This document describes a laboratory test procedure to determine the Atterberg limits of a fine-grained soil, which are used to classify soils. The test involves measuring the moisture content at which the soil transitions from a plastic to liquid state (liquid limit), and from a semi-solid to plastic state (plastic limit). Samples are tested at different moisture contents and the number of blows to close a groove are recorded to find the liquid limit. The plastic limit is found by rolling threads of soil at different moisture contents. The liquid limit, plastic limit, and plasticity index are calculated and used to classify the soil.
The document provides instructions for determining various properties of soil samples through laboratory tests, including:
- Moisture content using the oven-dried method in 3 samples from depths of 1', 2', and 3'.
- Liquid limit using a liquid limit device by taking samples at different moisture contents and counting drops to close a groove.
- Plastic limit by rolling soil into 3mm threads until they crumble.
- Procedures are described for apparatus, calculations, and reporting results for each test. Precautions are provided to ensure accurate measurements.
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.
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
1. The document describes several laboratory experiments conducted to determine key geotechnical properties of soils, including moisture content, specific gravity, sieve analysis, liquid limit, plastic limit, Proctor compaction, and shear strength.
2. The experiments are described in detail, outlining the required apparatus and following standard procedures.
3. The results of the experiments provide important soil parameters used in geotechnical engineering applications such as bearing capacity calculations, settlement analysis, and soil classification.
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.
Compaction Test
Name:
Rezhwan Hama Karim
University Of Halabja
Civil Engineering Department
Soil lap
Contents:
Introduction
Purpose of this experiment
Standard references
Materials and equipment
Procedure
Data analysis
Discussion
Conclusion
Introduction
The Proctor compaction test is a laboratory method of experimentally determining the optimal moisture content at which a given soil type will become most dense and achieve its maximum dry density. And the graphical relationship of the dry density to moisture content is then plotted to establish the compaction curve.
Purpose of this experiment
This laboratory test is performed to determine the relationship between the moisture content and the dry density of a soil for a specified compactive effort. The compactive effort is the amount of mechanical energy that is applied to the soil mass. Several different methods are used to compact soil in the field, and some examples include tamping, kneading, vibration, and static load compaction. This laboratory will employ the tamping or impact compaction method using the type of equipment and methodology developed by R. R. Proctor in 1933, therefore, the test is also known as the Proctor test.
Standard reference
ASTM D 698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbs/ft3 (600 KN-m/m3)).
ASTM D 1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbs/ft3 (2,700 KN-m/m3)).
Significance
Mechanical compaction is one of the most common and cost effective means of stabilizing soils. An extremely important task of geotechnical engineers is the performance and analysis of field control tests to assure that compacted fills are meeting the prescribed design specifications. Design specifications usually state the required density (as a percentage of the “maximum” density measured in a standard laboratory test), and the water content. In general, most engineering properties, such as the strength, stiffness, resistance to shrinkage, and
4
imperviousness of the soil, will improve by increasing the soil density. The optimum water content is the water content that results in the greatest density for a specified compactive effort. Compacting at water contents higher than (wet of ) the optimum water content results in a relatively dispersed soil structure (parallel particle orientations) that is weaker, more ductile, less pervious, softer, more susceptible to shrinking, and less susceptible to swelling than soil compacted dry of optimum to the same density. The soil compacted lower than (dry of) the optimum water content typically results in a flocculated soil structure (random particle orientations) that has the opposite characteristics of the soil compacted wet of the optimum water content to the same density.
Procedure:
Depending on the type of mold you are using obtain a sufficient quantity of air-dried soil in large mixing pan.
IRJET- Soil Water Retention Curve of an Unsaturated Sand Under Square Footing...IRJET Journal
The document summarizes a study on determining the bearing capacity of unsaturated sand under a square footing considering matric suction. Initial tests were conducted on soil samples to determine properties. Plate load tests were performed on the sand in its natural, fully saturated, and unsaturated states to measure the ultimate bearing capacity under each condition. Matric suction values of soil samples extracted from different depths after testing were measured using a filter paper method. The results were compared to theoretical bearing capacity values calculated using a modified Terzaghi equation. The relationship between bearing capacity and matric suction was also analyzed.
1. The document describes a laboratory experiment to determine the fineness of cement using Blaine's air permeability test.
