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.
This document is a lab manual for experiments related to building materials. It provides procedures and instructions for 9 experiments:
1. Determining the normal consistency of cement.
2. Measuring the initial and final setting time of cement.
3. Testing the compressive strength of cement samples.
4. Finding the specific gravity of fine aggregate.
5. Analyzing the grain size distribution of fine aggregate using sieves.
6. Measuring the crushing value of coarse aggregate.
7. Determining the impact value of aggregate.
8. Testing the compressive strength of concrete cubes.
9. Additional aggregate testing experiments are also described.
The
This document provides information on procedures to determine properties of aggregates through various laboratory tests. It describes tests to determine the particle size distribution of fine and coarse aggregates through sieve analysis. It also describes tests to determine the bulk density, void ratio, porosity and specific gravity of aggregates in loose and compacted states. Additionally, it provides the procedure to determine the bulking characteristics of sand and how bulking increases with moisture content up to a maximum point. The document contains sections on aim, apparatus, procedure, observations and calculations and results for each test.
This document provides information on procedures to determine various properties of aggregates through laboratory experiments. It describes 12 experiments related to grain size distribution, bulk density, voids ratio, porosity, specific gravity, bulking, crushing value, impact value, and compressive strength of aggregates and cement. The summary focuses on Experiment 1 which involves determining the particle size distribution of fine and coarse aggregates through sieve analysis.
The document is a laboratory record from the Department of Civil Engineering at a government college. It contains details of various material testing experiments conducted in the lab, including procedures, observations, calculations, and results for tests like sieve analysis of aggregates, bulk density and specific gravity tests, aggregate crushing value, and aggregate impact value. The document serves to record the work done by students in the materials testing lab.
This document provides procedures for determining the density of soil cement base courses in place using a sand cone test. Key steps include: 1) calibrating the sand cone apparatus to determine the unit weight of sand; 2) excavating a hole and collecting soil samples on site; 3) filling the hole with pre-weighed sand to determine the volume; and 4) calculating dry density from the measured weight and volume. The dry density and moisture content are reported as test results. Care must be taken when excavating and measuring to obtain accurate volume and avoid disturbing surrounding material.
The document discusses particle size distribution analysis of soils through sieve analysis and sedimentation analysis. Sieve analysis involves separating soil particles by size using a stack of sieves and determining the percentage of particles in each size fraction. Sedimentation analysis uses Stokes' law to determine the distribution of silt and clay sizes. Together, these tests provide full particle size distribution data used for soil classification and determining suitability for engineering applications. The document outlines the procedures, equipment, and interpretation of results from sieve analysis testing.
The document discusses various index properties of soils including specific gravity, particle size distribution, and methods for determining these properties. Specific gravity can be determined through density bottle, flask, or pycnometer methods. Particle size distribution is analyzed through sieve analysis for coarse-grained soils and sedimentation analysis for fine-grained soils. Sedimentation analysis involves allowing soil particles in suspension to settle out of water over time based on particle size.
Determination grain size distribution of soilSumanHaldar8
This document describes procedures for determining the grain size distribution of soils through sieve analysis and sedimentation tests. It explains that soils can be classified as coarse-grained if particles are larger than 75 micrometers, and fine-grained if smaller. Sieve analysis involves shaking soils through a series of sieves to separate grains by size, while sedimentation tests use pipette or hydrometer methods for fine soils. The results characterize the soil type, gradation, and engineering properties.
This document is a lab manual for experiments related to building materials. It provides procedures and instructions for 9 experiments:
1. Determining the normal consistency of cement.
2. Measuring the initial and final setting time of cement.
3. Testing the compressive strength of cement samples.
4. Finding the specific gravity of fine aggregate.
5. Analyzing the grain size distribution of fine aggregate using sieves.
6. Measuring the crushing value of coarse aggregate.
7. Determining the impact value of aggregate.
8. Testing the compressive strength of concrete cubes.
9. Additional aggregate testing experiments are also described.
The
This document provides information on procedures to determine properties of aggregates through various laboratory tests. It describes tests to determine the particle size distribution of fine and coarse aggregates through sieve analysis. It also describes tests to determine the bulk density, void ratio, porosity and specific gravity of aggregates in loose and compacted states. Additionally, it provides the procedure to determine the bulking characteristics of sand and how bulking increases with moisture content up to a maximum point. The document contains sections on aim, apparatus, procedure, observations and calculations and results for each test.
This document provides information on procedures to determine various properties of aggregates through laboratory experiments. It describes 12 experiments related to grain size distribution, bulk density, voids ratio, porosity, specific gravity, bulking, crushing value, impact value, and compressive strength of aggregates and cement. The summary focuses on Experiment 1 which involves determining the particle size distribution of fine and coarse aggregates through sieve analysis.
The document is a laboratory record from the Department of Civil Engineering at a government college. It contains details of various material testing experiments conducted in the lab, including procedures, observations, calculations, and results for tests like sieve analysis of aggregates, bulk density and specific gravity tests, aggregate crushing value, and aggregate impact value. The document serves to record the work done by students in the materials testing lab.
This document provides procedures for determining the density of soil cement base courses in place using a sand cone test. Key steps include: 1) calibrating the sand cone apparatus to determine the unit weight of sand; 2) excavating a hole and collecting soil samples on site; 3) filling the hole with pre-weighed sand to determine the volume; and 4) calculating dry density from the measured weight and volume. The dry density and moisture content are reported as test results. Care must be taken when excavating and measuring to obtain accurate volume and avoid disturbing surrounding material.
The document discusses particle size distribution analysis of soils through sieve analysis and sedimentation analysis. Sieve analysis involves separating soil particles by size using a stack of sieves and determining the percentage of particles in each size fraction. Sedimentation analysis uses Stokes' law to determine the distribution of silt and clay sizes. Together, these tests provide full particle size distribution data used for soil classification and determining suitability for engineering applications. The document outlines the procedures, equipment, and interpretation of results from sieve analysis testing.
The document discusses various index properties of soils including specific gravity, particle size distribution, and methods for determining these properties. Specific gravity can be determined through density bottle, flask, or pycnometer methods. Particle size distribution is analyzed through sieve analysis for coarse-grained soils and sedimentation analysis for fine-grained soils. Sedimentation analysis involves allowing soil particles in suspension to settle out of water over time based on particle size.
Determination grain size distribution of soilSumanHaldar8
This document describes procedures for determining the grain size distribution of soils through sieve analysis and sedimentation tests. It explains that soils can be classified as coarse-grained if particles are larger than 75 micrometers, and fine-grained if smaller. Sieve analysis involves shaking soils through a series of sieves to separate grains by size, while sedimentation tests use pipette or hydrometer methods for fine soils. The results characterize the soil type, gradation, and engineering properties.
Determination of in situ density of soilSumanHaldar8
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.
This document summarizes procedures for sieve analysis, moisture content determination, and clay content determination for soils. Sieve analysis is used to assess particle size distribution and involves shaking a sample in a sieve stack with varying mesh sizes to separate particles by size. Moisture content is determined by drying a sample and measuring the weight loss. Clay content is measured by allowing particles to settle in water, with clay defined as particles finer than 20 microns that fail to settle within 10 minutes.
This document provides instructions for performing a sieve analysis test to determine the particle size distribution of fine aggregates or sand. The key steps include: 1) preparing a representative sample, 2) arranging sieves in order of decreasing size, 3) sieving the sample and weighing the material retained on each sieve, 4) calculating the percentage retained, cumulative percentage retained, and cumulative percentage passing through each sieve. The results are used to evaluate whether the sand is well graded or poorly graded and to calculate metrics like the uniformity coefficient.
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 report summarizes an experiment to determine the minimum and maximum dry density of a Badarpur sand soil specimen. Testing was conducted according to Indian Standards and involved compacting sand in a vibratory compactor and measuring the dry density. The average minimum dry density was found to be 1.469 g/cm3 and the average maximum was 1.679 g/cm3. These values were 11-15% higher than a Yamuna River sand sample. The Badarpur sand was also observed to be more angular in shape compared to the Yamuna River sand. The report discusses how dry density values can depend on testing methods and compaction energy applied.
This document summarizes a student's fluid mechanics lab experiment on measuring mud density. The aim was to learn how to use a mud balance apparatus to measure the density of drilling mud and see how density changes with the addition of barite. The student first prepared a bentonite mud and measured its density. Barite was then added to increase the mud density, which was remeasured. Understanding mud density is important for maintaining proper hydrostatic pressure to prevent fluid influx from formations during drilling.
Sieve analysis
Atterberg limit test (liquid limit & Plastic limit)
Compaction test (Standard and modified proctor test)
California bearing ratio test (CBR)
Determination of water content-dry density relation using light compaction (Standard Proctor Test).
Soil Specimen (Compositions of Dhanauri Clay and Delhi Silt).
It is seen that as the proportion of clay is increased in the soil mix the Optimum Moisture Increases and the Maximum Dry Density Decreases.
This document describes an experiment to determine and prepare mud with a specific density using a mud balance. It aims to understand how to use a mud balance, how density changes with added barite, and how to recalculate densities. The procedure involves filling and weighing the cup on the balance to measure the mud's density in pounds per gallon. Factors like temperature, impurities, and mud/equipment quality can impact results. Mud density is important for functions like cutting transport, pressure control and preventing formation damage during drilling.
Determination of Field Density Using Sand Cone Method | Jameel AcademyJameel Academy
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 penetration test is an in-situ method to determine soil properties. It involves driving a split spoon sampler into soil using a 63.5kg hammer dropped from 75cm. The number of blows required for each 15cm of penetration is recorded until 45cm is reached, known as the N-value. Proper drilling, cleaning, and sampling procedures are followed to obtain undisturbed soil samples. Collected data like N-values, soil descriptions and depths are recorded and may require corrections based on overburden pressure or dilatancy. The test provides important geotechnical engineering properties of subsurface soils.
Quality tests for aggregates and concrete mix designAyaz khan
This document provides information and procedures for testing the quality of aggregates used in concrete. It discusses testing the gradation of coarse and fine aggregates, determining specific gravity, and checking for clay lumps, flat and elongated particles, abrasion resistance, organic impurities, soundness, and stripping. Procedures are outlined for sieve analysis, specific gravity, clay lump, and flaky particle tests. The document also mentions mix design testing for concrete.
