Kazıklı temeller ve kazıklı temellerin bilgisayar programları ile hesabı
Pile foundation and solutions of pile foundations by computer prorammes
- Tez No: 39338
- Danışmanlar: Y.DOÇ.DR. M. TUĞRUL ÖZKAN
- Tez Türü: Yüksek Lisans
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1993
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 223
Özet
b) Group-oction can also be neglected for piles driven in to clay. c) Group-oction will not be considered for piles drivon into stiff clay underlying a shoft lo yer. Pile foundations may also cause settlements and a seff- lement anlysis of a pile foundation should be made if soil conditions reqvire. The of ter important things about the pile groups is thatp pile cap desing. In general, pile caps are supposted by notless than three piles in order to maintain stability. The piles are em bedded in the pile cap an amount usually specified in the co des. Embedment is at least 150 mm in the cap and the main rein forcing bars are placed at a clear distance of 75 mm aboue the pile cut-off elevation. This means that the effec tive deptti af a pile cap is generally about 250 mm less th-im the total thickness of the pile cap. The edec distance of the exterior piles are also speci fied in the codes, and it is generally reguired that the exterior piles should have at least soomm distance from the edge of concrete for relatively small diameter piles. Also, in the sixth part results of an exensive series of computations for group settlement and deflection ratios for both a homegenous soil moss and a Gibson. Soil, are presen ted. To reduce the volume of results, attention has been ge nerally conflicted to piles that are either pinned to the pile cap (, no moment developed at pile heads ) or that are fixed in to a massive cap so that the pile headscan be consi dered as fixed ( no rotation ). For these condition, the group settlement, lateral deflection, and rotation can be simply real ted to the response of a single pile. If the center of a pile top is 150 mm or more outside the section were the diagonal shear stress is to be checked» the entire reaction of the pile should be assumed effective in producing shear on the section. The reaction from any pile located 150 mm or more inside the section, probaly contributes very little to the shear. Hence, the reaction moy be considered as zero. For indermedi- afce positions, a stroigth-1 ine interpolation is comml used. XI
Özet (Çeviri)
ÖZET Kasıklar en genel anlamıyla üzerindeki yapının yüklerini daha derinlerdeki taşıma gücü daha yüksek olan zemin veya kaya tabakasına aktarmak için kullanılan; ince, usun yapı elemanlarıdır. Kasıklar ayrıca; şevlerin sağlamlaştırılmasında kaldırma kuvvetler inin -ve yatay zemin etkilerinin karşılanmasında limanlar ve köprü ayakları gibi su içinde yapılan yapılarda ve polplanş perde yapımında da kullanılmaktadır- Kazıklar ve kazıklı temeller hakkında bilgiler ile- kazıklı temellerin hesabı için yapılmış bilgisayar programların incelendiği bu tez, yedi ana bölümden oluşmaktadır Birinci Bölümde; tezin kapsamı ve amaci verilmiştir- ikinci ve üçüncü bolümde; kazık çeşitleri ve bunların incelenmesi ile kazik tipinin seçimine ait bilgiler verilmiştir- Dördüncü bölümde; kazıklı temellerin yatay yük altındaki davranışları incelenmiştir- Beşinci bölümde; kazıklı temellerin düşey yükleme haline ait bilgiler mevcuttur. Altıncı bolümde; kazıklı temeller, grup kazık olarak incelenmiş kazıkların grup içindeki davranışları ele al inmiştir. Yedinci bölümde; Matris metodu < sonlu elemenler ) kullanılarak hazırlanmış yatay yüklü, düşey yüklü kazık ve grup kazık programları ile ilgili açıklamalar verilmiştir- Ekler bölümünde; Bilgisayar programları ve çıktıları ile sayısal uygulamalar verilmiştir. VIIb) Group-oction can also be neglected for piles driven in to clay. c) Group-oction will not be considered for piles drivon into stiff clay underlying a shoft lo yer. Pile foundations may also cause settlements and a seff- lement anlysis of a pile foundation should be made if soil conditions reqvire. The of ter important things about the pile groups is thatp pile cap desing. In general, pile caps are supposted by notless than three piles in order to maintain stability. The piles are em bedded in the pile cap an amount usually specified in the co des. Embedment is at least 150 mm in the cap and the main rein forcing bars are placed at a clear distance of 75 mm aboue the pile cut-off elevation. This means that the effec tive deptti af a pile cap is generally about 250 mm less th-im the total thickness of the pile cap. The edec distance of the exterior piles are also speci fied in the codes, and it is generally reguired that the exterior piles should have at least soomm distance from the edge of concrete for relatively small diameter piles. Also, in the sixth part results of an exensive series of computations for group settlement and deflection ratios for both a homegenous soil moss and a Gibson. Soil, are presen ted. To reduce the volume of results, attention has been ge nerally conflicted to piles that are either pinned to the pile cap (, no moment developed at pile heads ) or that are fixed in to a massive cap so that the pile headscan be consi dered as fixed ( no rotation ). For these condition, the group settlement, lateral deflection, and rotation can be simply real ted to the response of a single pile. If the center of a pile top is 150 mm or more outside the section were the diagonal shear stress is to be checked» the entire reaction of the pile should be assumed effective in producing shear on the section. The reaction from any pile located 150 mm or more inside the section, probaly contributes very little to the shear. Hence, the reaction moy be considered as zero. For indermedi- afce positions, a stroigth-1 ine