This document describes methods to determine the unit weight of soil. There are five types of unit weight: bulk, saturated, dry, submerged, and solid. The core cutter and sand replacement methods are explained. The core cutter method involves extracting a soil sample with a cutter, weighing it, and calculating bulk and dry unit weights. The sand replacement method involves using a calibrated container, pouring sand into an excavated hole to displace the soil, then weighing and calculating the soil's unit weight. Precautions for each method are provided.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
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 the shrinkage limit test for soils. It defines shrinkage limit as the moisture content at which a saturated soil stops decreasing in volume as it dries, even though saturation remains near 100%. The test involves drying a soil sample and measuring its volume and weight changes to determine the moisture content at which further drying does not cause additional volume reduction. This limit provides important information for designing structures in expansive soils and assessing soil suitability for construction materials.
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )Hossam Shafiq I
ย
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.
The document provides a question bank on soil mechanics for a civil engineering course. It contains questions organized under 5 units covering key topics in soil mechanics like introduction to soil, permeability, stress distribution, consolidation, and shear strength. The questions range from 2 marks to longer questions of 5 marks or more. Model question papers from previous years are also provided at the end for practice.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
ย
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.
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.
The document discusses soil consistency and the various states of soil based on water content. It describes the four stages as:
1) Liquid state - when soil is thoroughly mixed with large quantity of water and offers no resistance to flow.
2) Plastic state - when water content is reduced and soil offers small shear strength and can be molded.
3) Semi-solid state - when water content is further reduced from the plastic state.
4) Solid state - the lowest water content where the soil volume no longer decreases. Tests are described to determine the liquid limit, plastic limit, and shrinkage limit which define the boundaries between these states.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
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 the shrinkage limit test for soils. It defines shrinkage limit as the moisture content at which a saturated soil stops decreasing in volume as it dries, even though saturation remains near 100%. The test involves drying a soil sample and measuring its volume and weight changes to determine the moisture content at which further drying does not cause additional volume reduction. This limit provides important information for designing structures in expansive soils and assessing soil suitability for construction materials.
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )Hossam Shafiq I
ย
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.
The document provides a question bank on soil mechanics for a civil engineering course. It contains questions organized under 5 units covering key topics in soil mechanics like introduction to soil, permeability, stress distribution, consolidation, and shear strength. The questions range from 2 marks to longer questions of 5 marks or more. Model question papers from previous years are also provided at the end for practice.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
ย
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.
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.
The document discusses soil consistency and the various states of soil based on water content. It describes the four stages as:
1) Liquid state - when soil is thoroughly mixed with large quantity of water and offers no resistance to flow.
2) Plastic state - when water content is reduced and soil offers small shear strength and can be molded.
3) Semi-solid state - when water content is further reduced from the plastic state.
4) Solid state - the lowest water content where the soil volume no longer decreases. Tests are described to determine the liquid limit, plastic limit, and shrinkage limit which define the boundaries between these states.
The Proctor compaction test is used to determine the optimal moisture content and maximum dry density of soils. It involves compacting soil samples in a mold using a standardized compactive effort at different moisture contents. The dry density is measured for each sample to create a compaction curve showing the relationship between dry density and moisture content. The peak of the curve indicates the optimum moisture content and maximum dry density, which represent the conditions when the soil is most dense and has the highest load-bearing capacity. The test is important for determining how to properly compact soils in the field.
This document discusses the index properties of soil, which can be divided into soil grain properties and soil aggregate properties. Soil grain properties depend on individual grains and are independent of formation, including mineral composition, specific gravity, grain size and shape. Soil aggregate properties depend on the soil mass as a whole and represent collective behavior, influenced by stress history, formation and structure. Common index properties discussed include grain size distribution, Atterberg limits which classify soil consistency, and plasticity index. Engineering applications of index properties include soil classification, permeability estimation, and criteria for materials selection.
The document describes the oedometer test procedure used to determine soil properties like compression coefficient, consolidation coefficient, permeability, and compressibility. The test involves placing a saturated soil sample in an oedometer apparatus and incrementally increasing the load over time while monitoring settlement. Properties are calculated from the settlement readings using methods like square root of time or log of time.