1. The document describes an experiment conducted using a pressurized mud balance to more accurately measure the density of drilling mud samples. The pressurized mud balance works by sealing drilling mud in a sample cup under pressure, compressing any entrained air to negligible volumes and providing a more accurate density reading.
2. The experiment involves filling the sample cup with mud, pressurizing it using a plunger assembly, balancing the instrument, and reading the density measurement. Releasing the pressure, cleaning the components, and discussing the importance of accurate mud density measurements for well control and preventing issues like lost circulation or formation damage are also described.
3. Having an accurate measurement of mud density is important for well control by
Compressive Strength of Hydraulic Cement Mortar | Jameel AcademyJameel Academy
This document summarizes a test to determine the compressive strength of cement mortar cubes. Six cement mortar cubes were created and tested to failure. The compressive strength was calculated for each cube based on the failure load and cross-sectional area. The average compressive strength of the cubes was calculated to be 34.45 MPa. This result exceeds the standard requirement of 24 MPa or greater for cement mortar at 7 days. Therefore, the cement mortar tested was determined to be suitable for use in construction projects.
MATERIAL TESTING AND PRACTICE by Mostafa SameerMostafa Sameer
This document provides information on various material testing procedures for ferrocement, including compression testing of cement cubes, slump testing to measure mortar consistency, sampling of cement, sand testing and sieve analysis, determining water-cement and cement-sand ratios, and additional tests that may be required for classification societies. Compression testing involves casting and curing cement cubes which are then tested to determine compressive strength at various ages. Slump testing measures the consistency of mortar mixes. Proper material testing helps ensure the quality of materials and mixes used in ferrocement construction.
This document provides information about sieve analysis and hydrometer analysis for determining the grain size distribution of soils. Sieve analysis is used to analyze the distribution of gravel and sand size particles, while hydrometer analysis is used for silt and clay size particles too small to be analyzed by sieves. The document describes the basic procedures and equipment used for each type of analysis, including stacking sieves of decreasing size and agitating soil-water suspensions to measure particle sedimentation rates. Combined sieve and hydrometer analysis can determine the full grain size distribution of soils containing particles of various sizes.
sedimentation test for soil..Soil MechanicsAbdul Majid
This document provides information on hydrometer analysis for determining soil particle size distribution. It explains that hydrometer analysis is used to measure particles smaller than 0.075mm that pass through a #200 sieve. The process involves dispersing a soil sample in water and taking hydrometer readings at various time intervals as smaller particles settle out of suspension. Calculations based on the hydrometer readings, settling times, and Stokes' Law are used to determine the diameter and distribution of silt and clay sized particles in the sample.
Standard Penetration Test & Liquid Limit,Plasticity Limitgurjapsinghsomal
This document describes the procedure for conducting a standard penetration test (SPT). The SPT is commonly used to determine the properties of cohesionless soils that cannot be easily sampled. It involves driving a split spoon sampler into the ground using a 63.5 kg hammer dropped from a height of 0.75 m. The number of blows required to drive the sampler each 150 mm provides the standard penetration resistance value (N), which can indicate the relative density, shear strength, and compressibility of the soil. Corrections may be applied to N for certain soil types.
1) The document discusses methods for classifying soils through sieve analysis, liquid limit tests, and plastic limit tests. Sieve analysis is used to determine the grain size distribution of coarser soil particles, while hydrometer testing identifies finer particles.
2) The tests are used to classify soils based on properties like plasticity index and grain size distribution curve. This allows soils to be designated under specific categories in the Unified Soil Classification System.
3) Key measurements identified include D10, D30, D60 grain sizes, Cu and Cc values for grading, and liquid limit and plastic limit water contents for defining soil types.
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 in situ density of soilSumanHaldar8
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.
This document summarizes procedures for sieve analysis, moisture content determination, and clay content determination for soils. Sieve analysis is used to assess particle size distribution and involves shaking a sample in a sieve stack with varying mesh sizes to separate particles by size. Moisture content is determined by drying a sample and measuring the weight loss. Clay content is measured by allowing particles to settle in water, with clay defined as particles finer than 20 microns that fail to settle within 10 minutes.
This document provides instructions for performing a sieve analysis test to determine the particle size distribution of fine aggregates or sand. The key steps include: 1) preparing a representative sample, 2) arranging sieves in order of decreasing size, 3) sieving the sample and weighing the material retained on each sieve, 4) calculating the percentage retained, cumulative percentage retained, and cumulative percentage passing through each sieve. The results are used to evaluate whether the sand is well graded or poorly graded and to calculate metrics like the uniformity coefficient.
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 report summarizes an experiment to determine the minimum and maximum dry density of a Badarpur sand soil specimen. Testing was conducted according to Indian Standards and involved compacting sand in a vibratory compactor and measuring the dry density. The average minimum dry density was found to be 1.469 g/cm3 and the average maximum was 1.679 g/cm3. These values were 11-15% higher than a Yamuna River sand sample. The Badarpur sand was also observed to be more angular in shape compared to the Yamuna River sand. The report discusses how dry density values can depend on testing methods and compaction energy applied.
This document summarizes a student's fluid mechanics lab experiment on measuring mud density. The aim was to learn how to use a mud balance apparatus to measure the density of drilling mud and see how density changes with the addition of barite. The student first prepared a bentonite mud and measured its density. Barite was then added to increase the mud density, which was remeasured. Understanding mud density is important for maintaining proper hydrostatic pressure to prevent fluid influx from formations during drilling.
Sieve analysis
Atterberg limit test (liquid limit & Plastic limit)
Compaction test (Standard and modified proctor test)
California bearing ratio test (CBR)
Determination of water content-dry density relation using light compaction (Standard Proctor Test).
Soil Specimen (Compositions of Dhanauri Clay and Delhi Silt).
It is seen that as the proportion of clay is increased in the soil mix the Optimum Moisture Increases and the Maximum Dry Density Decreases.
This document describes an experiment to determine and prepare mud with a specific density using a mud balance. It aims to understand how to use a mud balance, how density changes with added barite, and how to recalculate densities. The procedure involves filling and weighing the cup on the balance to measure the mud's density in pounds per gallon. Factors like temperature, impurities, and mud/equipment quality can impact results. Mud density is important for functions like cutting transport, pressure control and preventing formation damage during drilling.
Determination of Field Density Using Sand Cone Method | Jameel AcademyJameel Academy
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 penetration test is an in-situ method to determine soil properties. It involves driving a split spoon sampler into soil using a 63.5kg hammer dropped from 75cm. The number of blows required for each 15cm of penetration is recorded until 45cm is reached, known as the N-value. Proper drilling, cleaning, and sampling procedures are followed to obtain undisturbed soil samples. Collected data like N-values, soil descriptions and depths are recorded and may require corrections based on overburden pressure or dilatancy. The test provides important geotechnical engineering properties of subsurface soils.
Quality tests for aggregates and concrete mix designAyaz khan
This document provides information and procedures for testing the quality of aggregates used in concrete. It discusses testing the gradation of coarse and fine aggregates, determining specific gravity, and checking for clay lumps, flat and elongated particles, abrasion resistance, organic impurities, soundness, and stripping. Procedures are outlined for sieve analysis, specific gravity, clay lump, and flaky particle tests. The document also mentions mix design testing for concrete.
1. The document describes an experiment conducted using a pressurized mud balance to more accurately measure the density of drilling mud samples. The pressurized mud balance works by sealing drilling mud in a sample cup under pressure, compressing any entrained air to negligible volumes and providing a more accurate density reading.
2. The experiment involves filling the sample cup with mud, pressurizing it using a plunger assembly, balancing the instrument, and reading the density measurement. Releasing the pressure, cleaning the components, and discussing the importance of accurate mud density measurements for well control and preventing issues like lost circulation or formation damage are also described.
3. Having an accurate measurement of mud density is important for well control by
Compressive Strength of Hydraulic Cement Mortar | Jameel AcademyJameel Academy
This document summarizes a test to determine the compressive strength of cement mortar cubes. Six cement mortar cubes were created and tested to failure. The compressive strength was calculated for each cube based on the failure load and cross-sectional area. The average compressive strength of the cubes was calculated to be 34.45 MPa. This result exceeds the standard requirement of 24 MPa or greater for cement mortar at 7 days. Therefore, the cement mortar tested was determined to be suitable for use in construction projects.
MATERIAL TESTING AND PRACTICE by Mostafa SameerMostafa Sameer
This document provides information on various material testing procedures for ferrocement, including compression testing of cement cubes, slump testing to measure mortar consistency, sampling of cement, sand testing and sieve analysis, determining water-cement and cement-sand ratios, and additional tests that may be required for classification societies. Compression testing involves casting and curing cement cubes which are then tested to determine compressive strength at various ages. Slump testing measures the consistency of mortar mixes. Proper material testing helps ensure the quality of materials and mixes used in ferrocement construction.
This document provides information about sieve analysis and hydrometer analysis for determining the grain size distribution of soils. Sieve analysis is used to analyze the distribution of gravel and sand size particles, while hydrometer analysis is used for silt and clay size particles too small to be analyzed by sieves. The document describes the basic procedures and equipment used for each type of analysis, including stacking sieves of decreasing size and agitating soil-water suspensions to measure particle sedimentation rates. Combined sieve and hydrometer analysis can determine the full grain size distribution of soils containing particles of various sizes.
sedimentation test for soil..Soil MechanicsAbdul Majid
This document provides information on hydrometer analysis for determining soil particle size distribution. It explains that hydrometer analysis is used to measure particles smaller than 0.075mm that pass through a #200 sieve. The process involves dispersing a soil sample in water and taking hydrometer readings at various time intervals as smaller particles settle out of suspension. Calculations based on the hydrometer readings, settling times, and Stokes' Law are used to determine the diameter and distribution of silt and clay sized particles in the sample.
Standard Penetration Test & Liquid Limit,Plasticity Limitgurjapsinghsomal
This document describes the procedure for conducting a standard penetration test (SPT). The SPT is commonly used to determine the properties of cohesionless soils that cannot be easily sampled. It involves driving a split spoon sampler into the ground using a 63.5 kg hammer dropped from a height of 0.75 m. The number of blows required to drive the sampler each 150 mm provides the standard penetration resistance value (N), which can indicate the relative density, shear strength, and compressibility of the soil. Corrections may be applied to N for certain soil types.