interpolation is comml used. XIÖZET Kasıklar en genel anlamıyla üzerindeki yapının yüklerini daha derinlerdeki taşıma gücü daha yüksek olan zemin veya kaya tabakasına aktarmak için kullanılan; ince, usun yapı elemanlarıdır. Kasıklar ayrıca; şevlerin sağlamlaştırılmasında kaldırma kuvvetler inin -ve yatay zemin etkilerinin karşılanmasında limanlar ve köprü ayakları gibi su içinde yapılan yapılarda ve polplanş perde yapımında da kullanılmaktadır- Kazıklar ve kazıklı temeller hakkında bilgiler ile- kazıklı temellerin hesabı için yapılmış bilgisayar programların incelendiği bu tez, yedi ana bölümden oluşmaktadır Birinci Bölümde; tezin kapsamı ve amaci verilmiştir- ikinci ve üçüncü bolümde; kazık çeşitleri ve bunların incelenmesi ile kazik tipinin seçimine ait bilgiler verilmiştir- Dördüncü bölümde; kazıklı temellerin yatay yük altındaki davranışları incelenmiştir- Beşinci bölümde; kazıklı temellerin düşey yükleme haline ait bilgiler mevcuttur. Altıncı bolümde; kazıklı temeller, grup kazık olarak incelenmiş kazıkların grup içindeki davranışları ele al inmiştir. Yedinci bölümde; Matris metodu < sonlu elemenler ) kullanılarak hazırlanmış yatay yüklü, düşey yüklü kazık ve grup kazık programları ile ilgili açıklamalar verilmiştir- Ekler bölümünde; Bilgisayar programları ve çıktıları ile sayısal uygulamalar verilmiştir. VIIb) Group-oction can also be neglected for piles driven in to clay. c) Group-oction will not be considered for piles drivon into stiff clay underlying a shoft lo yer. Pile foundations may also cause settlements and a seff- lement anlysis of a pile foundation should be made if soil conditions reqvire. The of ter important things about the pile groups is thatp pile cap desing. In general, pile caps are supposted by notless than three piles in order to maintain stability. The piles are em bedded in the pile cap an amount usually specified in the co des. Embedment is at least 150 mm in the cap and the main rein forcing bars are placed at a clear distance of 75 mm aboue the pile cut-off elevation. This means that the effec tive deptti af a pile cap is generally about 250 mm less th-im the total thickness of the pile cap. The edec distance of the exterior piles are also speci fied in the codes, and it is generally reguired that the exterior piles should have at least soomm distance from the edge of concrete for relatively small diameter piles. Also, in the sixth part results of an exensive series of computations for group settlement and deflection ratios for both a homegenous soil moss and a Gibson. Soil, are presen ted. To reduce the volume of results, attention has been ge nerally conflicted to piles that are either pinned to the pile cap (, no moment developed at pile heads ) or that are fixed in to a massive cap so that the pile headscan be consi dered as fixed ( no rotation ). For these condition, the group settlement, lateral deflection, and rotation can be simply real ted to the response of a single pile. If the center of a pile top is 150 mm or more outside the section were the diagonal shear stress is to be checked» the entire reaction of the pile should be assumed effective in producing shear on the section. The reaction from any pile located 150 mm or more inside the section, probaly contributes very little to the shear. Hence, the reaction moy be considered as zero. For indermedi- afce positions, a stroigth-1 ine interpolation is comml used. XIb) Group-oction can also be neglected for piles driven in to clay. c) Group-oction will not be considered for piles drivon into stiff clay underlying a shoft lo yer. Pile foundations may also cause settlements and a seff- lement anlysis of a pile foundation should be made if soil conditions reqvire. The of ter important things about the pile groups is thatp pile cap desing. In general, pile caps are supposted by notless than three piles in order to maintain stability. The piles are em bedded in the pile cap an amount usually specified in the co des. Embedment is at least 150 mm in the cap and the main rein forcing bars are placed at a clear distance of 75 mm aboue the pile cut-off elevation. This means that the effec tive deptti af a pile cap is generally about 250 mm less th-im the total thickness of the pile cap. The edec distance of the exterior piles are also speci fied in the codes, and it is generally reguired that the exterior piles should have at least soomm distance from the edge of concrete for relatively small diameter piles. Also, in the sixth part results of an exensive series of computations for group settlement and deflection ratios for both a homegenous soil moss and a Gibson. Soil, are presen ted. To reduce the volume of results, attention has been ge nerally conflicted to piles that are either pinned to the pile cap (, no moment developed at pile heads ) or that are fixed in to a massive cap so that the pile headscan be consi dered as fixed ( no rotation ). For these condition, the group settlement, lateral deflection, and rotation can be simply real ted to the response of a single pile. If the center of a pile top is 150 mm or more outside the section were the diagonal shear stress is to be checked» the entire reaction of the pile should be assumed effective in producing shear on the section. The reaction from any pile located 150 mm or more inside the section, probaly contributes very little to the shear. Hence, the reaction moy be considered as zero. For indermedi- afce positions, a stroigth-1 ine interpolation is comml used. XIIt is not necassary that pile tops be at equal elevation in other words, X,Y,Z, coordinates any read for each piles may be o-F unequal length. A-fter solutions this programme, the vertical loaded pile programme should be run again todesign the piles. XIII
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