Alt katları üstte taşıyıcı kata asılı köprü sistemli bir otel yapısında kıyaslamalar
Alt katları üstte taşıyıcı kata asılı köprü sistemli bir otel yapısında kıyaslamalar
Dosyalar
Tarih
1993
Yazarlar
Yıldız, Atila
Süreli Yayın başlığı
Süreli Yayın ISSN
Cilt Başlığı
Yayınevi
Fen Bilimleri Enstitüsü
Özet
Yüksek lisans tezi olarak hazırlanan bu çalışmada, alt katları üstte taşıyıcı kata asılı köprü sistemli bir otel yapısında, plastik hesap ile çelik ve kompozit çözümlerin karşılaştırılması yapılmıştır. Sistem enine doğrultuda, açıklıkları 6 ve 8 m olan iki açıklıklı sürekli kirişlerden, boyuna doğrultuda ise ilk a- çıklık 1.5 m olmak üzere 3.5 m açıklıklı basit kirişlerden oluşmaktadır. Döşeme olarak 1 0 cm kalınlığında yerinde dökme betonarme paklar seçilmiştir. TS 500 esas alınmak ü- zere taşıma gücü ile hesap yapılmıştır. Yapının boyutlandırılması her iki çözümde de Plastik hesaba göre yapıldığından, yük arttırma katsayısı olarak TS 4561 uyarınca 1. 7 alınmıştır. Yatay yük olarak dikkate a- lman deprem yükü ise arttırılmamıştır. Yapının çelik çözümünde, enine doğrultudaki iki açık lıklı sürekli kirişlerin statik hesabı Cross Yöntemi ile yapılmıştır. Kirişlerde kesme kuvveti ve sehim. kontrolleri de yapılarak kesitlerde gerekli değişiklikler yapılmıştır. Yanal burkulma; betonarme döşemenin rijitliği ve kiriş üst başlığına kaynaklanan konstrüktif demirlerle (kayma eleman larına benzer) önlenecektir. Kompozit çözümde, enine ve boyuna doğrultudaki.kirişlerin boyutlandırılmasında ilk çö zümde elde edilen kesit tesirleri kullanılmıştır. Kolonlar üstte taşıyıcı kata asılı olduklarından sade- çekmeye çalışmaktadırlar. Kirişlerden kolonlara moment ak- tarılmayarak, sadece eğilmenin neden olduğu gereksiz kesit artışı engellenmiştir. Sadece çelik çözüm yapılarak, dış kolonlara U profili, iç kolonlara geniş başlıklı I profili kullanılmıştır. Kolonların kesitleri bütün katlarda değiştirilmeden aynen devam ettirilmiştir. Enine doğrultudaki sürekli kirişlerin çift U profili olması nedeni ile iç ve dış kolonların yükseklikleri konstrüktif olarak aynı tutul muştur. i
In this study, prepared as a M.S. thesis, the steel and composite solutions of a hotel building consists of storeys, suspended from the carrying storey on the top, are compared. The system consists of 2 spanned continuous beams, whose spans are 6 and 8 m, in the latitudinal direction and simple beams which are 1.5 m in the first span and 3.5 m in the others, in the longitudinal direction. The first storey and the carrying storey are of 4 meters high and normal stories are of 3 meters high. For the slabs, reinforced concrete plates of thick ness 10 cm, are chosen and Ultimate strength method is used to design. The slabs are also considered as a high-beam versus the horizantal loads, effecting on the structure. The calculations of the system for both solutions are done according to plastic design methods. During the calculations, the load factor is taken into account as 1.7 (TS 4561). Earthquake load is not increased. In the design of the structure as a steel system; two spanned continuous beams in the latitudinal direction are calculated by Cross Method. Internal forces are obtained from unsuitable loadings The shear force effecting on the beams and the def lection conditions are examined and necessary changes for the sections are done. Lateral buckling of beams is prevented by the rigidity of concrete slabs and constructive bars, welded on the flanges of the beams. In the design of the structure as. a composite system, the section forces obtained from the preliminary solution, are used for the beams in both directions. The shear force and deflection analysis of the beams are also done in the composite solution. The shear force and the deflection values are not effective to take into consideration to change sections. The columns are exposed to axial tension forces only, since it is prevented bending moments acting on the beams to be transferred to columns to avoid larger profils. Wide -flange sections are used for the internal columns and U sections are used for the outers. Arbed profiles are used for all sections. Since the earthquake load is more unsuitable than the wind load, it is taken into account as the horizontal load to be considered. The soil is clay and the structure is in the second degree earthquake region. Steel 37 and Concrete 20 are used as. construction materials. VI The carrying storey is made up of three trusses, in the longitudinal direction. Columns are suspended to trusses on the top. Loads, taken into consideration in the design of the carrying storey, are shown below : Normal Stories : Reinforcetl concrete floor (10 cm) : 250 kg/m2 s Smoothing + Protecting layer : 87 kg/m2 Dynamic load g = 337 kg/m; p = 350 kg/m2 687 kg/m: The Carrying Storey : Reinforced concrete floor (10 cm] Smoothing + Protecting layer Profiles Dynamic load The truss in the middle axis, the most unsuitable one is calculated. The rod forces are obtained from the equilibrium equations of node points. The rod sections are chosen according to steel 37 for welded connections and steel 52 for connections with bolts differently. Vll High-strength bolts, prestressed by tightening the nut and then loaded by an applied tensile force, are used for connections with boles. Arbed's wide-flange sections are used for the rods. The heights of the profiles are constructively chosen the same, The : opposite solution leads to approximately 26 percent less steel consumption for the beams than the steel solution. It shows the advantages of the composite rjlurioa al tough the comparison is only done for the jfcdffis of the structure. The ground floor has no columns since the ctories are suspended from the carrying, storey -r" ch^ t o~. That brings abou " a big architectural auvajh.-vge in r. hole! bu ı iding, ?ha amount of steel, used for the columns and the ght per m~ for the columns and the trusses o - == ± / ? \ / X o _ X i t l - _. ;. j. J kg / Ift The amount of steel, Mice for the beams obtained th-r coiiipo site soluti--n, is 68732 kg ;e: ra" for the columns and the trusses '32 / ( 7x31x14 ) = 22.62 kg/m' "he amount of steel, used in the whole structure, t a 1 y 81.75 k g / m ~. It seems preferable, considering architectural advantages, altough the amount of steel per m2 in usual steel structures, is 50 kg. The solution of steel 52 and connections with bolts brings about lightness approximately 39 percent according to the solution of steel 37 and welded-connections. In particular I would like to express my thanks to my adviser Prof. Dr. T. Seno ARDA, for his interest and help during this study.
