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Çokgen tabanlı tekil temellerin bileşik eğik eğilme etkisi altında zemin gerilmelerinin hesabı ve yapı sistemlerinin hesap yöntemlerinin karşılaştırılması

Başlık çevirisi mevcut değil.

  1. Tez No: 75298
  2. Yazar: GÖKHAN İHSAN CANDANGİL
  3. Danışmanlar: PROF. DR. AHMET SAYGUN
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Eğilme, Gerilme, Yapı sistemleri, Zemin, Bending, Stress, Structure systems, Soil
  7. Yıl: 1998
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: İnşaat Mühendisliği Ana Bilim Dalı
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: Belirtilmemiş.

Özet

ÖZET Yüksek lisans tezi olarak sunulan bu çalışmanın birinci kısmında, çokgen şeklinde N adet köşe noktasıyla tanımlanmış, normal kuvvet ve iki eksenli eğilme etkisi altında bir tekil temelin zemin gerilmelerini, temel ile zemin arasında çekme gerilmesi oluşmadığı dikkate alınarak gerektiği takdirde devrilme tahkiki sonrasında ardışık yaklaşımla bulan bir yöntem geliştirilmiş ve bu yöntemi uygulayan bir bilgisayar programı hazırlanmıştır. Yapılan tüm uygulamalarda doğru sonuçlar alınmıştır. İkinci kısımda Yapı sistemlerinin Hesap Yöntemlerinin karşılaştırılması yapılmıştır. Bu kısımda seçilen örnek bir düzlem sisteminin boyutlandırılmasında ve değişik yükleme durumları için farklı yöntemler kullanılarak bulunan en elverişsiz kesit zorlarına göre betonarme kesit hesabı yapılmıştır. Bu çalışmada son olarak iki kesitte M, N, T kesit tesirlerine ait tesir çizgileri indirekt deplasman yöntemi ile çizilmiştir. XV

Özet (Çeviri)

