This document discusses principles of effective stress, capillarity, and seepage through soil. It defines total stress as the stress acting at a point from the total weight of soil above it, and effective stress as the total stress minus the pore water pressure. Capillarity allows water to move upward through small soil pores due to adhesive and cohesive forces. Seepage is the flow of water through soil, which depends on factors like permeability. Flow nets can be used to model two-dimensional seepage by drawing curves representing flow lines and equipotential lines meeting at right angles.
Class 7 Consolidation Test ( Geotechnical Engineering )Hossam Shafiq I
This document provides an overview of a geotechnical engineering laboratory class on conducting a consolidation test on cohesive soil. The consolidation test is used to determine key soil properties like preconsolidation stress, compression index, recompression index, and coefficient of consolidation. The procedure involves placing a saturated soil sample in a consolidometer, applying incremental loads, and measuring the change in height over time to generate consolidation curves. Students will perform the test, calculate soil properties from the results, and include 10 plots and calculations in a laboratory report.
This document provides information about flexural testing of materials including steel, pine, and Douglas fir. It includes the experimental setup, procedures, formulas used to calculate flexural properties, graphs of load vs deformation, and tables of test data for each material. The key results are the ultimate flexural strengths of 2.2 kips for steel, 1.05 kips for pine, and still to be determined for Douglas fir. Comparisons are made between the flexural properties of the different materials.
1) Consolidation is the process where saturated clay soils expel pore water in response to increased loading, causing volume change. 2) During initial loading, pore water pressure increases and the soil skeleton does not feel the load. 3) Over time, pore water pressure dissipates and the load is transferred to the soil skeleton. 4) One-dimensional consolidation testing involves incrementally loading a saturated soil sample and measuring volume change and pore pressure dissipation over time.
Critical State Soil Mechnaics, CSSM1D . Consolidation, DST Results, Yield Surfaces,CSSM for Slow learners, Direct Shear test results, NC Line, OC line, Critical state soil mechanics, Pore water Pressure Response from CSSM, Equivalent Stress Concept
The document provides guidelines for HDPE butt-fusion welding, including:
1) A 21-step process for HDPE butt-fusion welding with diagrams illustrating each step.
2) Parameters for HDPE butt-fusion welding including heating temperature, pressures and times for bead creation, heating, joining and cooling.
3) Sample calculations for determining welding pressures based on pipe and hydraulic cylinder dimensions and examples for different pipe sizes.
This document describes an experiment measuring center of pressure and hydrostatic force using a hydrostatic pressure system. Known masses were added to one end of the apparatus and water was added until the arm balanced, recording the water height. This process was repeated for partially and fully submerged surfaces. For partially submerged surfaces, center of pressure decreased linearly with water height while hydrostatic force increased as a power function. For fully submerged surfaces, center of pressure decreased as a power function of water height and hydrostatic force increased linearly. The experiment confirmed theoretical relationships between these variables and the water height.
This document discusses principles of effective stress, capillarity, and seepage through soil. It defines total stress as the stress acting at a point from the total weight of soil above it, and effective stress as the total stress minus the pore water pressure. Capillarity allows water to move upward through small soil pores due to adhesive and cohesive forces. Seepage is the flow of water through soil, which depends on factors like permeability. Flow nets can be used to model two-dimensional seepage by drawing curves representing flow lines and equipotential lines meeting at right angles.
Class 7 Consolidation Test ( Geotechnical Engineering )Hossam Shafiq I
This document provides an overview of a geotechnical engineering laboratory class on conducting a consolidation test on cohesive soil. The consolidation test is used to determine key soil properties like preconsolidation stress, compression index, recompression index, and coefficient of consolidation. The procedure involves placing a saturated soil sample in a consolidometer, applying incremental loads, and measuring the change in height over time to generate consolidation curves. Students will perform the test, calculate soil properties from the results, and include 10 plots and calculations in a laboratory report.
This document provides information about flexural testing of materials including steel, pine, and Douglas fir. It includes the experimental setup, procedures, formulas used to calculate flexural properties, graphs of load vs deformation, and tables of test data for each material. The key results are the ultimate flexural strengths of 2.2 kips for steel, 1.05 kips for pine, and still to be determined for Douglas fir. Comparisons are made between the flexural properties of the different materials.
