The document discusses subsurface exploration, which involves determining the soil layers and properties beneath a proposed structure. It describes the various phases of a soil investigation: collecting existing information, conducting site visits, preliminary exploration including some boreholes, detailed exploration with more boreholes and laboratory/in-situ testing, and reporting findings. Guidelines are provided for borehole depth, spacing, and number based on factors like structure type and loads, soil variability, and cost. Common subsurface exploration methods include test pits, hand augers, mechanical augers, shell and auger borings, percussion borings, wash borings, rotary borings, and diamond core drilling.
Saw-tooth bits have a series of teeth on the cutting edge that are tipped with hard metals like tungsten carbide for wear resistance. They are less expensive but usually only used for soft soils and rocks. Rotary drilling uses a rotating bit and downward force to drill holes in soil or rock. Intact samples can be obtained using core barrels while drilling, and disturbed samples of cuttings are collected from the flushed material returning up the hole.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
The document summarizes laboratory tests conducted on sand and clay soils, including triaxial compression tests and unconfined compression tests. It describes the test procedures, equipment used, and how to analyze the results to determine soil shear strength parameters. Specifically, it outlines how to conduct a consolidated drained triaxial test on sand under three confining pressures and an unconfined compression test on clay to measure the undrained shear strength. Graphs and calculations of stress, strain, and shear strength are presented.
Rock mass classification systems are used to characterize rock masses for engineering design and stability analysis. The document discusses several quantitative and qualitative rock mass classification systems used for tunneling and slope engineering. It provides details on the Rock Mass Rating (RMR) system, Q-system, Mining Rock Mass Rating (MRMR) system, and New Austrian Tunnelling Method (NATM) classification. The advantages and disadvantages of these different systems are also presented.
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.
The document discusses shear strength of discontinuities in rock masses. It introduces concepts like shear strength of planar surfaces, shear strength of rough surfaces, Barton's estimate of shear strength which relates shear strength to joint roughness coefficient (JRC) and joint compressive strength (JCS). It discusses estimating JRC and JCS in the field and how these parameters are influenced by scale. It also summarizes the shear strength of filled discontinuities and the influence of water pressure on shear strength.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document discusses various methods for classifying rock masses, including the Geomechanics Classification (RMR) method developed by Bieniawski, the Norwegian Q-System, and the RMi method. It provides details on how each system determines classification based on parameters such as rock quality, discontinuity spacing and condition, groundwater conditions, and orientation. The classifications are then used to determine appropriate excavation dimensions and support requirements for tunnels based on the rock mass quality.
This document provides information about soil compaction from an engineering lecture. It defines soil compaction, discusses how it increases soil strength and reduces permeability. It explains the principles of compaction including how it works by reducing air voids. A soil compaction curve is presented, defining optimum moisture content. Factors that affect compaction are listed such as soil type, compactive effort, and water content. Common compaction methods are also briefly outlined.
Saw-tooth bits have a series of teeth on the cutting edge that are tipped with hard metals like tungsten carbide for wear resistance. They are less expensive but usually only used for soft soils and rocks. Rotary drilling uses a rotating bit and downward force to drill holes in soil or rock. Intact samples can be obtained using core barrels while drilling, and disturbed samples of cuttings are collected from the flushed material returning up the hole.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
The document summarizes laboratory tests conducted on sand and clay soils, including triaxial compression tests and unconfined compression tests. It describes the test procedures, equipment used, and how to analyze the results to determine soil shear strength parameters. Specifically, it outlines how to conduct a consolidated drained triaxial test on sand under three confining pressures and an unconfined compression test on clay to measure the undrained shear strength. Graphs and calculations of stress, strain, and shear strength are presented.
Rock mass classification systems are used to characterize rock masses for engineering design and stability analysis. The document discusses several quantitative and qualitative rock mass classification systems used for tunneling and slope engineering. It provides details on the Rock Mass Rating (RMR) system, Q-system, Mining Rock Mass Rating (MRMR) system, and New Austrian Tunnelling Method (NATM) classification. The advantages and disadvantages of these different systems are also presented.
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.
The document discusses shear strength of discontinuities in rock masses. It introduces concepts like shear strength of planar surfaces, shear strength of rough surfaces, Barton's estimate of shear strength which relates shear strength to joint roughness coefficient (JRC) and joint compressive strength (JCS). It discusses estimating JRC and JCS in the field and how these parameters are influenced by scale. It also summarizes the shear strength of filled discontinuities and the influence of water pressure on shear strength.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document discusses various methods for classifying rock masses, including the Geomechanics Classification (RMR) method developed by Bieniawski, the Norwegian Q-System, and the RMi method. It provides details on how each system determines classification based on parameters such as rock quality, discontinuity spacing and condition, groundwater conditions, and orientation. The classifications are then used to determine appropriate excavation dimensions and support requirements for tunnels based on the rock mass quality.
This document provides information about soil compaction from an engineering lecture. It defines soil compaction, discusses how it increases soil strength and reduces permeability. It explains the principles of compaction including how it works by reducing air voids. A soil compaction curve is presented, defining optimum moisture content. Factors that affect compaction are listed such as soil type, compactive effort, and water content. Common compaction methods are also briefly outlined.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document outlines the syllabus for a foundation engineering course. It covers topics such as soil exploration, shallow foundations, deep foundations, earthen dams, and foundations on difficult soils. The course will explore soil testing methods, bearing capacity calculations, pile load capacity, and dam design considerations. References textbooks on geotechnical engineering and foundation design are also listed.
This document provides an overview of hydraulic structures and classifications of dams. It discusses:
1) Different types of dams classified by function (storage, detention, diversion), design (overflow, non-overflow), structure (gravity, arch, buttress, embankment), and materials (rigid, non-rigid).
2) Characteristics and components of earth dams including homogeneous, zoned, and diaphragm types.
3) Characteristics of rock fill dams and combined earth and rock fill dams.
4) Advantages and disadvantages of gravity dams, arch dams, and buttress dams constructed of concrete.
Geophysical methods of soil/Foundation testing Pirpasha Ujede
Geophysical methods such as seismic refraction and resistivity testing provide non-invasive subsurface investigation over large areas more quickly and cheaply than traditional boring and testing. However, geophysical results require interpretation and are less definitive. Both methods are important, with geophysical testing used for initial screening and borings to accurately determine soil properties. Seismic refraction uses shock waves to determine layer velocities and depths, while resistivity measures subsurface resistivity variations related to moisture, compaction, and material to infer stratigraphy.
