2007 Türk Deprem Yönetmeliği ve İstanbul Yüksek Binalar Deprem Yönetmeliğine göre yüksek bir binanın tasarımı
Analysis of a high-rise reinforced concrete building according to 2007 Turkish Earthquake Code and Istanbul High-Rise Buildings Earthquake Regulations
Yazar: ERSİN DENİZ ÇINAR
Danışman: DOÇ. DR. ABDULLAH NECMETTİN GÜNDÜZ
İstanbul Teknik Üniversitesi / Fen Bilimleri Enstitüsü / İnşaat Mühendisliği Ana Bilim Dalı / Deprem Mühendisliği Bilim Dalı
Derece: Yüksek Lisans, 2015
Konu: Deprem Mühendisliği = Earthquake Engineering

Özet:
Dünya üzerindeki nüfusun her geçen gün artış göstermesi ve bu nüfus artışına bağlı  şehirleşmenin de fazla olmasından da kaynaklanan yaşam alanlarındaki azalış,  insanların az katlı küçük yapılar yapmak yerine daha çok insanın yaşayabileceği  yüksek katlı binalar yapmaya itmiştir. Bununla birlikte ülkemizin büyük bölümünün  deprem tehlikesi altında olması yapılacak bu yük sek yapılar için özel analizler  yapılmasını gerektirmektedir .  Ayrıca hesaplarda kullanılan doğrusal analizlerden daha  ekonomik sonuçlar veren doğrusal olmayan analizler kullanılması hesapları  zorlastirmakta ve bu anazlilere  özel yönetmelikler ortaya çıkmasını zorunlu hale  getirmektedir. Ülkemizde 2008 yılında taslak olarak İstanbul Yüksek Yapılar Deprem  Yönetmeliği yayınlanmıştır. Henüz resmi olarak yayınlanmamış ancak yüksek bina  analizlerinde Deprem Bölgelerinden Yapılacak  Binalar Hakkında Yönetmelik 2007 ile  birlikte analiz ve tasarımlarda kullanılmaktadır. Bu Tez aşamasında, 2007 Deprem Bölgelerinde Yapılacak Binalar Hakkında  Yönetmelik ve İstanbul Yüksek Binalar Deprem Yönetmeliği kullanılarak betonarme  yüksek katlı bir binanın tasarımı ve analizleri yapılmıştır.  Bölüm 1'de çalışmanın amacı ve kapsamı ol an  yüksek binaların performansa bağlı  tasarımı ve DBYYHY 2007 ve İYBDY' ne göre yüksek binaların tasarımı  konusu ana  hatlarıyla açıklanmıştır. Bölüm 2' de  yapı sistemlerinin doğrusal olmayan davranışları ve bu davranışlar  çerçevesinden yapılan kabuller in celenmiştir. Doğrusal olmayan sistemlerde iç  kuvvet - şekil değiştirme bağıntıları ve akma koşulları malzeme bakımından  incelenmiş, şekil değiştirmenin kesitin belirli bir bölgesinde toplandığı varsayımına  dayalı plastik mafsal hipotezi ve betonarme davranış ın beton ve çelik elemanların tek  eksenli deformasyon üzerinden tanımlandığı fiber model hakkında özet bilgiler  verilmiştir.  Bölüm 3'te İstabul Yüksek Binalar Deprem Yönetmeliği göre performansa dayalı  tasarım hakkında genel bilgiler verilmiş ve kabuller özetlenmiştir. Performansa dayalı  tasarım aşamasında kullanılan doğrulsal ve doğrulsal olmayan analiz yöntemleri  incelenmiş ve yöntemler hakkında genel bilgiler verilmiştir. Bölüm 4'te yüksek  katlı bir binanın tasarımında kullanılacak İstanbul Yüksek Bina lar  Deprem Yönetmeliği ve Deprem Bölgelerinden Yapılacak Yapılar Binalar hakkında  kurallar ve genel kabuller özetlenmiştir. Bölüm 5' te yüksek bir betonarme bina İYBDY'ne göre sayısal olarak tasarlanmıştır.  Bu bölüm, yapı hakkındaki genel bilgiler, analiz modelinin bilgisayar ortamında  tanımlanması ve IYBDY ' ne göre Tasarım Aşamaları I, II ve III' e göre analizler sıra  ile yapılmıştır.  Sonuç bölümü olarak,  Bölüm 6'da elde edilen  analiz  sonuçlar ı irdelenmiş tir.  DBYYHY 2007 ve IYBDY kullanılarak tasarlanan yüksek bir binanın tasarım  aşamasında yapılan kabuller ve tasarım sonucunda ortaya çıkan yapı performansı  özetlenmiştir ve yorumlanmıştır.

