The document is a geotechnical investigation report for a proposed housing development site in Sanepa, Lalitpur. It includes:
1) A summary of the field investigation conducted, including two boreholes drilled to 12m depth with standard penetration tests and soil sampling.
2) Details of the laboratory tests performed on soil samples, including moisture content, grain size analysis, Atterberg limits, consolidation testing, and shear strength testing.
3) An analysis of the soil properties to determine the allowable bearing capacity of the site's foundation soils based on ultimate capacity and tolerable settlement. The analysis finds the soils can support foundations without excessive settlement.
The document describes the standard penetration test (SPT) method for determining the bearing capacity of soils. SPT involves driving a split spoon sampler into the soil using a 63.5 kg hammer dropped from a height of 75 cm. The number of blows required to penetrate each 150 mm interval is recorded as the N-value. N-values are corrected for overburden pressure and dilatancy. Bearing capacity is then calculated using corrected N-values, soil properties like internal friction angle, and factors for shape, depth, inclination, and water table location. The SPT provides soil strength data and undisturbed samples needed to determine cohesion and friction angle for bearing capacity calculations.
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 provides guidance for designing reinforced concrete special moment frames according to requirements in the American Concrete Institute (ACI) 318 code. It summarizes the use of special moment frames, key design principles, analysis guidance, design guidance, additional requirements, detailing considerations, and references. Special moment frames are designed to resist earthquake forces through flexural, axial, and shear actions while maintaining strength and stiffness through multiple earthquake cycles. The document is intended to help practicing engineers navigate the numerous interrelated requirements for special moment frames in ACI 318.
This document discusses various methods of boring into soil and rock to obtain samples at different depths. It describes auger boring, which uses hand or powered soil augers to drill holes. It also outlines shell and auger boring, wash boring using pressurized water, percussion boring using repeated blows, and rotary drilling which rotates a cutting bit to extract cylindrical core samples. The purpose of boring is to gather reliable subsurface information for engineering design and construction projects.
This document discusses shallow foundations. Shallow foundations are placed at a shallow depth and distribute structural loads over a wide area. The main types of shallow foundations are spread footings, combined footings, mat/raft foundations, and grillage footings. Spread footings support columns and walls and transmit loads to the soil. Common varieties include wall, reinforced concrete, inverted arch, and column footings. Combined and mat foundations are used when columns are close together or loads are large. Shallow foundations provide quick construction and resist water absorption but have limitations with point loads.
This document summarizes key aspects of soil-structure interaction and its effects during seismic events. It discusses different soil types and their interaction with seismic waves, as well as soil liquefaction and remedial measures. It describes the two main types of soil-structure interaction: kinematic interaction due to foundation instability, and inertial interaction caused by soil deformation from structural forces. Detrimental effects can include increased natural period leading to resonance, and increased ductility demands. Past earthquakes demonstrated the importance of considering soil-structure response. Modeling methods include direct and substructure approaches. Eurocode 8 recognizes cases where soil-structure interaction must be considered.
The document discusses soil strength and different methods for measuring it. The Mohr-Coulomb failure criterion describes soil strength in terms of effective stresses. Laboratory tests like shear box and triaxial tests are used to measure soil strength parameters. The triaxial test can measure both drained (effective) and undrained strengths under controlled stress conditions. Interpretation of test results requires using concepts like effective and total stress Mohr circles.
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stresses around a soil sample in a three-dimensional state.
2. In the test, a soil specimen is enclosed in a triaxial cell where independent control is exerted on the cell pressure and axial load.
3. Based on drainage conditions during loading, there are three types of triaxial tests: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU) tests. The CD test simulates long-term drained field conditions.
The document describes the standard penetration test (SPT) method for determining the bearing capacity of soils. SPT involves driving a split spoon sampler into the soil using a 63.5 kg hammer dropped from a height of 75 cm. The number of blows required to penetrate each 150 mm interval is recorded as the N-value. N-values are corrected for overburden pressure and dilatancy. Bearing capacity is then calculated using corrected N-values, soil properties like internal friction angle, and factors for shape, depth, inclination, and water table location. The SPT provides soil strength data and undisturbed samples needed to determine cohesion and friction angle for bearing capacity calculations.
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 provides guidance for designing reinforced concrete special moment frames according to requirements in the American Concrete Institute (ACI) 318 code. It summarizes the use of special moment frames, key design principles, analysis guidance, design guidance, additional requirements, detailing considerations, and references. Special moment frames are designed to resist earthquake forces through flexural, axial, and shear actions while maintaining strength and stiffness through multiple earthquake cycles. The document is intended to help practicing engineers navigate the numerous interrelated requirements for special moment frames in ACI 318.
This document discusses various methods of boring into soil and rock to obtain samples at different depths. It describes auger boring, which uses hand or powered soil augers to drill holes. It also outlines shell and auger boring, wash boring using pressurized water, percussion boring using repeated blows, and rotary drilling which rotates a cutting bit to extract cylindrical core samples. The purpose of boring is to gather reliable subsurface information for engineering design and construction projects.
This document discusses shallow foundations. Shallow foundations are placed at a shallow depth and distribute structural loads over a wide area. The main types of shallow foundations are spread footings, combined footings, mat/raft foundations, and grillage footings. Spread footings support columns and walls and transmit loads to the soil. Common varieties include wall, reinforced concrete, inverted arch, and column footings. Combined and mat foundations are used when columns are close together or loads are large. Shallow foundations provide quick construction and resist water absorption but have limitations with point loads.
This document summarizes key aspects of soil-structure interaction and its effects during seismic events. It discusses different soil types and their interaction with seismic waves, as well as soil liquefaction and remedial measures. It describes the two main types of soil-structure interaction: kinematic interaction due to foundation instability, and inertial interaction caused by soil deformation from structural forces. Detrimental effects can include increased natural period leading to resonance, and increased ductility demands. Past earthquakes demonstrated the importance of considering soil-structure response. Modeling methods include direct and substructure approaches. Eurocode 8 recognizes cases where soil-structure interaction must be considered.
The document discusses soil strength and different methods for measuring it. The Mohr-Coulomb failure criterion describes soil strength in terms of effective stresses. Laboratory tests like shear box and triaxial tests are used to measure soil strength parameters. The triaxial test can measure both drained (effective) and undrained strengths under controlled stress conditions. Interpretation of test results requires using concepts like effective and total stress Mohr circles.
