The document reports on a soil investigation for a thermal power plant project. 9 boreholes were drilled and sampled on site to characterize the subsurface soil conditions. Laboratory tests were conducted including moisture content, unit weight, grain size distribution, liquid/plastic limits, direct shear, and compression tests. The subsurface consists of topsoil underlain by interbedded layers of clay, silt and sand to depths of 30-40m. The conclusions recommend designs consider the soil properties and groundwater conditions characterized in the investigation.
This soil investigation report summarizes subsurface exploration and laboratory testing conducted for a proposed wind turbine foundation project. One borehole was drilled to a depth of 10 meters and standard penetration and sampling tests were performed. Undisturbed and disturbed soil samples were collected and subjected to various laboratory tests to determine physical and engineering properties. These included dry density, particle size analysis, Atterberg limits, shear strength, consolidation, and free swell tests. The results were analyzed to evaluate the subsurface conditions and provide a safe bearing capacity for foundation design of the wind turbine.
The document provides work method statements for soil investigation of the Chennai Metro Rail Project. It outlines the scope of work including boring and drilling at 100m intervals along the project alignment and conducting standard penetration tests and vane shear tests. It describes sampling procedures for disturbed and undisturbed soil samples and rock cores. Laboratory tests are to include moisture content, grain size distribution, Atterberg limits, and consolidation tests. The document provides safety measures and procedures for soil investigation works.
Presentation subsoil investigation foundation recommendation geotechnical ass...kufrebssy
The document summarizes a student's SIWES seminar presentation on geotechnical assessment conducted during an internship. The student conducted subsoil investigation tests at a site using cone penetration and standard penetration tests. Test results found soil strength and compressibility varied with depth, with shallower soils having moderate properties and deeper soils having good properties. Analysis of test data determined a stiffened raft slab foundation design would be adequate. The internship helped the student learn soil testing skills and gain practical experience applying geological knowledge, though challenges included work procedures and restrictions.
This document discusses different types of in-situ soil tests used for subsurface exploration, including penetrometer tests. It describes the standard penetration test (SPT), which involves driving a split-spoon sampler into the soil using blows from a hammer. It also discusses the static cone penetration test (SCPT) and dynamic cone penetration test (DCPT), which measure soil resistance during penetration. SPT values are corrected based on overburden pressure and dilatancy. DCPT can identify soil variability but is not suitable for cohesive soils or depths with rod friction. SCPT and DCPT provide continuous resistance profiles without boreholes.
This document provides an overview of site investigation procedures for determining subsurface soil conditions. It discusses the purposes of site investigations, which include selecting foundation types, evaluating load capacity, estimating settlements, and determining potential foundation problems. The exploration program aims to determine soil stratification and engineering properties through borings, samples, and field tests. Standard procedures are outlined for boring depth and spacing, soil and rock sampling methods, groundwater level determination, and field strength tests like SPT, CPT, and PLT.
Site Investigation and Example of Soil SamplingJoana Bain
The document provides information on various soil testing methods conducted as part of a site investigation study. It discusses procedures for collecting undisturbed and disturbed soil samples, and conducting tests such as grain size analysis, Atterberg limits tests, relative density tests, and compaction tests. The purpose of the site investigation and specific laboratory tests are explained. Sample collection and testing is performed to obtain properties of the soil and understand its suitability for construction purposes.
The document discusses various methods for soil exploration including test trenches, auger borings, rotary drilling, and geophysical methods. It also discusses soil sampling techniques for obtaining both disturbed and undisturbed samples. Common stages in a site investigation are described including desk studies, field investigations, laboratory testing, and reporting. The purpose of soil investigations is to determine subsurface soil conditions to influence foundation design and construction.
Types of samplers used in soil samplingAna Debbarma
There are two types of soil samples:
1. Disturbed samples - The natural structure of the soil is modified or destroyed during sampling.
2. Undisturbed samples - The natural structure and properties of the soil remain preserved.
Soil sampling devices include open drive samplers, piston samplers, and rotary samplers. Open drive samplers use thin-walled tubes that are pushed into the soil to collect undisturbed samples. Piston samplers also use thin-walled tubes but have a piston inside to prevent excess soil from entering and maintain sample integrity. Rotary samplers have an outer rotating barrel and inner stationary tube to collect annular ring samples.
This soil investigation report summarizes subsurface exploration and laboratory testing conducted for a proposed wind turbine foundation project. One borehole was drilled to a depth of 10 meters and standard penetration and sampling tests were performed. Undisturbed and disturbed soil samples were collected and subjected to various laboratory tests to determine physical and engineering properties. These included dry density, particle size analysis, Atterberg limits, shear strength, consolidation, and free swell tests. The results were analyzed to evaluate the subsurface conditions and provide a safe bearing capacity for foundation design of the wind turbine.
The document provides work method statements for soil investigation of the Chennai Metro Rail Project. It outlines the scope of work including boring and drilling at 100m intervals along the project alignment and conducting standard penetration tests and vane shear tests. It describes sampling procedures for disturbed and undisturbed soil samples and rock cores. Laboratory tests are to include moisture content, grain size distribution, Atterberg limits, and consolidation tests. The document provides safety measures and procedures for soil investigation works.
Presentation subsoil investigation foundation recommendation geotechnical ass...kufrebssy
The document summarizes a student's SIWES seminar presentation on geotechnical assessment conducted during an internship. The student conducted subsoil investigation tests at a site using cone penetration and standard penetration tests. Test results found soil strength and compressibility varied with depth, with shallower soils having moderate properties and deeper soils having good properties. Analysis of test data determined a stiffened raft slab foundation design would be adequate. The internship helped the student learn soil testing skills and gain practical experience applying geological knowledge, though challenges included work procedures and restrictions.
This document discusses different types of in-situ soil tests used for subsurface exploration, including penetrometer tests. It describes the standard penetration test (SPT), which involves driving a split-spoon sampler into the soil using blows from a hammer. It also discusses the static cone penetration test (SCPT) and dynamic cone penetration test (DCPT), which measure soil resistance during penetration. SPT values are corrected based on overburden pressure and dilatancy. DCPT can identify soil variability but is not suitable for cohesive soils or depths with rod friction. SCPT and DCPT provide continuous resistance profiles without boreholes.
