Determination of consolidation properties (like CV, CC, CS, t90, mv, av) of the given soil specimen (Dhanauri Clay) by conducting one-dimensional consolidation test using fixed ring type setup.
Learning Outcomes:-
1. From consolidation test, the following information can be determined:
a) Amount of settlement experienced by a soil-structure after load application
b) Rate of consolidation of soil under a normal load
c) Degree of consolidation at any time
d) Pressure void ratio relationship
e) Coefficient of consolidation at various successively increasing pressure
f) Permeability of soil at various stages of loading
g) Compression index of soil
2. The general procedure for laboratory evaluation of consolidation characteristics of soils involves a one-dimensional consolidation.
This is necessary because of:
• Difficulty of instrumentation for recording volume change and natural strains.
• Complexities in mathematical analysis of three-dimensional consolidation.
3. The underlying assumptions in the derivation of the mathematical equations are as follows:
• The clay layer is homogeneous.
• The clay layer is saturated, the compression of the soil layer is due to the change in volume only, which in turn, is due to the squeezing out of water from the void spaces.
• Darcy’s law is valid.
• Deformation of soil occurs only in the direction of the load application.
4. Effects of ring friction
• During loading reduce stress acted on the specimen, specimen compresses less.
• During rebound reduce the swelling tendency specimen swell less.
• Flatten the swelling curve at low stress level.
5. Resultant Cv decreases with increasing stress, implying its NC clay.
6. Sample was preserved in polybag to check loss of moisture content.
This document discusses consolidation settlement, which occurs when saturated soil is loaded and squeezed, causing water to be expelled over time (years depending on soil permeability) and the soil volume to decrease. As water flows out, the soil settles vertically in direct proportion to the volume decrease. Two methods estimate consolidation settlement: using the coefficient of volume compressibility (mv) or the void ratio-effective stress (e-logσ'v) relationship. Practical applications include using prefabricated vertical drains to accelerate consolidation in clay soils.
Class 7 Consolidation Test ( Geotechnical Engineering )Hossam Shafiq I
This document provides an overview of a geotechnical engineering laboratory class on conducting a consolidation test on cohesive soil. The consolidation test is used to determine key soil properties like preconsolidation stress, compression index, recompression index, and coefficient of consolidation. The procedure involves placing a saturated soil sample in a consolidometer, applying incremental loads, and measuring the change in height over time to generate consolidation curves. Students will perform the test, calculate soil properties from the results, and include 10 plots and calculations in a laboratory report.
The document discusses soil consolidation and laboratory consolidation testing. It begins with an introduction to consolidation and describes the three types of soil settlement: immediate elastic settlement, primary consolidation settlement, and secondary consolidation settlement. It then discusses consolidation in more detail, including the spring-cylinder model used to demonstrate consolidation principles. Finally, it describes the process and components of a laboratory oedometer consolidation test.
1) The document presents the results of an unconsolidated undrained (UU) triaxial test conducted by a group of 6 students on remolded soil specimens.
2) The UU test involves applying confining pressure to an unsaturated soil sample and shearing it undrained to determine the shear strength parameters. 3 tests were conducted at different confining pressures.
3) The first two tests yielded undrained shear strengths of 45.9 psi and 42.35 psi, while the third test gave a higher value of 55.39 psi, which may not be valid due to partial saturation of that sample.
The document describes the California Bearing Ratio (CBR) test procedure used to evaluate the strength of subgrade soils and base courses for pavement design. The CBR test involves compacting a soil sample and measuring the penetration resistance under a constant load over time. Higher CBR values indicate stronger soils that require less thick pavement sections. The document provides details on the test apparatus, sample preparation, soaking, loading and penetration measurements, and CBR calculations according to relevant Indian standards.
1. The document discusses slope stability analysis using the Swedish slip circle method for analyzing finite slopes made of cohesive soils.
2. It describes the assumptions of the method and calculates the factors of safety for circular failure surfaces with and without tension cracks.
3. The document also covers other methods like the ordinary method of slices for c-f soils and discusses locating the critical slip circle using empirical relationships.
Consolidation is the process where water drains from saturated soil pores, transferring the load from water to soil particles and causing volume change. There are three types of consolidation: immediate, primary, and secondary. One-dimensional consolidation assumes vertical drainage, making the process primarily vertical. Terzaghi's theory of one-dimensional consolidation models this using parameters like permeability, compressibility, and effective stress. The coefficient of consolidation describes the rate of compression, while compression and swelling indices characterize the void ratio-effective stress relationship. The oedometer test experimentally determines consolidation properties from soil specimen compression under incremental loads.
Determination of co efficient of consolidation methodParth Joshi
This document discusses two methods for determining the coefficient of consolidation (Cv) of soil through consolidation testing: the square root of time fitting method and the logarithm of time fitting method. The square root of time fitting method involves plotting dial readings versus the square root of time to obtain Cv. The logarithm of time fitting method involves plotting dial readings versus the log of time and using the 50% consolidation point to calculate Cv based on drainage path and time.
This document discusses consolidation settlement, which occurs when saturated soil is loaded and squeezed, causing water to be expelled over time (years depending on soil permeability) and the soil volume to decrease. As water flows out, the soil settles vertically in direct proportion to the volume decrease. Two methods estimate consolidation settlement: using the coefficient of volume compressibility (mv) or the void ratio-effective stress (e-logσ'v) relationship. Practical applications include using prefabricated vertical drains to accelerate consolidation in clay soils.
Class 7 Consolidation Test ( Geotechnical Engineering )Hossam Shafiq I
This document provides an overview of a geotechnical engineering laboratory class on conducting a consolidation test on cohesive soil. The consolidation test is used to determine key soil properties like preconsolidation stress, compression index, recompression index, and coefficient of consolidation. The procedure involves placing a saturated soil sample in a consolidometer, applying incremental loads, and measuring the change in height over time to generate consolidation curves. Students will perform the test, calculate soil properties from the results, and include 10 plots and calculations in a laboratory report.