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stresses around a soil sample in a three-dimensional state.
2. In the test, a soil specimen is enclosed in a triaxial cell where independent control is exerted on the cell pressure and axial load.
3. Based on drainage conditions during loading, there are three types of triaxial tests: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU) tests. The CD test simulates long-term drained field conditions.
This document provides a history of bridge development from ancient times to modern times. It discusses the earliest bridges made of wood and stone by ancient civilizations like Romans and Asians. Key developments include the introduction of arches by Romans, cast iron in the 18th century, wrought iron and truss bridges in the 19th century, and modern materials like prestressed concrete and steel in the 20th century. The document also classifies bridges based on materials, forms, functions, inter-span relations, and span lengths.
SEISMIC DESIGN OF COMPOSITE SHEAR WALLS & FRAMES - مقاومة الرياح والزلازل جد...Dr.Youssef Hammida
The document discusses different types of composite structural systems that combine steel and concrete elements. It describes composite slabs made with metal decking and concrete topping that act as diaphragms transferring shear forces. It also discusses composite girders that use shear stud connectors to increase the moment of inertia of the beam and girder, and composite columns with a steel core encased in concrete or steel tubes filled with concrete. The document emphasizes that composite systems allow for more efficient use of the dissimilar properties of steel and concrete in buildings.
Is code underremead pile Bearing capacityMake Mannan
This document provides information on an Indian Standard code of practice for the design and construction of under-reamed pile foundations. It begins with background information on under-reamed piles and how they provide substantial bearing and anchorage in various soil conditions. It then provides definitions of key terms related to pile foundations. The document outlines the necessary site investigation and soil property information required for the design and construction of under-reamed piles. It also includes sections on load testing, design considerations, construction methods, and other recommendations for under-reamed piles.
For full course visit our website :
https://www.machenlink.com/course/foundation-engineering/
Description:
This test (IS: 2131 – 1981) is performed in a clean hole, 100 to 150 mm in diameter.
A casing or drilling mud is used to support the sides of the hole.
This test is most commonly used for cohesionless soil which can not be easily sampled.
Useful for determining the relative density and the angle of shear resistance.
It can also be used to determine the unconfined compressive strength of cohesive soil.
The test shall be made,…
At every change in stratum
At intervals not more than 1.5 m
If the number of blows for 150mm exceeds 50 it is taken as a refusal and the test is discontinuous
For full course visit our website :
https://www.machenlink.com/course/foundation-engineering/
Follow #MachenLink
Facebook: https://www.facebook.com/machenLink/
Linkedin: https://www.linkedin.com/company/machenlink/
Twitter: https://twitter.com/MachenLink
This document provides a summary of a class lecture on masonry structures. It discusses the historical use of masonry in ancient civilizations and architectural styles. It also covers topics related to the properties and structural behavior of masonry, including compressive strength, elastic modulus, and the strength of unreinforced masonry bearing walls. Code specifications from the UBC and MSJC for determining masonry strength are presented.
This document discusses principles of soil densification through compaction. It defines compaction as artificially decreasing soil volume by expelling air from pores to increase density. The key objectives of compaction are to increase shear strength, decrease settlement, control volume change, decrease permeability, and increase bearing capacity and slope stability. Compaction control tests indirectly assess the objectives by measuring water content, density, and penetration resistance. Specifications ensure expected performance by requiring field tests during compaction and laboratory tests on borrow materials. Other densification methods discussed include blasting, vibrocompaction, dynamic tamping, and compaction piles.
Soil Nailing is a technique to reinforce and strengthen ground adjacent to an excavation by installing closely spaced steel bars called “nails” ,as construction proceeds from top down
Soil Stabilization using Industrial Waste (Wheat Husk and Sugarcane Straw Ash)IRJET Journal
This document summarizes a research study that investigated using wheat husk ash (WHA) and sugarcane straw ash (SCSA) to improve the properties of expansive black cotton soil. Tests were conducted on soil samples with varying additions of WHA and SCSA, including Atterberg limit tests, unconfined compressive strength tests, and California bearing ratio tests. The results showed that adding WHA and SCSA increased the shear strength and decreased the compressibility of the treated soil samples compared to untreated soil. The study concluded that WHA and SCSA have potential for use as stabilizing materials to enhance the engineering properties of expansive soils.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
Geotechnical Engineering-II [Lec #20: WT effect on Bearing Capcity)Muhammad Irfan
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.
Pushover is a static-nonlinear analysis method where a structure is subjected to gravity loading and a monotonic displacement-controlled lateral load pattern which continuously increases through elastic and inelastic behavior until an ultimate condition is reached. Lateral load may represent the range of base shear induced by earthquake loading, and its configuration may be proportional to the distribution of mass along building height, mode shapes, or another practical means.
The static pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The expectation is that the pushover analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural system and its components. The purpose of the paper is to summarize the basic concepts on which the pushover analysis can be based, assess the accuracy of pushover predictions, identify conditions under which the pushover will provide adequate information and, perhaps more importantly, identify cases in which the pushover predictions will be inadequate or even misleading.
The Vee-Bee test is used to indirectly measure the workability of concrete by determining the amount of energy required to remold fresh concrete from a conical to cylindrical shape on a vibrating table. The test involves placing a standard slump cone filled with freshly prepared concrete on a vibrating cylinder. The time taken for the concrete to completely transform shapes under vibration is measured in Vee-Bee seconds. Testing is done at different water-cement ratios and the results are used to study how workability varies with slump.
This document contains lecture notes on soil compressibility and consolidation from Khalid R. Mahmood, Assistant Professor of Civil Engineering at the University of Anbar in Iraq. The notes cover topics such as immediate settlement, primary consolidation settlement, secondary compression settlement, consolidation testing methods, and void ratio-effective stress relationships for normally consolidated and overconsolidated soils. Laboratory consolidation tests on soil samples are discussed as a method to determine compression indices, coefficient of permeability, and void ratio-effective stress behavior. Disturbance effects on consolidation testing results are also summarized.
