This document summarizes a study on the horizontal load-deformation behavior of suction caisson foundations. The study used finite element modeling in ABAQUS to simulate the behavior of caisson foundations in sandy soils under monotonic and cyclic loading conditions. Key findings included: (1) load capacity decreased with increased loading height and eccentricity, (2) maximum stresses occurred near the mid-depth of the caisson, and (3) stiffness degraded nonlinearly with increasing number of load cycles due to accumulated plastic strains. Parametric analyses looked at the effects of caisson diameter, soil type, and loading conditions. Conclusions focused on developing design methods for predicting load-moment interactions and capacity. Future work could consider clay soils
This document discusses soil compaction techniques and equipment. It defines compaction as densifying soil through external effort like rolling or vibration. Compaction decreases porosity and increases density. It is used to increase strength and stability while reducing permeability and erosion. Common field compaction methods are rolling, ramming, and vibration. Equipment includes smooth drum rollers, pneumatic rollers, sheep foot rollers, rammers, grid rollers, and tamping rollers, each suited to different soil types. The document provides details on the design and use of each type of compaction equipment.
coulomb's theory of earth pressure
coulomb's wedge theory of earth pressure
coulomb's expression for active pressure
coulomb's active earth pressure coefficient =Ka
vedio link
https://youtu.be/PSDwMjlTTGs
for numerical problem
https://youtu.be/ZPf3qAAtcpE
HYDRAULIC JUMP CHARACTERISTICS FOR DIFFERENT OPEN CHANNEL AND STILLING BASIN ...IAEME Publication
Hydraulic jump is considered as the best way for dissipating energy present in moving water downstream of hydraulic structures. This paper conducted laboratory experiments to investigate the hydraulic jump characteristics variations for different rectangular open channel layouts. In this paper, the used open channel layouts were five bed slopes of 0.0175, 0.0349, 0.0524, 0.0699, and 0.0875, and a sill with three different heights was placed along a model of the stilling basin at three different longitudinal distances. The characteristics of the hydraulic jump, which was formed downstream vertical gate, were measured for variable discharges.
This document discusses sprinkler irrigation systems. It defines sprinkler irrigation as a method of applying irrigation water similar to natural rainfall by pumping water under pressure through a system of pipes and spraying it into the air above crops. The document describes different types of sprinklers like impact, gun, pop-up, gear-driven, rotor, and turbo sprinklers. It also discusses the advantages of uniform water distribution and flexibility and disadvantages like high costs and sensitivity to wind.
The document discusses slope stability and factors that influence it. It defines an unrestrained slope and describes different types of slope failures such as base failure and midpoint circle failure depending on where the surface of sliding intersects the slope. Factors that influence slope stability include soil/rock strength, groundwater, external loading, slope geometry. Slope failures can be triggered by erosion, rainfall, earthquakes, construction activities, and more. Methods to improve slope stability include flattening slopes, adding weight/retaining walls, lowering the water table, soil improvement. Stability analysis procedures include mass and methods of slices approaches. The factor of safety is defined and equations for infinite slope analysis with and without seepage are provided.
This document provides an overview of embankment dam design and construction. It discusses the types of embankment dams, causes of failure, and design procedures. The key points covered are:
1. Types of embankment dams include homogeneous dams with toe drains or blankets, and zoned dams with central cores and filters/blankets.
2. Causes of failure include hydraulic failures from overtopping, seepage failures from piping/leakage, and structural failures from sliding, liquefaction, or settlement.
3. Design considers safety against hydraulic, seepage and structural failures. This includes limiting seepage, ensuring stability of slopes, and providing adequate spillway capacity.
This document discusses analytical and numerical approaches to modeling consolidation of clay soils installed with vertical sand drains. It first reviews the literature on analytical models and recent improvements. It then describes setting up a finite element model in PLAXIS to numerically analyze how sand drains improve consolidation time and how time and settlement vary with drain properties and loading. The model considers stiff and soft clay layers and calculates consolidation curves for each based on drain diameter and applied stress. Sand drains were found to significantly reduce consolidation time, especially for stiff clays, while final settlement was unaffected by drain diameter.
The Cone Penetration Test (CPT) involves pushing a cone-tipped rod into the ground to measure resistance from different soil types. The CPT is best suited for sand, silt, clay, and residual soils. It objectives are to determine the subsurface soil strata, groundwater conditions, and physical properties. The test uses cone penetrometers of various sizes, from 2cm2 mini cones for shallow investigations to 40cm2 large cones for gravelly soils, to define soil stratigraphy, layers, voids, and discontinuities.
This document discusses soil compaction techniques and equipment. It defines compaction as densifying soil through external effort like rolling or vibration. Compaction decreases porosity and increases density. It is used to increase strength and stability while reducing permeability and erosion. Common field compaction methods are rolling, ramming, and vibration. Equipment includes smooth drum rollers, pneumatic rollers, sheep foot rollers, rammers, grid rollers, and tamping rollers, each suited to different soil types. The document provides details on the design and use of each type of compaction equipment.
coulomb's theory of earth pressure
coulomb's wedge theory of earth pressure
coulomb's expression for active pressure
coulomb's active earth pressure coefficient =Ka
vedio link
https://youtu.be/PSDwMjlTTGs
for numerical problem
https://youtu.be/ZPf3qAAtcpE
HYDRAULIC JUMP CHARACTERISTICS FOR DIFFERENT OPEN CHANNEL AND STILLING BASIN ...IAEME Publication
Hydraulic jump is considered as the best way for dissipating energy present in moving water downstream of hydraulic structures. This paper conducted laboratory experiments to investigate the hydraulic jump characteristics variations for different rectangular open channel layouts. In this paper, the used open channel layouts were five bed slopes of 0.0175, 0.0349, 0.0524, 0.0699, and 0.0875, and a sill with three different heights was placed along a model of the stilling basin at three different longitudinal distances. The characteristics of the hydraulic jump, which was formed downstream vertical gate, were measured for variable discharges.
