The document summarizes several experiments conducted to determine properties of cement and concrete materials:
1. The normal consistency of cement is determined by finding the water-cement ratio that allows a cement paste to penetrate 10±1mm in the Vicat apparatus. Two trials found ratios of 28% and 32% water were not normal consistent.
2. The initial and final setting times of cement are determined using a Vicat apparatus and found to be 120 minutes and 300 minutes respectively, meeting Ethiopian standards.
3. The silt content of sand is determined by allowing fines to settle in water, finding a sample had 8.333% silt, exceeding the 6% standard.
4. The work
The document describes a laboratory experiment to determine the permeability of a soil sample using the constant head permeability test method. Three trials were conducted on the sample, which had an average dry unit weight of 1.58 g/cm3 and void ratio of 0.646. The average coefficient of permeability from the trials was determined to be 0.050733 cm/sec, classifying the sample as coarse sand according to ASTM standards. Factors that influence permeability and potential sources of error in the experiment are also discussed.
This document summarizes a standard Proctor compaction test conducted on a soil sample. The test involves compacting the soil at different moisture contents in layers using a standardized hammer and measuring the dry unit weight. The maximum dry unit weight of 1.74 g/cm3 was found at an optimum moisture content of 13.7% based on the graph, however one data point exceeded the theoretical zero-air void curve, invalidating the test. The test will need to be redone to get accurate and dependable results.
This document describes a penetration test performed on bituminous materials to determine consistency. The test involves vertically penetrating samples of the material with a standard needle under controlled conditions and measuring the penetration distance. Bitumen is characterized based on penetration grades like 30/40 and 40/50, with higher values indicating softer consistency. The document outlines the test apparatus, sample preparation process, testing procedure, and results, noting a mean penetration value of 37.37mm for the tested sample.
This document provides the procedure for determining the plastic limit of a soil sample. It describes preparing a soil sample that has been passed through a 425 micron sieve. The plastic limit is determined by rolling threads of the soil into 3 mm diameters and finding the minimum water content at which it will just begin to crumble. The given soil sample had a plastic limit of 22% and a plasticity index of 16% based on calculations provided. The conclusions state that since the plastic limit is less than 25%, the soil can be used as a fill material according to MoRTH specifications.
This document describes the penetration test method for bituminous materials (ASTM D5-13). The penetration test determines the consistency of a bitumen sample by measuring the depth in tenths of a millimeter that a standard needle vertically penetrates the sample under specific conditions. A higher penetration value indicates a softer consistency. The method involves heating the sample, cooling it, and using a penetrometer to take three measurements at the test temperature. The measurements are averaged and the penetration grade is reported.
This presentation is of Penetration Test for Bitumen. Penetration test measures the hardness or softness of bitumen by measuring the depth in tenths of a millimeter to which a standard loaded needle will penetrate vertically in 5 seconds.
There are different grades of Bitumen used for the civil (especially for roads works) work. This presentation consists of the aim, significance, about the apparatus used procedure, noting the reading, Bis recommendation values and IRC recommendation values, precautions,
This document outlines the procedures for determining the coefficient of permeability of soils using constant head and falling head methods. It describes the objective of the test as determining this coefficient. It then discusses Darcy's law of laminar flow that the test is based on and defines permeability. The equipment needed is listed, followed by preparation of soil specimens and testing procedures. The coefficient is reported with other soil properties. Its importance is in solving problems involving water flow through soils.
Setting Time of Hydraulic Cement By Vicat Needle | Jameel AcademyJameel Academy
This report details an experiment to determine the initial and final setting times of a hydraulic cement using the Vicat needle test method. The cement paste was prepared and tested according to ASTM standards. The initial setting time was found to be 2 hours and 45 minutes when the needle penetration was 6 mm. The final setting time was then calculated using an empirical equation to be 4 hours and 48 minutes. While only two penetration measurements were taken, the results indicate the cement would be suitable for construction uses and meet the Iraqi standard of a minimum 1 hour initial setting time.
The document describes a laboratory experiment to determine the permeability of a soil sample using the constant head permeability test method. Three trials were conducted on the sample, which had an average dry unit weight of 1.58 g/cm3 and void ratio of 0.646. The average coefficient of permeability from the trials was determined to be 0.050733 cm/sec, classifying the sample as coarse sand according to ASTM standards. Factors that influence permeability and potential sources of error in the experiment are also discussed.
This document summarizes a standard Proctor compaction test conducted on a soil sample. The test involves compacting the soil at different moisture contents in layers using a standardized hammer and measuring the dry unit weight. The maximum dry unit weight of 1.74 g/cm3 was found at an optimum moisture content of 13.7% based on the graph, however one data point exceeded the theoretical zero-air void curve, invalidating the test. The test will need to be redone to get accurate and dependable results.
This document describes a penetration test performed on bituminous materials to determine consistency. The test involves vertically penetrating samples of the material with a standard needle under controlled conditions and measuring the penetration distance. Bitumen is characterized based on penetration grades like 30/40 and 40/50, with higher values indicating softer consistency. The document outlines the test apparatus, sample preparation process, testing procedure, and results, noting a mean penetration value of 37.37mm for the tested sample.
This document provides the procedure for determining the plastic limit of a soil sample. It describes preparing a soil sample that has been passed through a 425 micron sieve. The plastic limit is determined by rolling threads of the soil into 3 mm diameters and finding the minimum water content at which it will just begin to crumble. The given soil sample had a plastic limit of 22% and a plasticity index of 16% based on calculations provided. The conclusions state that since the plastic limit is less than 25%, the soil can be used as a fill material according to MoRTH specifications.
This document describes the penetration test method for bituminous materials (ASTM D5-13). The penetration test determines the consistency of a bitumen sample by measuring the depth in tenths of a millimeter that a standard needle vertically penetrates the sample under specific conditions. A higher penetration value indicates a softer consistency. The method involves heating the sample, cooling it, and using a penetrometer to take three measurements at the test temperature. The measurements are averaged and the penetration grade is reported.
This presentation is of Penetration Test for Bitumen. Penetration test measures the hardness or softness of bitumen by measuring the depth in tenths of a millimeter to which a standard loaded needle will penetrate vertically in 5 seconds.
There are different grades of Bitumen used for the civil (especially for roads works) work. This presentation consists of the aim, significance, about the apparatus used procedure, noting the reading, Bis recommendation values and IRC recommendation values, precautions,
This document outlines the procedures for determining the coefficient of permeability of soils using constant head and falling head methods. It describes the objective of the test as determining this coefficient. It then discusses Darcy's law of laminar flow that the test is based on and defines permeability. The equipment needed is listed, followed by preparation of soil specimens and testing procedures. The coefficient is reported with other soil properties. Its importance is in solving problems involving water flow through soils.