This document discusses the consolidation of soil. It defines important terms like compression, compressibility, and consolidation. It outlines the differences between compaction and consolidation. The importance of consolidation theory is that it provides information on total settlement, time for settlement, and types of settlement. Terzaghi's spring analogy is described to explain the consolidation process. A one-dimensional consolidation test procedure is outlined. Important definitions related to consolidation like compression index, swelling index, and coefficients are provided. The document also discusses normally, under, and over consolidated soils and how to determine preconsolidation pressure. Terzaghi's one-dimensional consolidation theory and solution are presented. Methods to determine degree of consolidation and coefficient of consolidation from laboratory test data are
The document discusses shear strength of soils. It defines shear strength as the soil's resistance to shearing stresses and deformation from particle displacement. Shear strength depends on cohesion between particles and frictional resistance, as modeled by the Mohr-Coulomb failure criterion. Laboratory tests like direct shear and triaxial shear tests are used to determine the shear strength parameters (c, ฯ) that describe a soil's failure envelope.
This presentation includes Definition of Permeability, measurement of Permeability, Validity of Darcy's law, Darcy's Law, Methods of Finding Permeability, factors affecting permeability, Permeability of Stratified Soil
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.
The document discusses the constant head permeability test method for determining the permeability (hydraulic conductivity) of soils in the laboratory. It defines permeability and the factors that influence it. It describes Darcy's Law and the equation used to calculate permeability from measured values. The purpose and significance of measuring permeability is explained. The test method, apparatus, procedure, calculations, analysis and results are outlined.
This document discusses vertical drains, which are used to accelerate consolidation in saturated clays. It describes how vertical drains work by shortening drainage paths within clay. Common installation methods involve creating boreholes and placing vertical drains made of sand or prefabricated materials like sandwick or band drains. Design considerations for vertical drains include drain spacing, fill height, soil permeability, and achieving a desired consolidation level within a given time. Mathematical equations are provided for analyzing consolidation based on Terzaghi's theory involving factors like coefficient of consolidation and excess pore water pressure. An example problem demonstrates calculating degree of consolidation over time for a layered soil system using vertical drains.
This document provides information about soil permeability and hydraulic conductivity. It discusses three key points:
1) It defines permeability and hydraulic conductivity as a soil's capacity to allow water to pass through it. Darcy's law establishes that flow is proportional to hydraulic gradient.
2) It identifies factors that affect permeability, including particle size, void ratio, properties of pore fluid, shape of particles, soil structure, degree of saturation, and more.
3) It describes methods to determine hydraulic conductivity in the lab, including constant-head and falling-head permeability tests, and how hydraulic conductivity is calculated based on water flow through a soil sample.
Compaction of soil involves mechanically rearranging soil particles to reduce voids and increase dry density, which improves engineering properties like strength and reduces settlement. Standard compaction tests determine the optimum water content and maximum dry density for a given soil and compactive effort. Factors like water content, compactive effort, soil type, and method of compaction influence the engineering behavior of compacted soils.
The document describes the standard Proctor compaction test procedure. The test is used to determine the maximum dry density and optimum moisture content of soils. It involves compacting soil samples at incrementally increased moisture contents using a specified compaction method. A compaction curve is plotted showing the relationship between dry density and moisture content. The peak of the curve indicates the optimum moisture content and maximum dry density achieved for that soil. The test uses a cylindrical metal mold, rammer, balance, oven and other equipment to compact and analyze the soil samples according to steps that sieve, mix, compact and weigh the soil at different moistures.
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.
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 4 Soil Compaction ( Geotechnical Engineering )Hossam Shafiq I
ย
This document discusses a geotechnical engineering laboratory experiment on determining the moisture-unit weight relationship of soil through compaction testing. It describes the standard Proctor compaction test procedure which involves compacting soil in layers in a mold using a hammer. A compaction curve is plotted showing the relationship between dry unit weight and moisture content, with the maximum dry unit weight and optimum moisture content identified. It also describes the modified Proctor compaction test which simulates higher compaction efforts and the use of compaction test specifications in field construction.
This document describes various laboratory methods for determining soil properties, including liquid limit, plastic limit, and field density. The liquid limit can be found using a Casagrande apparatus or cone penetrometer, which measure the number of blows or penetration depth required for a soil sample to close a groove at different water contents. The plastic limit is the water content at which a soil thread crumbles. Field density is measured using a core cutter method or sand replacement method.
This document describes the vane shear test procedure used to determine the undrained shear strength of soft clays. Key details include:
- The test involves inserting vanes into an undisturbed clay specimen and rotating them at a uniform rate until failure to measure the undrained shear strength.
- Calculations are done to determine the shear strength from the torque measurement, using the vane diameter and height.
