Yapı sistemlerinin hesap yöntemlerinin karşılaştırılması ve büyük boşluklu perdelerin dinamik hesabı
Başlık çevirisi mevcut değil.
- Tez No: 46412
- Danışmanlar: PROF.DR. SUMRU PALA
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1995
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 155
Özet
ÖZET Yüksek lisans tezi olarak sunulan bu çalışma iki ana bölümden oluşmaktadır.“Yapı sistemlerinin Hesap Yöntemlerinin Karşılaştırılması”ve“Büyük Boşluklu Perdelerin Dinamik Hesabı”. Birinci bölümde, yapı sistemlerinin hesap yöntemleri, örnek olarak seçilen dört açıklıklı bir düzlem çerçeve üzerinde çeşitli yükleme durumları için farklı hesap yöntemleri kullanılarak karşılaştmlrnıştır. Önce Açı Yöntemi yardımıyla yapının ön boyutlandırılması yapılmıştır. Daha sonra sırasıyla, yapı yükleri için ve px, p2, p3 ilave yükleri için Matris Deplasman Yöntemi, W (deprem) yükü için Cross Yöntemi, düzgün sıcaklık değişmesi için Matris Kuvvet Yöntemi ve mesnet çökmeleri için de Açı Yöntemi kullanılarak kesit tesirleri bulunmuştur. En elverişsiz iç kuvvetler, düzenlenen bir süperpozisyon tablosu yardımıyla bulunmuş, kritik kesitlerde betonarme kesit hesapları yapılmış ve kesit krokileri çizilmiştir. Ayrıca seçilen iki kesite ait M,N,T tesir çizgileri Endirekt Deplasman Yöntemi kullanılarak çizilmiştir. İkinci bölümde, çok katlı yapıların depreme dayanıklı olarak tasarımı sırasında çok kullanılan yatay yük taşıyıcı elemanlar olan büyük boşluklu perdelerin Modlarm Süperpozisyonu Yöntemi ile dinamik hesabı açıklanmış ve sayısal uygulamaları verilmiştir. Aynı zamanda dinamik hesap sonuçları ülkemiz deprem yönetmeliğine (ABYYHY) göre yapılan hesaplarla karşılaştmlrnıştır. Sayısal uygulamalarda temel olarak biri onaltı diğeri yirmidört katlı iki adet boşluklu perde sistemi kullanılmış ve bu sistemlerde çeşitli rij üleştirmeler yapılarak örnekler çoğaltılmıştır. Bu bölümün son kısmında bir statik eşdeğer yatay yük hesabı önerisi verilmiştir. xıv
Özet (Çeviri)
COMPARISON OF METHODS OF STRUCTURAL ANALYSIS- THE DYNAMIC ANALYSIS OF COUPLED SHEAR WALLS SUMMARY This study which is submitted as Master Thesis, consists of two parts: 1- Comparison of Methods of Structural Analysis 2- The Dynamic Analysis of Coupled Shear Walls In the first part of this thesis, the analysis of a four-span reinforced concrete plane frame subjected to various external effects is presented. Different analysis methods have been used for each external loading. Thus, the application and comparison of these methods have been illustrated. The preliminary cross- sectional dimensions of the frame have been determined through the utilization of the Slope-Deflection Method. In the preliminary design of the structural system, realistic member sizes can be obtained by decreasing the characteristics strengths of material in some proportion since only the dead loads and live loads are considered. In the section numbered 1.4.1 of this part, the structure is analyzed 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 convenient for those systems having high degree of statical indeterminacy. In other words, for systems having more members meeting at joints this method enables designer to deal with less unknowns. Although the band width of simultaneous equations is limited and there is no elasticity in choosing the unknowns, generation of the stiffness matrix is usually practical because of localized effect, i.e., a displacement of a joint effects only the members meeting at the given joint. Thus, the formulation of this method is easier and this method is more suitable for computer programming. In section 1.4.2 of this part, the structure is analyzed by the Matrix Displacement Method for live loads p1; p, and p3. xvIn section 1.4.3, the structure subjected to lateral loads is analyzed by the Moment Distribution (Cross) Method. As it known, the analysis of statically indeterminate structures generally requires the solution of linear simultaneous equations. In this method however, a part of the simultaneous equations which correspond to the joint rotations are solved by using successive iterations. In the section numbered 1.4.4 of this part, the uniform temperature changes have been taken into account as an external effect on the structure. Uniform temperature change is the temperature change at the centerline of members. Due to this effect, internal forces occur in statically indeterminate structures. In order to determine these forces the structure is analyzed by Matrix Force Method. The unknowns are the end