This document discusses sprinkler irrigation systems. It defines sprinkler irrigation as a method of applying irrigation water similar to natural rainfall by pumping water under pressure through a system of pipes and spraying it into the air above crops. The document describes different types of sprinklers like impact, gun, pop-up, gear-driven, rotor, and turbo sprinklers. It also discusses the advantages of uniform water distribution and flexibility and disadvantages like high costs and sensitivity to wind.
The document discusses slope stability and factors that influence it. It defines an unrestrained slope and describes different types of slope failures such as base failure and midpoint circle failure depending on where the surface of sliding intersects the slope. Factors that influence slope stability include soil/rock strength, groundwater, external loading, slope geometry. Slope failures can be triggered by erosion, rainfall, earthquakes, construction activities, and more. Methods to improve slope stability include flattening slopes, adding weight/retaining walls, lowering the water table, soil improvement. Stability analysis procedures include mass and methods of slices approaches. The factor of safety is defined and equations for infinite slope analysis with and without seepage are provided.
This document provides an overview of embankment dam design and construction. It discusses the types of embankment dams, causes of failure, and design procedures. The key points covered are:
1. Types of embankment dams include homogeneous dams with toe drains or blankets, and zoned dams with central cores and filters/blankets.
2. Causes of failure include hydraulic failures from overtopping, seepage failures from piping/leakage, and structural failures from sliding, liquefaction, or settlement.
3. Design considers safety against hydraulic, seepage and structural failures. This includes limiting seepage, ensuring stability of slopes, and providing adequate spillway capacity.
This document discusses analytical and numerical approaches to modeling consolidation of clay soils installed with vertical sand drains. It first reviews the literature on analytical models and recent improvements. It then describes setting up a finite element model in PLAXIS to numerically analyze how sand drains improve consolidation time and how time and settlement vary with drain properties and loading. The model considers stiff and soft clay layers and calculates consolidation curves for each based on drain diameter and applied stress. Sand drains were found to significantly reduce consolidation time, especially for stiff clays, while final settlement was unaffected by drain diameter.
The Cone Penetration Test (CPT) involves pushing a cone-tipped rod into the ground to measure resistance from different soil types. The CPT is best suited for sand, silt, clay, and residual soils. It objectives are to determine the subsurface soil strata, groundwater conditions, and physical properties. The test uses cone penetrometers of various sizes, from 2cm2 mini cones for shallow investigations to 40cm2 large cones for gravelly soils, to define soil stratigraphy, layers, voids, and discontinuities.
Consolidation is the process where water drains from saturated soil pores, transferring the load from water to soil particles and causing volume change. There are three types of consolidation: immediate, primary, and secondary. One-dimensional consolidation assumes vertical drainage, making the process primarily vertical. Terzaghi's theory of one-dimensional consolidation models this using parameters like permeability, compressibility, and effective stress. The coefficient of consolidation describes the rate of compression, while compression and swelling indices characterize the void ratio-effective stress relationship. The oedometer test experimentally determines consolidation properties from soil specimen compression under incremental loads.
This document describes Snyder's synthetic unit hydrograph method. Snyder's method allows computation of key hydrograph characteristics using watershed properties. These include:
1. Lag time, which is related to watershed time of concentration based on length and slope.
2. Hydrograph duration, which is typically 1/5.5 of the lag time.
3. Peak discharge, which is related to watershed area, storage coefficient, and time parameters.
4. Other hydrograph properties like width can also be estimated using the peak discharge and empirical coefficients. The synthetic hydrograph provides an estimate of watershed runoff for both gauged and ungauged locations.
This document discusses earth pressure at rest for foundation engineering. It defines the coefficient of earth pressure at rest (Ko) as the ratio of horizontal to vertical stress. Using Ko, it describes how to calculate the lateral pressure at rest (Po) and total lateral pressure (ph) at a given depth, accounting for factors like a water table. Diagrams show how the pressure distribution forms a triangle against a retaining wall, with the maximum pressure at the bottom. Equations are provided to calculate the pressure and total force per unit length of the wall for dry, saturated, and water table conditions.
The document describes methods for calculating river discharge, including the area-velocity method and slope-area method. The area-velocity method divides the river cross section into segments, calculates the average width and velocity for each, and sums the segmental discharges. The slope-area method estimates discharge over a long reach based on the high flood level, total flow area, slope of the water surface, and whether the reach is contracting or expanding.
- The document discusses the response of linear elastic single-degree-of-freedom (SDOF) systems to earthquake loading.
- It describes how the peak displacement, velocity and acceleration responses of SDOF systems depend on factors like the system's natural period and damping ratio.
- Response spectra are introduced as plots that show the peak response of SDOF systems as a function of their natural period. Different types of response spectra like deformation, pseudo-velocity and pseudo-acceleration spectra are discussed.
The document provides information about stress distribution in soil due to self-weight and surface loads. It discusses Boussinesq's formula for calculating vertical stress in soil due to a concentrated surface load. The formula shows that vertical stress is directly proportional to the load, inversely proportional to depth squared, and depends on the ratio of radius to depth. A table of coefficient values used in the formula for different ratios of radius to depth is also provided.
Presentation subsoil investigation foundation recommendation geotechnical ass...kufrebssy
The document summarizes a student's SIWES seminar presentation on geotechnical assessment conducted during an internship. The student conducted subsoil investigation tests at a site using cone penetration and standard penetration tests. Test results found soil strength and compressibility varied with depth, with shallower soils having moderate properties and deeper soils having good properties. Analysis of test data determined a stiffened raft slab foundation design would be adequate. The internship helped the student learn soil testing skills and gain practical experience applying geological knowledge, though challenges included work procedures and restrictions.
This document provides information on spillway and energy dissipator design. It begins with an introduction to spillways, their classification, and factors considered in design. It then focuses on the design of ogee or overflow spillways. It discusses spillway crest profiles, discharge characteristics including effects of approach depth, upstream slope, and submergence. It provides example designs for overflow spillways and calculations for determining spillway length. The key aspects covered are types of spillways, design considerations, standard crest profiles, discharge equations, and worked examples for spillway sizing.
