This document presents the results of an experimental investigation on using a cohesive non-swelling (CNS) layer to inhibit the swelling pressure of black cotton soil (BC soil). Various tests were conducted on BC soil and potential CNS materials to evaluate their properties. Large scale tests with different CNS layer thicknesses showed that swelling deformation decreases with increased thickness. While a CNS layer is effective, its mechanism of inhibiting swelling is not fully understood and depends on factors beyond just dead weight. The study aims to better understand the interaction between CNS layer and expansive soil.
Bearing capacity of shallow foundations by abhishek sharma ABHISHEK SHARMA
elements you should know about bearing capacity of shallow foundations are included in it. various indian standards are also used. Bearing capacity theories by various researchers are also included. numericals from GATE CE and ESE CE are also included.
Piles are deep foundations used to transfer structural loads through weak or wet soils to stronger soils below. Piles can be classified based on function (end bearing, friction, tension), material (concrete, timber, steel), or installation method (driven, cast-in-place). Key factors in pile design include soil properties, load types, and groundwater conditions. The ultimate load capacity of a pile considers end bearing and side friction, while the allowable load uses a factor of safety. Dynamic testing and soil parameters can be used to estimate pile capacities.
This document provides an overview of subsurface exploration, which involves site investigation and soil exploration to assess soil conditions for engineering projects. It discusses the objectives, phases and methods of subsurface exploration. The main methods covered are open excavation techniques like test pits and trenches, as well as boring techniques like auger, wash, percussion and rotary boring. It also describes different sampling techniques for obtaining disturbed and undisturbed soil samples, and different types of in-situ tests like standard penetration tests and cone penetration tests.
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 discusses analytical and numerical approaches to modeling consolidation of clay soils installed with vertical sand drains. It first reviews the literature on analytical models and recent improvements. It then describes setting up a finite element model in PLAXIS to numerically analyze how sand drains improve consolidation time and how time and settlement vary with drain properties and loading. The model considers stiff and soft clay layers and calculates consolidation curves for each based on drain diameter and applied stress. Sand drains were found to significantly reduce consolidation time, especially for stiff clays, while final settlement was unaffected by drain diameter.
CNS layer (usefulsearch.org) (useful search) Make Mannan
A cohesive non-swelling (CNS) soil layer can be used to control swelling in expansive soils below structures. CNS soils are cohesive with low plasticity and contain non-swelling clay minerals. They exhibit little to no swelling when moisture changes and provide an environment that inhibits swelling in underlying expansive soils. Guidelines provided specify acceptable ranges for gradation, swelling pressure (≤10kN/m^2), cohesion (≥10kN/m^2), and consistency limits (LL 30-50%, PI 15-30%) for soils to qualify as CNS materials. Thickness of the CNS layer depends on the swelling pressure of the underlying soil.
The document provides information about shear strength of soil. It defines shear strength and its components of cohesion and internal friction. It discusses Mohr's circle of stress and Mohr-Coulomb theory for shear strength. The types of soil are classified based on drainage conditions during shear testing. Common shear strength tests like direct shear test, triaxial test, unconfined compression test and vane shear test are also explained. Sample calculations for shear strength determination from test results are presented.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
The document summarizes laboratory tests conducted on sand and clay soils, including triaxial compression tests and unconfined compression tests. It describes the test procedures, equipment used, and how to analyze the results to determine soil shear strength parameters. Specifically, it outlines how to conduct a consolidated drained triaxial test on sand under three confining pressures and an unconfined compression test on clay to measure the undrained shear strength. Graphs and calculations of stress, strain, and shear strength are presented.
Bearing capacity of shallow foundations by abhishek sharma ABHISHEK SHARMA
elements you should know about bearing capacity of shallow foundations are included in it. various indian standards are also used. Bearing capacity theories by various researchers are also included. numericals from GATE CE and ESE CE are also included.
Piles are deep foundations used to transfer structural loads through weak or wet soils to stronger soils below. Piles can be classified based on function (end bearing, friction, tension), material (concrete, timber, steel), or installation method (driven, cast-in-place). Key factors in pile design include soil properties, load types, and groundwater conditions. The ultimate load capacity of a pile considers end bearing and side friction, while the allowable load uses a factor of safety. Dynamic testing and soil parameters can be used to estimate pile capacities.
This document provides an overview of subsurface exploration, which involves site investigation and soil exploration to assess soil conditions for engineering projects. It discusses the objectives, phases and methods of subsurface exploration. The main methods covered are open excavation techniques like test pits and trenches, as well as boring techniques like auger, wash, percussion and rotary boring. It also describes different sampling techniques for obtaining disturbed and undisturbed soil samples, and different types of in-situ tests like standard penetration tests and cone penetration tests.
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 discusses analytical and numerical approaches to modeling consolidation of clay soils installed with vertical sand drains. It first reviews the literature on analytical models and recent improvements. It then describes setting up a finite element model in PLAXIS to numerically analyze how sand drains improve consolidation time and how time and settlement vary with drain properties and loading. The model considers stiff and soft clay layers and calculates consolidation curves for each based on drain diameter and applied stress. Sand drains were found to significantly reduce consolidation time, especially for stiff clays, while final settlement was unaffected by drain diameter.