forces of members which forms the structure. In this method, first, a number of forces which are equal to number of unknowns (the degree of indeterminacy) are released. Each release can be made by the removal of either support reactions or internal forces. In this method, analysis can be made with lesser unknowns for the systems having more members in a frame. Further, it is possible to obtain equations with sufficient stability and with narrower band width by means of the freedom in choosing unknowns. In section numbered 1.4.5, the structure is analyzed by the Slope-Deflection Method for different support settlements. The unknowns, in this method, are rotations of joints and independent relative displacements of members. The linear simultaneous equations can be obtained automatically. At the end of these calculations, the dimensions of the critical cross-sections obtained from the preliminary analysis are checked under the most unsuitable loading conditions. This loading conditions are several combinations which consider different external effects acting in certain proportions according to Turkish Design Code. In this study, it is observed that the most unsuitable condition is obtained from the following combination: 1.4 G + 1.6 P where G: Dead Weight. P: Live Load Finally, in section numbered 1.5 of this part, the influence lines for bending xvimoment, 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. In the second part of the thesis, the dynamic analysis of coupled shear walls is performed and the numerical results obtained in the course of the study are presented. In the first section of the second part, the scope and aim of the study are introduced. Reinforced concrete coupled shear walls are widely used in high rise structures to provide sufficient resistance against external lateral loads. In recent years, many investigators have dealt with the response of coupled shear walls and wall-frame systems subjected to earthquake effects. In order to avoid catastrophic collapse during extreme earthquakes, the lateral resisting members in buildings must be ductile and strong enough to absorb and dissipate strain energy by inelastic behavior. In the design of tall buildings, it is essential that the structure is sufficiently stiff to resist the horizontal loads acting on it, and one way of providing the required stiffness is by utilizing coupled shear walls in the construction. The aims of this study are a) performing the dynamic analysis of coupled shear walls by mode-superposition method. b) comparing the numerical results obtained through the dynamic analysis with earthquake regulation of Turkey (ABYYHY). In this study, finite element idealization is used for the lateral load analysis of coupled shear walls. In the second section of this part, the lateral load bearing elements are generally classified as 1- Frame systems 2- Structural walls 3- Coupled shear walls 4- Cores 5- Tubes In the next section, coupled shear walls are introduced. Structural walls are widely used as lateral load bearing elements in designing earthquake resistant multi-story buildings. It is well known that these elements have sufficient strength and rigidity xvnto resist small and moderate earthquakes but lack the necessary energy absorbing capacity required for exceptional severe ground shaking. However, it has been shown that, when walls are coupled with either eachother or with frames by means of ductile beams, the necessary ductility may procured in most cases. In the fourth section, the methods for the lateral load analysis of coupled shear walls are explained. Generally, the three types of idealization are used for the lateral load analysis of coupled shear walls. 1- Continuous medium idealization 2- Frame idealization 3- Finite element idealization In this work, the finite element approach is adopted for the basic analysis of coupled shear walls, wherein a specially developed rectangular plane stress element is utilized. This element has three displacement components at each node, two of which are linear and one is angular. In the case of one dimensional coupling beams, thanks to the identical types of relevant node displacements of one and two dimensional elements, the analysis steps are simplified considerably. In the fifth section, stiffened coupled shear walls are mentioned. Several papers on the behavior of coupled shear walls are present, most of which using the assumption of uniformly distributed connection between the solid walls all through the height. In