The document provides information on shallow foundations, including definitions, design criteria, methods for determining bearing capacity, and modes of failure. It discusses Prandtl's analysis, Rankine's analysis, and Terzaghi's bearing capacity theory. Terzaghi's theory assumes a shallow strip footing fails along a composite shear surface through five zones: an elastic zone under the footing, two radial shear zones, and two linear shear zones forming a triangular shape. The theory is used to derive an expression for ultimate bearing capacity considering the soil's shear strength properties.
Classification of soil grains with respect to sizeNaveed Hussain
The document defines various types of geological particles by size, including boulders over 30 cm in diameter, cobbles between 7.6 cm and 30 cm, gravels between 4.75 mm and 76 mm, and sand between 4.75 mm and 0.075 mm. It then describes different types of gravels such as bank gravel, bench gravel, creek rock, crushed stone, lag gravel, pay gravel, pea gravel, piedmont gravel, and plateau gravel. The document also defines sizes of sand, silt, clay, and colloids, the smallest particles.
soil liquefaction and quicksand conditionazlan ahmad
Soil liquefaction occurs when water-saturated soils lose strength during earthquakes or other vibrations, causing the soil particles to separate and behave like a liquid. This happens because earthquake shaking increases water pressure between soil particles. Buildings and structures can sink or collapse into liquefied soils. Techniques to prevent liquefaction include compacting soils or setting deep foundations below unstable layers. Quick sand conditions occur when upward seepage flow reduces effective stress in loose soils like sand, causing a floating effect with little weight-bearing capacity.
Extrapolation of Stage Discharge Rating CurveBiswajit Dey
An accurate stage–discharge relationship is necessary for design to evaluate the interrelationships of flow characteristics (depth and discharge)
The stage-discharge relationship also enables you to evaluate a range of conditions as opposed to a preselected design flow rate.
Continuous measurement of discharge in a river is a very costly, time-consuming, and impractical exercise, especially during floods.
Usually, to overcome limitations to continuous discharge measurement, observed stage data is converted into river discharge using a stage-discharge relationship, commonly known as the rating curve.
Rating curve is considered as an epitome of all the channel characteristics
This document provides information about the design of strap footings. It begins with an overview of strap footings, noting they are used to connect an eccentrically loaded column footing to an interior column. The strap transmits moment caused by eccentricity to the interior footing to generate uniform soil pressure beneath both footings.
It then outlines the basic considerations for strap footing design: 1) the strap must be rigid, 2) footings should have equal soil pressures to avoid differential settlement, and 3) the strap should be out of contact with soil to avoid soil reactions. Finally, it provides the step-by-step process for designing a strap footing, including proportioning footing dimensions, evaluating soil pressures, designing reinforcement,
Dynamic pile formulae estimate the ultimate load capacity of driven piles based on data collected during pile driving. The Engineering News formula is the simplest and most used dynamic formula. It relates the ultimate load capacity to the weight of the hammer, height of fall, and pile penetration per blow. The Modified Hiley's formula improves upon the Engineering News formula by accounting for energy losses during driving. Limitations of dynamic formulae include not representing the static load capacity and being unsuitable for cohesive soils where pore pressures can develop.
This is a lecture on well hydraulics. The basics of flow towards the well in confined and unconfined aquifers. Well interactions. Method of images. Flow nets in case of multiple wells. Superposition theory for multiple wells.
Jet grouting is a soil improvement technique that mixes stabilizer like cement into soil in situ using high pressure injection to increase soil strength and reduce permeability. It can treat a variety of soil types to form continuous structural elements. The "multi-axis" technique allows creating multiple jet-grouted columns simultaneously to improve efficiency. MiniJet uses hollow threaded rebar as sacrificial rods for high pressure grout injection, allowing larger diameter columns to be formed faster than traditional jet grouting. Underwater anchoring uses miniJet to install horizontal anchors below sea level from above the water to reinforce seawalls during harbor deepening projects.
This document discusses preconsolidation pressure in soils. It defines preconsolidation pressure as the maximum effective vertical overburden stress a soil sample has experienced in the past. Though it cannot be directly measured, it can be estimated using methods like analyzing the curvature of a consolidation curve. A soil is considered normally consolidated if the current vertical effective stress is equal to or greater than the preconsolidation pressure. The document also lists factors that can cause a soil to approach its preconsolidation pressure, such as changes in total stress, pore water pressure, soil structure, or environmental conditions. Finally, it states that knowing the preconsolidation pressure is important for predicting settlement, site preparation for construction, and determining appropriate
This document describes the design of an earthen bund and associated structures for a minor irrigation project in India. It includes details on:
1. Selecting the site for the bund based on factors like water storage capacity, foundation stability, and construction material availability.
2. Surveying the reservoir area to determine capacity contours and reservoir capacity.
3. Designing the earthen bund with specifications for material used, slopes, and dimensions based on dam height.
4. Calculating water requirements for irrigation based on crop areas and duties.
5. Designing associated structures like the canal with a trapezoidal section, sluice gate size based on discharge requirements,
Chapter 6 concrete dam engineering with examplesMohsin Siddique
This document provides an overview of concrete dam engineering. It begins by outlining the key learning outcomes which are to understand dam classification, selection criteria, ancillary works, and forces acting on dams. It then defines what a dam is and discusses the types of dams including gravity, arch, buttress, and embankment dams. It describes the various components of dams such as spillways and outlets. It also covers the forces acting on dams including primary loads from water, self-weight, and seepage, as well as secondary loads from sediment, thermal effects, and seismic loads. It concludes by discussing the analysis of gravity dams and safety criteria for overturning, sliding, crushing, and tension.
Numerical and Analytical Solutions for Ovaling Deformation in Circular Tunnel...IDES Editor
Ovaling deformations develop when waves propagate
perpendicular to the tunnel axis. Two analytical solutions are
used for estimating the ovaling deformations and forces in
circular tunnels due to soil–structure interaction under
seismic loading. In this paper, these two closed form solutions
will be described briefly, and then a comparison between these
methods will be made by changing the ground parameters.