1) The document discusses methods for classifying soils through sieve analysis, liquid limit tests, and plastic limit tests. Sieve analysis is used to determine the grain size distribution of coarser soil particles, while hydrometer testing identifies finer particles.
2) The tests are used to classify soils based on properties like plasticity index and grain size distribution curve. This allows soils to be designated under specific categories in the Unified Soil Classification System.
3) Key measurements identified include D10, D30, D60 grain sizes, Cu and Cc values for grading, and liquid limit and plastic limit water contents for defining soil types.
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.
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
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.
This document describes procedures to determine consistency limits of soils, including liquid limit, plastic limit, and shrinkage limit, according to IS codes. Key points:
1) The liquid limit is the water content at which a soil transitions from liquid to plastic state, defined as the water content required for a soil sample to flow together over 13mm after 25 blows.
2) The plastic limit is the water content at which a soil transitions from plastic to semi-solid state, defined as the minimum water content needed for a soil to be rolled into 3mm threads.
3) The shrinkage limit is the lowest water content at which a soil is fully saturated without changing volume during drying. Consistency limits are used
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.
Geotechnical Engineering - Year 3 Lab Report.pdfIgnatius Shiundu
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.
This document provides information on procedures for determining soil classification parameters through laboratory tests. It describes the liquid limit test, plastic limit test, and sieve analysis test. The liquid limit test determines the water content at which a soil behaves as a liquid. The plastic limit test finds the water content where a soil rod crumbles. Sieve analysis involves separating soil into grain sizes to determine classifications. The results of these tests are used to classify soils based on standards like the Unified Soil Classification System.
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.
This document discusses grain size analysis of soils, which determines the size distribution of particles in a soil sample. It describes two common methods: sieve analysis for particles larger than 0.075 mm and hydrometer analysis for smaller particles. Sieve analysis involves shaking a soil sample through a nested set of sieves to separate particles by size. A particle size distribution curve shows the percentage of particles finer than each size cutoff. Soil properties like effective size, uniformity, and gradation can be determined from this curve. Sieve analysis data is collected and a particle size distribution curve can be generated to classify the soil and assess its engineering properties.
Stabilization of black cotton soil by using plastic rfAnurupJena1
This document presents the results of various laboratory tests conducted on black cotton soil collected from Balugaon, Chilika in Odisha, India to characterize its engineering properties. The tests included liquid limit, plastic limit, specific gravity, standard proctor, CBR, and unconfined compression tests. The liquid limit of the soil was found to be 64.63%, plastic limit 46.67%, and specific gravity 2.73. Optimum moisture content from the standard proctor test was 27.6% and maximum dry density was 1.49 g/cm3. CBR values at 2.5mm and 5mm penetrations were 2.678832 and 2.134793 respectively. Unconf
The document provides details on laboratory tests performed on cement and aggregates to determine their quality parameters. It describes procedures for determining the compressive strength, fineness, and setting time of cement. It also outlines tests to find the water absorption, impact value, abrasion value, flakiness index, and elongation index of aggregates used in construction. The tests are conducted according to Indian standards and provide important information about the strength and properties of materials used.
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 document summarizes various methods used to analyze soil properties for highway construction projects. It describes procedures for sieve analysis, liquid limit testing, plastic limit testing, and other methods to determine characteristics like density, bearing capacity, and moisture content that are used in designing roadway foundations and pavements. Preliminary soil surveys are also outlined to identify soil types and conditions along proposed routes to inform design and construction decisions.
The document summarizes the properties of soil that are important for pavement design. It describes tests conducted to determine the soil's specific gravity, Atterberg limits, particle size distribution, optimum moisture content, maximum dry density, unconfined compressive strength, and permeability. The soil was found to have a liquid limit of 43%, plastic limit of 21%, and be classified as silt with 86% silt and 14% clay based on grain size analysis. The optimum moisture content was determined to be 14% with a maximum dry density of 1.72 g/cc. The unconfined compressive strength was also measured at different time intervals.
This document discusses soil mechanics and properties. It covers the origin and classification of soils, particle size distribution, indices like void ratio and specific gravity. Engineering properties like permeability, compressibility and shear strength are also mentioned. Different tests for soil classification like sieve analysis, hydrometer analysis, and Atterberg limits are described. Concepts of three phase diagrams, void ratio, porosity, degree of saturation and their relationships are explained. Engineering applications of void ratio are provided.
This document describes a procedure to determine the bulk density of fine aggregates in a rodded state. The bulk density is measured by filling a cylindrical container one-third at a time with aggregate and tamping it between additions. The container is then weighed filled with aggregate and the bulk density is calculated based on the weight, volume of the container, and weight of the empty container. The results of an example test are presented, finding a bulk density of 1726.20kg/m3 for the given sand sample. The bulk density exceeds the allowable 1600kg/m3 for construction sand.
This document summarizes the liquid limit and plastic limit tests conducted on a soil sample. The liquid limit was found to be 51.679% using two different methods that produced similar results. The plastic limit was 24.525%. Based on these Atterberg limits, the soil was classified as clay with high plasticity. The limits help characterize the soil's engineering properties and behavior when wet or dry. The experiment showed the soil behaves plastically when wet and becomes hard when dry, typical of clays.
Construction Materials and Engineering - Module IV - Lecture NotesSHAMJITH KM
The document discusses various basic components of building construction including substructure, superstructure, foundation, plinth, beams, columns, walls, arches, roofs, slabs, lintels, parapets, staircases, doors, windows and other elements. It provides descriptions of each component, their functions and materials typically used. Foundations discussed include isolated spread footing, wall/strip footing, combined footing, cantilever/strap footing and mat/raft footing for shallow foundations and pile, well/caisson and pier foundations for deep foundations. Flooring materials and requirements are also summarized along with technical terms for doors and windows.
Construction Materials and Engineering - Module III - Lecture NotesSHAMJITH KM
The document discusses various construction materials and methods. It covers topics like masonry, bricks, stone masonry, types of bonds, hollow block masonry, partition walls, modern construction methods, and damp proof courses. Masonry involves arranging masonry units like stone or bricks with mortar. There are different types of bonds used in brick masonry like stretcher bond, header bond, English bond and Flemish bond. Modern methods include framed construction, prefabricated construction and earthquake resistant construction. Damp proof courses are provided to prevent entry of moisture into buildings.
Construction Materials and Engineering - Module II - Lecture NotesSHAMJITH KM
This document provides information on various construction materials including paints, plastics, rubber, and aluminum. It discusses the ingredients, properties, types, and applications of paints. It also outlines the classification, characteristics, uses, advantages, and limitations of plastics. Details are provided on types of rubber like natural and synthetic rubber. Applications of aluminum in construction are also mentioned.
Construction Materials and Engineering - Module I - Lecture NotesSHAMJITH KM
This document provides information on various construction materials used in building, including their classification and properties. It discusses stones, classified as igneous, sedimentary and metamorphic based on their geological formation. Bricks and tiles are described as clay products manufactured through processes of preparation, moulding, drying and burning. The characteristics of good building stones and various stone varieties are also summarized.
Computing fundamentals lab record - PolytechnicsSHAMJITH KM
The document is a lab record for a computing fundamentals course. It contains instructions for students on proper lab conduct and procedures. It also outlines 25 experiments to be completed, covering topics like computer hardware, operating systems, word processing, spreadsheets, programming, and calculations. General instructions are provided for safety and proper use of equipment in the computing lab.
Cement is a binding agent that undergoes hydration when mixed with water. There are various types of cement including ordinary Portland cement (OPC), rapid hardening cement, and sulphate resisting cement. Cement provides early strength through C3S and later strength through C2S. Heat is generated during cement hydration through an exothermic reaction. Proper storing, grading of aggregates, minimizing segregation, and adding admixtures can improve the properties of concrete.
നബി(സ)യുടെ നമസ്കാരം - രൂപവും പ്രാര്ത്ഥനകളുംSHAMJITH KM
- \_n(k) regularly led prayers and provided guidance during prayer gatherings.
- He taught to pray with humility and focus, avoiding idle thoughts or actions that distract from prayer.
- The summary provides guidance on proper prayer etiquette like standing, bowing, and order of movements based on hadith sources.
Design of simple beam using staad pro - doc fileSHAMJITH KM
The document describes designing a simple beam using STAAD.Pro software. It involves generating the beam geometry, applying loads and supports, analyzing the beam, and reviewing the results, which include the loading diagram, shear force diagram, bending moment diagram, deflection pattern, input file, concrete takeoff, and concrete design details. The key steps are 1) creating the beam model in STAAD.Pro, 2) applying the loading and support conditions, 3) analyzing the beam, and 4) reviewing the output results.
The document describes designing a simple beam using STAAD.Pro software. It involves generating the beam geometry, applying loads and supports, analyzing the beam, and designing the beam for concrete. Key steps include assigning the beam properties, applying a fixed support at one end and distributed and point loads, obtaining the loading diagram, shear force and bending moment diagrams, and running the concrete design. The output includes structural drawings, input files, concrete takeoff, and beam design details.
Python programs - PPT file (Polytechnics)SHAMJITH KM
The document discusses various Python programming concepts like addition, subtraction, average, volume calculations, conversions between Celsius and Fahrenheit, finding the largest of three numbers, determining if a number is odd or even, printing natural numbers up to a limit, and calculating the factorial of a number. Algorithms, flowcharts and Python code are provided for each concept as examples.
Python programs - first semester computer lab manual (polytechnics)SHAMJITH KM
The document contains Python algorithms and programs for various mathematical and logical operations like addition, subtraction, average, largest number, factorial, etc. Each section includes the algorithm, flowchart and Python code with sample output for each operation.
Python programming Workshop SITTTR - KalamasserySHAMJITH KM
This document provides an overview of Python programming. It begins with an introduction and outlines topics to be covered including what Python is, its features, basics of syntax, importing, input/output functions, and more. Various Python concepts and code examples are then presented throughout in areas such as data types, operators, decision making with if/else statements, loops (for and while), functions, and classes. Examples include calculating square roots, the volume of a cylinder, checking for prime numbers, and a multiplication table. The document serves as teaching material for a Python programming course.