CNS layer (usefulsearch.org) (useful search) Make Mannan
A cohesive non-swelling (CNS) soil layer can be used to control swelling in expansive soils below structures. CNS soils are cohesive with low plasticity and contain non-swelling clay minerals. They exhibit little to no swelling when moisture changes and provide an environment that inhibits swelling in underlying expansive soils. Guidelines provided specify acceptable ranges for gradation, swelling pressure (≤10kN/m^2), cohesion (≥10kN/m^2), and consistency limits (LL 30-50%, PI 15-30%) for soils to qualify as CNS materials. Thickness of the CNS layer depends on the swelling pressure of the underlying soil.
The document provides information about shear strength of soil. It defines shear strength and its components of cohesion and internal friction. It discusses Mohr's circle of stress and Mohr-Coulomb theory for shear strength. The types of soil are classified based on drainage conditions during shear testing. Common shear strength tests like direct shear test, triaxial test, unconfined compression test and vane shear test are also explained. Sample calculations for shear strength determination from test results are presented.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
The document summarizes laboratory tests conducted on sand and clay soils, including triaxial compression tests and unconfined compression tests. It describes the test procedures, equipment used, and how to analyze the results to determine soil shear strength parameters. Specifically, it outlines how to conduct a consolidated drained triaxial test on sand under three confining pressures and an unconfined compression test on clay to measure the undrained shear strength. Graphs and calculations of stress, strain, and shear strength are presented.
The document discusses various methods for soil exploration including test trenches, auger and wash boring, rotary drilling, and geophysical methods. It describes common stages of site investigation such as desk study, field investigations including preliminary and detailed ground investigation, laboratory testing, and report writing. Various purposes of soil investigation are provided such as selection of foundation type, design of foundations, and planning of construction techniques. Different methods of investigation like test pits, auger boring, wash boring, and rotary drilling are explained. The document also discusses soil sampling methods, laboratory testing, and structuring a test schedule.
Effect of expansive soils on buildings and its preventionSailish Cephas
This document discusses expansive soils and their effects on building structures. It defines expansive soils as soils that swell when water is added and shrink when drying out, due to minerals like montmorillonite that absorb water. Common expansive soils in India include black cotton soils. When the moisture content of expansive soils changes, it can cause problems like cracking in buildings due to uneven swelling or shrinkage. Solutions discussed include replacing expansive soil, compacting or chemically stabilizing soil to reduce swelling, and using moisture barriers to control moisture variation.
This document summarizes in-situ methods for determining soil properties, specifically the vane shear test and pressure meter tests.
The vane shear test directly measures the undrained shear strength of soft clays in the field by inserting a rotating vane and measuring the torque. Pressure meter tests measure the soil's stress-strain response by expanding a membrane probe against the soil and recording the resulting pressures and strains. Self-boring pressure meters can test undisturbed soil by drilling into the ground, while displacement pressure meters push into pre-drilled boreholes. Both provide fundamental soil properties with minimal empirical corrections needed.
1. The document discusses consolidation in soils, including terminology, oedometer tests, preconsolidation pressure, and Terzaghi's theory of one-dimensional consolidation.
2. Key points include that consolidation is the decrease in soil volume due to increased loading, and includes primary consolidation through pore water expulsion and secondary consolidation via soil molecule rearrangement.
3. Oedometer tests are used to determine soil compressibility and preconsolidation pressure, the maximum past effective stress.
4. Terzaghi's theory assumes consolidation is one-dimensional, and that excess pore pressures dissipate over time according to a consolidation equation.
TERZAGHI’S BEARING CAPACITY THEORY
DERIVATION OF EQUATION TERZAGHI’S BEARING CAPACITY THEORY
TERZAGHI’S BEARING CAPACITY FACTORS
Download vedio link
https://youtu.be/imy61hU0_yo
The California Bearing Ratio (CBR) test measures the bearing capacity of a soil by determining the ratio of the force required to penetrate a soil mass with a standard plunger to that of a standard material. It is used to classify and evaluate soils for flexible pavement subgrades and bases. The procedure involves compacting a soil sample, soaking it for 4 days, and then applying a load through a plunger at a rate of 1.25 mm/min while measuring penetration. Load readings are recorded and used to calculate the CBR value based on standard pressures at 2.5 and 5.0 mm penetrations.
Field control of compaction and compaction Equipmentaishgup
This document discusses field compaction control and compaction equipment. It notes that field compaction depends on placement water content, compaction equipment type, and soil type. Placement water content should be within 2% of optimum moisture content from lab tests. Different soils require different moisture levels - cohesive soils are compacted dry of optimum while earth dam cores are compacted wet of optimum. Compaction can be measured using methods like core cutting or nuclear gauges. Common compaction equipment includes smooth drum rollers, pneumatic rubber-tired rollers, sheepfoot rollers, and vibratory rollers, each suited to different soil types. Relative compaction is used to check compaction levels in the field.