This document provides an overview of site investigation procedures for determining subsurface soil conditions. It discusses the purposes of site investigations, which include selecting foundation types, evaluating load capacity, estimating settlements, and determining potential foundation problems. The exploration program aims to determine soil stratification and engineering properties through borings, samples, and field tests. Standard procedures are outlined for boring depth and spacing, soil and rock sampling methods, groundwater level determination, and field strength tests like SPT, CPT, and PLT.
Site Investigation and Example of Soil SamplingJoana Bain
The document provides information on various soil testing methods conducted as part of a site investigation study. It discusses procedures for collecting undisturbed and disturbed soil samples, and conducting tests such as grain size analysis, Atterberg limits tests, relative density tests, and compaction tests. The purpose of the site investigation and specific laboratory tests are explained. Sample collection and testing is performed to obtain properties of the soil and understand its suitability for construction purposes.
The document discusses various methods for soil exploration including test trenches, auger borings, rotary drilling, and geophysical methods. It also discusses soil sampling techniques for obtaining both disturbed and undisturbed samples. Common stages in a site investigation are described including desk studies, field investigations, laboratory testing, and reporting. The purpose of soil investigations is to determine subsurface soil conditions to influence foundation design and construction.
Types of samplers used in soil samplingAna Debbarma
There are two types of soil samples:
1. Disturbed samples - The natural structure of the soil is modified or destroyed during sampling.
2. Undisturbed samples - The natural structure and properties of the soil remain preserved.
Soil sampling devices include open drive samplers, piston samplers, and rotary samplers. Open drive samplers use thin-walled tubes that are pushed into the soil to collect undisturbed samples. Piston samplers also use thin-walled tubes but have a piston inside to prevent excess soil from entering and maintain sample integrity. Rotary samplers have an outer rotating barrel and inner stationary tube to collect annular ring samples.
The document discusses soil investigation methods used to characterize soil properties for engineering projects. It describes different soil horizons defined by composition and depth. Key soil characteristics discussed include color, texture, aggregation, porosity, ion content, and pH. Common soil investigation techniques are also summarized, such as trial pitting, dynamic probe testing, cable percussive boreholes, and rotary drilled boreholes. The purposes of soil investigations are to determine suitability for construction and adequate foundation design while anticipating difficulties.
This document provides information on the standard penetration test (SPT), including the instruments, procedures, corrections, and applications. It describes that the SPT is commonly used to evaluate the in-situ properties of cohesionless soils. The key instruments are a split spoon sampler, drive-weight assembly with a 63.5 kg hammer, and cathead. The procedure involves drilling a borehole, driving the sampler with the hammer, and recording the number of blows to penetrate each 15 cm interval. Corrections are made to account for overburden pressure, dilatancy effects, and hammer energy efficiency. The SPT provides useful correlations to estimate properties like relative density, friction angle, and strength.
This document discusses site investigation techniques for determining soil properties. It describes taking disturbed and undisturbed soil samples using tools like a hand auger. Properties like bulk density and moisture content are then calculated in the lab from the samples. Appropriate site investigation methods depend on factors like the geological and topographical conditions and the type of information needed. Methods range from simple visual inspections to more complex techniques using equipment like boreholes for different soil and construction types.
The document provides an overview of cone penetrometer testing (CPT), a method to characterize subsurface soils and geology. CPT involves pushing a cone tip instrumented to measure resistance through the ground to create a log of soil properties. Measurements including tip resistance, sleeve friction, pore pressure, and temperature are used to interpret soil type, stratigraphy, strength, and groundwater levels. The document cautions that CPT logs need to be "ground-truthed" by comparing to samples to accurately interpret thin, weak layers like landslide surfaces. Sample CPT logs are attached to demonstrate the measurement data.
The Standard Penetration Test (SPT) involves driving a thick-walled sampler into the ground using blows from a hammer. The number of blows required for each 150mm of penetration is recorded. Higher blow counts indicate denser soil. SPT results provide an indication of soil strength properties and relative density, especially in granular soils where undisturbed samples are difficult to obtain. However, SPT results have limitations as the test can disturb soils and the blow count data has low resolution. Correlations are used to interpret SPT results but depend on soil type.
The document discusses various methods for soil exploration including test trenches, auger and wash boring, rotary drilling, and geophysical methods. It describes common stages of site investigation such as desk study, field investigations including preliminary and detailed ground investigation, laboratory testing, and report writing. Various purposes of soil investigation are provided such as selection of foundation type, design of foundations, and planning of construction techniques. Different methods of investigation like test pits, auger boring, wash boring, and rotary drilling are explained. The document also discusses soil sampling methods, laboratory testing, and structuring a test schedule.
The document discusses subsurface investigations for foundations. It describes various methods used for soil exploration including test pits, borings, geophysical methods, and in-situ tests. The key methods covered are auger boring, wash boring, rotary drilling, percussion drilling, standard penetration test, and cone penetration test. The document also discusses planning exploration programs, sampling techniques, factors affecting depth and spacing of boreholes, and interpretation of soil exploration data for foundation design.
This document discusses different methods of boring including auger, auger and shell, wash, percussion, and rotary boring. It provides details on each method such as the types of soil they are used in, how they operate both manually and mechanically, and their applications. The main methods discussed are auger boring which is used in sandy and soft soils, wash boring which uses water jets to disintegrate soil, and rotary boring which uses diamond or shot bits to take undistributed soil samples from hard and rocky areas. In conclusion, boring methods are used for soil testing, studying soil strata, and obtaining information about fossils, minerals, and other subsurface materials.
The document discusses types of soil sampling methods and procedures. It describes disturbed and undisturbed soil samples, and the different types of samplers used to collect each including split spoon, scraper bucket, Shelby tube, and piston samplers. It also outlines information obtained from soil sampling like soil types, depth to groundwater, and permeability, and details that should be included in the boring and sampling record.
The Mackintosh Probe is a lightweight penetrometer that is faster and cheaper than boring equipment, especially for moderate depths in soft or loose soils. It consists of 16mm steel rods connected by couplings that prevent buckling during driving with a 5kg hammer from 30cm above. The number of blows to penetrate 30cm is recorded and used to evaluate soil consistency, density, and parameters. It allows disturbed soil sampling and subsurface stratigraphy identification. Advantages include being light, easy to use, economical, and faster than other tools, while disadvantages include potential for human error, limited depth, and inability to penetrate medium-strength soils. The procedure involves assembling the probe, driving it with blows counted for 30cm intervals, until 15
This document discusses various methods for determining properties of soils like moisture content, specific gravity, and density. It describes 7 common methods for determining moisture content including oven drying, sand bath, alcohol, calcium carbide, pycnometer, torsion balance, and radiation methods. It also outlines procedures for measuring specific gravity using density bottle, pycnometer, measuring flask, and shrinkage limit methods. Finally, it explains 3 methods for measuring density in-situ: water displacement, core cutter, and sand replacement.