Setting Time of Hydraulic Cement By Vicat Needle | Jameel AcademyJameel Academy
This report details an experiment to determine the initial and final setting times of a hydraulic cement using the Vicat needle test method. The cement paste was prepared and tested according to ASTM standards. The initial setting time was found to be 2 hours and 45 minutes when the needle penetration was 6 mm. The final setting time was then calculated using an empirical equation to be 4 hours and 48 minutes. While only two penetration measurements were taken, the results indicate the cement would be suitable for construction uses and meet the Iraqi standard of a minimum 1 hour initial setting time.
This document describes a flow test conducted to measure the workability of concrete. The test involves filling a slump cone with concrete, raising the cone to allow the concrete to spread across a flow table, and dropping the table 15 times. The average diameter of the spread concrete is then measured. The student conducted the test and found the average diameter was 565mm, within the acceptable range of 400-650mm for flowing concrete. The flow test is concluded to be a useful method for measuring the workability of high-slump concrete in both lab and field settings.
Consolidation settlement with sand drains – analytical and numerical approachesUmed Paliwal
The document discusses analytical and numerical approaches to studying consolidation settlement of foundations built on sand drains. The analytical part reviews existing literature on settlement, structure, installation and monitoring of sand drains. Popular theories on free strain and equal strain cases with and without smear are covered. The numerical part uses PLAXIS 2D to model a drain unit cell and address the reduction in consolidation time from sand drains under varying loads, the relationship between ultimate settlement and loading, and the relationship between ultimate settlement and drain diameter.
The document provides an overview of tunnel boring machines (TBMs) and their history and use in tunnel construction. Some key points:
- The first shield-based tunneling method was developed by Marc Isambard Brunel in 1825 to construct the Thames Tunnel, though miners still did the digging. Later improvements led to round-shaped "tube" tunnels in London.
- Early mechanical TBMs in the mid-1800s had limited success digging through rock and shale. The modern breakthrough was the rotating cutting head, based on earlier percussion drills.
- TBMs can be specialized for different soil/rock types, using slurry, earth pressure balance, or cutting wheels for rock.
Compressive strength and Flexural of Hardened Concrete | Jameel AcademyJameel Academy
This report details tests conducted to determine the compressive and flexural strength of hardened concrete. The compressive strength was tested on concrete cubes with an average result of 32.8 MPa, meeting the design strength of 24 MPa. The flexural strength was tested on concrete prisms and resulted in 6.4 MPa. While lower than compressive strength as expected, this shows the concrete can resist compression and tension loads required for construction projects. In conclusion, the concrete met design specifications and can be used safely in construction.
Detailed content on shear strength of soils, principles of effective stresses, tests conducted to determine the shear strength of soils and its applications, dilatancy, thixotropy and sensitivity.
This document summarizes a sieve test experiment conducted on fine aggregate to determine its grain size distribution. The experiment involved sieving 500g of dry fine aggregate through various sized sieves, weighing the material retained on each sieve, and calculating the percentage passing and retained. The results were plotted on a grading curve and compared to BS standards to evaluate the quality of the aggregate sample. In conclusion, the experiment was successfully performed and the fineness modulus calculated. The aggregate sample fell within the acceptable range specified by standards.
Sieve analysis of fine aggregates student experimentkolveasna
The document summarizes the results of a sieve analysis test performed on fine aggregates to determine particle size distribution. The test involved sieving 1000g of fine aggregate samples through a series of sieves and weighing the material retained on each sieve. This allowed calculating the percentage of material passing through each sieve. The distribution was found to be uneven, indicating the aggregates were not suitable for concrete mixing. The sieve analysis procedure and results are important for construction quality control and acceptance.
This document summarizes a student's experiment to determine the fineness of cement through sieve analysis. The student took three cement samples and weighed them before and after shaking them through a #200 sieve. The percentage of fineness was calculated for each sample and averaged. The average fineness of 75.67% was below the ASTM standard of 90%, indicating the cement cannot be used for concrete construction. Possible sources of error included insufficient shaking of the sieve and clogged sieve holes.
Normal Consistency and Sitting times of cement pasteHafizullah Sadat
This document describes procedures for determining the normal consistency, setting times, and fineness of cement through various tests. The normal consistency test involves adding varying amounts of water to cement to find the water-cement ratio that gives a paste with a penetration depth between 5-7 mm. The initial setting time is found to be 1 hour and 22 minutes, while the final setting time is generally between 10-12 hours. The Blaine permeability test measures fineness through the specific surface area, found to be 93.52 m2/kg for the sample tested.
This document summarizes an experiment conducted to determine the softening point of an unknown bitumen sample using the ring and ball apparatus. The experiment involved preparing the bitumen sample in brass rings and determining the temperature at which the sample touched the base plate as it was heated in a liquid bath. The mean of two recorded temperatures was taken as the softening point. The sample's softening point was then reported and compared to standard values. Primary uses of asphalt include road construction, crack filler, waterproofing and roof sealing.
The document describes a procedure to determine the water content of a soil sample using the oven drying method. Key steps include: (1) weighing an empty container and lid, adding a wet soil sample, and reweighing; (2) drying the sample in an oven at 110°C for 24 hours; (3) allowing the container to cool and reweighing to determine the dry mass; (4) calculating water content as a percentage based on the mass difference between wet and dry samples. The procedure is repeated for multiple samples and the average water content is reported.
This document describes test methods for determining the properties of asphalt and emulsified asphalt materials. ASTM D6704 describes a test to determine the workability of cold mix asphalt patching material by measuring penetration after compaction and freezing. ASTM D6933 details a test for measuring oversized particles in emulsified asphalt using a sieve. ASTM D6930 provides a method for testing the settlement and storage stability of emulsified asphalt by comparing residue levels after evaporating samples from the top and bottom of a stored cylinder.
This document describes several methods for determining the water content of soils in a soil mechanics laboratory experiment. The most accurate method is the oven-dry method, which involves weighing a moist soil sample, drying it in an oven at 105-110°C, and then reweighing to find the lost water weight. The pycnometer method is a quicker alternative that can be used when the soil's specific gravity is known. It involves filling a flask containing a moist soil sample with water to displace the air, then calculating the water content based on the change in weight and soil specific gravity. Up to seven different tests are described for measuring water content, with the oven-dry, calcium carbide, and pycnometer methods generally
Discharge Over a Vee-Notch Weir | Jameel AcademyJameel Academy
1) The student performed an experiment to measure the discharge of water over a vee-notch weir. Water was pumped into an open channel and measurements were taken of water level, volume collected, and time to collect the volume.
2) Calculations were done to determine the theoretical discharge based on the notch geometry and actual discharge based on the collected volume and time. The ratio of actual to theoretical discharge (Cd) was calculated.
3) A linear relationship was found between the Cd ratio and the water level over the weir, expressed as Cd = -3.14H + 0.19. The experiment validated the method for calculating discharge over a vee-notch weir.
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.
Permeability Test of soil Using Constant and Falling Head MethodJameel Academy
1) The document describes laboratory tests to determine the coefficient of permeability of soil samples using the constant head and falling head methods.