This document discusses permeability and seepage in soils. It begins with an overview of permeability, noting that it is a measure of how easily water can flow through soil. Darcy's law is then presented, which relates permeability to flow velocity. Several laboratory tests for measuring permeability are also described, including constant head, falling head, and determination from consolidation or capillary tests. Real-world applications where permeability is important are mentioned, such as seepage through dams or behind retaining walls.
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.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document provides an overview of soil compressibility and consolidation. It defines consolidation as the process by which saturated clay compresses over time as water drains out of the soil mass and load is gradually transferred from pore water to the soil skeleton. A key aspect of consolidation discussed is the one-dimensional consolidation theory, which models clay layers constrained laterally between impermeable boundaries. The document also describes the consolidometer test apparatus used to measure a soil's compressibility properties and generate pressure-void ratio curves through standardized loading and unloading steps.
This document discusses lateral earth pressure and provides details on Rankine's theory and graphical methods for determining active and passive earth pressures. It explains that lateral earth pressure is exerted by soil on retaining structures and depends on whether the structure is stationary or moving towards/away from the soil mass. Rankine's theory assumes dry, homogeneous soil and a vertical wall. Rebhann and Culmann's graphical methods can be used to locate the failure plane and determine the magnitude and direction of lateral earth pressures based on the soil's friction angle and the structure's orientation.
Quick sand conditions occur in cohesionless soils like sand and fine gravel when upward seepage flow reduces the effective pressure in the soil to zero. This causes the soil grains to lose their shear strength and bearing capacity, violently agitating as the soil behaves like a liquid. It occurs when the hydraulic gradient reaches a critical value that equalizes the upward seepage pressure and downward pressure of the submerged soil weight. Cohesive soils and gravel soils do not experience this condition because clays retain some shear strength even at zero effective pressure, while gravel soils require higher seepage pressures to exceed their self-weight.
This document discusses correlations between various geotechnical properties and the void ratio of soils. It defines void ratio as the ratio of volume of voids to volume of solids. Typical void ratio ranges are provided for different soil types. Relationships are presented between void ratio and properties such as unit weight, moisture content, maximum and minimum void ratios, relative density, shear modulus, hydraulic conductivity, preconsolidation pressure, and compression index. Graphs illustrate how properties such as shear strength and hydraulic conductivity vary with changes in void ratio.
1. The document discusses different types of embankment dams including earth-fill dams and rock-fill dams. Earth-fill dams are constructed using compacted earth and have a low-permeability core, while rock-fill dams use rock as the primary fill material.
2. Design criteria for embankment dams include considerations for the foundation conditions, suitable soil/rock materials, embankment slopes, and spillway capacity. Factors like settlement, compaction, permeability, and stability must be addressed in the design.
3. Failure modes of earth-fill dams include piping, which occurs when seepage forces exceed soil self-weight, causing destabilization and potential dam failure.
The document provides instructions for conducting 12 geotechnical engineering experiments in the geotechnical engineering lab at B.V. Raju Institute of Technology. The experiments include determining Atterberg limits, field density via core cutter and sand replacement methods, grain size analysis, constant and variable head permeability tests, unconfined compression test, direct shear test, compaction tests, and CBR testing. Students must complete 8 of the 12 experiments listed. Instructions are provided for each experiment, including the aim, theory, apparatus required, and procedures to follow.
The document discusses various methods for soil exploration including test trenches, auger and wash boring, rotary drilling, and geophysical methods. It describes common stages of site investigation such as desk study, field investigations including preliminary and detailed ground investigation, laboratory testing, and report writing. Various purposes of soil investigation are provided such as selection of foundation type, design of foundations, and planning of construction techniques. Different methods of investigation like test pits, auger boring, wash boring, and rotary drilling are explained. The document also discusses soil sampling methods, laboratory testing, and structuring a test schedule.
Effect of expansive soils on buildings and its preventionSailish Cephas
This document discusses expansive soils and their effects on building structures. It defines expansive soils as soils that swell when water is added and shrink when drying out, due to minerals like montmorillonite that absorb water. Common expansive soils in India include black cotton soils. When the moisture content of expansive soils changes, it can cause problems like cracking in buildings due to uneven swelling or shrinkage. Solutions discussed include replacing expansive soil, compacting or chemically stabilizing soil to reduce swelling, and using moisture barriers to control moisture variation.
This document summarizes in-situ methods for determining soil properties, specifically the vane shear test and pressure meter tests.
The vane shear test directly measures the undrained shear strength of soft clays in the field by inserting a rotating vane and measuring the torque. Pressure meter tests measure the soil's stress-strain response by expanding a membrane probe against the soil and recording the resulting pressures and strains. Self-boring pressure meters can test undisturbed soil by drilling into the ground, while displacement pressure meters push into pre-drilled boreholes. Both provide fundamental soil properties with minimal empirical corrections needed.
1. The document discusses consolidation in soils, including terminology, oedometer tests, preconsolidation pressure, and Terzaghi's theory of one-dimensional consolidation.
2. Key points include that consolidation is the decrease in soil volume due to increased loading, and includes primary consolidation through pore water expulsion and secondary consolidation via soil molecule rearrangement.
3. Oedometer tests are used to determine soil compressibility and preconsolidation pressure, the maximum past effective stress.
