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Yapıların deprem etkisi altında tasarımı ve yapı sistemlerinin hesap yöntemlerinin karşılaştırılması

Başlık çevirisi mevcut değil.

  1. Tez No: 55909
  2. Yazar: F.CÜNEYT ÖZDAL
  3. Danışmanlar: Belirtilmemiş.
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1996
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: Belirtilmemiş.
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: 113

Özet

ÖZET Bu çalışma iki ana bölümden oluşmaktadır: Yapıların Deprem Etkisi Altında Tasarımı ve Yapı Sistemlerinin Hesap Yöntemlerinin Karşılaştırılması. İlk bölümde, önce yeni deprem yönetmeliğinde ortaya konulan tasarım esaslarına yer verilmiştir. Sonra örnek bir yapı üzerinde yeni ve eski yönetmeliklerdeki ilkeler uygulanarak, dört deprem bölgesi için ayrı ayrı hesap yapılmış, elemanlar donatılarak ortaya çıkan malzeme sarfiyatları belirlenmiştir. Bu sonuçlara göre iki yönetmelik arasında ortaya çıkan farklara değinilmiş ve genel bir değerlendirme yapılmıştır. İkinci bölüm, yapı sistemlerinin hesap metodlarının karşılaştırılmasına yönelik bir araştırmadır. Bu amaçla, düzlemi içerisinde çeşitli yüklerin etkisinde bulunan üç açıklıklı bir düzlem çerçeve seçilmiş ve değişik yükleme durumları için farklı hesap yöntemleri kullanılarak sistem yaklaşık olarak boyutlandırılmıştır. Çerçevenin ön boyutlandırılması Açı Yöntemi'ne göre yapılmıştır. Daha sonra sırasıyla sabit yükler ve Pi, P2, P3 ilave yükleri için Matris Deplasman Yöntemi, W (deprem) yükü için Cross Yöntemi, düzgün sıcaklık değişimi için Matris Kuvvet Yöntemi, mesnet çökmeleri için Açı Yöntemi kullanılarak kesit tesirleri (M, N, T) hesaplanmıştır. Böylece yöntemleri birbirleriyle karşılaştırma olanağı elde edilmiştir. Elde edilen bu kesitler taşıma gücü ilkesine göre donatılmıştır. Ayrıca Endirekt Deplasman Yönteminden faydalanarak iki kesite ait M, N, T tesir çizgileri çizilmiştir. XI

Özet (Çeviri)

