This document discusses methods for estimating bearing capacity based on in-situ and laboratory tests. The most common in-situ tests are the Standard Penetration Test (SPT) and Cone Penetration Test (CPT). The SPT involves dropping a weight to penetrate a split spoon sampler and counting the number of blows, which is used to estimate bearing capacity based on empirical correlations. The CPT provides a continuous profile by measuring cone resistance, which can also be empirically correlated to bearing capacity. The document also discusses estimating bearing capacity from vane shear tests and plate load tests.
The document discusses various field and laboratory testing methods for geotechnical investigations. It describes common in-situ tests like the Standard Penetration Test (SPT), Cone Penetration Test (CPT), Dynamic Cone Penetration Test (DCPT), Vane Shear Test (VST), Dilatometer Test (DMT), and Pressuremeter Test (PMT). It also discusses procedures, components, interpretations and limitations of these tests. The document then briefly covers rock testing methods like Unconfined Compression Test, Brazilian Test, Point Load Test, and Schmidt Rebound Hardness Test.
FOUNDATION ENGINEERING AND VARIOUS SITE TESTS PROCEDURES .pptDrJLogeshwariAsstPro
This document discusses common in situ tests used in foundation engineering including the standard penetration test (SPT), cone penetration test (CPT), vane shear test (FVT), dilatometer test (DMT), and pressuremeter test (PMT). It also discusses the use of SPT-N values to estimate soil properties like friction angle and bearing capacity through empirical correlations. Two common bearing capacity design methods are described: allowable stress design (ASD) and load and resistance factor design (LRFD). LRFD accounts for variability in loads and resistances using statistical analysis.
The document provides design details for a rectangular concrete tank with three chambers. It discusses load combinations and factors used by the Portland Cement Association (PCA) that differ slightly from American Concrete Institute (ACI) specifications. An interior wall and short exterior wall of the tank are then designed. The interior wall is designed for both vertical and horizontal bending using #8 bars spaced at 6 inches and 8 inches, respectively. The short exterior wall uses a 14 inch thickness with #6 bars at 8 inches for vertical bending to resist a moment of 28,672 lb-ft/ft.
1. The document discusses how the location of the water table affects the bearing capacity of soils. It provides equations to calculate reductions in bearing capacity terms due to the water table level.
2. Plate load tests are described as a method to determine the bearing capacity of soils by measuring the settlement of loaded test plates. Load-settlement curves are analyzed to find the ultimate bearing capacity.
3. Charts and equations are presented to estimate the allowable bearing capacity of soils from standard penetration test N-values, taking into account water table level, footing width and depth.
1) Meyerhof's method estimates skin friction (QS) by calculating the unit friction (f) between the pile and soil, which increases linearly with depth up to a critical depth (L') and then remains constant. L' is typically 15 times the pile diameter (D).
2) Coyle and Castello's method estimates QS using field test data, with QS equal to the lateral earth pressure coefficient (K) times the average effective overburden pressure times the soil-pile friction angle times the pile perimeter length.
3) In sand, QS can be correlated to standard penetration test (SPT) N-values, with higher N-values giving higher skin friction. QS is calculated by multiplying the
A square plate 8 m wide will receive loads from a structure transmitting 40kPa of contact stress to the foundation soil. The plate will be supported 0.8m deep in a 25m thick clay layer. Below the clay is a permeable mix of sands and gravels to a depth of over 40m.
The plate's bearing capacity and compensation state are calculated for depths of 0.8m and 0.5m. Both depths result in an undercompensated plate. The fully compensated depth is 2.987m.
Assuming loads can be transmitted through sufficiently spaced deep foundations, analyses are done for pile widths of 0.2m and 0.3m in lengths of 15m
Presentation on standard penertation testJoydeep Atta
The standard penetration test (SPT) is the most frequently used in situ test for geotechnical properties of soil. It provides information on relative density, shear strength, liquefaction potential, and other properties. The SPT involves driving a split spoon sampler into the bottom of a borehole using a 63.5 kg hammer dropped from a height of 760 mm. The number of blows required for each 150 mm of penetration is recorded and used to evaluate soil properties. Factors such as overburden pressure, hammer efficiency, borehole cleaning must be considered when interpreting SPT results.
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear force design values from applied loads. Design approaches are given for center point loads and edge loads, including consideration of soil resistance.
The document discusses various field and laboratory testing methods for geotechnical investigations. It describes common in-situ tests like the Standard Penetration Test (SPT), Cone Penetration Test (CPT), Dynamic Cone Penetration Test (DCPT), Vane Shear Test (VST), Dilatometer Test (DMT), and Pressuremeter Test (PMT). It also discusses procedures, components, interpretations and limitations of these tests. The document then briefly covers rock testing methods like Unconfined Compression Test, Brazilian Test, Point Load Test, and Schmidt Rebound Hardness Test.
FOUNDATION ENGINEERING AND VARIOUS SITE TESTS PROCEDURES .pptDrJLogeshwariAsstPro
This document discusses common in situ tests used in foundation engineering including the standard penetration test (SPT), cone penetration test (CPT), vane shear test (FVT), dilatometer test (DMT), and pressuremeter test (PMT). It also discusses the use of SPT-N values to estimate soil properties like friction angle and bearing capacity through empirical correlations. Two common bearing capacity design methods are described: allowable stress design (ASD) and load and resistance factor design (LRFD). LRFD accounts for variability in loads and resistances using statistical analysis.