The document discusses soil consolidation and laboratory consolidation testing. It begins with an introduction to consolidation and describes the three types of soil settlement: immediate elastic settlement, primary consolidation settlement, and secondary consolidation settlement. It then discusses consolidation in more detail, including the spring-cylinder model used to demonstrate consolidation principles. Finally, it describes the process and components of a laboratory oedometer consolidation test.
Class 5 Permeability Test ( Geotechnical Engineering )Hossam Shafiq I
This document discusses permeability testing methods for geotechnical engineering laboratory class. It describes two common permeability test methods: the constant-head test and falling-head test. The constant-head test applies a constant head of water to a soil specimen in a permeameter to measure hydraulic conductivity. The falling-head test similarly uses a permeameter but measures the change in head over time. Both tests aim to determine the hydraulic conductivity value k, which indicates a soil's ability to transmit water and is important for analyzing seepage, settlement, and slope stability.
The document discusses stresses around underground openings such as tunnels. It describes how underground openings alter the initial stress state of rocks and how determining stresses is important for design. Different types of tunnels and excavation methods are also outlined. The document then focuses on analyzing stresses around circular underground openings using transformations between rectangular and polar coordinate systems. It presents solutions for circular openings under hydrostatic stress fields and discusses elastic-plastic behavior, including Bray's model for analyzing squeezing tunnels.
1. A field investigation of subgrade soils involves classifying soils, determining engineering properties through in-situ and laboratory tests, and documenting findings. In-situ tests identify layers, groundwater, and obtain undisturbed samples for lab tests.
2. Laboratory tests include moisture content, grain size, compaction, CBR, and strength tests. The compaction test produces a moisture-density curve to evaluate compaction in the field. CBR testing evaluates the soil's strength for pavement design.
3. Investigation results are used to classify soils according to systems like USCS and AASHTO for understanding suitability and designing pavement structures based on subgrade strength.
This ppt is more useful for Civil Engineering students.
I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments.
I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.
The document provides an overview of geotechnical engineering and the typical components and process involved in a geotechnical engineering report and project. It discusses the four main components of field exploration, laboratory testing, findings and recommendations, and additional studies. It then goes into more detail about specific sections that would be included in a geotechnical report such as site conditions, field exploration methods, laboratory testing, engineering recommendations, earthwork recommendations, and construction observation services.
Geotechnical Engineering-II [Lec #1: Shear Strength of Soil]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
There are four main types of slope failures: plane, wedge, toppling, and rotational. Plane failures occur along planar discontinuities like bedding planes or joints. Wedge failures form when two discontinuity sets intersect perpendicularly to the slope. Toppling failures involve the forward rotation of rock columns about a fixed point. Rotational failures involve movement along a curved failure surface within the soil. Each failure type has specific structural conditions required, such as the dip direction and angle of discontinuities compared to the slope face.
The document discusses various methods for soil exploration including test trenches, auger borings, rotary drilling, and geophysical methods. It also discusses soil sampling techniques for obtaining both disturbed and undisturbed samples. Common stages in a site investigation are described including desk studies, field investigations, laboratory testing, and reporting. The purpose of soil investigations is to determine subsurface soil conditions to influence foundation design and construction.
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )Hossam Shafiq I
This document describes the direct shear test procedure used in a geotechnical engineering laboratory class to determine the shear strength parameters of soils. It discusses how the direct shear test is conducted by applying a normal stress and increasing shear stress to a soil sample until failure. Key steps of the test procedure are outlined, and the document explains how shear strength parameters like cohesion (C') and the internal friction angle (f) can be calculated from the test results and plotted on a Mohr-Coulomb failure envelope graph.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
1. Load-settlement curves for footings on dense sand or stiff clay show a pronounced peak and failure occurs at very small strains, with sudden sinking or tilting and surface heaving of adjoining soil.
2. For medium sand or clay, failure starts at a localized spot and migrates outward gradually, with large vertical strains and small lateral strains. Failure planes are not clearly defined.
3. Failure zones for footings on slopes do not extend above the horizontal plane through the base, and failure occurs when downward and upward pressures are equal.
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 discusses slope stability and failure in open pit mines. It notes that as mining depths increase, slope design becomes more important for economic reasons. Slope stability problems can be either gross or local failures. Factors that affect stability include slope geometry, geology, groundwater, lithology, dynamic forces, and mining methods. Common failure types are planar, wedge, circular, and toppling. Slope stability is assessed using limit equilibrium methods or numerical modeling techniques. Numerical models divide the rock mass into zones to simulate complex slope behavior.
This document provides an overview of engineering geology and rock mechanics. It discusses fundamentals such as lithology, rock structures, weathering, and rock mass classification systems. It also presents a case study on the 1928 failure of the St. Francis Dam in California, which was caused by unsuitable geological conditions including weakness along the San Francisquitto fault that were not properly considered in the dam's design and construction. The case study demonstrates the importance of engineering geological considerations for civil works.
The document discusses various methods and procedures for conducting subsurface exploration projects. It covers topics such as coring of rock, observation of water levels, collecting groundwater samples, bore logs, soil sampling techniques, and trial pits and trenches. The key points are that subsurface exploration involves drilling boreholes, measuring strata and water levels, obtaining soil and rock samples, recording bore logs, and investigating shallow depths using excavated pits and trenches. Proper exploration is important for understanding ground conditions and aid engineering design and construction.
This document discusses construction methods for tunnels and hydraulic structures. For tunnels, it lists various construction methods including cut-and-cover, boring machines, drill and blast, and others. It then discusses the New Austrian Tunneling Method and pipe jacking/microtunneling in more detail. For hydraulic structures, it outlines classifications based on function and then explains the construction methods for earth dams, aqueducts, and sluice gates in detail. Key steps for earth dam construction include site preparation, spillway design, and compacting soil layers to increase stability.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document outlines the syllabus for a foundation engineering course. It covers topics such as soil exploration, shallow foundations, deep foundations, earthen dams, and foundations on difficult soils. The course will explore soil testing methods, bearing capacity calculations, pile load capacity, and dam design considerations. References textbooks on geotechnical engineering and foundation design are also listed.
This document provides an overview of hydraulic structures and classifications of dams. It discusses:
1) Different types of dams classified by function (storage, detention, diversion), design (overflow, non-overflow), structure (gravity, arch, buttress, embankment), and materials (rigid, non-rigid).