2) For the falling head test on a sandy soil sample, the average permeability was found to be 0.00322 cm/sec.
3) For the constant head test on a second sample, the average permeability was determined to be 0.02069 cm/min.
Experiment No. 4 involves determining the particle size distribution of coarse aggregates through sieve analysis. The sample is dried and sieved through a series of sieves with progressively smaller openings. The mass retained on each sieve is measured and the percentages passing and retained are calculated. This allows evaluating whether the aggregate conforms to specifications for use in concrete. The procedure is simple but provides important information about the aggregate gradation.
Tests of cements can be categorized as either field testing or laboratory testing. Laboratory testing includes fineness test, standard consistency test, setting time test, strength test, soundness test, heat of hydration test, and chemical composition test. The fineness test determines the particle size of cement, which affects the rate of hydration and strength development. The standard consistency test finds the amount of water needed to produce a cement paste that can be properly worked. The setting time test identifies the initial and final set times of cement. The strength test evaluates compressive strength of cement mortar cubes. The soundness test checks for expansion of cement after setting. The heat of hydration test measures heat released during cement hydration. Chemical composition
This document describes a flow test conducted to measure the workability of concrete. The test involves filling a slump cone with concrete, raising the cone to allow the concrete to spread across a flow table, and dropping the table 15 times. The average diameter of the spread concrete is then measured. The student conducted the test and found the average diameter was 565mm, within the acceptable range of 400-650mm for flowing concrete. The flow test is concluded to be a useful method for measuring the workability of high-slump concrete in both lab and field settings.
Consolidation settlement with sand drains – analytical and numerical approachesUmed Paliwal
The document discusses analytical and numerical approaches to studying consolidation settlement of foundations built on sand drains. The analytical part reviews existing literature on settlement, structure, installation and monitoring of sand drains. Popular theories on free strain and equal strain cases with and without smear are covered. The numerical part uses PLAXIS 2D to model a drain unit cell and address the reduction in consolidation time from sand drains under varying loads, the relationship between ultimate settlement and loading, and the relationship between ultimate settlement and drain diameter.
The document provides an overview of tunnel boring machines (TBMs) and their history and use in tunnel construction. Some key points:
- The first shield-based tunneling method was developed by Marc Isambard Brunel in 1825 to construct the Thames Tunnel, though miners still did the digging. Later improvements led to round-shaped "tube" tunnels in London.
- Early mechanical TBMs in the mid-1800s had limited success digging through rock and shale. The modern breakthrough was the rotating cutting head, based on earlier percussion drills.
- TBMs can be specialized for different soil/rock types, using slurry, earth pressure balance, or cutting wheels for rock.
Compressive strength and Flexural of Hardened Concrete | Jameel AcademyJameel Academy
This report details tests conducted to determine the compressive and flexural strength of hardened concrete. The compressive strength was tested on concrete cubes with an average result of 32.8 MPa, meeting the design strength of 24 MPa. The flexural strength was tested on concrete prisms and resulted in 6.4 MPa. While lower than compressive strength as expected, this shows the concrete can resist compression and tension loads required for construction projects. In conclusion, the concrete met design specifications and can be used safely in construction.
Detailed content on shear strength of soils, principles of effective stresses, tests conducted to determine the shear strength of soils and its applications, dilatancy, thixotropy and sensitivity.
This document summarizes a sieve test experiment conducted on fine aggregate to determine its grain size distribution. The experiment involved sieving 500g of dry fine aggregate through various sized sieves, weighing the material retained on each sieve, and calculating the percentage passing and retained. The results were plotted on a grading curve and compared to BS standards to evaluate the quality of the aggregate sample. In conclusion, the experiment was successfully performed and the fineness modulus calculated. The aggregate sample fell within the acceptable range specified by standards.
Sieve analysis of fine aggregates student experimentkolveasna
The document summarizes the results of a sieve analysis test performed on fine aggregates to determine particle size distribution. The test involved sieving 1000g of fine aggregate samples through a series of sieves and weighing the material retained on each sieve. This allowed calculating the percentage of material passing through each sieve. The distribution was found to be uneven, indicating the aggregates were not suitable for concrete mixing. The sieve analysis procedure and results are important for construction quality control and acceptance.
This document summarizes a student's experiment to determine the fineness of cement through sieve analysis. The student took three cement samples and weighed them before and after shaking them through a #200 sieve. The percentage of fineness was calculated for each sample and averaged. The average fineness of 75.67% was below the ASTM standard of 90%, indicating the cement cannot be used for concrete construction. Possible sources of error included insufficient shaking of the sieve and clogged sieve holes.
Normal Consistency and Sitting times of cement pasteHafizullah Sadat
This document describes procedures for determining the normal consistency, setting times, and fineness of cement through various tests. The normal consistency test involves adding varying amounts of water to cement to find the water-cement ratio that gives a paste with a penetration depth between 5-7 mm. The initial setting time is found to be 1 hour and 22 minutes, while the final setting time is generally between 10-12 hours. The Blaine permeability test measures fineness through the specific surface area, found to be 93.52 m2/kg for the sample tested.
This document summarizes an experiment conducted to determine the softening point of an unknown bitumen sample using the ring and ball apparatus. The experiment involved preparing the bitumen sample in brass rings and determining the temperature at which the sample touched the base plate as it was heated in a liquid bath. The mean of two recorded temperatures was taken as the softening point. The sample's softening point was then reported and compared to standard values. Primary uses of asphalt include road construction, crack filler, waterproofing and roof sealing.
The document describes a procedure to determine the water content of a soil sample using the oven drying method. Key steps include: (1) weighing an empty container and lid, adding a wet soil sample, and reweighing; (2) drying the sample in an oven at 110°C for 24 hours; (3) allowing the container to cool and reweighing to determine the dry mass; (4) calculating water content as a percentage based on the mass difference between wet and dry samples. The procedure is repeated for multiple samples and the average water content is reported.
This document describes test methods for determining the properties of asphalt and emulsified asphalt materials. ASTM D6704 describes a test to determine the workability of cold mix asphalt patching material by measuring penetration after compaction and freezing. ASTM D6933 details a test for measuring oversized particles in emulsified asphalt using a sieve. ASTM D6930 provides a method for testing the settlement and storage stability of emulsified asphalt by comparing residue levels after evaporating samples from the top and bottom of a stored cylinder.
This document describes several methods for determining the water content of soils in a soil mechanics laboratory experiment. The most accurate method is the oven-dry method, which involves weighing a moist soil sample, drying it in an oven at 105-110°C, and then reweighing to find the lost water weight. The pycnometer method is a quicker alternative that can be used when the soil's specific gravity is known. It involves filling a flask containing a moist soil sample with water to displace the air, then calculating the water content based on the change in weight and soil specific gravity. Up to seven different tests are described for measuring water content, with the oven-dry, calcium carbide, and pycnometer methods generally
Discharge Over a Vee-Notch Weir | Jameel AcademyJameel Academy
1) The student performed an experiment to measure the discharge of water over a vee-notch weir. Water was pumped into an open channel and measurements were taken of water level, volume collected, and time to collect the volume.