The document discusses soil consolidation and laboratory consolidation testing. It begins with an introduction to consolidation and describes the three types of soil settlement: immediate elastic settlement, primary consolidation settlement, and secondary consolidation settlement. It then discusses consolidation in more detail, including the spring-cylinder model used to demonstrate consolidation principles. Finally, it describes the process and components of a laboratory oedometer consolidation test.
1) The document presents the results of an unconsolidated undrained (UU) triaxial test conducted by a group of 6 students on remolded soil specimens.
2) The UU test involves applying confining pressure to an unsaturated soil sample and shearing it undrained to determine the shear strength parameters. 3 tests were conducted at different confining pressures.
3) The first two tests yielded undrained shear strengths of 45.9 psi and 42.35 psi, while the third test gave a higher value of 55.39 psi, which may not be valid due to partial saturation of that sample.
The document describes the California Bearing Ratio (CBR) test procedure used to evaluate the strength of subgrade soils and base courses for pavement design. The CBR test involves compacting a soil sample and measuring the penetration resistance under a constant load over time. Higher CBR values indicate stronger soils that require less thick pavement sections. The document provides details on the test apparatus, sample preparation, soaking, loading and penetration measurements, and CBR calculations according to relevant Indian standards.
1. The document discusses slope stability analysis using the Swedish slip circle method for analyzing finite slopes made of cohesive soils.
2. It describes the assumptions of the method and calculates the factors of safety for circular failure surfaces with and without tension cracks.
3. The document also covers other methods like the ordinary method of slices for c-f soils and discusses locating the critical slip circle using empirical relationships.
Consolidation is the process where water drains from saturated soil pores, transferring the load from water to soil particles and causing volume change. There are three types of consolidation: immediate, primary, and secondary. One-dimensional consolidation assumes vertical drainage, making the process primarily vertical. Terzaghi's theory of one-dimensional consolidation models this using parameters like permeability, compressibility, and effective stress. The coefficient of consolidation describes the rate of compression, while compression and swelling indices characterize the void ratio-effective stress relationship. The oedometer test experimentally determines consolidation properties from soil specimen compression under incremental loads.
Determination of co efficient of consolidation methodParth Joshi
This document discusses two methods for determining the coefficient of consolidation (Cv) of soil through consolidation testing: the square root of time fitting method and the logarithm of time fitting method. The square root of time fitting method involves plotting dial readings versus the square root of time to obtain Cv. The logarithm of time fitting method involves plotting dial readings versus the log of time and using the 50% consolidation point to calculate Cv based on drainage path and time.
This document provides information about soil compaction from an engineering lecture. It defines soil compaction, discusses how it increases soil strength and reduces permeability. It explains the principles of compaction including how it works by reducing air voids. A soil compaction curve is presented, defining optimum moisture content. Factors that affect compaction are listed such as soil type, compactive effort, and water content. Common compaction methods are also briefly outlined.
This document provides information about soil compressibility and consolidation. It discusses the different types of soil settlement that can occur when stress is applied, including immediate elastic settlement, primary consolidation settlement, and secondary consolidation settlement. It describes how consolidation settlement occurs as water is expelled from saturated soils under increased stress levels. Graphs are presented showing typical relationships between void ratio, effective stress, and compression index that help explain consolidation concepts. The role of overconsolidation ratio and preconsolidation stress are defined in relation to soil compressibility. Methods for estimating settlement magnitudes, such as using Casagrande's approach, are also summarized.
This document discusses soil mechanics concepts related to lateral earth pressure. It defines active and passive earth pressures and describes Rankine's theory and assumptions for calculating lateral pressures on retaining walls. Equations are provided for determining active and passive earth pressure coefficients and distributions for cohesionless and cohesive soils. The effects of groundwater, surcharges, and sloping backfills are also examined. Sample problems are included to calculate lateral earth pressures and forces on retaining walls for different soil and loading conditions.
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 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.
The standard penetration test (SPT) involves driving a split spoon sampler into the ground using a 140 lb hammer dropped 30 inches. The number of blows required to penetrate each 6 inch interval is recorded, and the penetration resistance value N is the sum of the blows over the second and third intervals. This test is commonly used to obtain bearing capacity and estimate soil properties like density and shear strength. It is performed whenever the soil stratum changes and at intervals of no more than 1.5 meters.
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 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.
- Soils fail primarily in shear when the shear stress along a failure plane reaches the soil's shear strength.
- The shear strength of soils is governed by the Mohr-Coulomb failure criterion, which consists of cohesive and frictional components that depend on effective stresses.
- Laboratory tests like direct shear and triaxial tests are used to measure the shear strength parameters (c, φ) of soils by simulating the in-situ stress conditions.
This document discusses the consolidation of soil. It defines important terms like compression, compressibility, and consolidation. It outlines the differences between compaction and consolidation. The importance of consolidation theory is that it provides information on total settlement, time for settlement, and types of settlement. Terzaghi's spring analogy is described to explain the consolidation process. A one-dimensional consolidation test procedure is outlined. Important definitions related to consolidation like compression index, swelling index, and coefficients are provided. The document also discusses normally, under, and over consolidated soils and how to determine preconsolidation pressure. Terzaghi's one-dimensional consolidation theory and solution are presented. Methods to determine degree of consolidation and coefficient of consolidation from laboratory test data are
The document 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.
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.
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.
This document discusses preconsolidation pressure in soils. It defines preconsolidation pressure as the maximum effective vertical overburden stress a soil sample has experienced in the past. Though it cannot be directly measured, it can be estimated using methods like analyzing the curvature of a consolidation curve. A soil is considered normally consolidated if the current vertical effective stress is equal to or greater than the preconsolidation pressure. The document also lists factors that can cause a soil to approach its preconsolidation pressure, such as changes in total stress, pore water pressure, soil structure, or environmental conditions. Finally, it states that knowing the preconsolidation pressure is important for predicting settlement, site preparation for construction, and determining appropriate
Introduction.