2) Characteristics and components of earth dams including homogeneous, zoned, and diaphragm types.
3) Characteristics of rock fill dams and combined earth and rock fill dams.
4) Advantages and disadvantages of gravity dams, arch dams, and buttress dams constructed of concrete.
Geophysical methods of soil/Foundation testing Pirpasha Ujede
Geophysical methods such as seismic refraction and resistivity testing provide non-invasive subsurface investigation over large areas more quickly and cheaply than traditional boring and testing. However, geophysical results require interpretation and are less definitive. Both methods are important, with geophysical testing used for initial screening and borings to accurately determine soil properties. Seismic refraction uses shock waves to determine layer velocities and depths, while resistivity measures subsurface resistivity variations related to moisture, compaction, and material to infer stratigraphy.
The document discusses soil consolidation and laboratory consolidation testing. It begins with an introduction to consolidation and describes the three types of soil settlement: immediate elastic settlement, primary consolidation settlement, and secondary consolidation settlement. It then discusses consolidation in more detail, including the spring-cylinder model used to demonstrate consolidation principles. Finally, it describes the process and components of a laboratory oedometer consolidation test.
Class 5 Permeability Test ( Geotechnical Engineering )Hossam Shafiq I
This document discusses permeability testing methods for geotechnical engineering laboratory class. It describes two common permeability test methods: the constant-head test and falling-head test. The constant-head test applies a constant head of water to a soil specimen in a permeameter to measure hydraulic conductivity. The falling-head test similarly uses a permeameter but measures the change in head over time. Both tests aim to determine the hydraulic conductivity value k, which indicates a soil's ability to transmit water and is important for analyzing seepage, settlement, and slope stability.
The document discusses stresses around underground openings such as tunnels. It describes how underground openings alter the initial stress state of rocks and how determining stresses is important for design. Different types of tunnels and excavation methods are also outlined. The document then focuses on analyzing stresses around circular underground openings using transformations between rectangular and polar coordinate systems. It presents solutions for circular openings under hydrostatic stress fields and discusses elastic-plastic behavior, including Bray's model for analyzing squeezing tunnels.
1. A field investigation of subgrade soils involves classifying soils, determining engineering properties through in-situ and laboratory tests, and documenting findings. In-situ tests identify layers, groundwater, and obtain undisturbed samples for lab tests.
2. Laboratory tests include moisture content, grain size, compaction, CBR, and strength tests. The compaction test produces a moisture-density curve to evaluate compaction in the field. CBR testing evaluates the soil's strength for pavement design.
3. Investigation results are used to classify soils according to systems like USCS and AASHTO for understanding suitability and designing pavement structures based on subgrade strength.
This ppt is more useful for Civil Engineering students.
I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments.
I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.
The document provides an overview of geotechnical engineering and the typical components and process involved in a geotechnical engineering report and project. It discusses the four main components of field exploration, laboratory testing, findings and recommendations, and additional studies. It then goes into more detail about specific sections that would be included in a geotechnical report such as site conditions, field exploration methods, laboratory testing, engineering recommendations, earthwork recommendations, and construction observation services.
Geotechnical Engineering-II [Lec #1: Shear Strength of Soil]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
There are four main types of slope failures: plane, wedge, toppling, and rotational. Plane failures occur along planar discontinuities like bedding planes or joints. Wedge failures form when two discontinuity sets intersect perpendicularly to the slope. Toppling failures involve the forward rotation of rock columns about a fixed point. Rotational failures involve movement along a curved failure surface within the soil. Each failure type has specific structural conditions required, such as the dip direction and angle of discontinuities compared to the slope face.
The document discusses various methods for soil exploration including test trenches, auger borings, rotary drilling, and geophysical methods. It also discusses soil sampling techniques for obtaining both disturbed and undisturbed samples. Common stages in a site investigation are described including desk studies, field investigations, laboratory testing, and reporting. The purpose of soil investigations is to determine subsurface soil conditions to influence foundation design and construction.
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )Hossam Shafiq I
This document describes the direct shear test procedure used in a geotechnical engineering laboratory class to determine the shear strength parameters of soils. It discusses how the direct shear test is conducted by applying a normal stress and increasing shear stress to a soil sample until failure. Key steps of the test procedure are outlined, and the document explains how shear strength parameters like cohesion (C') and the internal friction angle (f) can be calculated from the test results and plotted on a Mohr-Coulomb failure envelope graph.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
1. Load-settlement curves for footings on dense sand or stiff clay show a pronounced peak and failure occurs at very small strains, with sudden sinking or tilting and surface heaving of adjoining soil.
2. For medium sand or clay, failure starts at a localized spot and migrates outward gradually, with large vertical strains and small lateral strains. Failure planes are not clearly defined.
3. Failure zones for footings on slopes do not extend above the horizontal plane through the base, and failure occurs when downward and upward pressures are equal.
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 discusses slope stability and failure in open pit mines. It notes that as mining depths increase, slope design becomes more important for economic reasons. Slope stability problems can be either gross or local failures. Factors that affect stability include slope geometry, geology, groundwater, lithology, dynamic forces, and mining methods. Common failure types are planar, wedge, circular, and toppling. Slope stability is assessed using limit equilibrium methods or numerical modeling techniques. Numerical models divide the rock mass into zones to simulate complex slope behavior.
This document provides an overview of engineering geology and rock mechanics. It discusses fundamentals such as lithology, rock structures, weathering, and rock mass classification systems. It also presents a case study on the 1928 failure of the St. Francis Dam in California, which was caused by unsuitable geological conditions including weakness along the San Francisquitto fault that were not properly considered in the dam's design and construction. The case study demonstrates the importance of engineering geological considerations for civil works.
The document discusses various methods and procedures for conducting subsurface exploration projects. It covers topics such as coring of rock, observation of water levels, collecting groundwater samples, bore logs, soil sampling techniques, and trial pits and trenches. The key points are that subsurface exploration involves drilling boreholes, measuring strata and water levels, obtaining soil and rock samples, recording bore logs, and investigating shallow depths using excavated pits and trenches. Proper exploration is important for understanding ground conditions and aid engineering design and construction.