2. The test involves measuring the time taken for a manometer liquid to fall between marks as air is evacuated from a permeability cell containing a compacted cement sample.
3. The fineness of the tested cement sample was calculated to be 286.21 m2/kg based on the measured time, meeting the IS specification requirement of a minimum of 225 m2/kg for OPC 53 grade cement.
The document provides instructions for determining various properties of soil samples through laboratory tests, including:
- Moisture content using the oven-dried method in 3 samples from depths of 1', 2', and 3'.
- Liquid limit using a liquid limit device by taking samples at different moisture contents and counting drops to close a groove.
- Plastic limit by rolling soil into 3mm threads until they crumble.
- Procedures are described for apparatus, calculations, and reporting results for each test. Precautions are provided to ensure accurate measurements.
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.
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
1. The document describes several laboratory experiments conducted to determine key geotechnical properties of soils, including moisture content, specific gravity, sieve analysis, liquid limit, plastic limit, Proctor compaction, and shear strength.
2. The experiments are described in detail, outlining the required apparatus and following standard procedures.
3. The results of the experiments provide important soil parameters used in geotechnical engineering applications such as bearing capacity calculations, settlement analysis, and soil classification.
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.
Compaction Test
Name:
Rezhwan Hama Karim
University Of Halabja
Civil Engineering Department
Soil lap
Contents:
Introduction
Purpose of this experiment
Standard references
Materials and equipment
Procedure
Data analysis
Discussion
Conclusion
Introduction
The Proctor compaction test is a laboratory method of experimentally determining the optimal moisture content at which a given soil type will become most dense and achieve its maximum dry density. And the graphical relationship of the dry density to moisture content is then plotted to establish the compaction curve.
Purpose of this experiment
This laboratory test is performed to determine the relationship between the moisture content and the dry density of a soil for a specified compactive effort. The compactive effort is the amount of mechanical energy that is applied to the soil mass. Several different methods are used to compact soil in the field, and some examples include tamping, kneading, vibration, and static load compaction. This laboratory will employ the tamping or impact compaction method using the type of equipment and methodology developed by R. R. Proctor in 1933, therefore, the test is also known as the Proctor test.
Standard reference
ASTM D 698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbs/ft3 (600 KN-m/m3)).
ASTM D 1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbs/ft3 (2,700 KN-m/m3)).
Significance
Mechanical compaction is one of the most common and cost effective means of stabilizing soils. An extremely important task of geotechnical engineers is the performance and analysis of field control tests to assure that compacted fills are meeting the prescribed design specifications. Design specifications usually state the required density (as a percentage of the “maximum” density measured in a standard laboratory test), and the water content. In general, most engineering properties, such as the strength, stiffness, resistance to shrinkage, and
4
imperviousness of the soil, will improve by increasing the soil density. The optimum water content is the water content that results in the greatest density for a specified compactive effort. Compacting at water contents higher than (wet of ) the optimum water content results in a relatively dispersed soil structure (parallel particle orientations) that is weaker, more ductile, less pervious, softer, more susceptible to shrinking, and less susceptible to swelling than soil compacted dry of optimum to the same density. The soil compacted lower than (dry of) the optimum water content typically results in a flocculated soil structure (random particle orientations) that has the opposite characteristics of the soil compacted wet of the optimum water content to the same density.
Procedure:
Depending on the type of mold you are using obtain a sufficient quantity of air-dried soil in large mixing pan.
IRJET- Soil Water Retention Curve of an Unsaturated Sand Under Square Footing...IRJET Journal
The document summarizes a study on determining the bearing capacity of unsaturated sand under a square footing considering matric suction. Initial tests were conducted on soil samples to determine properties. Plate load tests were performed on the sand in its natural, fully saturated, and unsaturated states to measure the ultimate bearing capacity under each condition. Matric suction values of soil samples extracted from different depths after testing were measured using a filter paper method. The results were compared to theoretical bearing capacity values calculated using a modified Terzaghi equation. The relationship between bearing capacity and matric suction was also analyzed.
1. The document describes a laboratory experiment to determine the fineness of cement using Blaine's air permeability test.
2. The test involves measuring the time taken for a manometer liquid to fall between marks as air is evacuated from a permeability cell containing a compacted cement sample.
