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Perdelerle güçlendirilmiş yapıların bazı özellikleri ve kolon-kiriş birleşim bölgelerinin deneysel olarak incelenmesi

Some features of strenthening by shear walls and energy absorbtion capa city of the vicinity of beam-column collections

  1. Tez No: 39508
  2. Yazar: HASAN ANAÇ
  3. Danışmanlar: PROF.DR. FARUK KARADOĞAN
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1994
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: Belirtilmemiş.
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: 139

Özet

ÖZET Bu çalışma iki ana bölümden oluşmaktadır, yatay yüklere karşı sonradan eklenen perdelerle güçlendirilmiş üçboyutlu yapıların bazı özellikleri ve kolon-kiriş bölgeleri ve yakın çevresinin depreme karşı davranışının deneysel olarak incelenmesi. Yatay yüklere karşı sonradan eklenen perdelerle güçlendirilmiş üçboyutlu yapıların bazı özellikleri adlı bölüm, kendi içinde iki kısma ayrılmaktadır. Birinci kısımda, 13 Mart 1992 Erzincan depreminde hasar gören Gülistan yapı kooperatifi binalarından birinin özellikle ilave perdelerle ve bunların altına ilave radye temelle güçlendirilmesinden sonraki davranışının ve ortaya çıkabilecek sakıncaların incelenmesi amaçlan mıştır. Bu amaçla yapının mekanik modeli hazırlanmış ve üstyapı + altyapı birlikte üçboyutlu olarak incelenmiş tir. Winkler tipi zemini temsil etmek üzerede, radye temelin altına düşey yönde çökmeye karşı duyarlı yaylar ve münferid temellerin altına ise hem çökmeye hem dönme ye karşı duyarlı yaylar tarif edilmişlerdir. ikinci kısımda ise, İstanbul Teknik Üniversitesi ne ait yapı laboratuvarınIN, deneyler sırasında yapıya etkimesi olası yüksek yatay yüklere karşı perdeler vası tasıyla güçlendirilmesi konusunun incelenmesi amaçlanmıştır. Çalışmanın diter bölümünde ise, bir kolon - kiriş birleşim bölgesi ve yakın çevresinin yatay ve düşey yük ler etkisindeki davranışının deneysel olarak incelenmesi yeralmaktadır. Deneyde kullanılan eşdeğer yüklerin ha zırlanmasında 13 Mart 1992 Erzincan depreminin dogu-batı bileşenine ait ivme kayıtları kullanılmıştır. Beton ba sınç mukavemeti, yumuşak çelik kullanımı ve kolon-kiriş birleşim bölgesinde donatı bulunması gibi parametrelerin kolon-kiriş birleşim bölgesi ve yakın çevresinde yutulan enerdi miktarlarına etkisi araştırılmıştır. Bu araştırmanın içinde onarılmış numunelerin davranışını anlamaya yönelik çalışmalar yeralmaktadır. Numunelerin belirli yükleme hallerini kapsayan bu çalışmanın ilk iki numunesi epoksi ile onar il ip yeniden denenmiş ve bu bölgede epoksi onarımının etkisi gözlenmeye çalışılmıştır. _ v -

Özet (Çeviri)

