Krişsiz döşemelerde effektif döşeme genişliklerinin araştırılmsı yapı sistemlerinin hesap yöntemlerinin karşılaştırılması
Başlık çevirisi mevcut değil.
- Tez No: 46201
- 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: 203
Özet
OZF.T Yüksek Lisans.Artist l İTO Q Tezi olarak hazırlanan bu çalışma iki bölümden oluşmaktadır. Birinci bölümde, kolon veya perde düşey taşıyıcı elemanları, katlar hizasında kirişsiz döşemelerle bağlanan çok katlı yapıların yatay yüklere göre hesabında, çalışan effektif döşeme genişliği Sonlu Elemanlar Yöntemi ile araştırılmıştır. İkinci bölümde, üç açıklı kırık çubuklu bir sistem üzerinde farklı hesap yöntemlerinin uygulanması ve karşılaştırılması yapılmıştır. îkinci bölümün sonunda Endirekt Deplasman metoduyla iki kesitte M, T, N kesit tesirlerine ait tesir çizgileri çizilmişti r. Önce açı yöntemi ile yapı ön boyutlandırılmış daha sonra aynı yöntem ile, sabit yüklere göre kesin hesap yapılmıştır. Kare kesiti (Pi, P2, P3) yükleri için ayrı ayrı Matris Kuvvet Yöntemi, yatay w yükleri için Gross Yöntemi' t düzgün sıcaklık değişmesi ve mesnet çökmeleri için ayrı ayrı Matris Deplasman Yöntemiyle sistemin hesabı yapılmıştır ve M, N, T diyagramları çizil mi ştir. Daha sonra en elverişsiz kesit zorlarına göre betonarme sistemin kesit hesabı yapılmıştır. Önce verilen sistemin idialize edilmiştir. Bu sistem sonlu elemanlar metoduyla incelenmek üzere 20 eşit elemana ayrılmıştır. Daha sonra eleman rijitlik matrisi kurulmuştur. Bu eleman rijitlik matrisinden sistem rijitlik matrisine geçilmiştir. Sistem değişik perde genişlikleri ve sınır şartları altında incelenmiştir. Araştırmada plak birim deplasman sabiti ile çalışan effektif döşeme genişliği hesaplanmıştır. Ayrıca plaktaki eğilme moment dağılımı da çizilmiştir. Effektif döşeme genişlikleri ile plak birim deplasman sabitleri Kaynak C8] ve C9]*daki verilen formüllerden bulunan değerlerle karşılaştırılmıştır. Vf
Özet (Çeviri)
SUMMARY DETERMINATION OF THE EFFECTIVE DISTANCE OF A FLAT SLAB WITH COLUMN AND THEAR WALL UNDERN LATERAL FORCE This study prepared as a masters thesis,, consists of four sections: These are, I Introduction II. Determination of the effective distance of a flat slab with column and shear wall under lateral force. III. Comparision of methods of structural analysis. IV. The final results of the research. In the introduction the general condition of the given system is defined. In section two the effective distance of a flat slab with column and thear wall has been researched under diferent lengths of shear which has lateral external force wall. The method used to research the given system is“The finite element methods in engineering science”. This method is useful for analysing the internal forces of the plate at every point. The structural system analyzed in flat slab. The effective distance of the flat slab with column and shear wall has been researched under different structural conditions. These are: 1. The flat slab is mult i -spanned in every direction which has two dimentions. These dimentions are. - The distance of the spans in every direction is 5 m. - The distance of the spans at x direction in 5 m and at y diretion 4 m. 2. The flat slab is single-spaned of x direction and multi-spanned at y direction. The spans have two dimensions which are VÜ- The distance of the spans in every direction is 5 m. - The distance of the spans at x direction is 5 m and at y direction 4 m. As we have seen in section 2.2 the given system and the subject of the research have been explained. In section number 2.3 of this part the given fait slab system has been idealized. The system is symmetrical according to 1, 2, 3, 4, 5, 6 and 25, 26, 27, 28, 29, 30 axes. Also non symmetrical according to 1, 2, 13, 19, 25 and 6, 12, 18, 24, 30 axes, (see fig. 2.2) This system is divided into 20 sub=st ructural elements or members. Each member can have two dimensions, which are 0.5 mxO. 625 when Lx=Ly = 5m and 0.5 mx0.5 m when Lx=5 m and Ly=4 m. In this system there are 30 joints, (see fig. 2.3) In section 2.4 of this part the stiffness matrix of the element has been calculated. The system stiffness matrix has been also calculated from th eelement stiffness matrix. This stiffness matrix of the system has 90 unknowns and 90 linears equations. The band width of this matrix is 24. The linear simultaneous equations have been solved by computer using packed program. The given system has been analysed 16 times for two structural conditions and 16 different widths of the shear wall. For each analysis. - The effective width of the flat slab and the unit stiffness constant have been calculated. - The distribution of the bending moment along the 1, 7, 13, 19, 25 axis and 1, 2, 3, 4, 5, 6 axis has been drawn on the diagram. Comparision of methods structural analysis. The third chapter convers the prieliminary and final designs of a reinforced concrete frame by various analysis methods under different external loading conditions. The preliminary design of the system has been done by the slope-deflection method under both