3. The fineness of the tested cement sample was calculated to be 286.21 m2/kg based on the measured time, meeting the IS specification requirement of a minimum of 225 m2/kg for OPC 53 grade cement.
This document provides information about various soil testing methods and procedures used in geotechnical engineering, including:
- Common soil tests like Atterberg limits, sieve analysis, moisture content, unit weight, and California Bearing Ratio.
- Details on performing the liquid limit, plastic limit, and sieve analysis tests in the lab.
- Explanations of key concepts like the plasticity index and using Atterberg limits for soil classification.
- Information on other topics like compaction testing, grain size distribution, and sieve size designations.
1. The document describes a procedure for determining the coefficient of permeability of soil using a constant head permeameter.
2. The coefficient of permeability is a measure of how quickly water can flow through the soil and is affected by properties like particle size, void ratio, and degree of saturation.
3. The experiment involves compacting a soil sample, saturating it, then measuring the discharge of water flowing through the sample under a constant head over different time intervals to calculate the coefficient of permeability.
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.
Determination of Bulk density of soil sample..pdfMithil Fal Desai
This document provides instructions for determining the bulk density of a soil sample using the cylinder method. It defines bulk density as the dry weight of soil divided by its volume, which includes both soil particles and pore space. The procedure involves heating a soil sample to remove moisture, placing it in a measuring cylinder, and recording the weight and occupied volume without compaction. Bulk density can be expressed in units of g/mL or g/cm3 and provides information about soil properties like porosity, root growth, and nutrient availability.
This document describes an experiment to measure the capillary suction time (CST) of a bentonite mud sample. The CST test measures how quickly water passes through a filter medium and indicates the filterability and permeability of drilling muds. The experiment involves mixing water and bentonite to make a mud sample, calibrating a mud balance, filling the balance cup with the mud and measuring its density, diluting a portion of the mud with water, and using the mud balance to measure the CST. The CST test is commonly used in the petroleum industry to evaluate borehole stabilization, study shale properties around the wellbore, and analyze the effects of salts and polymers on drill cuttings.
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 describes experiments to determine soil moisture properties including:
1. Gypsum resistance blocks are used to indirectly measure soil moisture content based on the principle that electrical resistance between electrodes in blocks embedded in soil depends on moisture content.
2. Maximum water holding capacity is determined by saturating soil samples and measuring retained moisture after drainage.
3. Field capacity is measured after saturating soil samples in situ and allowing 48-72 hours for drainage, representing moisture retained by gravity.
4. Permanent wilting point is the moisture content where sunflower plants in sealed cans with restricted water do not recover from wilting overnight in a dark, humid environment.
Forestland soil was the most permeable to water, allowing water to pass through in just a few minutes with 0% porosity. Clay soil was the least permeable, not allowing any water to pass through and having 100% porosity. Riverbank soil and beach soil had intermediate permeability, with riverbank soil having lower permeability than beach soil as indicated by the longer time for water to pass through. Porosity and permeability were found to be related, with soils having more pore space (higher porosity) exhibiting lower permeability.
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.
Ex 2 water content by calcium carbide methodbhimaji40
The document describes a procedure to determine the water content of soil using a calcium carbide method. The procedure involves weighing a soil sample, adding calcium carbide, and vigorously shaking the mixture to produce acetylene gas. The pressure of the gas is read on a gauge to determine the initial wet basis water content. This is then converted to the dry basis water content using a calculation. The average dry basis water content from three trials is reported as the result.
The document discusses Atterberg limits, which are used to characterize the consistency of fine-grained soils based on their water content. There are five Atterberg limits defined, including the liquid limit, plastic limit, and shrinkage limit. The liquid limit is the water content at which a soil transitions from a plastic to a liquid state, while the plastic limit is the water content where a soil just fails to behave plastically. Common tests to determine the liquid and plastic limits are described, such as using a Casagrande apparatus to measure groove closure for the liquid limit test and rolling soil into threads for the plastic limit test. The results of these tests provide important information for soil classification and predicting engineering properties.
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.
The document describes the standard Proctor compaction test procedure. The test is used to determine the maximum dry density and optimum moisture content of soils. It involves compacting soil samples at incrementally increased moisture contents using a specified compaction method. A compaction curve is plotted showing the relationship between dry density and moisture content. The peak of the curve indicates the optimum moisture content and maximum dry density achieved for that soil. The test uses a cylindrical metal mold, rammer, balance, oven and other equipment to compact and analyze the soil samples according to steps that sieve, mix, compact and weigh the soil at different moistures.
