Çok katlı bir yapının statik ve betonarme hesapları

Abstract

ÖZET 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.

THE DESIGN OF A MULTI-STOREY SHEAR WALL FRAME SYSTEM SUMMARY 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. XVIThis 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. XVIIThe real lateral forces acting on the building were calculated by the formula: Fi=C*W*<Wi*hi )/C£Wi*hi ) W, is the total weight of the building Wi, is the weight of the i. storey. Afterwords the same calculations was repeated and the real moment and shear force diagrammes were obtained for fictitious system. Finally the effects of beams, columns and sheai - walls were obtained sharing out the total effects of fictitious system respect to D coefficients. In this chapter the effects comming from wrining movement of the building under the lateral loads due to eccentricity of the weight center and rigidity center. In this calculation, at first, the rigidity center of every storey was found and choosing a common rotating axis an approximate method was applicated. Reference [51 At the end of this chapter the both effects due straight movement and rotating movement were added. to At the fifth chapther the carrying system which consisted of five frames were cut at the first storey and the system was calculated with a computer programme. The frames were loaded vertically according to the loads obtained at the third chapter. Under loading of several groups of loads which can be expressed as dead loads 1.4G, and live loads 1. 4G+1. 6Q, XVIIIthe cross section effects which were bend moments and shear forces were calculated. The static calculation was made with the method called `The angle method for systems having fixed points of connections`, mentioned at the chapter in which floor calculations had been made. At the sixth chapter the croos section effects of the beams determined from eartquake loads in chapter four and from vertical static loads in chapter five were süperi mposed. The superposition were made according to the code TS500 comparing <1. 4G+1. 6Q)/1. 5+E with 1.4G+1.6Q The values of the most inconvenient case were choosen finally and reinforced concrete calculations were made according to the code TS. 500 The reinforced concrete calculations were made in two steps. At first, the beams were equipped lenghthwi selly according to the bend moment and afterwords transversally according to the shear forces. At the seventh chapter the cross section effects of the columns and the shear-walls were determined as well as in the sixth chapter. The normal vertical forces of columns and shear-walls were superimposed in three forms. 1.4Ng+1.6Nq, <1. 4Ng+l. 6Nq)l. 5+Ne, <1. 4Ng+l. 6Nq)/l. 5-Ne XIXThe vertical elements of the first storey were designed according to the bend moments in two directions with the all forms of normal forces superimposed. The biggest coefficient, found in the tables using both moment, and each normal force determined from the superposition» was choosen. The reinforced concrete calculations were made according to the code T.S 500 with the biggest coef f ici ents. At the eighth chapter the foundation system was choosen and calculated. The foundation system was choosen as general mat footing with beams and continous beams. The ground tensions was controlled not to exceed the limit stress of the ground under vertical normal forces (1. 4Ng+l. 6Ng)/l. 5 of the coulms 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 sheaf force brought out, not to require the shear force calculations in the beams. The static calculations of the foundation plates was performed by considering them as floor plates. The beams of the general mat were statically calculated by considering them as floor beams. XXThe 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 according to the refernce £73 At the nineth chapter the ladder were designed as a simply supported beam. XXI