Geri Dön

Betonarme perde-çerçeveli yapının 1975-1996 deprem yönetmeliklerine göre irdelenmesi

The examination of frame-shear wall construction according to 1975 and 1996 Turkish earthquake codes

  1. Tez No: 68917
  2. Yazar: NESLİN ÖZKAN
  3. Danışmanlar: PROF. DR. ZEKİ HASGÜR
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1997
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: Yapı Ana Bilim Dalı
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: 159

Özet

ÖZET Yüksek lisans tezi olarak, Prof. Dr. Zeki HASGÜR yönetiminde taşıyıcı sistemi düzenli perde ve çerçevelerden oluşan 7 katlı bir yapının deprem yükleri etkisi altoda 1975 ve 1996 deprem yönetmeliklerine göre irdelenmesi amaçlanmıştır. Perde çerçeveli bu sistemin eşdeğer sisteme dönüştürülüp ve perde moment diyagramı çizilerek, elde edilen görece yerdeğiştirmeleri yardımıyla yapının X-X ve Y-Y doğrultulanna ait Tx ve Ty doğal titreşim periyodlannm bulunmuştur. Periyodlar Rayleigh oranı kullanılarak hesaplanmıştır. Yapının projelendirilmesinde hesaba alınacak yükler TS 498'den, deprem etkileri ise Afet Bölgelerinde Yapılacak Yapılar Hakkındaki Yönetmeliklerden (1975-1996) alınmıştır. Yapının düşey yüklere göre hesabı, üç boyutlu model oluşturularak SAP90 paket programı ile çözülmüştür. Bu arada SAP90 ile Erzincan 1992 depreminin doğu-batı bileşenindeki 0.05 sönüme karşı gelen spektrum eğrileri girilerek, 12 moda ait titreşim periyodu bulunmuş, hesaplarda yapının birinci doğal titreşim periyodu kullanılmıştır. Planda perde uçları 25x75'lik kolon gibi düşünülerek her iki doğrultuda her katta bulunan tüm kolonlar için D'ler bu şekilde hesaplanmıştır. Perdeler arasındaki bağlantı kirişi rijitlikleri ise, bir perde ile bir kolonu veya iki perdeyi birleştiren bağlantı kirişleri için verilmiş formüller yardımıyla hesaplanarak normal çerçeveler için her kata ait toplam D'ler bulunmuştur. İdealleştirilmiş perde-çerçeve sistemi, hiperstatik sistemde Kuvvet Yöntemi' ne ait grup ^yüklemeler ile Xi=l bilinmeyeni iç kuvvetlerin grup yüklemesi olarak seçilirken, sistemin üç düğüm noktasının dışına dallanmaması sağlanmıştır. Betonarmeye esas malzeme BÇIII ve BS 25'dir. Yapı I.derece deprem bölgesindedir. Kat yüksekliği giriş katta 5 m, üst kadarda 3 m'dir.

Özet (Çeviri)