The document describes the process for determining the Atterberg limits of a soil sample, which are important measures of a soil's plasticity properties. The liquid limit is the water content at which a soil transitions from a plastic to liquid state, while the plastic limit is the minimum water content for a soil to exhibit plastic behavior. The test involves determining the water contents at which a soil sample exhibits these behaviors using standardized laboratory procedures and equipment like a liquid limit device. The results are used to classify soils and understand their engineering properties.
This document provides information about various soil testing methods and procedures used in geotechnical engineering, including:
- Common soil tests like Atterberg limits, sieve analysis, moisture content, unit weight, and California Bearing Ratio.
- Details on performing the liquid limit, plastic limit, and sieve analysis tests in the lab.
- Explanations of key concepts like the plasticity index and using Atterberg limits for soil classification.
- Information on other topics like compaction testing, grain size distribution, and sieve size designations.
1. The document describes a procedure for determining the coefficient of permeability of soil using a constant head permeameter.
2. The coefficient of permeability is a measure of how quickly water can flow through the soil and is affected by properties like particle size, void ratio, and degree of saturation.
3. The experiment involves compacting a soil sample, saturating it, then measuring the discharge of water flowing through the sample under a constant head over different time intervals to calculate the coefficient of permeability.
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.
Determination of Bulk density of soil sample..pdfMithil Fal Desai
This document provides instructions for determining the bulk density of a soil sample using the cylinder method. It defines bulk density as the dry weight of soil divided by its volume, which includes both soil particles and pore space. The procedure involves heating a soil sample to remove moisture, placing it in a measuring cylinder, and recording the weight and occupied volume without compaction. Bulk density can be expressed in units of g/mL or g/cm3 and provides information about soil properties like porosity, root growth, and nutrient availability.
This document describes an experiment to measure the capillary suction time (CST) of a bentonite mud sample. The CST test measures how quickly water passes through a filter medium and indicates the filterability and permeability of drilling muds. The experiment involves mixing water and bentonite to make a mud sample, calibrating a mud balance, filling the balance cup with the mud and measuring its density, diluting a portion of the mud with water, and using the mud balance to measure the CST. The CST test is commonly used in the petroleum industry to evaluate borehole stabilization, study shale properties around the wellbore, and analyze the effects of salts and polymers on drill cuttings.
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 describes experiments to determine soil moisture properties including:
1. Gypsum resistance blocks are used to indirectly measure soil moisture content based on the principle that electrical resistance between electrodes in blocks embedded in soil depends on moisture content.
2. Maximum water holding capacity is determined by saturating soil samples and measuring retained moisture after drainage.
3. Field capacity is measured after saturating soil samples in situ and allowing 48-72 hours for drainage, representing moisture retained by gravity.
4. Permanent wilting point is the moisture content where sunflower plants in sealed cans with restricted water do not recover from wilting overnight in a dark, humid environment.
Forestland soil was the most permeable to water, allowing water to pass through in just a few minutes with 0% porosity. Clay soil was the least permeable, not allowing any water to pass through and having 100% porosity. Riverbank soil and beach soil had intermediate permeability, with riverbank soil having lower permeability than beach soil as indicated by the longer time for water to pass through. Porosity and permeability were found to be related, with soils having more pore space (higher porosity) exhibiting lower permeability.
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.
Ex 2 water content by calcium carbide methodbhimaji40
The document describes a procedure to determine the water content of soil using a calcium carbide method. The procedure involves weighing a soil sample, adding calcium carbide, and vigorously shaking the mixture to produce acetylene gas. The pressure of the gas is read on a gauge to determine the initial wet basis water content. This is then converted to the dry basis water content using a calculation. The average dry basis water content from three trials is reported as the result.
The document discusses Atterberg limits, which are used to characterize the consistency of fine-grained soils based on their water content. There are five Atterberg limits defined, including the liquid limit, plastic limit, and shrinkage limit. The liquid limit is the water content at which a soil transitions from a plastic to a liquid state, while the plastic limit is the water content where a soil just fails to behave plastically. Common tests to determine the liquid and plastic limits are described, such as using a Casagrande apparatus to measure groove closure for the liquid limit test and rolling soil into threads for the plastic limit test. The results of these tests provide important information for soil classification and predicting engineering properties.