The document discusses site investigation methods for civil engineering projects. It describes common stages in a site investigation including desk study, site reconnaissance, field investigations involving preliminary and detailed ground investigation, laboratory testing, and report writing. Various field investigation techniques are discussed such as test pits, boreholes, and shafts. The importance of determining subsurface soil conditions and groundwater levels is emphasized. Key considerations for site investigations include project type and reliability needed.
Civil engineering materials & Construction - Soil explorationsGowtham G
This document provides information about site investigation and ground improvement techniques. It discusses the importance of site investigation, which involves preliminary investigations like reconnaissance and studying maps to understand soil conditions. Methods of site exploration include direct methods like test pits and indirect methods like the standard penetration test. The document also covers ground improvement techniques, noting the importance of determining a soil's safe bearing capacity. It discusses methods to test bearing capacity, like plate loading tests, and techniques to improve poor soils, as governed by relevant Indian Standards.
The document summarizes information about the cone penetration test (CPT), a method used to determine geotechnical engineering properties of soils. It provides a brief history of the CPT, describing how it has evolved from a mechanical cone in the 1930s to electric cones in the 1960s. It then explains that the CPT involves pushing a cone tip into the ground to continuously measure resistance, and describes the components of the CPT device and how the test is conducted. Finally, it outlines the advantages and disadvantages of the CPT and how the results can be used to evaluate soil types, densities, and shear strengths for foundation design purposes.
A method of testing soils by pressing a cone of standard dimensions into the soil under a known load and measuring the penetration. (extensive investigation and research in construction site).
This document describes the vane shear test procedure used to determine the undrained shear strength of soft clays. Key details include:
- The test involves inserting vanes into an undisturbed clay specimen and rotating them at a uniform rate until failure to measure the undrained shear strength.
- Calculations are done to determine the shear strength from the torque measurement, using the vane diameter and height.
- The test can also measure soil sensitivity by remolding the soil after the initial test and measuring the reduction in strength.
In situ testing – current trends in geotechnical investigationsInfocengrs63
Modern geotechnical engineers face challenges related to infrastructure development, underground construction, and difficult soil conditions. Accurate in-situ tests like static cone penetration, pressuremeter, and pump-out tests provide higher reliability for analyzing soil behavior, foundation capacity, and settlement. A case study describes using these techniques on projects in India, including a heritage memorial with alluvial soils, a refinery with pile foundations, and an underground rail corridor requiring dewatering.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
cheat your presentations with one click!VisualBee.com
The document provides guidance for a field technician's role in upstream remedial excavation and soil sampling. It outlines responsibilities such as documenting the excavation process, directing soil movement based on screening, and collecting and logging soil samples according to different categories of excavation size and depth. Requirements are also described for tracking and sampling soils stockpiled onsite, with frequencies varying depending on pile size and soil impact levels. Proper documentation and following regulatory sampling procedures are emphasized.
Soil is the top layer of earth that can support life. It is important to study soil composition and properties to understand crop nutrition, erosion prevention, and other agricultural applications. This document appears to be a soil investigation report conducted by Allah Dad Khan that likely analyzed various soil properties and characteristics.
A Multiscale Simulation Approach for Diesel Particulate Filter Design Based o...Ries Bouwman
This document discusses a multiscale simulation approach for diesel particulate filter design using OpenFOAM and DexaSIM. It describes reconstructing filter material microstructures from CT scans and simulating soot deposition, porosity, and permeability at the microscopic scale. These microscopic properties are then used in macroscopic simulations of the entire exhaust system to determine overall filter performance. The approach aims to provide a detailed link between microscopic material changes and resulting macroscopic filter behavior to improve design through simulations rather than experiments.
The document discusses soil investigation methods used to characterize soil properties for engineering projects. It describes different soil horizons defined by composition and depth. Key soil characteristics discussed include color, texture, aggregation, porosity, ion content, and pH. Common soil investigation techniques are also summarized, such as trial pitting, dynamic probe testing, cable percussive boreholes, and rotary drilled boreholes. The purposes of soil investigations are to determine suitability for construction and adequate foundation design while anticipating difficulties.
This document provides information on the standard penetration test (SPT), including the instruments, procedures, corrections, and applications. It describes that the SPT is commonly used to evaluate the in-situ properties of cohesionless soils. The key instruments are a split spoon sampler, drive-weight assembly with a 63.5 kg hammer, and cathead. The procedure involves drilling a borehole, driving the sampler with the hammer, and recording the number of blows to penetrate each 15 cm interval. Corrections are made to account for overburden pressure, dilatancy effects, and hammer energy efficiency. The SPT provides useful correlations to estimate properties like relative density, friction angle, and strength.
This document discusses site investigation techniques for determining soil properties. It describes taking disturbed and undisturbed soil samples using tools like a hand auger. Properties like bulk density and moisture content are then calculated in the lab from the samples. Appropriate site investigation methods depend on factors like the geological and topographical conditions and the type of information needed. Methods range from simple visual inspections to more complex techniques using equipment like boreholes for different soil and construction types.
The document provides an overview of cone penetrometer testing (CPT), a method to characterize subsurface soils and geology. CPT involves pushing a cone tip instrumented to measure resistance through the ground to create a log of soil properties. Measurements including tip resistance, sleeve friction, pore pressure, and temperature are used to interpret soil type, stratigraphy, strength, and groundwater levels. The document cautions that CPT logs need to be "ground-truthed" by comparing to samples to accurately interpret thin, weak layers like landslide surfaces. Sample CPT logs are attached to demonstrate the measurement data.
The Standard Penetration Test (SPT) involves driving a thick-walled sampler into the ground using blows from a hammer. The number of blows required for each 150mm of penetration is recorded. Higher blow counts indicate denser soil. SPT results provide an indication of soil strength properties and relative density, especially in granular soils where undisturbed samples are difficult to obtain. However, SPT results have limitations as the test can disturb soils and the blow count data has low resolution. Correlations are used to interpret SPT results but depend on soil type.