Some definitions.
Mohr circle of stress.
Mohr-coulomb’s strength theory.
Tests for shear strength.
Shear tests based on drainage conditions.
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.
Hydrometer Analysis for Soil (Sedimentation)Abdul Majid
This document provides information on hydrometer analysis for determining soil particle size distribution. It explains that hydrometer analysis is used to measure particles smaller than 0.075mm that pass through a #200 sieve. The process involves dispersing a soil sample in water and taking hydrometer readings at various time intervals as smaller particles settle out of suspension. Calculations based on the hydrometer readings, settling times, and Stokes' Law are used to determine the diameter and distribution of silt and clay sized particles in the sample.
This document provides information about soil permeability and hydraulic conductivity. It discusses three key points:
1) It defines permeability and hydraulic conductivity as a soil's capacity to allow water to pass through it. Darcy's law establishes that flow is proportional to hydraulic gradient.
2) It identifies factors that affect permeability, including particle size, void ratio, properties of pore fluid, shape of particles, soil structure, degree of saturation, and more.
3) It describes methods to determine hydraulic conductivity in the lab, including constant-head and falling-head permeability tests, and how hydraulic conductivity is calculated based on water flow through a soil sample.
1. Terzaghi's one-dimensional consolidation theory models saturated soil as a spring-loaded mass of water, with water flow allowing stress to transfer gradually to the spring over time.
2. A lab consolidation test subjects an undisturbed soil sample to increments of load, measuring settlement over time to determine coefficients of consolidation and compressibility.
3. Coefficient of consolidation (cv) is calculated from settlement curves using square root of time or log time methods, informing predictions of field settlement rates and times.
1. Terzaghi's one-dimensional consolidation theory uses the spring-mass analogy to model the behavior of saturated soil under loading. Pore water pressure dissipates over time as the soil skeleton gains effective stress and the spring compresses.
2. A lab consolidation test subjects an undisturbed soil sample to incremental loading in an oedometer apparatus. Dial gauge readings over time are used to determine consolidation properties like coefficient of consolidation (cv) and compression index (Cc).
3. Soil compressibility is evaluated from void ratio-effective stress plots. The preconsolidation pressure σ'pc indicates the soil's maximum past stress and influences its compression path. Normally consolidated soils follow the normal compression line
This document provides information about soil compaction from an engineering lecture. It defines soil compaction, discusses how it increases soil strength and reduces permeability. It explains the principles of compaction including how it works by reducing air voids. A soil compaction curve is presented, defining optimum moisture content. Factors that affect compaction are listed such as soil type, compactive effort, and water content. Common compaction methods are also briefly outlined.
This document provides information about soil compressibility and consolidation. It discusses the different types of soil settlement that can occur when stress is applied, including immediate elastic settlement, primary consolidation settlement, and secondary consolidation settlement. It describes how consolidation settlement occurs as water is expelled from saturated soils under increased stress levels. Graphs are presented showing typical relationships between void ratio, effective stress, and compression index that help explain consolidation concepts. The role of overconsolidation ratio and preconsolidation stress are defined in relation to soil compressibility. Methods for estimating settlement magnitudes, such as using Casagrande's approach, are also summarized.
This document discusses soil mechanics concepts related to lateral earth pressure. It defines active and passive earth pressures and describes Rankine's theory and assumptions for calculating lateral pressures on retaining walls. Equations are provided for determining active and passive earth pressure coefficients and distributions for cohesionless and cohesive soils. The effects of groundwater, surcharges, and sloping backfills are also examined. Sample problems are included to calculate lateral earth pressures and forces on retaining walls for different soil and loading conditions.
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 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.
The standard penetration test (SPT) involves driving a split spoon sampler into the ground using a 140 lb hammer dropped 30 inches. The number of blows required to penetrate each 6 inch interval is recorded, and the penetration resistance value N is the sum of the blows over the second and third intervals. This test is commonly used to obtain bearing capacity and estimate soil properties like density and shear strength. It is performed whenever the soil stratum changes and at intervals of no more than 1.5 meters.
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 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.
- Soils fail primarily in shear when the shear stress along a failure plane reaches the soil's shear strength.
- The shear strength of soils is governed by the Mohr-Coulomb failure criterion, which consists of cohesive and frictional components that depend on effective stresses.
- Laboratory tests like direct shear and triaxial tests are used to measure the shear strength parameters (c, φ) of soils by simulating the in-situ stress conditions.
This document discusses the consolidation of soil. It defines important terms like compression, compressibility, and consolidation. It outlines the differences between compaction and consolidation. The importance of consolidation theory is that it provides information on total settlement, time for settlement, and types of settlement. Terzaghi's spring analogy is described to explain the consolidation process. A one-dimensional consolidation test procedure is outlined. Important definitions related to consolidation like compression index, swelling index, and coefficients are provided. The document also discusses normally, under, and over consolidated soils and how to determine preconsolidation pressure. Terzaghi's one-dimensional consolidation theory and solution are presented. Methods to determine degree of consolidation and coefficient of consolidation from laboratory test data are
The document 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.
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.
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.
This document discusses preconsolidation pressure in soils. It defines preconsolidation pressure as the maximum effective vertical overburden stress a soil sample has experienced in the past. Though it cannot be directly measured, it can be estimated using methods like analyzing the curvature of a consolidation curve. A soil is considered normally consolidated if the current vertical effective stress is equal to or greater than the preconsolidation pressure. The document also lists factors that can cause a soil to approach its preconsolidation pressure, such as changes in total stress, pore water pressure, soil structure, or environmental conditions. Finally, it states that knowing the preconsolidation pressure is important for predicting settlement, site preparation for construction, and determining appropriate
Introduction.
Some definitions.
Mohr circle of stress.
Mohr-coulomb’s strength theory.
Tests for shear strength.