SUMMARY THE CALCULATION METHOD OF THE SOIL STRESSES OF THE FOOTINGS UNDER NORMAL FORCE WITH TWO AXIS BENDING AND COMPARISON OF THE CALCULATION METHODS FOR STRUCTURAL SYSTEM During the design of the foundations, it may be required to design polygonal shapes, different from rectengular shapes, according to the shapes of the columns and shear walls or the requirement of constructing unique foundation for two different vertical support structures as the figure given below. j ? 1 ? It may not be formulate easily to calculate the distribution of the soil stresses for these types of footings which are under the effect of dead load with the normal forces transmitted by the vertical supports and the possible bending moments in two directions. N-l XVIIf we define the effect of the two directional bending moments and normal force with a unique resultant force and if the application point of this force is with in the shear centre, the soil stresses will be pressure. In this case the problem becomes finding the center of gravity of this polygonal shape and calculating the Ix, Iy, Ixy inertia moments of the shape. o-, = - N MXG.[Jr.(yj-yG)-IxrX.xj-xG)] M10.[J“.(yt -yG )-Ix.{xt -xG ) 1 1 A T T - I 2 I T - T 2 tx-Ir ' xr Ix'r ' xr If the application point of this unique resultant force is out of this shear centre, the tension stresses will be calculated in some areas of the foundation with the above given formula. As tension stresses is not possible between the foundation and soil above given formula is not valid in this case. In this case we have to find such a neutral axis that the application point of the both unique resultant force and the resultant of the soil stresses, according to this neutral axis are the same point. This neutral axis can be calculated by ( try and fail ) method or by a proper sequential approach method. Too many mathematical calculations are required for these two methods. In the first part of this study a calculation method for this neutral axes is explained and in the following part a computer program is developed as this method is difficult and time taking by hand calculation. For the calculation of the sectional characteristics of the structure the corners of the polygonal foundation is numbered from 1 to N in a clockwise direction and the below given formulas are used. EM\ = x,.yM EKAT^EMl-EMX EKXt =x, + xM EKYt=y^yM XVHA^HM^EKAT, Sx=Hol=JTEKATi.EKYi 1=1 Sy=Hw=ftEKAT1.EKXi Ix=Hm=fjEKATi.(EKYi -y,.yM) /, =H20=fjEKATi.( EKX, - x, xM ) i=\ Iv=Hn=1t EKA Ti ( EKXi EKYi ~ (EMl ~ EMT) ' 2 ) This program calculates the soil stress distrubution by the previously given ox formula. If the result of this calculation is pressure at every corner. This stress distribution will be used for the design of the structure. If the result of this calculation is not pressure at every corner then the program will first check the overturning stability of the structure. For overturning stability of the structure, overturning safety coefficient is calculated at every overturning directions by above given formula. The existent neutral axis equation is used for The sequential approach method's first step. The coefficients and cosinus directors of this equation are calculated from below given formulas. a=IXTMXG+IxMrG I I -I 2 1 x l y 2xr b = IrMm+IxrMm I I -I 2 *xur l xy C=T”i ^-r o-Wr-yo +!**<,)- T fY° A-ixr-yo +ix.ya) A lx-h Ixr^ 1x1t 1xr^ xvuicos.(0) = b yla2+b sin.(0) = 2 a 4arVb2 A new axis system is used after these calculations. The neutral axis will be x axis and at the pressure region there will be a y axis. Origin point is calculated from intersection of the neutral axis and direct, is obtained from drawing perpendicular from section gravity centre to the neutral axis. x b2.xG -a.b.yG -a.c 0 2, j.2 a2+b2 a2 yG - a.b.xG - be ~^Tb2 Origin point's coordinates is obtained form above formulas. Because of changing axis system, all corner point's coordinates is calculated in accordence with the neutral axis by above formulas. At the same time, the coordinates of the application point of the both unique resultant force, exi and eyi are calculated. xx,i =(*, -*o ).cos0 + (y, -y“ )-sin0 A/ = -( xi ~ xo )sin 0 + (y,-yo ).cos0 The points, intersection of the neutral axis with sides of polygonal shape, is calculated by below formulas and the shape of pressure region is defined as a series. yv, _ v X2J=X,”(-J'W-J'm)'(XW+,“XW') XIXAfter defining of the shape of pressure region, coordinates of the resultant of the soil stresses, e^ and ey2 is calculated. ^11 ”_ ^02 ex2 ~ jr ey2 tt“01 ”01 If the application point of the both unique resultant force and the place of resultant of the soil stresses are the same point with ±0.01 m tolerance, this sequential approach method will be finished and the last soil stresses will be calculated by below formula. N J rr y ± Otherwise, this neutral axis will be rotated A0 and slided Ay. A9 and Ay is obtained from below two equations. #oi "n exi _ eA _ ( _HwH<n-Hw.Hu yAy _ (_e^ + (#02 -#2o)-#oi +#io#n ^ = Q #oi #oi Finally new neutral axis will be obtained. Therefore new axis system is formed and new origin point, new cosinus directors are calculated. Xo{new)=x0{old)-Ay.sm(eold) y0{new)= yo(0ld) +4v.cos(0oH) cos (0neJ = cos (0oW).cos (A0)-sin (0oM).sin (A0) sin (0^) = sin (0oM).cos (A0) + cos (0oW).sin (A0) XXThe new neutral axis' s equation is calculated then this sequential approach method goes on by this neutral axis untill the application point of the both unique resultant force and the resultant of the soil stresses are same point. In the second part, the analsis of a three-span frame subjected to various external effects is presented. Different analysis method have been used for each external loading. Firstly the cross sectional dimensions of the framehave been designed by using Slope Deflection Method. In symmetrical structures, it is able to use half of the unknowns when the loads are symmetrical or antisymmetrical. It has shown that the results can be get more quick and easily by using this way. In the second chapter of this section the structure is analyzed by the Slope-deflection Method for dead loads. In Slope-deflection Method, the unknowns are the rotation of joints and independence displacement of the ends of members forming the system. In this system the equation can be obtained easily. In the third chapter, the structure is analyzed by Matrix Force Method for live loads. In Matrix Force Method, the unknowns are the forces acting at the ends of the members. Analysis can be made with lesser unknowns for the system, having more members in a frame. The writing of these equations are systematic. In the fourth chapter of this section, the structure is analyzed by Cross Method for lateral W forces. In this method equations are solved by successive iterations. In the fifth and sixth chapter, the structure is analyxed by the Matrix Displacement Method for uniform temperature changes and different support settlementsas an external effect.In this method, the unknowns are displacements of the joints. This method is more useful for the system having more members united at joints forming system. The band with is limited and there is no elasticity in choosing the unknowns. Equation can be obtained automatically. But when the equations are not good in stability, returning is restricted because of the lackness elasticity in choosing unknowns. And this method is more suitable for computer programming. At the end of these calculations, the dimensions of the critical cross-section obtained from the firstly analysis are checked under the most unsuitable loading combinations which consider different external effect actions in certain proportions according to Turkish Design Code. In the first section finally, the influence lines for bending moment, axial force and shear force of two given section are obtained by means of the Indirect Displacement Method. XXI

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