2) Calculations were done to determine the theoretical discharge based on the notch geometry and actual discharge based on the collected volume and time. The ratio of actual to theoretical discharge (Cd) was calculated.
3) A linear relationship was found between the Cd ratio and the water level over the weir, expressed as Cd = -3.14H + 0.19. The experiment validated the method for calculating discharge over a vee-notch weir.
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.
Permeability Test of soil Using Constant and Falling Head MethodJameel Academy
1) The document describes laboratory tests to determine the coefficient of permeability of soil samples using the constant head and falling head methods.
2) For the falling head test on a sandy soil sample, the average permeability was found to be 0.00322 cm/sec.
3) For the constant head test on a second sample, the average permeability was determined to be 0.02069 cm/min.
Experiment No. 4 involves determining the particle size distribution of coarse aggregates through sieve analysis. The sample is dried and sieved through a series of sieves with progressively smaller openings. The mass retained on each sieve is measured and the percentages passing and retained are calculated. This allows evaluating whether the aggregate conforms to specifications for use in concrete. The procedure is simple but provides important information about the aggregate gradation.
Tests of cements can be categorized as either field testing or laboratory testing. Laboratory testing includes fineness test, standard consistency test, setting time test, strength test, soundness test, heat of hydration test, and chemical composition test. The fineness test determines the particle size of cement, which affects the rate of hydration and strength development. The standard consistency test finds the amount of water needed to produce a cement paste that can be properly worked. The setting time test identifies the initial and final set times of cement. The strength test evaluates compressive strength of cement mortar cubes. The soundness test checks for expansion of cement after setting. The heat of hydration test measures heat released during cement hydration. Chemical composition
The document provides information about cement, including its definition, main types, ingredients, and tests. It defines cement as a binder with hydraulic properties made of calcium silicates and other calcium compounds. The main types of cement are used in mortar and concrete production. Key ingredients in cement include lime, silica, alumina, and magnesium. Cement can be tested through field tests like color, texture, and setting behavior or through laboratory tests of fineness, setting time, strength, soundness, and heat of hydration.
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 is a lab manual that outlines procedures for testing building materials. It includes 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 cured for 3, 7, and 28 days
4. Finding the specific gravity of a fine aggregate sample
5. Analyzing the grain size distribution of fine aggregates
6. Measuring the crushing value and impact value of aggregate samples
7. Determining the compressive strength of concrete cubes
The document provides detailed instructions for setting up and performing each experiment, including lists of required equipment and steps for taking measurements, making observations, and calculating
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 describes a test performed to determine the setting time of hydraulic cement using a Vicat needle apparatus. The initial setting time is defined as the time when the needle cannot penetrate more than 25mm into the cement paste. The final setting time is when the 5mm needle leaves no visible impression. The test involves mixing cement and water, then taking penetration measurements with the needles over time. The initial setting time for the sample tested was calculated to be 82.5 minutes, which meets the Iraqi specification of no less than 45 minutes.
Cement is tested through laboratory and field tests to evaluate its properties and suitability. Key laboratory tests described in the document include:
- Fineness tests which measure particle size and surface area to determine reactivity.
- Setting time tests which ensure cement sets within specified time limits.
- Compressive strength tests where cement mortar cubes are crushed to determine strength over time.
- Soundness and loss of ignition tests which evaluate volume stability and carbon/moisture content.
Results of laboratory tests help ensure cement meets standards before use in construction projects.
1) The document describes a test to determine the initial and final setting times of cement by using a Vicat apparatus. A cement paste sample is prepared and penetration is measured over time using needles to identify when the paste reaches initial and final set points.
2) The initial setting time is the time when the needle penetration is 5mm or higher. The final setting time is identified visually when the needle leaves an impression but the cutting edge fails to penetrate.
3) Specifications require a minimum initial setting time of 45 minutes and maximum final setting time of 10 hours or 375 minutes depending on the standard used. The test determines if the cement meets these specifications.
Cement tests can be divided into field tests and laboratory tests. Laboratory tests include fineness test, standard consistency test, setting time test, compressive strength test, soundness test, and tensile strength test. The fineness test measures the mean size of cement grains and finer cement results in earlier strength development but more shrinkage and cracking. The standard consistency test determines the percentage of water required to form a cement paste using a Vicat apparatus. The setting time test uses the Vicat apparatus to detect when cement paste reaches its initial and final set. The compressive strength test forms cement mortar cubes which are tested at 3 and 7 days to determine strength. The soundness test uses a Le-Chatelier apparatus to
REPLACEMENT OF BRICKS WITH PLASTIC BOTTLE IN MANARYSO NEW Monit.pptxMonitMIstry1
This document is a project report on replacing bricks with plastic bottles in masonry. It discusses how plastic waste from bottles is polluting the environment and proposes using bottles filled with materials like sand and gravel as "eco-bricks" in construction. The report outlines tests performed on materials like bricks, cement, sand and masonry specimens. It details the manufacturing process of masonry blocks using bottles and test results showing the compressive strength increasing over 7, 14, and 28 days of curing. The summary concludes by proposing future work to directly test bottle masonry compressive strength compared to traditional brick masonry.
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.
1) The fineness of cement affects the rate of hydration and strength development, with finer cement providing a greater surface area for faster hydration.
2) Cement fineness is tested through sieving and air permeability methods to determine particle size distribution and specific surface area.
3) The standard consistency test determines the amount of water required to produce a cement paste that allows a Vicat plunger to penetrate 33-35mm, which is then used to test initial and final setting times of cement.
The document describes 7 different tests conducted on cement:
1. Field testing examines the cement's appearance, texture, and behavior when mixed with water.
2. The standard consistency test determines the percentage of water needed to achieve a standardized consistency for cement paste.
3. The fineness test evaluates the particle size distribution of cement, with finer particles offering a greater surface area for hydration.
4. The soundness test ensures cement does not expand after setting, which could indicate excess lime causing unsoundness.
5. The strength test measures the compressive strength of cement mortar mixtures at various ages (3, 7, 28 days).
6. The heat of hydration test examines the heat released
This document provides procedures for conducting normal consistency, set time, compressive strength, tensile strength, and flexural strength tests on cement paste and mortar samples. It defines key terms and outlines the steps to prepare and test samples using a Vicat apparatus and universal testing machine. The results from 7-day compressive strength tests on cement mortar cubes met the ASTM C52 specification of 83.6 psi. Running additional tests at 1, 3, and 28 days would have shown how strength increases over time.
Information on the slides is found on the internet. Any incorrect information is not intended. All credit is given to the source of information, not to the author of this slide.