In this thesis, the static and reinforced design calculation of a seven storey building which comes out from frame-shear wall system is carried out. Design loads are taken from Turkish Standard 498 for live loads and dead loads. Building is supposed to be constructed in the first degree seismic zone according to the map appended to the“specifications for the building to be natural disaster”. The static and dynamic calculation are made by the use of the computer software SAP 90 Modal superposition is carried out by taking into account Erzincan E-W spectrum and 1996 Turkish Earthquake code. The building under consideration is seven stories high with floor area of 13.4 by 36.8 meters. The building consists of ground floor and the others are hotel rooms. A frame - shear wall system is chosen as structural system and BS 25/BÇIII are as materials for being concrete and steel respectively. The behaviour of the system is supposed to be elastic. The calculation of the system under the vertical loads is achieved. For this purpose design computations start from the floors and go toward the foundation according to the flow of the loads. The internal forces at the cross section of the beams, columns, and shear walls are determined. The structure is defined totally as a three-dimensional frame^which is composed of beams which connects columns-and shear walls. Live loads are arranged to produce the most unfavourable effects. XIThe method involved in the software program for solving the system statically is matrix displacement method and by this method the solution of the system of linear equation is represented by: {K}{U}={R} Where {K} is the stiffhes matrix {U{ is the vector of resulting displacements {R} is the vector of applied loads, Each joint of the structural model has six displacement components, X,Y, Z and three global rotations, Rx,Ry, and Rz. Three dimensional system have 5586 degree of freedom. In dynamic solution, E-W component is applied to X and Y directions. In the purpose of solving the system for the structural dynamic calculation, lumped masses are gathered at the nodes and rigid diaphram model is accepted in the joint points as 8002,...,8007 which are the major joint point (master point) to define the rigid diaphram model. Master joint points are prevented from deplacements in vertical direction and rotations about X and Y axes. Dynamic solution of structure is made by SAP 90 software program with response spectrum analysis. Spectrum curves shaving the 0.05 rate in East-West of Erzincan 1992 earthquake have been used as a dynamic other effect. Construction style coefficient is taken as 4, considering the ductility level of the construction as normal where earthquake loads are carried off by the rigidity ratio of frames and shear walls from the construction, according to the Turkish Earthquake Code (1996). Dynamic solution has been received by affecting E-W component of Erzincan earthquake on x and y directions of the construction. SAP 90 solves this equation system with Modal Superposition Response Spectrum Approach. Floor acceleration is given from the data as a response spectrum curve showing the change of spectral acceleration relative to time period. The results of earthquake effect on x-y directions XUMi=M^+MiXi (Mj=l) Mi is total shear wall moment. The below given formula is used to find the moment for each shear wall: (Mj^MiCEl^/CLCEIp» After the total shear force is found by (TTXKXi.i-XO/h, TV shear forces, M» and M^. are calculated respectively. My moment which has been placed in the level of a tie beam is found through MM= MhfHVfi-1,0 As a result of all these calculations, the (P1,P2,P3,P4) moment diagram is drawn for a shear wall in the direction of Y-Y. Using (£T)i relative displacements (5; ) for each floor is found. In the light of Rayleigh Ratio di displacements in the level of floors and the Ft force are used to reach to the“©”angular frequency and the Tx and Ty periods. As related to Tx and Ty periods the spectrum coefficients have been recalculated for die 1975 and 1996 Turkish Earthquake Codes. The charts have also been designed according to mat. The floor displacements of the design have been compared to the 1 975 and 1 996 results of the storey shear forces. The increased value of the displacements due to 1996 calculations was still below the values that had been recommended in the 1996 Turkish Earthquake Codes. The reason is thought to be the exceeding number of shear walls for the sevenstorey construction. 87% of the horizontal load is carried by the shear wall. Briefly the structural system is established as quite rigid. XVMi=M^+MiXi (Mj=l) Mi is total shear wall moment. The below given formula is used to find the moment for each shear wall: (Mj^MiCEl^/CLCEIp» After the total shear force is found by (TTXKXi.i-XO/h, TV shear forces, M» and M^. are calculated respectively. My moment which has been placed in the level of a tie beam is found through MM= MhfHVfi-1,0 As a result of all these calculations, the (P1,P2,P3,P4) moment diagram is drawn for a shear wall in the direction of Y-Y. Using (£T)i relative displacements (5; ) for each floor is found. In the light of Rayleigh Ratio di displacements in the level of floors and the Ft force are used to reach to the“©”angular frequency and the Tx and Ty periods. As related to Tx and Ty periods the spectrum coefficients have been recalculated for die 1975 and 1996 Turkish Earthquake Codes. The charts have also been designed according to mat. The floor displacements of the design have been compared to the 1 975 and 1 996 results of the storey shear forces. The increased value of the displacements due to 1996 calculations was still below the values that had been recommended in the 1996 Turkish Earthquake Codes. The reason is thought to be the exceeding number of shear walls for the sevenstorey construction. 87% of the horizontal load is carried by the shear wall. Briefly the structural system is established as quite rigid. XVare shown in 6th and 7th load cases, where dynamic effect results are shown in 8th load case in SAP 90 output file. Although the construction elements have been inputted as frame and shell data block in SAP 90, internal forces i.e. moment etc... would not have been achieved. Therefore the calculations in SAP 90 are considered to be wrong, and all are done manually only by taking in consideration the earthquake effect according to 1975 and 1996 Turkish Earthquake Codes. In accordance, the subject of this thesis is turned out to be comparing the results of storey displacements and equivalent earthquake loads according to both 1975 and 1996 Turkish Earthquake Codes; and finding out Tx and Ty natural periods of the construction. T=1.Q6 sec. period according to 1996 Turkish Codes are used in the calculations. With the help of this period, Fi floor forces and M" shear wall cantilever moment have been found. Then shear wall moment diagram is drawn by changing frame shear wall system to equivalent system. Tx and Ty natural vibration periods are found by relative displacements.Letteral stiffness coefficients are used by utilizing Muto's D Method. Storey shear forces are balanced with D column sliding rigidity. And the formula for 5 relative displacement is: 5=T/D (T: Storey shear force ) 8 displacements for all columns on a floor are equal to each other. Therefore any \& floor is defined as: ÖF^/Dt-iyD^ =Tn/Dn=...(S Tn>/(E Dn)i Where horizontal column rigidity is: - - Drl2(EIJ/h3)*ai XUl

