lisans tezi olarak. Prof Dr. Halit DEMİR yönetiminde 15 katlı betonarme bir yapı projelendirilmiştir. Söz konusu bina 1. deprem bölgesinde olup, l bodrum, l zemin kat ve 13. konut amaçlı normal kattan oluşmuştur. Yapıda malzeme olarak beton BS25; donatı çeliği, etriyelerde ve döşemelerde BÇI diğer kısımlarda BÇTTTa kullanılmıştır. Yapının taşıyıcı sistemi lineer elastik makemeden yapılmış perdeli - çerçeveli taşıyıcı sistemdir. Kat yükseklikleri bodrum katında 3.00 m, zemin katta 4.00 m, normal katlarda ise 3.00 m' dir. Birinci normal karta nervürlü döşeme., diğer katlarda ise çift doğrultuda çalışan kirişli plak döşeme bulunmaktadır. Taşıyıcı sistemin hesabında ölü yükler, hareketli yükler, ve deprem etkisi göz önüne alınmıştır. Hesapların yapılışında, yük aktarma sırasına uygun olarak, döşemelerden temele doğru bir sıra izlenmiştir. Kesit tesirlerinin hesaplanmasında, depremli durum ile depremsiz durumda elde edilen etkilerin süperpozisyonu yapılmıştır. Yapının statik hesabı ilk olarak bilinen statik yöntemleri (Cross Metodu) kullanılarak yapıldı. Daha sonra üç boyutlu model oluşturularak SAP90 yapı analizi programının 5.40 versiyonu ile yapılarak karşılaştınlmıştır. Yapının yatay yüklere göre hesabı kat hizalarına gelen deprem yükleri hesaplanarak önce Muto metodu ile, daha sonra da SAP90 programında çözülerek karşılaştırıldı. Binanın taşıyıcı elemanlarının betonarme hesabı taşıma gücü yöntemine uygun olarak yapılmıştır. Zemin emniyet gerilmesi 280 kN /m2 dir. Temel sistemi kirişli radye temel sistemi olarak seçilerek hesaplandı. Binanın SAP90 datalanEK A'da. çizimleri ise EK B'de verilmiştir. xxiü
Özet (Çeviri)
SUMMARY The design project of a multi-storey reinforced concrete building presented herein is a master thesis, under administration of Prof Dr. Halit DEMQt. The building under consideration is fifteen stories high with floor area of 19.20 meters by 29.20 meters. The building consist of a basement a ground floor as a store floor for shopping centre and thirteen normal stories, which are de signed as residences. Building is supposed to be constructed in the first degree seismic zone according to the map appended to the“Specification for the buildings to be built in natural disaster areas”. For the structural system of the building a frame-shear wall system is cho sen. BS20. StI and StTIT are chosen as materials of structural system. The loads on structure consist of dead loads and live loads. Design loads are taken from Turkish Standard 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 in the Chapter 1 the aim of thesis is the design of a fifteen stories high building The design starts with slab calculations. The slab calculations are pre sented in Chapter 2. The slab is taken and designed as a plate because the spans in the system are shorts. But only first floor slabs are designed as a joist sys tem. The slab thickness is first determined in a such a way that no deflection calculation is necessary, then the load analysis is done for each different slab (store floor, normal floor, roof floor). After determined the loads the design calcu lations are performed by the procedure specified in reference, [2]. At the Chapter 3 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 Chapter 4 normal forces in columns are calculated for each floor by using beam loads which are found in chapter two. Afterwards slab loads are increased by multiplying with appropriate load factors. Later according to the TS500 cross sectional dimensions of the slabs are chosen to use in structural calcu lations At Chapter 5 the structural calculations of the building for vertical forces is made using the method called“Cross Method”. So the cross sectional ef fects are obtained. At Chapter 6 the critic cross section effects due to the lateral earthquake forces were calculated using semi dynamic method. According to this method, xxivthe system is made of linear elastic material and masses are concentrated at story levels called nodes at the middle of every storey. Gravity loading consists of dead loading, which can be predicted with reasonable accuracy. Live loads are estimated based on experience and field surveys, and given in the standards. The probability of not all parts of a floor supported by a beam, and of not all floors supported by a column, being sub jected to the full life loading simultaneously, is taken care 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 of construction loads. The usefulness of shearwalls in the structural planning of multi-storey buildings has long been recognised. When shearwalls are situated in proper positions in a building, they can be very efficient in resisting lateral loads origi nating from earthquakes. A large portion of the lateral load on a building, the horizontal shear force resulting from the load, are often assigned to such structural elements called shearwalls. The name is unfortunate, for only rarely is the critical mode of resistance associated with shear. Multi-storey buildings have become taller and become slender in time and with this trend the analy sis of shear walls emerges as a critical design item. More often than not, shear walls are pierced by numerous 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 doing this, the loading is estimated on the basis of a simple approximation of the fundamental period of the structure. Its dead load, the anticipated ground acceleration or velocity, and other factors relating to the soil site conditions at the structural type and the importance of the building. 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 at the story levels 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 mode. When the structure is behaving elas- tically, the maximum response of acceleration will depend on the structure's natural period of vibration. Dynamic analyses of structures responding elasti- cally to typical earthquake records have indicated the order of response ac celerations Sa and are 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 seen that in some range of periods, the maximum response acceleration of the structure may be several times as big as ground accelerations. The maximum response acceleration of structures with a very small period approaches the maximum ground acceleration. xxvThe maximum response acceleration of structures with large periods of vibration may experience little more than the maximum ground acceleration. An increase in damping will always result in a decrease in response acceleration. The maximum inertia loads acting on the simple structure during the earth quake may be obtained by multiplying the acceleration by the mass. Design seismic loading recommended by building codes is in the form of static lateral loading. Dynamic analyses of structures, responding elastically to ground motions recorded during severe earthquakes, have shown that the theo retical responsive 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 earthquakes. 