The document summarizes several tests conducted on cement to determine its properties and quality. It describes procedures for testing the fineness, consistency, setting time, soundness, tensile strength and compressive strength of cement. Fineness is measured by sieving cement and finding the percentage residue. Consistency is determined using a Vicat apparatus. Setting time tests use Vicat needles to find when the cement can no longer be penetrated or indented. Soundness ensures cement does not excessively expand when boiled. Tensile and compressive strength tests involve making mortar cubes or cylinders and testing them after curing.
Comparative studies on properties mould sands of different mesh sizes-review 2Umesh Naralchitti
The document discusses comparative studies on the properties of mould sands with different mesh sizes. It describes testing methods to analyze properties like grain size, clay content, hardness, permeability, and green strength. The results show that as mesh size increases, hardness and permeability increase while compression and shear strength decrease, since smaller grain sizes provide better angularity and strength. Overall, the document analyzes how varying the grain size of mould sands impacts important properties.
Introduction- e - waste – definition - sources of e-waste– hazardous substances in e-waste - effects of e-waste on environment and human health- need for e-waste management– e-waste handling rules - waste minimization techniques for managing e-waste – recycling of e-waste - disposal treatment methods of e- waste – mechanism of extraction of precious metal from leaching solution-global Scenario of E-waste – E-waste in India- case studies.
We have compiled the most important slides from each speaker's presentation. This year’s compilation, available for free, captures the key insights and contributions shared during the DfMAy 2024 conference.
Literature Review Basics and Understanding Reference Management.pptxDr Ramhari Poudyal
Three-day training on academic research focuses on analytical tools at United Technical College, supported by the University Grant Commission, Nepal. 24-26 May 2024
A review on techniques and modelling methodologies used for checking electrom...nooriasukmaningtyas
The proper function of the integrated circuit (IC) in an inhibiting electromagnetic environment has always been a serious concern throughout the decades of revolution in the world of electronics, from disjunct devices to today’s integrated circuit technology, where billions of transistors are combined on a single chip. The automotive industry and smart vehicles in particular, are confronting design issues such as being prone to electromagnetic interference (EMI). Electronic control devices calculate incorrect outputs because of EMI and sensors give misleading values which can prove fatal in case of automotives. In this paper, the authors have non exhaustively tried to review research work concerned with the investigation of EMI in ICs and prediction of this EMI using various modelling methodologies and measurement setups.
Harnessing WebAssembly for Real-time Stateless Streaming PipelinesChristina Lin
Traditionally, dealing with real-time data pipelines has involved significant overhead, even for straightforward tasks like data transformation or masking. However, in this talk, we’ll venture into the dynamic realm of WebAssembly (WASM) and discover how it can revolutionize the creation of stateless streaming pipelines within a Kafka (Redpanda) broker. These pipelines are adept at managing low-latency, high-data-volume scenarios.
Understanding Inductive Bias in Machine LearningSUTEJAS
This presentation explores the concept of inductive bias in machine learning. It explains how algorithms come with built-in assumptions and preferences that guide the learning process. You'll learn about the different types of inductive bias and how they can impact the performance and generalizability of machine learning models.
The presentation also covers the positive and negative aspects of inductive bias, along with strategies for mitigating potential drawbacks. We'll explore examples of how bias manifests in algorithms like neural networks and decision trees.
By understanding inductive bias, you can gain valuable insights into how machine learning models work and make informed decisions when building and deploying them.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELgerogepatton
As digital technology becomes more deeply embedded in power systems, protecting the communication
networks of Smart Grids (SG) has emerged as a critical concern. Distributed Network Protocol 3 (DNP3)
represents a multi-tiered application layer protocol extensively utilized in Supervisory Control and Data
Acquisition (SCADA)-based smart grids to facilitate real-time data gathering and control functionalities.
Robust Intrusion Detection Systems (IDS) are necessary for early threat detection and mitigation because
of the interconnection of these networks, which makes them vulnerable to a variety of cyberattacks. To
solve this issue, this paper develops a hybrid Deep Learning (DL) model specifically designed for intrusion
detection in smart grids. The proposed approach is a combination of the Convolutional Neural Network
(CNN) and the Long-Short-Term Memory algorithms (LSTM). We employed a recent intrusion detection
dataset (DNP3), which focuses on unauthorized commands and Denial of Service (DoS) cyberattacks, to
train and test our model. The results of our experiments show that our CNN-LSTM method is much better
at finding smart grid intrusions than other deep learning algorithms used for classification. In addition,
our proposed approach improves accuracy, precision, recall, and F1 score, achieving a high detection
accuracy rate of 99.50%.
Advanced control scheme of doubly fed induction generator for wind turbine us...IJECEIAES
This paper describes a speed control device for generating electrical energy on an electricity network based on the doubly fed induction generator (DFIG) used for wind power conversion systems. At first, a double-fed induction generator model was constructed. A control law is formulated to govern the flow of energy between the stator of a DFIG and the energy network using three types of controllers: proportional integral (PI), sliding mode controller (SMC) and second order sliding mode controller (SOSMC). Their different results in terms of power reference tracking, reaction to unexpected speed fluctuations, sensitivity to perturbations, and resilience against machine parameter alterations are compared. MATLAB/Simulink was used to conduct the simulations for the preceding study. Multiple simulations have shown very satisfying results, and the investigations demonstrate the efficacy and power-enhancing capabilities of the suggested control system.
1. Experiment 1
Normal Consistency of Hydraulic cement
Theory
The correct amount of water needed should be determined exactly and correctly because many
properties of mortar such as rate of hydration, setting time, strength, workability depends on the
specific water cement ratio.
Cement is a finely ground powder of chemically combined argillaceous materials and calcareous
materials with iron oxide, gypsum and small amount of other ingredients. Cement, when mixed
with water it sets and hardens into a solid mass upon hydration. The normal consistency of
hydraulic cement refers to the amount of water required to make a neat paste of satisfactory
workability.
Apparatus
1. Weight and weighing devices.
2. Glass graduates (200 or 250) ml capacity.
3. Vicat apparatus with the plunger end, 10 mm in diameter.
4. Trowel and containers.
5. Mixing glass plate 30cm x 30cm
2. Procedure
1. Place the dry paddle and the dry bowl in the mixing position
in the mixer.
2. Place all the mixing water in the bowl.
3. Add the cement to the water and allow 30 s for a absorption
of the water.
4. Start the mixer at low speed for 30 s
5. Stop for (15 s) and make sure no materials have collected
on the sides of the bowel.
6. Start mixing at medium speed for (1 min).
7. Quickly form the cement paste into the approximate shape of
a ball with gloved hands.
8. Putting hand at (15cm) distance, throw the cement paste ball
from hand to hand six times.
9. Press the ball into the larger end of the conical ring,
completely fill the ring with paste.
10. Remove the excess at the larger end by a single movement
of the palm of the hand. Place the ring on its larger end on
the base of the plate of Vicat apparatus.
11. Slice off the excess paste at the smaller end at the top of
the ring by a single sharp- ended trowel and smooth the top.
