15 katlı sosyal amaçlı bina projesi

Abstract

ÖZET Bu yüksek lisans tez çalışmasında, ilk İki katı 4.6 m. diğer katlan 3.4 m. yüksekliğinde ve X doğrultusunda akslar arası 5 m. ' den 35 m., Y doğrultusunda akslar arası 7 m. ' den 21 m. boyutlarında, 15 katlı sosyal amaçlı bir bina ele alınmıştır. Döşeme tipi olarak, çok katlı ve sosyal amaçlı bina olduğu için tek doğrultuda çalışan dişli döşeme seçilmiştir. Döşeme statik hesapları Açı Metodu ile Cross Metoduna göre yapılmıştır. Her iki doğrultuda 15. ve 1. kat kirişlerinin düşey yük etkisi altında elverişsiz yüklemeler yapılarak statik hesabı yapılmıştır. Statik hesaplar Cross yöntemine göre yapılmıştır. Yine her iki doğrultuda deprem etkisi altında çerçevelere, bağlantı kirişlerine ve perdelere gelen momentler ; Reighley yöntemi ile yapının doğal frekansı bulunmuş ve kontrolü yapılmıştır. Buradan elde edilen yapı dinamik katsayısı ile elde edilen deprem momentleri çarpılarak azaltılmıştır. Düşey yük ve deprem etkisi altında oluşan etkiler süperpoze edilerek en elverişsiz kesit tesirleri bulunmuştur. Döşemelerin, 15. ve 1. katlardaki kirişlerin, kolonların, 1. kat perdelerinin betonarme hesabı yapılmıştır. Betonarme hesaplan taşıma gücü yöntemine göre yapılmıştır. Betonarme hesabı sonucu bağlantı kirişlerinde çıkan problemler, l.,2.,14.,15. katlarda yapılan boyut değişiklikleri ile hesapların birkaç kere yinelenmesi sonucu çözümlenmiştir. Bir perde üzerinde değişik betonarme çözümlerin sonuçlan karşılaştınlmıştır. Kolon kayma hesabı ile ilgili olarak Geçerli ve Taslak Deprem Yönetmelikleri bir kolon üzerinde karşılaştırmalı olarak uygulanmıştır. 15 kat kolonlarında, kat yüksekliği fazla olduğu düşünülerek narinlik hesabı yapılmıştır. Yapı temeli olarak kirişli radye sistem uygulanmıştır. Rijit temel kabulü ile temel sistemi, elastik zemine oturan temel olarak çözümlenmemiştir. Yükler, boyut ve donatı yerleştirilmesi ile ilgili standart ve yönetmeliklere uyulmuştur. XV

THE DESIGN OF A MULTY- STOREY SHEAR WALL FRAME SYSTEM SUMMARY In this study as a master thesis, under the administration of Doç. Dr. Zeki HASGÜR, a Reinforced Concrete Shear Wall- Frame System construction was designed. The construction is located in the first degree Earthquake area, so the structural system was chosen considering the effect of lateral loads. The buildings under consideration is fifteen stories heigh with floor area of 21 meters by 35 meters. The last story of the buildings is designed like a roof story. Design loads are taken from Turkish Standart 498 for live loads and dead loads. The loads on structures consist of dead load, lived load and the dynamic effects of the live load. Live load is the loading to be carried by the structure, impact is the dynamic effect of the application of the live load. Dead loads contain the weight of the structure itself. A frame - shear wall system is chosen as structural system and BS20, STin are as materials. xviThe design is based these specification, as well as TS 500, code for reinforced concrete. At the first chapter, the floor system was designed. The static calculation of the floor was made with Cross and `Açı` Methods. The columns were dimensioned according to floor, beam, wall and self- weight components; the transfering loads on columns and shear walls were calculated. Design computations start from the floors and go toward the foundation according to the flow of the loads. The lateral effects were considered and done with an approximate metod. Ends of the beams connected to the shear walls are considered clamped-in. The building is 15 storey height so it has 15 unknowns an algebraic equation of 15 unknown is obtained and solved by Gauss Elimination Procedur. The deformations, displacements and internal forces under effect of lateral loads were obtained by half- dynamic method. In this method it was accepted that the system is made of linear elastic material and the masses were consantrated at certain points called nodes at the middle of every storey. At first step the lateral loads effecting on each storey at the level the floors were determined by accepting the S= 1, then the fluxural rigidities of columns and beams were calculated and given in tables. XVIIAfter determination of fluxural rigidities the carrier system were seperated into axes X and Y directions. The tie beam' s coefficient of distribution were determined seperately depending on rigidity of the tie beams according to the type of the tie beam, eighter connecting two shear walls or connecting a shear wall with a column. In tie beams connecting a shaer wall and a column, Ic value also called as the Active tie beams was used instead of tie beam moment of inertia. After determination tie beams coefficient of distribution, in every storey, the shear rigidities of Active frames were calculated for last storey, first storey and intermediate stories depending on the tie beam coefficient of distribution, then total Active rigidities in every storey were given in table as DA values. In here the effect of beams perpencular to the shear walls were neglected. k, rigidities were determined by MUTO Metod, by formulaes (depending on the position of the frames) for intermediate and first stories. The column1 s rigidities in every storey were given in the tables as Di values. The continuity equations coefficients were obtained by Fi and A, where Fi is equal to the devide of the one by the sum of columns and Active frames' s rigidities at `i` th storey. After writing the continuity equations in every storey the Xi unknowns were found out by solving the tri- diogonal system of simultaneous equations. yvfcjviiBy help of XI values total shear forces effect on every storey were determined, shown in the tables at T values. The relative and total displacements of every storey were obtained by dividing total shear forces by total rigidities of every storey. The special angular frequency of the building for the first ordinary mode was found by wl**2=Pi*di/(2,mi*di**2) formulae and the special cycle for the first ordinary mode was found by T1=(2tt)/w1, the new coefficient was found by C=Co*K*S*I, all previous values were multiplied by the new `S` factor. The beam' s moments found by help of Mio, Miu moments. The column' s shear forces and the shear wall' s moments were found by distributing the total values of each storey respect to their rigidity. The column' s down, up end moments were found by MUTO Metod1 s formulaes depend on yi values. In the column beam connections these moments were distributed respect to beam' s rigidities. After, the beams designed. At the first step the static calculations of the beams under vertical loads were made by Cross Metod for verious inconvenient loading positions and the most inconvenient loading positions and the most inconvenient effects were found. At second step, the vertical effects were superimposed with lateral ones. ylx MXAt the third step, the reinforced concrete calculations were made by help of [1], [2], [3] and [10]. The columns and shear walls were designed. At the first step, the lateral and vertical effects were superimposed. Then reinforced concrete calculations of columns and shear walls were done according to reference [2 1, [3] and [4]. The foundation were designed. Allowable sail pressure is 17.5 ton per m2. The system of foundations was chosen as general mat footing with beams. The thickness of the foundation is 0.50 meters. After calculating the effects acting on the base of construction the ground tension was controled. For dimensioning the foundation' s beams, the beam which was encountering the maximum effect was taken into consideration. The static calculations of the foundation was performed by considering it as a floor plate. The foundation beams were solved by help with column's effect area. Then the shear forces and moment diagrams was found. xx