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Çok katlı betonarme bir binanın projelendirilmesi

Çok katlı betonarme bir binanın projelendirilmesi

##### Dosyalar

##### Tarih

1995

##### Yazarlar

Turan, Hıdır

##### Süreli Yayın başlığı

##### Süreli Yayın ISSN

##### Cilt Başlığı

##### Yayınevi

Fen Bilimleri Enstitüsü

##### Özet

The real lateral forces acting on the building were calculating by the formula: Fi = C*W*(Wi*hi) / (ZWi*hi) W is the total weight of the building, Wi is the weight of the i. storey- Afterwords the same calculations was repeated and the real moment and shear force diagrammes were obtained for fictitious system. The columns' s down, up end moments were found by MUTO method's formulaes depend on yj values. In the column-beam connections these moments were distributed respect to beams ' s rigidities. At the fifth chapter the beams were disigned. At the first step the statxc calculations of the beams under vertical loads were made by cross method for various inconvenient loading positions and the most inconvenient effects were found;at the second step the vertical effects were superimposed with lateral ones. At the third step the reinforced concrete calculations were made by help of [6] and [7]. For some of tie beams the redistribution of the beams were made according to Reference [4] At the sixth chapter the columns and shear walls were designed. At the first step the lateral and vertical effects were superimposed, then reinforced concrete calculations of columns and shear walls were done according to reference [6]. At the seventh step the foundation were designed. The system of foundation was chosen as general mat footing with beams. Then the ground tension was controlled not to exceed the limit stress of the ground under vertical normal forces.

İn this study as a master thesis a Reinforced concrete shear wall-frame system corıstructiotı was designed. The construction is located in the first degree Earthquake area, so the carrier systeuı was chosen considering the effect of lateral loads. The construction was imagined to be located in the first degree eartquake. Ali the conditions in Reference [1] were considered in ali steps of the calculations. Ali reinforced concrete calculations are according to code of TS 500 based on ultimate load design, the statik calculations of the construction was made by accepting the material as a linear elastic material. in other words, the static calculations of the construction was made by accep-ting the stresses do not exceed the linear limit of the material under service loads and during the medıum size eartquakes. At the first chapter the floor system as a slab with beams on the edges was designed. At the first step load analysis was made respect to Reference [3]. The loads effected on floors were calculated taking itıtc sccount th.e weight of floors (dead loads) and (l ive loads). This loads were transformated into band loads of two directions. The static calculations of the floors was made respect to approximate method specifying in reference [4]. in this method moraents of rectangular plates (supported at four edges with beams) is determined by the help of alpha coefficients given in the table depend on the condition of the edges. in chapter four the critic cross section effects due to lateral eartquake forces were calculated using half dynamic method. By means of this method the special period of the building was calculated. This methods is an approximate methods for analysis of structurs composed of walls with oppenings and frames.In this raethod the portions beetween the oppenings are replaced by fictions frames so the structure is converted into a system composed of frames and rigid walls which can be analied by the force method. in this force method are obtained through the solution of a tri-diagonal system of simultaneous equations. The mımber of unknowns are equal to the number of storeys. in this method unknowns are 16. The deformations, displacements and internal forces under effect of lateral loads.,' were obtained by half- dynamic method specified in Reference [5]. in this method it was accepted that the system is made of linear elastic material and the masses vere concentrated at certain points called nodes at the middle of every storey. At first step the lateral loads effecting on. each storey at the level of the floors were determined by accepting the C= l, then the fluxural rigidities of columns and beams were calculated and given in tables. After determination of fluxural rigidities the carrier system were seperated into axes at X and Y directions. XIV The columns's rigidities were determined by MUTO raethod, by formulaes (depending on the posıtion of the frames) for ıntermedıate and fırst storıes. The columns's rijidities in every storey were given in the tables as YJ) ^ values. The continuity equations coefficients were abtained by Fİ and fi, where Fİ is equal to the divide of öne by the sum of columns and fictive frames's rigidities at "i"th storey. After writing the continuity eguations in every storey the Xj unknovras were found out by solving the tri-diagonal system of simultaneous equations. By help of Xj values total sheer forces effect on every storey were determined, shown in the tables as Y.'1'values The relative and total displacements of every storey were obtained by dividing total shear forces by total rigidities of every storey. The special angular frequancy of the building for the first ordinary mode was found by wı2 = £q*d i /5nuı*d ı2 formulae The special cycle for the first ordinary mode was found by T = 2*pi/w S = l/[0.8+T-To], then the earthguake coeff icient c was calculate as; C=Q*K*S*I U is the ground period; C0 is the earthguake area coefficient; K is the structure type coefficient and I is the structure importance coeff iç ient. XV The real lateral forces acting on the building were calculating by the formula: Fi = C*W*(Wi*hi) / (ZWi*hi) W is the total weight of the building, Wi is the weight of the i. storey- Afterwords the same calculations was repeated and the real moment and shear force diagrammes were obtained for fictitious system. The columns' s down, up end moments were found by MUTO method's formulaes depend on yj values. In the column-beam connections these moments were distributed respect to beams ' s rigidities. At the fifth chapter the beams were disigned. At the first step the statxc calculations of the beams under vertical loads were made by cross method for various inconvenient loading positions and the most inconvenient effects were found;at the second step the vertical effects were superimposed with lateral ones. At the third step the reinforced concrete calculations were made by help of [6] and [7]. For some of tie beams the redistribution of the beams were made according to Reference [4] At the sixth chapter the columns and shear walls were designed. At the first step the lateral and vertical effects were superimposed, then reinforced concrete calculations of columns and shear walls were done according to reference [6]. At the seventh step the foundation were designed. The system of foundation was chosen as general mat footing with beams. Then the ground tension was controlled not to exceed the limit stress of the ground under vertical normal forces. XVI The static calculations of the foundations plates was performed by considering them as floor plates. The beams of the general mat were statically calculated by concidering them as floor beams. In this calculation the general mat foundations was considered rigid. At the eighth chapter the ladder were designed as a plate system ladder. The static and reinforced of these parts were given. concrete calculations