The document provides design details for a rectangular concrete tank with three chambers. It discusses load combinations and factors used by the Portland Cement Association (PCA) that differ slightly from American Concrete Institute (ACI) specifications. An interior wall and short exterior wall of the tank are then designed. The interior wall is designed for both vertical and horizontal bending using #8 bars spaced at 6 inches and 8 inches, respectively. The short exterior wall uses a 14 inch thickness with #6 bars at 8 inches for vertical bending to resist a moment of 28,672 lb-ft/ft.
1. The document discusses how the location of the water table affects the bearing capacity of soils. It provides equations to calculate reductions in bearing capacity terms due to the water table level.
2. Plate load tests are described as a method to determine the bearing capacity of soils by measuring the settlement of loaded test plates. Load-settlement curves are analyzed to find the ultimate bearing capacity.
3. Charts and equations are presented to estimate the allowable bearing capacity of soils from standard penetration test N-values, taking into account water table level, footing width and depth.
1) Meyerhof's method estimates skin friction (QS) by calculating the unit friction (f) between the pile and soil, which increases linearly with depth up to a critical depth (L') and then remains constant. L' is typically 15 times the pile diameter (D).
2) Coyle and Castello's method estimates QS using field test data, with QS equal to the lateral earth pressure coefficient (K) times the average effective overburden pressure times the soil-pile friction angle times the pile perimeter length.
3) In sand, QS can be correlated to standard penetration test (SPT) N-values, with higher N-values giving higher skin friction. QS is calculated by multiplying the
A square plate 8 m wide will receive loads from a structure transmitting 40kPa of contact stress to the foundation soil. The plate will be supported 0.8m deep in a 25m thick clay layer. Below the clay is a permeable mix of sands and gravels to a depth of over 40m.
The plate's bearing capacity and compensation state are calculated for depths of 0.8m and 0.5m. Both depths result in an undercompensated plate. The fully compensated depth is 2.987m.
Assuming loads can be transmitted through sufficiently spaced deep foundations, analyses are done for pile widths of 0.2m and 0.3m in lengths of 15m
Presentation on standard penertation testJoydeep Atta
The standard penetration test (SPT) is the most frequently used in situ test for geotechnical properties of soil. It provides information on relative density, shear strength, liquefaction potential, and other properties. The SPT involves driving a split spoon sampler into the bottom of a borehole using a 63.5 kg hammer dropped from a height of 760 mm. The number of blows required for each 150 mm of penetration is recorded and used to evaluate soil properties. Factors such as overburden pressure, hammer efficiency, borehole cleaning must be considered when interpreting SPT results.
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear force design values from applied loads. Design approaches are given for center point loads and edge loads, including consideration of soil resistance.
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear from factored loads for various load cases including center point loads and edge loads. Design of soil resistance for punching shear is also covered.
This document provides the design and analysis of precast driven piles for a proposed 2x660MW thermal power project in Rampal, Bangladesh. It evaluates the pile for stresses during driving and lifting/pitching, and checks the axial, uplift, lateral and flexural capacities of the pile section. The analysis considers a 450mm x 450mm square precast pile with 26m length. It determines the pile can safely resist all assessed stresses and loads with the proposed reinforcement details.
1) Two common methods for estimating frictional resistance (Qs) in clay piles are the α method (based on total stress) and the λ method (based on total stress plus effective stress).
2) The example problem calculates Qs for a driven pipe pile in clay using these two methods as well as the β method (based on effective stress).
3) For the α method, Qs is estimated to be 1538 kN. For the λ method, Qs is estimated to be 552.38 kN. The β method is also described but no value is calculated in this example.
This document provides information on calculating various parameters related to coiled tubing operations. It includes formulas and examples for:
1. Calculating the reel capacity of coiled tubing based on dimensions like flange height and width. An example calculates the reel capacity as 16,353 feet.
2. Determining internal and external volumes and displacements of tubing using formulas and reference tables. An example calculates displaced volume of 2000 feet of 1.5" tubing as 4.3 barrels.
3. Calculating annular volumes between coiled tubing and casing/tubing using formulas and reference tables. An example finds the annular volume between 5000 feet of coiled tubing and 3
This document provides an overview and summary of key concepts from a PE refresher course on geotechnical engineering. It covers soil classification methods including the USCS and AASHTO systems. It also discusses important soil properties like grain size, plasticity, compaction, permeability, consolidation, and shear strength. Applications covered include settlement analysis, slope stability, shallow and deep foundations, and retaining structures. Calculation of stresses, settlements, and determining appropriate soil parameters for analysis are also summarized.
The document contains information about a test series conducted by KAME Classroom and Online Test Series. It provides the date and time of the GATE 2017 Mechanical Engineering exam, and requests candidates to share their expected GATE scores. It also contains sample questions and answers from the GATE 2017 Mechanical Engineering exam.
The document contains information about a test series conducted by KAME Classroom and Online Test Series. It provides the date and time of the GATE 2017 Mechanical Engineering exam, and requests candidates to share their expected GATE scores. It also contains sample questions and answers from the GATE 2017 Mechanical Engineering exam.
This document appears to be performing calculations related to the design of shear reinforcement for a concrete beam. It defines various parameters such as material strengths, beam dimensions, shear forces, and calculates the required shear reinforcement based on the governing code (ACI or NEC). It determines the maximum shear force, required shear strength provided by concrete, remaining shear to be resisted by reinforcement, area of shear reinforcement needed, and spacing of the reinforcement. It also calculates hyperstatic shear forces and plastic moment capacities at critical sections.