Analysis of simple beam using STAAD Pro (Exp No 1)SHAMJITH KM
The document describes analyzing a simple beam using STAAD.Pro software. It discusses the steps taken, which include generating the beam model geometry by adding nodes and a member, specifying member properties and support types, applying loads, performing analysis, and viewing the results in the form of structure diagrams showing values like bending moment and shear force. The overall aim was to familiarize the user with STAAD.Pro's interface and analyze a basic beam structure.
This document contains questions and answers related to Computer Aided Drafting (CAD). It defines key CAD terms like AutoCAD, CAD, CADD and lists common CAD software packages. It describes the applications of CAD and shortcuts for common AutoCAD commands. The document also discusses CAD concepts like layers, blocks, arrays, rendering and perspectives. It provides standard paper sizes and outlines the model procedure for creating a CAD drawing in AutoCAD.
Brain Computer Interface (BCI) - seminar PPTSHAMJITH KM
This document discusses brain computer interfaces (BCI). It begins by providing background on early pioneers in the field like Hans Berger in the 1920s-1950s. It then discusses some key BCI developments from the 1990s to present day, including devices that allow paralyzed individuals to control prosthetics or computers using brain signals. The document outlines the basic hardware and principles of how BCIs work by interpreting brain signals to control external devices. It discusses potential applications like internet browsing, gaming, or prosthetic limb control. The benefits and disadvantages of BCIs are noted, and the future possibilities of using BCIs to enhance human abilities are explored.
Surveying - Module iii-levelling only noteSHAMJITH KM
This document defines levelling and its key terms like datum, mean sea level, bench mark, level surface, and level line. It describes levelling instruments like the dumpy level, wye level, and tilting level. It explains self-reading staffs, target staffs, and how to take readings. It discusses errors in levelling, curvature and refraction corrections, and methods for reducing levels including the height of instrument and rise-and-fall methods. Temporary adjustments to levelling instruments are also outlined.
Sri Guru Hargobind Ji - Bandi Chor Guru.pdfBalvir Singh
Sri Guru Hargobind Ji (19 June 1595 - 3 March 1644) is revered as the Sixth Nanak.
• On 25 May 1606 Guru Arjan nominated his son Sri Hargobind Ji as his successor. Shortly
afterwards, Guru Arjan was arrested, tortured and killed by order of the Mogul Emperor
Jahangir.
• Guru Hargobind's succession ceremony took place on 24 June 1606. He was barely
eleven years old when he became 6th Guru.
• As ordered by Guru Arjan Dev Ji, he put on two swords, one indicated his spiritual
authority (PIRI) and the other, his temporal authority (MIRI). He thus for the first time
initiated military tradition in the Sikh faith to resist religious persecution, protect
people’s freedom and independence to practice religion by choice. He transformed
Sikhs to be Saints and Soldier.
• He had a long tenure as Guru, lasting 37 years, 9 months and 3 days
A high-Speed Communication System is based on the Design of a Bi-NoC Router, ...DharmaBanothu
The Network on Chip (NoC) has emerged as an effective
solution for intercommunication infrastructure within System on
Chip (SoC) designs, overcoming the limitations of traditional
methods that face significant bottlenecks. However, the complexity
of NoC design presents numerous challenges related to
performance metrics such as scalability, latency, power
consumption, and signal integrity. This project addresses the
issues within the router's memory unit and proposes an enhanced
memory structure. To achieve efficient data transfer, FIFO buffers
are implemented in distributed RAM and virtual channels for
FPGA-based NoC. The project introduces advanced FIFO-based
memory units within the NoC router, assessing their performance
in a Bi-directional NoC (Bi-NoC) configuration. The primary
objective is to reduce the router's workload while enhancing the
FIFO internal structure. To further improve data transfer speed,
a Bi-NoC with a self-configurable intercommunication channel is
suggested. Simulation and synthesis results demonstrate
guaranteed throughput, predictable latency, and equitable
network access, showing significant improvement over previous
designs
Better Builder Magazine brings together premium product manufactures and leading builders to create better differentiated homes and buildings that use less energy, save water and reduce our impact on the environment. The magazine is published four times a year.
An In-Depth Exploration of Natural Language Processing: Evolution, Applicatio...DharmaBanothu
Natural language processing (NLP) has
recently garnered significant interest for the
computational representation and analysis of human
language. Its applications span multiple domains such
as machine translation, email spam detection,
information extraction, summarization, healthcare,
and question answering. This paper first delineates
four phases by examining various levels of NLP and
components of Natural Language Generation,
followed by a review of the history and progression of
NLP. Subsequently, we delve into the current state of
the art by presenting diverse NLP applications,
contemporary trends, and challenges. Finally, we
discuss some available datasets, models, and
evaluation metrics in NLP.
Online train ticket booking system project.pdfKamal Acharya
Rail transport is one of the important modes of transport in India. Now a days we
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
means of transport, a railway is the cheapest means of transport. The maintenance
of the railway database also plays a major role in the smooth running of this
system. The Online Train Ticket Management System will help in reserving the
tickets of the railways to travel from a particular source to the destination.
Impartiality as per ISO /IEC 17025:2017 StandardMuhammadJazib15
This document provides basic guidelines for imparitallity requirement of ISO 17025. It defines in detial how it is met and wiudhwdih jdhsjdhwudjwkdbjwkdddddddddddkkkkkkkkkkkkkkkkkkkkkkkwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwioiiiiiiiiiiiii uwwwwwwwwwwwwwwwwhe wiqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq gbbbbbbbbbbbbb owdjjjjjjjjjjjjjjjjjjjj widhi owqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq uwdhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhwqiiiiiiiiiiiiiiiiiiiiiiiiiiiiw0pooooojjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjj whhhhhhhhhhh wheeeeeeee wihieiiiiii wihe
e qqqqqqqqqqeuwiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiqw dddddddddd cccccccccccccccv s w c r
cdf cb bicbsad ishd d qwkbdwiur e wetwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w
dddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddddfffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffw
uuuuhhhhhhhhhhhhhhhhhhhhhhhhe qiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee qqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqccccccccccccccccccccccccccccccccccccccccccccccccccccccccccccc ccccccccccccccccccccccccccccccccccc bbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbu uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuum
m
m mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm m i
g i dijsd sjdnsjd ndjajsdnnsa adjdnawddddddddddddd uw
1. CONTENTS
Ex No. Date
Name of Experiments
Page No. Grade Initials
1
Grain size distribution of fine &
coarse aggregates
2
Bulk density, Voids ratio, Porosity
& Specific gravity
3
Bulking of sand
4
Aggregate crushing value
5
Aggregate impact value
6
Fineness of cement
7
Normal consistency of cement
8
Initial &final setting time of cement
9
Compressive strength of cement
10
Test on timber beam
11
Test on clay roofing tiles
12
Compressive strength of bricks
13
Rockwell hardness test
14
Brinell hardness test
15
Impact test :Izod & Charpy
16 VEE-BEE TEST
2. GRAIN SIZE DISTRIBUTION OF FINE &
COARSE AGGREGATES
Experiment No: 1
Date:
AIM:
To determine the particle size distribution of fine and coarse aggregates.
GENERAL:
The aggregate most of which passes IS: 4.75 mm sieve is classified as fine
aggregate. The fine aggregates obtained from natural disintegration of rocks and
deposited by streams are known as natural sands. Fine aggregates resulting from
crushing of hard stone are known as crushed sand.
The aggregate most of which is retained on IS 4.75 mm sieve is classified as
coarse aggregate. This may be in the form of uncrushed gravel or stone resulting from
natural disintegration of rocks. Crushed gravel or stone is obtained by crushed gravel or
hard stone.
Sieve analysis is carried out for the determination of fine and coarse aggregates
by sieving or screening. Sieves of size 80 mm, 40mm, 20mm, 10 mm, 4.75 mm, 2.36
mm, 1.18 mm, 600 micron, 300 micron &150 micron confirming to IS: 460.
APPARATUS:
a) Balance: -The balance shall be such that it is readable and accurate to 0.1% of
the weight of the test sample.
b) Sieves:- sieves of the sizes given in table 1 & 2 confirming to
IS: 460-1962 shall be used.
3. PROCEDURE:
Take2 kg of air-dry sample of the fine aggregate (3 kg of coarse aggregate) and sieve
successively on the appropriate sieves starting with the largest. Care shall be taken to
ensure that the sieves are clean before use. Each sieve shall be taken separately over a
clear tray until not more than a trace passes, but in any case for a period of not less than
2 minutes. If a mechanical sieve shaker is used, arrange the set of sieves in the order of
their aperture sizes in such a way that the sieve having smallest opening comes at the
bottom and a minimum of 10 minutes sieving will be required. Weigh the aggregate
retained in each sieve . Draw a graph taking logarithm (Log 10 ) of aperture size of the
sieve on the X-axis and % finer on the Y-axis.
Reporting of results: -
The result shall be calculated and reported as follows
The sieve opening corresponding to 10% passing (D10) gives effective size.
The ratio of sieve opening corresponding to 60% (D60) to sieve opening
corresponding to 10% passing (D10) gives uniformity coefficient.
The sum of the cumulative % retained in each of the sieves divided by 100 gives the
fineness modulus of the aggregate.
Grading zone can be determined by plotting a graph with logarithm of aperture size
of the sieves versus % finer according to value given in table 3.
