Çok katlı betonarme bir yapının projelendirilmesi
Çok katlı betonarme bir yapının projelendirilmesi
Dosyalar
Tarih
1995
Yazarlar
Kınacı, Turan
Süreli Yayın başlığı
Süreli Yayın ISSN
Cilt Başlığı
Yayınevi
Fen Bilimleri Enstitüsü
Özet
Bu çalışmada çok katlı betonarme bir yapının statik ve betonarme hesaplan yatay ve düşey yükler altında yapılmıştır. Yapının statik hesaplan SAP90 (Yapı Analizi Programı ) bilgisayar programı kullanılarak yapılmıştır. Sap90 bilgisayar programının eğitim versiyonu kullanılmıştır. Bu versiyonun sınıflandırılmış olmasından dolayı yapının tümü tanımlanıp bir seferde çözümlenememiş, bunun yerine yapı, kısmalara ayrılıp bazı kabuller yapılarak çözülebilmiştir. Yapı, 6 normal kat ve 1 bodrum katından oluşmuş bir sistemdir. Yapının bodrum katının çevresi perde duvarları ile çevrilmiştir. Döşeme tipi kat yüksekliğinin sınırlı olmasından dolayı, kirişsiz döşeme olarak seçilmiştir. Döşeme çevresi boyunca, altına duvar gelen yerlere kenar kirişleri konmuştur. Döşeme kalınlığı 18 cm seçilmiştir. Normal kat yüksekliği 2.72 m dir. Düşey ve yatay yükler altmda yapılan hesaplarda TS 500' de belirtilen yük konbinezonlan yapılmış ve en elverişsiz durumlar dikkate alınmıştır. Yatay yük hesabında simetri dikkate alınarak yapının yansı için hesap yapılmıştır. Yapının temel kısmı için radye temel ön görülmüştür. Radye temelin statik hesabı döşemeye benzetilerek SAP 90 bilgisayar programı ile yapılmıştır.
The static and reinforced concrete calculation of a multi-storey building under vertical and horizontal loads are made as a master thesis. Software SAP90 (Stra crural Analysis Program) are used for the static calculations. The reinforced concrete design is made by using tables prepared to design all kinds of reinforced concrete structures. The building has six normal storeys and one basement storey. Basement is surrounded by shear wan. Building support system is composed of columns, shear walls, a core in which staircase is located and slabs without beams. Height of storeys are limited, so slab without beams is chosen. Slab thickness is chosen 18 cm. and height of normal storeys are 272cm. Slab is surroended by side beams in a lot of places in which there is wall. To check the software results, one axe is calculated by using equivalent frame method. When comparing the software results, and the calculat>on of equivalent frame method's results, it was seen that the results are close to eachother. The solution of slab is calculated by using SAP90's (Structural Analysis Program) shell data. Slab is divided in small pieces. Crossing points of slab elements called crucial nodes are numbered. Because the software is limited, normal storey's slab is divided into four parts. Because of symmetry, calculation is enough only for two parts. These two parts have symmetry according to X axis. Athough they do not have symmetry according to Y axis, it is assumed that they have. XI These two parts called Döşeme l and Döşeme2 are calculated. During these calculations, the follovving assumption are made while determining the border conditions of the slab. 1. The crucial points on the column and shear wall are restricted to displacements. 2. The other crucial points are not aflowed to dispkce in X and Y directions. 3. Along the axis dividing the skb's grid members do not rotate around its axis. 4. Side beams do not dispkce. Döşeme l and Döşeme2 calculations are made for vertical loads. in addition, the system should be calculated under horizontal loads. For this reason, the structure is defined totaly as a three dimensional frame which is composed of eguivalent beams which connects cohımns and shear walls. Because the softvvare limited, this calculation is made for half of the structure. Calculations results according to vertical and horizontal loads are superposed. Calculating of kteral loads; The building which is in the 4* degree earthquake area according to the TURKISH Earthquake code and the purpose of usage is as a residence and Hght wall material is used in the building walL First of ali, the total weight of the building is calcukted. W;=Gi+ n*Q; G: dead load, Q;: live load n is taken 0.3 because the purpose of usage is as a residance. W = Wi(The Weight Of Building) C : The coefficient of earthquake Co : The coefficient of earthquake zone K : The coefficient of structure type I: The coefficient of structure importance H: Height of building xii D : Building wide in earthquake forces direction N: Number of floors C = Co.K.S.1 S= (0.80 + T- T0) ^ To : Takes Fonn the table (3) T = 009xff T = (Q 07^Q IO)Î)!N \D Smaller of them is choosen as T Total lateral force : F=C.W F.Wt.ht Forces ınfluencing to each floor: K = ^ 2J^4 After determining Fi forces, these forces are influenced in two direction perpendicular to each other of the building. Reinforced concrete design of the building is made bu using the most unfavourable cross-section effect resulted from loads due to earthquake and vertical loads. Remforced concrete design of the beams in the building is done by the use of cross,section efifects of the beams at opening and support points and reasonable amount of bar determine from calculation is exceeded the minimum bar required whichis 12 mmAs=--.bw.d Jyd Xİİİ If the magnitude of the shear stresses of beams ata point are greater than the magnitude of Vcr = 0.65.Fcd.bw.d Reinforced cocncrete design of beams are made by taking shear forces into concideration. The minimum dimension of the rectangular cross-section of columns of the building design is 30 cm. The thickness of concrete cover against outside effects is chosen to be 2 cm. To increase vertical strength of columns horizantal bars are wrapped around vertical bars. Hook reinforcement bar used the condition below : $A>-r- and S>120v, 20cm (|>h : The diameter of shear bar (j^ : >The diameter of vertiacal bar S : Length between two shear bar Reinforced concrete design of the column carried out by using tables. Reinforced concrete design of shear walls in the building is made like design of columns and appropriate amount of bar is placed in shear walls. Reinforced concrete calculation of foundation looks like slab without beams by using SAP90 software. The foundation is divided into four parts. Because of symmetry, calculation is enough only for two parts. These two parts have symmetry according to X axis. Although they do not have symmetry according to Y axis, it is assumed that they have. These two parts called Radyel, Radye2 are calculated like slab without beams. After reinforced concrete cross-section calculations it was seen that the minimum bar ratio is enough.