4. Terzaghi's theory assumes consolidation is one-dimensional, and that excess pore pressures dissipate over time according to a consolidation equation.
TERZAGHI’S BEARING CAPACITY THEORY
DERIVATION OF EQUATION TERZAGHI’S BEARING CAPACITY THEORY
TERZAGHI’S BEARING CAPACITY FACTORS
Download vedio link
https://youtu.be/imy61hU0_yo
The California Bearing Ratio (CBR) test measures the bearing capacity of a soil by determining the ratio of the force required to penetrate a soil mass with a standard plunger to that of a standard material. It is used to classify and evaluate soils for flexible pavement subgrades and bases. The procedure involves compacting a soil sample, soaking it for 4 days, and then applying a load through a plunger at a rate of 1.25 mm/min while measuring penetration. Load readings are recorded and used to calculate the CBR value based on standard pressures at 2.5 and 5.0 mm penetrations.
Field control of compaction and compaction Equipmentaishgup
This document discusses field compaction control and compaction equipment. It notes that field compaction depends on placement water content, compaction equipment type, and soil type. Placement water content should be within 2% of optimum moisture content from lab tests. Different soils require different moisture levels - cohesive soils are compacted dry of optimum while earth dam cores are compacted wet of optimum. Compaction can be measured using methods like core cutting or nuclear gauges. Common compaction equipment includes smooth drum rollers, pneumatic rubber-tired rollers, sheepfoot rollers, and vibratory rollers, each suited to different soil types. Relative compaction is used to check compaction levels in the field.
This document discusses permeability and seepage in soils. It begins with an overview of permeability, noting that it is a measure of how easily water can flow through soil. Darcy's law is then presented, which relates permeability to flow velocity. Several laboratory tests for measuring permeability are also described, including constant head, falling head, and determination from consolidation or capillary tests. Real-world applications where permeability is important are mentioned, such as seepage through dams or behind retaining walls.
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.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document provides an overview of soil compressibility and consolidation. It defines consolidation as the process by which saturated clay compresses over time as water drains out of the soil mass and load is gradually transferred from pore water to the soil skeleton. A key aspect of consolidation discussed is the one-dimensional consolidation theory, which models clay layers constrained laterally between impermeable boundaries. The document also describes the consolidometer test apparatus used to measure a soil's compressibility properties and generate pressure-void ratio curves through standardized loading and unloading steps.
This document discusses lateral earth pressure and provides details on Rankine's theory and graphical methods for determining active and passive earth pressures. It explains that lateral earth pressure is exerted by soil on retaining structures and depends on whether the structure is stationary or moving towards/away from the soil mass. Rankine's theory assumes dry, homogeneous soil and a vertical wall. Rebhann and Culmann's graphical methods can be used to locate the failure plane and determine the magnitude and direction of lateral earth pressures based on the soil's friction angle and the structure's orientation.
Quick sand conditions occur in cohesionless soils like sand and fine gravel when upward seepage flow reduces the effective pressure in the soil to zero. This causes the soil grains to lose their shear strength and bearing capacity, violently agitating as the soil behaves like a liquid. It occurs when the hydraulic gradient reaches a critical value that equalizes the upward seepage pressure and downward pressure of the submerged soil weight. Cohesive soils and gravel soils do not experience this condition because clays retain some shear strength even at zero effective pressure, while gravel soils require higher seepage pressures to exceed their self-weight.
This document discusses correlations between various geotechnical properties and the void ratio of soils. It defines void ratio as the ratio of volume of voids to volume of solids. Typical void ratio ranges are provided for different soil types. Relationships are presented between void ratio and properties such as unit weight, moisture content, maximum and minimum void ratios, relative density, shear modulus, hydraulic conductivity, preconsolidation pressure, and compression index. Graphs illustrate how properties such as shear strength and hydraulic conductivity vary with changes in void ratio.
1. The document discusses different types of embankment dams including earth-fill dams and rock-fill dams. Earth-fill dams are constructed using compacted earth and have a low-permeability core, while rock-fill dams use rock as the primary fill material.
2. Design criteria for embankment dams include considerations for the foundation conditions, suitable soil/rock materials, embankment slopes, and spillway capacity. Factors like settlement, compaction, permeability, and stability must be addressed in the design.
3. Failure modes of earth-fill dams include piping, which occurs when seepage forces exceed soil self-weight, causing destabilization and potential dam failure.
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.
Compaction of soil involves mechanically rearranging soil particles to reduce voids and increase dry density, which improves engineering properties like strength and reduces settlement. Standard compaction tests determine the optimum water content and maximum dry density for a given soil and compactive effort. Factors like water content, compactive effort, soil type, and method of compaction influence the engineering behavior of compacted soils.