1) Consolidation is the process where saturated clay soils expel pore water in response to increased loading, causing volume change. 2) During initial loading, pore water pressure increases and the soil skeleton does not feel the load. 3) Over time, pore water pressure dissipates and the load is transferred to the soil skeleton. 4) One-dimensional consolidation testing involves incrementally loading a saturated soil sample and measuring volume change and pore pressure dissipation over time.
Critical State Soil Mechnaics, CSSM1D . Consolidation, DST Results, Yield Surfaces,CSSM for Slow learners, Direct Shear test results, NC Line, OC line, Critical state soil mechanics, Pore water Pressure Response from CSSM, Equivalent Stress Concept
The document provides guidelines for HDPE butt-fusion welding, including:
1) A 21-step process for HDPE butt-fusion welding with diagrams illustrating each step.
2) Parameters for HDPE butt-fusion welding including heating temperature, pressures and times for bead creation, heating, joining and cooling.
3) Sample calculations for determining welding pressures based on pipe and hydraulic cylinder dimensions and examples for different pipe sizes.
This document describes an experiment measuring center of pressure and hydrostatic force using a hydrostatic pressure system. Known masses were added to one end of the apparatus and water was added until the arm balanced, recording the water height. This process was repeated for partially and fully submerged surfaces. For partially submerged surfaces, center of pressure decreased linearly with water height while hydrostatic force increased as a power function. For fully submerged surfaces, center of pressure decreased as a power function of water height and hydrostatic force increased linearly. The experiment confirmed theoretical relationships between these variables and the water height.
Direct shear tests and triaxial tests are common laboratory tests used to determine the shear strength of soils and rocks. A direct shear test applies a lateral load to a soil sample to induce shear failure along a horizontal plane, allowing measurement of cohesion and friction angle. A triaxial test confines a soil sample between vertical platens and a fluid pressure cell, applying different compressive stresses to induce shear and failure along an internal plane. Triaxial tests provide more detailed stress-strain data prior to failure and better simulate in-situ stresses, but require more complex equipment. Both tests are used to characterize shear strength for modeling soil behavior in engineering projects.
Astm designation c 136 for fine aggregatesMuhammad Ahmad
This document describes a test method for determining the particle size distribution of fine aggregates through sieve analysis. The test involves drying a sample, sieving it using a nested set of sieves, weighing the material retained on each sieve, and calculating the percentages passing and retained to obtain the gradation. The results are used to determine compliance with specifications and provide data for controlling aggregate production and mixtures. The method is not applicable to materials finer than 75 microns.
This document discusses ground response analysis and one-dimensional ground response analysis approaches. It covers linear and non-linear approaches. The linear approach uses transfer functions to directly solve for site response but does not account for soil non-linearity. The non-linear approach uses an equivalent linear approach or fully non-linear approach. The equivalent linear approach performs multiple iterations to determine equivalent linear soil properties representing average shear response.
This document outlines test methods for determining the magnitude and rate of consolidation of soils under controlled-stress loading. There are two alternative test methods:
Method A involves constant 24-hour load increments and time-deformation readings on a minimum of two increments. Method B requires time-deformation readings on all increments and successive increments are applied after 100% primary consolidation or at constant time increments as in Method A.
The test determines the relationship between effective stress and void ratio/strain of a laterally restrained soil specimen under axial drainage and incremental loading. Test results are used to estimate settlement magnitudes and rates, but can be affected by sample disturbance so care must be taken in sample selection and preparation. Load increments and durations
O documento discute as adições minerais utilizadas no concreto, descrevendo seus tipos, propriedades e efeitos. As adições incluem cinzas volantes, sílica ativa, escória de alto-forno e cinzas de casca de arroz. Essas adições melhoram as propriedades do concreto fresco e endurecido, aumentando a resistência mecânica e durabilidade do material.