(Take care not to compress the paste).
12. Center the paste under the plunger end which shall be
brought in contact with the surface of the paste, and tighten
the set-screw.
13. Set the movable indicator to the upper zero mark of the
scale or take an initial reading, and release the rod
immediately. This must not exceed 30 seconds after
completion of mixing.
3. 14. The paste shall be of normal consistency when the rod
settles to a point10±1mm below the original surface in 30
seconds after being released.
15. Make trial paste with varying percentages of water until the normal consistency is
obtained make each trial with fresh cement.
Calculation
The percentage of water can be calculated from the following formula
(%) water = X 100
Trial 1
Weight of water (W wt) = M wt x g; M wt=V wt x g wt
V wt=84ml=84 x 10-6
m3, P wt=1000kg/m3, M wt=84 x 10-6
m3 x (1000kg/m3), M wt=84 x 10-3
kg
Wwt= 84 x 10-3
kg x 9.81m/sec
W ce= (0.3kg) x 9.81m/sec2
W wt/W ce = (84 x 10-3
kg/9.81m/s) / (0.3 x 9.81) N
W wt/W ce = 0.28
(%) water = X 100 = 28 %
Penetration depth (mm) = 4.5
Trial 2
Weight of water (W wt) =M wt x g; M wt=V wt x g wt
4. Vwt= 96ml=96 x 10-6
m3, g wt=1000kg/m3
, g wt=1000kg/m3
, M wt= (96 x 10-6
m3
) x (1000)
kg/m3
,
M wt=96 x 10-3
kg
Wwt = (96 x 10-3
x 9.81) N ; W ce= (0.3kg) x 9.81m/sec2
= 2.943
Wwt /Wce = 96 x 10-3 x 9.81/ (0.3 x 9.81) N=0.32
(%) water = X 100 = 32 %
Penetration depth (mm) = 13.5
Conclusion
Though the percentage of water lies on the standard range it is not normal consistent because the
percentage depth doesn’t lie between 10±1.
Experiment 2
Initial and final time of Setting of Hydraulic Cement
Objective
To determine the initial setting time and final setting time of a cement paste having normal consistency.
Theory
Up on hydration, cement forms a solid and hard mass when mixed with water which is known as setting
of cement and the time it takes is known to be the setting time. This time is affected by the amount of
5. water used to prepare cement paste; i.e. which is the water cement ratio. Cement pastes with different
water cement ratios will generally have different setting times.
Generally there are two types of setting times to be determined in the laboratory, initial and final setting
times. The duration of cement paste related to 25mm penetration of the vicat needle in to the paste in 30
seconds after it is released is called the initial setting time, while the final setting time is that related to
zero penetration of the vicat needle in to the paste. According to the Ethiopian standards the initial setting
time for cement should not be less than 45 minutes and the final setting time should not exceed 10hrs.
Apparatus
Vicat Apparatus with the needle end, 1mm in diameter.
Weights and weighing devices
Graduated Cylinder (200 or 250) ml capacity
Mixing Dish
A Trowel and containers.
Procedure
1. Weigh (300) gm cement.
2. Prepare amount of water as to that calculated in normal consistency test.
3. Prepare a cement paste following same steps mentioned in the previous test (ExpNo. 1).
4. Allow the time of setting specimen to remain in the moist cabinet for 30 minutes after molding
without being disturbed. Determine the Penetration of the 1mm needle at this time and every (15)
minutes until a penetration of 25mm or less is obtained.
5. To read the penetration, lower the needle of Vicat Apparatus until it touches the surface of the
cement paste. Tighten the screw and take an initial reading. Release the set screw and allow the
needle to settle for 30 seconds, and then take the reading to determine the penetration.
6. Note that no penetration shall be made closer than (6mm) from any previous penetration and no
penetration shall be made closer than (9.5mm) from the inside of the mold. Record the results of
6. all penetration, then by drawing a curve determine the time when a penetration of 25 mm is
obtained. This is the initial setting time.
7. The final setting time is when the needle dose not sinks visible into the paste.
8. Draw a graph for (penetration - time). Show the time which gives penetration of (25 mm) this
will be the initial setting time.
Note: According to ASTM C150:
Initial time of setting should not be less than 45 min.
Final time of setting should not be more than 375 min.
Calculation
Observed Data
Elapsed Time
(min)
Penetration
depth ( mm)
15 40
30 40
45 39
60 38
75 37
90 33
105 28
120 29
135 26
150 24
345 11
360 10
375 10
390 8
405 7
420 3
435 3
450 2
465 0
480 0
The initial setting time = 120 minutes
7. The final setting time = 300 minutes
Conclusion
According to the Ethiopian standards the recommended initial setting time is a value which is not less
than 45 minutes and shouldn’t exceed 10 hours for the final setting time. Therefore in the case of our
laboratory conduct both the initial and final setting times are fulfilled according to our country’s standard.
Experiment 4
Silt Content of Sand
Objective
The main objective is to determine the content or presence of silt with in the sand.
Theory
Sand is a product of natural or artificial disintegration of rocks and minerals. Sand is obtained from
glacial, river, lake, marine, residual and windblown deposits. Sand which is used for making of mortar
should be well graded. The particles should not be all fine or coarse. Deposits of sand contain other
materials such as dust, loam and clay that are finer than sand. The presence of such materials to be bound
together and hence the strength of the mixture. The finer particles do not only decrease the strength but
also the quality of the mixture produced resulting in fast deterioration. Therefore it is very necessary to
make a test on the silt content before using the sand for the intended purpose.
Apparatus
Clean water ( tap water)
Funnel
Sample sand
Small size spoon
Dish for taking sample of sand
8. Graduated cylinder
Scoop
Procedure
1. Take graduated cylinder or jar having a capacity of greater than 100ml
2. Pour 30ml of sand to the cylinder
3. Fill Water approximately ¾ of cylinder
4. Shake the cylinder
5. Leave the cylinder for about an hour.
6. Measure the amount of fines
Calculation
% of silt content in given sand can be calculated using the following formula
Silt Content (%) =
𝑨𝒎𝒐𝒖𝒏𝒕 (𝑨)𝒐𝒇 𝒔𝒊𝒍𝒕 𝒅𝒆𝒑𝒐𝒔𝒊𝒕𝒆𝒅 𝒂𝒃𝒐𝒗𝒆 𝒕𝒉𝒆 𝒔𝒂𝒏𝒅
𝑨𝒎𝒐𝒖𝒏𝒕 𝒐𝒇 𝒄𝒍𝒆𝒂𝒏 𝒔𝒂𝒏𝒅 (𝑩)
X 100
Since we did not get the collected data of our lab activity, we have assumed the values of A and B to be:
A=2 B=24
Silt Content (%) =
𝟐
𝟐𝟒
X 100 = 8.333 %
.
9. Conclusion
According to the Ethiopian standard, if the % of silt content of the sand is greater than 6% it shall not be
used for construction.