The document discusses various methods for soil exploration including test trenches, auger and wash boring, rotary drilling, and geophysical methods. It describes common stages of site investigation such as desk study, field investigations including preliminary and detailed ground investigation, laboratory testing, and report writing. Various purposes of soil investigation are provided such as selection of foundation type, design of foundations, and planning of construction techniques. Different methods of investigation like test pits, auger boring, wash boring, and rotary drilling are explained. The document also discusses soil sampling methods, laboratory testing, and structuring a test schedule.
The document discusses subsurface investigations for foundations. It describes various methods used for soil exploration including test pits, borings, geophysical methods, and in-situ tests. The key methods covered are auger boring, wash boring, rotary drilling, percussion drilling, standard penetration test, and cone penetration test. The document also discusses planning exploration programs, sampling techniques, factors affecting depth and spacing of boreholes, and interpretation of soil exploration data for foundation design.
This document discusses different methods of boring including auger, auger and shell, wash, percussion, and rotary boring. It provides details on each method such as the types of soil they are used in, how they operate both manually and mechanically, and their applications. The main methods discussed are auger boring which is used in sandy and soft soils, wash boring which uses water jets to disintegrate soil, and rotary boring which uses diamond or shot bits to take undistributed soil samples from hard and rocky areas. In conclusion, boring methods are used for soil testing, studying soil strata, and obtaining information about fossils, minerals, and other subsurface materials.
The document discusses types of soil sampling methods and procedures. It describes disturbed and undisturbed soil samples, and the different types of samplers used to collect each including split spoon, scraper bucket, Shelby tube, and piston samplers. It also outlines information obtained from soil sampling like soil types, depth to groundwater, and permeability, and details that should be included in the boring and sampling record.
The Mackintosh Probe is a lightweight penetrometer that is faster and cheaper than boring equipment, especially for moderate depths in soft or loose soils. It consists of 16mm steel rods connected by couplings that prevent buckling during driving with a 5kg hammer from 30cm above. The number of blows to penetrate 30cm is recorded and used to evaluate soil consistency, density, and parameters. It allows disturbed soil sampling and subsurface stratigraphy identification. Advantages include being light, easy to use, economical, and faster than other tools, while disadvantages include potential for human error, limited depth, and inability to penetrate medium-strength soils. The procedure involves assembling the probe, driving it with blows counted for 30cm intervals, until 15
This document discusses various methods for determining properties of soils like moisture content, specific gravity, and density. It describes 7 common methods for determining moisture content including oven drying, sand bath, alcohol, calcium carbide, pycnometer, torsion balance, and radiation methods. It also outlines procedures for measuring specific gravity using density bottle, pycnometer, measuring flask, and shrinkage limit methods. Finally, it explains 3 methods for measuring density in-situ: water displacement, core cutter, and sand replacement.
The document discusses site investigation methods for civil engineering projects. It describes common stages in a site investigation including desk study, site reconnaissance, field investigations involving preliminary and detailed ground investigation, laboratory testing, and report writing. Various field investigation techniques are discussed such as test pits, boreholes, and shafts. The importance of determining subsurface soil conditions and groundwater levels is emphasized. Key considerations for site investigations include project type and reliability needed.
Civil engineering materials & Construction - Soil explorationsGowtham G
This document provides information about site investigation and ground improvement techniques. It discusses the importance of site investigation, which involves preliminary investigations like reconnaissance and studying maps to understand soil conditions. Methods of site exploration include direct methods like test pits and indirect methods like the standard penetration test. The document also covers ground improvement techniques, noting the importance of determining a soil's safe bearing capacity. It discusses methods to test bearing capacity, like plate loading tests, and techniques to improve poor soils, as governed by relevant Indian Standards.
The document summarizes information about the cone penetration test (CPT), a method used to determine geotechnical engineering properties of soils. It provides a brief history of the CPT, describing how it has evolved from a mechanical cone in the 1930s to electric cones in the 1960s. It then explains that the CPT involves pushing a cone tip into the ground to continuously measure resistance, and describes the components of the CPT device and how the test is conducted. Finally, it outlines the advantages and disadvantages of the CPT and how the results can be used to evaluate soil types, densities, and shear strengths for foundation design purposes.
A method of testing soils by pressing a cone of standard dimensions into the soil under a known load and measuring the penetration. (extensive investigation and research in construction site).
This document describes the vane shear test procedure used to determine the undrained shear strength of soft clays. Key details include:
- The test involves inserting vanes into an undisturbed clay specimen and rotating them at a uniform rate until failure to measure the undrained shear strength.
- Calculations are done to determine the shear strength from the torque measurement, using the vane diameter and height.
- The test can also measure soil sensitivity by remolding the soil after the initial test and measuring the reduction in strength.
In situ testing – current trends in geotechnical investigationsInfocengrs63
Modern geotechnical engineers face challenges related to infrastructure development, underground construction, and difficult soil conditions. Accurate in-situ tests like static cone penetration, pressuremeter, and pump-out tests provide higher reliability for analyzing soil behavior, foundation capacity, and settlement. A case study describes using these techniques on projects in India, including a heritage memorial with alluvial soils, a refinery with pile foundations, and an underground rail corridor requiring dewatering.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
cheat your presentations with one click!VisualBee.com
The document provides guidance for a field technician's role in upstream remedial excavation and soil sampling. It outlines responsibilities such as documenting the excavation process, directing soil movement based on screening, and collecting and logging soil samples according to different categories of excavation size and depth. Requirements are also described for tracking and sampling soils stockpiled onsite, with frequencies varying depending on pile size and soil impact levels. Proper documentation and following regulatory sampling procedures are emphasized.
Soil is the top layer of earth that can support life. It is important to study soil composition and properties to understand crop nutrition, erosion prevention, and other agricultural applications. This document appears to be a soil investigation report conducted by Allah Dad Khan that likely analyzed various soil properties and characteristics.
A Multiscale Simulation Approach for Diesel Particulate Filter Design Based o...Ries Bouwman
This document discusses a multiscale simulation approach for diesel particulate filter design using OpenFOAM and DexaSIM. It describes reconstructing filter material microstructures from CT scans and simulating soot deposition, porosity, and permeability at the microscopic scale. These microscopic properties are then used in macroscopic simulations of the entire exhaust system to determine overall filter performance. The approach aims to provide a detailed link between microscopic material changes and resulting macroscopic filter behavior to improve design through simulations rather than experiments.