Differences between the results of these two methods in
calculating the magnitudes of thrust on tunnel lining are
significant. For verifying the results of these two closed form
solutions, numerical analyses were performed using finite
element code (ABAQUS program). These analyses show that
the two closed form solutions provide the same results only
for full-slip condition.
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.
Consolidation is the process where water drains from saturated soil pores, transferring the load from water to soil particles and causing volume change. There are three types of consolidation: immediate, primary, and secondary. One-dimensional consolidation assumes vertical drainage, making the process primarily vertical. Terzaghi's theory of one-dimensional consolidation models this using parameters like permeability, compressibility, and effective stress. The coefficient of consolidation describes the rate of compression, while compression and swelling indices characterize the void ratio-effective stress relationship. The oedometer test experimentally determines consolidation properties from soil specimen compression under incremental loads.
This document describes Snyder's synthetic unit hydrograph method. Snyder's method allows computation of key hydrograph characteristics using watershed properties. These include:
1. Lag time, which is related to watershed time of concentration based on length and slope.
2. Hydrograph duration, which is typically 1/5.5 of the lag time.
3. Peak discharge, which is related to watershed area, storage coefficient, and time parameters.
4. Other hydrograph properties like width can also be estimated using the peak discharge and empirical coefficients. The synthetic hydrograph provides an estimate of watershed runoff for both gauged and ungauged locations.
This document discusses earth pressure at rest for foundation engineering. It defines the coefficient of earth pressure at rest (Ko) as the ratio of horizontal to vertical stress. Using Ko, it describes how to calculate the lateral pressure at rest (Po) and total lateral pressure (ph) at a given depth, accounting for factors like a water table. Diagrams show how the pressure distribution forms a triangle against a retaining wall, with the maximum pressure at the bottom. Equations are provided to calculate the pressure and total force per unit length of the wall for dry, saturated, and water table conditions.
The document describes methods for calculating river discharge, including the area-velocity method and slope-area method. The area-velocity method divides the river cross section into segments, calculates the average width and velocity for each, and sums the segmental discharges. The slope-area method estimates discharge over a long reach based on the high flood level, total flow area, slope of the water surface, and whether the reach is contracting or expanding.
- The document discusses the response of linear elastic single-degree-of-freedom (SDOF) systems to earthquake loading.
- It describes how the peak displacement, velocity and acceleration responses of SDOF systems depend on factors like the system's natural period and damping ratio.
- Response spectra are introduced as plots that show the peak response of SDOF systems as a function of their natural period. Different types of response spectra like deformation, pseudo-velocity and pseudo-acceleration spectra are discussed.
The document provides information about stress distribution in soil due to self-weight and surface loads. It discusses Boussinesq's formula for calculating vertical stress in soil due to a concentrated surface load. The formula shows that vertical stress is directly proportional to the load, inversely proportional to depth squared, and depends on the ratio of radius to depth. A table of coefficient values used in the formula for different ratios of radius to depth is also provided.
Presentation subsoil investigation foundation recommendation geotechnical ass...kufrebssy
The document summarizes a student's SIWES seminar presentation on geotechnical assessment conducted during an internship. The student conducted subsoil investigation tests at a site using cone penetration and standard penetration tests. Test results found soil strength and compressibility varied with depth, with shallower soils having moderate properties and deeper soils having good properties. Analysis of test data determined a stiffened raft slab foundation design would be adequate. The internship helped the student learn soil testing skills and gain practical experience applying geological knowledge, though challenges included work procedures and restrictions.
This document provides information on spillway and energy dissipator design. It begins with an introduction to spillways, their classification, and factors considered in design. It then focuses on the design of ogee or overflow spillways. It discusses spillway crest profiles, discharge characteristics including effects of approach depth, upstream slope, and submergence. It provides example designs for overflow spillways and calculations for determining spillway length. The key aspects covered are types of spillways, design considerations, standard crest profiles, discharge equations, and worked examples for spillway sizing.
The document provides information on shallow foundations, including definitions, design criteria, methods for determining bearing capacity, and modes of failure. It discusses Prandtl's analysis, Rankine's analysis, and Terzaghi's bearing capacity theory. Terzaghi's theory assumes a shallow strip footing fails along a composite shear surface through five zones: an elastic zone under the footing, two radial shear zones, and two linear shear zones forming a triangular shape. The theory is used to derive an expression for ultimate bearing capacity considering the soil's shear strength properties.
Classification of soil grains with respect to sizeNaveed Hussain
The document defines various types of geological particles by size, including boulders over 30 cm in diameter, cobbles between 7.6 cm and 30 cm, gravels between 4.75 mm and 76 mm, and sand between 4.75 mm and 0.075 mm. It then describes different types of gravels such as bank gravel, bench gravel, creek rock, crushed stone, lag gravel, pay gravel, pea gravel, piedmont gravel, and plateau gravel. The document also defines sizes of sand, silt, clay, and colloids, the smallest particles.
soil liquefaction and quicksand conditionazlan ahmad
Soil liquefaction occurs when water-saturated soils lose strength during earthquakes or other vibrations, causing the soil particles to separate and behave like a liquid. This happens because earthquake shaking increases water pressure between soil particles. Buildings and structures can sink or collapse into liquefied soils. Techniques to prevent liquefaction include compacting soils or setting deep foundations below unstable layers. Quick sand conditions occur when upward seepage flow reduces effective stress in loose soils like sand, causing a floating effect with little weight-bearing capacity.
Extrapolation of Stage Discharge Rating CurveBiswajit Dey
An accurate stage–discharge relationship is necessary for design to evaluate the interrelationships of flow characteristics (depth and discharge)
The stage-discharge relationship also enables you to evaluate a range of conditions as opposed to a preselected design flow rate.
Continuous measurement of discharge in a river is a very costly, time-consuming, and impractical exercise, especially during floods.
Usually, to overcome limitations to continuous discharge measurement, observed stage data is converted into river discharge using a stage-discharge relationship, commonly known as the rating curve.
Rating curve is considered as an epitome of all the channel characteristics
This document provides information about the design of strap footings. It begins with an overview of strap footings, noting they are used to connect an eccentrically loaded column footing to an interior column. The strap transmits moment caused by eccentricity to the interior footing to generate uniform soil pressure beneath both footings.