- The test can also measure soil sensitivity by remolding the soil after the initial test and measuring the reduction in strength.
1. Plate load tests are conducted to determine the ultimate bearing capacity of soil and settlement under a given load by applying loads to circular or square steel plates embedded in an excavated pit.
2. The test setup involves excavating a pit below the depth of the proposed foundation, placing the test plate with a central hole at the bottom, and applying load using a hydraulic jack while measuring settlement.
3. The results provide the subgrade modulus, ultimate bearing capacity divided by a safety factor to determine the safe bearing capacity, and insight into foundation behavior and allowable settlement for design.
This document describes procedures for determining various index properties of soils through laboratory experiments. The first experiment involves determining the field density, dry density and moisture content of soil using the core cutter method. The second experiment involves sieve analysis to determine properties like fineness modulus, uniformity coefficient and coefficient of curvature. Subsequent experiments determine specific gravity, void ratio, porosity, field density by sand replacement method and Atterberg limits of the given soil sample. For each experiment, the aim, apparatus, procedure, observations and calculations are provided.
This document provides instructions and results for several experiments analyzing soil properties:
1. Grain size distribution was analyzed using sieve analysis, finding the soil to be well graded with a uniformity coefficient of 11.52 and curvature coefficient of 1.12.
2. Oven drying and core cutter methods determined the moisture content, bulk unit weight, and dry unit weight of soil samples. Average moisture content was 23.05%, bulk density was 1.774 g/cm3, and dry density was 1.593 g/cm3.
3. Additional experiments analyzed liquid limit, plastic limit, and replaced sand to determine in-field densities, finding bulk density of 1.415 g/cm3 and
The Proctor compaction test is used to determine the optimal moisture content and maximum dry density of soils. It involves compacting soil samples in a mold using a standardized compactive effort at different moisture contents. The dry density is measured for each sample to create a compaction curve showing the relationship between dry density and moisture content. The peak of the curve indicates the optimum moisture content and maximum dry density, which represent the conditions when the soil is most dense and has the highest load-bearing capacity. The test is important for determining how to properly compact soils in the field.
This document discusses the index properties of soil, which can be divided into soil grain properties and soil aggregate properties. Soil grain properties depend on individual grains and are independent of formation, including mineral composition, specific gravity, grain size and shape. Soil aggregate properties depend on the soil mass as a whole and represent collective behavior, influenced by stress history, formation and structure. Common index properties discussed include grain size distribution, Atterberg limits which classify soil consistency, and plasticity index. Engineering applications of index properties include soil classification, permeability estimation, and criteria for materials selection.
The document describes the oedometer test procedure used to determine soil properties like compression coefficient, consolidation coefficient, permeability, and compressibility. The test involves placing a saturated soil sample in an oedometer apparatus and incrementally increasing the load over time while monitoring settlement. Properties are calculated from the settlement readings using methods like square root of time or log of time.
This document discusses the consolidation of soil. It defines important terms like compression, compressibility, and consolidation. It outlines the differences between compaction and consolidation. The importance of consolidation theory is that it provides information on total settlement, time for settlement, and types of settlement. Terzaghi's spring analogy is described to explain the consolidation process. A one-dimensional consolidation test procedure is outlined. Important definitions related to consolidation like compression index, swelling index, and coefficients are provided. The document also discusses normally, under, and over consolidated soils and how to determine preconsolidation pressure. Terzaghi's one-dimensional consolidation theory and solution are presented. Methods to determine degree of consolidation and coefficient of consolidation from laboratory test data are
The document discusses shear strength of soils. It defines shear strength as the soil's resistance to shearing stresses and deformation from particle displacement. Shear strength depends on cohesion between particles and frictional resistance, as modeled by the Mohr-Coulomb failure criterion. Laboratory tests like direct shear and triaxial shear tests are used to determine the shear strength parameters (c, ฯ) that describe a soil's failure envelope.
This presentation includes Definition of Permeability, measurement of Permeability, Validity of Darcy's law, Darcy's Law, Methods of Finding Permeability, factors affecting permeability, Permeability of Stratified Soil
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.
The document discusses the constant head permeability test method for determining the permeability (hydraulic conductivity) of soils in the laboratory. It defines permeability and the factors that influence it. It describes Darcy's Law and the equation used to calculate permeability from measured values. The purpose and significance of measuring permeability is explained. The test method, apparatus, procedure, calculations, analysis and results are outlined.