4. OBSERVATIONS AND CALCULATIONS: -
Coarse Aggregate
Weight of coarse aggregate used for sieving = ……………Kg
IS Sieve
size
Wt.Retained
(gm)
%Wt
Retained
Cumulative
%
Wt.Retained
%Wt.
passing
Remarks
20 mm
10 mm
4.75 mm
2.36 mm
1.18 mm
600 micron
300 micron
150 micron
Residue
Check
Table 1, sieve analysis of coarse aggregate
Fine aggregate
Weight of fine aggregate used for sieving = ………..…Kg
IS Sieve
size
Wt.Retained
(gm)
%Wt
Retained
Cumulative %
Wt.Retained
%Wt.
passing
Remarks
4.75 mm
2.36 mm
1.18 mm
600 micron
300 micron
150 micron
Residue
Check
Table 2, sieve analysis of fine aggregate
SPECIFICATION FOR FINE AGGREGATE
(IS: 383-1970)
IS Sieve
Percentage passing
Grading zone I Grading zone II Grading zone III Grading zone IV
10 mm 100 100 100 100
4.75 mm 90-100 90-100 90-100 95-100
5. 2.36 mm 60-95 75-100 85-100 95-100
1.18 mm 30-70 55-90 75-100 90-100
600 micron 15-34 35-59 60-79 80-100
300 micron 05-20 08-30 12-40 15-50
150 micron 00-10 00-10 00-10 00-15
Table: 3-values for grading zones
RESULTS: -
Fine aggregate Coarse aggregate
1.Effective size (D10) mm
2.Uniformity coefficient (D60/D10)
3.Fineness modulus
4.Grading zone
DISCUSSIONS: -
(Discuss about the grading curves obtained. What is the average size of Fine
aggregate and Coarse aggregate in the given sample?)
BULK DENSITY, VOID RATIO, POROSITY
AND SPECIFIC GRAVITY
Experiment No. 2
Date:
AIM:
To determine the bulk density, void ratio, porosity and specific gravity of the
given fine and coarse aggregates in loose and compact states.
6. GENERAL:
In estimating quantities of materials and in mix computations, when batching is
done on a volumetric basis, it is necessary to know the conditions under which the
aggregate volume is measured viz (a) loose or compact (b) dry or damp. For general
information and for comparisons of different aggregates, the standard conditions are
dry and compact. For scheduling volumetric batch quantities the unit weight in the
loose, damp state should be known.
Bulk density (unit weight) is the weight of a unit volume of aggregate, which is
usually expressed in kg. per litre.
Void ratio refers to the spaces between the aggregate particles. Numerically this
void space is the difference between the gross or overall volume of the aggregate and
the space occupies by the aggregate particles alone. Void ratio is calculated as the ratio
between the volume of voids and volume of solids.
Porosity is the ratio between the volume of voids and the total volume.
Specific gravity of aggregate is the ratio of the specific weight of aggregate and
specific weight of water.
APPARATUS:
a) A balance sensitive of 0.5% of the weight of sample to be weighed.
b) A cylindrical container having sufficient capacity.
c) A tamping rod of 16 mm diameter and 60mm long rounded at one end.
d) A measuring jar.
PROCEDURE: -
Take the weight of the cylindrical container (W1). Fill water in the container up to the
brim and find the weight (W2). From these two, calculate the volume of the container
(V1). Fill the given sample of aggregate 1/3rd
full in the container and give 25 strokes
with the rounded end of the tamping rod. Fill the container to overflowing by filling in
the same manner as above in two steps. Remove the surplus aggregate using the
tamping rod as a straight edge. Take the weight of the container with the aggregate
(W3). Add measured quantity of water to the aggregate in the container slowly until the
voids are completely filled with water. Note the volume of water added (V2), (To
7. verify the value of V2, take the weight of the container with aggregate and water and
find the weight of water added).
For loose aggregate.
Fill the container to overflowing by means of a shovel, the aggregate being
discharged from a height not exceeding 50mm above the top of the container. Level the
surface of the aggregate with a straight edge. Obtain the weight of the aggregate.
Repeat the same procedure used for compacted aggregate to ascertain the other
quantities.
OBSERVATIONS AND CALCULATIONS: -
Sl.
No.
Particulars
Fine aggregate Coarse aggregate
Loose Compact Loose Compact
1 Weight of Container (W1) kg
2
Weight of Container +Water
(W2) kg
3
Weight of Container +
Aggregate (W3) kg
4 Volume of container (V1) lit
5 Volume of Water added
8. =Volume of voids (V2) lit
6
Weight of Aggregate
(W3-W1)
7 Volume of Solids (V1-V2))
8
Bulk density =
Wt. of Aggregate
Total volume of aggregate
9
Void ratio = Volume of voids
Volume of solids
10
Porosity = Volume of voids
Total volume of aggregate
11
Sp. Wt. of aggregate =
Wt. of Aggregate
Volume of aggregate
12
Specific gravity =
Sp. Wt. of aggregate
Sp. Wt. of water
RESULTS:
Sl
NO
Parameters
Fine aggregate Coarse aggregate Remarks
Loose Compact Loose Compact
1 Bulk density (kg/litre)
2 Void ratio
3 Porosity
4 Specific gravity
DISCUSSION:
(Compare the values with the usual value of the aggregates recommended for normal
concreting work)
9. BULKING OF SAND
Experiment No: 3
Date:
AIM:
To determine the bulking characteristics of given sand.
GENERAL: -
The free moisture content of fine aggregate results in bulking of volume. Free
moisture forms a film around each particle. This film of moisture exerts surface tension,
which keeps the neighboring particles away from it. Hense no point of contact is
possible between the particles. This causes bulking of the volume .The extent of
bulking will depend upon the percentage of moisture content and particle size of the
fine aggregate. Bulking increases with the increase in moisture content up to a certain
10. limit and beyond that, further increase in moisture content results in the decrease in
volume.
Sand brought to work site may contain an amount of moisture, which will cause
bulking. When it is loosely filled into a measuring container, it occupies larger volume
than it would occupy if dry. Hence if sand intend to use in a concrete mix is a measure
by loose volume, it will be necessary to increase the volume of sand by ‘percentage
bulking’. Otherwise the yield of concrete will be reduced and the mix becomes
deficient in sand and the aggregate is prone to segregation resulting in honey-combing
of concrete.
APPARATUS: -
Measuring jar, balance, scale and porcelain bowl.
PROCEDURE: -
Take about 200ml. of dry sand from the sample and find its weight. Add water at 2%
by weight of dry sand and mix it thoroughly by hand. Pour the damp sand into the
measuring jar and consolidate it by shaking. Level the top surface using the scale. Note
its volume (V). Repeat the test with different % of water. Finally pour water into the
measuring jar containing the moist sand until the water just submerge the sand
completely. Note the volume of sand (V0). Calculate the % bulking using the formula.
Percentage bulking = V- V0 × 100
V0
Draw the Percentage bulking versus moisture content curve and find the maximum
Percentage bulking and corresponding moisture content.
RESULT:-
1. Maximum percentage of bulking =
2. Moisture content at maximum bulking =
DISCUSSION: -
12. AGGREGATE CRUSHING VALUE
Experiment No: 4
Date:
AIM:-
To determine the aggregate crushing value of the given coarse aggregate.
GENERAL: -
The aggregate crushing value gives a relative measure of the resistance of an
aggregate to crushing under a gradually applied compressive load. Crushing value is
defined as the ratio of fines passing a standard sieve produced by crushing under
standard condition to the weight of coarse aggregate expressed as a percentage.
Aggregate crushing values as determined by the IS code method shall not
exceed 30 for aggregate to be used for making concrete for wearing surface such as
roads and runways and 45 for uses other than wearing surface.
13. APPARATUS: -
An open-ended 150mm cylindrical cell with appropriate base plate and metal
tamping rod 16mm diameter 45cm long rounded at one end. A balance of capacity 5kg,
IS sieves 12.5mm, 10mm and 2.36mm, compression testing machine capable of
applying a load of 40T and which can be operated to give a uniform rate of loading so
that a maximum load of 40T is reached in 10 minutes.
PROCEDURE: -
Take required quantity of aggregate passing on a 12.5mm sieve and retained on
a 10mm sieve. When aggregate of the required size is not available, test may be
conducted on the available sample, the specifications for cylinder and sieve separating
the fines may be taken from IS: 2386-1963. The aggregate should be in a saturated
surface dry condition. Fill the test sample of aggregates in the cylinder in thirds, each
part being subjected to 25 strokes from the tamping rod. Take the weight of the test
sample (A) after leveling the surface of the aggregate and insert the plunger sot that at
rests horizontally on the surface of the aggregates. Place the apparatus with the test
sample and the plunger between the platens of the testing machine and apply the load
fairly at uniform rate so that the total load of 40T reaches in 10 minutes.
Release the load and remove the material from the cylinder and sieve it through
2.36mm sieve. Collect and weigh the fraction passing the sieve (B). Aggregate
crushing value can be calculated as (B/A) x 100.
OBSERVATIONS AND CALCULATIONS:-
Weight of dry sample passing through IS 12.5mm sieve and retained on
IS 10mm sieve (A) =
Weight of aggregate passing through the IS 2.36mm
Sieve after the test (B) =
Aggregate crushing value =
14. RESULT: -
Aggregate crushing value for standard size aggregate =
DISCUSSION: -
(Discussion the suitability of aggregate for construction)
AGGREGATE IMPACT VALUE
Experiment No: 5
Date:
AIM: -
To determine the impact value of the given aggregates.
GENERAL:-
The property of a material to resist impact is known as toughness. Due to
movement of vehicles on the road aggregates are subjected to impact resulting in their
breaking down into smaller pieces. The aggregates should therefore have sufficient
toughness to resist their disintegration due to impact. This characteristic is measured by
impact value test. The aggregate impact value is a measure of resistance to sudden
15. impact or shock, which may differ from its resistance to gradually applied compressive
load.
APPARATUS: -
The apparatus of the aggregate impact value test as per IS: 2386 (Part IV) 1963
consists of:
(i) A testing machine weighing 45 to 60 kg and having a metal base with a
plane lower surface of not less than 30cm in diameter. It is supported on
level and plane concrete floor of minimum 450mm thickness. The
machine should also have provisions for fixing its base.
(ii) A cylindrical steel cup of internal diameter 102mm, depth 50mm and
minimum thickness 6.3mm.
(iii) A metal hammer weighing 13.5 to 14 kg the lower end is cylindrical in
shape, is 50mm long, 100mm in diameter with a 2mm chamfer at the
lower edge and case hardened. The hammer should slide freely between
vertical guides and be concentric with the cup. The free fall of the
hammer should be within 380+ 5mm
(iv) A cylindrical metal measure having internal diameter of 75mm and
depth 50mm for measuring aggregates.
(v) Tamping rod 10mm in diameter and 230mm long rounded at one end.