Satellites orbit objects like planets to perform various missions. They have orbits that are either geostationary, asynchronous, or polar. Rockets are used to launch satellites into orbit and have multiple stages powered by liquid or solid propellant engines. The first stage provides maximum thrust at launch while subsequent stages have lower thrust and place the satellite into its proper transfer orbit using liquid or cryogenic engines before the final apogee kick motor releases it onto its mission orbit. Precise propulsion, communication, electrical power, and computer systems are required for successful satellite launch and operation in space.
Satellites are launched into orbit using launch vehicles, which can be either expendable or reusable. Expendable vehicles are designed for single use and are not recovered after launch, while reusable vehicles like the Space Shuttle can launch payloads into space more than once by recovering components like the main engines and solid rocket boosters. To reach higher orbits over 200km, satellites are first launched into a lower transfer orbit using rockets before using onboard motors to circularize into the final destination orbit. Launch procedures take into account factors like the desired orbit, weather conditions, and precise timing.
This document provides an overview and assessment of enhanced geothermal systems (EGS) and their potential impact in the United States. Key findings include:
- EGS could significantly increase the country's geothermal resource base by tapping into hot rock reservoirs without natural water or permeability.
- The estimated recoverable EGS resource in the continental U.S. is between 2,500-13,000 quads, which could supply current electricity demand for centuries.
- International field tests show hydraulic stimulation is effective at enhancing permeability but reservoir performance is unpredictable. More research is needed to address challenges in stimulation design and reservoir management.
- For EGS to be economically feasible, drilling and stimulation costs must be reduced.
This document is a penetration testing report for a customer. It contains details of the testing conducted between specified dates, including vulnerabilities found organized by risk level and category. High risk vulnerabilities were discovered in web applications that could seriously harm the company's reputation. The report provides statistics on vulnerabilities found, methodology used in testing, details of vulnerabilities by system tested, and recommendations for remediation.
Liquid penetration inspection is a nondestructive testing method used to detect surface cracks and flaws in materials. It works by applying a liquid penetrant that seeps into surface openings, then applying a developer to draw the penetrant out of flaws so they are visible. The process involves cleaning, applying penetrant, allowing it to dwell, removing excess penetrant, applying developer, and inspecting under light. It can find flaws in both metallic and nonmetallic, magnetic and nonmagnetic materials. While effective for surface flaws, it cannot detect subsurface flaws so other methods may be needed.
Dear Sir,
Greetings!!!
Please allow me to introduce myself and NAPESCO, regarding our Geotechnical & Drilling capabilities. NAPESCO provides comprehensive Drilling & Geotechnical Services to the global clients. With a core team of Geotechnical Engineers, Geoscientists, Surveyors and Technical Specialists, we typically support Oil & Gas projects annually and on a global basis. We are really interested and keenly looking forward to earning your business and establishing a lasting and mutually beneficial relationship. Should you require our assistance and expertise during any current Drilling / Geotechnical site investigation or those in the future; please contact me for further details of how we can assist.
We look forward to receiving an inquiry from you, thank you.
Sincerely,
For and on behalf of NAPESCO
OPG 20054 GRO -Geotechnical Investigation Works for River Park Residences at ...Rubiraj2
A geotechnical investigation was carried out at a site in Trianon, Mauritius for a proposed residential development. Desk studies showed the site is underlain by Intermediate Volcanic formations consisting of pyroclastic deposits and basalt lava flows. Field investigations included trial pits up to 2.8m deep and coreholes up to 15m deep. Laboratory testing was conducted on soil samples. The site soils consisted of clayey weathered basalt, with topsoil overlying highly to completely weathered basalt. Groundwater was encountered between 3.6-11.7m below ground level. Geotechnical assessments determined suitable foundation options and estimated bearing capacities and settlements.
This document provides guidelines for exploration activities conducted by contractors in Malaysia. It outlines procedures for submitting and obtaining approval for work programmes and budgets, seismic and non-seismic surveys, well proposals, and reporting requirements. Contractors must obtain PETRONAS' approval for exploration plans and adhere to safety and environmental standards when conducting operations.
This document provides the national standard of the People's Republic of China for pressure vessels - Part 4: Fabrication, inspection and testing, and acceptance. It replaces some sections of the 1998 standard and includes additional requirements. The document outlines the scope, references, terms, general provisions, material testing and segmentation requirements, fabrication processes, welding, heat treatment, testing, and acceptance criteria for pressure vessels. It aims to standardize the manufacturing, inspection, and acceptance of pressure vessels in China.
Das b. m._,soil_mechanics_laboratory_manual,_6th_ed,_2002Lawrence Omai
This document provides instructions for determining the specific gravity of soil solids through laboratory testing. Specific gravity is defined as the ratio of the weight of a given volume of soil to the weight of an equal volume of water. It is an important parameter used to calculate the weight-volume relationship of soils. The document describes the necessary equipment, including a balance and pycnometer, and the step-by-step procedure for determining specific gravity through measuring the mass of dry soil solids, water, and the soil-water mixture. Sample calculations are also provided.
The report summarizes a geotechnical investigation conducted for the construction of a flyover at NH-89 Ch:0+620 in Rajasthan, India. Two boreholes were drilled to a depth of 15m and standard penetration tests were conducted. The subsurface soils generally consisted of gravelly sand mixed with boulders. Laboratory tests showed the soils were non-plastic with negligible swelling pressure. Based on shear strength parameters and settlement analyses, the recommended safe bearing capacities range from 16.91 to 62.93 t/m2 depending on foundation depth. Proper compaction should be used for any backfilling.
Reporting & confidentiality of coal exploration workAdi Noegroho
The document provides guidelines for reporting coal exploration operations in Saskatchewan, Canada. It outlines the key regulations for submitting exploration reports within specified timeframes to the Ministry of Energy and Resources. Reports must include details of exploration activities, analyses of samples collected, expenditures, and location of test holes, wells, and other exploratory drilling. Confidentiality periods are also defined for different types of exploratory drilling data.
02 QUALITY CONTROL TEST REPORTS FORMATSMary Calkins
The document provides quality control checklists and formats for various infrastructure projects including building works, road works, water supply, and electrical works. It includes checklists for construction stages and materials with references to quality control test table numbers. Recommended brands and specifications are also listed for electrical components and materials. The document aims to standardize quality control reporting formats for infrastructure projects.
