Yapı sistemlerinin hesap yöntemlerinin karşılaştırılması
The comparison of the calculation methods of structural systems
- Tez No: 21785
- Danışmanlar: DOÇ. DR. SUMRU PALA
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1992
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 148
Özet
ÖZET Yüksek Lisans diploma tezi proje ağırlıklı çalışmadan oluş- maktadır. Bu çalışmada, yapı sistemlerinin hesap yöntemleri, üç açık- lıklı, kırık kirişli bir sistem üzerinde uygulanmış ve böy lece yöntemlerin karşılaştırılması mümkün olmuştur. îlk olarak açı yöntemi ile yapının ön hesabı yapılmış, sa bit yükler için matris kuvvet yöntemi ilave yükler için Cross yöntemi, yatay yükler için açı yöntemi, düzgün sıcak lık değişmesi ve mesnet çökmesi için de matris deplasman yöntemi ile sistemin hesabı yapılmıştır. Bulunan sonuçlara bağlı olarakta en elverişsiz kesit zor - larma göre betonarme sistemin kesit hesabı yapılmıştır. Bu çalışmada son olarak, sistemin hareketli yüklere göre hesabına bir örnek olmak üzere iki kesitte M, N, T kesit te sirlerine ait tesir çizgileri endirekt deplasman yöntemi ile çizilmiştir.
Özet (Çeviri)
THE COMPARISON OF THE. CALCULATION METHODS OF STRUCTURAL SYSTEMS SUMMARY The object of structural engineering is to realize structures, which provides safety and economy factors together. It has been known that these both, safety and economy factors affect on each other. Because of the indef initeness in the real behaviours of structures safety factor was the most important factor in designing of structures, before computer technology was employed in structural engineering. Up to date, because of both economic realities and employment of computer technology in structural engineering, structural engineers are trying to design structures which have economy factor, in advance, It has been known that, to realize this though, the structures have to be designed by the methods which considers both material and aeometrical non-linearities. This study which has been prepared as a M.S. thesis, In the study, structural analysis methods have been applied to a three-span gable frame system. Thus, a comparision of these methods is made possible. First the preliminary design of the system is made by the slope deflection method. Since rotational redor of the elastic support is not known at first-, by determining the proportions of the moments of inertia of each beam, the redor is calculated after the foundation calculations have been done according to the sectional influences found before and statical calculations have been done for the unit loading assuming the elastic support, is.a fixed-end one. VIThe redor that's found is as sinned to be the redor of the elastic support, the unit displacement contants of the elastic support are determined and the system is solved by using determined unit displacement constants in the following calculations. After these calculations have been done and the internal forces are determined again, a new support redor is found and compared with the previous one. When tne difference between two redor is small enough, the calculations are stopped and the real unit displacement constants of the elastic support are calculated. As a result of this part, a sufficient result can be obnained in pre-designing of structural systems as decreasing the charecteristics resistances of the material in some portions and as considering only the dead load has shown up. In the second part of this study, the system has been analysed by the Matrix Force Method for only dead load acting alone on the structure. In the Matrix Force Method, the unknowns are the forces acting at the ends of the members which have formed the structure. This method enables to operate with lesser unknowns in systems which having more members in frames forming the system. Besides, it is possible, to obtain equations of which the width of band is kept small and equations with stable, by means of the independence in choosing unknowns. The writing of these equations are sj^stematic however it can be done automatically because of its flexibility in choosing unknowns. In the third part of this study, the structures has been analysed by the cross method for live loads additional loads acting on the structures. The unknowns in the Cross-Method are the end moments of the nodes at the the fixed systems where are the end moments and the independent end displacements at the moving systems. viiThe nodal moments of the fixed systems can be solved by applying the relaxation method to the equations of the slope-deflection method nodal moments of the moving systems are solved by relaxation method where as unknowns of the fixed systems are solved by assuming the nodes as the actual system. In the fourth part of this study, the structures has been analysed by the Slope-deflection Method for lateral loads. In this method, the end moments of the beam are choosen as the unknowns. These unknowns are determined by the help of equations of equilibrium and by the help of continuity equations of the frames. As our systems are all pilnar, for each support point 3 equations of equilibrium, for each frame two equations of continuity and also for each node one moment equilibrium equations exist. The preferable side of this method is that the equations can be written automatically and each of that equation contains just a limited number of unknowns. And beside this, in some systems especially where the nodes are fixed and supports are fixed-end ones, the number of unknowns are less than that of the force method. In the fifth part, the structures has been analysed by matrix displacement method for the uniform temperature changes as an external effect. Uniform temperature change means, same temperature changing at the upperside and the underside of the cross -sect ion. In the matrix displacement method, as in all the matrix methods, the conditions that should be satisfied, for the calculation of the end forces and end displacements which are the results of the external forces are: equilibrium conditions, geometrical continuity conditions and the relations between the end forces and end displacements. Especially in the direct-displacement method the systems which have no finite-rigid elements are examined. viiaBecause of this, the degree of freedom of the systems is equal to the number of noda3 displacement components. In this coordination, for each end displacement position which ensure. The compatibility conditions which are linearly independent of each -other, the condition can be examined in which one of the displacement components of the nodes points is taken to be one while the others -are taken as zero. So, by the linear combination of this end displacement conditions, the end displacement condition of the whole system can be exressed. After the coefficients in the equations which are equal to the degree of geometrical freedom in number, are determined by the help of equations of equilibrium and by the help of structural relations and at last the end displcament conditions of the system are obtained. In the sixth part, structure has been analysed by the matrix Displacement Method for the settlements of supports. In the matrix displacement method as in all the matrix methods, the conditions that should be satisfied, for the calculation of the end forces and end displacements which are the results of the external forces are;, the equilibrium conditions geometrical continuity conditions and the relations between the end forces and end displacements. Especially in the direct-dispJ acement method the systems which have no finite-rigid elements are. examined. Because of this, the degree of freedom of the system is equal to the number of nodal displacement components. At the end of these calculations, the dimensions of the critical cross-sections obtained from preliminary analyses are checked under the must unsuitable loading conditions. IXThese loading conditions are some combinations which considers different external effects action in some proportions. With this study, it has been seen that 1,4 G + 1,6 P (G dead weight, P=l ive loads,) is the combinations which gives the must unsuitable cross-sectional forces. In this study, finaly; The influence lines of moments, shear and axial force in two sections have been obtained by using indirect Displacement Method as a design example due to live loads. x
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