Therefore, in the above laboratory experiment the % of silt content is 8.333% and it is not suitable for
construction purpose since it is greater than the standard value. Therefore the sand should be washed or
sieved to decrease its silt content.
Experiment 5
Workability of Mortar
Objective
To determine the workability of fluidity of fresh mixed mortar.
Theory
Mortar is a mixture of cement, sand and water. It is used to make a strong firm joint in bricks, blocks or
masonry units. In structural walls (those that carry loads in addition to their own weight), the mortar has
to be as strong as the units laid in order to transfer from the upper to the lower units. In nonstructural
walls also the mortar should be strong enough to carry the weight of the mass above it.
The composition of mortar can be varied in relation to its end use. Mortars of different quality can be
produced by varying the proportion or types of the constituents. For example, mortar produced from sand
of circular grains results in better workability than those produced from sand of angular grains. On the
other hand sands of angular grains give better strength.
10. Apparatus
Mixing dish
Trowel
Flow table apparatus and flow mold
Molds
Balance
Graduated cylinder
Procedure
1. Prepare cement sand and water with given proportion .
2. Mix cement and sand for about a minute(dry mix) then add the required amount of water and mix
for about two minutes.
3. carefully wipe the flow table top clean and dry then place the flow mold at the center of the table.
4. Fill the mortar to the mold with three layers and tamp 25 times each layer with a tamping rod.
5. Cut off the mortar to a plane surface.
6. Wipe the table top clean and dry being especially careful to remove any water from around the
edge of the flow mold.
7. Lift the mold away from the mortar and then drop and then drop the table 25 times within 15 sec.
through a height of 13 mm
11. 8. Using the caliper determine the flow by measuring the diameter of the mortar along the lines on
the tabletop (take four readings)
According to ASTM standards, the mortar is said to be workable if the sum of the four diameters
is between 95 and 100.
Calculation
In order to find the workability measure of the concrete we will just calculate the average of the four
readings assumed since we are not given the results of our experiment:
AA’ = 15 BB’ = 15.6 CC = 15.73 DD’ = 15. 85
When they are summed up the result is 62.18.
By taking the average of the above readings workability of concrete = 62.18 / 4 = 15.545
12. Conclusion
According to ASTM standards, the mortar is said to be workable if the sum of the four diameters is
between 95 and 100 or 15.2 – 16 inches. And in our case the averages of the four readings is 15.545.
Here from our assumed data we have observed the sum of the four diameters to be 62.18. therefore our
concrete have got poor workability that it is not between 95 and 100 ELE which are the standards.
Experiment 6
Sieve Analysis
Objective
To determine the particle size distribution of a course and fine aggregates and also to determine the fines
modulus and to classify the aggregates as well graded and poorly graded.
Theory
It is very useful to know the physical and chemical characteristics of aggregates since they contain almost
65 to 75 percent of the total volume of concrete. In order to calculate the proportions of the materials used
and produce concrete of desired properties we need to know the characters of the aggregates and also its
grading system.
Apparatus
Series of standard sieves
Riffle box
Electronic balance
Sieve shaker
Shovel
Sieve brush
13. Procedure
Procedure for grading coarse aggregates
1. The first step was to weigh a 20 kg sample of coarse aggregates
2. Second a representative sample was quartered
3. The third step was that a sample of 2KG was taken from the quartered
4. Then empty sieves were weighed and the data was recorded.
5. Here the 2 KG sample was placed on the top sieve (the one having larger opening size).
6. Here after the sample was shook for about 2 minutes in a sieve shaker.
7. Finally the weight retained on each sieved was calculated.
Procedure for grading fine aggregates
1. The first step was to weigh a 2KG of a sample of fine aggregates
2. Second the sample was quartered using a riffle box.
3. The third step was to take a 500 gm from the quartered sample.
4. Then the pan was placed to the bottom of the sieve shaker and the other sieves were put
in to the pan with increasing opening sizes of the sieves.
5. In this step the 500 gm sample was placed on the top of sieve
6. Then the sample was shook for about 2 minutes in a sieve shaker
7. Doing the above, we weighed each sieve together with the aggregate retained on it.
8. Finally the weight retained on each sieve was calculated.
14. Calculation
For fine aggregates we can plot all the data in the following table
Sieve
(mm)
Weight
of
sieve
Weigh
t of
sieve
and
sand
Amount
Of
retained
Wt.
Retained
(%)
%
Cumuli.
Retained
%
Passing
9.5 454.6 454.6 0 0 0 100
4.75 566.6 567.3 0.7 0.14 0.14 99.86
2.36 396.6 420.5 23.9 4.85 4.99 95.01
1.18 372.4 457.3 84.9 17.24 22.23 77.77
0.6 312.5 523.4 210.9 42.82 65.06 34.94
0.3 308.9 444.3 135.4 27.49 92.55 7.45
0.15 277.8 310.2 32.4 6.58 99.13 0.87
Pan 416.5 420,8 4.3 0.87 100 0
sum 492.5 100 284
FM = (0.14+4.85+17.24+42.82+27.49+6.58+0.87)/100 =2.84
The following table is the Ethiopian standard for fine aggregates
Sieve Size (mm) Percentage Passing
9.5 100
4.75 95 – 100
2.36 80 – 100
1.18 50 – 85
0.6 25 – 60
0.3 10 – 30
1.15 2 – 10
15. Conclusion
The fineness modulus of our experiment is 3.25. And the calculated percentage passing of the experiment
carried on sieve analysis satisfies the Ethiopian Standard.
Experiment 7
Workability test of concrete (slump test)
Objective
The main objective of this test is to determine the workability of concrete in different
construction area.
Theory
A concrete mix, which is either produced at a ready mix plant or on site, must be made of the right
amount of cement, aggregates and water to make the concrete workable enough for easy compaction and
strong enough for good performance in resisting stresses after hardening. If the mix is too dry, then its
compaction will be too difficult and it is too wet, then the concrete is likely to be weak.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.1 1 10
Percent
Passing
By
Weight
(%)
Sieve Size (mm)
Gradation Curve
Lower Limit
Upper Limit
Passing(%)
16. During mixing the mix might vary without the change very noticeable at first. For instance, a load of
aggregate may be wet or drier than what we expected these due to variations in the amount of water added
to the mix. These all necessitate a check on the workability and strength of concrete after producing.
Slump test
Slump is a measurement of concrete's workability or fluidity. It's an indirect measurement of concrete
consistency or stiffness. A slump test is a method used to determine the consistency of concrete. The
consistency or stiffness indicates how much water has been used in the mix.
In the slump test the distance that a cone full of concrete slumps down is measured when the cone is lifted
from around the concrete. The slump can vary from nil on dry mixes to complete collapse on very wt
ones. One drawback with this test is that it is not helpful for very dry mixes.