Shear tests based on drainage conditions.
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.
Hydrometer Analysis for Soil (Sedimentation)Abdul Majid
This document provides information on hydrometer analysis for determining soil particle size distribution. It explains that hydrometer analysis is used to measure particles smaller than 0.075mm that pass through a #200 sieve. The process involves dispersing a soil sample in water and taking hydrometer readings at various time intervals as smaller particles settle out of suspension. Calculations based on the hydrometer readings, settling times, and Stokes' Law are used to determine the diameter and distribution of silt and clay sized particles in the sample.
This document provides information about soil permeability and hydraulic conductivity. It discusses three key points:
1) It defines permeability and hydraulic conductivity as a soil's capacity to allow water to pass through it. Darcy's law establishes that flow is proportional to hydraulic gradient.
2) It identifies factors that affect permeability, including particle size, void ratio, properties of pore fluid, shape of particles, soil structure, degree of saturation, and more.
3) It describes methods to determine hydraulic conductivity in the lab, including constant-head and falling-head permeability tests, and how hydraulic conductivity is calculated based on water flow through a soil sample.
1. Terzaghi's one-dimensional consolidation theory models saturated soil as a spring-loaded mass of water, with water flow allowing stress to transfer gradually to the spring over time.
2. A lab consolidation test subjects an undisturbed soil sample to increments of load, measuring settlement over time to determine coefficients of consolidation and compressibility.
3. Coefficient of consolidation (cv) is calculated from settlement curves using square root of time or log time methods, informing predictions of field settlement rates and times.
1. Terzaghi's one-dimensional consolidation theory uses the spring-mass analogy to model the behavior of saturated soil under loading. Pore water pressure dissipates over time as the soil skeleton gains effective stress and the spring compresses.
2. A lab consolidation test subjects an undisturbed soil sample to incremental loading in an oedometer apparatus. Dial gauge readings over time are used to determine consolidation properties like coefficient of consolidation (cv) and compression index (Cc).
3. Soil compressibility is evaluated from void ratio-effective stress plots. The preconsolidation pressure σ'pc indicates the soil's maximum past stress and influences its compression path. Normally consolidated soils follow the normal compression line
This document discusses boundary conditions for solving 1D consolidation equations and correcting settlement calculations for construction periods. It presents the basic 1D consolidation differential equation and describes the initial and boundary conditions used to solve it. These include an initial excess pore pressure condition and no flow boundary conditions. It also provides an empirical method to correct settlement calculations by accounting for load being applied over a construction period rather than instantaneously. Two example problems demonstrate applying the equations to calculate degree of consolidation and settlement with and without corrections for construction time.
Determination of strength and stress-strain relationships of a cylindrical specimen of reconstituted specimen using Consolidated Drained (CD) Triaxial Test.
1. A series of drained triaxial tests under four different initial states were conducted on Yamuna River sand. The results consist of simple stress-strain relation, change in volume behaviour were plotted.
2. Basic stress-strain relation with volume behaviour was presented in plot. The results for densely prepared sand samples show an expected behaviour. There is a significant difference in peak and residual deviatoric stress (q) as can be depicted form the plot.
3. With increase in confining stress, load carrying capacity of specimen increases.
4. Saturation value ‘B’ must be acquired to be more than 0.95 before starting the isotropic consolidation phase in CD test.
5. CD tests are performed at much slower strain rate as compared to CU tests for the same soil. The strain rate for CD test can be chosen approx. 8-10 times lower than the CU test.
6. It is important to have no pore water pressure generation throughout the shearing phase of CD test or in other words strain rate must be so small that pore water pressure must get dissipated quickly when specimen is subjected to compression loading in CD test.
7. In CD test, volumetric strain versus axial strain relationship shows contractive response for NC soils and dilative response for OC soils. (NC = Normally consolidated, OC = Over consolidated)
References:
1. IS: 2720 (Part 11):1993- Determination of the shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
2. IS: 2720 (Part 12):1981- Determination of Shear Strength parameters of Soil from consolidated undrained triaxial compression test with measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
3. ASTM D7181-11. Method for Consolidated Drained Triaxial Compression Test for Soils; ASTM: West Conshohocken, PA, USA, 2011.
1. Rotational slope failures occur along a circular surface and theories are based on particles in rockmasses being small and not interlocked.
2. Stability charts are derived using assumptions like homogeneous material, shear strength equations, and failure surfaces passing through the slope toe.
3. Factor of safety is defined as the ratio of shear strength available to resist sliding to the shear stress required for equilibrium. Charts are used to locate failure surfaces and tension cracks for different groundwater conditions.
Soil Mechanics
This is a process to calculate for the cohesion of soil. It is used in designing structures directly contact with the ground specifically the footing and foundations. Geotechnical engineering topics
Consolidation of Soil Test | Jameel AcademyJameel Academy
This report summarizes a consolidation test conducted on a soil sample to determine key consolidation parameters. The test procedure involved placing a soil specimen in a consolidation ring, loading it incrementally in a consolidation device, and taking dial readings over time. Key parameters determined include the compression index Cc, coefficient of consolidation Cv, coefficient of volume change av, and coefficient of permeability mv. These parameters provide important information about the compressibility and rate of settlement of the soil sample under increasing loads. The test aimed to evaluate the consolidation behavior of the soil and calculate consolidation parameters accurately to allow for computing consolidation settlement.
The document summarizes an experiment on pressure in still liquids and gases. The objectives were to calibrate an electronic pressure sensor and measure hydrostatic pressure. Key findings include:
1) Hydrostatic pressure depends only on water level, not volume.
2) There was a difference between actual and measured pressures due to sensor inaccuracies.
3) Calibrating the sensor produced a curve showing pressure increases with height.
1) Consolidation is the process where a soil decreases in volume due to an applied stress, resulting in the squeezing out of pore water.
2) Laboratory consolidation tests involve loading a soil sample in increments in a consolidometer to determine its compression behavior and coefficient of consolidation.