It then outlines the basic considerations for strap footing design: 1) the strap must be rigid, 2) footings should have equal soil pressures to avoid differential settlement, and 3) the strap should be out of contact with soil to avoid soil reactions. Finally, it provides the step-by-step process for designing a strap footing, including proportioning footing dimensions, evaluating soil pressures, designing reinforcement,
Dynamic pile formulae estimate the ultimate load capacity of driven piles based on data collected during pile driving. The Engineering News formula is the simplest and most used dynamic formula. It relates the ultimate load capacity to the weight of the hammer, height of fall, and pile penetration per blow. The Modified Hiley's formula improves upon the Engineering News formula by accounting for energy losses during driving. Limitations of dynamic formulae include not representing the static load capacity and being unsuitable for cohesive soils where pore pressures can develop.
This is a lecture on well hydraulics. The basics of flow towards the well in confined and unconfined aquifers. Well interactions. Method of images. Flow nets in case of multiple wells. Superposition theory for multiple wells.
Jet grouting is a soil improvement technique that mixes stabilizer like cement into soil in situ using high pressure injection to increase soil strength and reduce permeability. It can treat a variety of soil types to form continuous structural elements. The "multi-axis" technique allows creating multiple jet-grouted columns simultaneously to improve efficiency. MiniJet uses hollow threaded rebar as sacrificial rods for high pressure grout injection, allowing larger diameter columns to be formed faster than traditional jet grouting. Underwater anchoring uses miniJet to install horizontal anchors below sea level from above the water to reinforce seawalls during harbor deepening projects.
This document discusses preconsolidation pressure in soils. It defines preconsolidation pressure as the maximum effective vertical overburden stress a soil sample has experienced in the past. Though it cannot be directly measured, it can be estimated using methods like analyzing the curvature of a consolidation curve. A soil is considered normally consolidated if the current vertical effective stress is equal to or greater than the preconsolidation pressure. The document also lists factors that can cause a soil to approach its preconsolidation pressure, such as changes in total stress, pore water pressure, soil structure, or environmental conditions. Finally, it states that knowing the preconsolidation pressure is important for predicting settlement, site preparation for construction, and determining appropriate
This document describes the design of an earthen bund and associated structures for a minor irrigation project in India. It includes details on:
1. Selecting the site for the bund based on factors like water storage capacity, foundation stability, and construction material availability.
2. Surveying the reservoir area to determine capacity contours and reservoir capacity.
3. Designing the earthen bund with specifications for material used, slopes, and dimensions based on dam height.
4. Calculating water requirements for irrigation based on crop areas and duties.
5. Designing associated structures like the canal with a trapezoidal section, sluice gate size based on discharge requirements,
Chapter 6 concrete dam engineering with examplesMohsin Siddique
This document provides an overview of concrete dam engineering. It begins by outlining the key learning outcomes which are to understand dam classification, selection criteria, ancillary works, and forces acting on dams. It then defines what a dam is and discusses the types of dams including gravity, arch, buttress, and embankment dams. It describes the various components of dams such as spillways and outlets. It also covers the forces acting on dams including primary loads from water, self-weight, and seepage, as well as secondary loads from sediment, thermal effects, and seismic loads. It concludes by discussing the analysis of gravity dams and safety criteria for overturning, sliding, crushing, and tension.
Numerical and Analytical Solutions for Ovaling Deformation in Circular Tunnel...IDES Editor
Ovaling deformations develop when waves propagate
perpendicular to the tunnel axis. Two analytical solutions are
used for estimating the ovaling deformations and forces in
circular tunnels due to soil–structure interaction under
seismic loading. In this paper, these two closed form solutions
will be described briefly, and then a comparison between these
methods will be made by changing the ground parameters.
Differences between the results of these two methods in
calculating the magnitudes of thrust on tunnel lining are
significant. For verifying the results of these two closed form
solutions, numerical analyses were performed using finite
element code (ABAQUS program). These analyses show that
the two closed form solutions provide the same results only
for full-slip condition.
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.
1. The document presents the results of a finite element analysis modeling the behavior of reinforced concrete beam-column joints.
2. The analysis examined beam depths of 10, 12, and 14 inches and calculated the moment-rotation relationship for each.
3. The results showed that as beam depth increased, the moment capacity of the beam-column joint also increased. Deeper beams resulted in joints that could withstand higher moments before rotation.
This document discusses foundation settlement, including definitions, types of settlement, factors that influence settlement, and permissible settlement limits. It begins with definitions of key settlement terms like maximum settlement, differential settlement, and angular distortion. It then describes the three main types of settlement - immediate, consolidation, and secondary - and factors that influence each type. The document provides guidance on permissible settlement from code IS 1904 and discusses methods to analyze and estimate settlement, including equations, test data interpretation, and settlement computation.
The document summarizes an experimental study on the behavior of piles under static vertical and lateral loading in sand. Pile load tests were conducted with model PVC piles installed in a sand-filled box. Piles were loaded with different vertical and lateral loads and deflections were measured. Results show that lateral deflection decreases with increasing pile length-to-diameter ratio and when a vertical load is applied. Load-deflection curves are presented and conclusions are that vertical loading reduces lateral deflection of the pile and increased L/D ratio also decreases lateral deflection. The study provides data on pile behavior under combined loading conditions in sand.
IRJET - Experimental Investigation on Behaviour of Footings Subjected to Hori...IRJET Journal
- The document reports on an experimental investigation into the behavior of circular footings subjected to horizontal loads.
- A series of laboratory load tests were conducted where parameters like depth of footing, soil type, ratio of vertical to horizontal load were varied.
- The tests found that lateral deformation decreases with increasing depth of footing and vertical load, as these factors increase confinement of the soil around the footing.
- Inclination or tilt of the footing under combined loading was also found to decrease with increased depth.
- The addition of micropiles was found to improve the lateral load-deformation behavior by decreasing lateral displacement.