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.
The document describes the standard Proctor compaction test procedure. The test is used to determine the maximum dry density and optimum moisture content of soils. It involves compacting soil samples at incrementally increased moisture contents using a specified compaction method. A compaction curve is plotted showing the relationship between dry density and moisture content. The peak of the curve indicates the optimum moisture content and maximum dry density achieved for that soil. The test uses a cylindrical metal mold, rammer, balance, oven and other equipment to compact and analyze the soil samples according to steps that sieve, mix, compact and weigh the soil at different moistures.
The document describes the process for determining the Atterberg limits of a soil sample, which are important measures of a soil's plasticity properties. The liquid limit is the water content at which a soil transitions from a plastic to liquid state, while the plastic limit is the minimum water content for a soil to exhibit plastic behavior. The test involves determining the water contents at which a soil sample exhibits these behaviors using standardized laboratory procedures and equipment like a liquid limit device. The results are used to classify soils and understand their engineering properties.
VARIABLE FREQUENCY DRIVE. VFDs are widely used in industrial applications for...PIMR BHOPAL
Variable frequency drive .A Variable Frequency Drive (VFD) is an electronic device used to control the speed and torque of an electric motor by varying the frequency and voltage of its power supply. VFDs are widely used in industrial applications for motor control, providing significant energy savings and precise motor operation.
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.
Null Bangalore | Pentesters Approach to AWS IAMDivyanshu
#Abstract:
- Learn more about the real-world methods for auditing AWS IAM (Identity and Access Management) as a pentester. So let us proceed with a brief discussion of IAM as well as some typical misconfigurations and their potential exploits in order to reinforce the understanding of IAM security best practices.
- Gain actionable insights into AWS IAM policies and roles, using hands on approach.
#Prerequisites:
- Basic understanding of AWS services and architecture
- Familiarity with cloud security concepts
- Experience using the AWS Management Console or AWS CLI.
- For hands on lab create account on [killercoda.com](https://killercoda.com/cloudsecurity-scenario/)
# Scenario Covered:
- Basics of IAM in AWS
- Implementing IAM Policies with Least Privilege to Manage S3 Bucket
- Objective: Create an S3 bucket with least privilege IAM policy and validate access.
- Steps:
- Create S3 bucket.
- Attach least privilege policy to IAM user.
- Validate access.
- Exploiting IAM PassRole Misconfiguration
-Allows a user to pass a specific IAM role to an AWS service (ec2), typically used for service access delegation. Then exploit PassRole Misconfiguration granting unauthorized access to sensitive resources.
- Objective: Demonstrate how a PassRole misconfiguration can grant unauthorized access.
- Steps:
- Allow user to pass IAM role to EC2.
- Exploit misconfiguration for unauthorized access.
- Access sensitive resources.
- Exploiting IAM AssumeRole Misconfiguration with Overly Permissive Role
- An overly permissive IAM role configuration can lead to privilege escalation by creating a role with administrative privileges and allow a user to assume this role.
- Objective: Show how overly permissive IAM roles can lead to privilege escalation.
- Steps:
- Create role with administrative privileges.
- Allow user to assume the role.
- Perform administrative actions.
- Differentiation between PassRole vs AssumeRole
Try at [killercoda.com](https://killercoda.com/cloudsecurity-scenario/)
Generative AI Use cases applications solutions and implementation.pdfmahaffeycheryld
Generative AI solutions encompass a range of capabilities from content creation to complex problem-solving across industries. Implementing generative AI involves identifying specific business needs, developing tailored AI models using techniques like GANs and VAEs, and integrating these models into existing workflows. Data quality and continuous model refinement are crucial for effective implementation. Businesses must also consider ethical implications and ensure transparency in AI decision-making. Generative AI's implementation aims to enhance efficiency, creativity, and innovation by leveraging autonomous generation and sophisticated learning algorithms to meet diverse business challenges.