(vi) A balance of capacity not less than 500g readable and accurate up to
0.1g.
PROCEDURE:-
Take 300g dried aggregate which passes through 12.5mm IS: sieve and retained
in 10mm IS: sieve. Pour the aggregate to fill about 1/3 depth of measuring cylinder and
give 25 blows using the rounded end of the tamping rod. Add two more layers in
similar manner to fill the mould completely. Strike of the surplus aggregates and takes
the weight of aggregates to nearest grams (W1). Fix the cup firmly in position on the
base of machine and place whole of the test sample in it and compact by giving 25
gentle strokes with tamping rod. Raise the hammer until its lower face is 380mm above
the surface of the aggregate sample in the cup and allow it to fall freely on the
aggregate sample. Give 15 such blows at an interval of not less than 1 second between
successive falls. Remove the crushed aggregates from the cup and sieve it through 2.36
mm IS: sieve until no further significant amount passes in one minute. Weigh the
16. fraction passing the sieve to an accuracy of 1g (W2). Also weigh the fraction retained in
the sieve. Aggregate impact value can be calculated as aggregate impact value =
(W2/W1) x 100 and should be expressed as a nearest whole number.
The following precautions should be taken while conducting the test.
(i) The plunger should be placed centrally so that it falls directly on the
aggregate sample and does not touch the walls of the cylinder in the
order to ensure that the entire load is transmitted on to the aggregates.
(ii) In the operation of sieving the aggregates through 2.36mm IS sieve, the
sum of the weights of the fraction retained and passing the sieve should
not differ from the original weight of the specimen by more than 1g.
(iii) The tamping is to be done properly by gently dropping the tamping rod
and not by hammering action. Also the tamping should be uniform over
the surface of the aggregate taking care that the tamping rod does not
frequently strike against the walls of the mould.
OBSERVATIONS AND CALCULATIONS:-
Total weight of dry sample (W1) =
Weight of portion passing IS 2.36mm sieve (W2) =
Aggregate impact value = (W2/W1) X100
RESULT: -
Aggregate impact value =
DISCUSSION: -
(Discuss the suitability of the aggregate for road construction)
17. FINENESS OF CEMENT
Experiment No:-6
Date:
AIM :
To determine the Finess of cement by dry sieving
GENERAL:
Fines of cement has significant role on the rate of hydration and on the rate of
evolution of heat. Cement which is more finely ground hardened more rapidly and
has a higher rate of heat evolution at early ages. Greater finesses improves the
cohesiveness of concrete mix and quality of water rising to the surface of concrete
known as bleeding, is reduced.
Shrinkage cracking is related to the rate of development of strength of concrete. In
general, cement which gains more strength rapidly are more subjected to cracking.
18. Increasing the fineness of any particular cement, raises its rate of development of
strength and so indirectly increases the risk of shrinkage crack formation.
APPARATUS :
IS 90 micron sieve, weighing balance with a sensitivity of 0.1 gm.
PROCEDURE :
Weigh 100gm. of given sample of cement. Place it on a standard IS 90 micron
sieve. Breaking down any air set lumps in the cement sample with finger. Continuously
sieve the sample with a gently wrist motion for a period of, rotating the sieve
continuously throughout the sieving. Weigh the residue after 15 minutes of sieving.
Repeat the procedure for two more such samples.
OBSERVATION AND CALCULATIONS:
Weight of cement taken =
Weight of residue after 15 minutes of sieving =
RESULTS :
Fineness of cement of dry sieving =
DISCUSSION :
(Discuss the quality of the given sample of cement by comparing with IS
specifications.)
20. NORMAL CONSISTENCY OF CEMENT
Experiment No:7
Date:
AIM:-
To determine the normal consistency of the given sample of cement.
GENERAL:-
Since different batches of cement differ in fineness, pastes with the same water
content may differ in consistency when first mixed. For this reason the consistency of
the paste is standardized by varying the water content until the paste has a given
resistance to penetration when it is first mixed.
Consistency is a state of flow and varies with the amount of water added to the
given quantity of cement. More water increases the plasticity of the mortar to flow
whereas reducing its quantity in the paste makes it hard and stiff. The normal
21. consistency of a cement paste is defined as that consistency which will permit the Vicat
plunger to penetrate to a point 5 to 7 mm from the bottom of Vicat mould when the
cement paste is tested. The value of the amount of water required to prepare a paste of
normal consistency is necessary for conducting other tests such as tensile test,
soundness test, setting time test and compressive strength test.
APPARATUS:-
Vicat’s apparatus with Vicat’s plunger, weighing balance, stop watch,
measuring jar, glass plates and porcelain bowl.
PROCEDURE:-
Take 400g of cement and break air set lumps of cement if any by hand. Add
water about 20 percentage by weight of cement. Start a stopwatch when water is added
to the dry cement. Prepare the cement paste such that the gauging time is not less than 3
minutes nor greater than 5 minutes. The gauging time is counted from the time of
adding water to the dry cement until commencing to fill the mould. Fill the mould
completely and during filling shake the mould slightly to expel air. After filling level
the surface of the mould. Place the mould with the test block with non-porous plate
under the plunger. Lower the plunger gently to touch the surface of the test block and
release it quickly. Note the reading on the scale. Prepare the trial pastes with varying
percentages of water until the amount of water necessary for making up the normal
consistency as defined is found.
RESULT:
Normal consistency of cement =
DISCUSSION:
24. AIM:
To determine the initial and final setting time of cement.
GAENERAL:
It is essential that cement set neither too rapidly nor too slowly. In the first case
there might be insufficient time to transport and place the concrete before it becomes
too rigid. In the second case too long a setting time tends to slow up the work unduly
and it might postpone the actual use of structure because of inadequate strength at the
desired age. As per IS: 4081-1968 the setting time of cements when tested by Vicat
apparatus are as follows.
Particulars
Ordinary Portland
cement
Rapid hardening
cement
Low heat
cement
1. Initial setting time
in minutes (not
less than)
30 30 60
2. Final setting time
in minutes (not
greater than ) 600 600 600
APPARATUS: Vicat’s apparatus with needles, weighing balance, stopwatch,
measuring jar, porcelain bowl.
PROCEDURE:
Take 400gm. of cement and prepare a neat cement past with 0.85 times of water
required for normal consistency. The preparation of test block for the test is same as
that for the normal consistency test. Start a stopwatch when water is added to the dry
cement. Place the test block confined in the mould and resting on the non-porous plate
below the needle of the Vicat apparatus. Lower the needle gently to touch the surface
25. of the test block and release quickly. In the beginning the needle completely pierces the
test block. Repeat this procedure until the needle pierces the block by 5 ± 0.5mm
measured from the bottom of the mould. The period elapsing between the time when
water is added to the cement and the time at which the needle fails to pierce the test
block by 5 ± 0.5mm is the initial setting time.
For determining the final setting time, replace the needle of Vicat apparatus by
the needle with an annular attachment. The cement is considered finally set when upon
applying the final setting needle gently to the surface of the test block, the needle makes
an impression thereon, while the attachment fails to do so. The period elapsing
between the time when water id added to the cement and the time at which the needle
make an impression on the surface of the test block while the attachment fails to do so
shall be the final setting time. In the event of a scum forming on the surface of the test
block, use underside of the test block for the determination of final setting time.
RESULT:
Initial setting time of the given sample =
Final setting time of the given sample =
DISCUSSION:
(Discuss the quality of the given sample of cement comparing with IS
specifications)
OBSERVATIONS:
INITIAL SETTING TIME OF CEMENT
Type of cement =
Weight of cement =
26. Quality of water added =
SL NO Time Reading(mm) Remarks
EXPERIMENY NO.9
Date :
27. AIM :
To determine the compressive strength of given sample of cement.
GENERAL :
The mechanical strength of hardened cement is the property of material that is
needed in the structural designs. The strength of cement is usually determined from
tests on mortar made with cement. The compressive strength of cement is determined as
represented by compressive strength tests on mortar cubes prepared by standard
method.
APPARATUS :
Moulds for the cube specimens of 50 cm2
face area, vibrating machine,
compression testing machine, apparatus for gauging and mixing mortar etc.
PROCEDURE :
The test specimen shall be in the form of cubes having of face area equal to 50
cm2
made of cement mortar 1:3 .In assembling the mould ready for use, cover the joint
between the halves of the mould and between the contact surface of the bottom of the
mould and base plate with a thin film of petroleum jelly, in order to ensure that no
water escapes during vibration. Coat the interior faces of the mould with thin coat of
mineral oil. Place the assembled mould on the table of the vibration machine and firmly
hold it in position by means of suitable clamp.
The material for each cube shall be cement W1 =200 gm
P +3
Standard sand W2 =3W1= 600 gm, water = 4 (W1+W2) g, where p is the
100
percentage of water for standard consistency.
Place the mixture of cement and standard sand in a non-porous plate. Mix dry with
a trowel for one minute and add the required quantity of water and mix until the
mixture is of uniform colour. The mixing time should not exceed 4 minutes and should
not be less than 3 minutes.
Immediately after mixing the mortar fill it in the cube mould and rod 20 times with
a rod in three layers. Place the remaining quantity of mortar in the hopper of the cube
28. moulds and press it again and then compact the mortar by vibration. The period of
vibration shall be 2 minutes at the specified rate of 12000+ 400 vibrations per minutes.
At the end of the vibration remove the mould together with the base plate from the
machine and finish the top surface of the cube in the mould by smoothing the surface
with the blade of the trowel.
Keep the filled mould at a temperature of 27 + 20
C in an atmosphere of at least
90% relative humidity for 24 hrs. At the end of the period remove them from the
moulds and immediately submerge in fresh water and keep there until taken out just
prior to testing.
TESTING OF MORTAR CUBES
Test 3 cubes for compressive strength at the period mentioned in the IS
specification. The cubes are tested on their sides without any packing. The load shall be
readily and uniformly applied at the rate of 350kg / cm2
/ min.