SOME FEATURES OF STRENTHENIN6 BY SHEAR WALLS AND ENERGY ABSORBTION CAPACITY OF THE VICINITY OF BEAM - COLUMN CONNECTIONS SUMMARY Two major parts can be identified in this study. The first part which consists of two sections, is devo ted to an analitical work mainly based on the applica tions of the computer program shortly called SAP 90. In the second part of the work some of the re sults obtained experimentally from the test carried out in the Structural Mechanics Laboratory of Istanbul Tech nical University have been summarized. Three specimen representing an interior beam - column connection of a prototype frame have been tested first to exemine the energy absorbtion capacities and two of them repaired by epoxy before retested. In the first part of the study, one of the resi dential houses with four storeys, which has been subjec ted to the Erzincan March 13, 1992 earthquake and has been strengthend by means of additional shear walls has been reanalized. The overall behaviour of the structure with newly added shear walls and mat foundation has been checked once again in detail, considering the upper structure and foundation together. During these analyses, the death weight of the structure and reduced amount of live loads have been kept constant while the lateral loads are increased, starting with the basic shaear coefficient c = 0.08 to 0.15. The load combination for this study is, LOG + 1.0Q + 1.0E Where, G = Dead loads Q = Live loads E = Lateral Earthquake loads The internal force distribution and free vibra tional characteristics such as the periods and mode - vishapes of the structure has been calculated the shear walls and without the shear walls. both with It becomes always important to be sure that the rotation of the shear wall at the fixture point is small enough to act as a rigid connection. In order to have better understanding about this phenomenon, single footing behaviour under the shear wall and the mat foundation behaviour has been compared numerically, for doing that the mat foundation has been discritized using fictitious beam elements with flexural and torsional rigidities. During the above mention calculations the sub- grade soil coefficient K, which is used to represent the behaviour of the Winkler type soil has been changed from 5000 kN/m to 2E6 kN/m. The first story of the this investigation has been ground surface, and a concrete place at the peripheral of the surrounding soil pressure and resistance to the structure le ween the ground surface and storey. In other words, becau: peripheral walls, there exist first storey of the building. structure considered in partly located below the masonary wail is taking building to retain the causing a kind of lateral aving some openings bet- the ceiling of the first e of the exi stance of the some short columns at the Several static and dynamic analyses have been carried out to identify the effect of the peripheral walls to the structure. The very well known general purpose program SAP90 gives several options to represent the slabs of the building, since there is no big opening in the slabs of the structure, and surrounding beams are framing the slabs. Slabs have been considered as infinitly rigid in their own planes. In order to represent the actual be haviour of slabs in the three dimensional mechanical model of the structure, infinit rigid beams have been employed, for modelling the inplane rigidity of slabs. (See figure 1) A=100m2 WE-7rn4 (Figure 1) - vii -To represent the elastic behaviour of soil under the foundation, in the mechanical model some vertical fictious columns have been defined with the fictious axial rigidities equal to a x b x k. Where, a and b are indicating the effective area of the fictitious column and k is indicating the subgrade soil coefficient. (See figure 2) LlLLLLLİLTİ (Figure 2) During these executions, the uplifting problem of the foundation has been investigated, considering that the soil is a tensionless soil. For this reason a kind of successive approximation method has been employed. As soon as tention is detected in a fictitious column, that column has been disconnected from the foundation and another step of analysis has been carried out with new boundary conditions. The second subject dealt within the first section of the study is related mainly with the investigation of lateral load behaviour of existing reinforced concrete Structural Mechanic Laboratory of Istanbul Technical University which is going to be modified, so that the lateral load capacity of the laboratory will be incrased to test full scale models. For this purpose, first three dimensional model of the laboratory has been prepared and two different type of discritization have been used to represent the shear walls. In the second part of the study, an internal beam column connection and its vicinity taken from a multi storey multibay frame structure subjected to March 13, 1992 Erzincan earthquake has been tested in the struc tural mechanics laboratory of Istanbul Technical Univer sity. Double acting jacks in two directions have been used to simulate the fictitious loads representing the combination of vertical and lateral loads. Mechanical type dial gages have been utilized - viii -to measure the four characteristical displacements of three specimen which have been geometrically scaled down with the factor of 1/2. The ratio between the mo ment capacities of critical selected sections of proto type and model is kept around 1/8. The strain differences of the concrete fibers in compression and tension side of the beams and the shor tening or alongation in the diagonal direction of the beam - column connection zone have been measured by means of linear variable diferential displacement trans ducers. The signals have been converted with a data logger to digital signals and stored in the hard disk of a computer. (See figure 3) o a:: 63.5 cm. t,40 cm. FT ?25 i 63 an. 190 cm D“11.5 cm 29.5 cm. 63 cm.25. T2T \ ”13 Til >“ -T4 İK4 I K2 a:: l/73”" I 10 cm 13 on I I 190 cm I -Jon I 107 an 40 cm 107 cm (Figure 3) The three specimens, tested in lateral position, have been pasted in the laboratory using ready mixed concrete when good quality concrete is required. The third specimen has been casted with the low quality concrete to represent more or less the local construction practice in Erzincan. That low Quality concrete has been prepared in the laboratory and used for this particular specimen. The first two specimen have been repaired after the proposed testing program fulfilled by epoxy mortar and epoxy injection. - ix -The basic parameters investigated in the research program are the quality of concrete, the amount of reinforcement and the detailing features of reinforce ment bars taking place in and around beam - column con nections. First of all analytical and experimental moment curvature relationships are compared and inelastic type deflections are compared to justify the experimental findings which are based on some maesuremets. In order to compare the energy absorbed in plas tic regions and the total energy absorbtion capacity of the critical part of the specimen, areas surrounded by the loaps of either moment curvature diagrams or force displacement diagrams have been calculated. It has been observed that after having repaired the two specimens more or less the same energy absorb tion capacities and ultimate strenghts are reached but not the stiffneses. It has also been observed that after having expe rienced a small earthquake defined by the coefficient 0.50 given in the text, the rest of the energy absorb tion capacity of the critical sections is being reduced to 2/3 of the full capacity when can be consumed by a moderate earthquake. Even though it has not been reported in detail within the framework of this study, it has been observed that reinforcement used in the second specimen has posi tive contribution to the overall behaviour of the beam- column connection region increasing the moment capacity energy absorbtion capacity and spreding around the plas tic def orma t ion etc. - x -

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