This document describes a Vebe test conducted to determine the workability of a fresh concrete mix. The test involves measuring the time required to vibrate and compact a concrete sample from a conical to cylindrical shape inside a consistometer apparatus. For the test described, the concrete sample had a water-cement ratio of 37.5% and a Vebe time of 65 seconds, indicating a semi-fluid consistency according to Vebe degree classifications. The Vebe test is useful for indirectly measuring the workability of concrete mixes that are too dry for a standard slump test.
Ensaio de abatimento do tronco de coneWoley Braian
O documento descreve o teste de abatimento do tronco de cone, também conhecido como teste slump. O objetivo do teste é medir a consistência do concreto fresco para garantir que ele atenda aos requisitos do elemento estrutural. O teste envolve encher um cone troncado com concreto compactado e medir o abatimento do material depois de remover o molde.
O documento apresenta um e-book sobre fundamentos do concreto protendido para apoiar o curso de engenharia civil. Ele aborda conceitos básicos de protensão e concreto protendido, materiais, sistemas de protensão, critérios de projeto, estados limites último de flexão e cortante. O objetivo é fornecer subsídios para o entendimento do comportamento do concreto protendido e sua aplicação em projetos.
1) O documento discute empuxos de terra, definindo empuxo como a ação horizontal produzida por um maciço de solo sobre obras em contato com ele.
2) Aborda o empuxo no repouso, definido pelas tensões horizontais calculadas para condição de repouso de um semi-espaço horizontal infinito.
3) Distingue empuxo ativo, quando o solo empurra uma estrutura, e empuxo passivo, quando uma estrutura é empurrada contra o solo.
This document provides information on welding terms, processes, and inspection. It defines various joint configurations and welds. It describes terminology for joint types like butt, tee, and corner joints. It explains different joint preparations including single bevel butt and double butt welds. It also outlines the manual metal arc welding process and covers consumables like electrodes and their classifications. Finally, it identifies common weld defects such as cracks, porosity, slag inclusions, and lack of fusion that can be detected during visual inspection.
Tensile testing is used to determine the strength and ductility of materials. A specimen is placed in grips and pulled apart under increasing tensile force while measuring elongation. The resulting stress-strain curve provides properties like yield strength, tensile strength, and Young's modulus. Tensile tests are important for engineering design and quality control by ensuring materials can withstand expected loads and comparing new materials. Common applications include testing aircraft components, bolts, and other loaded structures.
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stresses around a soil sample in a three-dimensional state.
2. In the test, a soil specimen is enclosed in a triaxial cell where independent control is exerted on the cell pressure and axial load.
3. Based on drainage conditions during loading, there are three types of triaxial tests: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU) tests. The CD test simulates long-term drained field conditions.
METHOD AND ASSESSMENT FOR LOAD TEST.pptShaheedAzhar
This document provides a method statement and assessment for load testing injection piling works for a proposed extension of bulk storage facilities at Lipids Terminal Sdn Bhd's liquid bulk terminal in Westports, Pulau Indah, Selangor, Malaysia. It discusses the types and procedures for initial load tests, routine load tests, and lateral load tests on piles, including load application, settlement measurement, and acceptance criteria. Safety considerations are also addressed for crane operation, machinery, lifting operations, temporary works, and hot works.
This document provides instructions for performing various soil testing methods according to ASTM standards, including:
1) Water content determination to understand the moisture level in soil samples. The test involves weighing samples before and after drying in an electrical oven.
2) Tests for specific gravity, particle size distribution, Atterberg limits, compaction characteristics, and permeability which require weighing samples and performing calculations.
3) Contact information is provided for the author who is available to assist with geotechnical engineering projects or questions about the described testing methods.
O documento discute estacas cravadas, incluindo suas tipologias, vantagens e desvantagens. É dividido em seções tratando de introdução, tipologias, vantagens e desvantagens, estacas de madeira, estacas metálicas, estacas pré-fabricadas de betão, processo de execução, controle de qualidade no fabrico e na execução e referências.