https://www.leewayhertz.com/generative-ai-use-cases-and-applications/
Comparative analysis between traditional aquaponics and reconstructed aquapon...bijceesjournal
The aquaponic system of planting is a method that does not require soil usage. It is a method that only needs water, fish, lava rocks (a substitute for soil), and plants. Aquaponic systems are sustainable and environmentally friendly. Its use not only helps to plant in small spaces but also helps reduce artificial chemical use and minimizes excess water use, as aquaponics consumes 90% less water than soil-based gardening. The study applied a descriptive and experimental design to assess and compare conventional and reconstructed aquaponic methods for reproducing tomatoes. The researchers created an observation checklist to determine the significant factors of the study. The study aims to determine the significant difference between traditional aquaponics and reconstructed aquaponics systems propagating tomatoes in terms of height, weight, girth, and number of fruits. The reconstructed aquaponics system’s higher growth yield results in a much more nourished crop than the traditional aquaponics system. It is superior in its number of fruits, height, weight, and girth measurement. Moreover, the reconstructed aquaponics system is proven to eliminate all the hindrances present in the traditional aquaponics system, which are overcrowding of fish, algae growth, pest problems, contaminated water, and dead fish.
Applications of artificial Intelligence in Mechanical Engineering.pdfAtif Razi
Historically, mechanical engineering has relied heavily on human expertise and empirical methods to solve complex problems. With the introduction of computer-aided design (CAD) and finite element analysis (FEA), the field took its first steps towards digitization. These tools allowed engineers to simulate and analyze mechanical systems with greater accuracy and efficiency. However, the sheer volume of data generated by modern engineering systems and the increasing complexity of these systems have necessitated more advanced analytical tools, paving the way for AI.
AI offers the capability to process vast amounts of data, identify patterns, and make predictions with a level of speed and accuracy unattainable by traditional methods. This has profound implications for mechanical engineering, enabling more efficient design processes, predictive maintenance strategies, and optimized manufacturing operations. AI-driven tools can learn from historical data, adapt to new information, and continuously improve their performance, making them invaluable in tackling the multifaceted challenges of modern mechanical engineering.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELijaia
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%.
Design and optimization of ion propulsion dronebjmsejournal
Electric propulsion technology is widely used in many kinds of vehicles in recent years, and aircrafts are no exception. Technically, UAVs are electrically propelled but tend to produce a significant amount of noise and vibrations. Ion propulsion technology for drones is a potential solution to this problem. Ion propulsion technology is proven to be feasible in the earth’s atmosphere. The study presented in this article shows the design of EHD thrusters and power supply for ion propulsion drones along with performance optimization of high-voltage power supply for endurance in earth’s atmosphere.
Software Engineering and Project Management - Software Testing + Agile Method...Prakhyath Rai
Software Testing: A Strategic Approach to Software Testing, Strategic Issues, Test Strategies for Conventional Software, Test Strategies for Object -Oriented Software, Validation Testing, System Testing, The Art of Debugging.
Agile Methodology: Before Agile – Waterfall, Agile Development.
1. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
60
EXPERIMENT 7
ATTERBERG LIMITS
Purpose:
This lab is performed to determine the plastic and liquid limits of a fine-
grained soil. The liquid limit (LL) is arbitrarily defined as the water content, in
percent, at which a pat of soil in a standard cup and cut by a groove of standard
dimensions will flow together at the base of the groove for a distance of 13 mm (1/2
in.) when subjected to 25 shocks from the cup being dropped 10 mm in a standard
liquid limit apparatus operated at a rate of two shocks per second. The plastic limit
(PL) is the water content, in percent, at which a soil can no longer be deformed by
rolling into 3.2 mm (1/8 in.) diameter threads without crumbling.
Standard Reference:
ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
Significance:
The Swedish soil scientist Albert Atterberg originally defined seven “limits of
consistency” to classify fine-grained soils, but in current engineering practice only
two of the limits, the liquid and plastic limits, are commonly used. (A third limit,
called the shrinkage limit, is used occasionally.) The Atterberg limits are based on
the moisture content of the soil. The plastic limit is the moisture content that
defines where the soil changes from a semi-solid to a plastic (flexible) state. The
liquid limit is the moisture content that defines where the soil changes from a plastic
to a viscous fluid state. The shrinkage limit is the moisture content that defines
where the soil volume will not reduce further if the moisture content is reduced. A
2. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
61
wide variety of soil engineering properties have been correlated to the liquid and
plastic limits, and these Atterberg limits are also used to classify a fine-grained soil
according to the Unified Soil Classification system or AASHTO system.