This document discusses construction methods for tunnels and hydraulic structures. For tunnels, it lists various construction methods including cut-and-cover, boring machines, drill and blast, and others. It then discusses the New Austrian Tunneling Method and pipe jacking/microtunneling in more detail. For hydraulic structures, it outlines classifications based on function and then explains the construction methods for earth dams, aqueducts, and sluice gates in detail. Key steps for earth dam construction include site preparation, spillway design, and compacting soil layers to increase stability.
This document provides an overview of soil mechanics, including soil particle size distribution, index properties, soil classification, water flow in soil, soil compaction, stresses in soil, soil compressibility, and soil strength. It covers topics such as soil particle sizes and the USCS soil classification system. Index properties like void ratio, degree of saturation, and Atterberg limits are defined. Permeability and water flow through soil are discussed, along with compaction tests and factors that influence compaction. Slope stability is also mentioned.
This document provides an overview of soil mechanics, covering topics such as soil particle size distribution, index properties, soil classification, water flow in soil, soil compaction, stresses in soil, soil compressibility, soil strength, and slope stability. Key points discussed include soil formation processes, sieve and hydrometer analysis for particle size distribution, Atterberg limits, permeability and flow nets, compaction tests and curves, CBR testing, and the effects of moisture content on soil properties.
This document proposes an alternative design for constructing the foundations of a new pedestrian bridge across a harbour. It suggests using a temporary sheet pile wall cofferdam that would allow workers to build the pile group and pile cap at the riverbed level, avoiding the need for divers. The cofferdam design is sized at 10x10m and embedded 10m deep. Calculations are presented to check for piping, heaving, and structural failure. A finite element model is also used. It is determined that drains will be needed to reduce water pressures and piping risks. The design of the internal bracing structure and construction sequence are also considered. The cofferdam is concluded to be a feasible alternative construction method for the bridge
This document discusses various aspects of well planning such as pore pressure and fracture gradient determination, casing depth selection, and well configuration. It describes the different types of well planning for exploration, development, and completion/workover. Key factors in well planning include interaction between drilling and other departments to optimize costs, and fully evaluating rig and well design options. Typical well casing includes conductor, surface, intermediate, and production casing. Formulas are provided for pore pressure prediction based on overburden stress, hydrostatic pressure, and compaction effects. Criteria for selecting casing setting depths include controlling formation pressures and preventing differential pressure sticking.
This document evaluates a complex multilayered airfield pavement in India using a Heavy Falling Weight Deflectometer (HFWD). The pavement consists of multiple layers of different materials, making it difficult to analyze. Deflection data was collected from the secondary runway at Netaji Subhas Chandra Bose International Airport using an HFWD. The data indicates the pavement behaves as a composite structure with both rigid and flexible characteristics. Various analysis methods were used in an attempt to determine the Pavement Classification Number (PCN) of the complex pavement structure.
Site investigation is important for road construction projects. It involves investigating defects in existing roads, safety of existing structures, and suitability of available materials. Defects are examined to determine causes and remedies. Measurements and observations reveal ground conditions and water levels. Existing structures are analyzed to see if they will be affected by excavations, tunnels, vibrations or extra loads from new works. Material quantity and suitability are established for construction. A river breaking up the project requires calculating waste material and additional borrow needed.
The document discusses the design and construction of concrete gravity dams. It begins with an introduction of dams and their purposes, then discusses site selection factors, design considerations, foundation investigations, construction procedures, and challenges in construction. The key points are that concrete gravity dams are designed so their own weight resists external forces, and their construction involves dewatering the river, building a cofferdam, removing loose materials, and placing concrete in lifts while controlling the temperature to prevent cracking.
The document summarizes an internship project involving the extension of an SGTD pool yard at the Doraleh container terminal in Djibouti.
The project involved designing access roads and describing the entire project. For the access roads, dynamic compaction and stone columns were used to strengthen weak soils. Pavement designs were calculated using AASHTO methods.
The pool yard extension involved backfilling in phases and installing stone columns using vibro-replacement methods to prevent liquefaction. PLAXIS 2D modeling was used to analyze settlements. Heavy duty pavers were laid over cement-bound granular material and sand beds.
Présentation master thesesis in civil department pptxZakaria156221
The document summarizes an internship project involving the extension of an SGTD pool yard at the Doraleh container terminal in Djibouti.
The project involved designing access roads and describing the entire project. For the access roads, dynamic compaction and stone columns were used to strengthen weak soils. Pavement designs were calculated using AASHTO methods.
The pool yard extension involved backfilling in phases and installing stone columns using vibro-replacement methods to prevent liquefaction. PLAXIS 2D modeling was used to analyze settlements. Heavy duty pavers were laid over cement-bound granular material and sand beds.
This document outlines the key considerations for developing an effective casing program. It discusses the different types of casings used, including conductor, surface, intermediate, production casing, and liners. The functions of each casing type are described. Important factors to determine casing setting depths are mentioned, such as formation pressures and stability, as well as factors for the production casing like completion method and expected production. The advantages of smaller hole sizes for cost reduction are balanced with the need for sufficient diameter for completion and production.
This document outlines the key considerations for developing an effective casing program. It discusses the different types of casings used, including conductor, surface, intermediate, production casing, and liners. The functions of each casing type are described. Important factors to determine casing setting depths are mentioned, such as formation pressures and stability, as well as factors for the production casing like completion method and expected production. The advantages of smaller hole sizes for cost reduction are balanced with enabling a suitable hole for completion and production.
This document discusses the disadvantages of using a blanket factor of safety approach when designing remedial measures for railway earthworks. It argues that seeking only to improve the factor of safety can lead to overly conservative and expensive remedial designs. Instead, it proposes a new approach where performance requirements of the track are the key design criteria, and remedial works specifically target the key causes of poor performance in a more cost-effective manner. An example project is described to illustrate how this new approach was applied.
The document discusses casing design considerations. It begins by outlining the general criteria considered in casing design, including loading conditions, formation strength, availability/cost of casing strings, and expected deterioration over time. It then describes how casing is designed to withstand burst, collapse, tension, and biaxial stresses using safety factors. Graphical and mathematical methods are presented for designing casing strings to meet differential pressure requirements at varying depths. Considerations like centralizer spacing and stretch are also covered. The document provides a detailed overview of the factors and calculations involved in optimizing casing design.
This document discusses casing design considerations and methodology. It covers key factors that influence casing design like loading conditions, formation strength, and costs. It also describes the graphical method for casing design which involves plotting burst, collapse, and tensile loads on a pressure-depth graph and selecting appropriate casing grades that exceed these loads. Safety factors are also discussed. The document provides detailed steps for constructing the graphical design including calculating burst, collapse, and tensile lines and selecting suitable casing grades based on the intersections.