İn this study as a master thesis a Reinforced concrete shear wall-frame system corıstructiotı was designed. The construction is located in the first degree Earthquake area, so the carrier systeuı was chosen considering the effect of lateral loads. The construction was imagined to be located in the first degree eartquake. Ali the conditions in Reference [1] were considered in ali steps of the calculations. Ali reinforced concrete calculations are according to code of TS 500 based on ultimate load design, the statik calculations of the construction was made by accepting the material as a linear elastic material. in other words, the static calculations of the construction was made by accep-ting the stresses do not exceed the linear limit of the material under service loads and during the medıum size eartquakes. At the first chapter the floor system as a slab with beams on the edges was designed. At the first step load analysis was made respect to Reference [3]. The loads effected on floors were calculated taking itıtc sccount th.e weight of floors (dead loads) and (l ive loads). This loads were transformated into band loads of two directions. The static calculations of the floors was made respect to approximate method specifying in reference [4]. in this method moraents of rectangular plates (supported at four edges with beams) is determined by the help of alpha coefficients given in the table depend on the condition of the edges. in chapter four the critic cross section effects due to lateral eartquake forces were calculated using half dynamic method. By means of this method the special period of the building was calculated. This methods is an approximate methods for analysis of structurs composed of walls with oppenings and frames.In this raethod the portions beetween the oppenings are replaced by fictions frames so the structure is converted into a system composed of frames and rigid walls which can be analied by the force method. in this force method are obtained through the solution of a tri-diagonal system of simultaneous equations. The mımber of unknowns are equal to the number of storeys. in this method unknowns are 16. The deformations, displacements and internal forces under effect of lateral loads.,' were obtained by half- dynamic method specified in Reference [5]. in this method it was accepted that the system is made of linear elastic material and the masses vere concentrated at certain points called nodes at the middle of every storey. At first step the lateral loads effecting on. each storey at the level of the floors were determined by accepting the C= l, then the fluxural rigidities of columns and beams were calculated and given in tables. After determination of fluxural rigidities the carrier system were seperated into axes at X and Y directions. XIV The columns's rigidities were determined by MUTO raethod, by formulaes (depending on the posıtion of the frames) for ıntermedıate and fırst storıes. The columns's rijidities in every storey were given in the tables as YJ) ^ values. The continuity equations coefficients were abtained by Fİ and fi, where Fİ is equal to the divide of öne by the sum of columns and fictive frames's rigidities at "i"th storey. After writing the continuity eguations in every storey the Xj unknovras were found out by solving the tri-diagonal system of simultaneous equations. By help of Xj values total sheer forces effect on every storey were determined, shown in the tables as Y.'1'values The relative and total displacements of every storey were obtained by dividing total shear forces by total rigidities of every storey. The special angular frequancy of the building for the first ordinary mode was found by wı2 = £q*d i /5nuı*d ı2 formulae The special cycle for the first ordinary mode was found by T = 2*pi/w S = l/[0.8+T-To], then the earthguake coeff icient c was calculate as; C=Q*K*S*I U is the ground period; C0 is the earthguake area coefficient; K is the structure type coefficient and I is the structure importance coeff iç ient. XV The real lateral forces acting on the building were calculating by the formula: Fi = C*W*(Wi*hi) / (ZWi*hi) W is the total weight of the building, Wi is the weight of the i. storey- Afterwords the same calculations was repeated and the real moment and shear force diagrammes were obtained for fictitious system. The columns' s down, up end moments were found by MUTO method's formulaes depend on yj values. In the column-beam connections these moments were distributed respect to beams ' s rigidities. At the fifth chapter the beams were disigned. At the first step the statxc calculations of the beams under vertical loads were made by cross method for various inconvenient loading positions and the most inconvenient effects were found;at the second step the vertical effects were superimposed with lateral ones. At the third step the reinforced concrete calculations were made by help of [6] and [7]. For some of tie beams the redistribution of the beams were made according to Reference [4] At the sixth chapter the columns and shear walls were designed. At the first step the lateral and vertical effects were superimposed, then reinforced concrete calculations of columns and shear walls were done according to reference [6]. At the seventh step the foundation were designed. The system of foundation was chosen as general mat footing with beams. Then the ground tension was controlled not to exceed the limit stress of the ground under vertical normal forces. XVI The static calculations of the foundations plates was performed by considering them as floor plates. The beams of the general mat were statically calculated by concidering them as floor beams. In this calculation the general mat foundations was considered rigid. At the eighth chapter the ladder were designed as a plate system ladder. The static and reinforced of these parts were given. concrete calculations

##### Açıklama

Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 1995

##### Anahtar kelimeler

Betonarme binalar,
Projelendirme,
Yüksek yapılar,
Reinforced concrete buildings,
Projecting,
High structures