5 katlı bir çelik büro binasının DBYBHY2007 ve TBDY-2018'e göre boyutlandırılması
Design of 5 story steel office building according to the DBYBHY2007 and TBDY-2018 codes
- Tez No: 982328
- Danışmanlar: PROF. DR. GÜLİZ BAYRAMOĞLU
- Tez Türü: Yüksek Lisans
- Konular: Deprem Mühendisliği, Earthquake Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 2019
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Deprem Mühendisliği ve Afet Yönetimi Enstitüsü
- Ana Bilim Dalı: Deprem Mühendisliği Ana Bilim Dalı
- Bilim Dalı: Deprem Mühendisliği Bilim Dalı
- Sayfa Sayısı: Belirtilmemiş.
Özet
Yüksek lisans tezi olan bu çalışmada, kısa doğrultuda süneklik düzeyi yüksek çelik çerçevelerden olan ve uzun doğrultuda süneklik düzeyi merkezi çelik çaprazdan oluşan 5 katlı bir büro yapısının DBYBHY-2007 (Deprem Bölgelerinde Yapılacak Binalar Hakkında Yönetmelik) ve yeni çıkan TBDY – 2018 (Türkiye Bina Deprem Yönetmeliği) yönetmeliklerine göre karşılaştırılması yapılmıştır. Ayrıca, yapının boyutlandırmasında TS-648 (Çelik Yapıların Hesap ve Yapım Kuralları) ve ÇYY – 2016 (Çelik Yapılar Yönetmeliği) yönetmelikleri kullanılmıştır. Kocaeli ili Gebze ilçesinde yapılması planlanan büro yapısının bir doğrultuda süneklik düzeyi yüksek çerçeveden ve diğer doğrultuda süneklik düzeyi yüksek merkezi çelik çerçevelerden oluşmaktadır. Yapı 5 normal kattan oluşmaktadır, bina her kat yüksekliği aynı olup 4.0 m seçilmiştir. Döşeme için kompozit döşeme sistemi seçilmiştir. Yapıda çelik taşıyıcı sisteminde kolonları ve kirişleri St44 kalitesinde, çelik çaprazları ST37 kalitesinde malzemeden yapısal çelik kullanılmıştır. Döşeme çelik sac üstünde dolgu olarak kullanılan beton C25 kalitesinde ve beton içerisinde bulununan donatı çubukları B420C kalitesinde kullanılmıştır. Yapı analizinde 2 model oluşturulmuştur. 1. hesap modelinde yatay deprem hesabı için DBYBHY-2007 yönetmeliği, rüzgâr ve kar yükleri hesabında TS – 498 yönetmeliği kullanılmıştır. Boyutlandırma da TS – 648 çelik yönetmeliği kullanılmıştır. 2. hesap modelinde deprem hesabı için TBDY-2018 yönetmeliği, kar yükü ve rüzgâr yükü için TS EN 1991-1-3 ve TS EN 1991-1- 4 yönetmelikleri kullanılmıştır. Çelik boyutlandırma ve birleşim elemanları hesabında ÇYY-2016 yönetmeliği kullanılmıştır. Yapı çelik taşıyıcı statik ve dinamik analizleri için Amerikan yazılımı SAP2000 programı kullanılmıştır.
Özet (Çeviri)
In this master degree thesis, 5 storey office building which is made as steel structure analyzed and designed using the old (DBYBHY-2007) and new (TBDY-2018) seismic codes. As it is khown Turkey is located in highly seismicity region, so in such a region it is very useful to design high ductile structure. Thesis subject, steel structure building is placed in Kocaeli city Gebze region. The structure is designed as high ductile moment resisting frame in y direction and high ductile centrally/eccentrically braced frame in x direction. The first part of the thesis study imcludes the definition of this structure. The office building's sizes are 40.50 meters in x direction and 14.0 meters in y direction from axis of columns. Height of each story is equal to each other and equal to 4 meters, so the buildings full height is 20 meters from the ground surface. In this steel structure is used three sort of steel material. In column, beams and connecting plates are used S275 steel material, only braces are made with S235 material. Floor of the structure is selected as composite floor, which is made by trapezoidal steel sheet supported by beams and filling with C25 quality concrete on the top of trapezoidal sheet. Connection of trapezoidal sheet concrete structure with the upper beams ar made with using studs (bolt likely steel member welded to the beam top). Load-bearing sistem columns are HEB340 profile in edge axises and HEB400 profile in middle two axises. All frames are HEA300 profile beam, except the IPE240 frames which are pinned supported upper floor beams. Both centrically and eccentrically braces are selected as pipe section which's diameter 120 mm and thickness in the first and the second floors 15 mm and the upper floors braces thickness are 10 mm. For support of structure, in this study are selected mat foundation thickness of which is 60 cm. The sizes of foundation is 15.6 meters width and 42.1 meters length. The sizes are different as a result of having enlargement of 80 cm at each side of foundation. To analyze the structure under static and dynamic loads SAP2000 software is used. In second part is explained load values exposes the structure, dead load, live load, earthquake load, snow and wind load. For seismic design are used DBYBHY-2007 and TBDY-2018, for wind load TS-498 and TS EN-1991-1-4 codes and for the snow load TS EN-1991-1-3 codes. Each load cases are explained in detail according to the related code. xx The thirth part is the design and control of displacement in this structure at each vertical and horizontal loads. Each seismic codes are put the limitation to structure for servicability in horizontal and vertical direction. The new Turkish steel design code (ÇYY-2016) which became valid in 2016 recommends to use one of the two design methods: LRFD (load and resistance factor design) and ASD (allowable stress design). ASD method is based on the principle that is developped stresses in the structural members should not exceed approximately 50-60 percent of elastic strength limit. LRFD method is based on the principle that is resistance (strength) of the material is reduced by some constants while applied loads are increased by strength coefficients. In this thesis study, LRFD method was preferred. Bending moment strength, shear force strength and axial force strength of structural members were checked to obtain D / C ratio based on LRFD method. Additionally, deflection check under vertical loads and lateral support calculation were done for beams by taking into account the old and the new design codes. The calculation of steel structure member is designed according to LRFD (load and resistance factor design) method. . According to the old steel design code, namely TS-648, normal stress checks and shear stress checks of steel structural members were done to determine D / C ratio. To compare the design methods in computer model according to DBYBHY-2007 for design method is used ASD (allowable stress method). In the next part of this study is explained the calculation of three type of under floor beams. To design all three type of under floor beams all checks are made such as moment and shear capacity control and the deflaction control. The design of foundation and control of soil bearing capacity are made by using computer software SAP 2000. Mat foundation area are included in computer model. To determine soil bearing capacity under the foundation the maximum displacement are red form model and by multiplication it by soil subgrade modulus the maximum soil stress is obtained. It is assumed that allowable soil stress value is 300 kN/m2 and soil spring constant is 30000 kN/m3 Also, maximum moments in two directions are red from models. Then, foundation design is made according to TS500 design code and the quality of concrete is selected as C30. In sixth part of the study, secondary beam-beam connection, high ductile column-beam connection, fixed-ended column base and column-column connection designs are done using new steel and seismic design codes. The strength calculations of all connection types are solved by LRFD method. Two sided clip angle is used as secondary beam-beam connection. The part of the clip angle on the secondary beam is connected with bolts and other part on the beam is connected with fillet weld. The bolt class was determined as high strength bolt. Column-beam connection is chosen as welded unreinforced flange-welded web moment connection that is available in the new Turkish seismic design code. In this type of connection detail some specified limitations were satisfied such as plastic hinge location, beam cross section height, ratio of beam span and cross section height, beam flange thickness, column cross section height, weld access hole for full penetration butt welding, type of flange plate weld and protected capacity zone. As a result of the strength calculations, it was required to use doubler plate doubler plates in panel zone and continuity plates along the two beam flange edges. Column to column connection is made with using the full penetration weldin of web part of columns. The drawing of connection is given right below the calculations. xxi Also, the type of brace connection are shown in this part of study. In first connection the brace below connected to the column below part. To connect brace to column is used 15 mm plate and high strength bolts. Plate within the pipe brace section and the plate column flange are connected by using fillet welds. The other two brace connected to the beam on axises are also connected the same way. The seventh part consists of the summary of the thesis study and comparison of all data which are obtained during the study. The last part, there are shortly shown some comments about this study, some percantage data obtained as a result of study.
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