Geotechnical Engineering-II [Lec #4: Unconfined Compression Test]
•Download as PPSX, PDF•
5 likes•3,682 views
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.
Report
Share
Report
Share
![1
Geotechnical Engineering–II [CE-321]
BSc Civil Engineering – 5th Semester
by
Dr. Muhammad Irfan
Assistant Professor
Civil Engg. Dept. – UET Lahore
Email: mirfan1@msn.com
Lecture Handouts: https://groups.google.com/d/forum/geotech-ii_2015session
Lecture # 4
15-Sep-2017](https://image.slidesharecdn.com/4-180930132645/85/Geotechnical-Engineering-II-Lec-4-Unconfined-Compression-Test-1-320.jpg)
Recommended
Geotechnical Engineering-II [Lec #27: Infinite Slope Stability Analysis]
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.
Geotechnical Engineering-I [Lec #18: Consolidation-II]
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.
Geotechnical Engineering-II [Lec #25: Coulomb EP Theory - Numericals]
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.
Consolidation Properties
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.
Shear strength of soil
The document discusses shear strength of soils. It defines shear strength as the soil's resistance to shearing stresses and deformation from particle displacement. Shear strength depends on cohesion between particles and frictional resistance, as modeled by the Mohr-Coulomb failure criterion. Laboratory tests like direct shear and triaxial shear tests are used to determine the shear strength parameters (c, φ) that describe a soil's failure envelope.
Unit3 hbn
This document discusses stresses in soils due to applied loads using Boussinesq's theory. It provides the assumptions and equations for calculating vertical stresses due to concentrated point loads, line loads, and strip loads on the surface of a semi-infinite elastic medium. The stresses decrease with distance from the load and depth below the surface. Pressure distribution diagrams and isobars are used to illustrate the stress distributions. Numerical examples are provided to demonstrate calculating stresses at points below different load configurations.
pre consolidation pressure
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
Geotechnical Engineering-II [Lec #28: Finite Slope Stability Analysis]
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.
Recommended
Geotechnical Engineering-II [Lec #27: Infinite Slope Stability Analysis]
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.
Geotechnical Engineering-I [Lec #18: Consolidation-II]
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.
Geotechnical Engineering-II [Lec #25: Coulomb EP Theory - Numericals]
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.
Consolidation Properties
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.
Shear strength of soil
The document discusses shear strength of soils. It defines shear strength as the soil's resistance to shearing stresses and deformation from particle displacement. Shear strength depends on cohesion between particles and frictional resistance, as modeled by the Mohr-Coulomb failure criterion. Laboratory tests like direct shear and triaxial shear tests are used to determine the shear strength parameters (c, φ) that describe a soil's failure envelope.
Unit3 hbn
This document discusses stresses in soils due to applied loads using Boussinesq's theory. It provides the assumptions and equations for calculating vertical stresses due to concentrated point loads, line loads, and strip loads on the surface of a semi-infinite elastic medium. The stresses decrease with distance from the load and depth below the surface. Pressure distribution diagrams and isobars are used to illustrate the stress distributions. Numerical examples are provided to demonstrate calculating stresses at points below different load configurations.
pre consolidation pressure
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
Geotechnical Engineering-II [Lec #28: Finite Slope Stability Analysis]
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.
Geotechnical Engineering-II [Lec #7: Soil Stresses due to External Load]
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.
Bearing capacity of Soil
1. Load-settlement curves for footings on dense sand or stiff clay show a pronounced peak and failure occurs at very small strains, with sudden sinking or tilting and surface heaving of adjoining soil.
2. For medium sand or clay, failure starts at a localized spot and migrates outward gradually, with large vertical strains and small lateral strains. Failure planes are not clearly defined.
3. Failure zones for footings on slopes do not extend above the horizontal plane through the base, and failure occurs when downward and upward pressures are equal.
TERZAGHI’S BEARING CAPACITY THEORY
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
Slope stability analysis methods
Slope stability analysis methods
By Zaid Al-Farhan / Geotechnical Engineer
Mosul University / Iraq
Geotechnical Engineering-I [Lec #2: Introduction-2]
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.
Lateral Earth pressure
This document summarizes Coulomb's earth pressure theory for calculating active and passive lateral earth pressures on retaining walls. It provides derivations of the equations for active and passive pressures in cohesionless soils based on force equilibrium. The key equations given are for the active earth pressure coefficient Ka, which relates the active earth pressure Pa to the vertical stress σv using soil unit weight γ, wall inclination α, and soil friction angle φ.
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )
This document describes the direct shear test procedure used in a geotechnical engineering laboratory class to determine the shear strength parameters of soils. It discusses how the direct shear test is conducted by applying a normal stress and increasing shear stress to a soil sample until failure. Key steps of the test procedure are outlined, and the document explains how shear strength parameters like cohesion (C') and the internal friction angle (f) can be calculated from the test results and plotted on a Mohr-Coulomb failure envelope graph.
Class 8 Triaxial Test ( Geotechnical Engineering )
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.
Geotechnical Engineering-I [Lec #17: Consolidation]
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.
Geotechnical Engineering-II [Lec #0: Course Material]
This document provides an overview of the Geotechnical Engineering-II course, including:
1) An outline of the course structure, learning outcomes, evaluation criteria, and pre-requisites.
2) A tentative lecture delivery plan that will cover topics like shear strength, stresses in soils, settlement analysis, bearing capacity, earth pressure, and slope stability over 15 weeks.
3) Suggested reference books for additional reading.
The document concludes with contact information for the course instructor.
Trixial test
The triaxial compression test is used to measure the shear strength of soils. [1] It involves placing a saturated soil specimen in a rubber membrane inside a triaxial cell. Cell pressure is applied to saturate the sample while maintaining drainage conditions. [2] Axial stress is then applied through a piston to induce shear failure while cell pressure is kept constant. There are three main types of triaxial tests based on drainage conditions during shear: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU). [3] The test allows accurate measurement of stress-strain behavior and pore pressure changes in soil specimens under controlled laboratory conditions.