00-Slides-IEM Course-Site Supervision-Displ Piles-18 Jun 22 - Copy.pdfNeohChengAik
The document discusses the role and responsibilities of site supervisors for displacement pile foundations. It outlines the important knowledge supervisors need regarding pile installation methods, construction requirements, and how to properly inspect piles. The presentation aims to help supervisors ensure pile construction complies with specifications and designs to achieve sound pile installations.
This document provides information about the Standard Penetration Test (SPT) and Field Vane Shear Test (FVST) including:
- A brief history and standard procedures for conducting SPTs according to ASTM standards.
- Factors that influence SPT N-values and the need for corrections.
- How SPT N-values can be converted and used to estimate soil properties like internal friction angle and undrained shear strength.
- Applications of SPT N-values including liquefaction analysis, bearing capacity calculations, and settlement estimates.
- While newer tests exist, SPT is still widely used due to its low cost, ability to provide soil samples, accumulated database, and ability to estimate
4. STUDY ONVARIATION OF JOINT FORCES IN STEEL TRUSS BRIDGEAELC
This document provides an overview of a student's thesis on analyzing the variation of joint forces in steel truss bridges. The objectives are to understand steel truss bridge components and design, perform influence line analysis using STAAD-Pro software, and study joint force variations. The scope will involve designing a simple span parallel chord Warren truss bridge superstructure to AASHTO standards with HS20-24 live loading. Implementation will include modeling the bridge in STAAD-Pro and analyzing joints. The document also covers characteristics, advantages, disadvantages and components of steel truss bridges.
Caissons are large, box-like foundations that are sunk into the ground or water to transfer structural loads to deeper, stronger soil layers. There are three main types: box caissons, which are enclosed boxes opened at the top; open or well caissons, which are open at the top and bottom; and pneumatic caissons, which use compressed air to allow construction under water. Caissons are made of materials like concrete, steel, or timber and are used as foundations for bridges, dams, and other structures. Workers inside pneumatic caissons can experience health issues if not properly managed during decompression.
The document summarizes various methods used to analyze soil properties for highway construction projects. It describes procedures for sieve analysis, liquid limit testing, plastic limit testing, and other methods to determine characteristics like density, bearing capacity, and moisture content that are used in designing roadway foundations and pavements. Preliminary soil surveys are also outlined to identify soil types and conditions along proposed routes to inform design and construction decisions.
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
The papers for publication in The International Journal of Engineering& Science are selected through rigorous peer reviews to ensure originality, timeliness, relevance, and readability.
This document provides a history of bridge development from ancient times to modern times. It discusses the earliest bridges made of wood and stone by ancient civilizations like Romans and Asians. Key developments include the introduction of arches by Romans, cast iron in the 18th century, wrought iron and truss bridges in the 19th century, and modern materials like prestressed concrete and steel in the 20th century. The document also classifies bridges based on materials, forms, functions, inter-span relations, and span lengths.
SEISMIC DESIGN OF COMPOSITE SHEAR WALLS & FRAMES - مقاومة الرياح والزلازل جد...Dr.Youssef Hammida
The document discusses different types of composite structural systems that combine steel and concrete elements. It describes composite slabs made with metal decking and concrete topping that act as diaphragms transferring shear forces. It also discusses composite girders that use shear stud connectors to increase the moment of inertia of the beam and girder, and composite columns with a steel core encased in concrete or steel tubes filled with concrete. The document emphasizes that composite systems allow for more efficient use of the dissimilar properties of steel and concrete in buildings.
Is code underremead pile Bearing capacityMake Mannan
This document provides information on an Indian Standard code of practice for the design and construction of under-reamed pile foundations. It begins with background information on under-reamed piles and how they provide substantial bearing and anchorage in various soil conditions. It then provides definitions of key terms related to pile foundations. The document outlines the necessary site investigation and soil property information required for the design and construction of under-reamed piles. It also includes sections on load testing, design considerations, construction methods, and other recommendations for under-reamed piles.
For full course visit our website :
https://www.machenlink.com/course/foundation-engineering/
Description:
This test (IS: 2131 – 1981) is performed in a clean hole, 100 to 150 mm in diameter.
A casing or drilling mud is used to support the sides of the hole.
This test is most commonly used for cohesionless soil which can not be easily sampled.
Useful for determining the relative density and the angle of shear resistance.
It can also be used to determine the unconfined compressive strength of cohesive soil.
The test shall be made,…
At every change in stratum
At intervals not more than 1.5 m
If the number of blows for 150mm exceeds 50 it is taken as a refusal and the test is discontinuous
For full course visit our website :
https://www.machenlink.com/course/foundation-engineering/
Follow #MachenLink
Facebook: https://www.facebook.com/machenLink/
Linkedin: https://www.linkedin.com/company/machenlink/
Twitter: https://twitter.com/MachenLink
This document provides a summary of a class lecture on masonry structures. It discusses the historical use of masonry in ancient civilizations and architectural styles. It also covers topics related to the properties and structural behavior of masonry, including compressive strength, elastic modulus, and the strength of unreinforced masonry bearing walls. Code specifications from the UBC and MSJC for determining masonry strength are presented.
This document discusses principles of soil densification through compaction. It defines compaction as artificially decreasing soil volume by expelling air from pores to increase density. The key objectives of compaction are to increase shear strength, decrease settlement, control volume change, decrease permeability, and increase bearing capacity and slope stability. Compaction control tests indirectly assess the objectives by measuring water content, density, and penetration resistance. Specifications ensure expected performance by requiring field tests during compaction and laboratory tests on borrow materials. Other densification methods discussed include blasting, vibrocompaction, dynamic tamping, and compaction piles.
Soil Nailing is a technique to reinforce and strengthen ground adjacent to an excavation by installing closely spaced steel bars called “nails” ,as construction proceeds from top down
Soil Stabilization using Industrial Waste (Wheat Husk and Sugarcane Straw Ash)IRJET Journal
This document summarizes a research study that investigated using wheat husk ash (WHA) and sugarcane straw ash (SCSA) to improve the properties of expansive black cotton soil. Tests were conducted on soil samples with varying additions of WHA and SCSA, including Atterberg limit tests, unconfined compressive strength tests, and California bearing ratio tests. The results showed that adding WHA and SCSA increased the shear strength and decreased the compressibility of the treated soil samples compared to untreated soil. The study concluded that WHA and SCSA have potential for use as stabilizing materials to enhance the engineering properties of expansive soils.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
Geotechnical Engineering-II [Lec #20: WT effect on Bearing Capcity)Muhammad Irfan
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.