This document discusses vertical drains, which are used to accelerate consolidation in saturated clays. It describes how vertical drains work by shortening drainage paths within clay. Common installation methods involve creating boreholes and placing vertical drains made of sand or prefabricated materials like sandwick or band drains. Design considerations for vertical drains include drain spacing, fill height, soil permeability, and achieving a desired consolidation level within a given time. Mathematical equations are provided for analyzing consolidation based on Terzaghi's theory involving factors like coefficient of consolidation and excess pore water pressure. An example problem demonstrates calculating degree of consolidation over time for a layered soil system using vertical drains.
This document provides information about soil permeability and hydraulic conductivity. It discusses three key points:
1) It defines permeability and hydraulic conductivity as a soil's capacity to allow water to pass through it. Darcy's law establishes that flow is proportional to hydraulic gradient.
2) It identifies factors that affect permeability, including particle size, void ratio, properties of pore fluid, shape of particles, soil structure, degree of saturation, and more.
3) It describes methods to determine hydraulic conductivity in the lab, including constant-head and falling-head permeability tests, and how hydraulic conductivity is calculated based on water flow through a soil sample.
Compaction of soil involves mechanically rearranging soil particles to reduce voids and increase dry density, which improves engineering properties like strength and reduces settlement. Standard compaction tests determine the optimum water content and maximum dry density for a given soil and compactive effort. Factors like water content, compactive effort, soil type, and method of compaction influence the engineering behavior of compacted soils.
The document describes the standard Proctor compaction test procedure. The test is used to determine the maximum dry density and optimum moisture content of soils. It involves compacting soil samples at incrementally increased moisture contents using a specified compaction method. A compaction curve is plotted showing the relationship between dry density and moisture content. The peak of the curve indicates the optimum moisture content and maximum dry density achieved for that soil. The test uses a cylindrical metal mold, rammer, balance, oven and other equipment to compact and analyze the soil samples according to steps that sieve, mix, compact and weigh the soil at different moistures.
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.
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 4 Soil Compaction ( Geotechnical Engineering )Hossam Shafiq I
ย
This document discusses a geotechnical engineering laboratory experiment on determining the moisture-unit weight relationship of soil through compaction testing. It describes the standard Proctor compaction test procedure which involves compacting soil in layers in a mold using a hammer. A compaction curve is plotted showing the relationship between dry unit weight and moisture content, with the maximum dry unit weight and optimum moisture content identified. It also describes the modified Proctor compaction test which simulates higher compaction efforts and the use of compaction test specifications in field construction.
This document describes various laboratory methods for determining soil properties, including liquid limit, plastic limit, and field density. The liquid limit can be found using a Casagrande apparatus or cone penetrometer, which measure the number of blows or penetration depth required for a soil sample to close a groove at different water contents. The plastic limit is the water content at which a soil thread crumbles. Field density is measured using a core cutter method or sand replacement method.
This document describes the vane shear test procedure used to determine the undrained shear strength of soft clays. Key details include:
- The test involves inserting vanes into an undisturbed clay specimen and rotating them at a uniform rate until failure to measure the undrained shear strength.
- Calculations are done to determine the shear strength from the torque measurement, using the vane diameter and height.
- The test can also measure soil sensitivity by remolding the soil after the initial test and measuring the reduction in strength.
1. Plate load tests are conducted to determine the ultimate bearing capacity of soil and settlement under a given load by applying loads to circular or square steel plates embedded in an excavated pit.
2. The test setup involves excavating a pit below the depth of the proposed foundation, placing the test plate with a central hole at the bottom, and applying load using a hydraulic jack while measuring settlement.
3. The results provide the subgrade modulus, ultimate bearing capacity divided by a safety factor to determine the safe bearing capacity, and insight into foundation behavior and allowable settlement for design.
This document describes procedures for determining various index properties of soils through laboratory experiments. The first experiment involves determining the field density, dry density and moisture content of soil using the core cutter method. The second experiment involves sieve analysis to determine properties like fineness modulus, uniformity coefficient and coefficient of curvature. Subsequent experiments determine specific gravity, void ratio, porosity, field density by sand replacement method and Atterberg limits of the given soil sample. For each experiment, the aim, apparatus, procedure, observations and calculations are provided.
This document provides instructions and results for several experiments analyzing soil properties:
1. Grain size distribution was analyzed using sieve analysis, finding the soil to be well graded with a uniformity coefficient of 11.52 and curvature coefficient of 1.12.