SUMMARY EARTHQUAKE RESISTANT DESIGN - THE COMPARISON OF CALCULATION METHODS OF STRUCTURAL SYSTEMS Earthquakes are one of nature's greatest hazards to life on this planet; throughout historic time they have caused the destruction of countless cities and villages on nearly every continent. They are the least understood of the natural hazards and in early days were looked upon as supernatural events. Possibly for this reason, earthquakes have excited concern which is out of proportion to their actual hazard. Certainly the average annual losses due to wind and flood exceed those due to earthquakes in many parts of the world, and all of these represent lesser life hazards than are accepted daily in our streets and highways. Nevertheless, the totally unexpected nearly instantaneous devastation of a major earthquake has a unique psychological impact which demands serious consideration by modern society. Earthquake forces are the most important external effects which must be taken into account in a structural analysis. Because of these effects, inertia forces occur in structure. Damage due to inertia forces depends on properties of building like mass, stiffness and damping. It is impossible to estimate the characteristics of earthquakes completely for today. However it is possible to build earthquake resistant structures. So,. A suitable structural system for earthquake behavior and an effective analysis method should be chosen,. All construction process should be carried out seriously in construction site. There are a lot of codes that include earthquake resistant design rules in many countries. In our country until this year, a design code had been used by design engineers since 1975 [1]. But as a result of changing some design principles, more contemporary and more extensive earthquake code became necessary. At last,“New Turkish Earthquake Resistant Design Code for Buildings”was published in“Official Newspaper”in May 1996 [2]. This study consists of two basic sections: Earthquake Resistant Design and The Comparison of Calculation Methods of Structural Systems. xiiIn the first section, the design principles of new code are explained. Then, a sample structure is analysed and designed according to new design code. All these calculations are repeated for old design code. According to design results, amounts of materials like steel and concrete that were used in structure are obtained. Thus, differences between new and old earthquake resistant design codes are obtained. These differences as following:. The most important difference between new and old codes is“Capacity Design”principle that is independent from member forces are obtained with analysis for earthquake forces. According to this principle, total moment capacity of columns meeting at any joint of system should be bigger than total moment capacity of beams meeting same joint. Thus plastic hinges firstly occur at beams and story collapse is prevented. Ductility, which is usually defined as a non-dimensional factor, i.e., ratio of ultimate deformation to yield deformation, is a very important issue in modern seismic design practise. Meanwhile it is one of the basic principles of New Earthquake Resistant Design Code. There are two kinds of ductility: a) Section Ductility (curvature ductility) b) System or member ductility (displacement ductility) Curvature ductility (\i$) is dependent on the material - whether concrete or steel - and on the section shape and other properties, and is based on the moment-curvature curve. m“ u / y Displacement ductility (m) is related to a structural system or member configuration and its section behavior/ductility, and is based on the load- displacement curve. [id = A”d / Aey Ductility is generally desirable in structures because of the gentler and less explosive onset of failure than occurring in brittle materials. Steel has the best ductility properties of normal building materials, while concrete can be made moderately ductile with appropriate reinforcement. A high energy absorbation capacity is often mentioned rather loosely as a desirable property of earthquake-resistant construction.. In new code, traditional“earthquake coefficient”concept is abandoned and design earthquake loads are determined as forces being reduced elastic loads for non-linear behavior. XIII. In addition to“Equivalent Earthquake Load Method”in old code,“Modal Superposition Method”and“Dynamic Methods in Defined Time Field”are explained in new design code.. In new design code, definitions about irregular structures are explained clearly and provisions that must be satisfied for these buildings are determined. For example, using of“Equivalent Earthquake Load Method”is limited in some situations but still very extensive. Sample structure is a five-story dwelling building having rigid shear walls in two directions. System is symmetric and quite regular. Conclusions as follows are obtained as result of these calculations: - The biggest increase of reinforced concrete steel in calculations doing according to new design code in comparison with old code is occurred in transversal steel of vertical members like column and shear wall. This is a result of capacity design principle. - Increase of annual reinforced concrete steel amount that will be needed with new design code are obtained as 222 000 tons for only multi story apartments. The cost of these materials is approximately 65 million $ and the portion of this amount in total building sector is very small. That is to say, an important increase of construction costs will not happen with“New Turkish Earthquake Resistant Design Code”. In the first chapter of the second section, the analysis of a three span reinforced concrete plane frame subjected to various external effects is presented. Various structural methods have been used for each different external effect. Thus, the applications and comparison of these methods have been illustrated. The preliminary cross-sectional dimensions of frame have been determined through the utilization of the Slope Deflection Method. As a result of this part, a sufficient result is obtained in pre-designing of structural systems as decreasing the characteristic resistance of the material at some proportions while only the dead weight and live loads are considered. In the second chapter of this section, the structure is analysed by the Matrix Displacement Method for dead weight acting on the structure. In the Matrix Displacement Method, the unknowns are the joint translations and rotations. This method is more useful for the systems having high degrees of statically indeterminacy. In other words, if systems having various members meeting at joints of the systems, this method is advantageous since it operates with lesser unknowns. Although the band width of simultaneous equation is limited and there is no elasticity in choosing the unknowns, generation of the stiffness matrix is usually not difficult of the members meeting at the given joint. Thus, it is easy to formulate the Matrix Displacement Method and besides all these, this method is more suitable for computer programming. The linear simultaneous equations are obtained automatically and solved by computer. XIVIn the third chapter of this section, the structure is analysed by Matrix Displacement Method like previous chapter for live loads. In the fourth chapter of second section, the structure is analysed by the Cross Method for lateral loads. The unknowns in this method, are rotations of joints and independent translations of the member end, as in the Slope - Deflection Method. The member end moments are computed in an iterative method by this approach. In the fifth chapter of this section, the uniform temperature changes have been taken into account as an external effect on the structure. Uniform temperature change is considered as the temperature change acting at the centreline of the members. Because of this effect, some internal forces acting on the cross-sections of statically indeterminate structure occur. To determine these forces the structure is analysed by the Matrix Force Method. The unknowns are the forces acting at the ends of the members, which have formed the structure. In this method, first a number force released which are equal to number of unknowns in the Force Method (the degree of indeterminacy). Each release can be made by the removal of the either support reactions or internal forces. Due to this property, the analysis can be made with lesser unknowns for the systems, having more members in a frame. In addition, it is possible to obtain equation is stable, by means of the freedom in choosing unknowns. These equations, however, are written systematically even they can be derived automatically. In the sixth chapter of this section, the structure is solved for different support settlements. The structure is analysed by Slope Deflection Method again. The unknowns in this method, are the rotations of joints and independent translations of the member ends, as it is mentioned above. The linear simultaneous equations are obtained automatically and solved by computer. At the end of these calculations, the dimensions of critical cross-section obtained from the preliminary analysis are checked under the most unsuitable loading conditions. These loading conditions are some combinations which consider different external effect action in certain proportions according to Turkish Design Code [6]. In this study, it is observed that the most unsuitable loading condition is obtained from the following combination: Q= 1.4G+ 1.6 P where, G : Dead weight P : Live load xvIn the second section finally, the influence lines for bending moment, axial force and shear force of two given sections are obtained by means of the Indirect Displacement Method which is an efficient and reliable method the details of which is given in Reference [19]. XVI

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