This document contains worked solutions to three hydraulics problems. In problem 1, the author calculates flow rates and forces in a channel. They find a flow rate of 58.8 m/s and a force of 538 N. Problem 2 involves calculating velocities and pressures in a siphon, finding velocities of 7.67 m/s and a gauge pressure of -54.9 kPa. For part b, they calculate the exit level is 25.8 m below the surface. Problem 3 parts a and b involve calculating flow rates in pipes, finding rates of 71.6 L/s and 0.05 m3/s respectively, and the head required by a pump of 61.6 m.
This document contains a soil mechanics exam with four questions. Question 1 involves calculating the factor of safety for a cut in stiff clay. Question 2 calculates total stress at a point below two foundations. Question 3 involves drawing shear strength envelopes from triaxial test data. Question 4 determines shear strength parameters from direct shear tests and uses them to calculate initial cell pressure in a triaxial test.
This document discusses different types of footings used in reinforced concrete design, including isolated spread footings, wall footings, combined footings, pile caps, mat foundations, and column footings. It covers topics such as bearing pressure under footings, design of eccentrically loaded footings, moment and shear in wall footings, critical sections for shear and moment in column footings, and transfer of forces at the base of a column. Two example problems are included to demonstrate the design of a wall footing and square column footing.
This document provides examples and solutions for calculating various aspects of deep foundation engineering, including:
1) Computing the load capacity of a prestressed concrete pile driven into soil, including toe bearing capacity and side friction capacity.
2) Determining the toe bearing capacity of a drilled shaft using SPT N-values from below its base.
3) Calculating the allowable downward load capacity of a drilled shaft installed in a soil profile, accounting for side friction along its length.
4) Several other examples calculate pile capacities considering factors like soil properties, pile dimensions, installation method, and testing data. Methods include determining ultimate capacity from soil parameters and applying a factor of safety.
Chapter 2 free vibration of single degree of freedomRafi sulaiman
1) Using the BS 8002 method, the minimum depth of embedment (d) is calculated by determining the disturbing and restoring moments acting on the sheet pile wall and solving the equations iteratively.
2) Applying the CP2 (gross pressure) method, the depth of penetration (od) is found by taking moments of the lateral earth pressures, od is then increased by 30% to obtain the required depth of embedment (d).
3) Both methods simplify the actual pressure distribution to a concentrated force (R) and use factors of safety on the available passive resistance to determine a stable depth of embedment for the cantilever sheet pile wall.
The document discusses the Standard Penetration Test (SPT), including:
1) SPT involves driving a split-spoon sampler into soils using a hammer dropped from a height of 30 inches to obtain a sample and resistance value.
2) Raw SPT N-values are highly variable due to differences in hammer energy efficiency.
3) Corrections are needed to account for actual hammer energy, obtaining an energy-corrected N60 value, in order to have consistent and reliable SPT data.
This document provides 10 examples of problems related to bearing capacity of foundations. The examples calculate bearing capacity using Terzaghi's analysis for different soil and foundation conditions, including cohesionless and cohesive soils, square and strip footings, and considering the water table depth. One example compares results to field plate load tests. The solutions show calculations for determining soil shear strength parameters, factor of safety, and safe bearing capacity.
This document summarizes Coulomb's earth pressure theory for calculating active and passive lateral earth pressures on retaining walls. It provides derivations of the equations for active and passive pressures in cohesionless soils based on force equilibrium. The key equations given are for the active earth pressure coefficient Ka, which relates the active earth pressure Pa to the vertical stress σv using soil unit weight γ, wall inclination α, and soil friction angle φ.
The document contains laboratory test results and calculations to determine the bearing capacity of soil. It includes soil properties like cohesion, internal friction angle, unit weight measured in the lab and field. It then shows calculations for ultimate bearing capacity and allowable bearing capacity of square foundations using Terzaghi's method for various depths and widths. The results are presented in tables with recommended allowable values between 1-2 kg/cm2 depending on the foundation size.
The document discusses the design of flat slabs and beams. It provides examples of determining the effective width of beams supported by slabs, calculating bending reinforcement, checking shear capacity, and designing transverse reinforcement. Methods for load transfer from slabs to beams are presented. The document also examines punching shear control at a column, providing simplified assumptions for the eccentricity factor and checking the upper limit value for design punching shear stress.
The document summarizes the results of a pile load test prediction event where four pile configurations were tested - a bored pile with bentonite, a full displacement pile (FDP), and each with an expander base at the toe. It provides the pile layout, soil conditions, and predictions of load-movement curves and capacities for each pile. The results showed that the FDP pile had about twice the shaft resistance of the bentonite pile, and similar or better stiffness over half the length. The expander base significantly increased the stiffness of both pile types. The document concludes that determining pile capacity requires defining methods and factors of safety to make load and resistance factor design meaningful.
Unisoft software bengt h. fellenius, pierre goudraultcfpbolivia
1) The document presents information on calculating pile capacity and load distribution using different methods such as the total stress method, SPT method, CPT method, and beta method.
2) Case studies of static loading tests on piles are shown and predictions of pile capacity are compared to measured load-movement curves and capacities.
3) The importance of considering residual loads already present in a pile before load testing is discussed. Effective stress analysis and measuring pore pressure changes over time are emphasized for accurately assessing pile capacity and behavior.