2. Oven drying and core cutter methods determined the moisture content, bulk unit weight, and dry unit weight of soil samples. Average moisture content was 23.05%, bulk density was 1.774 g/cm3, and dry density was 1.593 g/cm3.
3. Additional experiments analyzed liquid limit, plastic limit, and replaced sand to determine in-field densities, finding bulk density of 1.415 g/cm3 and
index properties of soil, Those properties of soil which are used in the identification and classification of soil are known as INDEX PROPERTIES
Water content
Specific gravity
In-situ density
Particle size
Consistency
Relative Density
Index properties of soil and Classification of soils(Geotechnical engineering)Manoj Kumar Kotagiri
ย
This document provides an overview of index properties and classification of soils. It discusses various index properties such as moisture content, specific gravity, density, particle size distribution, and consistency limits. Methods for determining these properties, such as oven drying, pycnometer, core cutter, and sieve and sedimentation analysis are described. Index properties are important for identifying soils and determining their engineering behavior and properties like strength, compressibility, and permeability.
Site Investigation and Example of Soil SamplingJoana Bain
ย
The document provides information on various soil testing methods conducted as part of a site investigation study. It discusses procedures for collecting undisturbed and disturbed soil samples, and conducting tests such as grain size analysis, Atterberg limits tests, relative density tests, and compaction tests. The purpose of the site investigation and specific laboratory tests are explained. Sample collection and testing is performed to obtain properties of the soil and understand its suitability for construction purposes.
This document discusses various index properties of soil and methods for determining them. It describes determining the specific gravity of soil through different methods like the pycnometer bottle method. It also discusses determining the in-situ dry density of soil using a core cutter and discusses particle size analysis through sieve analysis and sedimentation analysis. The document also describes determining the consistency limits of fine-grained soils, including the liquid limit and plastic limit tests. It defines the relative density of soils and provides categories of soil denseness based on relative density percentages.
Ex 6 b field density by sand replacement methodbhimaji40
ย
This document describes a procedure to determine the field density of soil using the sand replacement method. Key steps include excavating a hole in the soil, measuring the mass of soil removed, and filling the hole with standard sand using a sand pouring cylinder. The mass of sand required to fill the hole is used to calculate the bulk density of the soil sample based on the known bulk density of the sand. Additional steps involve determining the moisture content of a soil sample to calculate the dry density of the soil in place.
Geotechnical Engineering - Year 3 Lab Report.pdfIgnatius Shiundu
ย
This document provides details of laboratory experiments conducted to determine various properties of soil, including:
1. The dry density of soil in situ using the sand replacement method. Testing yielded a dry density of 1.79 g/cm3.
2. The maximum dry density and optimum moisture content of soil through dynamic compaction, which were determined to be 1.85 g/cm3 and 11% respectively.
3. Particle size distribution through a hydrometer analysis, with procedures and apparatus described.
The document provides details on various tests conducted on highway materials and soils, including aggregate impact value testing, water content determination, consistency limits testing, rebound hammer testing, and sand replacement testing. It describes the objectives, apparatus, procedures, observations, and calculations for each test. The tests are used to evaluate the properties and suitability of aggregates, soils, and concrete for use in highway and road construction projects.
Determination of Field Density Using Sand Cone Method | Jameel AcademyJameel Academy
ย
The document describes a soil mechanics lab report on determining field density using the sand cone method. The test procedure involves digging a hole, placing the excavated soil in an airtight bag, then using a sand cone apparatus to pour sand into the hole to determine the hole's volume. Calculations are shown to find the field dry unit weight, water content, and relative density compared to the maximum dry unit weight from a lab compaction test. The results found a field dry unit weight of 1.4149 g/cm3 and relative density of 72%, indicating the field compaction was not adequate for the project.
The standard Proctor test is conducted to determine the optimum water content and maximum dry density of soil for compaction. Soil samples are compacted in layers in a standardized metal mold at different water contents using a rammer. The bulk density of each compacted sample is calculated and a curve is plotted of dry density versus water content. The water content corresponding to the highest dry density is the optimum water content. A penetration resistance test is also conducted using a Proctor needle to obtain the relationship between penetration resistance and water content.