The document provides guidance on loads and forces that should be considered when designing bridges, including:
1. Dead loads, live loads, dynamic loads, longitudinal forces, wind loads, centrifugal forces, horizontal water currents, buoyancy, earth pressures, temperature effects, and seismic loads.
2. It describes the various live load models (Class A, B, 70R, AA) and provides details on load intensity, wheel/track configuration, and load combinations.
3. Design recommendations are given for calculating impact factors, braking forces, wind loads, water current pressures, earth pressures, and seismic forces.
CVEN 440_540 Classnotes (6) --- Static analysis of pile foundation.pptxmoloholo90
This document discusses static analysis methods for pile foundations. It describes the process of static pile design which involves determining pile type, number, and length using soil properties. Two static analyses may be required - one to size piles and another to determine driving resistance. Methods are presented for calculating pile capacity in cohesionless soils using the SPT method and in cohesive soils using alpha and beta methods. An example applies Meyerhof's method to calculate capacity of a pile in sand, and the alpha method for a pile in stiff clay. Construction control is important to confirm static analysis results.
Design of shallow foundation slide sharezameer1979
1. The document discusses various types of shallow foundations including spread footings, combined footings, strap or cantilever footings, and mat or raft foundations.
2. Design of foundations involves determining the safe bearing capacity of soil and proportioning the size, thickness, and reinforcement of footings based on bending moment and shear force calculations.
3. Numerical examples show how to calculate the required width, length, or depth of different footings given soil properties and applied loads using bearing capacity equations.
This report provides estimates for the size, design, and cost of a gantry crane to lower detector components for the proposed Future Circular Collider (FCC) project. The detectors could weigh up to 6,000 tonnes and need to be lowered 200-400 meters underground. Information is given on the dimensions and design of the existing CMS gantry crane, which lowered a 2,000 tonne detector. Preliminary calculations are shown for the design of the main beam for the FCC gantry crane, assuming dimensions similar to CMS. The calculations check that the proposed steel I-beam cross section meets bending, buckling, and shear requirements to support a 6,000 tonne load at the ultimate and service
This document summarizes key concepts in rigid pavement design as outlined by Westergaard. It describes:
1) Westergaard's definition of modulus of subgrade reaction and radius of relative stiffness, which characterize the interaction between the rigid pavement slab and underlying soil.
2) Westergaard's stress equations which calculate critical stresses at interior, edge, and corner regions due to wheel loads and temperature variations.
3) Considerations for joint design including expansion joints, contraction joints, dowel bars, and tie bars to allow for movement while transferring loads between panels.
This document discusses fluid mechanics concepts related to flow past immersed bodies. It provides examples of fluids flowing over stationary bodies or bodies moving through fluids, such as air over buildings or ships moving through water. It then presents 3 problems involving calculating forces on flat plates moving through air at different velocities based on given coefficients of drag and lift. The document concludes by defining key terms in fluid mechanics such as boundary layer thickness, displacement thickness, and drag force. It also presents 4 additional practice problems calculating forces on objects like parachutes in air based on given properties.
Young's modulus is a measure of the stiffness of an elastic material and is defined as the ratio of stress to strain for that material. It can be determined from the slope of a stress-strain curve. Young's modulus may vary depending on the direction of applied force for anisotropic materials. The bulk modulus is a measure of how much a material will compress under pressure and is defined as the ratio of change in pressure to fractional volume change. Moment of inertia is a measure of an object's resistance to bending and is used to calculate stresses and deflections. It can be determined using formulas based on the object's geometry and distance from the centroid axis. Combined stresses from bending and axial loads can be calculated using formulas involving moment of inertia
The document discusses selecting equipment for earthmoving projects based on analyzing the mechanical capabilities of machines and the properties of materials to be handled. It emphasizes that the contractor must choose equipment that can economically relocate and process bulk materials. Key factors in the decision process include the task properties of the material, and matching the machine's abilities. The engineer must calculate required power by considering rolling resistance and grade resistance to determine if a machine is suitable.
This study examines tsunami forces on bridge decks through large-scale laboratory experiments and numerical simulations. A 1:5 scale concrete bridge deck model was installed in a wave flume and subjected to solitary waves of varying heights and clearances between the water and deck. Wave force time histories were recorded and decomposed into quasi-static and slamming components. Numerical simulations matching the experimental conditions showed good agreement with measurements. Both quasi-static and slamming forces increased significantly with wave height and clearance in horizontal and vertical directions. The results provide guidance for estimating tsunami forces on bridges.
1) The document describes the design of a rubble mound breakwater according to the Coastal Engineering Manual from 2006. This includes determining the height, stone sizes for each layer, and bearing capacity of the soil.
2) Key design parameters are specified, such as a maximum allowable overtopping of 0.4 m3/sec/m, water depth varying from 5.5m to 7.2m, and quarry stone used for the armor and under layers.
3) Calculations are shown to determine the design elevation of 12.3m above sea level, accounting for freeboard, wave runup, and settlements. Dimensions such as stone sizes, layer thicknesses, and number of
10 simple mathematical approach for granular fill Ahmed Ebid
This document presents a proposed mathematical approach to simulate ground deformation and soil parameter improvement from dynamic compaction. The approach uses two equations: 1) calculates ground settlement from a single tamper drop based on soil properties and compaction energy. 2) Calculates updated soil parameters based on settlement from the previous drop, allowing simulation of the compaction process. The approach is applied to four case studies and shows close agreement with measured results. It provides a simple way to design and test dynamic compaction procedures and monitor quality by comparing measured and calculated settlements.
Dynamic Analysis of an Offshore Wind Turbine: Wind-Waves Nonlinear InteractionFranco Bontempi
An offshore wind turbine can be considered as a relatively complex structural system
since several environmental factors (e.g. wind and waves) affect its dynamic
behavior by generating both an active load and a resistant force to the structure’s
deformation induced by simultaneous actions. Besides the stochastic nature, also
their mutual interaction should be considered as nonlinear phenomena could be
crucial for optimal and cost-effective design. Another element of complexity lies in
the presence of different parts, each one with its peculiar features, whose mutual
interaction determines the overall dynamic response to non-stationary environmental
and service loads. These are the reasons why a proper and safe approach to the
analysis and design of offshore wind turbines requires a suitable technique for
carrying out a structural and performances decomposition along with the adoption of
advanced computation tools. In this work a finite element model for coupled windwaves
analysis is presented and the results of the dynamic behavior of a monopiletype
support structure for offshore wind turbine are shown.
