Bazı düzensizlikler içeren büyük yapı sistemlerinin yatay yüklere göre hesabı için bir yöntem
Başlık çevirisi mevcut değil.
- Tez No: 55703
- Danışmanlar: PROF.DR. H. FARUK KARADOĞAN
- Tez Türü: Doktora
- 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: 146
Özet
Özet yok.
Özet (Çeviri)
The method presented is utilized to compose the results of the individual analyses of two dimensional substructures which can also be executed by different computers with parallel processor as well. The proposed method is a versatile tool for the lateral load analysis of three dimensional framed structures with several kinds of irregularities. Among those irregularities, the inplane deformations of slabs with or without big openings and any kind of cross-sectional variations can be stated. The number of unknowns is not increased by this method. All the irregularities associated with element are taken into account on the element level preparatory works referring to a unified single algorithm. Utilizing that algorithm, it has been proven that tapered beams partially or fully in contact with soil can be handled according to the first and second order theories. All the numerical examples indicate a good convergency rate which is achieved both in the element and system level on the iterations for any kind of non-linearity. XXViii- Openings in the slabs and / or in the shear walls can be considered easily. Sometimes their effects on the overall structural behavior and on the fields of internal forces are not negligible. The achieved accuracy by means of the proposed procedure is very high. The well known computer program SAP90 has been used for having reliable comparisons. iv- All kinds of irregularities on the element level are satisfactorily taken into account by means of the proposed algorithm based on conjugate beam theorem. Very few iterations are needed to achieve a reasonable accuracy. From engineering point of view, if the intervals are chosen as / meter then a relative accuracy at the order of 1E-3 approximately can be obtained and if the intervals reduced to 1/4 th of it then the relative accuracy rises up to 1E-7 approximately. Shortly it can be specified that the required accuracy is not strongly dependent on the number of section and interval. The algorithm is a stable procedure as well even though the successive iteration procedure performed is very close to the stability load of the element or when it is nearby the resonance frequencies. But it has to be noticed that in several cases such as the elements supported by elastic soil media have the characteristic length of yl = 2.3, the number of iterations necessary for a specified accuracy becomes very high. This case occurs in the regions where discontinuities are expected. The easiest way of overcoming this difficulty, is to divide the element to independent elements. v- Boundary non-linearity can easily be taken into account setting up an successive iterative procedure. Specified accuracy is obtained after 3-4 iterations. vi- Distributed plastic deformations are easily taken into account in the supposed algorithm. A relative accuracy at the order of 1E-5 in the element level can be achieved after 6-7 successive iterations at a certain load level which is even very close to the collapse load parameter of the structure. vii- As it is expected, ultimate load capacities determined according to the assumptions that plastic deformations are distributed or accumulated are very close to each other in the case of steel structures. The structure has collapsed due to excessive displacements and reducing rigidities in a high load level. viii- Plastic deformations are getting more distributed as it is achieved in the case of laterally loaded reinforced concrete pile or short column with single curvature. viv- The non-linearity due to geometrical changes is also taken into account in the analysis of the pile. The pile has been collapsed by rupturing in a section before buckling load parameter. w- The non-linear behavior of soil and the group effect among the piles in a pile group are also taken into consideration by proposed algorithm. After having had all the explanations above, one can easily conclude that the following contributions to the present knowledge have been done by this research work: xxivThe method presented is utilized to compose the results of the individual analyses of two dimensional substructures which can also be executed by different computers with parallel processor as well. The proposed method is a versatile tool for the lateral load analysis of three dimensional framed structures with several kinds of irregularities. Among those irregularities, the inplane deformations of slabs with or without big openings and any kind of cross-sectional variations can be stated. The number of unknowns is not increased by this method. All the irregularities associated with element are taken into account on the element level preparatory works referring to a unified single algorithm. Utilizing that algorithm, it has been proven that tapered beams partially or fully in contact with soil can be handled according to the first and second order theories. All the numerical examples indicate a good convergency rate which is achieved both in the element and system level on the iterations for any kind of non-linearity. XXViii- Openings in the slabs and / or in the shear walls can be considered easily. Sometimes their effects on the overall structural behavior and on the fields of internal forces are not negligible. The achieved accuracy by means of the proposed procedure is very high. The well known computer program SAP90 has been used for having reliable comparisons. iv- All kinds of irregularities on the element level are satisfactorily taken into account by means of the proposed algorithm based on conjugate beam theorem. Very few iterations are needed to achieve a reasonable accuracy. From engineering point of view, if the intervals are chosen as / meter then a relative accuracy at the order of 1E-3 approximately can be obtained and if the intervals reduced to 1/4 th of it then the relative accuracy rises up to 1E-7 approximately. Shortly it can be specified that the required accuracy is not strongly dependent on the number of section and interval. The algorithm is a stable procedure as well even though the successive iteration procedure performed is very close to the stability load of the element or when it is nearby the resonance frequencies. But it has to be noticed that in several cases such as the elements supported by elastic soil media have the characteristic length of yl = 2.3, the number of iterations necessary for a specified accuracy becomes very high. This