3) Terzaghi's theory of one-dimensional consolidation describes how excess pore pressures dissipate over time in a confined soil layer based on the soil's permeability and compressibility.
This document analyzes pore pressure generation and dissipation in cohesionless materials during seismic loading. It develops an efficient solution based on a multiple time scale analysis. The solution splits the problem into two sub-problems based on different time scales: 1) a fast time scale related to cyclic loading and 2) a slow time scale related to drainage. It presents the theoretical framework and describes implementing the solution in a finite element code to predict pore pressure development under a bridge pier foundation during an earthquake. The goal is to limit excessive pore pressure increase that could compromise foundation stability.
This document discusses consolidation and compaction of soils. It defines consolidation as the compression of saturated soil under steady pressure, caused by the expulsion of water from voids. Compaction is defined as the compression of unsaturated soils due to expulsion of air through dynamic methods like rolling and tamping. The document outlines the stages of consolidation as initial, primary, and secondary consolidation. It describes Terzaghi's spring-piston analogy to explain primary consolidation and discusses conducting consolidation tests in a consolidometer to study a soil's compressibility.
This document discusses rheology, which is defined as the science dealing with the flow and deformation of materials under stress. It provides definitions of key rheological terms like viscosity and describes different flow patterns such as Newtonian, plastic, pseudoplastic and dilatant flow. Specific techniques for determining viscosity are outlined, including capillary viscometry, falling sphere viscometry, cup and bob viscometry, and cone and plate viscometry.
- The one-dimensional consolidation test is performed in an oedometer to determine the consolidation properties of soils.
- Results are presented as plots of void ratio (e) versus effective stress (σ') on linear and logarithmic scales. Key properties like compression index (Cc), recompression index (Cr), and preconsolidation pressure (σ'c) can be determined.
- Primary consolidation settlement can be calculated from the e-logσ' curve using Cc, or from coefficients of volume change like mv. Commonly the midpoint stress increase or weighted average method are used.
This document discusses key concepts in soil mechanics including:
1. It defines terms like mass, weight, density, unit weight, and specific gravity.
2. It explains how soil can be represented using a phase diagram dividing it into solid, liquid, and gas phases.
3. It discusses volumetric ratios like void ratio and porosity and how they relate to other properties like water content and unit weight.
4. Equations are presented showing relationships between physical properties that can be derived using the basic definitions and a phase diagram approach.
This document discusses key concepts in soil mechanics including:
1. It defines terms like mass, weight, density, unit weight, and specific gravity.
2. It explains how soil can be represented using a phase diagram that shows the solid, liquid, and gas portions.
3. It discusses volumetric ratios like void ratio and porosity, as well as weight ratios like water content, and how these values relate through equations using specific gravity.
4. It provides typical values for specific gravity and shows how to use relationships and phase diagrams to solve problems involving physical properties.
1) The experiment determines the unconfined compressive strength (qu) of soil, which is the maximum load per unit area at which an unconfined cylindrical soil specimen fails during compression testing.
2) A cylindrical soil specimen is prepared at optimum moisture content and maximum dry density, and compressed axially between loading plates at a controlled strain rate while measuring load and deformation.
3) The stress-strain curve is plotted, and qu is taken as either the peak stress or stress at 20% axial strain. Shear strength S of the soil is then calculated as qu/2, assuming the soil's angle of shearing resistance φ is 0.
1) The document introduces basic principles of fluid mechanics, including Lagrangian and Eulerian descriptions of fluid flow. The Lagrangian description follows individual particles, while the Eulerian description observes flow properties at fixed points in space.
2) It describes three governing laws of fluid motion within a control volume: conservation of mass (the net flow in and out of a control volume is zero), conservation of momentum (Newton's second law applied to a fluid system), and conservation of energy.
3) It derives Bernoulli's equation, which relates pressure, velocity, and elevation along a streamline for inviscid, steady, incompressible flow. Bernoulli's equation is an application of conservation of momentum along a streamline.
Consolidation theory on the basis of Terzaghi's consolidation theoryumarm2608
This document summarizes Karl Terzaghi's 1925 consolidation theory, which describes how excess pore water pressure dissipates over time as a function of the distance water must travel. It presents Terzaghi's differential equation for modeling changes in pore water pressure over time and space. The solution to this equation provides a time factor (Tv) that can be used to estimate field consolidation from lab tests. Graphs show the relationship between Tv and degree of consolidation. The document also provides an example consolidation test, presenting specimen parameters, test data, and calculations of properties like coefficient of consolidation from the data.
This document discusses rheology and viscosity. It defines rheology as the science of flow of fluids and deformation of solids under stress. Viscosity is a measure of a fluid's resistance to flow and is important in formulation of products like creams, ointments, and suspensions. The document describes different types of fluid flow based on viscosity, such as Newtonian, plastic, and pseudoplastic flow. It also discusses instruments used to measure viscosity like capillary, falling sphere, cup and bob, and cone and plate viscometers. Thixotropy, where the viscosity of a fluid decreases under shear stress over time, is also covered.
Unit I discusses fluid properties and flow characteristics. It covers fluid density, viscosity, surface tension, compressibility, and vapor pressure. It also discusses the concepts of control volume and the application of continuity, energy, and momentum equations to fluid flow. Specific topics covered include density, specific gravity, viscosity, surface tension, capillarity, compressibility, and vapor pressure. Several sample problems are worked through to demonstrate calculations for properties like density, specific weight, viscosity, surface tension, and capillary rise.
Determination of strength and stress-strain relationships of a cylindrical specimen of reconstituted specimen using Unconsolidated Undrained (UU) Triaxial Test.
Learning Outcomes:-
1. With increase in confining stress, the load carrying capacity of the sample increased as evident from the curve showing higher peak deviatoric stress.
2. There is slight variation in the value of actual angle of failure plane (θf = 66.5°) and the value obtained from graph (θf)= 56.01°.