Pushover is a static-nonlinear analysis method where a structure is subjected to gravity loading and a monotonic displacement-controlled lateral load pattern which continuously increases through elastic and inelastic behavior until an ultimate condition is reached. Lateral load may represent the range of base shear induced by earthquake loading, and its configuration may be proportional to the distribution of mass along building height, mode shapes, or another practical means.
The static pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The expectation is that the pushover analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural system and its components. The purpose of the paper is to summarize the basic concepts on which the pushover analysis can be based, assess the accuracy of pushover predictions, identify conditions under which the pushover will provide adequate information and, perhaps more importantly, identify cases in which the pushover predictions will be inadequate or even misleading.
The Vee-Bee test is used to indirectly measure the workability of concrete by determining the amount of energy required to remold fresh concrete from a conical to cylindrical shape on a vibrating table. The test involves placing a standard slump cone filled with freshly prepared concrete on a vibrating cylinder. The time taken for the concrete to completely transform shapes under vibration is measured in Vee-Bee seconds. Testing is done at different water-cement ratios and the results are used to study how workability varies with slump.
This document contains lecture notes on soil compressibility and consolidation from Khalid R. Mahmood, Assistant Professor of Civil Engineering at the University of Anbar in Iraq. The notes cover topics such as immediate settlement, primary consolidation settlement, secondary compression settlement, consolidation testing methods, and void ratio-effective stress relationships for normally consolidated and overconsolidated soils. Laboratory consolidation tests on soil samples are discussed as a method to determine compression indices, coefficient of permeability, and void ratio-effective stress behavior. Disturbance effects on consolidation testing results are also summarized.
00-Slides-IEM Course-Site Supervision-Displ Piles-18 Jun 22 - Copy.pdfNeohChengAik
The document discusses the role and responsibilities of site supervisors for displacement pile foundations. It outlines the important knowledge supervisors need regarding pile installation methods, construction requirements, and how to properly inspect piles. The presentation aims to help supervisors ensure pile construction complies with specifications and designs to achieve sound pile installations.
This document provides information about the Standard Penetration Test (SPT) and Field Vane Shear Test (FVST) including:
- A brief history and standard procedures for conducting SPTs according to ASTM standards.
- Factors that influence SPT N-values and the need for corrections.
- How SPT N-values can be converted and used to estimate soil properties like internal friction angle and undrained shear strength.
- Applications of SPT N-values including liquefaction analysis, bearing capacity calculations, and settlement estimates.
- While newer tests exist, SPT is still widely used due to its low cost, ability to provide soil samples, accumulated database, and ability to estimate
4. STUDY ONVARIATION OF JOINT FORCES IN STEEL TRUSS BRIDGEAELC
This document provides an overview of a student's thesis on analyzing the variation of joint forces in steel truss bridges. The objectives are to understand steel truss bridge components and design, perform influence line analysis using STAAD-Pro software, and study joint force variations. The scope will involve designing a simple span parallel chord Warren truss bridge superstructure to AASHTO standards with HS20-24 live loading. Implementation will include modeling the bridge in STAAD-Pro and analyzing joints. The document also covers characteristics, advantages, disadvantages and components of steel truss bridges.
Caissons are large, box-like foundations that are sunk into the ground or water to transfer structural loads to deeper, stronger soil layers. There are three main types: box caissons, which are enclosed boxes opened at the top; open or well caissons, which are open at the top and bottom; and pneumatic caissons, which use compressed air to allow construction under water. Caissons are made of materials like concrete, steel, or timber and are used as foundations for bridges, dams, and other structures. Workers inside pneumatic caissons can experience health issues if not properly managed during decompression.
The document summarizes various methods used to analyze soil properties for highway construction projects. It describes procedures for sieve analysis, liquid limit testing, plastic limit testing, and other methods to determine characteristics like density, bearing capacity, and moisture content that are used in designing roadway foundations and pavements. Preliminary soil surveys are also outlined to identify soil types and conditions along proposed routes to inform design and construction decisions.
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
The papers for publication in The International Journal of Engineering& Science are selected through rigorous peer reviews to ensure originality, timeliness, relevance, and readability.
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 discusses different types of soil sampling techniques and soil samplers. It describes undisturbed, disturbed and non-representative soil samples and the samplers used to obtain them, including piston, foil and open drive samplers. It also discusses in-situ field testing methods like standard penetration tests and static cone penetration tests. Corrections applied to standard penetration test N-values for overburden pressure and dilatancy are also summarized.
Soil ii presentation-department of urban and infrastructure engg,neduet.Alee RzV
1) Four boreholes were drilled up to 50 m depth at the site of Tower H in DHA, Karachi to determine subsoil conditions. Standard penetration tests and other tests were performed on soil samples.
2) Grain size analysis, Atterberg limits, unconfined compression tests, point load tests, direct shear tests, and specific gravity tests were conducted to understand properties of the soil.
3) Results of the tests are presented in eight figures as part of the report on subsoil investigation.
The document provides an overview of the different stages of transmission line construction including planning, approvals, feasibility studies, bidding, and execution. During the execution stage, key activities are discussed such as route alignment, surveying, soil investigation, tower foundation construction, tower erection, stringing of conductors, and commissioning. Specifically, it outlines the process for soil investigation including boring, sampling, testing, and classification of soils. It also describes different types of tower foundations that may be used based on soil conditions such as pyramid, pad and step, undercut, block, pile, and rock anchor foundations.
International Journal of Engineering Research and DevelopmentIJERD Editor
Electrical, Electronics and Computer Engineering,
Information Engineering and Technology,
Mechanical, Industrial and Manufacturing Engineering,
Automation and Mechatronics Engineering,
Material and Chemical Engineering,
Civil and Architecture Engineering,
Biotechnology and Bio Engineering,
Environmental Engineering,
Petroleum and Mining Engineering,
Marine and Agriculture engineering,
Aerospace Engineering.