This document provides technical design guidelines for steel fiber reinforced concrete floors. It discusses three types of steel fibers and their material properties. It describes EN 14651 beam testing of steel fiber concrete and design values. The document outlines basic design principles for ultimate limit states (ULS) and serviceability limit states (SLS). It discusses resisting and acting forces for ULS. Methods are presented for calculating bending moment and shear from factored loads for various load cases including center point loads and edge loads. Design of soil resistance for punching shear is also covered.
This document provides the design and analysis of precast driven piles for a proposed 2x660MW thermal power project in Rampal, Bangladesh. It evaluates the pile for stresses during driving and lifting/pitching, and checks the axial, uplift, lateral and flexural capacities of the pile section. The analysis considers a 450mm x 450mm square precast pile with 26m length. It determines the pile can safely resist all assessed stresses and loads with the proposed reinforcement details.
1) Two common methods for estimating frictional resistance (Qs) in clay piles are the α method (based on total stress) and the λ method (based on total stress plus effective stress).
2) The example problem calculates Qs for a driven pipe pile in clay using these two methods as well as the β method (based on effective stress).
3) For the α method, Qs is estimated to be 1538 kN. For the λ method, Qs is estimated to be 552.38 kN. The β method is also described but no value is calculated in this example.
This document provides information on calculating various parameters related to coiled tubing operations. It includes formulas and examples for:
1. Calculating the reel capacity of coiled tubing based on dimensions like flange height and width. An example calculates the reel capacity as 16,353 feet.
2. Determining internal and external volumes and displacements of tubing using formulas and reference tables. An example calculates displaced volume of 2000 feet of 1.5" tubing as 4.3 barrels.
3. Calculating annular volumes between coiled tubing and casing/tubing using formulas and reference tables. An example finds the annular volume between 5000 feet of coiled tubing and 3
This document provides an overview and summary of key concepts from a PE refresher course on geotechnical engineering. It covers soil classification methods including the USCS and AASHTO systems. It also discusses important soil properties like grain size, plasticity, compaction, permeability, consolidation, and shear strength. Applications covered include settlement analysis, slope stability, shallow and deep foundations, and retaining structures. Calculation of stresses, settlements, and determining appropriate soil parameters for analysis are also summarized.
The document contains information about a test series conducted by KAME Classroom and Online Test Series. It provides the date and time of the GATE 2017 Mechanical Engineering exam, and requests candidates to share their expected GATE scores. It also contains sample questions and answers from the GATE 2017 Mechanical Engineering exam.
The document contains information about a test series conducted by KAME Classroom and Online Test Series. It provides the date and time of the GATE 2017 Mechanical Engineering exam, and requests candidates to share their expected GATE scores. It also contains sample questions and answers from the GATE 2017 Mechanical Engineering exam.
This document appears to be performing calculations related to the design of shear reinforcement for a concrete beam. It defines various parameters such as material strengths, beam dimensions, shear forces, and calculates the required shear reinforcement based on the governing code (ACI or NEC). It determines the maximum shear force, required shear strength provided by concrete, remaining shear to be resisted by reinforcement, area of shear reinforcement needed, and spacing of the reinforcement. It also calculates hyperstatic shear forces and plastic moment capacities at critical sections.
This document contains worked solutions to three hydraulics problems. In problem 1, the author calculates flow rates and forces in a channel. They find a flow rate of 58.8 m/s and a force of 538 N. Problem 2 involves calculating velocities and pressures in a siphon, finding velocities of 7.67 m/s and a gauge pressure of -54.9 kPa. For part b, they calculate the exit level is 25.8 m below the surface. Problem 3 parts a and b involve calculating flow rates in pipes, finding rates of 71.6 L/s and 0.05 m3/s respectively, and the head required by a pump of 61.6 m.
This document contains a soil mechanics exam with four questions. Question 1 involves calculating the factor of safety for a cut in stiff clay. Question 2 calculates total stress at a point below two foundations. Question 3 involves drawing shear strength envelopes from triaxial test data. Question 4 determines shear strength parameters from direct shear tests and uses them to calculate initial cell pressure in a triaxial test.
This document discusses different types of footings used in reinforced concrete design, including isolated spread footings, wall footings, combined footings, pile caps, mat foundations, and column footings. It covers topics such as bearing pressure under footings, design of eccentrically loaded footings, moment and shear in wall footings, critical sections for shear and moment in column footings, and transfer of forces at the base of a column. Two example problems are included to demonstrate the design of a wall footing and square column footing.
This document provides examples and solutions for calculating various aspects of deep foundation engineering, including:
1) Computing the load capacity of a prestressed concrete pile driven into soil, including toe bearing capacity and side friction capacity.
2) Determining the toe bearing capacity of a drilled shaft using SPT N-values from below its base.
3) Calculating the allowable downward load capacity of a drilled shaft installed in a soil profile, accounting for side friction along its length.
4) Several other examples calculate pile capacities considering factors like soil properties, pile dimensions, installation method, and testing data. Methods include determining ultimate capacity from soil parameters and applying a factor of safety.
Chapter 2 free vibration of single degree of freedomRafi sulaiman
1) Using the BS 8002 method, the minimum depth of embedment (d) is calculated by determining the disturbing and restoring moments acting on the sheet pile wall and solving the equations iteratively.
2) Applying the CP2 (gross pressure) method, the depth of penetration (od) is found by taking moments of the lateral earth pressures, od is then increased by 30% to obtain the required depth of embedment (d).
3) Both methods simplify the actual pressure distribution to a concentrated force (R) and use factors of safety on the available passive resistance to determine a stable depth of embedment for the cantilever sheet pile wall.