Construction dewatering techniques are used to control groundwater during excavation projects below the water table. Proper dewatering allows excavations to be constructed in dry, stable conditions and provides benefits like improved safety and construction efficiency. There are two main types of dewatering methods - exclusion techniques using cut-off walls to block water, and pumping techniques like deep wells or wellpoints to lower the water level. The appropriate technique depends on the excavation type and soil permeability.
Internal Control Internal Checking Internal Auditing - Auditing By LATiFHRWLatif Hyder Wadho
This document discusses internal control, internal check, and internal audit. It defines these terms and outlines their objectives and characteristics. Internal control involves plans and measures to safeguard a business's assets. Internal check involves segregating duties among staff to check each other's work and prevent fraud and errors. Internal audit is an independent review of a company's operations, policies, controls, and accounting processes to evaluate effectiveness and risks. The document provides details on how these tools help management and auditors ensure accuracy, accountability, and effective decision making.
This document discusses demand and supply in economics. It defines demand as the quantity of goods consumers are willing and able to buy at a given price. The quantity demanded changes inversely with price, as shown by the demand curve. Supply is defined as the quantity of a good sellers are willing and able to sell. According to the law of supply, the quantity supplied increases with price. The document lists factors that influence both demand and supply such as income, prices, and technology.
The document provides information about lectures on surveying topics including:
- Classification of theodolites as transit, non-transit, vernier, and micrometer theodolites.
- Uses of theodolites for measuring horizontal and vertical angles, locating points, and other surveying tasks.
- Terms used in manipulating a transit vernier theodolite such as centering, transiting, swinging the telescope, and changing face.
- Bearings and the rules for converting whole circle bearings to quadrantal/reduced bearings.
- Definitions of open and closed traverses and the formula to check the interior angles of a closed traverse.
- An example problem on calculating
The document discusses Pakistan's energy crisis, including its causes and recommendations. It notes that Pakistan faces a shortage of 4,000-9,000 MW of electricity per day due to growing demand outpacing available generation. Recommendations include increasing independent power production and reactivating closed plants in the short term, while long term plans involve developing coal power, securing agreements for sustainable energy imports, and exploring more oil, gas, and coal reserves. The study concludes by recommending the government overhaul infrastructure to utilize more renewable energy and coal reserves.
The document outlines the procedure, syllabus, and requirements for admission to the Combined Competitive Examination held by the Sindh Public Service Commission. It provides details on eligibility criteria, application process, examination structure and syllabus. Key points include: the examination may be held in Karachi, Hyderabad, Sukkur or Larkana; the written examination will include compulsory and optional subjects with a total of 900 marks; candidates must submit documents including degree certificates and domicile/residence proofs along with the application.
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This document outlines an engineering drawing course, including:
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This document discusses the history and spread of the English language globally. It describes how English originated in Britain but was exported worldwide through colonization. Varieties of English developed in colonies like America, Australia, and Africa. While British English was once the predominant standard, American English has increasingly influenced other varieties due to U.S. economic and cultural power post-World War 2. Today, English serves as a key international language for trade, education, and diplomacy due to Britain and America's historical political-economic dominance as global superpowers over the 19th-20th centuries.
This document provides information about bricks, including their types, characteristics, classification based on quality, and manufacturing processes. It discusses the different classes of bricks from first to fourth class based on their quality. It also outlines the key properties that good bricks should have, such as uniform color, standard size and shape, fine texture, hardness, strength, and resistance to water absorption and efflorescence. The document explains the traditional and modern methods used to manufacture bricks, including molding and firing processes.
Geotechnical engineering is a branch of civil engineering that applies soil mechanics, rock mechanics, and groundwater conditions to design foundations, retaining structures, earth structures, and environmental containment systems. Geological engineers use principles of earth sciences and geotechnical engineering to solve problems involving soil, rock, and groundwater, and to design underground structures. They often work with other professionals on major projects involving site selection, natural hazards, foundations, groundwater, slopes, dams, and environmental remediation.
A group of 16 square piles extends 12 m into stiff clay soil, underlain by rock at 24 m depth. Pile dimensions are 0.3 m x 0.3 m. Undrained shear strength of clay increases linearly from 50 kPa at surface to 150 kPa at rock. Factor of safety for group capacity is 2.5. Determine group capacity and individual pile capacity.
The group capacity is calculated to be 1600 kN. The individual pile capacity is determined to be 100 kN. The factor of safety of 2.5 is then applied to determine the safe load capacity.
- There are four main methods to measure the load carrying capacity of piles: static methods, dynamic formulas, in-situ penetration tests, and pile load tests.
- The ultimate load capacity (Qu) of an individual pile or pile group equals the sum of the point resistance (Qp) at the pile tip and the shaft resistance (Qs) developed along the pile shaft through friction between the soil and pile.
- Meyerhof's method is commonly used to calculate Qp in sand based on the effective vertical pressure at the pile tip multiplied by the bearing capacity factor Nq.
The document provides information about a 21 meter long prestressed concrete pile driven into sand. The pile has an allowable working load of 502 kN, with an octagonal cross-section of 0.356 meters diameter and area of 0.1045 m^2. Skin resistance supports 350 kN of the load and point bearing the rest. The document requests calculating the elastic settlement of the pile given its properties, the load distribution, and soil parameters.
A plate load test involves applying incremental loads to a bearing plate placed on the ground surface and measuring the resulting settlements. The test is used to estimate the settlement of a footing under working loads. A seating load is first applied and removed, then higher loads are placed and settlements are recorded until the rate of settlement decreases. Load-settlement curves are plotted from the results. The test gives the immediate settlement but not long-term consolidation settlement, so it is not very useful for predicting behavior in clay soils. The test also may not be representative if the soil is not homogeneous to a depth of 1.5-2 times the prototype footing width.
The document discusses the phases and methods of subsurface exploration to determine the soil layers and properties beneath a proposed structure. It describes 5 phases: collection of existing information, reconnaissance survey, preliminary exploration, detailed exploration, and report writing. Common exploration methods are discussed, including trial pits, hand augers, mechanical augers like bucket and continuous flight augers, and drilling rigs. Factors to consider for the depth, number, and spacing of boreholes include the structure type and loads, soil variability, and cost-effectiveness. The goal is to safely characterize subsurface conditions for foundation design.
