Çok katlı bir binanın çelik ve kompozit çözümlerinin karşılaştırılması
Başlık çevirisi mevcut değil.
- Tez No: 55617
- Danışmanlar: PROF.DR. TEVFİK SENA ARDA
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1996
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 239
Özet
ÖZET Yüksek lisans tezi olarak hazırlanan bu çalışmada, çok katlı bir yapının, çelik ve kompozit taşıyıcı sistemli çözümlerinin karşılaştırılması yapılmıştır. Sistem, 3 açıklıklı rijit çerçeve olarak düzenlenen enine doğrultuda 15 m., 9 açıklıklı sürekli kiriş olarak düzenlenen boyuna doğrultuda ise 45 m., uzunluğundadır. Yapı 8 katlıdır ve kat yükseklikleri 3,2 m.'dir. Yapı II. derece deprem bölgesindedir. Yapının yatay yükler altındaki stabilitesi, enine ve boyuna doğrultuda düzenlenen düşey kafes sistemlerle sağlanmıştır. Betonarme döşemeler, çatı katı ve normal katlarda 10 cm. kalığındadır. Malzeme olarak çelik St37, kompozit çözüm kirişlerinde beton BS16, kolonlarda BS25 seçilmiştir. Kirişler NPI profili, kolonlar Arbed HD ve HE profilleri, kararlılık bağları diyagonalleri ise NPU profili olarak seçilmiştir. Her iki çözümde, plastik hesap yöntemleri kullanıldığı için düşey yükler TS4561 'de verilen 1,7 değerinde yük güvenlik katsayısı ile çarpılarak, arttırılmıştır. Boyuna doğrultuda sürekli kiriş, enine doğrultuda ise her kat için çerçeve hesabı yapılmıştır. Kirişlerin boyutlandırılmasında, sistemde oluşan plastik mafsallar sonucu mekanizma durumu oluşmaması ve şekil değiştirmelerin, standartlarca belirli sınırlar içinde kalması esas alınmıştır. Kolonlarda ise, her iki eksen için burkulma kontrolü yapılmıştır. Yatay yükleri taşıyan düşey kafes sistemlerde, deprem ve rüzgar kuvvetleri çeşitli yük katsayıları ile çarpılarak düşey yükler ile süperpoze edilmiş ve en olumsuz sonuçları veren durum, hesaplarda gözönüne alınmıştır. Birinci bölümde giriş, ikinci bölümde çelik çözüm hesapları, üçüncü bölümde kompozit çözüm hesapları gösterilmiştir. Dördüncü bölümde ise her iki çözüm için kiriş, kolon ve diyagonallerin metrajı gösterilmiş ve metraj sonuçlarının karşılaştırması yapılmıştır. Karşılaştırmalar sonucunda kompozit taşıyıcı sistemli çözümün, çelik taşıyıcı sistemli çözüme nazaran kullanılan çelik malzeme açısından %21 oranında, taşıyıcı sistemde kullanılan tüm malzemeler ve işçilik dikkate alındığında ise %15-17 oranında ekonomi sağladığı görülmüştür. XXI
Özet (Çeviri)
In the design of composite columns, no slip condition has been accepted between concrete and steel up to failure mode. Only the bond prevents the slip phenomena in the composite columns. Bond at covered composite columns depends on the thickness of the concrete cover, reinforcements which have been placed in the concrete cover, amount of stirrup and longitudinal bars. It is required to place some connections to prevent shear at the covered composite columns if it bears load perpendicular to its axis. 08/1 i ti. ^ - 5 - ^ d“ ha c ı ba i c h' Fig. 3. Composite columns Buckling control tests were realized for both of the axes for the composite columns like in the case of the steel columns. HD and HE Arbed steel profiles and BS25 concrete were used in the composite columns. The thickness of the concrete cover was chosen as minimum 6,5 cm. A four hours fire resistance was anticipated at the project. The concrete cover was supported with four 014 bars which have been placed at the corners, and 15 cm spaced 08 stirrup have been placed around the 014 bars. In the design stage of the columns which are the elements of the vertical truss system, the pressure forces from the vertical and the horizontal loads were taken into consideration. The tensile forces which may be induced by the horizontal loads applied from the opposite direction will be handled only by the steel profile. The results of the steel and composite analysis of beams, columns and diagonals were compared. If only the steel profiles of the system are taken into account, the composite system supports a decrease in the weights of the elements at a rate of %30 in beams, %38 in columns and %27 in total, but an increase of %17 in the diagonals. When the stirrups and longitudinal bars are taken into consideration which have been used in the beams and columns the above mentioned rates decrease to %23 in beams, %30 in XXVITHE COMPARISON BETWEEN THE STEEL AND COMPOSITE ANALYSIS OF A MULTISTOREY BUILDING SUMMARY ? In Turkey, it is very common to use steel framework construction in industrial structures, but there is no application of steel construction in multistorey buildings. From