Triaxial shear test of soils
It's required for finding c and phi of the soil which is further used to find bearing capacity of soils
Geotechnical Engineering-II [Lec #21: Lateral Earth Pressure)
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.
Unconfined Compression Test
The unconfined compression test is a type of unconsolidated-undrained test used for clay specimens. It involves compressing a cylindrical clay sample axially without lateral confinement. The major principal stress is the axial stress, while the minor principal stresses are zero. This allows measuring the unconfined compressive strength, sensitivity, shear strength parameters, and cohesion of cohesive soils. The test procedure involves extruding and trimming a soil specimen, measuring it, and compressing it at a controlled strain rate between loading plates while recording the load and stress. Parameters are calculated based on the failure load and specimen dimensions.
Standard penetration test (spt)
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.
Lecture 7 stress distribution in soil
The document provides information about stress distribution in soil due to self-weight and surface loads. It discusses Boussinesq's formula for calculating vertical stress in soil due to a concentrated surface load. The formula shows that vertical stress is directly proportional to the load, inversely proportional to depth squared, and depends on the ratio of radius to depth. A table of coefficient values used in the formula for different ratios of radius to depth is also provided.
Stone columns - an overview(Ground improvement)
Stone columns are a versatile ground improvement technique used since the 1950s. They involve compacting coarse aggregate in columns in the ground to reinforce, densify and drain weak soils. Stone columns can improve bearing capacity, stability, reduce settlements and mitigate liquefaction. They work by transferring loads around them to stiffer columns, accelerating consolidation. Installation methods include ramming and vibro-replacement. Case studies show stone column embankments experience less settlement than untreated ground. In summary, stone columns are an effective ground improvement technique to strengthen weak soils.
Lecture 8 consolidation and compressibility
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.
Bearing capacity of rock
1) The bearing capacity of intact rock is higher than jointed rock mass. Failure modes include local shear, general shear, compressive, splitting, and brittle vs ductile behavior.
2) Allowable bearing stress on rock masses is estimated based on rock quality designation (RQD) and empirical relationships. Higher RQD corresponds to higher allowable stress.
3) For jointed rock, net allowable bearing pressure considers discontinuity spacing and thickness, footing width, rock strength, and depth factors. Pile foundations also include depth of socket factors. Pressuremeter tests can also estimate allowable pressure.
Stresses in soil
Stress distribution in soils can be caused by self-weight of soil layers and surface loads. Stresses increase with depth due to self-weight and decrease radially from applied surface loads. Boussinesq developed equations to determine stresses below concentrated, line, strip and rectangular loads by representing them as point loads and using influence factors. Newmark proposed charts to simplify determining stresses below uniformly loaded areas of different shapes. Approximate methods like the 2:1 method also exist but are less accurate.
B.structure report
This document provides structural analysis for a 2-storey bungalow located in Sibu, Sarawak. It includes floor plans, structural plans, load distribution plans, and individual beam and column calculations. Beam calculations are presented for multiple beams, analyzing dead loads from slabs, beams, and walls, live loads, and calculating ultimate loads, reactions forces, shear force diagrams, and bending moment diagrams. Column calculations consider loads from walls, slabs, beams and live loads to determine ultimate loads and reaction forces.
Consolidated Drained (CD) Triaxial Test.pdf
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.
More Related Content
What's hot
Geotechnical Engineering-II [Lec #7: Soil Stresses due to External Load]
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.
Bearing capacity of Soil
1. Load-settlement curves for footings on dense sand or stiff clay show a pronounced peak and failure occurs at very small strains, with sudden sinking or tilting and surface heaving of adjoining soil.
2. For medium sand or clay, failure starts at a localized spot and migrates outward gradually, with large vertical strains and small lateral strains. Failure planes are not clearly defined.
3. Failure zones for footings on slopes do not extend above the horizontal plane through the base, and failure occurs when downward and upward pressures are equal.
TERZAGHI’S BEARING CAPACITY THEORY
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
Slope stability analysis methods
Slope stability analysis methods
By Zaid Al-Farhan / Geotechnical Engineer
Mosul University / Iraq
Geotechnical Engineering-I [Lec #2: Introduction-2]
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.
Lateral Earth pressure
This document summarizes Coulomb's earth pressure theory for calculating active and passive lateral earth pressures on retaining walls. It provides derivations of the equations for active and passive pressures in cohesionless soils based on force equilibrium. The key equations given are for the active earth pressure coefficient Ka, which relates the active earth pressure Pa to the vertical stress σv using soil unit weight γ, wall inclination α, and soil friction angle φ.
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )
This document describes the direct shear test procedure used in a geotechnical engineering laboratory class to determine the shear strength parameters of soils. It discusses how the direct shear test is conducted by applying a normal stress and increasing shear stress to a soil sample until failure. Key steps of the test procedure are outlined, and the document explains how shear strength parameters like cohesion (C') and the internal friction angle (f) can be calculated from the test results and plotted on a Mohr-Coulomb failure envelope graph.
Class 8 Triaxial Test ( Geotechnical Engineering )
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.
Geotechnical Engineering-I [Lec #17: Consolidation]
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.
Geotechnical Engineering-II [Lec #0: Course Material]
This document provides an overview of the Geotechnical Engineering-II course, including:
1) An outline of the course structure, learning outcomes, evaluation criteria, and pre-requisites.
2) A tentative lecture delivery plan that will cover topics like shear strength, stresses in soils, settlement analysis, bearing capacity, earth pressure, and slope stability over 15 weeks.
3) Suggested reference books for additional reading.
The document concludes with contact information for the course instructor.