This document discusses the engineering properties of soil, including permeability, shear strength, compressibility, and compaction. It defines permeability as the property that allows water to pass through a porous material. Several factors that affect permeability are described, including particle size, void ratio, properties of pore fluid, and soil structure. Methods for determining permeability in the lab and field are presented. The concepts of shear strength and shear failure based on the Mohr-Coulomb failure criterion are explained. Laboratory tests for measuring shear strength like direct shear tests and triaxial tests are outlined. The document also covers compressibility and consolidation of soils, including definitions, the spring analogy model, laboratory consolidation testing, and parameters like compression index. Finally, it discusses comp
The document discusses effective stress and pore water pressure in soils. It defines effective stress as the pressure transmitted through grain-to-grain contact points, which is responsible for changes in soil volume. Pore water pressure tries to separate grains and increases soil volume. Experiments show that effective stress increases when water flows downward through saturated soil, and decreases when flow is upward. The critical hydraulic gradient is the point when effective stress is zero and soil can experience a "quick" condition. Capillary rise causes water to rise above the water table in small soil pores due to surface tension.
The document provides design details for reinforcement around prestressing cable anchor blisters, including calculations for the required areas of bursting, linking, anti-spalling, and tie back reinforcement. Bursting reinforcement of 5 turns of 10mm spiral steel around each anchorage was determined to be sufficient based on calculated bursting force values. Linking duct reinforcement of 12mm diameter bars at 401.6mm2 was also sufficient based on calculated values from jacking force and duct radius.
Direct shear tests and triaxial tests are common laboratory tests used to determine the shear strength of soils and rocks. A direct shear test applies a lateral load to a soil sample to induce shear failure along a horizontal plane, allowing measurement of cohesion and friction angle. A triaxial test confines a soil sample between vertical platens and a fluid pressure cell, applying different compressive stresses to induce shear and failure along an internal plane. Triaxial tests provide more detailed stress-strain data prior to failure and better simulate in-situ stresses, but require more complex equipment. Both tests are used to characterize shear strength for modeling soil behavior in engineering projects.
Astm designation c 136 for fine aggregatesMuhammad Ahmad
This document describes a test method for determining the particle size distribution of fine aggregates through sieve analysis. The test involves drying a sample, sieving it using a nested set of sieves, weighing the material retained on each sieve, and calculating the percentages passing and retained to obtain the gradation. The results are used to determine compliance with specifications and provide data for controlling aggregate production and mixtures. The method is not applicable to materials finer than 75 microns.
This document discusses ground response analysis and one-dimensional ground response analysis approaches. It covers linear and non-linear approaches. The linear approach uses transfer functions to directly solve for site response but does not account for soil non-linearity. The non-linear approach uses an equivalent linear approach or fully non-linear approach. The equivalent linear approach performs multiple iterations to determine equivalent linear soil properties representing average shear response.
This document outlines test methods for determining the magnitude and rate of consolidation of soils under controlled-stress loading. There are two alternative test methods:
Method A involves constant 24-hour load increments and time-deformation readings on a minimum of two increments. Method B requires time-deformation readings on all increments and successive increments are applied after 100% primary consolidation or at constant time increments as in Method A.
The test determines the relationship between effective stress and void ratio/strain of a laterally restrained soil specimen under axial drainage and incremental loading. Test results are used to estimate settlement magnitudes and rates, but can be affected by sample disturbance so care must be taken in sample selection and preparation. Load increments and durations
O documento discute as adições minerais utilizadas no concreto, descrevendo seus tipos, propriedades e efeitos. As adições incluem cinzas volantes, sílica ativa, escória de alto-forno e cinzas de casca de arroz. Essas adições melhoram as propriedades do concreto fresco e endurecido, aumentando a resistência mecânica e durabilidade do material.
This document describes a Vebe test conducted to determine the workability of a fresh concrete mix. The test involves measuring the time required to vibrate and compact a concrete sample from a conical to cylindrical shape inside a consistometer apparatus. For the test described, the concrete sample had a water-cement ratio of 37.5% and a Vebe time of 65 seconds, indicating a semi-fluid consistency according to Vebe degree classifications. The Vebe test is useful for indirectly measuring the workability of concrete mixes that are too dry for a standard slump test.
Ensaio de abatimento do tronco de coneWoley Braian
O documento descreve o teste de abatimento do tronco de cone, também conhecido como teste slump. O objetivo do teste é medir a consistência do concreto fresco para garantir que ele atenda aos requisitos do elemento estrutural. O teste envolve encher um cone troncado com concreto compactado e medir o abatimento do material depois de remover o molde.