The document discusses the Standard Penetration Test (SPT), including:
1) SPT involves driving a split-spoon sampler into soils using a hammer dropped from a height of 30 inches to obtain a sample and resistance value.
2) Raw SPT N-values are highly variable due to differences in hammer energy efficiency.
3) Corrections are needed to account for actual hammer energy, obtaining an energy-corrected N60 value, in order to have consistent and reliable SPT data.
This document provides 10 examples of problems related to bearing capacity of foundations. The examples calculate bearing capacity using Terzaghi's analysis for different soil and foundation conditions, including cohesionless and cohesive soils, square and strip footings, and considering the water table depth. One example compares results to field plate load tests. The solutions show calculations for determining soil shear strength parameters, factor of safety, and safe bearing capacity.
This document summarizes Coulomb's earth pressure theory for calculating active and passive lateral earth pressures on retaining walls. It provides derivations of the equations for active and passive pressures in cohesionless soils based on force equilibrium. The key equations given are for the active earth pressure coefficient Ka, which relates the active earth pressure Pa to the vertical stress σv using soil unit weight γ, wall inclination α, and soil friction angle φ.
The document contains laboratory test results and calculations to determine the bearing capacity of soil. It includes soil properties like cohesion, internal friction angle, unit weight measured in the lab and field. It then shows calculations for ultimate bearing capacity and allowable bearing capacity of square foundations using Terzaghi's method for various depths and widths. The results are presented in tables with recommended allowable values between 1-2 kg/cm2 depending on the foundation size.
The document discusses the design of flat slabs and beams. It provides examples of determining the effective width of beams supported by slabs, calculating bending reinforcement, checking shear capacity, and designing transverse reinforcement. Methods for load transfer from slabs to beams are presented. The document also examines punching shear control at a column, providing simplified assumptions for the eccentricity factor and checking the upper limit value for design punching shear stress.
The document summarizes the results of a pile load test prediction event where four pile configurations were tested - a bored pile with bentonite, a full displacement pile (FDP), and each with an expander base at the toe. It provides the pile layout, soil conditions, and predictions of load-movement curves and capacities for each pile. The results showed that the FDP pile had about twice the shaft resistance of the bentonite pile, and similar or better stiffness over half the length. The expander base significantly increased the stiffness of both pile types. The document concludes that determining pile capacity requires defining methods and factors of safety to make load and resistance factor design meaningful.
Unisoft software bengt h. fellenius, pierre goudraultcfpbolivia
1) The document presents information on calculating pile capacity and load distribution using different methods such as the total stress method, SPT method, CPT method, and beta method.
2) Case studies of static loading tests on piles are shown and predictions of pile capacity are compared to measured load-movement curves and capacities.
3) The importance of considering residual loads already present in a pile before load testing is discussed. Effective stress analysis and measuring pore pressure changes over time are emphasized for accurately assessing pile capacity and behavior.
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Rainfall intensity duration frequency curve statistical analysis and modeling...bijceesjournal
Using data from 41 years in Patna’ India’ the study’s goal is to analyze the trends of how often it rains on a weekly, seasonal, and annual basis (1981−2020). First, utilizing the intensity-duration-frequency (IDF) curve and the relationship by statistically analyzing rainfall’ the historical rainfall data set for Patna’ India’ during a 41 year period (1981−2020), was evaluated for its quality. Changes in the hydrologic cycle as a result of increased greenhouse gas emissions are expected to induce variations in the intensity, length, and frequency of precipitation events. One strategy to lessen vulnerability is to quantify probable changes and adapt to them. Techniques such as log-normal, normal, and Gumbel are used (EV-I). Distributions were created with durations of 1, 2, 3, 6, and 24 h and return times of 2, 5, 10, 25, and 100 years. There were also mathematical correlations discovered between rainfall and recurrence interval.
Findings: Based on findings, the Gumbel approach produced the highest intensity values, whereas the other approaches produced values that were close to each other. The data indicates that 461.9 mm of rain fell during the monsoon season’s 301st week. However, it was found that the 29th week had the greatest average rainfall, 92.6 mm. With 952.6 mm on average, the monsoon season saw the highest rainfall. Calculations revealed that the yearly rainfall averaged 1171.1 mm. Using Weibull’s method, the study was subsequently expanded to examine rainfall distribution at different recurrence intervals of 2, 5, 10, and 25 years. Rainfall and recurrence interval mathematical correlations were also developed. Further regression analysis revealed that short wave irrigation, wind direction, wind speed, pressure, relative humidity, and temperature all had a substantial influence on rainfall.
Originality and value: The results of the rainfall IDF curves can provide useful information to policymakers in making appropriate decisions in managing and minimizing floods in the study area.
Applications of artificial Intelligence in Mechanical Engineering.pdfAtif Razi
Historically, mechanical engineering has relied heavily on human expertise and empirical methods to solve complex problems. With the introduction of computer-aided design (CAD) and finite element analysis (FEA), the field took its first steps towards digitization. These tools allowed engineers to simulate and analyze mechanical systems with greater accuracy and efficiency. However, the sheer volume of data generated by modern engineering systems and the increasing complexity of these systems have necessitated more advanced analytical tools, paving the way for AI.
AI offers the capability to process vast amounts of data, identify patterns, and make predictions with a level of speed and accuracy unattainable by traditional methods. This has profound implications for mechanical engineering, enabling more efficient design processes, predictive maintenance strategies, and optimized manufacturing operations. AI-driven tools can learn from historical data, adapt to new information, and continuously improve their performance, making them invaluable in tackling the multifaceted challenges of modern mechanical engineering.
