Çok katlı bir yapının statik ve betonarme hesapları

Abstract

Yüksek Lisans tezi olarak sunulan bu çalışmada çok katlı bir betonarme yüksek bina projelendirilmiştir. 19 katlı ve temelden yüksekliği 66.5 m olan bu binanın taşıyıcı sistemi betonarme karkastır. Perde ve çerçevelerden oluşmuştur. Bina 1. derece deprem bölgesinde olduğu farzedilerek projelendirme, kaynak [l] 'e göre yapılmıştır. Kesit hesapları kaynak. [2]'e uygun olarak taşıma gücü yöntemi esas alınarak yapılmıştır. îkinci bölümde yük analizi kaynak. [3] 'e uygun olarak alınan yüklerle yapılmıştır. Döşeme sistemi nervürlü kaset ve kirişli plak olarak seçilmiştir. Üçüncü bölümde döşemelerden kirişlere aktarılan yükler ve kolonlara gçelen normal kuvvetler bulunmuş ve kolonlar yaklaşık olarak boyutlandırılmıştır. Dördüncü bölümde yarı dinamik hesap metoduna göre eşdeğer statik yatay yükler altında ötelenme, kaynak [4]ve burulma kaynak [5] sonucu oluşan kesit tesirleri bulunmuştur. Beşinci bölümde düğüm noktaları sabit sistemler için verilen açı metodu ile düşey yükler altında 1. katta kolon ve kiriş kesit tesirleri bulunmuştur. Altıncı bölümde kirişlerde depremi i ve depremsiz durumlar gözönüne alınarak en elverişsiz kesit tesirleri bulunmuş ve betonarme hesabı yapılmıştır. Yedinci bölümde kolon ve perde kesit tesirleri bulunmuş ve betonarme hesabı yapılmıştır. Sekizinci bölümde temel sistemi sürekli temel olarak seçilmiş, zemin gerilmesi kontrolü ve temel statik hesabını takiben betonarme hesabı yapılmıştır. Dokuzuncu bölümde merdiven statik ve betonarme hesabı yapılmıştır.

In this master thesis a reinforced concrete high rise building was designed. This 19 stories building was projected as an office center. The carrier system consisted of frames and shear wal 1 s. In all steps of calculations and in the desing, the conditions of the code TS-500 were respected. The construction was imagined to be located in the first degree earthquake area, so all conditions of reference [1] were taken into account. The static calculations of the construction was mede by accepting the stresses do not exceed the linear limit of the material under service loads and during the medium sise earthquakes. At the first chapter, the aim of thesis is mentioned that is to projecting a 19 storey high rise building. At the second chapter, the system of the floor was choosen according to the dimentional properties. The floors having large dimentions close to each other were projected as a cassette floor. The loads effected on floors were calculated taking into account the weight of floors (dead loads) and (live loads) This loads were transf ormated into band loads of two directions. The static calculation of a band of simply supported floors, 85 cm width, were made by appl i eating the method of angle given for fixed points of connections, under several types of loadings. In this chapter, after choosing the most inconvenient croos-section effects, reinforced concrete calculations were made. In chapter three the loads were transformed from floors to beams in two groups. Dead loads and live loads as well as made in the chapter two. The owm weight of the beams were added to this loads in a band form, (KN/m>. Afterwords, normal forces in columns, transferred from beams were obtained and predisigning o columns were approximatelly made. In chapter four the critic cross-section effects due to lateral earthguake forces were calculated using half dynaaic aethod. By means of this method specified in reference 143 the special period of the building was calculated at first, approximatelly, in several i terati ons. In the first step of the iteration, the ratio of the displacements to the biggest displacement were estimated and lateral forces for every storey were calculated as; Fi =Mi*di/dmax. Fi, is the lateral force acting on. the i. storey; Mi, is the mass of the i. storey and di/dmax, is the ratio of the displacement of i. storey to the biggest displacement dmax. Under these lateral forces which are static characthers, the construction was transformed in a fictitious system consisting of a sheai - wall and a shear coulmn connected to each other with a beam called tie beam. XVI This sgstem was solved by the force method. In this mothod unkowns are 19 (Number of the stories). The coefficients of di pendent unkowns constitute a diagonal matrix in which every row has 3 coefficients defined as; Vi, i -1, Vi, i, Vi, i +1. This matrix was solved by means of computer using GAUSS -JORDAN el emi nation and unkowns were found. With these unkowns which represent total moments of the sheare-wall for every storey, total shear forces acting on the fictitious sheare frame were calculated. The displacements of every stories were found dividing the total sheare force acting on the frame by D coef f i ci ents. The special period of the building, after this first iteration was calculated by the formulae: T=2*pi/w w2=Eqi*di/£Mi*di2 When the value w was adequatelly close to the preceding value, the iteration was finished. The last value of period was used in the formula: S=l/£0.8+T-To] Then the earthguake coefficient C was calculated as; C=Co*K*S»I To; is the ground period; Co is the earthquake area coefficient; K, is the structure type coefficient and I, is the structure importance coefficient. XVII The real lateral forces acting on the building were calculated by the formula: