Geri Dön

Perde etkisi oluşturan bölme duvarları

Integrated inffill walls

  1. Tez No: 83079
  2. Yazar: YASİN KARGI
  3. Danışmanlar: PROF. DR. H. FARUK KARADOĞAN
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1999
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: İnşaat Mühendisliği Ana Bilim Dalı
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: 93

Özet

PERDE ETKİSİ OLUŞTURAN BÖLME DUVARLARI ÖZET Yurdun çeşitli bölgelerinde deprem sonrası yapılan gözlem ve araştırmalar sonrasında hasar görmemiş az katlı yapılar için büyük oranda kullanılan bir yapım yöntemi dikkati çekmektedir. Kalıptan da tasarruf amacıyla bu yapılarda, çeşitli tipteki duvarların önce örülüp daha sonra kolon ve kirişlerin betonunun dökülmesi söz konusudur. Yaygın olarak kullanılan ancak yeterince araştırılmamış olan bu teknik betonarme çerçeve ile bölme duvarın bütünleşik çalışmasını sağlamaktadır. Bu çalışma kapsamında ilk olarak, bu bütünleşik çalışmanın yapıya etkileri ve, bütünleşik çalışmayı sağlayacak koşulların araştırılması amacıyla ; 1. Bölüm de, bu araştırmanın kapsamı ve amacı belirtilerek böyle bir çalışmanın gerekliliği açıklanmaktadır. 2.Bölüm de, bu konuyla ilgili daha önce yapılan çalışmalara ve, bu çalışmalardan elde edilen önemli sonuçlara yer verilmiştir. 3. Bölüm de, iki farklı tipte yapılmış bölme duvarları üzerinde yapılan deneysel çalışmalara ve bu çalışmaların sonuçlarına yer verilmiştir. 4.Bölüm de, bölme duvarlarının bütünleşik çalışması için gerekli olan şartlan bulmak amacıyla teorik bir çalışma yapılmış, panel bölme duvarlar için teorik kayma rijitliği ifadesi çıkarılmış, deneysel sonuçlar ile teorik sonuçlar karşılaştırılmıştır. Mevcut yapıların deprem güvenliğini arttırmak üzere yapıya perde eklemek alışagelmiş yöntemlerden biridir. Ancak yapının yatay yükler etkisindeki davranışını önemli ölçüde etkileyecek olan böyle bir durumda ortaya çıkabilecek bir sorun daha bulunmaktadır. Bu da eklenen perde taşıma kapasitesine ulaşabilmekteki bir güçlüktür. 5. Bölüm de, bu güçlüğü bir kez daha gözler önüne sermek için bir örnek hazırlanarak, ardışık hesaplarla sistem davranışı araştırılmıştır. ö.bölüm de, yapılan bütün çalışmalar ışığında çıkarılan sonuçlara yer verilmiştir. XI

Özet (Çeviri)

INTEGRATED INFILL WALLS SUMMARY Two different type of behaviors for partitioning walls have been observed during the last 3 major destructive earthquakes experienced in Turkey since 1992, namely the Erzincan, Dinar, and Adana-Ceyhan Earthquakes. For the first group of partitioning walls, which are constructed after peripheral reinforced concrete, frames are casted, using very brittle factory made cheap bricks, separation from the reinforced concrete units, X types of cracking have been observed. The surrounding frame elements were very flexible and the materials used in these partitioning walls were very brittle. Therefore the heavy damage can not be repaired and may cause fatal effect on the people living in the buildings. This brittle partitioning walls are not taken into consideration when the lateral stiffness and the lateral strength of the structure is calculated, eventhough they have not only the contribution to the mass of the structure, but to the lateral stiffness characteristics of the structure. In fact at the beginning of an earthquake partitioning walls have clear effect of the general structural behavior, until they are cracked. For the second group of partitioning walls which are essentially load bearing walls and are constructed before casting the concrete of surrounding reinforced concrete elements. These masonry walls become integrated to the reinforced peripheral reinforced concrete elements. In local practice these elements are mainly under reinforced elements. It is interesting to observe that 2 or 3 story structures constructed in that way, had no damage during the severe earthquakes. These type of structures are not neither masonry type structures nor reinforced concrete structures, but they demonstrate perfect behavior. In order to have better understanding about the structural behavior of partitioning walls integrated to the peripheral reinforced concrete elements have been experimentally started to be investigated in a serious of Yi scale structural specimens in the Laboratory of Structural and Earthquake Engineering of Istanbul Technical University Civil Engineering Faculty. As a part of this long term experimental program, two specimens made of two different kind of bricks with 25 kg/cm2 and 100 kg/cm2 approximate compressive strength and three specimens with a special two layers steel mash have been prepared and tested. During all these tests, a similar reinforced concrete frame which have been subjected to the displacement reversals given in Figure 1, and damaged to a certain amount have been utilized. In these last 3 tests for the connection of the partitioning walls to the surrounding elements, three different type of details have been employed for these connections, the shear keys which are epoxy mortar bonded steel bars have been utilized. On the other hand no specials shear keys have been integrated Xllthe brick walls to the surrounding reinforced concrete elements. The construction technique employed creates brick and concrete shear keys on the surface of connection. -24,0 Figure 1 Top Displacement Pattern Imposed The details of this experimental research have been summarized in the following paragraphs. There are six different specimens tested in this research and they are schematically given in Figure 2. *o“o«o^o”, B.ft.6.gff§şg&!s§s|gg8a KŞİrfŞSfS ^^cfpiipslİlİİP lllllgllllğgllogllggğglli Figure 2 Specimens Tested in This Research XlllOne story one bay reinforced concrete specimens with a portion of slab on top and a mat foundation at the bottom have been constructed in the laboratory. All the specimens have the same dimensions and material qualities. The cross sectional dimensions of columns and beam of the frames are 20x25 cm and 20x32.5 cm respectively. The height of the frames and the span length of the beam are 150 cm and 200 cm respectively. The 50 cm height foundation of the specimens was connected to the strong floor of the laboratory by height strength PC bars. The average concrete compressive strength was 16 N/mm2 for reinforced concrete members. The testing set up is taking place schematically in Figure 3. The rigid possible movements of mat foundation of specimens have been recorded continuously. And it has been found that either the rigid body translation or rotations can be ignored. Reference Steel Frame Transducers High laboratory Base Floor /strength I Bolts 4 1 Figure 3 Testing Setup EXPERIMANTAL FINDINGS : The base shear-top displacement envelopes of lA scale 6 specimens are given in Figure 4a, 4b and 4c. The Figure 4a shows the base shear-top displacement envelope of Bare Frame. The Figure 4b shows the base shear-top displacement envelopes of Integrated Infill Walls with theoretical envelope, which is made with two different types of bricks. The Figure 4b shows the base shear-top displacement envelopes of 3 Panel walls, which have different scheme of shear connectors utilized to connect the infill to the frame. The average ultimate load capacities of these 6 specimens are shown in Figure 5 with the theoretical work results. XIVSPECIMEN 1 250 r- -25 -20 -15 -10 -5 0 5 Displacement (mm) Figure 4a The Envelope Curve of Specimen 1 10 15 20 25 SPECIMEN 2,3 ea 1 ca 250 200 150 100 50 0 -50 -100 -150 -200 -250 J 1 1 1 1 i----^^'J.- Lş^a^a^^^ai-^.. T 1 1 T“1 -S- I 1 1 | T I I I I ? #11111 T i I I I J ' ' ' ' 1 4 -4 1 + ~*~Jw~~~ * ”* ' ' * T 1 r-“^^^^^^^^^*T^-- ”-- 1 --1 1 | T -2-10 1 2 Displacement (mm) Figure 4b The Envelope Curves of Specimen 2,3 SPECIMEN 4,5,6 (PANEL 1,2,3) -5 0 5 Displacement (mm) -PANELİ -PANEL 2 'PANEL 3 20 Figure 4c The Envelope Curves of Specimens 4,5,6 XVFigure 5 Experimental and Theoretical Ultimate Load Capacities The comparison of theoretical and average ultimate load capacities are given in column 5 and the comparison of Bare Frame (specimen 1) and other specimens are given in column 6. If the column 6 examined, the increase in the ultimate load capacities, is between %195 and %346. But if the fifth column examined it can be seen that there is still some capacity can be reached. To reach these theoretical capacities the shear connectors must be design to take the shear strength at the critical sections which is calculated and shown in Figure 6 for both panel walls and brick walls. § a 0.622 2.07kN/cm2 0.129 kN/cm2 kN/cm2 X 0.622 20 cm kN/cm2 0.G77kN/cm2 2.99 kN/cm2 2.07 kN/cm2 X 0.193 kN/cm2 0.07 7 kN/cm2 20 cm Figure 6 Shear Strength Diagrams ):uKu i'&'r,'> i,,., VWJIU XVIIt is very well known that shear wall addition to the structure will affect the overall structural behavior of the building system which has supposedly lower safety against lateral loading. This is so important that the expected ultimate capacity of shear wall may not be reached unless all the sectional ductility requirements of the critical sections are satisfied. Sometimes it becomes practically impossible to prepare a section that has almost infinity large rotational ductility. Especially in the cases that the shear walls were added to a structure which has been damaged during earthquake. A sample frame structure which has been designed according to the Turkish Earthquake Code of 1975 has been selected to exemplify the above mentioned problem. In addition to that another important problem which is pronouncing the situation which is going to be handled, has been taken into account. This problem is the possible rotation at the of the added shear wall. This type of shear walls inherently has relatively low axial forces, which is another reason for having relatively bigger rotation at the foundation. Therefore 2 comparative examples have been prepared to demonstrate the differences between the two extreme cases. In one of the example the shear wall assumed that it fixed at the bottom, and in the other example a reasonable subsoil coefficient which is not very small has been selected. If there exist a suitable computer program by which the non-linear behavior of the material can be considered, then it would be no difficulty to perform the necessary executions. Instead of using that type of programs, which are not easy and cheap to access, another simple procedure has been employed for the preparation of this simple example. The localized the non-linearities at the edges of the members have been reflected into the analysis by means of introducing lower flexural rigidities at these locations. The amount of stiffness degradation has been selected according to the existing sectional properties. Using“trial and errors”procedure ultimate load capacities for each cases have been achieved. It has been observed that ultimate load capacities of shear walls which has been added into a structure can not be reached easily and the rotation at the foundation of the shear wall is highly effective on the results. XVII