Equipment:
Liquid limit device, Porcelain (evaporating) dish, Flat grooving tool with gage,
Eight moisture cans, Balance, Glass plate, Spatula, Wash bottle filled with distilled
water, Drying oven set at 105°C.
4. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
63
Test Procedure:
Liquid Limit:
(1) Take roughly 3/4 of the soil and place it into the porcelain dish.
Assume that the soil was previously passed though a No. 40 sieve,
air-dried, and then pulverized. Thoroughly mix the soil with a small
amount of distilled water until it appears as a smooth uniform paste.
Cover the dish with cellophane to prevent moisture from escaping.
(2) Weigh four of the empty moisture cans with their lids, and record the
respective weights and can numbers on the data sheet.
(3) Adjust the liquid limit apparatus by checking the height of drop of the
cup. The point on the cup that comes in contact with the base should
rise to a height of 10 mm. The block on the end of the grooving tool is
5. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
64
10 mm high and should be used as a gage. Practice using the cup
and determine the correct rate to rotate the crank so that the cup
drops approximately two times per second.
(4) Place a portion of the previously mixed soil into the cup of the liquid
limit apparatus at the point where the cup rests on the base. Squeeze
the soil down to eliminate air pockets and spread it into the cup to a
depth of about 10 mm at its deepest point. The soil pat should form
an approximately horizontal surface (See Photo B).
(5) Use the grooving tool carefully cut a clean straight groove down the
center of the cup. The tool should remain perpendicular to the surface
of the cup as groove is being made. Use extreme care to prevent
sliding the soil relative to the surface of the cup (See Photo C).
(6) Make sure that the base of the apparatus below the cup and the
underside of the cup is clean of soil. Turn the crank of the apparatus
at a rate of approximately two drops per second and count the number
of drops, N, it takes to make the two halves of the soil pat come into
contact at the bottom of the groove along a distance of 13 mm (1/2 in.)
(See Photo D). If the number of drops exceeds 50, then go directly to
step eight and do not record the number of drops, otherwise, record
the number of drops on the data sheet.
(7) Take a sample, using the spatula, from edge to edge of the soil pat.
The sample should include the soil on both sides of where the groove
came into contact. Place the soil into a moisture can cover it.
Immediately weigh the moisture can containing the soil, record its
6. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
65
mass, remove the lid, and place the can into the oven. Leave the
moisture can in the oven for at least 16 hours. Place the soil
remaining in the cup into the porcelain dish. Clean and dry the cup on
the apparatus and the grooving tool.
(8) Remix the entire soil specimen in the porcelain dish. Add a small
amount of distilled water to increase the water content so that the
number of drops required to close the groove decrease.
(9) Repeat steps six, seven, and eight for at least two additional trials
producing successively lower numbers of drops to close the groove.
One of the trials shall be for a closure requiring 25 to 35 drops, one for
closure between 20 and 30 drops, and one trial for a closure requiring
15 to 25 drops. Determine the water content from each trial by using
the same method used in the first laboratory. Remember to use the
same balance for all weighing.
Plastic Limit:
(1) Weigh the remaining empty moisture cans with their lids, and record
the respective weights and can numbers on the data sheet.
(2) Take the remaining 1/4 of the original soil sample and add distilled
water until the soil is at a consistency where it can be rolled without
sticking to the hands.
(3) Form the soil into an ellipsoidal mass (See Photo F). Roll the mass
between the palm or the fingers and the glass plate (See Photo G).
Use sufficient pressure to roll the mass into a thread of uniform
7. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
66
diameter by using about 90 strokes per minute. (A stroke is one
complete motion of the hand forward and back to the starting position.)
The thread shall be deformed so that its diameter reaches 3.2 mm (1/8
in.), taking no more than two minutes.
(4) When the diameter of the thread reaches the correct diameter, break
the thread into several pieces. Knead and reform the pieces into
ellipsoidal masses and re-roll them. Continue this alternate rolling,
gathering together, kneading and re-rolling until the thread crumbles
under the pressure required for rolling and can no longer be rolled into
a 3.2 mm diameter thread (See Photo H).
(5) Gather the portions of the crumbled thread together and place the soil
into a moisture can, then cover it. If the can does not contain at least
6 grams of soil, add soil to the can from the next trial (See Step 6).