Static load test method statement cm - ms- bw - 003Minh Bui Si
This document provides a method statement for static and PDA load testing of piles for a building project. It describes the test procedures, equipment, and analysis methods. Key points include:
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1. PROJECT : THERMAL POWER PLANT VUNG ANG 3.1
Report on soil investigation
1 Introduction............................................................................................................................................2
2 Bases of the investigation.......................................................................................................................4
3 Quantity of geotechnical investigation...................................................................................................5
4 Equipments.............................................................................................................................................5
5 Survey method.......................................................................................................................................6
5.1 Exploration Drilling process and Sampling.......................................................................................6
5.2 Standard penetration test ...............................................................................................................7
6 Laboratory Test.......................................................................................................................................7
6.1 Moisture Content Tests...................................................................................................................7
6.2 Unit Weight Tests............................................................................................................................8
6.3 Specific Gravity Test.........................................................................................................................8
6.4 Particle Size Distribution Tests.........................................................................................................8
6.5 Liquid and Plastic Limit Tests...........................................................................................................9
6.6 Direct shear test...............................................................................................................................9
6.7 Compression test ...........................................................................................................................9
7 Photographs...........................................................................................................................................9
8 Geotechnical characteristics of the project area....................................................................................9
8.1 General............................................................................................................................................9
8.2 Strata of the investigation area......................................................................................................10
9 Conclusions and recommendations .....................................................................................................11
9.1 Conclusions....................................................................................................................................11
9.2 Recommendations.........................................................................................................................12
Appendices
Location of boreholes Appendix No1
Boring logs Appendix No2
Geotechnical profiles Appendix No3
Acceptance Minutes Appendix No4
Photographs Appendix No5
Legend
U Undisturbed sample
D Disturbed sample
N - Value Standard penetration resistance
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P Particle size %
∆ Specific gravity g/cm3
ɣ Wet Density g/cm3
ɣ k Dry Density g/cm3
W Moisture content %
Wl Liquid limit %
WP Plastic limit %
IP Plasticity index %
B Consistency
e Void ratio
n Porosity %
S Saturate degree %
ϕ Angle of Internal friction in direct shear test degree
C Cohesion in direct shear test Kg/cm2
1 Introduction
In order to collect more information and characteristics of the subsurface soil layer
for thermal power plant Vung Ang 3.1, PORT TECHNOLOGY CONSTRUCTION
CONSULTING AND COMMERICAL (JSC) has signed a contract for carrying out
geotechnical investigation.
It is also intended to provide information to plan the best method of construction to
foresee and provide against any difficulties and delays during construction due to the
ground and other local conditions.
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the report represents results of geotechnical investigation including drilling, soil
sampling, standard penetration test (SPT) and laboratory testing for 9 boreholes.
Report for geotechnical investigation was made in according to ASTM standard.
Technical standard and technical requirements applicable for the geotechnical survey.
A. ASTM standard Table 1
No Tests American Standards ASTM
1 Drilling
1.1 Auger Borings ASTM D 1452-80
1.2 Field Logging ASTM D 5434-03
1.3
Classification of Soils for engineering
Purposes
ASTM D 2487-06
1.4 Descriptionand Identification of Soils
ASTM D2488-06
1.5 Core drilling
ASTM D 2113-83
ASTM D 2113-06
2 Sampling
2.1 Guide for sampling ASTM D 420
2.2 Split-Barrel Sampling (SPT) ASTM D 1586-99
2.3 Field Logging ASTM D 5434-03
2.5 Soils - Sampling, packing ASTM D 4820
2.6 transportation and curing of samples
3 Insitu tests
3.1 Standard Penetration Test (SPT) ASTM D 1586-99
4 Soil tests
4.1 Specific gravity ASTM D 854-92
4.2 Moisture content ASTM D 2216-92
4.3 Atterberg limits ASTM D 4318-93
4.4 Grain size analysis ASTM D 422-90
4.5 Unit weight ASTM D 4254-91
4.6 Direct shear test ASTM D 6528 – 07
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No Tests American Standards ASTM
4.7 Unconfinedcompression test
ASTM D 2166-85
ASTM D 2166-91
5 Rock
5.1
Suggested Methods for Determine Basic
Physical Properties of Rock
ISRM No.2, 1972
5.2
Suggested Method for Determine Shear
Strength of Rock
ISRM No.1, 1974
5.3
Standard Test Method for Unconfined
Compressive Strength of Intact Rock Core
Specimens
ASTM D 2938-95
B. Other reference standards:
British Standards
(BS)
Relevant British Standards, in particular:
− BS 1377-1990: Methods of test for soils for civil engineering
purposes – Parts 1 to 9;
− BS 5930-1999: Code of practice for site investigations.
Other codes or
standards
22 TCN 259 - 2000: Codes of practice for exploration drilling,
published by Ministry of Transport of Vietnam
Soil names was determined by site boring record of the boreholes and results of
laboratory test. Soil samples were tested according to ASTM, BS and Vietnamese
standard.
Soil layers were determined based on classification, state and distribution of them.
2 Bases of the investigation
The geotechnical investigation for the project was carried out based on the following
document:
• Economic contract on soil investigation for thermal power plant Vung Ang 3.1;
• Technical specification of the project;
• Method statement for Geotechnical Investigation was approved by consultant;
• ASTM – American Society for testing and Material;
• BS – 5930: 1999 Code of Practice for site investigation British Standards
instution;
• TCVN – Vietnam Construction Standard;
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3 Quantity of geotechnical investigation
• Site investigations were include drilling, taking sample, standard penetration test:
• Drilling and taking samples at 9 Borehole;
• Standard penetration tests were carries out at all above locations;
• 14 taken samples were tested in laboratory;
More details on quantity of works are shown on table 2
Table No.2: Quantity of works
No Borehole
Actual coordinates
Elevation
(m)
Undisturbed
sample
disturbed
sample
SPT
Drilling
in soil
and
rock(m)
X Y
1 BH10 1993585.1 600874.8 -1.21 1 0 3 30.0
2 BH11 1994705.1 602025.7 -12.79 2 1 6 20.0
3 BH12 1994333.7 601381.7 -10.66 1 1 7 30.0
4 BH13 1993991.5 601579.3 -10.5 2 1 7 40.0
5 BH14 1994189.5 601464.5 -10.48 1 1 7 30.0
6 BH15 1993790.0 602554.1 -12.78 1 1 3 20.0
7 BH17 1994363.0 602223.2 -12.76 1 0 7 20.0
8 BH18 1993954.2 601878.7 -11.58 0 0 3 15.0
9 BH19 1993301.2 602714.6 -12.84 0 0 4 10.0
TOTAL 9 5 47 215
4 Equipments
Using 01 drilling machines XY – 1A Made in China with maximum capacity of
150m to carry out the boring with two – merged boats and the platform (Jackup).
