Taşıyıcı sistemi düzensiz çok katlı bir yapının projelendirilmesi
Başlık çevirisi mevcut değil.
- Tez No: 75609
- Danışmanlar: PROF. DR. ZEKİ HASGÜR
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Projelendirme, Taşıyıcı sistemler, Yüksek yapılar, Projecting, Supporting systems, High structures
- 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: Belirtilmemiş.
Özet
ÖZET Yüksek lisans tezi olarak, Prof. Dr. Zeki HASGÜR Yönetiminde taşıyıcı sistemi düşeyde süreksiz olan perde ve çerçevelerden oluşan 10 katlı bir yapının yatay ve düşey yükler altında statik ve betonarme hesaplan yapılmıştır. Yapı 1 bodrum ve 9 normal kattan oluşmuş bir sistemdir. Yapının bodrum ve zemin katı 213 m2, normal katlan 284 m2 dir. Yapının bodrum katının çevresi perde duvarla çevrilidir. Döşeme tipi olarak nervürlü döşeme uygun görülmüştür. Kat yüksekliği bodrum katta 2.50m, diğer katlarda 3.00m dir. Zemin kat dükkan, normal katlar daire olarak planlanmıştır. Taşıyıcı sistemin düzensizliği, düşey süreksizlik olup, bazı kolonların normal katlarda var olup, zemin katta (dükkanda) kolonsuz mekanlar elde etmek için iptal edilmesinden dolayı kirişin üzerine basması şeklinde meydana gelmektedir. Yapının statik hesaplarında üç boyutlu model oluşturularak SAP90 (Yapı Analizi Programı) yardımıyla statik ve dinamik hesap yapılmıştır. Dinamik hesapta 1995 Dinar depremi spektrumunun doğu-batı ve düşey bileşeni etki ettirilmiştir. Bulunan sonuçlar A.B.Y.Y.H.Y.(1997)'nin öngördüğü şekilde yapılan eşdeğer statik analizle karşılaştırılmıştır. Yapı 1. Derece deprem bölgesindedir. Yapının dış duvarlarında 2 yarım tuğla, iç duvarlarında 1 yanm tuğla kullanılmıştır. Çatı düz terastır. Betonarmeye esas malzeme olarak BS20 ve BÇIII kullanılmıştır. Temel sistemi olarak 1.00 m kalınlığında radye temel kullanılmıştır. Temelin statik hesabında elastik zemine oturan plak hesabı yapılmıştır. Ko=40000 kN/m3 alınmıştır. Zemin emniyet gerilmesi 150 kN/m2 dir. XVI
Özet (Çeviri)
DESIGN OF A MULTISTOREY REINFORCED CONCRETE BUILDING HAVING »REGULAR STRUCTURAL SYSTEM SUMMARY In this project, static and reinforced concrete design calculation of an irregular ten floor building that consist shear walls and columns is aimed. The irregularity of structure system is verrtical irregularity. Some columns of ground floor are cancelled because of obtain wide places. So that theese columns on the first normal floors are carried by beams. The building has one basement, one ground floor and eight normal floors. Basement and ground floor is 213 m2, normal floors are 284 m2. Dimension of basement and ground floor is 16.00 m by 13.90 m, the other's is 19.00 m by 15.40 m Basement is surrounded by shear walls. The height of basement is 2.50 m, other's is 3.00 m. The ground floor is planned as store floor and the others are planned as apartment block. Building is supposed to be constructed in the first degree seismic zone according to the map appended to the“specifiations for the building to be natural disaster”. Design loads are taken from Turkish Standard 498 for live loads and dead loads. The design is based on specification as well as TS500,“building loads requirements for reinforced concrete”. A frame-shear wall system is choosen as structural system on C20, BÇIII are as materials for being concrete and steel, respectively. The behaviour system is supposed to be elastic. The static and dynamic calculations are made by use of the computer software SAP90. The structure system has 1254 degree of freedom. Five unfavourable loadings are considered at the calculation of structural system under vertical loads. Unfavourable effects are taken from literature 2. Value of solution find out as value at side of support. At the analysis under horizontal loads, as being surrounded around the basement with shear walls, the basement is more rigid than the upper floors. In this case, displacements of basement floors are smaller than other floor. So that behaviour of basement floor under earthquake is more than different other's. The basement floor is supposed to have a lower partition and other floors are supposed to have a upper partition. Since the basement rigidity is bigger than upper part due to to shear walls around basement, the cofficent S(T) is assumed to be 1 and Ra(T) is assumed to be 1.5. As a final design of the system vertical load solution and horizontal load results are combined taking into account the maximum reinforcement ratio at the column and beam sections. xvThe method involved in the software