There are three types of slump
1. True Slump: where the concrete just subside, keeping its shape approximately
2. Shear Slump: where the top half of the cone shears off and slips sideways down an inclined plane.
3. Collapse Slump: where the concrete collapses completely.
Apparatus
Standard Slump cone 300 mm high with a bottom D. of 200 mm and top
D. of 100mm
Scale for measurement(tape)
Tamping rod (steel) 16mm diameter, 600mm long, with one end rounded
17. Procedures
1. The first step was cleaning up the cone
2. Second, someone stand with feet on the foot rests.
3. Thirdly, the cone was filled with concrete up to one third of its height and the layer was rod
concrete exactly 25 times using the tamping rod.
4. Two further layers of equal height were added, then it was rode in each one in turn exactly
25 times, and the rod was allowed to penetrate through in to the layer below. After Roding
the top layer it was kept sure that there was a slight discharge of concrete.
5. Then the concrete was strike off using steel float
6. The cone was wiped and the base plate was kept clean by keeping someone’s feet still on the
foot rests.
7. Very carefully the cone was lifted straight up, was turned over and was put down on the base
plate next to the mound of concrete. As soon as the cone was lifted the concrete was slump
to some extent.
8. Finally using the tape it was measured from the underside of the rod to the highest point of
the concrete to the nearest slump end.
Standard Data
Slump (mm) Degree of Workability
0 – 25 Very Low
18. 25 – 50 Low
50 – 100 Medium
100 – 175 High
> 175 Collapse
Conclusion
In our laboratory conduct we found slump 30mm. so our concrete degree of workability
is low
We observed that the slump of the concrete was a true slump
EXPERIMENT 8
REBOUND HAMMER TEST
Objective
hammer.
19. index. The compressive strength can be read directly from the graph provided on the body of the hammer.
Procedure
1. Before commencement of a test, the rebound hammer should be tested against the test
anvil, to get reliable results, for which the manufacturer of the rebound hammer indicates
the range of readings on the anvil suitable for different types of rebound hammer.
2. Apply light pressure on the plunger – it will release it from the locked position and allow
it to extend to the ready position for the test.
3. Press the plunger against the surface of the concrete, keeping the instrument
perpendicular to the test surface. Apply a gradual increase in pressure until the hammer
impacts. (Do not touch the button while depressing the plunger. Press the button after
impact, in case it is not convenient to note the rebound reading in that position.)
4. Take the average of about 15 reading
20. Conclusion
The rebound hammer test is a modernized instrument that measures the strength of a concrete without
destructing it. Hence it a method of choice for easy, quality and fast measurements.
Experiment 9
Compressive strength of Concrete
Objective
knowing compressive-strength of concrete
by testing concrete-cube
Theory
21. Compressive strength
The compressive strength of a material is defined as the resistance to failure under the action of a
compressive force. For concrete compressive strength is an important parameter to determine the
performance of the concrete during service condition. The major objective of concrete structures
is carrying loads coming to them. These loads may be of dead, live, earthquake, wind or snow
types or their combinations. The concrete produced, therefore, must not fail under the actions of
any of such loads. The commonest work for hardened concrete involves taking a sample of fresh
concrete and putting into special cube molds so that, when hard, the cubes can be tested to failure
in a special machine in order to measure the strength of the concrete. The results obtained from
compression test on hardened concrete cubes are used to check that its strength is above the
minimum specified and to assess the control exercised over the production of concrete
Factors Affecting Compressive Strength
Stress Distribution in Specimens.
Effect of L/d ratio.
Specimen Geometry.
Rate of Loading.
Moisture Content.
Temperature at Testing.
Apparatus:
Cube Mould (150x150x150 mm )
Tamping bar (16 mm diameter )
Spatula vibrator,
Steel Float/Trowel
Mixer
Procedure
1. The first step was to use the same concrete mix for which workability was determined.
2. Second cubical molds (15x15x15) cm3 were prepared and oiled in order to easily molding of
the concrete cubes.
3. Then concrete was filled in the cubical mold and vibrated in order to remove air bubbles for
about 30 seconds.
22. 4. At this stage the surface was smoothened and the excess concrete on the cube molds were
removed by using spatula and also the mixing dates at the top of the concrete were recorded.
5. Here the concrete was removed after 24 hours from the mold and was cured in water for 7
days.
6. Then the concrete specimens were load to failure at 3, 7 and 28 days of age by using testing
machine and the failure loads were recorded in each case.
7. Finally the stresses at failure were calculated.
Calculation
The compressive strength can be calculated from the following formulas:
Compressive Strength (Mpa) = failure load (KN)/contact area (m2)
Test age
(days)
Dimensions (cm) Area “A”
(cm2 )
Volume
(cm3
)
Failure Load
“F” (KN)
Strength
(Mpa)(F/A)
L W H
7 15 15 15 225 3375 874.6 388.71
23. Conclusion
Compressive strength of the concrete is 38.87 from the test we done.
To have more accurate result we need to add other test and we use the mean of the compressive
strength to represent compressive strength of the concrete.
24. Experiment 10
Testing of reinforcing steel
Objective
The main objective is to determine yield strength, tensile strength or a reinforcement bar and to draw
stress strain diagram.
Theory
Steel is mainly composed of iron, but the iron is alloyed, or associated with, various other materials. It is
up on the nature and relative amounts of these special ingredients that the physical properties of steel
depend. For instance, introducing the metal chromium results in a pronounced resistance to rusting among
other useful properties and is given the name stainless steel. The element manganese, on the other hand,
gives good wearing properties to steel, making it suitable for use in the manufacture of rains. There are,
therefore, various types of steels, known respectively as chromium steels, manganese steels, and so on,
according to the alloying elements, which give the steel their characteristic properties.
A substance which plays an important part in the type of steel used for construction is the element carbon.
The percentage of carbon in steel directly influences its essential structural properties. An increase in
carbon content results in an increase in strength, but this is accompanied by a marked decrease in
ductility. Ductility, or absence of brittleness, is one of the important requisites of structure steel.
25. Apparatus
Universal Testing Machine ( UTM)
Reinforcement bar with diameter of 20 and length of 1m.
Strain Gauge
Caliper
Procedure
The first step was to measure the diameter of the test bar using a caliper.
The second step was to fit the test bar in to grips of the testing machine
Then a strain gauge was fitted on to the bar to read elongation at different loadings
Gradually increased axial tensile force was applied to failure on the bar and the loading and the
corresponding elongation was recorded at instants.
Calculation
Stresses are determined at different loadings and the resulting strains and plot stress-strain curve for the
tested bar.
The steel is a size of 24 mm.
Area =
𝝅𝑫𝟐
𝟒
= 452.4mm2
Fracture stress = Failure Load /Area = 351.3 MPa
Yield stress = 266.7 MPa
Strain = (Change in length/original Length) * 100
𝟐.𝟓
𝟐𝟎
𝑥 100 = 12.5%
Conclusion
The reinforced bar was elongated by 2.5 cm and finally broke up. And the graph is shown as below.