Following equipments were used for site investigation:
Table No.3: Equipments were used for the site investigation
No. Equip. Name Model/Manufacturer Capacity Unit Quantity
1
Rotary coring
type
XY-1A, XJ100/China 150m No. 02
2 Hydraulic pump China - No. 02
3 Positioning
Total Station/England
DGPS/France
- No.
01
01
4 Leveling Pentax/Japan - No. 01
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5 SPT Vietnam - No. 02
6
Thin walled tube
sampler
Vietnam - Set 02
7 Piston sample Japan - Set 02
8 Double tube Vietnam - Set 02
9 Drilling rod China - Meter 140
10 Casing China - Meter 60
11 Platform - - No. 01
12
Boat for worker
transportation
- - No. 01
13 Transceiver ICOM/Japan 10 km No. 03
14 Other accessories - - - -
Manpower attended in the investigation is shown in the table below.
Table No.4: Manpower
No. Job & Degree Responsibility Number Remarks
1 Qualified geotechnical
engineer
Manager & officer in
charge
01 QC
2 Geotechnical engineer Field manager and
recording
02 -
3 Worker Drilling 08 -
4 Operator Operate drilling 02 -
5 Surveyor Positioning and
leveling
02 -
6 Lab staff Lab testing 05 -
7 Geotechnical engineer Making report 02 -
5 Survey method
5.1 Exploration Drilling process and Sampling
The field Drilling engineering uses the Slurry Wall Drilling Rotary process, and
single or dual core tube collecting core, and alloy drill bits used in soil layer and rock
weathering layer, diamond drill bit used in rock. Above hole drilling technology can
achieve the drilling requirements of wall stability, clean hole bottom, more than 85%
core collection.
Undisturbed soil samples (UD sample) is collected by the thin wall Soil sampler
with the hydrostatic method to ensure the quality of undisturbed soil samples, rock
samples and regolith samples (C samples) is taken from the core tube core samples;
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disturbed soil samples (D sample) is taken from the split tube of the standard penetration
test.
5.2 Standard penetration test
Standard penetration test shall be subject to the strict implementation of standard
ASTM D 1586-99, and the mud protection will be used in the sand in the drilling, to
ensure the stability of the hole wall, clean hole bottom; test type uses 63.5kg automatic
decoupled heavy free drop hammer for hammering, the drop distance of the 76cm,
where tests need to avoid hammering eccentric and shaking, to maintain control of
penetration, drill pipe, the vertical guide rod connected degree and rate control
hammering, hammering number to ensure accurate and reliable hammering quantity.
Based on the measured standard penetration strike count (N-Value), it’s to determine the
status of soil, as described in The soil of SPT N Value and Status (Table).
The soil of SPT N Value and Status Table
Clay Soil Sandy Soil
SPT N Value Consistency SPT N Value Compactibility
0~2 Very Soft
2~4 Soft 0~4 Very Loose
4~8 Med Stiff 4~10 Loose
8~15 Stiff 10~30 Med.Dense
15~30 Very Stiff 30~50 Dense
>30 Hard >50 Very Dense
6 Laboratory Test
Physical properties of soil (moisture content, wet density, specific gravity) are
determined in accordance with Vietnamese standard and American standard ASTM
D2216, TCVN 4202:1995, ASTM D 854.
6.1 Moisture Content Tests
The moisture content of the soil was determined by oven drying for 24 hours at a
constant temperature of 105°C. The loss in mass of the sample due to the drying
represents the moisture of the soil. The moisture content of the soil is presented as a
percentage of the dry weight of the soil.
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6.2 Unit Weight Tests
Unit weights were computed from the wet and dry weights of a standard volume of
soil. The dry weight was obtained after the wet standard volume of soil had been dried
for 24 hours at a temperature of 105°C.
Unit weights were routinely determined from direct measurement of sample weight
and volume. However, soils that were fully saturated in-situ may have expanded and
become partially saturated as the overburden pressure was relieved or as dissolved gas in
the pore water came out of solution during sample retrieval. For these reasons, the unit
weights determined in this manner could be less than the actual in-situ unit weights.
6.3 Specific Gravity Test
The specific gravity of soil solids that pass the 4.75mm was determined by mean
of a water pycnometer. The pycnometer was calibrated and the water content of a
portion of the sample was determined. The soil was dispersed using a blender to agitate
the water until a slurry was formed. The pycnometer was filled with de-aired water.
After achieving thermal equilibrium, the mass of the pycnometer, soil and water was
measured and recorded.
6.4 Particle Size Distribution Tests
Particle size distributions were performed by means of sieving, hydrometer tests,
or both. The percentage weight of the various particle sizes in excess of 63 microns were
determined by sieving through a set of various standard sieves in an electric shaker with
horizontal and vertical motion. Wire sieves were used up to and including a sieve
opening of 4.75mm.Plate sieves with a sieve opening up to 9.5mm were used when more
than 5% of the weight of the specimen was retained on the 2 mm sieve. When there
were more than 50% of particles smaller than 63 microns, the sieving was
complemented by a hydrometer test, in which the sample was mixed with water and
stirred for about 15 minutes. An additive prevents flocculation of the soil particles. After
mixing, the density of the water-soil slurry was measured at fixed time intervals. With
this information the particle size distribution of the sediment particles was determined.
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6.5 Liquid and Plastic Limit Tests
Tests to determine the Atterberg Limits (Liquid and Plastic Limits) were performed
on selected samples of cohesive material. The soil was first dried and then ground in a
mortar into separate grains. All soil grains larger than a sieve size 0.425mm were then
removed. The soil was then thoroughly mixed with different quantities of distilled water.