The document discusses using waste materials like fly ash and cinder in road construction to increase soil bearing capacity and road stability. It describes several experiments conducted on clayey soil, fly ash, and cinder, including proctor compaction testing, liquid/plastic limit tests, particle size distribution analysis, specific gravity tests, permeability testing, unconfined compression testing, and California Bearing Ratio (CBR) testing. The results showed that clayey soil has the best engineering properties overall, while fly ash individually has some benefits but also weaknesses in permeability resistance and strength, and cinder does not perform well in most tests on its own.
The document discusses soil properties testing and investigation methods. It outlines the typical project sequence which includes site research, field reconnaissance, exploration, laboratory investigations, and reporting. Common objectives are to identify surface conditions, determine subsurface soil profiles, locate groundwater, recover samples, and conduct lab/field testing. Field tests discussed include standard penetration testing, cone penetration testing, vane shear testing, and plate load testing. Laboratory tests examine properties like moisture content, density, plasticity, gradation, shear strength, consolidation, and swelling. The results of these investigations and tests are used to evaluate soil bearing capacity and foundation design.
This geotechnical investigation report summarizes soil testing performed for the construction of a shopping mall and residential building in Karachi, Pakistan. Field testing included borehole drilling, standard penetration testing, and soil sampling. Laboratory tests analyzed grain size, Atterberg limits, unconfined compression strength, density, moisture content, direct shear strength, and chemistry. The direct shear tests determined cohesion and angle of friction values for soil samples from 8 boreholes ranging from 0-1.0 kg/cm2 and 12.1-36.4 degrees, respectively. The report provides details of the field and laboratory testing done to characterize the soil conditions at the construction site.
The document provides instructions for conducting 12 geotechnical engineering experiments in the geotechnical engineering lab at B.V. Raju Institute of Technology. The experiments include determining Atterberg limits, field density via core cutter and sand replacement methods, grain size analysis, constant and variable head permeability tests, unconfined compression test, direct shear test, compaction tests, and CBR testing. Students must complete 8 of the 12 experiments listed. Instructions are provided for each experiment, including the aim, theory, apparatus required, and procedures to follow.
Its a short presentation on the sub soil exploration.Its just representing the set method of sub soil exploration with its application. For report and abstract you can mail me on darkswagger001@gmail.com
IRJET- Soil Water Retention Curve of an Unsaturated Sand Under Square Footing...IRJET Journal
The document summarizes a study on determining the bearing capacity of unsaturated sand under a square footing considering matric suction. Initial tests were conducted on soil samples to determine properties. Plate load tests were performed on the sand in its natural, fully saturated, and unsaturated states to measure the ultimate bearing capacity under each condition. Matric suction values of soil samples extracted from different depths after testing were measured using a filter paper method. The results were compared to theoretical bearing capacity values calculated using a modified Terzaghi equation. The relationship between bearing capacity and matric suction was also analyzed.
soil stabilization using waste finber by RAJ S PYARArajkumar pyara
The document summarizes an experimental study on using waste plastic to stabilize soil. Key points:
- Tests were conducted on soil and plastic samples to determine properties like specific gravity, particle size distribution, Atterberg limits, and CBR value.
- Samples with varying percentages of mixed plastic (0-2%) were tested to find the optimum mix.
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Soil test sanepa housing
1. Geotechnical Investigation works
Final
Report
on
Soil Investigation Works
For
The Proposed Site
Of
Sanepa Housing
At
Sanepa,Lalitpur.
Client: -
Consultant: -
PREPARED BY
The Agile Engineering Solution (P.) Ltd.
Sinamangal,Gairigaun,Kathmandu
Email: gsgroup.jain@gmail.com
Cell: 9851118335
2. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 1
1. INTRODUCTION
This report is prepared on the basis of soil investigation carried out for the proposed
construction of Sanepa Housing, Sanepa,Lalitpur. It presents the detail of the site
investigation and laboratory tests of the sample drawn at site. The soil investigation
comprises of Standard Penetration Test (SPT), Laboratory tests and prediction of the
allowable bearing capacity of the site under consideration. The details of test and findings are
summarized in the respective sections and paragraphs.
Equipments were mobilized and drilling works for two (2) bore holes were carried out as per
the contract agreement. The SPT were carried out along with drawing out of both disturbed
and un-disturbed soil samples at locations and depth as shown in the relevant sections. The
samples so drawn at site were immediately taken to the laboratory and appropriate tests were
performed.
2. OBJECTIVE
The objective of the investigation is to determine the soil formation at the project site so as to
derive engineering parameters for the design of the foundation of the proposed structures.
The specific objective of the consulting services subject to these TOR is:
o To do the detailed site investigation and geotechnical investigation of the site
o To submit the detailed site and soil investigation report including engineering
properties, design parameters, bearing capacity, coefficient of sub-grade reaction etc.
3. SCOPE OF WORK AND INVESTIGATION
For the purpose of the foundation design and construction of the proposed building, the
following data are to be provided:
o Type of foundation
o Depth below the ground level at which the foundation is to be placed
o Allowable bearing pressure at the foundation level
o Design parameters of sub-soil strata (sub-soil profile and engineering properties of the
soil strata)
The scope of soil investigation is as follows for borehole advancement to 12m at 2 locations:
o Standard penetration tests at 1.5m interval
o Collection of disturbed and undisturbed samples at regular interval or as and when
required
o Ground water table observation
o Laboratory test and analysis of data to determine the engineering properties
o Seismic analysis
o Technical report of the investigation work
3. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 2
4. METHODOLOGY
A. FIELD INVESTIGATION
The proposed geo-technical investigation was performed to characterize the subsurface
conditions at the site, to evaluate the bearing capacity of foundation soil and to
recommend safe bearing capacity for different type of foundation including the
settlement analysis and the potential of liquefaction.
Field investigation work was carried out in 2072. Drilling works were carried out using
one set of percussion drilling machine. The sides of the boreholes were lined with
150mm casing pipes.
Standard Penetration tests (SPT) were carried out in the boreholes at average depth
intervals of 1.5 m. Spilt spoon sampler of 35 mm internal diameter and 50 mm external
diameter coupled with a standard cutting shoe at its lower end was driven into the
ground at the base of the borehole by means of a 63.5 kg hammer falling from a height
of 760 mm. After an initial 150 mm seating penetration the sampler was driven to a
further depth of 150 mm twice to reach the final depth. The sum of the number of
blows required to reach the two last final 150mm depth was recorded as the N-value.