Effect of encasement length on geosynthetic reinforced stone columnseSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
This document provides an introduction and overview of dewatering methods used in construction projects. It discusses how the water table and groundwater conditions can impact foundations and excavations. Several key dewatering methods are described, including sumps, wells, well points, drainage galleries, and exclusion methods like ground freezing. Sumps involve pumping from perforated drums in a gravel-filled excavation and work best in fine-grained soils. Wells use large-diameter casings and pumps to dewater large areas to depth in permeable soils. Well points are smaller and more shallow but can effectively dewater coarse-grained soils through a vacuum system. Selection of the appropriate dewatering method depends on factors like soil type, excav
Compaction characteristics of fine grained soilavirup naskar
The document discusses compaction of soils. It defines compaction as artificially rearranging and packing soil particles into a closer state through mechanical means to decrease porosity and increase dry density. Compaction is done for purposes like increasing density, strength, load bearing capacity, and stability while decreasing compressibility, permeability, and erosion damage. It reviews literature on field permeability tests being more accurate than lab tests, correlating compaction characteristics like optimum moisture content with thermal behavior, and stabilizing compacted clay through admixtures or compactive effort. The conclusion discusses the importance of field tests, avoiding thin clay liners, compacting wet of optimum, relationships between density, moisture content and thermal properties, not rejecting high saturation tests,
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.
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 outlines test method D 425 for determining the centrifuge moisture equivalent of soils in a laboratory. It involves initially air-drying soil samples, saturating two 5-gram specimens with water, and then centrifuging the specimens for 1 hour at 1000 times gravity. The water content of each specimen is then measured to determine the centrifuge moisture equivalent, which approximates the soil's water holding capacity. This property, along with bulk density, can be used to estimate aquifer storage parameters for medium-textured soils. The test is limited to disturbed soil samples passing a 2mm sieve that have low plasticity fines.
IRJET- Dispersive Soils-Characterization, Problems and RemediesIRJET Journal
This document discusses dispersive soils, which are soils that easily disperse or break apart when exposed to flowing water. Dispersive soils can cause problems for earth structures and embankments. The document describes various tests that can identify dispersive soils, including the crumb test, double hydrometer test, and pinhole test. It also discusses how the mineralogy and chemistry of soils, particularly the presence of sodium ions, can cause soils to disperse. Remedies for stabilizing dispersive soils include adding amendments to change the soil chemistry.
This document summarizes a study on the cyclic swelling behavior of clays. The study investigated how the expansive characteristics of clay soils change when subjected to repeated wetting and drying cycles. Six expansive clay soils from northern Jordan were tested by subjecting compacted clay specimens to multiple cycles of fully swelling when submerged in water, followed by drying back to their initial water content. The results showed that the swelling potential and swell pressure of the clays decreased with each additional cycle, with the largest reduction after the first cycle. Both properties appeared to reach an equilibrium state after 4-5 cycles. Understanding how clays behave under cyclic moisture changes can help predict damage to structures from the expansion and contraction of foundations soils.
The document discusses permeability and describes permeability as a property that measures how easily fluids can move through pore spaces in a material. It then discusses several methods to test permeability, including laboratory methods like the constant head and falling head permeability tests, and field methods like pumping tests. Finally, it outlines some common uses of permeability testing, such as determining suitability of soil for construction or wastewater treatment systems.
soil stabilization using waste finber by RAJ S PYARArajkumar pyara
The document summarizes an experimental study on using waste plastic to stabilize soil. Key points:
- Tests were conducted on soil and plastic samples to determine properties like specific gravity, particle size distribution, Atterberg limits, and CBR value.
- Samples with varying percentages of mixed plastic (0-2%) were tested to find the optimum mix.
- Results showed that a 1.5% plastic mix achieved the highest CBR value of 5.98, improving strength over the natural soil CBR of 2.87.
- The study concluded that plastic can enhance soil stability up to a certain content but adding more plastic past the optimum amount has detrimental effects.
The document discusses desiccated soils, which are soils that have been dried of moisture. It describes the properties of desiccated soils, including increased swelling behavior, volume change, shear strength, and cohesion values. The document also discusses desiccation theory for soft cohesive soils, desiccation cracks, identification of desiccated clays, and provides a case study of desiccation of clay liners in landfills.