other words, lintel beams are taken to be of the same section and evenly spaced. In a common residential or office building, the depth of a lintel beam usually cannot be too deep because it is limited by the difference between the floor-to-floor height and the floor clear height. As a result, the coupling effect of the lintel beams on shear walls may not be sufficiently predominant and, therefore, the maximum lateral deflection at the top and the flexural bending moments at the bottom of the piers may become excessive. Hence, it is sometimes necessary to insert some kinds of stiffening element, such as rigid beams somewhere along the height of the walls to enhance the coupling effect of the normal lintel. From the results of examples for determining the optimum position of the stiffening beam, it can be seen that the stiffening beams would be positioned at levels about 33 and 67 percent of the structural height in order to obtain suitable deflections and internal forces. Also a stiff story performed at a level of 0.40 H, reduces the deflections and internal forces highly. In the sixth section, mode shape and frequency analysis of structures and mode- superposition method are presented. The dynamic response of any linear structure can readily be obtained after its vibration mode shapes and frequencies have been determined. Moreover, in most practical cases only a relatively small number of modes need to be considered in the analysis to obtain adequate accuracy. xvinIn this work, the Stodola method is utilized. This method can convenient be used with a desk calculator for the vibration analysis of small systems and is based on iteration. In this method, an initial assumption is made for the vibration mode shape, and it is adjusted iteratively until an adequate approximation of the true mode shape has been achieved; the frequency of vibration is determined. Mode-superposition method represents the superposition of the various modal contributions. This method can be used to evaluate the dynamic response of any linear structure for which the displacements have been expressed in terms of a set of n modal damping ratios, (n: degrees of freedom) In the seventh section, the lateral load calculation and distribution along the height of the structures based on the earthquake regulation of Turkey (ABYYHY) are explained. In the eight section, the numerical results of detailed dynamic and static analysis of two basic sample coupled shear walls are presented. Finally, in the section 2.9 a method to obtain statically equivalent lateral loads is suggested. In the third part of this thesis, the results obtained in the first and second parts of the study are given. xix
Benzer Tezler
- Mevcut betonarme binaların deprem güvenliklerinin belirlenmesi yapı sistemlerinin hesap yöntemlerinin karşılaştırılması
Evaluation of seismic capacity of existing reinforced concrete buildings comparison of methods of structural analysisi
MUSTAFA KARADAŞ
- Betonarme yapısal elemanlarının lineer olmayan yöntemler ile deprem performanslarının belirlenmesi
Determination of the seismic performance of the reinforced concrete structural members using non-linear methods
SAEID FOROUGHI
Doktora
Türkçe
2022
İnşaat MühendisliğiSelçuk Üniversitesiİnşaat Mühendisliği Ana Bilim Dalı
PROF. DR. SÜLEYMAN BAHADIR YÜKSEL
- Opensees ve seismostruct programlarının doğrusal olmayan deprem analizleri için karşılaştırılması
Comparison of opensees and seismostruct programs for nonlinear earthquake analysis
ŞÜKRİYE CEYDA ERGÜL
Yüksek Lisans
Türkçe
2018
Deprem Mühendisliğiİstanbul Teknik ÜniversitesiDeprem ve Yapı Mühendisliği Ana Bilim Dalı
DR. ÖĞR. ÜYESİ BARIŞ ERKUŞ
- TBDY-2018 ve ASCE 41-17'da tanımlanan doğrusal olmayan performans değerlendirme yöntemlerinin betonarme binalar için karşılaştırılması
A comparison of nonlinear performance evaluation methods for reinforced concrete buildings according to TSC-2018 AND ASCE 41-17
ROHULLAH JAMAL
Doktora
Türkçe
2022
İnşaat MühendisliğiSelçuk Üniversitesiİnşaat Mühendisliği Ana Bilim Dalı
PROF. DR. SÜLEYMAN BAHADIR YÜKSEL
- Van depreminde hasar gören mevcut betonarme bir binadaki hasarın, DBYBHY 2007'ye göre yapılan performans analiz sonuçları ile karşılaştırılması
Comparison of the observed damage and calculated performance assessment results according to the TSC2007 of an RC building which exposed to the van earthquake
ALPER AYDIN
Yüksek Lisans
Türkçe
2012
İnşaat Mühendisliğiİstanbul Teknik Üniversitesiİnşaat Mühendisliği Ana Bilim Dalı
PROF. DR. ALPER İLKİ