Performance Study of Bi-Angle Shape Skirted Footing in Yellow Soil Subjected ...IDES Editor
In clayey soil region of Malwa (M.P.), normally footing
rest on yellow soil strata having low bearing capacity.
Environmental changes have great impact on the behavior
and strength parameter of the yellow soil. skirted footing in
which vertical walls surrounds sides of the soil mass beneath
the footing, is one of the recognized bearing capacity
improvement technique. Construction of vertical skirts at the
base of the footing, confining the underlying soil, generates a
soil resistance on skirt sides that helps the footing to resist
sliding. Biangle shaped skirt in which vertical walls surrounds
two adjacent sides of the footing is a special case of skirted
footing. A model study has been performed to investigate the
behavior of Bi-angle shape skirted footing resting on yellow
soil and subjected to two way eccentric load. The study helps
in evaluating performance of skirted footing. The differential
settlement of extreme corners of the footing is affected
considerably due to presence of skirts. Skirts have been found
to be helpful in reducing differential settlement due to
eccentric loading.
This document provides examples of calculations related to rigid pavement design, including:
1) Calculating the spacing between contraction joints for plain and reinforced concrete slabs of varying thickness and reinforcement.
2) Computing the radius of relative stiffness for concrete slabs over subgrade, given slab properties and subgrade modulus.
3) Determining wheel load stresses, dowel bar sizing and spacing, equivalent resisting section radius, and contraction joint tensile stress.
4) Summarizing the process for designing a rigid pavement using Westergaard wheel load and wrapping stress equations at the slab edge.
Similar to Deformation Behaviour of Suction Caisson Foundations.ppt (20)
Introduction- e - waste – definition - sources of e-waste– hazardous substances in e-waste - effects of e-waste on environment and human health- need for e-waste management– e-waste handling rules - waste minimization techniques for managing e-waste – recycling of e-waste - disposal treatment methods of e- waste – mechanism of extraction of precious metal from leaching solution-global Scenario of E-waste – E-waste in India- case studies.
Software Engineering and Project Management - Software Testing + Agile Method...Prakhyath Rai
Software Testing: A Strategic Approach to Software Testing, Strategic Issues, Test Strategies for Conventional Software, Test Strategies for Object -Oriented Software, Validation Testing, System Testing, The Art of Debugging.
Agile Methodology: Before Agile – Waterfall, Agile Development.
Optimizing Gradle Builds - Gradle DPE Tour Berlin 2024Sinan KOZAK
Sinan from the Delivery Hero mobile infrastructure engineering team shares a deep dive into performance acceleration with Gradle build cache optimizations. Sinan shares their journey into solving complex build-cache problems that affect Gradle builds. By understanding the challenges and solutions found in our journey, we aim to demonstrate the possibilities for faster builds. The case study reveals how overlapping outputs and cache misconfigurations led to significant increases in build times, especially as the project scaled up with numerous modules using Paparazzi tests. The journey from diagnosing to defeating cache issues offers invaluable lessons on maintaining cache integrity without sacrificing functionality.
Design and optimization of ion propulsion dronebjmsejournal
Electric propulsion technology is widely used in many kinds of vehicles in recent years, and aircrafts are no exception. Technically, UAVs are electrically propelled but tend to produce a significant amount of noise and vibrations. Ion propulsion technology for drones is a potential solution to this problem. Ion propulsion technology is proven to be feasible in the earth’s atmosphere. The study presented in this article shows the design of EHD thrusters and power supply for ion propulsion drones along with performance optimization of high-voltage power supply for endurance in earth’s atmosphere.
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.
Comparative analysis between traditional aquaponics and reconstructed aquapon...bijceesjournal
The aquaponic system of planting is a method that does not require soil usage. It is a method that only needs water, fish, lava rocks (a substitute for soil), and plants. Aquaponic systems are sustainable and environmentally friendly. Its use not only helps to plant in small spaces but also helps reduce artificial chemical use and minimizes excess water use, as aquaponics consumes 90% less water than soil-based gardening. The study applied a descriptive and experimental design to assess and compare conventional and reconstructed aquaponic methods for reproducing tomatoes. The researchers created an observation checklist to determine the significant factors of the study. The study aims to determine the significant difference between traditional aquaponics and reconstructed aquaponics systems propagating tomatoes in terms of height, weight, girth, and number of fruits. The reconstructed aquaponics system’s higher growth yield results in a much more nourished crop than the traditional aquaponics system. It is superior in its number of fruits, height, weight, and girth measurement. Moreover, the reconstructed aquaponics system is proven to eliminate all the hindrances present in the traditional aquaponics system, which are overcrowding of fish, algae growth, pest problems, contaminated water, and dead fish.
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.
Discover the latest insights on Data Driven Maintenance with our comprehensive webinar presentation. Learn about traditional maintenance challenges, the right approach to utilizing data, and the benefits of adopting a Data Driven Maintenance strategy. Explore real-world examples, industry best practices, and innovative solutions like FMECA and the D3M model. This presentation, led by expert Jules Oudmans, is essential for asset owners looking to optimize their maintenance processes and leverage digital technologies for improved efficiency and performance. Download now to stay ahead in the evolving maintenance landscape.
Deformation Behaviour of Suction Caisson Foundations.ppt
1. Horizontal Load – Deformation Behaviour of
Suction Caisson Foundations
Supervisor
Dr. Baleshwar Singh
Department of Civil Engineering
IIT Guwahati
Presented by
Pushkal Pratap
Roll No: 134104039
2. contents
Cyclic loading
Parametric study
Conclusion
Future work
References
Introduction
Objective of study
Literature review.
Simulation of offshore
caisson foundation
monotonic loading
Comparison of
results
Passive pressure
distribution curves
3. Introduction
Suction caissons or upturned buckets that
has been used in place of large diameter
piles for offshore structures for a depth of
15m to 40m.