Trixial test
The triaxial compression test is used to measure the shear strength of soils. [1] It involves placing a saturated soil specimen in a rubber membrane inside a triaxial cell. Cell pressure is applied to saturate the sample while maintaining drainage conditions. [2] Axial stress is then applied through a piston to induce shear failure while cell pressure is kept constant. There are three main types of triaxial tests based on drainage conditions during shear: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU). [3] The test allows accurate measurement of stress-strain behavior and pore pressure changes in soil specimens under controlled laboratory conditions.
Triaxial shear test of soils
It's required for finding c and phi of the soil which is further used to find bearing capacity of soils
Geotechnical Engineering-II [Lec #21: Lateral Earth Pressure)
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.
Unconfined Compression Test
The unconfined compression test is a type of unconsolidated-undrained test used for clay specimens. It involves compressing a cylindrical clay sample axially without lateral confinement. The major principal stress is the axial stress, while the minor principal stresses are zero. This allows measuring the unconfined compressive strength, sensitivity, shear strength parameters, and cohesion of cohesive soils. The test procedure involves extruding and trimming a soil specimen, measuring it, and compressing it at a controlled strain rate between loading plates while recording the load and stress. Parameters are calculated based on the failure load and specimen dimensions.
Standard penetration test (spt)
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.
Lecture 7 stress distribution in soil
The document provides information about stress distribution in soil due to self-weight and surface loads. It discusses Boussinesq's formula for calculating vertical stress in soil due to a concentrated surface load. The formula shows that vertical stress is directly proportional to the load, inversely proportional to depth squared, and depends on the ratio of radius to depth. A table of coefficient values used in the formula for different ratios of radius to depth is also provided.
Stone columns - an overview(Ground improvement)
Stone columns are a versatile ground improvement technique used since the 1950s. They involve compacting coarse aggregate in columns in the ground to reinforce, densify and drain weak soils. Stone columns can improve bearing capacity, stability, reduce settlements and mitigate liquefaction. They work by transferring loads around them to stiffer columns, accelerating consolidation. Installation methods include ramming and vibro-replacement. Case studies show stone column embankments experience less settlement than untreated ground. In summary, stone columns are an effective ground improvement technique to strengthen weak soils.
Lecture 8 consolidation and compressibility
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.
Bearing capacity of rock
1) The bearing capacity of intact rock is higher than jointed rock mass. Failure modes include local shear, general shear, compressive, splitting, and brittle vs ductile behavior.
2) Allowable bearing stress on rock masses is estimated based on rock quality designation (RQD) and empirical relationships. Higher RQD corresponds to higher allowable stress.
3) For jointed rock, net allowable bearing pressure considers discontinuity spacing and thickness, footing width, rock strength, and depth factors. Pile foundations also include depth of socket factors. Pressuremeter tests can also estimate allowable pressure.
Stresses in soil
Stress distribution in soils can be caused by self-weight of soil layers and surface loads. Stresses increase with depth due to self-weight and decrease radially from applied surface loads. Boussinesq developed equations to determine stresses below concentrated, line, strip and rectangular loads by representing them as point loads and using influence factors. Newmark proposed charts to simplify determining stresses below uniformly loaded areas of different shapes. Approximate methods like the 2:1 method also exist but are less accurate.
What's hot (20)
Geotechnical Engineering-II [Lec #7: Soil Stresses due to External Load]
Geotechnical Engineering-II [Lec #7: Soil Stresses due to External Load]
Geotechnical Engineering-I [Lec #2: Introduction-2]
Geotechnical Engineering-I [Lec #2: Introduction-2]
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )
Class 6 Shear Strength - Direct Shear Test ( Geotechnical Engineering )
Class 8 Triaxial Test ( Geotechnical Engineering )
Class 8 Triaxial Test ( Geotechnical Engineering )
Geotechnical Engineering-I [Lec #17: Consolidation]
Geotechnical Engineering-I [Lec #17: Consolidation]
Geotechnical Engineering-II [Lec #0: Course Material]
Geotechnical Engineering-II [Lec #0: Course Material]
Geotechnical Engineering-II [Lec #21: Lateral Earth Pressure)
Geotechnical Engineering-II [Lec #21: Lateral Earth Pressure)
Similar to Geotechnical Engineering-II [Lec #4: Unconfined Compression Test]
B.structure report
This document provides structural analysis for a 2-storey bungalow located in Sibu, Sarawak. It includes floor plans, structural plans, load distribution plans, and individual beam and column calculations. Beam calculations are presented for multiple beams, analyzing dead loads from slabs, beams, and walls, live loads, and calculating ultimate loads, reactions forces, shear force diagrams, and bending moment diagrams. Column calculations consider loads from walls, slabs, beams and live loads to determine ultimate loads and reaction forces.
Consolidated Drained (CD) Triaxial Test.pdf
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.
Geotechnical Engineering-II [Lec #3: Direct Shear Test)
Dr. Muhammad Irfan
Civil Engg. Dept. – UET Lahore
Email: mirfan1@msn.com
Lecture Handouts: https://groups.google.com/d/forum/geotech-ii_2015session
Lecture # 3
13-Sep-2017
02_waman_mcvay SOIL.pdf
This document summarizes centrifuge tests performed to measure the bearing capacity of shallow foundations under combined lateral and axial loads. The tests used a 1/36th scale model in a geotechnical centrifuge with a medium dense and very dense soil. Foundations with varying embedment and loading conditions were tested. Load vs. displacement curves showed the bearing capacity increased with denser soil and greater embedment. Analysis of a bearing capacity factor found existing methods sometimes overestimated values compared to measurements. The centrifuge tests provided data on the influence of combined loads on shallow foundations.
Setting and Usage of OpenFOAM multiphase solver (S-CLSVOF)
The S-CLSVOF solver in OpenFOAM uses a coupled volume of fluid (VOF) and level set method to simulate multiphase flows. It uses a level set function to track the interface and reinitialize it, improving on the standard VOF method. The solver has been implemented in OpenFOAM versions 2.0.x and higher but boundary conditions for the level set function have not been fully developed. The document provides information on setting up and running a dam break tutorial case using the S-CLSVOF solver by modifying an existing interFoam case.