Benzer Tezler

  1. Tez No

    350677

    Betonarme bir binanın davranışının eski ve güncel tasarım yönetmeliklerine göre incelenmesi

    Investigation of reinforced concrete building's behavior according to former and current design codes

    MERT ÜSTÜN

    Yüksek Lisans

    Türkçe

    Türkçe

    2013

    İnşaat Mühendisliğiİstanbul Teknik Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    PROF. DR. TÜLAY AKSU ÖZKUL

  2. Tez No

    507100

    Farklı zemin koşullarındaki betonarme çerçevelere betonarme perde eklenmesinin davranışa etkisinin değerlendirilmesi

    Earthqake performance evaulation of a concrete frame building considering different soil conditions and strengthened

    MURAT DOĞRU

    Yüksek Lisans

    Türkçe

    Türkçe

    2018

    İnşaat MühendisliğiYıldız Teknik Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    PROF. DR. GÜRAY ARSLAN

  3. Tez No

    377163

    Deprem yönetmeliğinde öngörülen taşıyıcı sistem güvenlik düzeyi konusunda karşılaştırmalı sayısal inceleme

    A parametric study on seismic safety of school buildings in Turkey regading seismic codes 1975 and 2007

    İHSAN KESKİN

    Yüksek Lisans

    Türkçe

    Türkçe

    2013

    Deprem Mühendisliğiİstanbul Teknik Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    PROF. DR. PROF. DR. ZEKAİ CELEP

  4. Tez No

    151552

    Betonarme bir binanın mevcut durumunun ve doğrusal olmayan davranışının değerlendirilmesi

    Assessment of an existing RC building and evaluation of its nonlinear behaviour

    KEREM ALMAÇ

    Yüksek Lisans

    Türkçe

    Türkçe

    2004

    İnşaat Mühendisliğiİstanbul Teknik Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    DOÇ.DR. TURGUT ÖZTÜRK

  5. Tez No

    119265

    Seismic performance assessment of a residential building in Düzce during the 12 November 1999 Düzce earthquake

    Düzce'deki bir konut binasının 12 Kasım 1999 Düzce depremi'ndeki sismik performansının değerlendirilmesi

    SERHAT BAYILI

    Yüksek Lisans

    İngilizce

    İngilizce

    2002

    İnşaat MühendisliğiOrta Doğu Teknik Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    PROF. DR. HALUK SUCUOĞLU

    PROF. DR. GÜNEY ÖZCEBE

Geri Dön