Digital Twins Computer Networking Paper Presentation.pptxaryanpankaj78
A Digital Twin in computer networking is a virtual representation of a physical network, used to simulate, analyze, and optimize network performance and reliability. It leverages real-time data to enhance network management, predict issues, and improve decision-making processes.
1. 1
BEARING CAPACITY BASED ON IN-SITU AND LABORATORY TESTS
IN-SITU TESTS
BC can be estimated by in-situ and laboratory tests, the most common in-situ tests for BC
evaluation are
Standard Penetration Test (SPT), very cheap, most common and popular
Cone Penetration Test (CPT), very sophisticated, costly, not very common as compared
with SPT
Vane shear Test
SPT
SPT-N Value:
Number of blows required for
12 inch penetration of split
spoon sampler under the impact
of a standard wt. of 140 lbs
dropped from a height of 30
inch
2. 2
It consists of penetrating a sampler known as split spoon sampler by dropping a standard
weight of 140 lbs by 30 inch height. The sampler is penetrating by 18 inches total and for
each 6 inches; the number of blows required for each of the penetration are counted
separately. The number of blows for first 6 inches is ignored and the total numbers of
blows for next two 6 inch penetration (total 12 inch) are taken and known as SPT-N
value. (e.g. if the respective blow count for three successive 6 inch penetration are 8, 9,
10 then SPT-N value is 19.)
As a part of test, the representative but disturbed soil sample is procured at the test depth
for laboratory testing.
SPT is generally performed at every 1 m interval up to 15~20 m and then interval may
be increased to 1.5-2 m.
If SPT is performed below GWT, the SPT-N values is overestimated and a correction to
measured N is (dilatancy correction) applied if SPT-N value exceeds 15
Ncorr. = 15 + 0.5(Nmeasured -15)
The SPT is more reliable for granular soils as compared with fine grained soils.
In case of gravels, a 60o
cone is used in stead of split spoon samples
If SPT is performed below GWT, sand boiling causes disturbance leading to erroneous
SPT-N values. The borehole casing should be filled with water all the time to avoid sand
boiling in case of light percussion technique.
The SPT-N value has the following correlation with different parameters.
3. 3
GRANULAR SOILS
Description Very Loose Loose Medium Dense Very Dense
Relative density, Dr 0 – 0.15 0.15 – 0.35 0.35 – 0.65 0.65 – 0.85 0.85 – 1.00
Standard Penetration Test
value, N
0 – 4 5 – 10 11 – 30 31 – 50 51 – UP
Approximate angle of internal
friction, degree)
25 – 28 28 – 30 30 – 35 35 – 40 38 – 43
Approximate range of moist
unit weight, (pcf)
70 – 100 90 – 115 110 – 130 110 – 140 130 – 150
Submerged unit weight, sub 60 55 – 65 60 – 70 65 – 85 75
COHESIVE SOILS
Description Very
Soft
Soft Firm Stiff Very Stiff Hard
Unconfined compressive
strength, qu (tsf)
0 – 0.25 0.25 – 0.5 0.5 – 1.0 1.0 – 2.0 2.0 – 4.0 4.0 – UP
Standard Penetration Test
value, N
0 – 2 3 – 4 5 – 8 9 – 16 17 – 32 33 – UP
Approx. range of saturated unit
weight, sat (pcf)
100 – 120 100 – 130 120 – 140 130+
4. 4
1. Bearing Capacity from SPT
a. Terzaghi & Peck (1948) Method
Terzaghi & Peck (1948) were first to propose a correlation between SPT-N value and allowable
pressure for a settlement of 25 mm (1 inch). The estimation of qa is considered to be very
conservative and is generally not used by current practitioners. The equation is as inder:
w
d
a R
K
B
B
N
q
2
2
1
3
720 N > 3
where qa = net allowable bearing pressure in psf for 1 inch settlement and B in ft.
or w
d
a R
K
B
B
N
q
2
2
305
.
0
3
5
.
34 , qa in kPa, B in m
33
.
1
)
33
.
0
1
(
B
D
Kd , (for R’w see Fig. 1)
This equation can be modified for calculation of settlement for any given pressure
w
d K
qC
B
B
N
s
2
305
.
0
3
9
.
2
s in mm, B in m and q in kPa
Cd = 1 for D/B = 0 Cd = 0.75 for D/B = 1
Kw = 1 for Dw > B Kw = 2.0 for Dw = 0
b. Meyerhof (1956) method:
(SI units) qa = 12 N Kd for B1.2 m
(Fps units) qa = d
K
N
4
for B < 4 ft
(SI units) qa= d
K
B
B
N
2
3
.
0
8
for B > 1.2 m
(Fps units) qa = d
K
B
B
N
2
1
6
for B > 4 ft
5. 5
Where,
qa = allowable bearing pressure for a maximum settlement of 25 mm or 1-inch, kPa or ksf.
N = SPT resistance in blows/300 mm = statistical average value for the footing influence zone
of about 0.5B above footing base to at least 2B below.
B = footing width in meters or feet.
Kd = depth factor = 33
.
1
)
33
.
0
1
(
B
D
For any settlement, actual
a
actual q
q
s
s
For s = 25 mm, the above equations (in SI units) can be modified to determine settlement under
the known contact pressure or vice versa as below:
actual
actual
2
q
C
N
s d
for B 1.2 m
actual
2
actual
3
.