1. The standard penetration test (SPT) involves driving a split-spoon sampler into the ground using a 63.5 kg hammer dropped from a height of 0.76 m. The number of blows required to drive the sampler over two intervals of 150 mm each is recorded as the SPT N-value.
2. The SPT N-value provides an approximate measure of soil resistance and a disturbed soil sample. It can be used to estimate soil strength parameters and bearing capacity through empirical correlations.
3. However, the SPT is highly dependent on the equipment and operator used, as factors like hammer efficiency, drill rod length, and borehole diameter can affect the N-value. Corrections are required
1. The document discusses different types of settlement in shallow foundations, including immediate/elastic settlement, primary consolidation settlement, and secondary consolidation settlement.
2. It provides methods for calculating each type of settlement, making use of theories of elasticity, consolidation test data, and parameters like compression index.
3. Settlement predictions are generally satisfactory but better for inorganic clays; the time rate of consolidation settlement is often poorly estimated.
Pile foundations extend deep below buildings to support heavy loads on poor soil conditions. There are different types of piles including wood, steel, and concrete piles that are installed using various methods such as driving, drilling, or jacking. Piles can be classified based on their material, load transfer method, degree of soil displacement during installation, and installation method. Common types include end bearing piles that transfer load to firm soil at depth and friction piles that transfer load along their shaft through skin friction with surrounding soil.
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Sachpazis_Consolidation Settlement Calculation Program-The Python Code and th...Dr.Costas Sachpazis
Consolidation Settlement Calculation Program-The Python Code
By Professor Dr. Costas Sachpazis, Civil Engineer & Geologist
This program calculates the consolidation settlement for a foundation based on soil layer properties and foundation data. It allows users to input multiple soil layers and foundation characteristics to determine the total settlement.
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2. 2
Definition
The process of determining the layers of
natural soil deposits that will underlie a
proposed structure and their physical
properties is generally referred to as
subsurface exploration/Sub Soil
Exploration/Investigation
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The purpose of the soil – exploration
progrm
To obtain information that will help the
geotechnical engineer in the following:
1.Selection of the type and the depth of
foundation suitable for a given structure
2.Evaluation of the load bearing capacity of the
foundation
3.Estimation of the probable settlement of a
structure
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4. Determination of potential foundation
problems (expansive soil, collapsible soil,
sanitary landfill, and so on)
5. Establishment of ground water table
6. Prediction of lateral earth pressure for
structures like retaining walls, sheet pile,
bulk heads, and braced cuts
7. Establishment of construction methods for
changing subsoil conditions
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Scope of Soil Investigation
The scope of a soil investigation depends on the
• the type, size, and importance of the structure
• the client and the engineer’s familiarity with
the soils at the site, and
• local building codes.
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Phase I. Collection of available information
phaseII. Reconnaissance survey of a
proposed site.
Phase III. Preliminary soil exploration.
Phase IV. Detailed soil exploration
Phase V. Writing a report
Phases of a Soil Investigation
A site investigation must be developed in phases.
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Phase I: Collection of available information such as
site plan,
type, size, and importance of the structure,
loading conditions,
previous geotechnical reports,
topographic maps,
airphotogrphs,
geological maps,
hydrological information
Existing Infrastructure and
Highway department manuals
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Existing Data Sources
Various online sources like Google Earth
Geological survey of Pakistan
National/Local Geological Survey maps, reports,
and publications.
Flood zone maps prepared by National or local
Departments (Department of Irrigation, National
Disaster Management Authority of Pakistan)
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Site Plans showing locations of ditches,
driveways, culverts, utilities, and pipelines.
Maps of streams, rivers and other water bodies
to be crossed by bridges, culverts, etc.,
Earthquake data, seismic hazards maps, fault
maps, and related information
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Phase II : Preliminary reconnaissance or a site
visit to provide a general picture of the
geotechnical topography and geology of the
site.
Information collected during this phase:
Design and construction plans
General site conditions
Access restrictions for equipment
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Traffic control requirements during field
investigations
Location of underground and overhead
utilities
Type and condition of existing facilities (i.e.
pavements, bridges, etc.)
Adjacent land use (schools, churches,
research facilities, etc.)
Restrictions on working hours
Right-of-way constraints
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Environmental issues
Erosion features, and surface settlement
Flood levels
Water traffic and access to water boring sites
Benchmarks and other reference points to aid
in the location of boreholes
Equipment storage areas/security
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Phase III: Detailed soil exploration.
The objectives of a detailed soil exploration are:
1.To determine the geological structure, which
should include the thickness, sequence, and
extent of the soil strata.
2.To determine the ground water conditions.
3.To obtain disturbed and undisturbed samples
for laboratory tests.
4.To conduct in situ tests.
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• Phase IV : Writing a Report
The report must contain a clear description of
the soils at the site, methods of exploration, soil
profile, test methods and results, and the
location of the ground water.
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• Phase IV Preliminary site investigation
In addition to desk study and
reconnaissance, a few confirmatory
bore holes are sunk or probing is
done.
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Site Exploration Plan
Once the site has been selected, a detailed
investigation has to be conducted.
Since the cost of such an investigation is
enormous, it is important to prepare a
definitive plan for the investigation, especially
in terms of the
bore-hole layout and spacing between bores
the depth of boring at each location.
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Depth of Bore holes or Test pit
Approximate required minimum depth of bore hole shall be
predetermined
Depth can be changed during drilling depending upon
subsurface conditions
There is no hard and fast rule….
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Approximate method to determine
depth of boring holes or test pit
Net Increase in stress
due to structure
Vertical effective stress
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No of
stories
Boring depth
1 3.5 m
2 6 m
3 10 m
4 16 m
5 24 m
∆σ′
σo′
D
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(a)Min Depth of boring is at which the
net increase of stress = 1/10 estimated net stress (q)
on the foundation
(b) Min Depth of boring is at which the
05.0'
0
=
∆
σ
σ
Approximate Min Depth shall be minimum of (a) and (b)
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Method suggested by Sowers and Sowers (1970)
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How Deep (Bridges)?
Boring depth is governed by various factors,
including:
– Foundation type
– Foundation load
– Lowering of grade line at underpass?
– Channel relocation, widening, dredging?
– Scour?
Rules of Thumb
– Generally speaking, 50’- 80’ is reasonable
– Local experience is helpful
– Look at nearby structures if available
– If no experience or other info available, plan for
long first hole, then adjust.