OBSERVATION AND CALCULATIONS
Weight of cement for one cube = 200g
Weight of sand = 600g
Weight of water for one cube =
Area of the cube face =
RESULT:
The average value of compressive strength of cement sand mortar cubes at
(i) 3days =
(ii) 7days =
29. DISCUSSION:
(Discuss (i) standard sand (ii) the quality of the given sample of cement)
Sample
no
At 3 days age At 7 days age
Load
Compressive
Strength
Average
Compressive
Strength
Load
Compressive
Strength
Average
Compressive
Strength
(N) (N/mm2
) (N/mm2
) (N) (N/mm2
) (N/mm2
)
30. 1
2
3
TEST ON TIMBER BEAM
Experiment No:-10
Date:
AIM :
To determine the following properties of the timber specimen by conducting static
bending test.
1) Fibre stress at limit of proportionality
2) Modulus of rupture.
3) Modulus of elasticity
4) Elastic resilience.
GENERAL :
Standard size of specimen is 5 x 5 x 75 cm with 70 cm span. Where a standard
specimen cannot be obtain the dimensions of the test specimen shall be such as to
make the span l = 14 times the depth. Central deflections shall be measured at load
intervals of 50 kg.
EQUIPMENT :
30T U. T. M,Scale.
PROCEDURE :
31. Measure the size of the specimen and fix the span. Assuming the
maximum fibre stress ‘f ‘ (say 1000 kg / cm2
) calculate the maximum central (W) the
specimen can carry.
M = wl = f Z, hence W = 4 f Z
4 l
where M is Maximum B.M
Z is the section modulus = bd2
where ‘b ‘and ‘d ‘ are the breadth and
6
depth of the specimen.
Select a suitable loading range and adjust the machine for that range. Mount the
beam supports over the cross head at correct span and place the specimen, fix the
special loading device to the cylinder device at top. Start the motor and slowly open the
inlet valve until the ram is floated. Adjust the pointer to the zero reading, raise the cross
head the central loading device just touches the top of the beam specimen .Adjust the
deflection dial to zero reading. Now slowly load the specimen opening the inlet value
and note deflections corresponding to the load increments until the specimen fails. Also
note the maximum load .Now draw load deflection curve. Determine the slope of the
straight line portion of the graph (P1)
∆
OBSERVATIOS :
Load, kg
Central
deflection,mm
1. Span of the test specimen l (mm) =
32. 2. Breadth of the test specimen b (mm) =
3. Depth of the test specimen d (mm) =
4. section modulus = bd2
(mm3
) =
6
5. Moment of inertia I = bd3 (mm4
) =
12
6. Load at limit of proportionality P (N) =
7.Maximum load P1
(N) =
8. Fibre stress at limit of proportionality = Pl (N/mm2
) =
4Z
9. Equivalent Fibre stress at Maximum
load = = P1
l (N/mm2
) =
4Z
10. Modulus of elasticity , =P1
l3
/48I∆ (N/mm2
) =
11. Elastic resilience, work to limit of proportionalty/volume =
RESULT :
1. Fibre stress at limit of proportionality =
2. Modulus of rupture =
33. 3. Modulus of elasticity , =
4. Elastic resilience, =
DISCUSSION :
(Discuss the quality of the given timber.)
TEST ON CLAY ROOFING TILES
Experiment No:-11
Date:
AIM :
To determine the following properties of clay roofing tiles
34. (i) water absorption percentage (ii) permeability (iii) breaking load.
GENERAL :
The roofing tiles shall be made from suitable clay of even texture and shall be
well burnt .They shall be free from irregularities such as twists,bends,cracks and
laminations. The roofing tiles shall be free from impurities such as particles of stone,
lime or other foreign materials visible to naked eye or on the fractured face of tile.
When struck the tile shall give a ringing sound and when broken the fracture shall be
clean and sharp at the edges. The average weight of six tiles shall not be less than 2Kg
and not more than3Kg. The strength requirements of roofing tiles as per IS654-1992 are
(1) water absorption (2) permeability (3) breaking load.
APPARATUS :
Tile flexure strength testing machine. weighing balance,eletric oven.
PROCEDURE :
(1) water absorption Test:
Dry six tiles by placing in the oven at 1050
C to 1100
C till they attain
constant weight and them cool and weigh (A) Immerse the dry specimen in
clean water at 240
C to 300
C for 24 hrs .Take out the specimens wipe off the
surface water and weigh the specimens (B)
The % water absorption = (B-A ) x100
A
The average % water absorption of six tiles can be taken as the % water
absorption
(2) Permeability test :
This test can be conducted at 27+/-20
C and relative humidity of 65+/-5%.The
tile shall be fitted at the bottom of the trough and the space between the sides of the
trough plugged water tight with a suitable materials like wax or bitumen.
Pour water into the mould so that it stands over the lowest tile surface to
a height of 5cm and keep it for a period of six hours. After the period the
35. bottom of the tile shall be carefully examined to see whether the water has
seeped through the tiles.
(3) Breaking load.
Test six tiles after soaking them in water at 27+/-20
C for 24hrs in
the wet condition. Support the tile evenly flat wise as the bearer set with
a span of 25cm and resting on the bottom surface. Apply the load with
the direction of the load perpendicular to the span at a uniform rate of
450 to 550 N/min.Take the individual bearing load of each of the six
tiles separately in the wet condition and calculate the average value .
PRINCIPLES OF TILE TESTING MACHINE :
D
G C
W
DE = 15 cm EF =7.5 cm AC = 7.5 cm BC =22.5 cm
Lower arm
R
G C
36. W
Taking moments at A
W(7.5+22.5)_(P x 7.5) =
W = 7.5 P
30
P = 30W ……(1)
7.5
Upper lever
D R
P
Taking moments at F
R x 7.5 - P (15 + 7.5 ) = 0
7.5 R = 22.5 x 30W
7.5
R = 22.5 x 30 = 12 W
7.5 x 7.5
ie R = 12W
37. RESULTS :
DISCUSSION :
(Discuss specifications of M P roofing tiles as per IS 654-1962 like sample size, criteria
for conformity etc.)
OBSERVATIONS AND CALCULATIONS :
Water absorption test :
Sl
n
o
Identification
mark
Length
(cm)
Width
(cm)
Dry
wt.
(Kg)
Wet
wt.
(Kg)
%Water
absorption
Average
%Water
absorption
Classification
as per IS:
654-1992
Sl
no
Identification
mark
Length
(cm)
Width
(cm)
Dry
wt.
(Kg
%Water
absorption
Breaking
load
(KN)
Permeability Classification as
per
IS: 654-1992
38. Breaking load test :
Sl
no
Identification
mark
Length
(cm)
Width
(cm)
Dry
wt.
(Kg
Breaking
load
(KN)
Average
breaking
load (KN)
Classification
as per
IS 654-1992
COMPRESSIVE STRENGTH OF BRICKS
EXPERIMENT NO.12
Date :
39. AIM
To determine the compressive strength of the given sample of brick.
GENERAL :
Bricks are generally subjected to compression and rarely to tension. The usual
crushing strength of common hand moulded well burnt bricks is about 5 to 10 N/mm2
varying according to the nature of preparation of the clay.
APPARATUS:
A compression testing machine.
PROCEDURE :
Take 5 bricks, remove unevenness observed in the bed face to provide two
smooth parallel faces by grinding. Immerse the bricks in water at room temperature for
24 hours. Take out the specimen from water and drain out any surplus moisture at room
temperature. Fill the frog (if provided) and all voids in the bed face flush with cement
mortar. Remove and wipe out any traces of moisture.
Place the specimen with flat faces horizontal and mortar filled face facing
upwards between two 3-plywood sheet each of 3 mm thickness and carefully cantered
between plates of the testing machine. Apply an axial load at a uniform rate 14 N/mm2
Per minute till failure and note the maximum load at failure.
RESULT:
Average compressive strength of brick =
DISCUSSION :
(Discussion the quality of the given sample of bricks).
OBSEVATION AND CALCULATIONS
Brick No Dimensions of
the brick
(LxBxD ) mm
Average area
of the bed face
mm2
Maximum
load at
failure(N)
Compressive
strength
(N/mm2
)
40. 1
2
3
4
5
Maximum Load of failure
Compressive strength = _________________________
Average area of the bed face
ROCKWELL HARDNESS TEST
EXPERIMENT NO:13
Date :
AIM :
41. To study the Lucknik hardness testing machine and to find the Rockwell
hardness number of the materials of the given specimens.
GENERAL:
The test consists in forcing an indenter of standard type (cone or ball) into the
surface of the test piece in two operations and measuring the permanent increase of the
depth of indentation “e” of this indenter under specified conditions. The unit of
measurement of “e” is 0.002 mm from which a number known as the Rockwell
hardness is deduced.
The load and the indenter to be used for a particular test is decided from an
approximate relative hardness of the different materials. In general for hard materials
diamond cone indenter is used and for soft materials steel ball indenter is used.
Sl
no
Material Indenter Total load Scale symbol Scale
1 Very hard and thin Diamond cone 60 A Black
2 Very hard Diamond cone 150 B Black
3 Soft Steel ball
1.5875mm.dia.
100 B Red
4 Soft and thin Steel ball
1.5875mm.dia
60 F Red
Usually C and B are used. HRC;used for very hard materials.
F0 =Preliminary load = 10 kgf
F1 =Additional load 140 Kgf.
F1 = F0 + F1 =150 kgf
e = Permanent increase of depth of indentation under the preliminary load after
removal of additional load. This is expressed in units of 0.002 mm
42. HRC =Rockwell hardness C =100-e
Range of the scale is 0 to 100 and block scale is to be used.
HRB used for soft materials.The ball inter has to be used.
F = F0 + F1 = 10 +90 = 100 kgf
HRB =Rockwell hardness B =130-e
Range of the scale is 30 to 130
0.2mm
F0
F0+F1
F0
SURFACE
DATUM
20
80
e a
e p
HRC =100-e
ep =Depth of indentation due to F0
ea =Increase in depth of indentation due to F1
Test requirements:-
1.The surface of the test piece shall be smooth and even and free from oxide
Scales and foreign matter.
2. The thickness of the test piece shall be at least 8 times the permanent
increase of depth “e”
3. The distance between centres of two adjacent impressions shall be at least 4
43. times the diameter of indentation and the distance from the center of the
indentation to the side of the test piece shall be at least 2.5 times the
diameter of indentation.