program for analysing the system statically is a matrix displasement method and by this method the solution of the system of the linear equation represented by: {K}{U}={R} where {K} is the stifhess matrix {U} is the vector of resulting displacements {R} is the vector of applied loads, Each joint of the structural model has three displacement components, X,Y and Z and three global rotations, RX, RY and RZ. At the calculation of the statically equivalent earthquake loads, some other effects must be taken into consideration as the earthquake forces in x, y, z directions do not effect in the main directions separately to the constructions. For these purpose, according to calculation style in 1997 Turkish Earthquake code, 30 % of the earthquake forces acting in other directions is added to the inter effect that is formed one direction. The natural period of the building is determined by using those values for different X and Y directions. In this acceptance to calculate the earthquake effect in vertical direction and to find the earthquake load in the Z direction 2/3 of the average of the total horizantal load that effect to the construction in X and Y directions is taken and by dividing at the rate of the column effect field, it is applied on the columns which are on the beam in vertical direction. As an initial study to find most inadequate earthquake combination at the solution in the dynamic load, all the loads ar accepted to be at the joining at the each other, in the three- dimensional model. As dynamic effect, response spectrum curves, with 0.05 damping ratio in East-West and vertical direction of Dinar 1995 earthquake have been used. Different type of combination such as X- (Y/7-Z/7), Y- (X/7- Z/7), Z- (X/7-Z/7), V(X2+Y2), V(X2+Y2+Z2), V(X2+Y2)+Z/7), |X | +|Y |+|Z |, are applied. For the purpose of doing the structural dynamic analysis lumped masses are gathered at the nodes and rigid diaphram model is accepted in the joint points 280, 380... 1080, the major joint point (master joint) to define the rigid diaphram model. Master joints are prevented from position changes in vertical directions and rotations around X and Y axes. Dynamical analysis of structure is done by using SAP90 (version 5.40) software with response spectrum analysis. Spectrum curve shaving the 0.05 damping rate in East- West and vertical directions of 1995 Dinar earthquake, have been used outer effect. Behaviour coefficent of structural system R concerning the construction ductility is taken as 7 according to given value for the high ductility, frame-shear wall construction at the earthquake code 1997. In dynamic anaysis as a result of act of East-West component of Dinar earthquake on X and Y directions, the construction has been made affective by giving mass of Kl 1 1 to include the effect of earthquake vertical directions, at the center of Kill beam. SAP90 solves this equation system with modal superposition response spectrum approach. Floor accelarance is given xvmfrom the data as response spectrum curve showing the change of spectral acceleration relative to time period. Data preparation for the structural analysis, basically involves : (1) Describing geometry and (2) defining the static and dynamic load conditions for which the structure needs to analyzed. Basic geometric dimensions of the structure are established by placing joints (for node points) on the structure each joints is given a unique identification number and is located in space with coordinates that are associated with a global three dimensional coordinate system. The structural geometry is completed by connecting the predefined joints with structural elements; namely beams, trusses, shell, plates, etc.. Each element has a unique identification number. When the structural damping is assumed as to be zero, natural frequencies analaysis spectrum require the undamped free vibration mode shapes. This involves the solution of the generalized eigen value problem. (K-co2M)(i>=0 K is the stiffness matrix M is the mass matrix a is the diagonal matrix of the eigen values <|) is the modal vector The dynamic equilibrium equations associated with the response of the structure to ground motion is given by, MÜ+C0+KU=MÜg Where, M is the mass matrix C is the damping matrix Üg is the ground accelarations, and Ü, 0 and U are the structural responses as accelerations, velocities and displacement respectively. SAP90 solves this system of equations using the mode superposition response spectrum approach, the ground