IRJET- Study of Strength Variation in Cohesive Soil with Moisture Content a...IRJET Journal
This document summarizes a study on the variation of strength in cohesive soil with moisture content and time. Standard Proctor compaction tests were conducted on a silty clayey soil to determine its maximum dry density and optimum moisture content. Unconfined compressive strength tests were then performed on soil samples compacted at different moisture contents (ranging from 8.6% to 14.6%), and cured for different time periods from 0 to 30 days. The results showed that unconfined compressive strength and initial tangent modulus decreased with increasing moisture content, but increased with curing time, for all moisture contents tested. The study aims to understand how the strength and deformation properties of subgrade soils used in road construction can vary due to
Experiential Investigation on the Stabilization of Dispersive Soil with Limeijtsrd
The soils that are highly susceptible to erosion and containing high percentage of exchangeable sodium ions are called Dispersive Soils. In appearance, dispersive clays are like normal clays that are stable and somewhat resistant to erosion, but in reality they can be highly erosive and subject to severe damage or failure. Using dispersive clay soils in hydraulic structures, embankment dams, or other structures such as roadway, embankments can cause serious engineering problems if these soils are not stabilized and used appropriately. This problem is worldwide, and structural failures attributed to dispersive soils have occurred in many countries. This paper presents the stabilization of dispersive soil with lime. The soil sample is taken from Mandalay. Grain size distribution, Atterberg's limit test, compaction test, unconfined compressive strength UCS test and triaxial test are carried out to obtain the properties of soil. Type of studied soil classified by unified classification system is lean clay with sand. Crumb test is performed to know the dispersion degree of study soil. According to crumb test, the study soil is highly dispersive clay soil. Lime is used as stabilizing agent. The amount of lime used is 2 , 3 and 4 by dry weight of soil. The studied soil is mixed various contents of lime, and then crumb test is performed. At dispersive soil mixed with 4 of lime, there is no dispersion characteristic in soil. For stabilization of studied soil, 4 of lime is selected to investigate the improvement of strength in treated soil. The treated soil is performed compaction test, unconfined compression strength UCS test and triaxial test. Unconfined compression strength of treated soil at 4 lime is increased as 1.12 times that of natural soil. The shear strength of treated soil increases about 2 times than that of natural soil. The cohesion value of treated soil increases about 1.12 times and the angle of internal friction increases about 1.23 times than that of natural soil. Finally, it is concluded from this study that the lime treated soil is more resistant to erosion and the treated soil is more resistant to shear stress and lateral pressure. Soe Soe War | Nyein Nyein Thant "Experiential Investigation on the Stabilization of Dispersive Soil with Lime" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-5 , August 2019, URL: https://www.ijtsrd.com/papers/ijtsrd26658.pdfPaper URL: https://www.ijtsrd.com/engineering/civil-engineering/26658/experiential-investigation-on-the-stabilization-of-dispersive-soil-with-lime/soe-soe-war
IRJET-Strength and Stability Behavior of Soil Reinforced using Randomly Distr...IRJET Journal
This document discusses research into reinforcing soil with randomly distributed jute fiber to improve its strength properties. A series of tests were conducted on soil samples with varying percentages of jute fiber addition. Compaction tests showed that soil mixed with 1.5% jute fiber by weight had the highest maximum dry density. Unconfined compression tests also indicated that 1.5% fiber addition yielded the highest strength. Further testing examined how coating the fibers with emulsifiers like kerosene or petroleum jelly affected the compaction behavior. The study aims to enhance the stability of problematic soils through jute fiber reinforcement.
Geo technical properties of soil by sajid hussainsajid hussain
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Manufacturing Process of molasses based distillery ppt.pptx
PROJECT WORK( CNS LAYER)-1.pptx
1. BLDEA’S VACHANA PITAMAHA DR.P.G. HALAKATTI COLLEGE OF
ENGINEERING AND TECHNOLOGY , VIJAYAPUR.
DEPARTMENT OF CIVIL ENGINEERING
PRESENTATION ON
“EXPERIMENTAL INVESTIGATION ON COHESIVE NON-SWELLING LAYER”
UNDER THE GUIDANCE OF
DR. S G PATIL
PRESENTED BY :
JAYAPRAKASH HADIMANI
SAGAR BILOOR
SOUBHAGYA S VASTRAD
SNEHA S GUNJIGANVI
3. INTRODUCTION
3
• Major portions in India are covered with black cotton soil.
• The black cotton soil is hard as long as it is in dry state & possess high bearing capacity, but it loses its
stability completely when it is in wet state.
• Expansive soils swells upon absorption of water & shrinks upon evaporation.
• In summer it is very common to see shrinkage cracks with hexagonal columnar structure.
4. • Because of this alternate swelling , shrinkage & extreme low shear strength ,structures founded on them are
severely damaged.
• The swelling potential depends upon the type of clay mineral, crystal lattice structure, cation exchange
capacity, ability of water absorption , density & water content.
• Among the Illite, kaolinite, & montmorillonite clay minerals , the montmorillonite possesses the greatest
ability to swell by illite.
• The amount of swell generally increases with increase in plasticity index.
• To avoid such swell- shrink problem, various remedial techniques have been proposed, such as soil
replacement, moisture control, application of adequate surcharge pressure, chemical alterations and use of
cohesive non-swelling cushion technology.
• Among the above mentioned techniques the CNS cushion technology implemented in the subgrade,
foundation, and cross- drainage structures has achieved a remarkable effect.
5. 5
Causes of swelling
• Rain fall and rise in the ground water table .
• Reducing load condition, such as surcharge loads increases the swell .
• Transmission of moisture with time; moisture transmission through soil is slow and requires weeks and even years to
saturate depending upon the permeability and thickness of stratum .
• Dry density, dense clays will swell more when they are wetted than the same clay at lower density with the same moisture
content.
• Retarding evaporation; by covering the ground with a structure or pavement
• Transpiration; the roots of trees and shrubs can extract considerable quantities of water from surrounding soil
which aggravate the swell as well as shrink problem
6. 6
WHAT IS CNS LAYER METHOD ?
In this technique suitable layer of CNS material as impervious soil is selected by conducting various laboratory
tests.
In this soil at 1m depth is replaced with cohesive non-swelling soils (CNS) below the foundation level .
This technique was implemented by Prof. R. K . Katti to reduce the heave and subsequent problems like
cracks along the canal beds ,foundation of buildings .
The CNS layer acts as a protective layer
between BC soil and canal linings.