O documento apresenta um e-book sobre fundamentos do concreto protendido para apoiar o curso de engenharia civil. Ele aborda conceitos básicos de protensão e concreto protendido, materiais, sistemas de protensão, critérios de projeto, estados limites último de flexão e cortante. O objetivo é fornecer subsídios para o entendimento do comportamento do concreto protendido e sua aplicação em projetos.
1) O documento discute empuxos de terra, definindo empuxo como a ação horizontal produzida por um maciço de solo sobre obras em contato com ele.
2) Aborda o empuxo no repouso, definido pelas tensões horizontais calculadas para condição de repouso de um semi-espaço horizontal infinito.
3) Distingue empuxo ativo, quando o solo empurra uma estrutura, e empuxo passivo, quando uma estrutura é empurrada contra o solo.
This document provides information on welding terms, processes, and inspection. It defines various joint configurations and welds. It describes terminology for joint types like butt, tee, and corner joints. It explains different joint preparations including single bevel butt and double butt welds. It also outlines the manual metal arc welding process and covers consumables like electrodes and their classifications. Finally, it identifies common weld defects such as cracks, porosity, slag inclusions, and lack of fusion that can be detected during visual inspection.
Tensile testing is used to determine the strength and ductility of materials. A specimen is placed in grips and pulled apart under increasing tensile force while measuring elongation. The resulting stress-strain curve provides properties like yield strength, tensile strength, and Young's modulus. Tensile tests are important for engineering design and quality control by ensuring materials can withstand expected loads and comparing new materials. Common applications include testing aircraft components, bolts, and other loaded structures.
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stresses around a soil sample in a three-dimensional state.
2. In the test, a soil specimen is enclosed in a triaxial cell where independent control is exerted on the cell pressure and axial load.
3. Based on drainage conditions during loading, there are three types of triaxial tests: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU) tests. The CD test simulates long-term drained field conditions.
METHOD AND ASSESSMENT FOR LOAD TEST.pptShaheedAzhar
This document provides a method statement and assessment for load testing injection piling works for a proposed extension of bulk storage facilities at Lipids Terminal Sdn Bhd's liquid bulk terminal in Westports, Pulau Indah, Selangor, Malaysia. It discusses the types and procedures for initial load tests, routine load tests, and lateral load tests on piles, including load application, settlement measurement, and acceptance criteria. Safety considerations are also addressed for crane operation, machinery, lifting operations, temporary works, and hot works.
This document provides instructions for performing various soil testing methods according to ASTM standards, including:
1) Water content determination to understand the moisture level in soil samples. The test involves weighing samples before and after drying in an electrical oven.
2) Tests for specific gravity, particle size distribution, Atterberg limits, compaction characteristics, and permeability which require weighing samples and performing calculations.
3) Contact information is provided for the author who is available to assist with geotechnical engineering projects or questions about the described testing methods.
O documento discute estacas cravadas, incluindo suas tipologias, vantagens e desvantagens. É dividido em seções tratando de introdução, tipologias, vantagens e desvantagens, estacas de madeira, estacas metálicas, estacas pré-fabricadas de betão, processo de execução, controle de qualidade no fabrico e na execução e referências.
This document discusses the engineering properties of soil, including permeability, shear strength, compressibility, and compaction. It defines permeability as the property that allows water to pass through a porous material. Several factors that affect permeability are described, including particle size, void ratio, properties of pore fluid, and soil structure. Methods for determining permeability in the lab and field are presented. The concepts of shear strength and shear failure based on the Mohr-Coulomb failure criterion are explained. Laboratory tests for measuring shear strength like direct shear tests and triaxial tests are outlined. The document also covers compressibility and consolidation of soils, including definitions, the spring analogy model, laboratory consolidation testing, and parameters like compression index. Finally, it discusses comp
The document discusses effective stress and pore water pressure in soils. It defines effective stress as the pressure transmitted through grain-to-grain contact points, which is responsible for changes in soil volume. Pore water pressure tries to separate grains and increases soil volume. Experiments show that effective stress increases when water flows downward through saturated soil, and decreases when flow is upward. The critical hydraulic gradient is the point when effective stress is zero and soil can experience a "quick" condition. Capillary rise causes water to rise above the water table in small soil pores due to surface tension.
