Düşey ve yanal yüklü kazıkların analizi ve bilgisayar programı ile desteklenmesi
Başlık çevirisi mevcut değil.
- Tez No: 55976
- Danışmanlar: DOÇ.DR. TUĞRUL ÖZKAN
- 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: 85
Özet
ÖZET Zeminin sığ temel uygulamasına izin vermediği, başka bir deyişle zeminin gevşek ve mukavemetsiz olduğu durumlarda üst yapıdan gelen yükleri sağlam, taşıyıcı zemin tabakalarına ulaştırmak için kullanılan yapı elemanlarına kazıklar ve kazıklarla dizayn edilen temel sistemi de kazıklı temel olarak tanımlanır. Bu çalışmada kazıkların düşey ve yanal yükler altında hesap yöntemleri incelenmiş ve bu yöntemler kullanılarak bir bilgisayar programı hazırlanmıştır. Bu çalışma aşağıda sıralandığı gibi dört ana bölümde yapılmıştır:. Kazık tipleri ve kazık seçimi incelenmiştir.. Düşey yükler altında kazığın analizi ve hesap yöntemleri incelenmiştir. Yanal yükler altında kazığın analizi ve hesap yöntemleri incelenmiştir. Kazıkların düşey yükler altındaki taşıma güçlerini ve yanal yükler altında davranışlarını inceleyen bir bilgisayar programının hazırlanması ve tanıtılması Ekler bölümünde de bilgisayar programına ait çıktılar ile sayısal örneklere yer verilmiştir. Kazıklı temellerin maliyeti sığ temel maliyetinin oldukça üzerinde olduğu için kazık seçimi ve imal analizinin çok iyi planlanıp yapılması gerekir. Bunun için çeşitli hesap yöntemlerinden ve tecrübelerden faydalanılmalıdır.
Özet (Çeviri)
ANALYSIS OF PILES UNDER VERTICAL AND LATERAL LOAD AND SUPPORTING THEM WITH A COMPUTER PROGRAM SUMMARY In this thesis, single piles were considered in four chapters as follows: Chapter 1 : Introduction Chapter 2 : Types and Selection of Piles Chapter 3 : Analysis of Piles Under Vertical Loads Chapter 4 : Analysis of Piles Under Lateral Loads Chapter 5 : A Computer Program for Finding Bearing Capacities of Piles and Their Behavior Under Lateral Loads Piles and pile foundations have been used since prehistoric times. The first inhabitants of Switzerland used wooden piles to erect their homes on them in lakes. As a second example Venice was built on timber piles in the Po River Delta. It is possible to enlarge these examples. Today the piles and pile foundations give us the chance to build on areas where the soil conditions are not suitable for shallow foundations. The fundamental principle expected from any kind of foundation is that when the loads from the superstructure is being transmitted, there should be no failure in the soil and the settlements should be in tolerable limits. If the soil under a shallow foundation is not suitable, then the designer should think about piled foundation. From this, piles can be defined as the structural members which are used for transmitting the loads from superstructure, to the lower levels in the soil mass where the soil is capable of carrying the loads. If the piles transmit these loads to the stiff stratums by the friction forces, using the perimeter of the pile along the pile shaft, are called friction piles. If the piles transmit the loads only through their tip, then they are called end-bearing piles. Many times the piles are a combination of friction piles and end-bearing piles. Piles are commonly used, as follows: 1. To transmit the vertical and horizontal loads to firm layers of soil. 2. To support tower foundations, to prevent uplift where there is water. 3. To stiffen the loose - soil mass. 4. Under machinery foundations. 5. Foundations of off-shore platforms. 6. Under bridge abutments to prevent scouring. MPiles are divided into groups, according to their material, fabrication method, installation method, amount of displacement they cause during installation, and the way they transfer the load. Since there is no single group which covers all the groups, in this thesis the piles are divided into 4 groups as follows: 1. Timber Piles 2. Concrete Piles 3. Steel Piles 4. Composite Piles The selection of which kind of pile to use, depends on 4 major factors in order of importance : 1. The location and type of structure 2. The soil conditions 3. Durability 4. Economy All these 4 factors are thought together and an optimum pile type is selected. The analysis of piles under vertical loads as explained in Chapter 2 contains the methods for finding the bearing capacity of piles. The needed parameters for calculating the static bearing capacities are internal friction angle(), and cohesion (c). These parameters can be obtained from triaxial compression tests, Standard Penetration Tests (SPT), Pressuometer Tests (PMT), Cone penetration Tests (CPT). The ultimate pile capacity is the summation of skin friction (Ps) and point resistance (Pp). In the marine structures the weight of the pile is taken into consideration as shown below ; P« = PP + P, Pu = Ultimate pile capacity. Pp = Point resistance. PB = Skin resistance. The allowable pile capacity is the one when the ultimate capacity is divided by a safety factor SF, and Pa ; Pa = Pu / SF Pa = Allowable pile capacity SF = Safety factor. In general the point capacity is determined as below ; XUPp = Ap(cNc +nq Nq +0,5'yP'Nr'sr) Nc, Nq, Nr = the bearing capacity factors depending cohesion,shape,unit weight. Ap= is the point area. y= is the unit weight of the soil. B= is the pile diameter. c= is the cohesion, n = 1 except Vesic. q= overburden pressure which equals y L These bearing capacity factors are determined according to the Meyerhof, Hansen, Janbu, Vesic and Load - transfer method. According to the data we have we can choose the method or methods to calculate the point capacity and from the results we get, it is recommended to choose the smallest one. SPT, CPT, PMT tests are also used for point resistance. Skin friction is obtained by using a method, X method or (3 method. Basically the skin resistance is Ps ; Ps = As fs (units of f9) Ps = Skin resistance. As = The area between pile and soil where the skin friction is affective. fs = Skin resistance in unit area obtained by using one of a, X or P methods. Piles are also subjected to lateral loads as well as vertical loads. Laterally loaded pile problems appears mainly in the foundation of off- shore platforms, harbor construction or high - rise buildings. The winds, earthquakes, soil pressure, water pressure, currents, floating ice mass, especially for harbors berthing of the ships and waves are the reasons which develop lateral load for piles. The criterias which determines the quantity of the lateral load are listed below;. The maximum load which causes failure is the divided by a safety factor SF.. The load which causes the maximum tolerable deflection. The smallest one above is accepted as a design load. There are a number of ways to find the behavior of laterally loaded piles. The main methods are ;. Brinch - Hansen Method. Brom's Method. Subgrade Modulus Reaction Method. Elastic Continuum Method. P - Y Curve Method XM. Finite Element Analysis In this thesis finite element analysis used to understand the behavior of a pile under horizontal load. More information will be given in the following paragraphs. All the methods are explained on how they are used in cohesive and in cohesionless soils. The supporting type of the pile head is also explained.Some new information is given about the method which was used by Duncan and Evans called The Characteristic Load Method (CLM). This method uses dimensional analysis to characterize the non-linear behavior of laterally loaded piles and drilled shafts by means of relationships among dimensionless variables. This new method is simple and can be adapted for computer use.The results showed a good agreement with p - y curves and field load tests. [2] In Chapter 4 a computer program is designed for solutions of vertically and horizontally loaded piles by using the programming language Visual Basic 3.1. The program solves the vertically loaded piles in four different ways. These ways are ;. According to Meyerhof. According to Hansen. According to Vesic. According to Janbu, It is recommended to choose the minimum value obtained from the methods above. Finite element method which is expanded by Bowles (1974) is used in the analysis of laterally loaded piles. Basically the pile in the soil is divided into segments, analyzed individually and each segment's effects transmitted to the next segment. To do this for each segment the static matrix (which helps to equalize the external loads to internal loads) A and the stiffness matrix S. Later on the global stiflhess matrix is built by combining the each segments stiffness matrices. Then after the solution the behavior of the pile is understood. The computer program which is designed for computing the static capacities of vertically loaded piles takes the level of the ground water and the layered soil profile. When the program is running it is possible to see the soil profile. The computer program for laterally loaded piles computes the end moments, node reactions, shearing forces, and deflections on the nodes.for free- headed and completely driven piles. It's also possible to use the Standard penetration Tests (SPT) results to obtain internal angle of friction for sands and undrained shear resistance for clays. More information is given under the related topics. XIVAs there is no one certain way to predict and calculate the behavior of piles under vertical and lateral loads it is recommended to make calculations with using different methods and decide on the optimum one. XV
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