acceleration is input as a digitized responce spectrum curve depending on natural period. The graund excitation can accur simultaneously in three directions, namely any two mutually perpendicular directions in the X-Y plane and the Z direction. To get the maximum displacement and member forces, first the modal responces associated with a particular direction of excitation are calculated. The nodal responces are combined using the complete quadric combination technique. The total responces from the three directions by the square root of the sum of the square method. XIXThe in-plane stiffness of most concrete floors in building structures, in general is very high. SAP90 has a special option for modelling such horizontal rigid floor diaphram system. A floor diaphragm is modeled as a rigid horizontal plane parallel to the global X-Y plane, so that all points on one floor diaphragm can not displace relative to each other in the X-Y plane. Typically, each floor diaphragm is established by a joint of the diaphragm. The location of the master joint on each floor diaphragm is arbitrary. All the other joints that exist on the diaphragm are connected to the master node by rigit links and their displacements are dependent on the displacements of the master joints. This option is very useful in lateral dynamic analysis of building type structures. Lumping the story masses at the center of mass will result in a very small eigen value problem. Every joints of structural model has six displacement components. Three global translation X, Y, and Z, and three global rotations. Rx, Ry and Rz. The directions associated with theese six displacement components are known as the degrees of freedom of joints. Reinforced concrete design of the building is carried aut by using the most unfavourable cross section effect resulted fom the vertical and horizontal load combinations due to earthquake and vertical loads. Reinforced concrete design of beams in the first storey is done by using of cross section effects of beams at the span and support, reasonable amount of bar determine from calculation is exceeded the minimum bar required which is Asmin=12/fyd*bw*& If the magnititude of the shear force of beams at the section which have a distance from the support surface is greater than the magnititude of Vcr=0.65*fctd*bw*d, shear design of beams are made by taking shear reinforcement into consideration. Reinforced design of columns carried out by using ultimate force-moment infraction graphs. Reinforced concrete of shear walls in the building are like designed as in of columns and appropriate amount of bar is placed in the shear walls heads at the shear walls. Foundation the building is designed so that magnititude of soil stress formed under foundation of the building is less than 150 kN/m2 and tension stress is not formed through out the foundation. For that purpose, a raft foundation is designed for the building. As a result, at the design of an earhquake resistant construction, it is important for a construction to have a symetrical and regular structural system. It is not a voluntary situation of a structure to display a saden mass and rigidity change at the plan and height. The constructions having mass and rigidity variation either in horizontal or in vertical, are named as irregular structural system. Although the calculations and details are fully arranged this style of constructions are negatively effected becouse of their irregularity. Constructtion shuld be arranged to carried loads to the ground along the shortest way. Colums are continued from roof to the ground. By the XXconstruction arrangement, the center of masses of building and the center of rigid of structure should be close to each other as well as possible. According to shear walls around the building and symetric with respect to two axes provides big torsional rigid to building. Because of this, the earthquake effects decreases. If columns supports beams, beam inner forces depend on vertical loads and seismic effects must be increased by 50%. And beams must be designed cantilever beams. It is not allowed to design shear walls on the beams. Three- dimensional analysis must be done when the buildings have irregular structural system. Earthquake spectrums may be accounted earthquake values of similar grounds in the dinamic analysis. Adjusting the steel rods on the intersection of coloumns and beams is as important as statical analysis. XXI
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