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Boring depth is governed by various factors,
including:
– Wall type (Fill vs. Cut)
– Lowering of grade line at wall?
– Scour?
• Rules of Thumb:
– Fill Walls: Depth = Wall Height +/-
– Soil Nailed Walls: Depth = Through Nailed Area,
plus 10’
– Drilled Shaft Walls: Depth = Exposed Wall Height plus
150% of Wall Height
How Deep (Retaining Walls)?
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A BB
L P B
D =1 ½ B, when A P4B
L
(L>B)
B B BA A
D =1 1/2 L, when A <2B
(A)
ISOLATED SPREAD OR MAT FOOTINGS
(B)
ADJACENT FOOTINGS
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W
AB B BA
BBA
L=W
D = 4 ½ B, when A P 2B
= 3B, when A > 2B
= 1 ½ B, when A > 4B
(c)
ADJACENT ROWS OF FOOTINGS
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B
H
D = 1 ½ B or 1 ½ H
which ever is greater
(D)
RETAINING WALLS
D = 25′ to 100′,
confirm
competent
strata
Pile
(E)
PILES
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Water Surface
B
H
D = 10′ minimum *
= B when B ≤ H
= H when B > H
d
(A) DEEP CUT AND FILL SECTIONS ON SIDE HILLS
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D = 10′ minimum *
(B)
NORMAL CANAL SECTIONS
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H
D = H1 minimum
(C)
HIGH EMBANKEMNTS
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Points to note
The above approximate methods are not useful for
bedrocks
If the foundation load be transferred to bedrock
Min depth of boring in bed rock is 3 m
For irregular or weathered rock , it may be deeper
Further…when deep excavations are required, the min
depth of broing be 1.5 times the depth of excavations,
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How Many Borings & How Deep?
“No hard-and-fast” rule exists for determining the
number of borings or the depth to which borings are
to be advanced.”
But guidelines exist in –
• Textbooks
• Design manuals
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Spacing of Bore holes or Test pit
The spacing can be decreased or increased
depending on sub soil conditions
If subsoil is uniform and predictable less
number of bores may be needed
If subsoil is non uniform and un predictable
more number of bores are needed
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The exploration cost generally should be 0.1% to 0.5% of
the cost of structure
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Conventional Wisdom
– The number (density) of borings will increase:
As soil variability increases
As the loads increase
For more critical/significant structures
Rules of Thumb:
– Soft soils, critical structures – 50'
– Soft Soils - Space 100' to 200'
– As soils become harder, spacing may be increased up
to 500’
How Many Borings?
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How Many Borings?
Source: Sowers 1979
Structure or
Project
Subsurface
Variability
Spacing of Borings (ft)
Highway
Subgrade
Irregular 100-1000 (200, typical)
Average 200-2000 (500, typical)
Uniform 400-4000 (1000, typical)
Multistory
Building
Irregular 25-75
Average 50-150
Uniform 100-300
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A soil exploration program usually involves test
pits and /or soil borings.
A detailed soil exploration consists of:
1.Preliminary location of each bore hole and /or
test pits.
2.Numbering of the bore holes or test pits.
3.Planned depth of each bore hole or test pit.
4.Methods and procedures for advancing the bore
holes.
5.Number of samplings and their frequency.
6.Requirements for ground water observations.
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Methods of Subsurface
Exploration
The following are the methods of subsurface
exploration to determine the stratification and
engineering characteristics of sub-surface soils.
Trial pits or trenches,
Hand Auger Borings (post hole, helical or
spiral , dutch auger, gravel auger; barrel
auger)
Mechanical Auger Borings
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Trial Pits and Trenches
Size - 1.5m * 1.5m
Depth – normal 3.0m,
Backfilled with proper compaction.
Cheapest method for shallow depth
Can be excavated either by labors or
mechanical excavator.
Any weak lenses or pockets can be
seen.
Expensive when depth is above 6m
or below water table specially when
the subsoil consists of sandy soil
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the excavated material should be placed
on surface
separate stacks to for the materials
obtained from different depths
Various measurements should be
recorded such as…
orientation,
depth of the pit,
depths and the thickness of each stratum
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Augers
PpPost Hole
Auger
Helical Auger
Extension
Rod Post Hole
Auger
Helical
Auger
Gravel
Auger
Dutch
Auger
Open and closed
Spiral Augers
Flat Spiral Shoe
Barrel Auger
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Screw Auger( spiral auger)
Used in very cohesive, soft or
hard soils.
cannot be used in very dry or
sandy soils since these soil
types will not adhere to the bit.
Good for boring holes quickly,
but more difficult to remove
from the hole.
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Bucket Auger
They are made of a cylinder or
barrel to hold the soil, which is
forced into the barrel by the cutting
lips.
Bucket augers work well in most soil
conditions. Therefore, it is
considered the most universal
auger.
These augers are available with
different tips designed for specific
soil types, such as mud and sand.
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1. The sand auger tips are formed to touch in order
to hold the very dry and sandy soils.
2. Tips of the mud auger are spaced further apart
than the regular soil bucket to allow for easier
removal of heavy, wet soil and clay.
These also have an opening in the cylinder for
removal of the cohesive soils.
Sand Auger Mud Auger
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Dutch Auger: (Edelman auger)
designed for wet, clay, high fibrous, heavily
rooted swampy areas, and extremely wet
boggy soil.
A sand version is available where the blades
are much wider and closer together to help
capture the loose material, but a bucket
auger can retain this material with greater
ease
Bucket augers bore more slowly than the screw
and Dutch but are easier to remove from the hole
and can provide a semi undisturbed sample.
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Planer Auger
Similar to the bucket auger with its
cylinder shape,
but designed to flatten and clean out
the bottom of the predrilled hole in
preparation for core sampler to obtain
a quality undisturbed sample.
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Stony Soil Auger
Used in stony soils,
gravely soils containing
small stones and
asphalt.
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Augers may be classified as either
bucket augers or
flight augers
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Flight augers may be classified as
short-flight augers or continuous
augers.
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Continuous augers can be classed as:
(i)solid stem continuous-flight augers
or
(ii)hollow stem continuous-flight augers
May be operated by hand or power
Cheap method to determine the type
of soil.