It prevents the swelling and shrinkage cracks
produced due to the variations in the moisture
content and temperature.
7. 7
EXECUTIVE SUMMARY
In 1978 , Prof.R.K.Katti had developed a technique where in removal of required depth of expansive soil
and replacing it by cohesive non – swelling soil (CNS) layer is done below the foundations .And they have
yielded the satisfactory results by doing so.
Katti has successfully adopted it for prevention of heave and resultant cracking of canal beds and
linings and recommends it for use in foundation of other infrastructure also .
the studies indicated that a cohesive non swelling layer may prove to be effective in resisting
swelling pressure of underlying expansive soil.
An attempt is made to evaluate the effect of various thicknesses of CNS layer on swelling and related
characteristics of underlying expansive soil media.
Experiments have been conducted in large scale test in which different thicknesses of CNS layer were
placed on an expansive soil compacted at known initial density and moisture content under controlled
conditions.
The soils were subjected to saturation during which alterations in swelling pressure were recorded.
8. 8
The variation of density, moisture content and shear strength of the soils with depth were observed.
It is indicated that the swelling deformation decreases with increase in thickness of CNS layer.
9. Murthy and Praveen (2008) have speculated that CNS layer develops an electrical environment below
the CNS layer and expansive soil interface .
it also acts as an overburden to the development of an adsorbed water bonds between clay mineral
particles and inhibits the swelling of expansive soils .
however due to the lack of test data , there is no scientific evidence to account for the mechanism of
adsorbed water bonds effecting swell characteristics of expansive soils .
Thus, it is necessary to understand the interaction between the CNS layer and expansive soil.
Sahoo and Pradhan (2010) ,had reported that some of the soil materials which do not meet the
specifications of CNS material , have also shown a potential to effectively inhibit the expansive soil.
They also reported that when the thickness of CNS layer reaches nearly 1.2m , there will not be any heave
produced in the expansive soil ,even under the saturation condition. Though, the swelling pressure of expansive
clay exceeds the dead weight of CNS layer.
This indicates that the swelling inhibition mechanism not only depends on the dead weight of CNS layer
but , also depends on some other factors controlling the swelling of the soil.
10. 10
OBJECTIVES
To inhibit the swelling pressure of BC soil by using CNS layer.
To determine the suitability of the chosen material to be used as CNS material.
To determine the thickness of CNS layer based on swelling pressure exerted by underlying BC soil.
To utilise the waste materials produced in industries in preparing CNS material.
To prevent the cracks in hydraulic structures and road works.
To improve the life span of the structures built over BC soils.
To eliminate unequal settelments of light weight strucures
To confine the expansive soil to resist the swelling pressure of soil.
11. 11
MATERIALS
Problematic soil that is recognized to have high swelling characteristics
To prepare a CNS Layer, we require locally available soil, industrial wastes such as fly ash, bottom ash,
cement industries effluents etc.
CNS material should be non-swelling with a maximum swelling pressure of 10kn/m^2.
12. 12
METHODOLOGY
• Various tests are conducted in order to determine the physical & chemical properties of the
expansive soils.
• Because many of the structures fail due to the improper assessment of properties of the
underlying soils.
• In this method the tests are conducted on the BC soils as well as on the chosen waste
material and they are,
1. Particle size distribution.
2. Atterberg limits.
Liquid limit
Plastic limit
Shrinkage limit
3. Standard Proctor test to determine OMC and MDD
13. 13
5. Free swell index.
6. Swelling pressure test.
The is code 9451 (1994), has recommended certain specifications for cns soils. If these criterias are satisfied
then only it can be used for further works.
PROPERTIES CRITERIA AND SPECIFICATION RANGE
PARTICLE SIZE ANALYSIS (%) GRAVEL (0-10)
SAND (30-40)
SILT (30-40)
CLAY (15-20)
ATTERBERGS LIMIT (%) PLASTICITY INDEX (15-30)
PLASTIC LIMIT (20-25)
LIQUID LIMIT (30-50)
SWELL PRESSURE (KN/M^2) LESS THAN10
DIFFERENTIAL FREE SWELL TEST (%) <20 (Low)
20-35 (Moderate)
35-50 (High)
>50 (Very high)
Ref: IS 2720-part 40
14. TESTS PERFORMED:
1. PARTICLE SIZE DISTRIBUTION:
• This is performed to determine the percentage of each size of grain that is contained within a soil sample ,
and the results of the test are used for plotting the grain size distribution curve.
• This information is used to classify the soil and to predict its behaviour.
• The two methods which are generally used for finding the grain size distribution are ,
i. Sieve analysis: It is used for particle sizes larger than 0.075mm in diameter.
ii. Hydrometer analysis: It is used for particle sizes smaller than 0.075mm in diameter.
16. GRAIN SIZE DISTRIBUTION CURVE:
𝐷10 = 0.21
𝐷30= 0.5
𝐷60 = 1.3
Cu =
𝐷60
𝐷10
=
1.3
0.21
= 6.19
Cc =
𝐷30^2
𝐷10×𝐷60
=
0.5×0.5
0.21×1.3
= 0.915
Since Cu >6 and Cc <1,
It can be classified as poorly graded
sand.