Sd i-module3- rajesh sir
The document discusses the design of two-way slabs and staircases. It provides guidance on initial proportioning of slab thickness, analysis of bending moments using code provided coefficients, design of flexural reinforcement, checking for deflection and shear limits, and detailing of reinforcement. Specific examples are presented to demonstrate the design of simply supported and torsionally restrained slab panels with reinforcement calculated and laid out. Staircases are also briefly mentioned including different types like waist slab and folded plate.
Building Structure
This document presents the structural analysis of a two-storey bungalow located in Sibu, Sarawak. It includes floor plans, structural plans, load distribution plans, and individual beam and column calculations. The bungalow has a ground floor area of 228.16 sqm and first floor area of 150.61 sqm. Structural calculations are provided for various beams and columns, including determination of dead loads, live loads, ultimate loads, and reaction forces. Diagrams are also included showing shear force and bending moment.
structure analysis
This document contains structural plans and load calculations for a bungalow building. It includes plans showing beam connections, foundations, floors, and columns at scales of 1:100 to 1:250. Load calculations determine the dead loads from slabs, walls, and beams, live loads, and ultimate loads on floors and columns. Reactions and shear forces are calculated, with the maximum column load found to be 371 kN for column G-6 and 103 kN for column J-10.
direct_shear_test.pdf
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
66.-Merle C. Potter, David C. Wiggert, Bassem H. Ramadan - Mechanics of Fluid...
This document contains solutions to problems in a textbook on mechanics of fluids. It has 14 chapters that cover topics like fluid statics, fluids in motion, integral and differential forms of fundamental laws, dimensional analysis, internal and external flows, compressible flow, open channel flow, piping systems, and turbomachinery. Each chapter contains problems and their step-by-step solutions to aid instructors and students.
Rectangular tank example_latest
The document provides design details for a rectangular concrete tank with three chambers. It discusses load combinations and factors used by the Portland Cement Association (PCA) that differ slightly from American Concrete Institute (ACI) specifications. An interior wall and short exterior wall of the tank are then designed. The interior wall is designed for both vertical and horizontal bending using #8 bars spaced at 6 inches and 8 inches, respectively. The short exterior wall uses a 14 inch thickness with #6 bars at 8 inches for vertical bending to resist a moment of 28,672 lb-ft/ft.
1.4 latifs 17 dramix sog
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear force design values from applied loads. Design approaches are given for center point loads and edge loads, including consideration of soil resistance.
1.4 latifs 17 dramix sog
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear from factored loads for various load cases including center point loads and edge loads. Design of soil resistance for punching shear is also covered.
CSSM for Dummies.ppt
Critical State Soil Mechnaics, CSSM1D . Consolidation, DST Results, Yield Surfaces,CSSM for Slow learners, Direct Shear test results, NC Line, OC line, Critical state soil mechanics, Pore water Pressure Response from CSSM, Equivalent Stress Concept
Solution to-2nd-semester-soil-mechanics-2015-2016
This document contains a soil mechanics exam with four questions. Question 1 involves calculating the factor of safety for a cut in stiff clay. Question 2 calculates total stress at a point below two foundations. Question 3 involves drawing shear strength envelopes from triaxial test data. Question 4 determines shear strength parameters from direct shear tests and uses them to calculate initial cell pressure in a triaxial test.
Thin cylinder
Thin cylinders by P.Senthamaraikannan, Assistant professor, Department of Mechanical Engineering, Kamaraj college of Engineering and Technology
Ans1
This document contains worked solutions to three hydraulics problems. In problem 1, the author calculates flow rates and forces in a channel. They find a flow rate of 58.8 m/s and a force of 538 N. Problem 2 involves calculating velocities and pressures in a siphon, finding velocities of 7.67 m/s and a gauge pressure of -54.9 kPa. For part b, they calculate the exit level is 25.8 m below the surface. Problem 3 parts a and b involve calculating flow rates in pipes, finding rates of 71.6 L/s and 0.05 m3/s respectively, and the head required by a pump of 61.6 m.
Numerical and analytical studies of single and multiphase starting jets and p...
Numerical and analytical studies of single and multiphase starting jets and p...Ruo-Qian (Roger) Wang
Multiphase starting jets and plumes are widely observed in nature and engineering systems. An environmental engineering example is open-water disposal of sediments. The present study numerically simulates such starting jets/plumes using Large Eddy Simulations. The numerical scheme is first validated for single phase plumes, and the relationship between buoyancy and penetration rate is revealed. Then, the trailing stem behind the main cloud is identified, and the the formation number (critical ratio U[delta]t/D, where U, D and [delta]t are discharge velocity, diameter and duration) that determines its presence is determined as a function of plume buoyancy. A unified relationship for starting plumes is developed to describe behaviors from negative to positive buoyancy. In multiphase simulations, two-phase phenomena are clarified including phase separation and the effect of particle release conditions. The most popular similarity law to scale up from the lab to the field (Cloud number scaling) is validated by a series of simulations. Finally, an example of sediment disposal in the field is given based on the present study. In related theoretical analysis, an analytical model on the vortex ring is developed and found to agree well with the direct numerical simulation results.Ex 10 unconfined compression test
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.
3
This lab report describes procedures for determining the uniaxial compressive strength of rock samples using point load testing. Specimens are placed between platens and loaded until failure. The failure load is used to calculate the point load strength index and index correction factor, which are then used to determine the uniaxial compressive strength. Tests were conducted on both core and irregular samples under both axial and diametrical loading. Observations and calculations are presented for several test specimens.