3. In this test, the failure plane is not forced, the stress distribution of failure plane is fairly uniform and specimen can fail on any weak plane or can simply bulge.
4. On plotting Mohr Circle, the failure envelope gave intercept of 155.29 kPa while the s-t plot gave 143.38 kPa.
Determination of undrained shear strength of cohesive soil using lab vane shear test.
1. The formula for shear strength is based on following assumptions:
● Shearing Strength in the Horizontal and Vertical directions are the same.
● At the peak value, Shear Strength is equally mobilized at the end surface as well as at the center,
● The shear surface is cylindrical and has a diameter equal to the diameter of the vane.
2. The test gives the undrained strength of the soil. The undisturbed and remolded strength obtained are also useful for evaluating the sensitivity of soil. The data acquired from vane shear test can be used to determine: Undrained shear strength, Evaluate rapid loading strength for total stress analysis, Sensitivity of soil to disturbance, Analysis of stability problems with embankment on soft ground.
3. With increase in water content undrained shear strength decreases for given soil sample.
4. It is a quick test so it can be assumed as an undrained test.
To perform geological exploration by the geophysical method of electrical resistivity.
The objective of this research is to evaluate the water potential of the study area by
investigating the shallow subsurface aquifer material properties and moisture distribution using
2D ERT techniques. During the shallow tube well design and development in the study area,
some patches of land does have good potential and some does not, which motivated to
understand the aquifer properties, aquifer material, and response. Hence the 2D ERT was
carried out, oriented around the pond in the center and five ERT profiles.
Reference:IS 15736: 2007
Method for determination of shear strength of soil (Badarpur Sand) with a maximum particle size of 4.75 mm in drained conditions using Direct Shear Test apparatus.
It is a Floating Box type test in which upper half box is floating due to application of vertical loading resulting in lateral confinement thus generating sufficient friction which holds the upper half of shear box.
In the shear box test, the specimen is not failing along its weakest plane but along a predetermined or induced failure plane i.e. horizontal plane separating the two halves of the shear box. This is the main drawback of this test.
Moreover, during loading, the state of stress cannot be evaluated. It can be evaluated only at failure condition. Also, failure is progressive.
The angle of shearing resistance of sands depends on state of compaction, coarseness of grains, particle shape and roughness of grain surface and grading. It varies between 28° (uniformly graded sands with round grains in very loose state) to 46° (well graded sand with angular grains in dense state).
Direct shear test is simple and faster to operate. As thinner specimens are used in shear box, they facilitate drainage of pore water from a saturated sample in less time. This test is also useful to study friction between two materials – one material in lower half of box and another material in the upper half of box.
In general, loose sands expand and dense sands contract in volume on shearing. There is a void ratio at which either expansion contraction in volume takes place. This void ratio is called critical void ratio. Expansion or contraction can be inferred from the movement of vertical dial gauge during shearing.
The document reports on an experiment to determine the Atterberg limits of a soil sample composed of 70% bentonite and 30% kaolinite. The liquid limit was found to be 134% and plastic limit was 40%, giving a plasticity index of 94%. Various properties were calculated including flow index and toughness index. The results were compared to other bentonite-kaolinite mixtures, showing that liquid limit decreases with lower bentonite content. The liquid limit provides information about the soil's stress history and engineering properties.
Determination of water content-dry density relation using light compaction. (Standard Proctor Test)
1. Maximum dry density (MDD) = 1.72 g/cm³
2. Optimum Moisture Content (OMC) = 18.3 %
3. Max. Saturation = 92.17 %
4. Min. Void Ratio = 0.549
The "acceptable zone" represents the zone of acceptable water content vs dry unit weight combinations based on typical current practice. The designer will usually require that the dry unit weight γd of the compacted soil be greater than or equal to a percentage P of the maximum dry unit weight Γd, max from a laboratory compaction test.
Out of four samples, in Delhi Silt highest value of max. dry density = 1.86 g/cc was achieved at a moisture content of 13% as compared to 1.72 g/cc for Dhanauri clay at 18.3%. It is seen that as the proportion of clay is increased in the soil mix the Optimum Moisture Increases and the Maximum Dry Density Decreases.
Determination of minimum and maximum density of given soil specimen (Badarpur Sand).
1. Average minimum dry density of Badarpur sand came out to be 1.469 g/cm³ which is greater than Yamuna River sand by about 11%.
2. Average maximum dry density of Badarpur sand came out to be 1.679 g/cm³ which is greater than Yamuna River sand by about 15%.
3. By visual inspection, Badarpur sand was found ANGULAR in shape.
4. Γd, max and Γd, min values are not unique or intrinsic properties of coarse-grained soils and depend not only on material properties, but also on the variations in laboratory determination methods.
5. A potential for degradation of the soil grains, i.e., grain crushing, exists during testing depending on the method used to determine Γd, max. The amount of energy applied to the sand during compaction is an important factor. There is a need to investigate the issue further and possibly arrive at universally acceptable laboratory methods to determine these values, which address all possible influencing factors.
Data Communication and Computer Networks Management System Project Report.pdfKamal Acharya
Networking is a telecommunications network that allows computers to exchange data. In
computer networks, networked computing devices pass data to each other along data
connections. Data is transferred in the form of packets. The connections between nodes are
established using either cable media or wireless media.
Sachpazis_Consolidation Settlement Calculation Program-The Python Code and th...Dr.Costas Sachpazis
Consolidation Settlement Calculation Program-The Python Code
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Impartiality as per ISO /IEC 17025:2017 StandardMuhammadJazib15
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This study Examines the Effectiveness of Talent Procurement through the Imple...DharmaBanothu
In the world with high technology and fast
forward mindset recruiters are walking/showing interest
towards E-Recruitment. Present most of the HRs of
many companies are choosing E-Recruitment as the best
choice for recruitment. E-Recruitment is being done
through many online platforms like Linkedin, Naukri,
Instagram , Facebook etc. Now with high technology E-
Recruitment has gone through next level by using
Artificial Intelligence too.
