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Tipik bir prefabrik çerçevelerde elastik birleşim redörünün sayısal ve deneysel olarak belirlenmesi

A Numerical approach to defina the flexural stipness of a scarfed joint in a typical prefabricated R.C. frame

  1. Tez No: 39219
  2. Yazar: İLKNUR KARSLIOĞLU
  3. Danışmanlar: DOÇ.DR. METİN AYDOĞAN
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1993
  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: 49

Özet

ÖZET Bu çalışmada, son yıllarda kullanımı gittikçe yay gınlaşan prefabrike yapılardan, sanayi inşaatında uygula nan, iki kolon ve bu kolonlardan çıkan konsollara oturan çatı kirişinden oluşan, tipik prefabrike çerçeve incelen miş ve bu çerçevede elastik birleşim redörünün belirlen mesine çalışılmıştır. Birinci bölümde konuya giriş yapıldıktan sonra ikinci bölümde üzerinde çalışılan sistem ve prefabrike birleşim tanıtılmıştır. Sistem uygulamada çok karşılaşı lan boyut ve yüklerle gözönüne alınmıştır. Üçüncü bölümde sayısal çözümde, sonlu elemanlar me todunda kullanılan üçgen sonlu levha eleman tanıtılmış ve elemana ait rij itlik. matrisi elde edilmiştir. Dördüncü bölümde birleşim bölgesi, seçilen üçgen sonlu levha elemanlarla analiz edilmiş ve uç dönmeleri kullanılarak elastik birleşim dönme redörü bulunmuştur. Beşinci bölümde fotoelastisite deneyi, bu deneyin çerçeve ve birleşim bölgesi modellerine uygulanışı ile el de edilen sonuçlar anlatılarak, son bölümde yapılan deney sel ve sayısal çalışmalar karşılaştırılmıştır.

Özet (Çeviri)

SUMMARY A NUMERICAL APPROACH TO DEFINA THE FLEXURAL STIFNESS OF A SCARFED JOINT IN A TYPICAL PREFABRICATED R.C. FRAME In recent years there has been an improvement in prefabricated construction sector. It is especially prefered in industrial buildings in our country. These industrial buildings have genarally one storey and big openings because of theirs simplcity, transportation facilities and economical reasons. The most preferable between these types is the gable frame which consist of two columns and a rafter. The rafter and the columns are joined near the ridge with two bolts. These frames are genarally modeled and calculated continously at these joints. Howewer these joints have a rotational stiffness. In this study we have examined that determination of elastic conjunction redor of a this type gable frame at the joints by numerical and experimental ways. In numerical and experimental solution we have used the finite element method and photoelastic experiment, respectively. The study has been divided into six parts. In the first part we have explained the aim of the study and the methods which have been used in the solution of the problem. In the second part we have introduced the prefab ricated reinforced concrete gable frame and its charac teristics. As we mentioned above the frame has two columns and a rafter. This selected gable frame model which has the most common dimensions and loads widely used in practice is given in (Fig. 1). The cross-sectionol dimen sions are approximately optimum values for such systems. If the joint of the column and the rafter can be placed at contraf lexure point the moment would be zero under the dead load on the joint center. In some cases this joint can't be placed at contraf lexure point because of trans portation problems. VI11.3 kN/m I I I I I I I I I T I I I, I I I Fig.l Selected Frame Model The rafter is joined to the ridge by two bolts (Fig. 2). This detail was received from the application. In the scarfed joint, two special-made bolts of $26 are tightened, following the mounting, with a distance of 60cm from each other. It is tried to balance the gliding of the top element over the edge element with the friction of upper concrete with the lower are and also with the durability of the bolts. The two bolts receive somewhat bending moment. After mounting, some vertical spacings are left in the lower and upper sections of conjunction region. As a result of this, it is difficult to say some thing on whether this conjunction is fully continious or fully hinge. Fig. 2 Detail of Scarfed Joint In the third part, a plane stress triangular finite element which is used in numerical solution has been introduced. The selected triangular finite element has a degree of freedom 12. It has also three corner and three mid-side nodes, each nodes has two translational degrees Vllof freedom U. and V., in the orthogonal directions x and y respectively1 (Fig. ^). By using the L., L2, L3 natural coordinates, quadratic u5'v5 I »x.u Fig. 3 Nodal Point System for Displacament shape fonctions N., N. have been determined. U(x, y), V(x, y) displacements-'has been found by these shape functions. U (Li) = 0i(Li). u V (L±) = 0T(L±). v where, 0 ={1^(21^-1), L2(2L2-1), L3(2L3-1), 4^^,4^3,4^^} strain contents are 'xy it ^ VLi) *T e (L.) = \ 1 = 0. V ~y 1 3 Cy " 3 (L.) 3 (L.) Vlllm rjı Here 0, 0 are the derivatives of the shape functions with respect toythe global axes. Since the strain compoments are linear functions of the coordinates, strains has been evaluated for only 1, 2, 3 nodal points. The material is assumed to be homogeneous and c matrix of material constants is independent from L., stresses has been also found by following equation at1!, 2, 3 nodal points. ad^) = c. e(Li) In the fourth part, the finite element idealization of the scarfed joint region has been explained. In idealization the plane stress triangular finite element which is introduced in the previous parth has been used. The joint region is extended 0.80 meter to each side of the joint. The left and the right parths of the joint in Fig. 2 are not fullcontact in horizontal, under bending moments. So it is thought that the right part of the joint is embedded on the left part and the segment of frame which in 2.40 meter length, is taken to analyse under the external effects and loads, and contact line is found. After the model of the joint region is established, the elastic concunjtion redor of the joint is colculated. At the continous segment and the developed model of joint the end rotations are found under unit end moments. The value of rotation in the second case is greater than the first case. By using the following equation 0 rotaiton due to the joint is calculated. Ö, = 9 +0 b s e Here 0., 0 are the rotations in the second and the first case. Because of the moment has unit value, the elastic conjunction redor R0 = 1/6e is obtained. Fifth parth includes the methods of photoelastic experiment, and its results. We have used the polariscope as a tool to read experiment results in the experiment. Light is the main factor in polariscope. There are two types of polariscope. ixa) Linear Polariscope b) Circular Polariscope The main equation in photoelasticity is n.f al-a2 h Here; a.., a_: Fundamental stresses n : Fringe number f : Material optics constant h : Thickness of the plate In the 'first part of the experiment we loaded the gable frame model at 9 point and compared the points which have zero moment values. In the second part of the experiment, we observed the segment of the frame as continous and scarfed joint in order to see the behaviour of the joint region. The results of the experiment show that the upper and lower parts of the joint region are working separately along the effective joint length, which equals a times joint length. a is a constant value greate or equal 1. In this study the value of a has been obtained for the scarfed joint region. It will be changed for the other joints. In the last parth consequences of the experimental and the numerical solutions have been compared. x

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