Perdeli kirişsiz döşemelerde efektif genişliğin incelenmesi yapı sistemlerinin hesap yöntemlerinin karşılaştırılması
Başlık çevirisi mevcut değil.
- Tez No: 46260
- Danışmanlar: PROF.DR. AHMET SAYGUN
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1995
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 98
Özet
ÖZET Bu çalışma iki ana bölümden oluşmaktadır. Bölüm 2 de; perdelerden oluşan düşey taşıyıcı elemanların katlarda kirişsiz döşeme ile bağlandığı sistemlerde yatay etkiler altında çalışan efektif döşeme genişliği incelenmiştir. Bölüm 3 de ise. mevcut sistem üzerinde çeşitli statik hesap yöntemleri karşılaştırılmıştı r. Bölüm 2 de sayısal iki örnek üzerinde çalışılmış ve sonlu elemanlar yöntemi kullanılmıştır. îlk örnekte, kirişsiz döşemenin perde doğrultusunda çok sayıda eşit açıklıklı, perdeye dik doğrultuda ise tek açıklık olduğu düşünülmüştür. îkinci örnekte ise her iki doğrultuda da tek açıklıklı olması hali gözönüne alınmıştır. Bu iki sayısal örnekte, dört köşesinden perdelerle mesnetlenmiş kirişsiz döşemelerin efektif genişlikleri tespit edilmiştir. Sonlu elemanlar yöntemi ile bulunan b©f değerleri yaklaşık ve kapalı formüller ile ayrıca kontrol edilmiştir. Bölüm sonunda döşemenin betonarme hesabı için efektif genişliğe bağlı bir hesap momenti formülü önerilmiştir. Bölüm 3 de ise üç açıklıklı, orta açıklığı kemerli bir betonarme çerçeve ele alınmış ve çeşitli yüklemeler altında sistem farklı hesap yöntemleri ile çözülmüştür. Döşeme hesabı yapıldıktan sonra, açı yöntemi ile çerçevenin ön boyutlandırılması yapılmıştır. Daha sonra sırası ile sabit yükler için Matris Deplasman Yöntemi, ilave yükler ile deprem yükleri için Gross Yöntem, düzgün sıcaklık değişmesi için Matris Kuvvet Yöntemi, mesnet çökmeleri için ise Açı Yöntemi kullanılarak kesit tesirleri hesaplanmış tır. Ayrıca elde edilen kesit tesirlerinin en elverişsiz durum varyasyonlarına göre betonarme hesabı yapılmış ve kesitler donatılmıştır. Son olarak Endirekt Deplasman Metodundan yararlanarak iki kesite ait M, T, N tesir çizgileri çizilmiştir.
Özet (Çeviri)
INVESTIGATON OF EFFECTIVE WIDTH OF PLATE IN FLAT SLAB STRUCTURES WITH SHEAR WALLS COMPARISON OF METHODS OF STRUCTURAL ANALYSIS SUMMARY This study which is presented as Master Thesis, is compesed of two main parts. -Investigation of effective width of plate flat slab struc tures with shear walls -Comparison of methods of structural analysis These are analysed in sections two and three, respec tively. In section two, the effective width of plate in.ft at slab structures with shear walls is determined for lateral loads. Two numerical examples are taken into account. In the first part of the secont section, a flat slap supported with shear walls at its four corners, is considered. Here, our flat slap is single spanned in the direction perpendicular to the shear wall and is multi -spanned along the shear wall. Calculation is made for the quarter of the sistem which is divided into finite elements. Nearly all of these calcu lations are made with the aid of a computer These are made for four different lengths of shear wall. While solving the problem firstly element stiffness mat rix and later system stiffness matrix are built by a computer programme automatically. The size of the elements and the poisson ratio (V) has to be defined for this process. Then the boundary conditions are defined and the center point of the shear wall is exposed to one radian rotation In fact, it can be admitted as a support settlement of the system. In this case, other nodal points of the shear wall has the same rotation value with the center point, and points make vertical displacements equal to the distance to the center Thus same of the displacements are no longer unknowns.Using the equation, [Kİ tdl = IPJ where, K: system stiffness matrix d: displacement matrix P: the nodal loads matrix we obtain the displacement matrix [dl. Using the calculated values of vertical displacements at the right end of the quarter of the system which we consider, the vertical forces are obtained and are summed up arithmetically. When this value is multiplied by the distance between these points and the center of the shear wall (which is 3.00 m. ) one can find the miöi value. With the aid of this value, the effective width can found as the following. Where, bef : effective width miöi: unit displacement constant L: full span L' : free span b©f can also be calculated from two different approximate methods. This process is done for four different lengths of the shear wall and comparasion is made for the results In the second part of the second section, the single span mode of the flat slap for both of the two directions is investigated. The calculations made in this part are nearly the same with the ones in the first part of the second section, only support settlements and boundary conditions are different. Unlike the case in section 2.1, the quarter of the sys tem we work in, consists of the whole of the