The document provides instructions for conducting 12 geotechnical engineering experiments in the geotechnical engineering lab at B.V. Raju Institute of Technology. The experiments include determining Atterberg limits, field density via core cutter and sand replacement methods, grain size analysis, constant and variable head permeability tests, unconfined compression test, direct shear test, compaction tests, and CBR testing. Students must complete 8 of the 12 experiments listed. Instructions are provided for each experiment, including the aim, theory, apparatus required, and procedures to follow.
The sand replacement test determines the in situ density of natural or compacted soils using sand pouring cylinders. The test involves excavating a soil sample, measuring its mass, and replacing the excavated volume with sand of a known density to find the sample volume. This allows calculating the dry density based on the sample mass and volume. The test establishes a relationship between dry density and moisture content. It is used to evaluate compaction levels in the field according to acceptance criteria for different depths.
This document describes a procedure to determine the field density and dry density of a soil sample using the core cutter method. Key steps include:
1) Measuring the dimensions and mass of a core cutter and calculating its volume.
2) Exposing the soil area to be tested and driving the core cutter into the soil to extract a sample.
3) Measuring the mass of the core cutter with soil to determine bulk density.
4) Determining the water content of a representative subsample and calculating dry density from bulk density and water content.
The procedure is then repeated at multiple locations to obtain average bulk and dry density values.
-Determination of water content of soil by oven drying method
-Determination of dry density of soil by sand replacement method
-Grain Analysis of Soil
-Determination of liquid limit and plastic limit of soil
-Liquid limit determination by cone penetrometer
-California Bearing Ratio (CBR) value test
- Direct shear test
-Standard penetration test
The document discusses various tests that are conducted on sand to determine its suitability for use in concrete. The key tests described are: moisture content, clay content, grain size distribution, permeability, strength, refractoriness, hardness, silt content, and bulking. These tests are important because sand properties like cleanliness, grain shape and size distribution influence the strength and durability of hardened concrete. Impurities in sand like silt or organic matter can weaken the final concrete.
This document provides procedures for determining various properties of aggregates through laboratory experiments. It describes 15 experiments related to aggregate testing, including procedures to determine grain size distribution, bulk density, crushing value, impact value, and others. The grain size distribution experiment involves sieving samples of fine and coarse aggregates and calculating parameters like effective size and uniformity coefficient. The crushing value and impact value experiments involve compressing aggregate samples and measuring the amount of particles that break off to determine the aggregates' resistance to impact and crushing forces.
(1) The sand replacement method is used to determine the field density of soil containing coarse particles like gravel or stones, where the core cutter method is not suitable. (2) The method involves excavating a hole in the compacted soil and measuring the volume of the hole by filling it with calibrated sand. (3) The density of the in-situ soil is then calculated as the weight of the excavated soil divided by the volume of the hole determined through filling it with the calibrated sand.
The document describes procedures for determining soil density through a sand replacement test. The test involves first calibrating the test apparatus by measuring the volume and mass of sand poured into a cylindrical container to determine the density of the sand. Then, a hole is excavated in the soil and the mass of excavated soil is measured. Sand is poured into the hole until full, and its mass is measured before and after to calculate the volume of the hole. Using the known densities of the sand and mass of excavated soil, the density of the soil can be determined. Key measurements include mass, volume, and density of both sand and soil samples.
Similar to Determination of in situ density of soil (20)
Sri Guru Hargobind Ji - Bandi Chor Guru.pdfBalvir Singh
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Sri Guru Hargobind Ji (19 June 1595 - 3 March 1644) is revered as the Sixth Nanak.
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see that there are railways that are present for the long as well as short distance
travelling which makes the life of the people easier. When compared to other
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Determination of in situ density of soil
1. DETERMINATION OF IN-
SITU UNIT WEIGHT OF
SOIL
EXPERIMENT NO 2 & 3
Soil Mechanics Laboratory
CE PC 594
2. ๏ It is defined as the weight
of any substance per unit
volume
๏Unit of unit weight is
kN/m3
3. ๏ There are FIVE types of unit weight of soil.
i. Bulk unit weight (ฮณbulk)
ii. Saturated unit weight (ฮณsat)
iii. Dry unit weight (ฮณdry)
iv. Submerged unit weight (ฮณsub / ฮณโ )
v. Unit weight of solid (ฮณS)
4. i. Bulk unit weight (ฮณbulk)
It is the ratio of total weight of soil to total volume of soil
ฮณbulk =
๐
๐
=
๐๐+๐๐
๐๐+๐๐+๐๐
ii. Saturated unit weight (ฮณsat)
It is the ratio of weight of saturated soil to volume of soil.