The document provides design details for reinforcement around prestressing cable anchor blisters, including calculations for the required areas of bursting, linking, anti-spalling, and tie back reinforcement. Bursting reinforcement of 5 turns of 10mm spiral steel around each anchorage was determined to be sufficient based on calculated bursting force values. Linking duct reinforcement of 12mm diameter bars at 401.6mm2 was also sufficient based on calculated values from jacking force and duct radius.
İSTANBUL KÜLTÜR ÜNİVERSİTESİ FEN BİLİMLERİ ENSTİTÜSÜ
PROJE YÖNETİMİ BİR İNŞAAT PROJESİNİN PRIMAVERA ILE PLANLANMASI
YÜKSEK LİSANS TEZİ
Ceren ALPAY
Anabilim Dalı: İnşaat Mühendisliği
Programı: Proje Yönetimi
Tez Danışmanı: Prof .Dr. Turgut UZEL
The document repeatedly lists the website "ktunot.com" over 200 times without any other text or context. It appears to only contain the URL "ktunot.com" listed on each line.
2. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Baraja Ait Ana Birimler
a)Plint Betonu ve geometrisi (“A” hattı teşkili)
b)Gövde Zonları
‐Ön yüzü Beton Kaplı Kaya Dolgu
‐Ön yüzü Beton Kaplı Kum‐Çakıl D.
c)Ön Yüz Betonu
d)Parapet Duvarı
e)Yardımcı Yapılar ile Birleşim Detayları
ÖYBK DOLGU BARAJLAR
2
4. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Dış Plint ve İç Plint’ten Bir Görünüm
Enjeksiyon Delikleri
4
5. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint boyu = Dış Plint + İç Plint / Plint Noktaları
İnşaat Derzi
Bakır Su Tutucu
Plint “A” Hattı Noktası
Plint “C” Hattı Noktası
Plint “B” Hattı Noktası
5
6. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint betonu temeli beton dökümü öncesi işlemleri
Plint Güzergahı “A hattıMevcut Ano
6
7. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint betonu dökümü ve detay
“A”
“A” DETAYI
7
8. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint kazısı sonrası anakaya biriminin durumu
Plint Güzergahı
8
9. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint altında zayıf birimlerin kaldırılması ve betonla doldurulması
DOLGU BETONU
Plint “A” hattı
Güneykaya barajı maksimum tip enkesitinden bir örnek
9
10. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint altında zayıf birimlerin kaldırılması ve betonla doldurulması
DOLGU BETONU
Plint Güzergahı
10
11. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Dolgu betonunun stabilite hesapları yapılmalıdır.
DOLGU BETONU
Plint “A” Hattı
Plint “A” Hattı Normali
11
12. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
DOLGU BETONU
Plint Güzergahı
‐Dolgu betonu eğimi, deplasman miktarlarını azaltacak ve tedrici
değişecek şekilde teşkil edilmelidir.
12
13. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Dış plint betonunda sadece üstte 10 cm. paspayı “0.003” pursantajı ile,
İç plint betonunda kesit ortasında 0.002 pursantajı ile donatı teşkil edilmelidir.
‐Çoğunlukla 24/1.5/1.5 veya 26/2.0/2.0 ankraj çapı ve karelajı yeterlidir.
Ankraj Demirleri
PVC enjeksiyon boruları
Güneykaya Barajında:
t=50 cm. plint plağı
kalınlığı için:
As:0.003 x 50 x 100=15 cm²
hesaplanmış,
20/20=15.70 cm² teşkil
edilmiştir.
Plint Kalınlığı=0.3+0.003H
Maksimum kesitte:
T=0.30+0.003 x 51 = 0.453
Seçilen 0.50 m. sabit
13
14. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Servis Yolu Plint Üstü Duvarı
‐Plint üstünde servis yolları teşkil edilebilir ancak her yükleme hali için
stabilite tahkikleri yapılmalıdır.