case occurs in the regions where discontinuities are expected. The easiest way of overcoming this difficulty, is to divide the element to independent elements. v- Boundary non-linearity can easily be taken into account setting up an successive iterative procedure. Specified accuracy is obtained after 3-4 iterations. vi- Distributed plastic deformations are easily taken into account in the supposed algorithm. A relative accuracy at the order of 1E-5 in the element level can be achieved after 6-7 successive iterations at a certain load level which is even very close to the collapse load parameter of the structure. vii- As it is expected, ultimate load capacities determined according to the assumptions that plastic deformations are distributed or accumulated are very close to each other in the case of steel structures. The structure has collapsed due to excessive displacements and reducing rigidities in a high load level. viii- Plastic deformations are getting more distributed as it is achieved in the case of laterally loaded reinforced concrete pile or short column with single curvature. viv- The non-linearity due to geometrical changes is also taken into account in the analysis of the pile. The pile has been collapsed by rupturing in a section before buckling load parameter. w- The non-linear behavior of soil and the group effect among the piles in a pile group are also taken into consideration by proposed algorithm. After having had all the explanations above, one can easily conclude that the following contributions to the present knowledge have been done by this research work: xxivThe method presented is utilized to compose the results of the individual analyses of two dimensional substructures which can also be executed by different computers with parallel processor as well. The proposed method is a versatile tool for the lateral load analysis of three dimensional framed structures with several kinds of irregularities. Among those irregularities, the inplane deformations of slabs with or without big openings and any kind of cross-sectional variations can be stated. The number of unknowns is not increased by this method. All the irregularities associated with element are taken into account on the element level preparatory works referring to a unified single algorithm. Utilizing that algorithm, it has been proven that tapered beams partially or fully in contact with soil can be handled according to the first and second order theories. All the numerical examples indicate a good convergency rate which is achieved both in the element and system level on the iterations for any kind of non-linearity. XXViii- Openings in the slabs and / or in the shear walls can be considered easily. Sometimes their effects on the overall structural behavior and on the fields of internal forces are not negligible. The achieved accuracy by means of the proposed procedure is very high. The well known computer program SAP90 has been used for having reliable comparisons. iv- All kinds of irregularities on the element level are satisfactorily taken into account by means of the proposed algorithm based on conjugate beam theorem. Very few iterations are needed to achieve a reasonable accuracy. From engineering point of view, if the intervals are chosen as / meter then a relative accuracy at the order of 1E-3 approximately can be obtained and if the intervals reduced to 1/4 th of it then the relative accuracy rises up to 1E-7 approximately. Shortly it can be specified that the required accuracy is not strongly dependent on the number of section and interval. The algorithm is a stable procedure as well even though the successive iteration procedure performed is very close to the stability load of the element or when it is nearby the resonance frequencies. But it has to be noticed that in several cases such as the elements supported by elastic soil media have the characteristic length of yl = 2.3, the number of iterations necessary for a specified accuracy becomes very high. This case occurs in the regions where discontinuities are expected. The easiest way of overcoming this difficulty, is to divide the element to independent elements. v- Boundary non-linearity can easily be taken into account setting up an successive iterative procedure. Specified accuracy is obtained after 3-4 iterations. vi- Distributed plastic deformations are easily taken into account in the supposed algorithm. A relative accuracy at the order of 1E-5 in the element level can be achieved after 6-7 successive iterations at a certain load level which is even very close to the collapse load parameter of the structure. vii- As it is expected, ultimate load capacities determined according to the assumptions that plastic deformations are distributed or accumulated are very close to each other in the case of steel structures. The structure has collapsed due to excessive displacements and reducing rigidities in a high load level. viii- Plastic deformations are getting more distributed as it is achieved in the case of laterally loaded reinforced concrete pile or short column with single curvature. viv- The non-linearity due to geometrical changes is also taken into account in the analysis of the pile. The pile has been collapsed by rupturing in a section before buckling load parameter. w- The non-linear behavior of soil and the group effect among the piles in a pile group are also taken into consideration by proposed algorithm. After having had all the explanations above, one can easily conclude that the following contributions to the present knowledge have been done by this research work: xxivThe method presented is utilized to compose the results of the individual analyses of two dimensional substructures which can also be executed by different computers with parallel processor as well. The proposed method is a versatile tool for the lateral load analysis of three dimensional framed structures with several kinds of irregularities. Among those irregularities, the inplane deformations of slabs with or without big openings and any kind of cross-sectional variations can be stated. The number of unknowns is not increased by this method. All the irregularities associated with element are taken into account on the element level preparatory works referring to a unified single algorithm. Utilizing that algorithm, it has been proven that tapered beams partially or fully in contact with soil can be handled according to the first and second order theories. All the numerical examples indicate a good convergency rate which is achieved both in the element and system level on the iterations for any kind of non-linearity. XXV
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