Abstract:
By the increase of the population over the world each passing day and decrease in  habitat depends on increasing of population and urbanization, high rise buildings are  made peo ple can live rather than the small low - rise structure.  In addition, it is required  some special analysis methods for the design of high rise building because of being in  seismic region of big parts of our country. Moreover , in the design phase using  nonlin ear analysis methods more economical than the linear analysis methods, makes  calculation steps much complicated and hard. These difficulties makes special codes  abo ut high rise building necessary .  In our country, Istanbul High Rise Buildings Earthquake R egulations was published  as a draft in 2008. DBYBHY 2007 and İYBDY are used in design of high rise building  although the officially have not been published yet. Although d evelopments in  structural engineering, computer technology and the material science h elp engineers  to be familiar to the earthquake motions and the effects of earthquake on buildings in  a more realistic and accurate way. These developments with the observation of the  non - linear behaviour of structural systems in an earthquake, enable engin eers to  accomplish more realistic designs. This study - thesis are about design and calculations of a high rise building according  to DBYBHY 2007 and IYBDY. This study is composed of six chapters. These six  chapters are detailed in below. In Section 1, gene ral informations and scope about thesis and study are given. Design  rules of high rise building according to DBYYHY 2007 and İYBDY are examined in  short. According to  DBYYHY 2007 and İYBDY, performance based design is mainly  used for high rise building. A t the present time, in the calculation strenght  design is  mainly used and plastic behaviour is added to calculation by dividing behaviour  factors, because of that earthquake load reduction coefficient used in calculation is  totally independent from plastic deformation of the structure and earthquake effects on  structure.  The most important parameter is obtaining the  deformations of columns,  beams and shear walls in performanced based design. These deformation on structure,  can be occurred by various static and dynamic effects like wind load, earthquake load,  etc. Also seismic hazard assesment for a specifit region can be obtained in  performanced based design.  In Section 2,  the nonlinear behavior of structural systems is examined and assumptions  according to nonlinear behavior of structural systems are summarized. Force  - deformation relation in nonlinear systems and yield conditions are examined according  to material propert ies.  Hinge hypothesis that is based on the assumption of non - linear  deformations are collected at certain sections and fiber models are summarized and  explained in short. In Section 3, general informations about performance based design according to  İsta nbul High Rise Buildings Earthquake Regulations are given. Assumptions which  used in performance based designed are summarized.  Nonlinear analysis methods  and  linear analysis methods  are used to determ ine performance of building are explained shortly and g iven informations. P erformance level of the structure under the  effect of  an earthquake given, it is state of the prescribed limit the amount of d eformation . This  limit states, the amount of d eformation to the carrier and non - structural elements of  the bui lding, which damage the safety in terms of the constituted a danger, is used  when the building after the earthquake and caused the d eformation is determined,  depending on the economic loss. I n Section 4,  The rules and general assumptions of İstanbul High R ise Buildings  Earthquake Regulations which used in the design of a numerical example for high rise  reinforced concrete building , are summarized. Istanbul High  Rise Buildings  Earthquake  Regulations , is based on the basic principles of design based on  perfor mance under seismic  forces . In the design approach based on performance based  design, deformation of the structural elements of high - ris e buildings under  earthquake force certain level is estimated to be digital, and that each element of the d eformation is to check that remain below the acceptable d eformatiom limits. Acceptable  deformation limits are defined in a manner consistent with the performance targets  stipulated for the structure in various earthquake levels. Earthqua ke deformation anticipated t o be calculated on the element , under severe  earthquakes, that generally means to strain beyond the