the point of view of structure response to earthquakes, it is vital and rational to use steel structures. In these applications, due to the economical considerations at the construction stage, it is better to use reinforced concrete composite rather than pure steel framework systems. For the same reasons, it is advantagous to use plastic design method compared with the conventional computation methods. In order to use the effective strength of the concrete under heavy pressure stress, composite elements have been chosen in the framework systems. Composite elements are usually obtained by tying steel beams and reinforced concrete slab together to act as a unit in resisting loads. In the case of vertical load bearing elements, columns are generally covered with concrete but if it is manufactured as a hollow element it is generally filled with concrete in order to maximize its bearing capacity. The bending moment that has appeared on the composite beam is mainly resisted by the tensile force in the steel profile and compressive force in the concrete slab. In some caseSj the compressive force may be shared with the steel profile and concrete slab. Consequently, we may decrease the pressure stress on the steel profile or even get rid of it. In the plastic design method, concrete slabs are taken into account as a part of the structural framework. This can decrease the cross sectional areas which is more economical. Furthermore, this effect will increase the z moment arm of the force couple. U z (a) (b) Fig.1 (a) Steei beams (b) Composite beams XXllIn the design of composite columns, no slip condition has been accepted between concrete and steel up to failure mode. Only the bond prevents the slip phenomena in the composite columns. Bond at covered composite columns depends on the thickness of the concrete cover, reinforcements which have been placed in the concrete cover, amount of stirrup and longitudinal bars. It is required to place some connections to prevent shear at the covered composite columns if it bears load perpendicular to its axis. 08/1 i ti. ^ - 5 - ^ d”ha c ı ba i c h' Fig. 3. Composite columns Buckling control tests were realized for both of the axes for the composite columns like in the case of the steel columns. HD and HE Arbed steel profiles and BS25 concrete were used in the composite columns. The thickness of the concrete cover was chosen as minimum 6,5 cm. A four hours fire resistance was anticipated at the project. The concrete cover was supported with four 014 bars which have been placed at the corners, and 15 cm spaced 08 stirrup have been placed around the 014 bars. In the design stage of the columns which are the elements of the vertical truss system, the pressure forces from the vertical and the horizontal loads were taken into consideration. The tensile forces which may be induced by the horizontal loads applied from the opposite direction will be handled only by the steel profile. The results of the steel and composite analysis of beams, columns and diagonals were compared. If only the steel profiles of the system are taken into account, the composite system supports a decrease in the weights of the elements at a rate of %30 in beams, %38 in columns and %27 in total, but an increase of %17 in the diagonals. When the stirrups and longitudinal bars are taken into consideration which have been used in the beams and columns the above mentioned rates decrease to %23 in beams, %30 in XXVITHE COMPARISON BETWEEN THE STEEL AND COMPOSITE ANALYSIS OF A MULTISTOREY BUILDING SUMMARY ? In Turkey, it is very common to use steel framework construction in industrial structures, but there is no application of steel construction in multistorey buildings. From the point of view of structure response to earthquakes, it is vital and rational to use steel structures. In these applications, due to the economical considerations at the construction stage, it is better to use reinforced concrete composite rather than pure steel framework systems. For the same reasons, it is advantagous to use plastic design method compared with the conventional computation methods. In order to use the effective strength of the concrete under heavy pressure stress, composite elements have been chosen in the framework systems. Composite elements are usually obtained by tying steel beams and reinforced concrete slab together to act as a unit in resisting loads. In the case of vertical load bearing elements, columns are generally covered with concrete but if it is manufactured as