Similar to Geotechnical Engineering-II [Lec #4: Unconfined Compression Test] (20)
Geotechnical Engineering-II [Lec #3: Direct Shear Test)
Geotechnical Engineering-II [Lec #3: Direct Shear Test)
Setting and Usage of OpenFOAM multiphase solver (S-CLSVOF)
Setting and Usage of OpenFOAM multiphase solver (S-CLSVOF)
66.-Merle C. Potter, David C. Wiggert, Bassem H. Ramadan - Mechanics of Fluid...
66.-Merle C. Potter, David C. Wiggert, Bassem H. Ramadan - Mechanics of Fluid...
Numerical and analytical studies of single and multiphase starting jets and p...
Numerical and analytical studies of single and multiphase starting jets and p...
More from Muhammad Irfan
Geotechnical Engineering-II [Lec #26: Slope Stability]
Dr. Muhammad Irfan
Email: mirfan1@msn.com
Lecture Handouts: https://groups.google.com/d/forum/geotech-ii_2015session
Geotechnical Engineering-II [Lec #24: Coulomb EP Theory]
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.
Geotechnical Engineering-II [Lec #23: Rankine Earth Pressure Theory]
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.
Geotechnical Engineering-II [Lec #22: Earth Pressure at Rest]
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.
Geotechnical Engineering-II [Lec #20: WT effect on Bearing Capcity)
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.
Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]
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.
Geotechnical Engineering-II [Lec #18: Terzaghi Bearing Capacity Equation]
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.
Geotechnical Engineering-II [Lec #17: Bearing Capacity of Soil]
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.
Geotechnical Engineering-II [Lec #15 & 16: Schmertmann Method]
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.
Geotechnical Engineering-II [Lec #14: Timoshenko & Goodier Method]
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.
Geotechnical Engineering-II [Lec #13: Elastic Settlements]
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.
Geotechnical Engineering-II [Lec #12: Consolidation Settlement Computation]
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.
Geotechnical Engineering-II [Lec #11: Settlement Computation]
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.
Geotechnical Engineering-II [Lec #9+10: Westergaard Theory]
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.
Geotechnical Engineering-II [Lec #8: Boussinesq Method - Rectangular Areas]
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.
Geotechnical Engineering-II [Lec #7A: Boussinesq Method]
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.
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
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.
Geotechnical Engineering-II [Lec #5: Triaxial Compression Test]
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.
Geotechnical Engineering-II [Lec #2: Mohr-Coulomb Failure Criteria]
This document provides a summary of Lecture 2 on the Mohr-Coulomb failure criteria in geotechnical engineering. It introduces the relationship between normal and shear stresses on a failure plane using the Mohr-Coulomb equation. It then discusses the graphical representation of this relationship using Mohr's circle, showing how the major and minor principal stresses and maximum shear stress can be determined. It demonstrates how the Mohr circle expands under increasing loads until it contacts the failure envelope, indicating failure. The criteria is shown for both total and effective stresses, accounting for pore water pressure. Steps to derive the failure condition directly from the geometry of the Mohr circle are also presented.
Geotechnical Engineering-II [Lec #1: Shear Strength of Soil]
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.
More from Muhammad Irfan (20)
Geotechnical Engineering-II [Lec #26: Slope Stability]
Geotechnical Engineering-II [Lec #26: Slope Stability]
Geotechnical Engineering-II [Lec #24: Coulomb EP Theory]
Geotechnical Engineering-II [Lec #24: Coulomb EP Theory]
Geotechnical Engineering-II [Lec #23: Rankine Earth Pressure Theory]
Geotechnical Engineering-II [Lec #23: Rankine Earth Pressure Theory]
Geotechnical Engineering-II [Lec #22: Earth Pressure at Rest]
Geotechnical Engineering-II [Lec #22: Earth Pressure at Rest]
Geotechnical Engineering-II [Lec #20: WT effect on Bearing Capcity)
Geotechnical Engineering-II [Lec #20: WT effect on Bearing Capcity)
Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]
Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]
Geotechnical Engineering-II [Lec #18: Terzaghi Bearing Capacity Equation]
Geotechnical Engineering-II [Lec #18: Terzaghi Bearing Capacity Equation]
Geotechnical Engineering-II [Lec #17: Bearing Capacity of Soil]
Geotechnical Engineering-II [Lec #17: Bearing Capacity of Soil]
Geotechnical Engineering-II [Lec #15 & 16: Schmertmann Method]
Geotechnical Engineering-II [Lec #15 & 16: Schmertmann Method]
Geotechnical Engineering-II [Lec #14: Timoshenko & Goodier Method]
Geotechnical Engineering-II [Lec #14: Timoshenko & Goodier Method]
Geotechnical Engineering-II [Lec #13: Elastic Settlements]
Geotechnical Engineering-II [Lec #13: Elastic Settlements]
Geotechnical Engineering-II [Lec #12: Consolidation Settlement Computation]
Geotechnical Engineering-II [Lec #12: Consolidation Settlement Computation]
Geotechnical Engineering-II [Lec #11: Settlement Computation]
Geotechnical Engineering-II [Lec #11: Settlement Computation]
Geotechnical Engineering-II [Lec #9+10: Westergaard Theory]
Geotechnical Engineering-II [Lec #9+10: Westergaard Theory]
Geotechnical Engineering-II [Lec #8: Boussinesq Method - Rectangular Areas]
Geotechnical Engineering-II [Lec #8: Boussinesq Method - Rectangular Areas]
Geotechnical Engineering-II [Lec #7A: Boussinesq Method]
Geotechnical Engineering-II [Lec #7A: Boussinesq Method]
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
Geotechnical Engineering-II [Lec #5: Triaxial Compression Test]
Geotechnical Engineering-II [Lec #5: Triaxial Compression Test]
Geotechnical Engineering-II [Lec #2: Mohr-Coulomb Failure Criteria]
Geotechnical Engineering-II [Lec #2: Mohr-Coulomb Failure Criteria]
Geotechnical Engineering-II [Lec #1: Shear Strength of Soil]
Geotechnical Engineering-II [Lec #1: Shear Strength of Soil]
Recently uploaded
Digital Twins Computer Networking Paper Presentation.pptx
A Digital Twin in computer networking is a virtual representation of a physical network, used to simulate, analyze, and optimize network performance and reliability. It leverages real-time data to enhance network management, predict issues, and improve decision-making processes.