B. WATER TABLE MONITORING
The level of water was recorded in the boreholes at least 24 hours after boring was
completed to establish the ground water level. There were traces of water after 24 hours
of observation thus it can be said that the water table was found at 3m from G.L.
C. LABORATORY INVESTIGATION
All the requisite laboratory tests were carried out in accordance with IS standard
specifications. Standard laboratory test was carried out to characterize the soil strata.
The laboratory test includes the following tests: Moisture Content, Grain Size Analysis
including Hydrometer, Bulk Density, Specific Gravity, Atterberg Limits, Consolidation
Tests, Unconfined Compression Test and Direct Shear Tests.
a. Natural Moisture Content and Bulk Density
The natural water content and bulk density was determined from samples recovered
from the split spoon sampler.
b. Specific Gravity
The specific gravity test is made on the soil sample which was grounded to pass 2.0
mm IS sieve. Specific gravity is defined as the ratio of the weight of a given volume of
soil particles in air to the weight of an equal volume of distilled water at a temperature
of 4 degree C. It is important for computing the most of the soil properties e.g., void
ratio, unit weight, particle size determination by hydrometer, degree of saturation etc.
This method covers determination of the specific gravity of soils by means of a
pycnometer.
4. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 3
c. Grain size Analysis
Grain size distribution was determined by dry sieving process. Sieve analysis was
carried out by sieving a soil sample through sieves of known aperture size (e.g.,
4.75mm, 2mm, 1.18mm, 425, 300, 150 and 75 microns) by keeping one over the other,
the largest size being kept at the top and the smallest size at the bottom. The soil is
placed on the top sieve and shaked for 10 minutes using a mechanical shaker. The soil
retained on each sieve was weighed and expressed as a percentage of the weight of
sample.
d. Atterberg Limits
The physical properties of fine grained soils (clay and silt) get affected with water
content. Depending upon the amount of water present in a fine grained soil, it can be in
liquid, plastic or solid consistency states. The Atterberg Test was used for determining
the consistency of a cohesive (fine) soil. The Liquid Limit is the water content at which
a soil has a small shear strength that it flows to close a groove of standard width when
jarred in a specified manner. The Plastic Limit is the water content at which a soil
begins to crumble when rolled into threads of specified size i.e., 3mm. The water
content determined at a stage when the rolled thread of soil just starts crumbling. Three
such tests and the average value of water content were taken as Plastic Limit. The
Plasticity Index is the numerical difference between the Liquid Limit and the Plastic
Limit. The liquid limit of the fine grained soils was determined using the Casagrande
liquid limit device. A Plastic limit was determined using the standard ‘rolling the soil
into a thread of 3mm’ method. Casagrande plasticity chart was employed to determine
the classification of fine grained soil according to the Unified Soil Classification
System.
e. Consolidation
Consolidation of soil is the process of compression by gradual reduction of pores under
a steadily applied pressure. Consolidation tests are conducted for obtaining data
required for settlement analysis. Consolidation tests were performed on undisturbed
samples of 60 mm diameter and 20 mm thick. Two-way drainage was provided. Each
increment of load was maintained until sufficient period beyond the primary
consolidation has been reached. The test results are presented in terms of the e - logσ
curves in the attached figures.
f. Unconfined Compression Test
The unconfined compressive strength of a soil specimen is the ratio of failure load and
cross-sectional area of the specimen (at failure) when it is not subjected to any
confining pressure. It is conducted to measure the shear strength of a cohesive soil,
collected in natural state (in undisturbed form) from the field. This test is mainly used
for cohesive soils to check the short term stability of foundations and the sensitivity of
a soil. In this test, a circular soil specimen is compressed axially without any confining
pressure. The cross-section of the specimen increases with decrease in length.
5. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 4
g. Direct Shear Test
The shear strength of a soil mass is its property against sliding along internal planes
within itself and is determined in this case to compute the safe bearing capacity of the
foundation soil. Direct shear tests were conducted on disturbed samples collected from
the three boreholes. The samples were carefully extruded from the sampling tubes and
molded using standard moulds of 6.0 x 6.0 cm² cross-sectional areas and trimmed to
2.5 cm high. Solid metal plates were placed on both surfaces of the samples to prevent
the dissipation of pore water during shearing. The direct shear equipment is
mechanically-operated and shearing is applied at more or less constant strain rate. If the
samples are cohesive they will be sheared at a relatively fast rate (duration of tests less
than 10 minutes) to maintain un-drained condition. The samples were sheared at three
different normal stresses (i.e., 0.5 kg/cm2
, 1.0 kg/cm2
, 1.5 kg/cm2
,). The direct shear
test results are presented in terms of the failure envelops to give the angle of internal
frictions (Ø) and the cohesion intercepts (c).
5. ANALYSIS OF ALLOWABLE BEARING PRESSURE
The allowable bearing pressure (qall) is the maximum pressure that can be imposed on
the foundation soil taking into consideration the ultimate bearing capacity of the soil
and the tolerable settlement of the structure. Analysis to determine the ultimate bearing
capacity and the pressure corresponding to a specified maximum settlement were
performed and the minimum pressure obtained from the two analyses were adopted as
the allowable bearing pressure.
A. ALLOWABLE BEARING PRESSURE BASED ON ULTIMATE BEARING CAPACITY
Since the soil in the vicinity of the foundation level has been found to be grayish color
very dense gravel at greater depth, grey silty clay with high plasticity at intermediate
depth, the allowable bearing capacity has been analyzed using the angle of friction and
cohesion values from direct shear test results. Empirical formula of Terzaghi applicable
for this type of soils has been used to obtain the allowable bearing pressure with safety
factor equal to 3.
a. Hansen’s Method:
qult = cNcscdcic + qNqsqdqiqWq + 0.5γBNγsγdγiγWγ
where,
Nq = eπtanϕ
tan2
(45 + ϕ/2)
Nc = (Nq – 1) Cotϕ
Nγ = 1.5 (Nq – 1) tanϕ
sc,, sq,, sγ,, dc,,dq,,dγ,, ic,, iq,,iγ are shape, depth and inclination factors.
b. Terzaghi’s Method:
qult = cNcsc + qNqWq + 0.5γBNγsγWγ
where,
Nq = a2
/ a Cos2
( 45 + ϕ/2 ), a = e(0.75π-ϕ/2)tanϕ/2
Nc = (Nq – 1) Cotϕ
Nγ = tanϕ / 2 * (Kpγ / cos2
ϕ – 1)
Kpγ is a factor
6. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 5
c. Effect of water table:
i) If water table is likely to permanently remains at or below a depth of (Df +
B) beneath the ground level surrounding the footing then Wq = 1.
ii) If the water table is located at depth Df or likely to rise to the base of the
footing or above then the value of Wq shall be taken as 0.5.
iii) If the water table is likely to permanently got located at depth
Df<Dw<(Df+B), then the value of Wq be obtained by linear interpolation.