The static and reinforced concrete calculation of a multi-storey building under vertical and horizontal loads are made as a master thesis. Software SAP90 (Stra crural Analysis Program) are used for the static calculations. The reinforced concrete design is made by using tables prepared to design all kinds of reinforced concrete structures. The building has six normal storeys and one basement storey. Basement is surrounded by shear wan. Building support system is composed of columns, shear walls, a core in which staircase is located and slabs without beams. Height of storeys are limited, so slab without beams is chosen. Slab thickness is chosen 18 cm. and height of normal storeys are 272cm. Slab is surroended by side beams in a lot of places in which there is wall. To check the software results, one axe is calculated by using equivalent frame method. When comparing the software results, and the calculat>on of equivalent frame method's results, it was seen that the results are close to eachother. The solution of slab is calculated by using SAP90's (Structural Analysis Program) shell data. Slab is divided in small pieces. Crossing points of slab elements called crucial nodes are numbered. Because the software is limited, normal storey's slab is divided into four parts. Because of symmetry, calculation is enough only for two parts. These two parts have symmetry according to X axis. Athough they do not have symmetry according to Y axis, it is assumed that they have. XI These two parts called Döşeme l and Döşeme2 are calculated. During these calculations, the follovving assumption are made while determining the border conditions of the slab. 1. The crucial points on the column and shear wall are restricted to displacements. 2. The other crucial points are not aflowed to dispkce in X and Y directions. 3. Along the axis dividing the skb's grid members do not rotate around its axis. 4. Side beams do not dispkce. Döşeme l and Döşeme2 calculations are made for vertical loads. in addition, the system should be calculated under horizontal loads. For this reason, the structure is defined totaly as a three dimensional frame which is composed of eguivalent beams which connects cohımns and shear walls. Because the softvvare limited, this calculation is made for half of the structure. Calculations results according to vertical and horizontal loads are superposed. Calculating of kteral loads; The building which is in the 4* degree earthquake area according to the TURKISH Earthquake code and the purpose of usage is as a residence and Hght wall material is used in the building walL First of ali, the total weight of the building is calcukted. W;=Gi+ n*Q; G: dead load, Q;: live load n is taken 0.3 because the purpose of usage is as a residance. W = Wi(The Weight Of Building) C : The coefficient of earthquake Co : The coefficient of earthquake zone K : The coefficient of structure type I: The coefficient of structure importance H: Height of building xii D : Building wide in earthquake forces direction N: Number of floors C = Co.K.S.1 S= (0.80 + T- T0) ^ To : Takes Fonn the table (3) T = 009xff T = (Q 07^Q IO)Î)!N \D Smaller of them is choosen as T Total lateral force : F=C.W F.Wt.ht Forces ınfluencing to each floor: K = ^ 2J^4 After determining Fi forces, these forces are influenced in two direction perpendicular to each other of the building. Reinforced concrete design of the building is made bu using the most unfavourable cross-section effect resulted from loads due to earthquake and vertical loads. Remforced concrete design of the beams in the building is done by the use of cross,section efifects of the beams at opening and support points and reasonable amount of bar determine from calculation is exceeded the minimum bar required whichis 12 mmAs=--.bw.d Jyd Xİİİ If the magnitude of the shear stresses of beams ata point are greater than the magnitude of Vcr = 0.65.Fcd.bw.d Reinforced cocncrete design of beams are made by taking shear forces into concideration. The minimum dimension of the rectangular cross-section of columns of the building design is 30 cm. The thickness of concrete cover against outside effects is chosen to be 2 cm. To increase vertical strength of columns horizantal bars are wrapped around vertical bars. Hook reinforcement bar used the condition below : $A>-r- and S>120v, 20cm (|>h : The diameter of shear bar (j^ : >The diameter of vertiacal bar S : Length between two shear bar Reinforced concrete design of the column carried out by using tables. Reinforced concrete design of shear walls in the building is made like design of columns and appropriate amount of bar is placed in shear walls. Reinforced concrete calculation of foundation looks like slab without beams by using SAP90 software. The foundation is divided into four parts. Because of symmetry, calculation is enough only for two parts. These two parts have symmetry according to X axis. Although they do not have symmetry according to Y axis, it is assumed that they have. These two parts called Radyel, Radye2 are calculated like slab without beams. After reinforced concrete cross-section calculations it was seen that the minimum bar ratio is enough.
Açıklama
Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 1995
Anahtar kelimeler
Betonarme,
Projelendirme,
Yüksek yapılar,
Reinforced concrete,
Projecting,
High structures