linear elastic limit, the non - linear design approach based on performance (nonlinear) analysis methods and  deformation is directly related to the concept of performance based  design. After these concepts and methods are examined in de tail, In Section 5,  a numerical  example for high rise reinforced concrete building was designed and examined  according to Buildings to be Built in Seismic Zones Code 2007 and İst anbul High Rise  Buildings Earthquake Regulations. Also in this chapter shown how to defined general  design parameters like design loads, combinations etc. in computer model. For all  structural members, it is included that members strength calculations, dem and/capacity  ratios, drift limitsi deformation limits and strain limits. F or each design phase - Design Phas e s I - A , II and III , necessary analysis and  ca lculations are done and summarized. Design Phase I - A can be classify as a  preliminary design  section.In this phase the  structural elements like columns, beams etc. are determined. For normal class  buildings, D2 earthquake is used as a earthquake level. For this phase  target  performace level is life safety performace level.  Mode superposition metho d is used  for seismic analysis. For this phase, structural behaviour factor R is chosen according  do Buildings to be Built in Seismic Zones Code 2007 but less than 7.  Drfit check limit  is %2. Section rigidity is calculated by using Built in Seismic Zones C ode 2007 and  by Built in Seismic Zones Code 2007. Effective storey drift limit is %2. For materials  strenght parameters are used as characteristic strenght for concrete and reinforcing bar.  Acceptance criteria is  strenght and effective storey drifts.  To su mmarize the aim of the  preliminary design is to target yielding to occur in components that are reliably capable  of ductile response. Desirable modes of inelastic response include, but are not  necessarily limited to flexural yielding in reiforced concrete  beams, slabs, shear walls. xxv For Design Phase  II is verification phase for the previous phase.  For normal class  buildings, D1 earthquake is used as a earthquake level. For this phase target  performace level is  immediate occupancy  performace level. Mode supe rposition  method is used for seismic analysis. For this phase, structural behaviour factor R is  chosen as 1.5 according do Buildings to be Built in Seismic Zones Code 2007 .  Ef fective storey drift limit is %1 . Section rigidity is calculated by using moment - curvature curve. For materials strenght parameters are used as  average strenght for  concrete and reinforcing bar. Acceptance criteria is  strenght and effective storey drifts. For Design Phase III is verification phase for the previous phase with using tim e  history analysis for seismic calculation. For normal class buildings, D3 earthquake is  used as a earthquake level. For this phase target performace level is  collapse  prevention  p erformace level. Time history analysis method is used for seismic analysis.  For this  phase, there is no structural behaviour factor R used in calculation because of seismic  analysis method as a time history analysis. Effective storey drift limit is %3 .5 . Section  rigidity is calculated by using moment - curvature curve. For materials strenght parameters are used as  average strenght for concrete and reinforcing bar. Acceptance  criteria is strain and effective storey drifts. For this phase energy balance diagrams are  analyzed. It is possible to examine the plastic deformations on struct ural members if  its occurred. Another hand by energy balance diagrams it is possible to  get information  about the amount of energy which is  dissipated inelastic energy. Rayleigh damping  model is used for design of the structure. As a concluding section, i n Section 6, the analysis results are examined . The  assumptions which are made in the design phase of high rise building according to  Specitications for Buildings to be Built  in Seismic Zones Code 2007 and I stanbul High  Rise Buildings Earthquake Regulat ions, the building earthquake performance and  design results  are summarized and reviewed. For the building in hand, the result of the  analysis, main bearing elements columns and beams remain in elastic limits. Design  results which was made in accordance wi th regulations, there is a limited scale of  plastic deformations. These plastic deformations are checked in accordance with the  limitations of related performance level criteria.  For all structural members, to prevent  brittle failure under the shear forces , capacity design is used in preliminary design  phase