0
12
.
3
q
C
B
B
N
s d
for B > 1.2 m
Where
B
D
K
C
d
d
33
.
0
1
1
1
0.75 and 1.0
c. Meyerhof method modified by Bowles (1977):
(SI units) qa = 20 N Kd for B1.2 m
(Fps units) qa = d
K
N
5
.
2
for B < 4 ft
(SI units) qa.= d
K
B
B
N
2
3
.
0
5
.
12
for B > 1.2 m
(Fps units) qa = d
K
B
B
N
2
1
4
for B > 4 ft
Where,
qa = allowable bearing pressure for a maximum settlement of 25 mm or 1-inch, kPa or ksf.
N = SPT resistance in blows/300 mm = statistical average value for the footing influence zone
of about 0.5B above footing base to at least 2B below.
6. 6
B = footing width in meters or feet.
Kd = depth factor = 33
.
1
)
33
.
0
1
(
B
D
For any settlement, actual
a
actual q
q
s
s
For s = 25 mm, the above equations (in SI units) can be modified to determine settlement under
the known contact pressure or vice versa as below:
actual
actual
25
.
1
q
C
N
s d
for B 1.2 m
actual
2
actual
3
.
0
2
q
C
B
B
N
s d
for B > 1.2 m
Where
B
D
K
C
d
d
33
.
0
1
1
1
0.75 and 1.0
d. Teng (1962) Relations based on shear failure criterion
For strip footing:
)
100
(
5
3 2
2
w
w
ult DR
N
R
BN
q
(Fps units)
The above equation may be modified for qs (FS=3) in SI units
)
100
(
262
.
0
157
.
0 2
2
w
w
s DR
N
R
BN
q
(SI units)
For square footing:
)
100
(
6
2 2
2
w
w
ult DR
N
R
BN
q
(Fps units)
The above equation may be modified for qs (FS=3) in SI units
)
100
(
314
.
0
105
.
0 2
2
w
w
s DR
N
R
BN
q
(SI units)
Where,
qs = net safe bearing capacity w.r.t. shear failure alone for FOS of 3 in psf or kPa
B = footing width in ft or meters
N = SPT resistance in blows/300 mm
D = footing depth in ft or meters; if D > B use D = B for computation
7. 7
Rw & R'w = water table reduction factor
B
D
db
a
d
B
Water
Table
Water Table
Footing
(a)
0 0.2 0.4 0.6 0.8 1.0
0.5
0.6
0.7
0.8
0.9
1.0
Reduction factor,
R w
0 0.2 0.4 0.6 0.8 1.0
0.5
0.6
0.7
0.8
0.9
1.0
Reduction factor,
R' w
(b) (c)
d /D d /B
a b
f
f
R = 1 - 0.5
w
d a
Df
R' w = 0.5 + 0.5
d
B
b
Fig. 1: Correction factors for position of water level: (a) depth of water level with respect
to dimension of footing; (b) water level above base of footing; (c) water level below base of
footing.
e. Parry (1977) Relation based on shear failure criterion
For cohesionless soils only
qult = 30 N (kPa) (D B)
N = average SPT value at a depth about 0.75B below the proposed base of the footing.
8. 8
2. Bearing Capacity using CPT
(i) Meyerhof (1956)
For a maximum settlement of 25 mm; for foundations (strip or square) on dry sands:
qa= 3.6 qc kN/m2
qc/30 kg/cm2
for B 1.2 m
qa= 2.1 qc (1 + 1/B)2
kN/m2
qc/50 (1 + 1/B)2
kg/cm2
for B > 1.2 m
For any value of B, an approximate formula is:
qa= 2.7 qc kN/m2
= qc/40 kg/cm2
Where,
qa = allowable pressure for 25 mm
B = footing width in meters.
qc = CPT cone resistance in kPa.
Notes:
above equations are based on the approximate rule that N =qc/4 (in kg/cm2
).
qa is halved if the sand within the stresses zone is submerged.
For rafts and pier foundations, double the qa values determined above.
(ii) Schmertmann (1978)
The bearing capacity factors for use in Terzaghi's bearing capacity equation can be
estimated as:
0.8 Nq 0.8 N qc D/B 1.5.
Where qc is average cone resistance over depth interval from B/2 above to 1.1B below
footing base.
For Cohesionless Soils
Strip: 2
5
.
1
ult kg/cm
in
)
300
(
0052
.
0
28 c
q
q
or tons/ft2
Square: 2
5
.
1
ult kg/cm
in
)
300
(
009
.
0
48 c
q
q
or tons/ft2
For Cohesive Soils
Strip: 2
kg/cm
in
28
.
0
2 c
ult q
q
or tons/ft2
Square 2
kg/cm
in
34
.
0
5 c
ult q
q
or tons/ft2
9. 9
3. Bearing Capacity Using Vane Shear Test (VST)
v
u
ult L
B
B
D
q
)
2
.
0
1
)(
2
.
0
1
(
5
Where,
= strength reduction factor
u = undrained shear strength = 3
6
.
3 D
T
T = measured torque
D = blade diameter of vane
v = total overburden pressure at foundation level.
1.2
1.0
0.8
0.6
0.4
0 20 40 60 80 100 120
PI, (%)
Correction factor for the field vane test as a function of PI, (after Bjerrum, 1972, and
Ladd, et al., 1977).