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 earthquakes without structural damage but with some non-structural damage, and to resist major earthquakes without collapse but with some structural and non-structural dam age. Hence the possibility of damage is accepted, but not loss of life. The code objective is to have structures that will behave elastically under earthquakes that can be expected to occur more than once in the life of the building ; the structures, moreover, should be able to survive without collapse the major earthquake that might occure during the useful life of the building. To avoid collapse during the major earthquake, members must be ductile enough to absorb and dissipate energy by postelastic deformations. The order of ductil ity involved may be associated with very large permanent deformations. Thus although the structure should not collapse, the resulting damage might be be yond repair, and the structure might become a total economic loss. First of all in the calculation, the leteral loads effecting on each storey at the level of the floors were determined by accepting the C=l, then the fluxural rigidities of columns and beams were calculated and given in tables. After determination of fluxural rigidities the load carrying system were seper- ated into systems in X and Y directions. The tie beam's coefficient of distribution were determined separately depending on rigidity of the tie beams according to the type of the tie beam, either connecting two shear walls or connecting a shear wall with column. Tn tie beams of a shear wall and column, a fictive tie beam was used. After de termination tie beam's coefficient of distribution in every storey, the shear ri gidities of fictive frames were calculated for last storey, first storey and inter mediate stories depending on the tie beam coefficient of distribution, then as SDfj values. The continuity equations coefficients were obtained by Fj and fj, where Fj is equal to the division of the one by the sum of columns and fictive frame's rigidities at i.th storey. After writing the continuity equations in every storey the Xi unknowns were found out by solving the tri-diagonal system of simultaneous equations by Gauss Elimination procedure. By help ofXj values total shear forces effect for every storey were determined, shown in the tables xxvias ST values. The relative and total displacements of every stories were ob tained by dividing total shear forces by total rigidities of every storey. The special angular frequency of the building for the fist ordinary mode was found by w2=£qi*di/ Smi*di formulas and special cycle for the first ordi nary mode was found T=2jr/w, the new“C”coefficient was found by C=Co*K*S*I, all the previous values were multiplied by new“C”factor. The beam's moments found by using M[Q and M^u moments.The col umn's shear forces and the shear wall's moments were found by distributing the total values of each storey inproportion to their rigidity. The column's down and up moments were found by MUTO method's formulas depend on yi values. In the column-beam connections these moments distributed respect to beam's rigidities. Of course, it is necessary to consider either earthquake loading and wind effects. It was considered unnecessary to make calculations for wind loading that is similar to that for earthquake forces. At the seventh chapter, the cross section effects of the beams deter mined from earthquake loads in chapter four and from vertical static loads in chapter five were superimposed. The superposition were made according to the code TS500 as G+Q+E with 1.4*G+1.6*Q. The values of the most incon venient case were chosen finally and reinforced concrete calculations were made according to the code TS500. The reinforced concrete calculations were made in two steps. At first, the beams were equipped lengthwisely according to the bending moment and afterwards transversally according to the shear forces. The columns and shear-walls were determined as well as. The vertical elements of the first storey were designed according to the bending moments in two directions with the all forms of normal forces superimposed. Each normal force determined from the superposition, was cho sen. The reinforced concrete calculations were made according to TS500 with the biggest effects. At the eight chapter the foundation system was chosen and calculated. The foundation was chosen as general mat footing with beams continuos beams. The ground tensions was controlled not to exceed the limit stress of the ground under vertical normal forces of the columns and the shear-walls. In this calculation the general mat foundation was considered rigid. The height of the foundation beams was determined according to the biggest shear force brought out, not to require the shear force calculations in the beams. The static calculations of the foundation plates was per formed by considering them as floor plates. The beams of the general mat were statically calculated by considering them as floor beams. The continous beams out of the general mat area were not statically calculated as the beams of general mat. The beams were considered flexible and the stresses of the ground were determined. The dynamic and static analysis due to the effect of horizontal forces were performed by the program SAP90. The coordinates and loads were en tered in the programs according to chosen global axis coordinate system. xxvnA floor diaphragm is modelled as a rigid horizontal plane parallel to the global X-Y plane, so that all points on anyone 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 So we solved the system and found cross sectional effects, and com pared results with in the previous chapters. As a result the values that were found by SAP90 were seen to be bigger than obtained in the previous chapters. xxviu
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