shear wall, not only the half of it. In the case, where one radian rotation is given to the point in the center of the shear wall, vertical displacements at the two ends of the shear wall are in opposite direction. In this case, both of the two appoximate methods have some changes in formulation. After a series of calculations b©f values are obtained. XIIt is observed that bef valves are the same when the finite element solutions are made in the two different sec tions. This shows us that the bef valves are independent of the number of spans along the shear wall. Finally, in the third part of the second section, for the reinforced concrete calculation of the flat slap, a characte ristic moment is obtained from two different methods. In section three, the analysis of a three span reinforced concrete planeframe subjected to various external effects is presented. Different analysis methods have been used for each external loading. Thus, the application and comparison of these methods have been illustrated. In the first part of the third section the structure is introduced. In the second part of the third section, reinforced con crete calculations of the plates are made. In the third part of the third section cross-sectional dimensions of the frame have been determined through the uti lization of the Slope-Deflection Method, a sufficient result can be obtained in the preliminary design of the structural system by decreasing the characteristic strengths of meterial in some proportion since only the dead weight ind live loads are considered. In the fourth part of the third section, the structure is analysed by the Matrix Displacement Method for dead weight acting on the structure. In the matrix Displacement Method the unknows are the joint translations and rotations. This method is more useful for the system having high degrees of statical indeterminacy. In other words, if sys tems having more members meeting at joints of the systems, this method supply to operate with lesser unknowns. Although the band width of simulateneous equations is limited and there is no elasticity in choosing the unknowns, generation of the stiffness matrix is usually not difficult because of localized effect, so a displacement of a joint effects only the members meeting at the given joint. Thus, it is easy to formulate the Matrix Displacement Method XIIand method is more suitable for computer programming. In the fifth and sixth parts of the third section, the structure is analysed by the Moment Distribution(Cross )Method for live loads Pi and P2. In part seven, the structure is analysed by the Moment Distribution (Cross) Method for lateral loads. As it is known, the analysis of statically indeterminate structures, generally, requires the solution of linear simul taneous equations. In the moment distribution (Cross) Method, the knowns are rotation and translations of the joints. In this method, a part of the simultaneous equations which correspond to the joint rotations are solved by using successive iterations. In the eighth part of the third section, the uniform tempe- ature changes have been taken into account as an external eff ect on the structure. Uniform temperature change is the temperature change at centerline of the members. Because of this effect, some internal forces acting on the cross-sections of statically indetterminate structure occur. To determine these forces the structure is analysed by the Matrix Force Method. In the Matrix Force Method, the unknowns are the forces acting at the ends of the members which have formed the structure. In this method, first a number of forces are released which are equal to number of unknowns (the degree of indeterminacy) Each release can be made by the removal of either support reactions or internal forces. Due to this property, analysis can be made with lesser un knowns for the system having more members in a frame In addi tion, it is possible to obtain equations in which the band width is kept small and system equation is stable, by means of the freedom in choosing unknowns. These equations, however, are written systematically even they can be derived automatically. In part nine, the structure is analysed by the Cross Method for different support settlements. At the end of these calculations, the dimensions of the critical cross-sections, which are obtained from the preli minary analysis, are checked under the most unsuitable loading conditions. XIIIThese loading conditions are some combinations which consider different external effects acting in certain pro portions according to Turkish Design Code * 1.4G+1.6P x G + P + E * G + 1.2 P + 1.2 T where, dead weight Live load Leteral load uniform tepperature changes and support settlement load In part twelve, finally the influence lines for bending moment, axial force and shear force of two given sections are obtanined by means of the Indirect Displacement Method. XIV
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