B. ALLOWABLE BEARING PRESSURE BASED ON TOLERABLE SETTLEMENT
The maximum allowable settlement for isolated footings in sand is generally 50
mm and for mat foundation in sand the allowable settlement is 75 mm (IS 1904: -
1978). For isolated footings in cohesive soil, allowable settlement is generally 75
mm and for mat foundation in cohesive soil the allowable settlement is 100 mm
(IS 1904: - 1978).
a. Settlement Analysis using Schmertmann method:
The method proposed by Schmertmann (1970) states that the change in the
Boussinesq pressure bulb was interpreted as related to strain. Since the pressure
bulb changes more rapidly from about 0.4 to 0.6 B, this depth is interpreted to
have the largest strains. Schmertmann then proposed using triangular relative-
strain diagram to model this strain distribution with ordinates of 0, 0.6 and 0 at
0B, 0.5B and 2B respectively. The area of diagram is related to the settlement.
Settlement (δ) = C1C2C3(q-Ϭ’zd)ΣIεH/Es
The Peak Value of the strain influence factor Iεp is
Iεp = 0.5 + 0.1Sqrt ((q-Ϭ’zd)/ Ϭ’zp)
Square and Circular Foundation:
For zf = 0 to B/2 Iε = 0.1 + (zf/B) (2Iεp-0.2)
For zf = B/2 to 2B Iε = 0.667 Iεp (2-zf/B)
C1 = 1- 0.5 (Ϭ’zd /q - Ϭ’zd)
C2 = 1 + 0.2 log ( t / 0.1 )
C3 = 1.03 – 0.003 L/B >= 0.73
SPT N Value Corrected for field procedures
N60 = EmCBCSCRN/0.6
Em = Hammer efficiency
CB = Bore hole dia correction
CS = Sampler correction
CR = Rod Length Correction
SPT N value corrected for field procedure and overburden stress
7. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 6
(N1)60 = N60
The method of Teng (1988) can also be employed for determining settlement.
This method is a modification of the method of Terzaghi and Peck (1948) such
that the allowable bearing pressure could directly be obtained from the SPT
values.
The allowable bearing pressure for a limiting settlement other than 25 mm (e.g. x
mm) can be linearly interpolated from the allowable bearing pressure for 25 mm
settlement.
qa(x mm) = qa(25 mm)(x/25)
C. LIQUEFACTION:
The liquefaction resistance of an element of soil depends on how close the initial
state of the soil is to the state corresponding to “failure’’ and on the nature of the
loading required to move it from the initial state to failure state. It is evident from
the literature that the failure state is different for flow liquefaction and cyclic
mobility. The failure state for flow liquefaction is easily defined using the FSL
and its initiation is easily recognized in the field. Once the cyclic loading imposed
by an earthquake and the liquefaction resistance of the soils has been
characterized, liquefaction potential can be evaluated. The cyclic stress approach
characterizes earthquake loading by the amplitude of an equivalent uniform
cyclic stress and liquefaction resistance by the amplitude of the uniform cyclic
stress required to produce liquefaction in the same number of cycles. The
evaluation of liquefaction potential is thus reduced to a comparison of loading
and resistance throughout the soil deposit of interest. Liquefaction can be
expected at depths where the loading exceeds the resistance or when the factor of
safety against liquefaction, expressed as, FSL = is less than 1.
Cyclic mobility failure is generally considered to occur when pore pressure
become large enough to produce ground oscillation, lateral spreading, or other
evidence of damage at the ground surface.
Maximum shear stress:
Ʈmax = amax / g*σ`v* rd
amax / g = 0.3 (Peak ground acceleration)
rd = Stress reduction factor
The equivalent uniform cyclic shear stresses are simply taken as 65% of
maximum shear stress.
Ʈmax = amax/g*σ`v*rd * 0.65
Triaxial cyclic stress ratio (CSRL) from fig 9.31,
Cyclic shear stress required to cause liquefaction:
Ʈcyc,L = CSRL * σ`v
8. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 7
FSL = Ʈcyc,L/Ʈcyc, is less than 1.
It should be noted that significant excess pore pressure can develop even if the
computed factor of safety is greater than 1.
9. Report on Geo-technical Investigation of Sanepa Housing,Sanepa,Lalitpur. Page 8
6. CONCLUSION
1. Soil investigation work has been carried out for the construction of the proposed
Sanepa Housing,Sanepa,Lalitpur.
2. During soil investigation the water table was found at 3m from GL level.
Therefore, all the bearing capacity calculations have been done with the water
table.
3. As per the site investigation results and then analysis associated for the measure
of liquefaction, it shall be noted that there is no possibility of liquefaction.
4. The footing depth should be minimum 2.5 m depth due to filling materials 1.5 m
depth.
5. The depth of Gravel Soling should be 30 cm. The size of gravel should be less than 150
mm mixing with coarse sand. The gravel layer should be compacted by rolling machine
in MAT and Rammer in Shallow. The layer of gravel should be compacted in 15 cm each
layer with spread of water
6. On the basis of ultimate bearing capacity and allowable settlement the following
allowable bearing pressures in kN/m2
for shallow/Mat foundation have been
recommended.