一比一原版(CalArts毕业证)加利福尼亚艺术学院毕业证如何办理
CalArts毕业证学历书【微信95270640】CalArts毕业证’圣力嘉学院毕业证《Q微信95270640》办理CalArts毕业证√文凭学历制作{CalArts文凭}购买学历学位证书本科硕士,CalArts毕业证学历学位证【实体公司】办毕业证、成绩单、学历认证、学位证、文凭认证、办留信网认证、（网上可查，实体公司，专业可靠）
(诚招代理)办理国外高校毕业证成绩单文凭学位证,真实使馆公证（留学回国人员证明）真实留信网认证国外学历学位认证雅思代考国外学校代申请名校保录开请假条改GPA改成绩ID卡
1.高仿业务:【本科硕士】毕业证,成绩单（GPA修改）,学历认证（教育部认证）,大学Offer,,ID,留信认证,使馆认证,雅思,语言证书等高仿类证书；
2.认证服务: 学历认证（教育部认证）,大使馆认证（回国人员证明）,留信认证（可查有编号证书）,大学保录取,雅思保分成绩单。
3.技术服务：钢印水印烫金激光防伪凹凸版设计印刷激凸温感光标底纹镭射速度快。
办理加利福尼亚艺术学院加利福尼亚艺术学院毕业证文凭证书流程：
1客户提供办理信息：姓名生日专业学位毕业时间等（如信息不确定可以咨询顾问：我们有专业老师帮你查询）；
2开始安排制作毕业证成绩单电子图；
3毕业证成绩单电子版做好以后发送给您确认；
4毕业证成绩单电子版您确认信息无误之后安排制作成品；
5成品做好拍照或者视频给您确认；
6快递给客户（国内顺丰国外DHLUPS等快读邮寄）
-办理真实使馆公证（即留学回国人员证明）
-办理各国各大学文凭（世界名校一对一专业服务,可全程监控跟踪进度）
-全套服务：毕业证成绩单真实使馆公证真实教育部认证。让您回国发展信心十足！
（详情请加一下 文凭顾问+微信:95270640）欢迎咨询！子小伍玩小伍比山娃小一岁虎头虎脑的很霸气父亲让山娃跟小伍去夏令营听课山娃很高兴夏令营就设在附近一所小学山娃发现那所小学比自己的学校更大更美操场上还铺有塑胶跑道呢里面很多小朋友一班一班的快快乐乐原来城里娃都藏这儿来了怪不得平时见不到他们山娃恍然大悟起来吹拉弹唱琴棋书画山娃都不懂却什么都想学山娃怨自己太笨什么都不会斟酌再三山娃终于选定了学美术当听说每月要交元时父亲犹豫了山娃也说爸算了吧咱学校一学期才转
2008 BUILDING CONSTRUCTION Illustrated - Ching Chapter 02 The Building.pdf
2008 BUILDING CONSTRUCTION Illustrated - Ching Chapter 02 The Building
Redefining brain tumor segmentation: a cutting-edge convolutional neural netw...
Medical image analysis has witnessed significant advancements with deep learning techniques. In the domain of brain tumor segmentation, the ability to
precisely delineate tumor boundaries from magnetic resonance imaging (MRI)
scans holds profound implications for diagnosis. This study presents an ensemble convolutional neural network (CNN) with transfer learning, integrating
the state-of-the-art Deeplabv3+ architecture with the ResNet18 backbone. The
model is rigorously trained and evaluated, exhibiting remarkable performance
metrics, including an impressive global accuracy of 99.286%, a high-class accuracy of 82.191%, a mean intersection over union (IoU) of 79.900%, a weighted
IoU of 98.620%, and a Boundary F1 (BF) score of 83.303%. Notably, a detailed comparative analysis with existing methods showcases the superiority of
our proposed model. These findings underscore the model’s competence in precise brain tumor localization, underscoring its potential to revolutionize medical
image analysis and enhance healthcare outcomes. This research paves the way
for future exploration and optimization of advanced CNN models in medical
imaging, emphasizing addressing false positives and resource efficiency.
LLM Fine Tuning with QLoRA Cassandra Lunch 4, presented by Anant
Slides for the 4th Presentation on LLM Fine-Tuning with QLoRA Presented by Anant, featuring DataStax Astra
Object Oriented Analysis and Design - OOAD
This ppt gives detailed description of Object Oriented Analysis and design.
Rainfall intensity duration frequency curve statistical analysis and modeling...
Using data from 41 years in Patna’ India’ the study’s goal is to analyze the trends of how often it rains on a weekly, seasonal, and annual basis (1981−2020). First, utilizing the intensity-duration-frequency (IDF) curve and the relationship by statistically analyzing rainfall’ the historical rainfall data set for Patna’ India’ during a 41 year period (1981−2020), was evaluated for its quality. Changes in the hydrologic cycle as a result of increased greenhouse gas emissions are expected to induce variations in the intensity, length, and frequency of precipitation events. One strategy to lessen vulnerability is to quantify probable changes and adapt to them. Techniques such as log-normal, normal, and Gumbel are used (EV-I). Distributions were created with durations of 1, 2, 3, 6, and 24 h and return times of 2, 5, 10, 25, and 100 years. There were also mathematical correlations discovered between rainfall and recurrence interval.