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Casing with outer spiral
Inner rod with plug/or pilot
assembly
For sampling, remove pilot
assembly and insert sampler
Typically 5ft sections, keyed,
box & pin connections
Maximum depth 60-150ft
Hollow Stem Auger
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This method may be used in all types of soil
including sandy soils below the water table
but is not suitable if the soil is mixed with
gravel, cobbles etc.
A hollow stem is sometimes preferred since
standard penetration tests or sampling may be
done through the stem without lifting the auger
from its position in the hole.
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Besides, the flight of augers serves the purpose
of casing the hole.
In case of hollow stem, the hollow stem can be
plugged while advancing the bore and the plug
can be removed while taking samples or
conducting standard penetration tests (to be
described later on).
Due to plugging, hollow stem functions like solid
stem
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The drilling rig can be mounted on a truck or a
tractor.
Holes may be drilled by this method rapidly to
depths of 60 m or more.
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Advantages and Disadvantages of
CFA
soil moving up from the base of the hole is
free to mix with the soil at higher levels on the
edge of the borehole
Hollow-stem auger drilling is often fast and
reliable method of boring.
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Advantages and Disadvantages of
CFA
in coarse gravels the continuous-flight auger is
unusable because it must be removed each
time a sample or in-situ test is to be carried
out. At this stage the hole will collapse.
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Cleaning of Auger Flights
• In case of boring in very cohesive soils, like
clay, the cleaning of auger flights is
cumbersome.
Advantages and Disadvantages of
CFA
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Hollow Stem Continuous
Flight Auger Drilling Systems:
(a) Comparison with solid
stem auger;
(b) Typical drilling
configuration;
(c) Sizes of hollow stem
auger flights;
(d) Stepwise center bit;
(e) Outer bits;
(f) Outer and inner
assembly.
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Boring bits/dia 7.5 cm to 30 cm.
Applicable to where soil can stand without
casing or bore hole stands
unlined/unsupported due to cohesion.
Not suitable in a deposits containing large
cobbles or boulders.
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BUCKET AUGER
Bucket auger consists of an open-topped cylinder
which has a base plate with one or two slots
reinforced with cutting teeth, which break up the
soil and allow it to enter the bucket as it is
rotated.
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BUCKET AUGER
The top of the bucket is connected to a rod which
transmits the torque and downward pressure
from the rig at ground level to the base of the
hole: this rod is termed a ‘Kelly’.
They are used for subsurface exploration in the
USA, but are rarely used in the other parts of the
world.
This is probably because they require a rotary
table rig, or crane-mounted auger piling rig for
operation, and this is usually expensive to run.
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BUCKET AUGER AND DRILLING RIG
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Shell and Auger Borings/Percussion
boring/percussion drilling
The auger consists of a cylinder with bit at
the bottom.
Shell is also similar as a cylinder with
cutting edge and hinged flap at the
bottom.
Used for drilling a deeper bore hole.
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Shell and Auger Borings
Shell & auger rigs are simple and cheap to
operate, they are excellent for drilling sand &
gravel and soft clays and chalk.
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Percussion Drilling
The drilling rig (Fig) consists of a collapsible ‘A’
frame, with a pulley at its top,
a diesel engine connected via a hand-
operated friction clutch (based on a brake
drum system) to a winch drum which provides
pulling power to the rig rope and can be held
still with a friction brake which is foot-
operated used to raise and lower a series of
weighted tools on to the soil being drilled.
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The rig is very light and can be
readily towed with a four-wheel
drive vehicle. It is also very easy
to erect, and on a level site can
be ready to drill in about 15
minutes.
In clays, progress is made by
dropping a steel tube known as a
‘clay cutter’ into the soil (see
Fig.).
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This is slowly pulled out of the borehole and is
then generally found to have soil trapped
inside it
When the claycutter is withdrawn from the
top of the hole, the soil is removed with a
metal bar which is driven into it through the
open slot in the claycutter side
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In granular materials, such as sands or
gravels, a shell is used.
At least 2 m of water is put in the bottom of
the borehole, and the shell is then surged,
moving about 300mm up and down every
second or so.
Surging the shell upwards causes water to be
drawn into the bottom of the hole, and this
water loosens the soil at the base of the hole
and forces it to go into suspension
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As the shell is dropped on the bottom of the
hole the mixture of soil and water passes up
the tube of the shell, past the simple non-
return valve (sometimes called a ‘clack’). As the
shell is raised, the clack closes and retains the
soil
By repeatedly surging the shell up and down at
the base of the hole, soil can be collected and
removed from the hole. By this method the
boulder or rock formation are pulverized .
Highly disturbed samples are collected.
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WASH BORING
Wash boring is a relatively old method of boring
small-diameter exploratory holes in fine-
grained soil.
Soil exploration below the ground water table is
usually very difficult to perform by means of
pits or auger-holes. Wash boring in such cases is
a very convenient method provided the soil is
either sand, silt or clay.
The method is not suitable if the soil is mixed
with gravel or boulders.
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The purpose of wash boring is to drill holes only
and not to make use of the disturbed washed
materials for analysis.
Whenever an undisturbed sample is required at a
particular depth, the boring is stopped, and the
chopping bit is replaced by a sampler. The
sampler is pushed into the soil at the bottom of
the hole and the sample is withdrawn.
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Figure shows the assembly for a wash boring.
To start with, the hole is advanced a short
depth by auger and then a casing pipe is
pushed to prevent the sides from caving in.
The hole is then continued by the use of a
chopping bit fixed at the end of a string of hollow
drill rods.
A stream of water under pressure is forced
through the rod and the bit into the hole, which
loosens the soil as the water flows up around the
pipe. The loosened soil in suspension in water is
discharged into a tub.
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The soil in suspension settles down in the tub
and the clean water flows into a sump which
is reused for circulation.
The motive power for a wash boring is either
mechanical or man power. The bit which is
hollow is screwed to a string of hollow drill
rods supported on a tripod by a rope or steel
cable passing over a pulley and operated by a
winch fixed on one of the legs of the tripod.
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Coring Bits
Three basic categories of bits are in use: diamond,
carbide insert, and saw tooth.
Diamond coring bits may be of the surface set or
diamond impregnated type.
• Diamond coring bits are the most versatile of all the
coring bits since they produce high quality cores in rock
materials ranging from soft to extremely hard.
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Carbide insert bits
Carbide insert bits use tungsten carbide
in lieu of diamonds.
Bits of this type are used to core soft to
medium hard rock.
They are less expensive than diamond
bits
but the rate of drilling is slower than
with diamond bits.
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