Key Words : Talent Management, Talent Acquisition , E-
Recruitment , Artificial Intelligence Introduction
Effectiveness of Talent Acquisition through E-
Recruitment in this topic we will discuss about 4important
and interlinked topics which are
1. 1
Department of Civil Engineering, IIT Delhi
Submitted By:
Abhinav Kumar
Soil Engineering Lab
REPORT TITLE (09)
1-D Consolidation Test
Disclaimer: This presentation is for educational purposes only. Opinions or points of
view expressed in this presentation represent the view of the presenter, and does not
necessarily represent the official position or policies of IIT Delhi. Nothing in this
presentation constitutes legal advice. The individuals appearing in this presentation, if
any, are depicted for illustrative purposes only and are presumed innocent until proven
guilty in a court of law. Under no circumstance shall we have any liability to you for any
loss or damage of any kind incurred as a result of the use of the data or reliance on any
information provided. Your use of the document and your reliance on any information is
solely at your own risk
2. 2
Objective: Determination of consolidation properties (like CV, CC, CS, t90, mv, av) of the given soil
specimen (Dhanauri Clay) by conducting one-dimensional consolidation test using fixed ring type
setup.
Apparatus:
1. Soil specimen with consolidation setup
2. Steel ball
3. Dial gauge (for displacement measurement)
4. Water reservoir (to keep soil specimen saturated)
5. Loads (for application of vertical stress)
6. Consolidation ring (used for extracting undisturbed soil sample)
Consolidation Ring Porous Stones
Consolidation Ring
Collar
Cell Base
Clamping Screw
Steel Ball
Consolidation Setup
Loading Cap
3. 3
Testing methods and Procedures:
Sample Preparation (Remoulded sample):
The sample was prepared using water sedimentation method to ensure 100% saturation.
Theoretical Background:
The gradual process which involves, simultaneously, a slow escape of water and a gradual compression,
and which will be shown later to involve also a gradual pressure adjustment, is called consolidation. It is
merely compression under a steady static pressure where the soil particles attain a closer packing due to
sliding and rolling of particles as water escapes from the voids.
When a compressive load is applied to soil mass, a decrease in its volume takes place, the decrease in
volume of soil mass under stress is known as compression and the property of soil mass pertaining to its
tendency to decrease in volume under pressure is known as compressibility. In a saturated soil mass having
its void filled with incompressible water, decrease in volume or compression can take place when water is
expelled out of the voids. Such a compression resulting from a long-time static load and the consequent
escape of pore water is termed as consolidation. Then the load is applied on the saturated soil mass, the
entire load is carried by pore water in the beginning. As the water begins escaping from the voids, the
hydrostatic pressure in water gets gradually dissipated and the load is shifted to the soil particles which
increases effective stress on them, as a result the soil mass decrease in volume. The rate of escape of water
depends on the permeability of the soil.
Specimen kept in polybag to
prevent loss of moisture content
Soil Specimen prepared by
Wet Sedimentation Method
Sample preparation by Wire Saw
Cutting
4. 4
Terzaghi’s Theory of Consolidation:
The assumptions considered to establish the basic relationship are as follows:
• Soil is homogenous, isotropic and fully saturated.
• Soil grains and water in the voids are incompressible.
• Permeability remains constant during the entire period of
consolidation.
• Darcy’s law is valid throughout the consolidation process.
• Soil is laterally confined.
• Compression and fluid flow are only in axial direction.
• Time lag in consolidation is entirely due to the low
permeability of soil.
• Unique relationship (Linear) is assumed between void ratio
and the effective stress, and this remains constant during
the load increment.
The equilibrium of an element at a depth z from its top at time t is
being considered and using Darcy’s law, the following differential
equation has been derived for one-dimensional consolidation:
where, u is the excess hydro-static pressure and cv is coefficient of consolidation.
The solution of this differential equation is obtained through Fourier series and separation of variable
method. Depending upon the boundary conditions,
t = 0, u = u0 , for any value of z (u0 is initial hydrostatic pressure)
t = ∞, u = 0 , for any value of z
z = 0, u = 0 , for any value of t
z = H (=2d), u = 0 , for any value of t
The solution of this equation is:
Where, Tv is time factor and directly proportional to elapse time for consolidation = cvt/d2
. Its value will be
different for different drainage conditions.
5. 5
Drainage Paths:
It is maximum distance that water has to travel before reaching free drainage conditions.
Single Drainage or Half-Closed Layer:
Drainage will occur from one side (top in below figure) and other will remain impervious. The value of d
(drainage path) is equal to thickness of layer.
Double Drainage or Open Layer:
Drainage will occur from both sides. The value of d (drainage path) is equal to half the thickness of layer.
Limitations of Theory:
The presence of air may affect the results abruptly.
Permeability decreases as consolidation progresses due to increase in the effective stress.
Darcy’s law is not valid at very low hydraulic gradients.
In the field, consolidation is 3-D not 1-D.
The relationship between void ratio and effective stress is not linear.
Determination of coefficient of consolidation (Cv):
1. Casagrande Method (log(t) method)
2. Taylor Method (√t method)
7. 7
Settlement curve (oedometer test at each pressure/load):
Casagrade method: t50 (U = 50%)
Tayor method: t90(U = 90%)
U = Degree of consolidation
T = Time factor
Ht = Depth of the sample
Coefficient of consolidation (cv) can be determined using above equation.
Coefficient of compressibility (av ) can be obtained by using void ratio versus effective stress relationship.
where, mv is coefficient of volume compressibility and e0 is initial void ratio.
where, γw is unit weight of water and k is permeability of soil specimen.
8. 8
Settlement calculations:
Compressibility parameters Cc & Cr are used in settlement calculations. Cc is the slope of loading curve and
Cr or Cs is the slope of unloading curve.
where Si is immediate settlement and Sc is settlement due to consolidation, which can
be obtained by oedometer test. St is total settlement and U is degree of consolidation.