10. 10
4. BEARING CAPACITY FROM PLATE LOAD TEST
Dead Weight
Pit
Rigid Steel Plate
of Square Shape
Hydraulic Jack with
Loading Cell
Loading
Frame
Three Settlement
Dial Gauges Spaced
at 120 apart approx.
o
Schematic sketch showing load-test arrangement
For details of equipment and testing procedure, refer to ASTM D 1195
The load is applied in increments of 25% of the proposed design load.
Increments are added till the final load is 150 to 200% of the proposed design load or
to the failure of the soil underneath the plate.
Each increment of load is maintained until the settlement is ceased, however the final
applied load is maintained for not less than 24 hours.
Settlement dial readings are recorded for each load increment after 5, 10, 15, 30, 60
minutes and every 1 hour interval thereafter to the first 6 hours and at least once every
12 hours thereafter.
1
2
P Pu
u
= Ultimate Load
Load
Settlement
Typical load-settlement plots of a load test
11. 11
Data Reduction and Analysis
The ultimate load can be obtained:
directly from the curve (1) or
using two tangents method, curve (2).
then
qult, foundation = qult, load test for clay
plate
foundation
plate
ult
B
B
q
q for sand
Settlement of prototype footing (Terzaghi and Peck, 1948):
)
(
p
f
p
f
B
B
s
s for clays, and
2
f
p
2
p
f
1
B
1
B
B
B
Sp
S f for sands
For a square plate of 1 ft 1 ft size
2
1
2
f
f
p
f
B
B
s
s for sands
Where sf & sp = settlements of prototype foundation and a square plate of 1 ft 1 ft size
respectively.
Bf (or B) & Bp = widths of the prototype foundation and plate respectively.
Above equations are for surface footings i.e. D = 0
To estimate the settlement of footings placed at depth D apply the depth correction factor
using Fox's (1948) curves.
How to Obtain BC from Plate Load Test Results
The permissible settlement Sf for a prototype foundation should be known. Normally
settlement of 2.5 cm (1 inch) is recommended. In above equations, the values of Sf and Bp
are therefore known. The unknown are Sp and Bf. The value of Sp for any assumed size Bf
may be found out from the above equations and then using the plate load settlement curve,
the value of the bearing pressure corresponding to the computed value of Sp is found out.
12. 12
The bearing pressure is the allowable bearing pressure for a given permissible settlement
Sf.
Limitation of the Plate Load Test
1. Since plate load test is of short duration, it will not give consolidation settlement. If the
underlying soil is sandy in nature immediate settlement may be taken as the total
settlement. If the soil is clayey type, the immediate settlement is only a fraction of the total
settlement. Load tests, therefore, do not have much significance in clayey soils to
determine allowable pressure on the basis of settlement criterion.
2. Plate load tests should be used with caution and the present practice is not to rely too
much on this test. If the soil is not homogeneous to a great depth, plate load tests give very
misleading results.
Assume two layers of soil. The top layer is stiff clay where as the bottom layer is soft clay.
The load test conducted near the surface of the ground measures the characteristics of stiff
clay but does not indicate the nature of the soft clay soil which is below. The actual
foundation of a building, however, has a bulb of pressure which extends to a great depth
into the poor soil which is highly compressible. Whereas the soil tested by the plate load
test is very good leading to unsafe design. Plate load test is, therefore, not at all
Soil-1, stiff clay
Soil-2, soft clay
13. 13
recommended on soils, which are not homogeneous at least to a depth equal to 1.5 to 2
times the width of the prototype foundation.
3. Plate load tests should not be relied on to determine the ultimate B.C of sandy soils as
the scale (size) effect gives very misleading results. However, when the tests are carried on
clay soils, the ultimate B.C as determined by the test may be taken as equal to that of the
foundation since the bearing of clay is essentially independent of the footing size
5. BY LABORATORY UNCONFINED COMPRESSION TEST
The B.C of a cohesive soil can also be evaluated from the unconfined compressive test
on cohesive soils. The failure axial stress in case of unconfined compression test is
termed as unconfined compressive stress which is equal to:
qu = 2C
and C = qu/2 and =0 (for undrained condition)
By Terzaghi’s equation, the BC of cohesive soils for =0 case is
qun = CNc Nc = 5.7 or approximately 6
qun = 6C
for FS=3
qns = 2C = qu
Therefore, the net safe bearing capacity (qns) of cohesive soil can be taken approximately
equal to unconfined compression strength of cohesive soil.
6. BC BY BUILDING CODES:
In many countries/cities, the local building code stipulates values of allowable soil pressure to
use when designing foundations. These values are usually based on years of experience,
although in some cases they are simply used from the building construction handbooks.
14. 14
These arbitrary values of soil pressure are termed as Presumptive Bearing Pressures. The
presumptive pressures are generally based on a visual soil classification. Following table
summaries the Presumptive Bearing Pressures from the International Building Code.
Table: Presumptive Bearing Pressures from the International Building Code (IBC, 1997)
Soil or Rock Classification Allowable Bearing Pressure, qa
(kPa) (lbs/ft2
)
Crystalline Bedrock 600 12,000
Sedimentary or Foliated Rocks 300 6,000
Sandy gravel, or gravel (GW, GP) 250 5,000
Sand, silty Sand, clayey sand, silty gravel,
clayey gravel, (SW, SP, SM, SC, GM and
GC)
150 3,000
Clay, sandy clay, silty clay, or clayey silt,
(CL, ML, MH, CH)
100 2,000
Mud, organic silt, organic clay, peat or
unprepared fill
0 0