Findings: Based on findings, the Gumbel approach produced the highest intensity values, whereas the other approaches produced values that were close to each other. The data indicates that 461.9 mm of rain fell during the monsoon season’s 301st week. However, it was found that the 29th week had the greatest average rainfall, 92.6 mm. With 952.6 mm on average, the monsoon season saw the highest rainfall. Calculations revealed that the yearly rainfall averaged 1171.1 mm. Using Weibull’s method, the study was subsequently expanded to examine rainfall distribution at different recurrence intervals of 2, 5, 10, and 25 years. Rainfall and recurrence interval mathematical correlations were also developed. Further regression analysis revealed that short wave irrigation, wind direction, wind speed, pressure, relative humidity, and temperature all had a substantial influence on rainfall.
Originality and value: The results of the rainfall IDF curves can provide useful information to policymakers in making appropriate decisions in managing and minimizing floods in the study area.
一比一原版(osu毕业证书)美国俄勒冈州立大学毕业证如何办理
原版一模一样【微信：741003700 】【(osu毕业证书)美国俄勒冈州立大学毕业证成绩单】【微信：741003700 】学位证，留信认证（真实可查，永久存档）原件一模一样纸张工艺/offer、雅思、外壳等材料/诚信可靠,可直接看成品样本，帮您解决无法毕业带来的各种难题！外壳，原版制作，诚信可靠，可直接看成品样本。行业标杆！精益求精，诚心合作，真诚制作！多年品质 ,按需精细制作，24小时接单,全套进口原装设备。十五年致力于帮助留学生解决难题，包您满意。
本公司拥有海外各大学样板无数，能完美还原。
1:1完美还原海外各大学毕业材料上的工艺：水印，阴影底纹，钢印LOGO烫金烫银，LOGO烫金烫银复合重叠。文字图案浮雕、激光镭射、紫外荧光、温感、复印防伪等防伪工艺。材料咨询办理、认证咨询办理请加学历顾问Q/微741003700
【主营项目】
一.毕业证【q微741003700】成绩单、使馆认证、教育部认证、雅思托福成绩单、学生卡等！
二.真实使馆公证(即留学回国人员证明,不成功不收费)
三.真实教育部学历学位认证（教育部存档！教育部留服网站永久可查）
四.办理各国各大学文凭(一对一专业服务,可全程监控跟踪进度)
如果您处于以下几种情况：
◇在校期间，因各种原因未能顺利毕业……拿不到官方毕业证【q/微741003700】
◇面对父母的压力，希望尽快拿到；
◇不清楚认证流程以及材料该如何准备；
◇回国时间很长，忘记办理；
◇回国马上就要找工作，办给用人单位看；
◇企事业单位必须要求办理的
◇需要报考公务员、购买免税车、落转户口
◇申请留学生创业基金
留信网认证的作用:
1:该专业认证可证明留学生真实身份
2:同时对留学生所学专业登记给予评定
3:国家专业人才认证中心颁发入库证书
4:这个认证书并且可以归档倒地方
5:凡事获得留信网入网的信息将会逐步更新到个人身份内，将在公安局网内查询个人身份证信息后，同步读取人才网入库信息
6:个人职称评审加20分
7:个人信誉贷款加10分
8:在国家人才网主办的国家网络招聘大会中纳入资料，供国家高端企业选择人才
办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】外观非常简单，由纸质材料制成，上面印有校徽、校名、毕业生姓名、专业等信息。
办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】格式相对统一，各专业都有相应的模板。通常包括以下部分：
校徽：象征着学校的荣誉和传承。
校名:学校英文全称
授予学位：本部分将注明获得的具体学位名称。
毕业生姓名：这是最重要的信息之一，标志着该证书是由特定人员获得的。
颁发日期：这是毕业正式生效的时间，也代表着毕业生学业的结束。
其他信息：根据不同的专业和学位，可能会有一些特定的信息或章节。
办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】价值很高，需要妥善保管。一般来说，应放置在安全、干燥、防潮的地方，避免长时间暴露在阳光下。如需使用，最好使用复印件而不是原件，以免丢失。
综上所述，办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】是证明身份和学历的高价值文件。外观简单庄重，格式统一，包括重要的个人信息和发布日期。对持有人来说，妥善保管是非常重要的。
Applications of artificial Intelligence in Mechanical Engineering.pdf
Historically, mechanical engineering has relied heavily on human expertise and empirical methods to solve complex problems. With the introduction of computer-aided design (CAD) and finite element analysis (FEA), the field took its first steps towards digitization. These tools allowed engineers to simulate and analyze mechanical systems with greater accuracy and efficiency. However, the sheer volume of data generated by modern engineering systems and the increasing complexity of these systems have necessitated more advanced analytical tools, paving the way for AI.
AI offers the capability to process vast amounts of data, identify patterns, and make predictions with a level of speed and accuracy unattainable by traditional methods. This has profound implications for mechanical engineering, enabling more efficient design processes, predictive maintenance strategies, and optimized manufacturing operations. AI-driven tools can learn from historical data, adapt to new information, and continuously improve their performance, making them invaluable in tackling the multifaceted challenges of modern mechanical engineering.
Embedded machine learning-based road conditions and driving behavior monitoring
Car accident rates have increased in recent years, resulting in losses in human lives, properties, and other financial costs. An embedded machine learning-based system is developed to address this critical issue. The system can monitor road conditions, detect driving patterns, and identify aggressive driving behaviors. The system is based on neural networks trained on a comprehensive dataset of driving events, driving styles, and road conditions. The system effectively detects potential risks and helps mitigate the frequency and impact of accidents. The primary goal is to ensure the safety of drivers and vehicles. Collecting data involved gathering information on three key road events: normal street and normal drive, speed bumps, circular yellow speed bumps, and three aggressive driving actions: sudden start, sudden stop, and sudden entry. The gathered data is processed and analyzed using a machine learning system designed for limited power and memory devices. The developed system resulted in 91.9% accuracy, 93.6% precision, and 92% recall. The achieved inference time on an Arduino Nano 33 BLE Sense with a 32-bit CPU running at 64 MHz is 34 ms and requires 2.6 kB peak RAM and 139.9 kB program flash memory, making it suitable for resource-constrained embedded systems.