Settlement for NC soil
Settlement for OC soil
Calculations:
1. Height of solids (HS) is calculated from the equation
HS = WS/(GS.γw.A)
2. Void ratio. Voids ratio at the end of various pressures are calculated from equation
e = (H – HS)/HS
3. Coefficient of consolidation. The Coefficient of consolidation at each pressures increment is calculated
by using the following equations:
i. Cv = 0.197 d2
/t50 (Log fitting method; Casagrande Method)
ii. Cv = 0.848 d2
t90 (Square fitting method; Taylor Method)
In the log fitting method, a plot is made between dial readings and logarithmic of time at constant load,
and the time corresponding to 50% consolidation is determined.
In the square root fitting method, a plot is made between dial readings and square root of time at constant
load, and the time corresponding to 90% consolidation is determined. The values of Cv are recorded.
4. Compression Index. To determine the compression index, a plot of voids ratio (e) Vs log(t) is made. The
virgin compression curve would be a straight line and the slope of this line would give the compression
index Cc.
5. Coefficient of compressibility. It is calculated as follows av = 0.435 Cc/(Avg. pressure) for the increment
where Cc = Coefficient of compressibility
Or, av can be also obtained by using void ratio versus pressure curve, which will be a function of pressure.
6. Coefficient of permeability. It is calculated as follows
k = Cv.av .γw /(1+eo).
9. 9
Data Table
Table I: Data Sheet for Consolidation Test: Time‐ Displacement Relationship
Ring Height(H1) (i) 21.10 (ii) 21.27 (iii) 20.94; Average = 21.103 mm
Ring Dia (i) 60.15 (ii) 60.41 (iii) 60.37; Average = 60.31 mm
Area of Ring = 2856.73 mm2
Volume of Ring = 60285.48 mm3
LC of Dial Gauge = 0.01mm
Initial Height of Specimen,H0 = 21.10 mm Water Content = 27 %
Empty Weight of Ring = 208.78 gm Height of Solid Hs= Ws/(G*γw*A)
Wet Sample + Ring= 326.94 gm Specific Gravity = 2.65
Dry Sample + Ring = 301.50 gm
Height of Solid Hs = 1.238 cm
LOADING STAGE
0.05 kg/cm2
, Normal Load
Time t (min) √t
Vertical Dial
gauge Reading
Compression (mm)
Height of the
specimen, H (cm)
0.00 0.00 7.900 0.000 2.0000
0.25 0.50 7.880 0.020 1.9980
1.00 1.00 7.870 0.010 1.9970
2.25 1.50 7.860 0.010 1.9960
4.00 2.00 7.855 0.005 1.9955
6.25 2.50 7.850 0.005 1.9950
9.00 3.00 7.850 0.000 1.9950
12.25 3.50 7.845 0.005 1.9945
16.00 4.00 7.845 0.000 1.9945
25.00 5.00 7.840 0.005 1.9940
36.00 6.00 7.840 0.000 1.9940
49.00 7.00 7.840 0.000 1.9940
64.00 8.00 7.835 0.005 1.9935
81.00 9.00 7.830 0.005 1.9930
100.00 10.00 7.830 0.000 1.9930
1440.00 37.95 7.810 0.020 1.9910
18. 18
Result:
For the given soil sample (Dhanauri Clay):
● Coefficient of Consolidation (Cv) = 2.827 x 10-3
cm2
/sec;(Average value).
● Compression Index (Cc)= 0.18; (from slope of curve plotted between logarithmic of stress v/s void ratio).
● Cs = 0.034
● Coefficient of Compressibility (av) = 0.0272 cm2
/kg; (Average value).
● Coefficient of Volume Compressibility (mv) = 2.763 x 10-2
cm2
/kg; (Average value).
● Cc/Cs = 5.294 (Within the range of 0-10; OK).
● Average value of Coeff. of Permeability (k) = 8.7858 x 10-6
cm/sec.
● Pre-consolidation stress = 110 kPa.
Discussion:
1. From consolidation test, the following information can be determined:
a) Amount of settlement experienced by a soil-structure after load application
b) Rate of consolidation of soil under a normal load
c) Degree of consolidation at any time
d) Pressure void ratio relationship
e) Coefficient of consolidation at various successively increasing pressure
f) Permeability of soil at various stages of loading
g) Compression index of soil
2. The general procedure for laboratory evaluation of consolidation characteristics of soils involves a
one-dimensional consolidation.
This is necessary because of:
• Difficulty of instrumentation for recording volume change and natural strains.
• Complexities in mathematical analysis of three-dimensional consolidation.
3. The underlying assumptions in the derivation of the mathematical equations are as follows:
• The clay layer is homogeneous.
• The clay layer is saturated, the compression of the soil layer is due to the change in volume only,
which in turn, is due to the squeezing out of water from the void spaces.
• Darcy’s law is valid.
• Deformation of soil occurs only in the direction of the load application.
4. Effects of ring friction
• During loading reduce stress acted on the specimen, specimen compresses less.
• During rebound reduce the swelling tendency specimen swell less.
• Flatten the swelling curve at low stress level.
5. Resultant Cv decreases with increasing stress, implying its NC clay.
6. Sample was preserved in polybag to check loss of moisture content.
19. 19
7. While preparing the specimen, attempt has to be made to have the consolidation apparatus
orientated in the same direction in the soil strata.
8. During trimming care should be taken in handling the soil specimen with least pressure.
9. Smaller increments of sequential loading have to be adopted for soft soils.
10. Graphs Plotted:
a) Dial reading VS square root of time.
b) Voids ratio VS logp (average pressure for the increment).
References:
1. IS: 2720 (Part 15) – 1965 (Reaffirmed‐2002),
2. D2435 / D2435M‐11,
3. BS 1377‐6
4. IS: 2-1960