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10
%
FINER
SIEVE SIZES
SIEVE ANALYSIS
17. WET ANALYSIS:
• In wet analysis 1000gms of soil is soaked in water for a period of 24 hours.
• Later it is sieved through 75 micron IS Sieve. The weight of soil retained on 75 micron is then taken out and
dried in oven.
• The oven dried soil is removed from the oven and it is then analysed for particle size distribution.
IS sieve
size(mm)
Empty wt of
sieve
Empty wt of
sieve + soil
Wt of soil
retained on
each soil
% wt of soil
retained
Cumulative %
wt retained
% wt
passing
4.75 474 476 2 0.2 0.2 99.8
2.36 411 417 6 0.6 0.8 99.2
1.18 440 478 38 3.8 4.6 95.4
0.6 400 425 25 2.5 7.1 92.9
0.425 317 331 14 1.4 8.5 91.5
0.3 396 402 6 0.6 9.1 90.9
0.15 361 370 9 0.9 10 90
0.075 376 381 5 0.5 10.5 89.5
pan 376 1271 895 89.5 100 0
19. 2. DETERMINATION OF LIQUID LIMIT ( CONE PENETRATION TEST):
• the liquid limit of soil is the minimum water content at which the soil is still in the liquid state but has a small
shearing strength against the flow.
• The liquid limit corresponds to the water content of a paste which would give 20mm penetration of the soil.
Observations:
Weight of soil sample , w = 150 gm.
MOISTURE CONTENT (%) PENETRATION (MM)
40 5
46 8
52 12
58 16
72 25
20. LIQUID LIMIT TEST GRAPH :
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30
MOISTURE
CONTENT
(%)
PENETRATION(MM)
LIQUID LIMIT TEST
THE MOISTURE CONTENT
CORRESPONDING TO 20MM
PENETRATION IS ,
WL = 65%
21. 3. DETERMINATION OF PLASTIC LIMIT OF SOIL:
• Plastic limit the moisture content at which a fine-grained soil can no longer be remolded without cracking.
• It is the moisture content at which the rolled soil will begin to crumble when rolled into a thread of 3mm.
• It is the boundary between the plastic and semi-solid states of consistency.
Observation and recordings:
1. Container no. 5.
2. Empty weight = 29.24gm.
3. Empty weight +wet soil = 32.83gm.
4. Empty weight + dry soil = 31.82gm.
Determination of water content
water content= W = (W2 – W3)/(W3 – W1)
= (32.83 – 31.82)/(31.82 -29.24)x 100 = 39.1 %
Therefore , Wp =39.1 %
22. Plasticity index = IP = WL – WP
= 65 – 39.1
Ip = 25.9 %
Since the plasticity index is 25.9% and liquid limit is 65%, from the plasticity chart the soil can be
classified as High Swelling Silt (MH) .
4. DETERMINATION OF FREE SWELL INDEX:
• Take two 10gm soil specimen of oven dry soil passing through 425 micron IS Sieve.
• Pour each of the specimen in each of the two glass graduated cylinders of 100ml capacity.
• Fill one cylinder with kerosene oil and the other with distilled water up to the 100ml mark. After removal of
entrapped. Air (by gentle shaking or stirring with a glass rod), allow soils in both the cylinders to settle.
• Allow sufficient time (not less than 24hrs) for the soil sample to attain equilibrium state of volume without
any further change in the volume of the soils.
• On completion of swelling, read out the final volume of soils in each of the cylinders.
23. • CALCULATIONS:
Free Swell Index (%) =
swollen volume in water−swollen volume in kerosene
swollen volume in kerosene
=
𝑉𝑑 −𝑉𝑘
𝑉𝑘
× 100
=
17 −9
9
× 100 = 88.9%
Vd = volume of soil specimen read from graduated cylinder containing distilled water.
Vk = volume of soil specimen read from graduated cylinder containing kerosene.
5. SWELLING PRESSURE TEST:
• This is the maximum force per unit area that needs to be applied over a swelling soil to prevent volume
increase.
• A swelling pressure of less than 20 KPA may not be regarded as of much consequence.
Method used is determining the swelling pressure under a minimum surcharge load.
24. 24
CONCLUSION
While during construction, we should avoid swelling / expansive soils.
Proper investigation of BC soil and CNS soil is to be done, thickness of CNS material
should be evaluated.
CNS soil method is good and economical amongst other methods.
CNS material should be of gravely material.
The CNS layer will effectively inhibit the characteristics of expansive soils.
The inhibition effect becomes more remarkable as the thickness of CNS layer increases.
25. 25
REFERENCES
1. IS .9451.1994 GUIDELINES FOR LINING OF CANALS IN EXPANSIVE SOILS.
2. JOURNAL OF ROCK MECHANICS AND GEOTECHNICAL ENGINEERING.
3. A STUDY ON SUITABILITY AND THICKNESS OF CNS LAYER FOR CANAL LINING.
4. CONSTRUCTION OF ROADS IN BLACK COTTON SOIL AREAS , U.K.GURU VITTAL, CHIEF SCIENTIST, CSIR-
CENTRAL ROAD RESEARCH INSTITUTE, NEW DELHI.