Data Driven Maintenance | UReason Webinar
Discover the latest insights on Data Driven Maintenance with our comprehensive webinar presentation. Learn about traditional maintenance challenges, the right approach to utilizing data, and the benefits of adopting a Data Driven Maintenance strategy. Explore real-world examples, industry best practices, and innovative solutions like FMECA and the D3M model. This presentation, led by expert Jules Oudmans, is essential for asset owners looking to optimize their maintenance processes and leverage digital technologies for improved efficiency and performance. Download now to stay ahead in the evolving maintenance landscape.
AI for Legal Research with applications, tools
AI applications in legal research include rapid document analysis, case law review, and statute interpretation. AI-powered tools can sift through vast legal databases to find relevant precedents and citations, enhancing research accuracy and speed. They assist in legal writing by drafting and proofreading documents. Predictive analytics help foresee case outcomes based on historical data, aiding in strategic decision-making. AI also automates routine tasks like contract review and due diligence, freeing up lawyers to focus on complex legal issues. These applications make legal research more efficient, cost-effective, and accessible.
Recently uploaded (20)
Digital Twins Computer Networking Paper Presentation.pptx
Digital Twins Computer Networking Paper Presentation.pptx
2008 BUILDING CONSTRUCTION Illustrated - Ching Chapter 02 The Building.pdf
2008 BUILDING CONSTRUCTION Illustrated - Ching Chapter 02 The Building.pdf
Redefining brain tumor segmentation: a cutting-edge convolutional neural netw...
Redefining brain tumor segmentation: a cutting-edge convolutional neural netw...
LLM Fine Tuning with QLoRA Cassandra Lunch 4, presented by Anant
LLM Fine Tuning with QLoRA Cassandra Lunch 4, presented by Anant
Rainfall intensity duration frequency curve statistical analysis and modeling...
Rainfall intensity duration frequency curve statistical analysis and modeling...
Applications of artificial Intelligence in Mechanical Engineering.pdf
Applications of artificial Intelligence in Mechanical Engineering.pdf
Embedded machine learning-based road conditions and driving behavior monitoring
Embedded machine learning-based road conditions and driving behavior monitoring
Geotechnical Engineering-II [Lec #4: Unconfined Compression Test]
- 1. 1 Geotechnical Engineering–II [CE-321] BSc Civil Engineering – 5th Semester by Dr. Muhammad Irfan Assistant Professor Civil Engg. Dept. – UET Lahore Email: mirfan1@msn.com Lecture Handouts: https://groups.google.com/d/forum/geotech-ii_2015session Lecture # 4 15-Sep-2017
- 2. 2 SHEAR STRENGTH - LAB DETERMINATION - 1. Direct shear test 2. Unconfined compression test 3. Triaxial compression test Unconfined Compression Test • “Unconfined” sample • For cohesive soils only
- 3. 3 UNCONFINED COMPRESSION TEST tan cf Proving Ring
- 4. 4 UNCONFINED COMPRESSION TEST tan cf Proving Ring 1 > 0 3 = 0 Confining pressure, 3 = 0
- 5. 5 UNCONFINED COMPRESSION TEST tan cf Proving Ring qu = 1 Stress,(kPa) Axial Strain, e (%) Unconfined Compressive Strength
- 6. 6 tan cf Stress,(kPa) Axial Strain, e (%) Shearstress, Normal stress, Cu cu = τf = σ1/2 = qu/2 Undrained Cohesion (CU) = Undrained Strength (SU) OR τf σ1σ3 = 0 How to determine shear strength parameters c and ? UNCONFINED COMPRESSION TEST - Analysis of Results - qu = 1 Unconfined Compressive Strength = 0 τf = cu
- 7. 7 Dia. Of Sample, D = 1.5in Length of Sample, Lo = 3in Orignal x-area of Sample, Ao = 1.767in2 Volume of the Smaple, V = 5.30in3 Wt. of the Specimen, M = 0.1lb Bulk Density, γb = 0.019lb/in3 Moisture Content, w = % Proving Ring Constant = 0.8lb/div DDG L.C. = 0.0005in Sample# Cell Pressure DDG Reading Proving Ring DG Reading Sample Deformation Axial Strain Corrected Area Axial Load Axial Stress ΔL = Col-3 x LC ξ = ΔL/Lo AC = Ao / (1-ξ ) Col-4 x PRC Col-8 / Col-7 (kPa) (div.) (div.) (in) (in2) (lb) (psi) (kPa) Col-1 Col-2 Col-3 Col-4 Col-5 Col-6 Col-7 Col-8 Col-9 1 0 0 0 0.000 0.0000 1.767 0.00 0.00 0.00 10 4 0.005 0.0017 1.770 3.20 1.81 12.46 20 6 0.010 0.0033 1.773 4.80 2.71 18.67 30 7 0.015 0.0050 1.776 5.60 3.15 21.74 40 9 0.020 0.0067 1.779 7.20 4.05 27.91 UNCONFINED COMPRESSION TEST - Calculations - Sample Calculations
- 8. 9 SENSITIVITY AND THIXOTROPY OF CLAY SENSITIVITY Loss of strength of clay in the remolded form. THIXOTROPY Gain in strength of clay with time. • Most (but not all) clays are partially thixotropic. Time
- 9. 10 CONCLUDED REFERENCE MATERIAL Principles of Geotechnical Engineering – (7th Edition) Braja M. Das Chapter #12 Geotechnical Engineering – Principles and Practices – (2nd Edition) Coduto, Yueng, and Kitch Chapter #12 Essentials of Soil Mechanics and Foundations – Basic Geotechnics – (7th Edition) David F. McCarthy Chapter #11
- 10. 11 SENSITIVITY AND THIXOTROPY OF CLAY