Benzer Tezler

  1. Tez No

    610266

    Düşey doğrultuda farklı taşıyıcı sistemlere sahip yapıların deprem etkileri altında incelenmesi

    Researching on under seismic load effects on the building for vertical combination framing system

    SERAP ATMACA KÖMÜRCÜ

    Yüksek Lisans

    Türkçe

    Türkçe

    2019

    Deprem Mühendisliğiİstanbul Teknik Üniversitesi

    Deprem Mühendisliği Ana Bilim Dalı

    DR. ÖĞR. ÜYESİ BARIŞ ERKUŞ

  2. Tez No

    852959

    Progressive collapse response of reinforced concrete high-rise buildings designed according to turkish earthquake code

    Türk deprem yönetmeliğine göre yapılan betonarme yüksek binaların ilerlemeli çökmeye tepkisi

    MUNYARADZI GONDOBWE

    Yüksek Lisans

    İngilizce

    İngilizce

    2023

    İnşaat MühendisliğiSakarya Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    DOÇ. DR. AYDIN DEMİR

  3. Tez No

    773596

    Avrupa İnsan Hakları Mahkemesi kararlarının uygulanması: Türkiye örneği

    Implementation of judgments of the European Court of Human Rights: The Turkish example

    MUAMMER ÖZ

    Doktora

    Türkçe

    Türkçe

    2022

    HukukGalatasaray Üniversitesi

    Kamu Hukuku Ana Bilim Dalı

    PROF. DR. AKİF EMRE ÖKTEM

  4. Tez No

    417990

    A comparative analysis of Ashik Saz and Ashik Music in West and East Azerbaijan provinces of Iran

    İran'ın Batı ve Doğu Azerbaycan bölgelerindeki Aşık Sazı ve Aşık Müziği'nin karşılaştırmalı incelemesi

    FARHAD SHIDFAR

    Doktora

    İngilizce

    İngilizce

    2015

    Müzikİstanbul Teknik Üniversitesi

    Müzikoloji ve Müzik Teorisi Ana Bilim Dalı

    PROF. EROL PARLAK

  5. Tez No

    797943

    Deprem etkisindeki betonarme bir yapıda meydana gelen toptan göçme durumunun incelenmesi: 30 ekim 2020 İzmir depremi örneği

    Investigation of total collapse in a reinforced concrete structure under earthquake effect: The case of 30 october 2020 İzmir earthquake

    RECEP VARAN

    Yüksek Lisans

    Türkçe

    Türkçe

    2023

    İnşaat Mühendisliğiİstanbul Teknik Üniversitesi

    İnşaat Mühendisliği Ana Bilim Dalı

    PROF. DR. ERCAN YÜKSEL

Geri Dön