S = 100%, No air will be in the void. na = 0% i.e. Va=0
ฮณsat =
๐๐ ๐๐ก
๐
=
๐๐+๐๐
๐๐+๐๐
5. iii. Dry unit weight (ฮณdry)
It is the ratio of weight of dry soil to volume of soil
S = 0%, No water will be in the void. na = 100% i.e. VW=0
ฮณdry =
๐๐๐๐ฆ
๐
=
๐๐
๐๐+๐๐
iv. Unit weight of solid (ฮณS)
It is the ratio of weight of soil solid to volume of soil solid.
ฮณS =
๐๐
๐๐
6. v. Submerged unit weight (ฮณsub or ฮณโ )
It is the ratio of effective weight of soil mass
to volume of soil
ฮณsub = ฮณsat- ฮณw
๏ฑ Order of unit weight:
ฮณS > ฮณsat > ฮณbulk > ฮณdry > ฮณsub
W
FB
Effective weight
Wโ = W- FB
7. Particle density- It measures the mass in a given volume of
particles.
Particle density focuses on just the soil particles themselves and
not the volume they occupy in the soil.
Bulk density- It includes both the volume of the solid (mineral
and organic) portion of the soil and the spaces where air and
water are found.
8. ๏ฑ Soil particle density depends on the chemical composition and
structure of the minerals in the soil.
๏ฑ Most mineral particles in soils have a particle density ranging
from 2.60 to 2.75 g/cm3.
๏ฑ However, the density can be as high as 3.0 g/cm3 for very dense
mineral particles, and as low as 0.9 g/cm3 for organic particles.
9. Unit weight help you to evaluate several
properties of soil, which are-
1. Effective stress
2. Settlement
3. Bearing capacity
4. Permeability
5. Shear strength of soil
6. Slope stability
7. Compaction
8. Earth pressure of retaining wall etc.
10. i. Bulk unit weight (ฮณbulk)
ฮณbulk =
๐
๐
ii. Dry unit weight (ฮณdry)
ฮณdry =
๐พ๐๐ข๐๐
1+๐ค
Here, W= total weight of soil
V = Volume of soil
w = Moisture content of soil
11. ๏ There are six tests to determine unit weight of soil.
i. Core Cutter Method
ii. Sand Replacement Method
iii. Water displacement method
iv. Submerged mass density method
v. Rubber balloon test
vi. Gamma ray method
๏ฑ We will discuss only first two of the tests to determine in-situ
unit weight of soil
13. APPARATU
S
General
i. Balance of capacity 5 Kg and sensitivity 1 gm.
ii. Balance of capacity 200gms and sensitivity 0.01 gms.
iii.Scale
iv.Spade or pickaxe or crowbar
v. Trimming Knife
vi.Oven
vii.Water content containers
viii.Desiccator.
14. APPARATUS
Specification
100
mm
127.4 mm
โข Volume of cylinder = Volume of Cutter = V
โข V =
๐
4
ร ๐2
ร โ
โข Here, d = diameter of cylinder = 100 mm =10 cm
h = Height of cylinder = 127.4 mm = 12.74 cm
โข V =
๐
4
ร 102 ร 12.74 = 1000.597 cc ~ 1000 ๐๐
โข We assume,
โข Volume of cutter = Volume of soil = 1000 cc
15. Procedure:
i. Measure the height and internal diameter of the core
cutter.
ii. Weight the clean core cutter (W1).
iii.Clean and level the ground where the density is to be
determined and use grease at inner surface of cutter.
iv. Attach Dolly over the cutter
v. Press the cylindrical cutter into the soil to its full
depth with the help of steel rammer and stop until
dolly penetrates 1.5 cm below ground level.
W1
16. Procedure:
vi. Remove the soil around the cutter by spade.
vii.Lift up the cutter.
viii.Trim the top and bottom surfaces of the sample
carefully.
ix. Clean the outside surface of the cutter.
x. Weight the core cutter with the soil (W2).
xi. Remove the soil core from the cutter and take
the representative sample in the water content
containers to determine the moisture content W2
18. Precautions:
i. Steel dolly should be placed on the top of the cutter before
ramming it down into the ground.
ii. Core cutter should not be used for gravels, boulders or any hard
ground.
iii.Before removing the cutter, soil should be removed around the
cutter to minimize the disturbances.
iv. While lifting the cutter, no soil should drop down
20. APPARATU
S
General
i. Balance of capacity 15 Kg and sensitivity 1 gm.
ii. Standard sand-graded between the No.25 (600 micron) and No.52
(300 micron) B.S. Sieves
iii.Spade or pickaxe or crowbar
iv.Trimming Knife
v. Oven
vi.Water content containers
vii.Desiccator.