4.The dial of the indicator shall be set at initial position and the load increased
without sudden shock within 2 to 8 seconds.,
EQUIPMENT:
Lucknik hardness testing machine
PROCEDURE
Put the required weight on the pan. Insert the indenter and fasten with a screw.
Place the specimen on the object table and turn the wheel to raise the elevation screw
until specimen touches the indenter. Turn the wheel slowly to make the indenter
penetrate the specimen until the small pointer of the dial indicator is on the red dash.
Now the specimen is subjected to the preliminary load of 10kgf.Bring the big pointer to
read zero for C scale (black) or 30 of B-scale (red). Press the releasing device to
increase the load from F0 to F1 inducing a further driving of indenter into the specimen.
Keep the load stationary for 4 to 6 seconds for hard materials and 6 to 8 seconds
for soft materials. Release the load by turning the crank in the reverse direction. The
reading corresponds to the position of the big pointer gives the hardness number
directly (black scale HRC and red scale HRB).
OBSERVATION:
Material Indenter Load(kgf) HRC Mean HRC HRB Mean
HRB
44. RESULT:
Rockwell hardness no.of ( ì )
( ì ì)
( ììì )
(ìv)
BRINELL HARDNESS TEST
EXPERIMENT NO: 14
Date :
AIM :
To study the Brinell hardness testing machine and to find the Brinell hardness
number of the material of the specimen supplied.
45. GENERAL: -
The test consisting in forcing a steel ball of diamater “D” under a load “F” into
the test piece and measuring the diameter of the indentation left in the surface “d”. The
Brinell hardness is obtained by dividing the test load F in kgf.by the curved surface area
of indentation in square mm.
Total load
HBS or HBW =
Surface area of indentation
F
= ╥ DH where “h” is the depth of indentation in mm.
F
=
╥D[D─√ D2
─d2
]
2
2 F
=
╥D[D─√D2
─d2
]
HBS =Brinell hardness in case where a steel ball is used for materials whose HB is not
exceeding 450.
HBW = Brinell hardness in case where as hard metal ball is used for materials whose
HB is not exceeding 650
Example :- 160 HBS 10/3000/15 = Brinell hardness of 160 determined with a steel ball
of 10 mm diameter and with a test force of 3000 kgs. Applied for 15 seconds.
Test requirement:-
1. The surface of the test piece shall be sufficiently smooth and even.
2. The thickness of test piece shall not be less than 8times the depth
46. of indentation h .
3. The distance of centre of indentation from the edge of test piece shall be at
least 2.5 times the diameter of the indentation and the distance between center
of two adjacent indentation shall be at least 4 times the diameter of indentation.
4. The test load is attained without shock or vibration. The test load shall be
Maintained for 10 or 15 seconds.
5. It is desirable that the diameter “d” of the indentation should range between
0.25D and 0.05 D
The ratio of F/ D2
shall be chosen according to the material.
Material F/D2
Mild steel 30
Brass 10 or 15
Copper 10
EQUIPMENTS:
Brinell hardness testing machine, traveling microscope.
PROCEDURE :
Considering the material of the specimen and the size of the ball indenter select
a suitable load and suspend weights on the yoke tray accordingly. Insert the steel ball
indenter in position and place the specimen on the work table. Raise the specimen by
turning the hand wheel until the contact with the steel ball is obtained. Close the valve
and smoothly pump oil without causing any shock using the hand lever until the desire
load is obtained. Maintaine the load for specified time (10 to 15 seconds)for steel and
30 ±2 seconds for light metals. Then slowly open the valve there by raleasing the oil
pressure and the load. Lower the specimen by turning the hand wheel.
Remove the specimen and measure the diameter of indentation in two perpendicular
directions (d1and d2 ).The average of d1and d2 is the diameter of indentation
“d”.Calculate HBS using the formula.
47. RESULT :-
Brinell Hardness no of ( ì )
( ì ì)
OBSERVATION :
Materials Load(kgf
)
D(mm) Dia of indentation d(mm) HBS Mean
HBS
d1(mm) d2(mm)
48. IMPACT TESTS : IZOD , CHARPY
Experiment No:-15
Date:
AIM :
a) To draw calibration curves for the machine used.
b) To find the impact values (izod and charpy) of the materials of the standard
specimens.
EXPERIMENT:
Avery impact testing machine, setting gauges.
GENERAL:
49. For deciding the suitability of material, which is expected to resist repeated
shocks, the ordinary static tensile test is not formed satisfactory. Testing machines
have been decided so that a specimen can be subjected to shock load. The energy
required to break the specimen is taken as a measure of the resistance of the material
against shock loading. The property of a material relating to the work required to
cause rupture has been termed as “toughness”.
AVERY IMPACT TESTING MACHINE:
The machine consists of a pendulum with a hammer having a striker at the end.
The length of the pendulum is 1m with a hammer weight of 24kg. The machine has
two capacity ranges 0 to 17 kgm for izod test (cantilever test) and 0 to 30 kgm for
charpy test(beam test). Two control levers are fitted one for releasing the pendulum
and other for clamping the specimen. The angle of raise of pendulum after impact is
read from the dial. A stop is fitted to support the pendulum in the rest portion.
Two ratchets fitted to the pendulum lock at the 17 kgm or 30kgm height
which ever is selected.
PROCEDURE:
a) Calibration curves:-
Initial energy E1 = Wh1
= W( L- LcosΦ1) –––––––– (1)
Final energy E2 = Wh2
= W( L- LcosΦ) –––––––– (2)
Loss of energy or impact value = EL = E1 - E2 = WL ( cosΦ- cosΦ1)
L = 1m
W=24 Kg
E1 = 17 kgm for izod test and 30kgm for charpy test. Substitute the
corresponding values in eqn: (1) and find Φ1. To find a relation between
ELand Φ1. Substitute for W.Land Φ1.for varying values of Φ1,calculate the
corresponding values of EL and draw a curve of EL Vs Φ which is the
calibration curve. Now during a test if the pointer indicates an angle of Φ2
50. after impact ,the corresponding impact value can be read from the
calibration curve.
L
B (1) Cantilever test (izod and charpy)
Fit the striker with the horizontal face in the striker
position. the appropriate grips are positioned .after inserting the test piece with the
notch to the right, set the specimen for the correct height with the setting gauge and
lock the grips with the right hand lever, with the safety lever in the izod position ,raise
the pendulum to 17kgm position. Rotate the maximum pointer anticlockwise until it
contacts the fixed pointer attached to the pendulum. Release the pendulum by the left
hand lever.After the pendulum has passed the test piece it will carry the maximum
pointer and leave it indicating the angle of raise of pendulum after impact. Arrest the
pendulum by catching the handle with the right hand. after pulling the pendulum back
raise the stop to allow the top of the pendulum to rest on it. Repeat the test by using the
remaining two notches of the specimen. Take the average of these three values as the
impact value of the specimen.
2) Beam test (charpy test):
51. In this case fit with the striker with the central vertical edge
in the striking position. Position and lock the anvil. Place the test piece across the anvil
with the notch to the left locating it centrally with the centering gauge with the safety
lever in the charpy position raise the pendulum to the 30kgm position and release. Read
the values indicated in the dial.
RESULT :
a) calibration curves were drawn.
b) Impact value of the materials of standard specimen (mild steel)
1. By izod test =
2. By charpy test =
DISCUSSION:
OBSERVTION:
Calibration curve Test result
Φ1 EL(kgm) EL(kgm) Name of
test
Angle Φ2 EL(kgm) Mean
EL(kgm)
0 Izod
10
20
30
40
50
60 Charpy
70
80
90
100
52. Φ1
(charpy)
VEE-BEE TEST
Experiment No:-8
Date:
AIM :-
To determine the workability of concrete using Vee-Bee apparatus
APPARATUS :-
Vee-Bee consistometer ,metal pot ,standard iron rod,stop watch.
PRINCIPLE :-
The test is based on the principle of measuring the energy required to fill &
compact fresh concrete in a mould. The amount of effort required to change the
shape of a sample of concrete from one form to another gives the workability of
concrete. The time necessary for the remoulding of concrete when placed over a
vibrating table and vibrated is a measure of the input energy required for
53. compaction. This is expressed in Vee-Bee seconds. Hence workability is expressed
as the time necessary for the remoulding to complete(i.e, in Vee-Bee seconds).
During the remoulding ,some compaction takes place and the volume of
concrete gets reduced. Taking into consideration the decrease of volume due to
compaction, Vee-Bee second is multiplied by the ratio of volume of concrete after
and before the vibrations.
TEST SET UP :-
In the Vee-Bee test ,the time taken to transform the concrete from conical shape
to cylindrical shape is measured. A standard slump cone is placed in a cylinder of
standard size, the cylinder being mounted rigidly on a vibrating table. Freshly
prepared concrete is placed inside the slump cone in four layers and is compacted by
tamping 25 times using a standard tamping rod. A sliding glass disc gives the height
of concrete at different levels. After removing the slump cone, the subsidence of
concrete can be noted using the glass plate riser. This gives the slump value of
concrete.
Vibration is given to the table till the remoulding is complete. i.e.when the glass
plate rider is completely covered with concrete and all cavities in the surface of
concrete save disappeared. Stop watch operated at the start of vibration gives the
Vee-Bee seconds. The time required for the remoulding to be complete is noted as
the workability of the mix. For different W/C ratios, the test is repeated.
A graph is drawn between slump vs Vee-Bee seconds and can be used to study
the behavior of concrete.
PROCEDURE :-
1.Clean the slump cone and cylinder well.
2.Prepare the concrete of a nominal mix with an initial w/c ratio 0.5
3.Place the slump cone inside the cylinder and fill it as described earlier in
Layers
4. Remove the slump cone and note the subsidence or slump of concrete with
Glass plate rider
5.Vibrate the table till the concrete is completely remoulded,when the vibration
Is started start a stop watch
54. 6.Note the time taken for the complete transformation from conical shape to
cylindrical form
7.Repeat the test using different w/c ratios such as 0.6 , 0.7etc
8.Draw a graph slump vs Vee-Bee seconds
Is code : I S 10510-1983: Vee-Bee consistometer
DISCUSSIONS
1.Write the limitations of the test in determining workability.
2.What factors would have affected the test result.