14
15. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Su tutucuların Plint “A” Hattı Boyunca sürekliliği sağlanmalıdır.
Plint “A Hattı
15
16. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Bakır Su Tutucuların (Ön Yüz Derzleri) Kaynakla Birleştirilmesi
16
17. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Bakır Su Tutucuların (Plint / Ön Yüz Derzleri) Kaynakla Birleştirilmesi
17
18. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Su tutucuların ahşap takozlar ile korunması ve ”2A” zonunun sıkıştırılması
18
19. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐2B / 3A / 3B Zonu Bölgesinden Bir Görünüm
19
22. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Kaya Dolgunun Sulanması (Cajon Dam)
22
23. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Kaya Dolgunun Sulanması (Cajon Dam)
23
24. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Ülkemizden Kaya Dolgunun Sulanmasına Örnekler
24
25. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐İyi derecelenmemiş/segregasyona uğramış 3B zonundan görünümler
25
26. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Beton Bordür Üst Yüzeyi (Ön Yüz Betonu Dökümü Öncesi)
26
27. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Parapet Duvarı‐Dolusavak Bağlantısı
Plint Kontrol
Noktası Çizgisi
27
28. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Dolusavak Sol Sahil
Yaklaşım Kanalı
Parapet Duvarı İle
Birleşecek PVC Su Tutucu
Plint Kontrol
Noktası Çizgisi
Tekne
28
Parapet Duvarı‐Dolusavak Bağlantısı
29. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Çevresel Derz İnşaatı
Plint “B” Hattı
29
31. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Bordür Betonunda (Düşey Derzlerde)Bakır Su Tutucu Teşkili Öncesi İşlemler
31
32. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
GÜNEYKAYA BARAJI
Mevcut Gölet ‐Baraj Özellikleri:
Dolgu Cinsi. :Kaya D.
Temelden Yük. :52.75 m.
N.S.S.’de Göl Hac. :15.51 hm³
Kret Uzunluğu. :280.0 m.
Kret Uz./Yük. :5.3
Vadi Şekil Fak.(A/H²) :6.05
Memba Şev Eğimi :1/1.40
Mansap Şev Eğimi :1/1.50
MDE (PGA/475) :0.29g
MDE (PGA/144) :0.17g
Kaya Dolgu Cinsi :Diyabaz(3B)
Kondüvi Çapı :3.00 m.
Kondüvi Et Kalınlığı :1.25 m.
32
33. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Maksimum 10.0 m. Kalınlığındaki alüvyon gövde altından tamamen kaldırılmıştır.
Sıyırma Kazısı Sınırı
33
34. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Plint Geometrisi Teşkili
Plint “A” Hattı Kontrol
Noktası (1 ve 9 nolu) 34
35. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Plint Geometrisi Teşkili
Plint “A” Hattı
Kırım Noktaları
Plint “1” Noktası
Plint “9” Noktası
35
36. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Plint Boykesiti
SK‐2 NOLU SONDAJ
LOGU ÖZETİ
RQD=> 33
Ayrışma d.: W3‐W2
Yer Yer Sürüklenebilir kayaç özel.
PSK‐2 NOLU SONDAJ
LOGU ÖZETİ
H=~50 m.
Seçilen Gradyan: “7.00”
Lihtiyaç=50/7=7.14 m. , Lseçilen=~8.0 m.
36
37. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Plint Geometrisi Teşkili:
1tan
1
1
sintan
2
2
2
22
2
m
m
m
n
m
sin
7‐8 noktaları arası Plint Geometrisi:
1701.426713.0
0854.2
40.1
sin
1.25 .80.0.,722.0 0 mhmh
Plint “A hattı üzerinde 7‐8
noktaları arası eğimi j=0.47952
n = 1/0.47952 = 2.0854
ho=0.80 m.
37
Y
B
1
m
h
90º
A
‐Plint “A” hattı normali
38. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plint Betonu‐Kondüvi Birleşim Detayı
‐Kondüvi üstü ve kenarlarında beton et kalınlığı 60 cm. olarak teşkil edilmiştir.