a hollow element it is generally filled with concrete in order to maximize its bearing capacity. The bending moment that has appeared on the composite beam is mainly resisted by the tensile force in the steel profile and compressive force in the concrete slab. In some caseSj the compressive force may be shared with the steel profile and concrete slab. Consequently, we may decrease the pressure stress on the steel profile or even get rid of it. In the plastic design method, concrete slabs are taken into account as a part of the structural framework. This can decrease the cross sectional areas which is more economical. Furthermore, this effect will increase the z moment arm of the force couple. U z (a) (b) Fig.1 (a) Steei beams (b) Composite beams XXllIn the design of composite columns, no slip condition has been accepted between concrete and steel up to failure mode. Only the bond prevents the slip phenomena in the composite columns. Bond at covered composite columns depends on the thickness of the concrete cover, reinforcements which have been placed in the concrete cover, amount of stirrup and longitudinal bars. It is required to place some connections to prevent shear at the covered composite columns if it bears load perpendicular to its axis. 08/1 i ti. ^ - 5 - ^ d" ha c ı ba i c h' Fig. 3. Composite columns Buckling control tests were realized for both of the axes for the composite columns like in the case of the steel columns. HD and HE Arbed steel profiles and BS25 concrete were used in the composite columns. The thickness of the concrete cover was chosen as minimum 6,5 cm. A four hours fire resistance was anticipated at the project. The concrete cover was supported with four 014 bars which have been placed at the corners, and 15 cm spaced 08 stirrup have been placed around the 014 bars. In the design stage of the columns which are the elements of the vertical truss system, the pressure forces from the vertical and the horizontal loads were taken into consideration. The tensile forces which may be induced by the horizontal loads applied from the opposite direction will be handled only by the steel profile. The results of the steel and composite analysis of beams, columns and diagonals were compared. If only the steel profiles of the system are taken into account, the composite system supports a decrease in the weights of the elements at a rate of %30 in beams, %38 in columns and %27 in total, but an increase of %17 in the diagonals. When the stirrups and longitudinal bars are taken into consideration which have been used in the beams and columns the above mentioned rates decrease to %23 in beams, %30 in XXVITHE COMPARISON BETWEEN THE STEEL AND COMPOSITE ANALYSIS OF A MULTISTOREY BUILDING SUMMARY ? In Turkey, it is very common to use steel framework construction in industrial structures, but there is no application of steel construction in multistorey buildings. From the point of view of structure response to earthquakes, it is vital and rational to use steel structures. In these applications, due to the economical considerations at the construction stage, it is better to use reinforced concrete composite rather than pure steel framework systems. For the same reasons, it is advantagous to use plastic design method compared with the conventional computation methods. In order to use the effective strength of the concrete under heavy pressure stress, composite elements have been chosen in the framework systems. Composite elements are usually obtained by tying steel beams and reinforced concrete slab together to act as a unit in resisting loads. In the case of vertical load bearing elements, columns are generally covered with concrete but if it is manufactured as a hollow element it is generally filled with concrete in order to maximize its bearing capacity. The bending moment that has appeared on the composite beam is mainly resisted by the tensile force in the steel profile and compressive force in the concrete slab. In some caseSj the compressive force may be shared with the steel profile and concrete slab. Consequently, we may decrease the pressure stress on the steel profile or even get rid of it. In the plastic design method, concrete slabs are taken into account as a part of the structural framework. This can decrease the cross sectional areas which is more economical. Furthermore, this effect will increase the z moment arm of the force couple. U z (a) (b) Fig.1 (a) Steei beams (b) Composite beams XXll
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