6.6 Direct shear test
The direct shear tests are carried out in compliance with Vietnamese standard
TCVN 4199-9 with rapid shear and unsaturated method. Load applied is selected
depending on soil type and its state. The tests are performed with load applied at 0.25,
0.5, 0.75 kg/cm for soft to very soft soil; 0.5, 1.0, 1.5 kg/cm2 for sand and firm in state,
and 1.0, 2.0, 3.0 kg/cm2 for other soil. From direct shear test results, the values of
internal friction angle φ and cohesion c are calculated using least mean square method.
6.7 Compression test
The compression tests are carried out for undisturbed samples of soil layers in
investigated strata and performed in accordance with Vietnamese standard TCVN
4200-95 with rapid compression and saturation. The load applied at 0.125, 0.25, 0.5,
1.0, 2.0 and 4.0 kG/cm². For each applied load, the settlement of soil specimen is
monitored continuously in 2 hours. For the end applied load, the settlement of soil
specimen is monitored continuously in 24 hours.
Based on compression test results, the graph of void ratio against applied load
is plotted for calculation compression coefficient a and compression Modulus E
7 Photographs
All the field investigation such as boring, sampling, SPT testing have taken
photographs. More details in photograph can be see in appendix No 5
8 Geotechnical characteristics of the project area
8.1 General
The area of the proposed construction site for Thermal power Vung Ang 3.1 is
around 10 square kilometers, in Ky Anh district, Ha Tinh province VN. The
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geotechnical investigation consists of drilling, sampling, standard penetration test and
laboratory testing.
8.2 Strata of the investigation area
Based on results of the site investigations & laboratory tests carried out by PORT
TECHNOLOGY CONSTRUCTION CONSULTING AND COMMERICAL JSC in
August and September 2014, 05 geotechnical profiles was made for illustration
stratigraphical structure of the project area.
More details on geotechnical profiles is shown in Appendix No4
Stratum of the investigation area can be divided into layers from top to bottom
described in details as follows:
Layer No.1(1S1): Very loose to loose, blackish grey, grey, somewhere mixed
shells. Fine Sand .
This soil layer distributes in all most boreholes (not BH 10), the thickness of layer
has changed range from 5.0m (BH 12) to 10,7m (BH 13), the average thickness’one is
about 7.0m with the main composition are blackish grey, grey, fine sand somewhere
mixed shell, very loose to loose.
Layer No.1(1S2): Loose to medium dense, whitish grey, yellowish grey,
medium sand and sandy gravel mixed little shells.
This layer distributes below layer No I, the thickness of layer has changed in
boreholes as BH 10 (7.0m), BH 14 (17.0m), BH 17 (5.9m) and BH 19(8.0m). The
average thickness’ one is about 9,0m, the elevation of bottom layer is -32,98 (BH 14)
with the main composition are whitish grey, yellowish grey, medium sand and sandy
gravel mixed little shells.
Layer No2 (1M): Hard, reddish brown, yellowish grey, grey, sandy clay, silty
clay mixed gravel.
This layer distributes below layer No1 at all most boreholes. The thickness of layer
has changed from 0.8m (BH11) to 6.5m (BH12). This one is thin, the average thickness
of layer is about 3.0m with main composition: sandy clay, silty clay mixed gravel.
Layer No3 (2): Zone of Completed weathered rock: Hard, brown, yellowish
brown, sandy clay little gravel (content about from 20 to 40% gravels)
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This layer distributes in all most boreholes (not BH19). The elevation of surface
layer has changed range from -11.91m(BH10) to -32,98m(BH14) and the elevation of
bottom layer has changed from -24.79m(BH11) to -42.0m(BH13), the average thickness
of layer is about 8.0m. The main composition of layer is Sandy clay mixed gravel,
structural and texture composition of rock had changed, value index SPT of layer is
quite high (>50).
Layer No4(3): Zone of Highly weathered rock: hard, fissured and soft rock,
blackish grey, light grey.
This layer is encountered in all most boreholes (not BH17, BH19), some boreholes
has finished but indefine the thickness of layer. The main composition of layer is highly
weathered quartz schist, blackish grey, light grey, Gravel mixed clay, in the zone
materials has changed into soil, texture anh structure intact. Small fragments formed
when crush in hand or immerse in water. SPT index of this one is highly.( ≈100).
Layer No5(4): Moderately weathered quartz schist: hard fissured, light grey,
relative strong.
Layer No5 is defined as moderately weathered quartz schist and ecounterd in four
boreholes are BH 10, BH12, BH13, BH14. In this one, color changes relatively in all
rock of materials (ogiginal color increases) whole texture and structure of rock is
unchanged. The fragments of rock are hard to break by hand, the rock is relatively hard
but unconfined compression strength is low due to a lot of close fractures contained
inside, drilling speed is this layer slow. SPT index is over 50. The elevation of surface
layer is encounterd in borehole from -30.71m(BH10) to -48.8m(BH13). However
boreholes finished we was undefine bottom of layer.
9 Conclusions and recommendations
9.1 Conclusions
Based on the results mention above, some conclusions can be given, as follows:
• Stratum of investigation area consists of 05 layers.
• Layer No1(1S1): Very loose to loose, blackish grey, grey, somewhere mixed
shells. Fine Sand with thickness changed from 5.0m to 10,7m.
• Layer No1(1S2): Loose to medium dense, whitish grey, yellowish grey, medium
sand and sandy gravel mixed little shells.has infinitely small load with thickness
changed relatively.
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• Layer No2(1M): Hard, reddish brown, yellowish grey, grey, sandy clay, silty clay
mixed gravel. Has medium capacity but the thickness of layer is small.
• Layer No3(2): Zone of Completed weathered rock: Hard, brown, yellowish
brown, sandy clay little gravel (content about from 20 to 40% gravels) have
bearing capacity. Thickness of layer 3 varies from 2.0m to 8.0m, accept borehole
BH11 separated with thickness up to 8.0m.
• Layer No4(3): Zone of Highly weathered rock: hard, fissured and soft rock,
blackish grey, light grey has bearing capacity with average thickness is about
8m. Some boreholes finished we was undefine bottom of layer.
• Layers No5(4): Moderately weathered quartz schist: hard fissured, light grey,
relative strong, have high bearing capacity. The thickness of layers are
undefined.
• In general, this investigation results consistent with the result of Feasibility study.
9.2 Recommendations
• For medium loading capacity work items, it is possible to place foundation at the
layer No2 or layer No3
• For high loading capacity work items, it should be used pile foundation. Head of
pile would be placed in layer No 5.
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