Footing size in
m x m
Depth of
footing in
m
Allowable
bearing capacity
by Terzaghi’s
method in
KN/m2
Settlement of Minimum
Allowable
bearing
capacity in
KN/m2
40 mm 60mm
2.5 x 2.5 2.5 68.12 25.4 68.12
10. Depth Thickness
m m
Depth
(m)
Type 15 cm 15 cm 15 cm
1.50 SPT 2 2 2 4
3.00 SPT 6 7 9 16
4.50 SPT 3 3 3 6
6.00 SPT 2 3 4 7
7.50 SPT 3 2 3 5
9.00 SPT 2 3 4 7
10.50 SPT 4 4 6 10
12.00 SPT 7 7 7 14
10 to 30
med.
dense
dense very
dense
4 to 8 8 to 16 16 to 32
med.soft stiff very stiff
Checked by : Daman Pantha
Logged by : Ramesh K. Thapa
Cohesive Soil
Total Depth :12.00m
Compactness
Type of soil
Verified by : S. K. Jain
30 to 50
Very soft
0 to 2
very loose
4 to 10
0 to 4
2 to 4
loose
Consistency
Soft
N, Value
Granular Soil
N
Sampling
0.00-1.5 1.5 Soil With Filling Materials .
Penetration Blow
Soil
symbol
Group
symbol
1
Project Name :
Sanepa,Lalitpur
Diameter of Bore Hole : 6"
Water Table, m : 3.00
4.5-7.5 3 Dark Greyesh Colour Silty Clay.
The Agile Engineering Solution (P.) Ltd.
Bore Hole Log Sheet
Bore Hole No :
Sanepa Housing
Location :
7.5-12.0 4.5 Dark Greyesh Colour Clay.
Soil Description
1.5-4.5 3 Greyish Colour Silty Clay.
11. Depth Thickness
m m
Depth
(m)
Type 15 cm 15 cm 15 cm
1.50 SPT 4 4 3 7
3.00 SPT 7 6 7 13
4.50 SPT 3 3 3 6
6.00 SPT 3 2 3 5
7.50 SPT 2 3 5 8
9.00 SPT 4 4 3 7
10.50 SPT 2 3 3 6
12.00 SPT 6 7 7 14
10 to 30
med.
dense
dense very
dense
4 to 8 8 to 16 16 to 32
med.soft stiff very stiff
Greyish Colour Silty Sandy Gravelely Clay.
3.0-6.0 3 Greyish Colour Silty Clay.
6.0-12.0 6 Dark Greyesh Colour Clay.
The Agile Engineering Solution (P.) Ltd.
Bore Hole Log Sheet
Bore Hole No :
Sanepa Housing
Location :
1.5-3.0 1.5
2
Project Name :
Sanepa,Lalitpur
Diameter of Bore Hole : 6"
Water Table, m : 3.00
Penetration Blow
Soil
symbol
Group
symbol
Soil Description
Consistency
Soft
N, Value
Granular Soil
N
Sampling
0.00-1.5 1.5 Soil With Filling Materials .
Very soft
0 to 2
very loose
4 to 10
0 to 4
2 to 4
loose
Checked by : Daman Pantha
Logged by : Ramesh K. Thapa
Cohesive Soil
Total Depth :12.00m
Compactness
Type of soil
Verified by : S. K. Jain
30 to 50
12. Project Name : Sanepa Housing
Consultant :
Location : Sanepa,Lalitpur
Date :
Sample
No.
Depth
m
Length
cm
Weight
gm
Volume
cm3
Bulk Density
gm/cm3
3.00 10.00 168.20 96.16 1.75
10.50 10.00 165.30 96.16 1.72
1.50 10.00 180.50 96.16 1.88
9.00 10.00 157.30 96.16 1.64
Borehole No. 1
Checked by : Daman Pantha Verified by : S.K. Jain (M.E.Civil,Geotech Engg. USA)
The Agile Engineering Solution (P.)Ltd.
Bulk Density Test
Tested by : Subhash. ( Lab. Technician )
Borehole No. 2
SPT
SPT
13. Sanepa Housing
Sanepa,Lalitpur
3.00 200.20 156.00 44.20 6.50 149.50 29.57
10.50 171.70 97.90 73.80 6.50 91.40 80.74
1.50 367.30 343.40 23.90 6.50 336.90 7.09
9.00 163.20 92.60 70.60 6.50 86.10 82.00
The Agile Engineering Solutions (P.) Ltd.
Natural Moisture Content
Project Name :
Consultant :
Location :
Date :
Wt. of Cont.
+
Wet Soil gm
Wt. of
Cont.+
Dry Soil
gm
Wt. of
Water
gm
Wt. of
Empty
Container
gm
Tested by : Subhash (Lab. Technician)
Wt. of Dry
Soil
gm
Moisture
Content
%
Sample No. Depth,m
Checked by : Daman Pantha Verified by : S.K. Jain ( M.E.Civil, Geotech Eng., USA)
Bore Hole No. 1
SPT
Bore Hole No. 2
SPT
14. Project Name : Sanepa Housing
Client :
Location : Sanepa,Lalipur
Date :
Depth, m 3.00 10.50
SPT SPT
Weightof Pycnometer W1 gm 61.00 66.00
Weight of pycnometer with dry soil W2 gm 86.00 91.00
Weight of pycnometer with dry soil and water W3 gm 176.20 181.20
Weight Pycnometer full of water W4 gm 160.80 166.00
Weight of dry Soil (w2-w1) gm 25.00 25.00
Weight of an equal volume of water (w2-w1)-(w3-w4) gm 9.60 9.80
2.60 2.55
Depth, m 1.50 9.00
SPT SPT
Weightof Pycnometer W1 gm 66.30 66.00
Weight of pycnometer with dry soil W2 gm 91.30 91.00
Weight of pycnometer with dry soil and water W3 gm 181.50 181.45
Weight Pycnometer full of water W4 gm 165.80 166.30
Weight of dry Soil (w2-w1) gm 25.00 25.00
Weight of an equal volume of water (w2-w1)-(w3-w4) gm 9.30 9.85
2.69 2.54
Verified by : S.K. Jain ( M.E.Civil, Geotech Eng., USA)
Checked by : Daman Pantha
The Agile Engineering Solutions (P.) Ltd.
Specific Gravity Test
BH - 1
BH - 2
Borehole No.
Sample No.
Borehole No.
Specific Gravity
Sample No.
Specific Gravity
Tested by : S. Adhikari ( Lab Technician )