In this study, prepared as a M.S. thesis, the steel and composite solutions of a hotel building consists of storeys, suspended from the carrying storey on the top, are compared. The system consists of 2 spanned continuous beams, whose spans are 6 and 8 m, in the latitudinal direction and simple beams which are 1.5 m in the first span and 3.5 m in the others, in the longitudinal direction. The first storey and the carrying storey are of 4 meters high and normal stories are of 3 meters high. For the slabs, reinforced concrete plates of thick ness 10 cm, are chosen and Ultimate strength method is used to design. The slabs are also considered as a high-beam versus the horizantal loads, effecting on the structure. The calculations of the system for both solutions are done according to plastic design methods. During the calculations, the load factor is taken into account as 1.7 (TS 4561). Earthquake load is not increased. In the design of the structure as a steel system; two spanned continuous beams in the latitudinal direction are calculated by Cross Method. Internal forces are obtained from unsuitable loadings The shear force effecting on the beams and the def lection conditions are examined and necessary changes for the sections are done. Lateral buckling of beams is prevented by the rigidity of concrete slabs and constructive bars, welded on the flanges of the beams. In the design of the structure as. a composite system, the section forces obtained from the preliminary solution, are used for the beams in both directions. The shear force and deflection analysis of the beams are also done in the composite solution. The shear force and the deflection values are not effective to take into consideration to change sections. The columns are exposed to axial tension forces only, since it is prevented bending moments acting on the beams to be transferred to columns to avoid larger profils. Wide -flange sections are used for the internal columns and U sections are used for the outers. Arbed profiles are used for all sections. Since the earthquake load is more unsuitable than the wind load, it is taken into account as the horizontal load to be considered. The soil is clay and the structure is in the second degree earthquake region. Steel 37 and Concrete 20 are used as. construction materials. VI The carrying storey is made up of three trusses, in the longitudinal direction. Columns are suspended to trusses on the top. Loads, taken into consideration in the design of the carrying storey, are shown below : Normal Stories : Reinforcetl concrete floor (10 cm) : 250 kg/m2 s Smoothing + Protecting layer : 87 kg/m2 Dynamic load g = 337 kg/m; p = 350 kg/m2 687 kg/m: The Carrying Storey : Reinforced concrete floor (10 cm] Smoothing + Protecting layer Profiles Dynamic load The truss in the middle axis, the most unsuitable one is calculated. The rod forces are obtained from the equilibrium equations of node points. The rod sections are chosen according to steel 37 for welded connections and steel 52 for connections with bolts differently. Vll High-strength bolts, prestressed by tightening the nut and then loaded by an applied tensile force, are used for connections with boles. Arbed's wide-flange sections are used for the rods. The heights of the profiles are constructively chosen the same, The : opposite solution leads to approximately 26 percent less steel consumption for the beams than the steel solution. It shows the advantages of the composite rjlurioa al tough the comparison is only done for the jfcdffis of the structure. The ground floor has no columns since the ctories are suspended from the carrying, storey -r" ch^ t o~. That brings abou " a big architectural auvajh.-vge in r. hole! bu ı iding, ?ha amount of steel, used for the columns and the ght per m~ for the columns and the trusses o - == ± / ? \ / X o _ X i t l - _. ;. j. J kg / Ift The amount of steel, Mice for the beams obtained th-r coiiipo site soluti--n, is 68732 kg ;e: ra" for the columns and the trusses '32 / ( 7x31x14 ) = 22.62 kg/m' "he amount of steel, used in the whole structure, t a 1 y 81.75 k g / m ~. It seems preferable, considering architectural advantages, altough the amount of steel per m2 in usual steel structures, is 50 kg. The solution of steel 52 and connections with bolts brings about lightness approximately 39 percent according to the solution of steel 37 and welded-connections. In particular I would like to express my thanks to my adviser Prof. Dr. T. Seno ARDA, for his interest and help during this study.
Açıklama
Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 1993
Anahtar kelimeler
Oteller,
Taşıyıcı sistemler,
Yapı analizi,
Hotels,
Supporting systems,
Structure analysis