21. APPARATUS
Specification
100 mm
127.4 mm
โข Volume of cylindrical calibrated container = V
โข V =
๐
4
ร ๐2 ร โ
โข Here, d = diameter of cylinder = 100 mm =10 cm
h = Height of cylinder = 150 mm = 15 cm
โข V =
๐
4
ร 102
ร 15 = 1178.09 cc
โข We assume,
โข Volume of cylindrical calibrated container =
Volume of sand = 1178 cc
22. Procedure:
I. Weight of Sand Occupying the Cone of the Sand
Pouring Apparatus
1. Pour sand into the apparatus with valve closed and
determine weight of apparatus and sand (W1).
2. Place the apparatus on a smooth glass plate and open
the valve to fill the conical portion.
3. After the sand stops running, close the valve sharply, and
weight the sand that fill the cone of the apparatus (W2).
4. Replace the sand removed in the apparatus and again fill
the sand pouring cylinder with valve closed.
W1
W2
23. Procedure:
II. Density of Sand
1. Fully filled Sand Pouring Apparatus with known weight
of sand and place it concentrically on top of the
calibrating cylinder.
2. Open the shutter and allow the sand to drain out.
3. When no further movement of sand takes place in the
apparatus, close the shutter and weight the sand
remaining in the apparatus (W3).
4. Again fill the sand pouring cylinder with valve closed.
W1
W3
24. Procedure:
II. Density of Sand
โข Weight of sand in calibrated container = ๐1 โ ๐2 โ ๐3
โข Unit weight of sand =
๐๐๐๐โ๐ก ๐๐ ๐ ๐๐๐
๐๐๐๐ข๐๐ ๐๐ ๐ ๐๐๐
โข We know,
Volume of sand = Volume of calibrated container =V
โข ๐พ๐ ๐๐๐ =
๐1โ๐2โ๐3
๐
W3
Calibrated
container
25. Procedure:
III.Density of soil
1. Prepare the surface of the location to be tested so
that it is a level plane.
2. Keep the soil tray firmly on the place surface.
3. Excavate with hand tools a hole with diameter equal
to that of the hole of the plate and about 10cm in
depth with smooth walls and rounded bottom edges.
4. Place all loosened soil in a container being careful to
avoid losing any material.
10 cm
W
26. Procedure:
III.Density of soil
5. Seat the already weighed apparatus with sand on the
hole of the tray.
6. Open the valve and after the sand has stopped flowing
close the valve.
7. Weigh the apparatus with remaining sand (W4)
8. Weigh the material that was removed from the test hole
(W).
9. Mix the material thoroughly and weigh a representative
sample for moisture determination.
W4
27. Procedure:
II. Density of Soil
โข Volume of excavated soil = Volume of sand poured in
excavated place = Vsoil =
๐๐๐๐โ๐ก ๐๐ ๐ ๐๐๐ ๐๐ ๐๐ฅ๐๐๐ฃ๐๐ก๐๐๐
๐๐๐๐ก ๐ค๐๐๐โ๐ก ๐๐ ๐ ๐๐๐ (๐พ๐ ๐๐๐)
โข Vsoil =
๐1โ๐2โ๐4
๐พ๐ ๐๐๐
โข Vsoil =
๐1โ๐2โ๐4
๐1โ๐2โ๐3
๐
W4
28. Procedure:
II. Density of Soil
โข Unit weight of soil (ฮณ) =
๐๐๐๐โ๐ก ๐๐ ๐ ๐๐๐
๐๐๐๐ข๐๐ ๐๐ ๐ ๐๐๐
=
๐๐๐๐โ๐ก ๐๐ ๐ ๐๐๐
๐๐๐๐ข๐๐ ๐๐ ๐๐ฅ๐๐๐ฃ๐๐ก๐๐ ๐ ๐๐๐
โข ฮณ =
๐
๐๐ ๐๐๐
=
๐
๐๐ ๐๐๐
โข ฮณ =
๐
๐1โ๐2โ๐4
๐1โ๐2โ๐3
๐
W4
29. Precautions:
1. This method is suitable for cohesionless soil (Gravel & Sand)
2. It is generally adopted in construction of roads and highways.
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