Immediately weigh the moisture can containing the soil, record its
mass, remove the lid, and place the can into the oven. Leave the
moisture can in the oven for at least 16 hours.
(6) Repeat steps three, four, and five at least two more times. Determine
the water content from each trial by using the same method used in
the first laboratory. Remember to use the same balance for all
weighing.
8. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
67
Analysis:
Liquid Limit:
(1) Calculate the water content of each of the liquid limit moisture cans
after they have been in the oven for at least 16 hours.
(2) Plot the number of drops, N, (on the log scale) versus the water
content (w). Draw the best-fit straight line through the plotted points
and determine the liquid limit (LL) as the water content at 25 drops.
Plastic Limit:
(1) Calculate the water content of each of the plastic limit moisture cans
after they have been in the oven for at least 16 hours.
(2) Compute the average of the water contents to determine the plastic
limit, PL. Check to see if the difference between the water contents is
greater than the acceptable range of two results (2.6 %).
(3) Calculate the plasticity index, PI=LL-PL.
Report the liquid limit, plastic limit, and plasticity index to the nearest
whole number, omitting the percent designation.
10. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
69
ATTERBERG LIMITS
DATA SHEETS
Date Tested: September 20, 2002
Tested By: CEMM315 Class, Group A
Project Name: CEMM315 Lab
Sample Number: B-1, SS-1, 8’-10’
Sample Description: Grayey silty clay
Liquid Limit Determination
Sample no. 1 2 3 4
Moisture can and lid number 11 1 5 4
MC = Mass of empty, clean can + lid (grams) 22.23 23.31 21.87 22.58
MCMS = Mass of can, lid, and moist soil (grams) 28.56 29.27 25.73 25.22
MCDS = Mass of can, lid, and dry soil (grams) 27.40 28.10 24.90 24.60
MS = Mass of soil solids (grams) 5.03 4.79 3.03 2.02
MW = Mass of pore water (grams) 1.16 1.17 0.83 0.62
w = Water content, w% 23.06 24.43 27.39 30.69
No. of drops (N) 31 29 20 14
Plastic Limit Determination
Sample no. 1 2 3
Moisture can and lid number 7 14 13
MC = Mass of empty, clean can + lid (grams) 7.78 7.83 15.16
MCMS = Mass of can, lid, and moist soil (grams) 16.39 13.43 21.23
MCDS = Mass of can, lid, and dry soil (grams) 15.28 12 .69 20.43
MS = Mass of soil solids (grams) 7.5 4.86 5.27
MW = Mass of pore water (grams) 1. 11 0.74 0.8
w = Water content, w% 14.8 15.2 15.1
Plastic Limit (PL)= Average w % = 15.0
3
15.1
15.2
14.8
=
+
+
11. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
70
LIQUID LIMIT CHART
From the above graph, Liquid Limit = 26
Final Results:
Liquid Limit = 26
Plastic Limit = 15
Plasticity Index =11
0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35
No. of Blows, N
Water
Content,
w%
12. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
71
BLANK DATA SHEETS
13. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
72
ATTERBERG LIMITS
DATA SHEETS
Date Tested:
Tested By:
Project Name:
Sample Number:
Sample Description:
Liquid Limit Determination
Sample no. 1 2 3 4
Moisture can and lid number
MC = Mass of empty, clean can + lid (grams)
MCMS = Mass of can, lid, and moist soil (grams)
MCDS = Mass of can, lid, and dry soil (grams)
MS = Mass of soil solids (grams)
MW = Mass of pore water (grams)
w = Water content, w%
No. of drops (N)
Plastic Limit Determination
Sample no. 1 2 3
Moisture can and lid number
MC = Mass of empty, clean can + lid (grams)
MCMS = Mass of can, lid, and moist soil (grams)
MCDS = Mass of can, lid, and dry soil (grams)
MS = Mass of soil solids (grams)
MW = Mass of pore water (grams)
w = Water content, w%
Plastic Limit (PL) = Average w % =
14. Engineering Properties of Soils Based on Laboratory Testing
Prof. Krishna Reddy, UIC
73
LIQUID LIMIT CHART
0
5
10
15
20
25
30
35
40
0 10 20 30 40 50
No. of Blows, N
Water
Content,
w%
Final Results:
Liquid Limit =
Plastic Limit =
Plasticity Index =