Kondüvi Betonu
‐Kondüvi üstü ve kenarlarında “M” tipi su tutucu eklenmiştir.
‐Kondüvi üstü ve kenarlarında “2A” zonunun ve takviyeli lastik bant şeridinin
sürekliliği sağlanmıştır.
“E” DETAYI
38
39. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Kondüvi Enine Kesiti “F” DETAYI
39
Plint Betonu‐Kondüvi Birleşim Detayı
42. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
ANALİZLER
‐Güneykaya Barajında şu sıra takip edilerek analizler tamamlanmıştır.
‐İnşaat Sonu
‐İnşaat Sonu+Deprem (İED)
‐İşletme
‐İşletme+Deprem (EED)
a) Şev stabilite analizleri (Pseudo‐Statik)
b)Statik Analizler
‐Kazı Aşamalarının Modellenmesi (İn‐Situ)
‐Dolgu Aşamalarının Modellenmesi
‐Su Tutma Halinin Modellenmesi
c)Dinamik Analizler (2D)
‐Sahaya Özgü Spektrumların ve Bunlara Uygun
En az 3 adet Kayıt Değerlerinin Üretilmesi
‐Su Tutma Halindeki Gerilme ve
Deplasmanların Girdi Olarak Kullanılması
‐Krette Kalıcı Deplasmanların Hesaplanması
d)Dinamik Analizler (3D)
‐Çekmeye ve Basınca Çalışan Plakların
Belirlenmesi (Statik Yükleme)
‐Derzlerdeki Açılma Miktarlarının
Hesaplanması
‐Merkezi Derzlerdeki Basınç Gerilmelerinin
Hesaplanması
42
44. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Analiz Sonuçları
‐Krette Kalıcı Deplasmanın Hesaplanması (MDE‐Kayıt‐3)
0.326g
Güvenlik Katsayısı vs. Ortalama İvme
44
45. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Analiz Sonuçları
‐Krette Kalıcı Deplasmanın Hesaplanması (MDE‐Kayıt‐3)
Deplasman vs. Zaman Güvenlik Katsayısı vs. Zaman
0.172 m.
45
46. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Kullanılan 3D Malzeme Modeli
Kondüvi Anoları
46
47. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Plak ve Derz Numaraları
Kondüvi Anoları
Çekme B. Çekme B.
‐ Analiz Sonuçları / Statik Yükleme
Maks. Su. Sev. Derz Açılma Miktarları
(statik analiz) Su Min. Sev. Su Maks.’da
Açılma Miktarı (mm) 7.90 mm. 11.30 mm.
Açılma Miktarı‐Çevresel
Derz (mm)
- 3.00 mm.
Su Tutma Halinde 1,2,3 ve 16,17,18 nolu derzler çekmeye, diğer derzler
basınca çalışmaktadır(derzlerin %30’u çekmeye çalışmaktadır.)
47
48. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
‐Analiz Sonuçları
(dinamik analiz) İED EED
Açılma Miktarı‐Plaklar
(cm)
3.1 cm. 4.0 cm.
Azami Kret
Deplasmanları (cm)
7.0 cm. 13.5 cm.
Deprem Anında 1,2,3,4 ve 14,15,16,17,18 nolu derzler çekmeye, diğer
derzler basınca çalışmaktadır. (derzlerin %50’si çekmeye çalışmaktadır.)
Plak ve Derz Numaraları Kondüvi Anoları
Çekme B. Çekme B.
Basınç B.
48
49. 1. Barajlar Kongresi – 11-12 Ekim 2012, Ankara
Çevresel Derz ve İlk 15.0 m.’lik kısımda yatayda/düşeyde: As=0.004 x 40 x 100 = 16 cm2 (Seçilen 20/20)
Diğer kısımlarda yatayda As=0.003 x 40 x 100 = 12 cm2 (Seçilen 20/20:15.70 cm²)
Diğer kısımlarda düşeyde As=0.0035 x 40 x 100 = 14 cm2 (Seçilen 20/20:15.70 cm²)
Merkezi derzlerde ek ezilme donatısı olarak As=2 x 14/20= 15.38 cm2
Başlangıç Anosu K.
49