dlead and live loads. In the preliminary design of the structural system realistic member sizes can be obtained by decreasing the characteristic strengths of material in some proportion since only the dead loads and live loads are considered. The final design of the system has been solved using the slope-deflection method under dead load only. The analysis by the slope-deflection method is in fact an application of the more general displacement method of analysis to plane frames in which only the bending deformations are considered. There is no inherent Viiiadvantage in using the slope-deflection technique but a general autline of slope-deflection procedure is considered useful. In chapter numner 3.5 the final design of the system has been analised using matrix force method. Under the live load. In the matrix force method the unknowns are the end forces of members which forms the structure. In this method first the number of forces which are equal to the number of unknown (the degree of indeterminancy ) are released. Each release can be made by the removal of either support reactions or internal forces. In this method analysis can be made with lesses unknowns for the system having more members in a frame. Further it is possible to optain equations with sufficient stability with narrow band width by means of the freedom in choosing unknowns. In the chapter number 3.6 the system has been solved or analized by moment distribution (cross) method under horizontal force which can comes from wind or earthquake. In the moment distribution method the joint displacements are first assumed restranined. The effect of joint displacements is then introduced by successive iterations, which can be continued to any desfired precision. In moment distribution generally no equations are solved to find the joint displacements, instead these displacements are allowed to take place in succession and their effect on the end moments is introduced as a series of successive convertions has made the moment destribution method an extremly populat one* especially when the calculations are done by a slide rule. The moment distribution procedure yields bending moments, and it is the value of the moments that are generally needed for desing; thus we avoid the tedious procedure of first finding the joint displacements and then calculating the moments. A further advantage of the moment distribution procedure is that it is easily remembered and easily applied. In the chapter number 3.7 of this part the uniform tempreture changes have been taken in to account as an external effect on the structure. Uniform change of tempreture is the change of tempreture at the centerline of members. Because of this effect the internal forces are occur in statically indeterminate structures. In order to determine these internal forces matrix displacement method is used. Additionaly the structural system has been analyzed using the same method for IXdifferent support settlements method the unknowns are the rotations. This method is mo systems having high degree of s other words, for systems which structural elements meeting enables designer to deal with the band width of simultaneous there is no elasticity in generation of the stiffness mat because of localized effect, th joint effects only the matrix thus method is more suitable fo In the matrix displacement joint translations and re convenieat for those tatical indeterminaly. In have more members of the at joints, this method less unknowns. Although equations is limited and choosing the unknowns, rix is usually practical at is a displacement of a displacement method and r computer programing. At the end of analysis calculations the dimensions of the critical cross-sections obtained from the preliminary analysis are checked under the most unsuitable loading conditions. These loading conditions are several combinations which consider different axternal effects acting in certain proportions according to Turkish Design code. In this study, it is abserved that the most unsuitable loading condition is obtained from the following combination. 1.4G + 1.6Q where G : Dead load Q : Live load Finally in the chapter numbered 3.9 of this part the effect of live loads which can have different positions on a structure can be conveniently analyzed and succintly described in graphical form by the use of influence lines. An influence line show th value of any action due to a unit point load moving across the structure. For example, the influence line for the bending moment at a section of a continous beam shows the variation in the bending moment at this section as a unit transverse load tranverses the beam. The influence lines for bending moment, axial force and their force of two given section are obtained by means of Endirect Displacement Method which is an efficient and releable method.The final results of the research has been explained under chapter 4. In this chapter the result consists two chapters. Which are chapter 2 and chapter 3. Xi
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