Subjected to lateral and vertical loads.
Installed partially by self wt. and partially
by suction pressure.
There are no accepted procedures, such
as API guidelines for piles.
Analysis in the present study is done considering two critical aspects of
loading –
1) Long term drained loading limits of caisson response.
2) Caisson response after cyclic loading due to waves.
Houlsby, Ibsen & Byrne (2005)
4. Objective of study
Objective is to study the behavior of suction bucket in sandy
and clayey soil deposits under different loading conditions
using FEM (finite element method) to develop interaction
diagrams based on load deformation curves using
commercial software ABAQUS 6.10
Interaction diagram approach to bearing capacity estimation
for shallow footing enables the engineer to take into account
the interaction between different loading components acting
on footing.
6. Modelling of soil and caisson for monotonic
loading
For Simulation of the soil’s stress-strain-behavior following are provided in
the commercial software ABAQUS 6.10 -
1) Mohr-Coulomb failure criterion -
2) Elasto-Plastic material law -
.
This material law was extended in the
elastic range by taking a stress-
dependency of the oedometric modulus
of elasticity
Rahman and Achmus (2006)
Material
Unit
weight
(KN/m3)
Stiffness parameter Poission’s
ratio μ
shear parameters
ĸ λ Ф(degree) C’(KN/m2) Ψ(degree)
Medium
dense
sand
11 400 .6 .25 35 .1 5
(Achmus et al. 2009)
7. Comparison between FEM results of Rahman and
Achmus (2006) with the present study
0
2
4
6
8
10
12
0 0.5 1
load
in
MN
rotation in degrees
achmus
curve
present
study
0
2
4
6
8
10
12
14
16
0 10 20
Load
in
N
x
1000000
Displacement in cm
achmus
curve
present study
Size of caisson (D= 15m & L = 12m)
Depth of water is 7 to 40m
Soil is medium dense sand
Displacement controlled analysis
8. Passive pressure distribution
This passive pressure
distribution shows That the
caisson at a depth of 2m
below the ground surface
experiences the maximum
stress And the value at
ultimate failure should be
considered in design.
9. Horizontal displacement profile of caisson in medium
dense sand
0
5000000
10000000
15000000
20000000
25000000
30000000
35000000
0 0.1 0.2 0.3 0.4
force
in
N
displacement in m
h = 4
h = 10
h = 20
h = 50
h=100m
For a eccentricity of 4m the ultimate load is about 42.67 MN (D=15m, L=12m) and
32.3MN for a eccentricity of 10m, this value of ultimate load continuously
decreases with eccentricity .in similar way load belonging to specific deformations
are affected.
height of the loading pint and the moment load considerably affects the stiffness
as well as the ultimate load
10. angular rotation profile of caisson in medium dense sand
for caisson diameter of 15m and embedment length of 12m
0
2000000
4000000
6000000
8000000
10000000
12000000
14000000
16000000
0 0.2 0.4 0.6 0.8
force
in
N
rotation in degrees (°)
h=4m
h=10m
h=20m
h=50m
h=100m
Here a rotation of .25◦ which lies in the order of admissible rotations
for OWECs, is obtained at a loads of about 18MN (D=15m, L=12m)
and for an eccentricity of 4m and 10.2MN for an eccentricity of 10m
are obtained
11. Estimation of ultimate load by Chin’s Method
• w/H versus w is plotted
The equation of the straight line can be represented as
w/H = C1 w + C2 (1)
• ultimate load Hu is then equal to
(H)ult = 1/C1 (2)
by Substituting equation (1) in (2) we get
H = [(h)ult w] / [w + (H)ult C2]
12. (w/H) v/s (w) of caisson in medium dense sand for
caisson diameter of 15m and embedment length of
12m
0
2E-08
4E-08
6E-08
8E-08
0.0000001
1.2E-07
1.4E-07
1.6E-07
1.8E-07
0.0000002
0 0.2 0.4
displacement/load
(m/N)
displacement in m
h = 100
h = 50
0
5E-09
1E-08
1.5E-08
2E-08
2.5E-08
0 0.2 0.4
displacement/load
(m/N)
displacement in m
h = 20m
h = 4m
13. Ultimate load values for different height of loading of
caisson in medium dense sand for caisson diameter of 15m
and embedment length of 12m
The calculated load values are ultimate load for failure of the foundation
structure are depicted here.
Sno
.
Type of sand Height of loading
Ultimate Load (Hu) in
MN
1. 4m 42.67
2. 10m 32.3
3.
Medium dense
sand
20m 20.03
4. 50m 8.96
5. 100m 4.32
14. Load values for different height of loading and rotation of
caisson in medium dense sand for caisson diameter of 15m
and embedment length of 12m
S.No
.
Type of
soil
Height of loading
Load for rotation
of .1radian
Load for rotation
of .25 radian
1.
Medium
dense
sand
4m 9.1MN 18MN
2. 10m 5.2MN 10.2MN
3. 20m 3.8MN 6.8MN
4. 50m 1.6MN 4.1MN
5. 100m 1.5MN 2MN
The calculated load values for specific rotations of 0.1° and 0.25° of the
foundation structure are depicted here.
It can be seen that load is almost twice for .25° rotation when it is
compared to .1° rotation for every combination considered in presented in
present study.
15. Interaction diagram (load v/s Moment/diameter) of
caisson in medium dense sand for caisson diameter
of 15m and embedment length of 12m
y = -1.518x + 58.738
0
10
20
30
40
50
60
70
0 20 40
load
in
MN
Moment/Diameter in MN
ultimate load
rotation at .1
rotation at .25
Linear (ultimate
load)
Linear (rotation at
.1)
Linear (rotation at
.25)
enables the engineer to take into account the interaction between
different loading components acting on the footing
17. Modelling of soil and caisson for cyclic loading
Achmus et al. 2009
EsN = secant stiffness after Nth cycle
Es1 = secant stiffness after first cycle
accumulation of plastic strains
With no. of cycles can be
interpreted by Huurman’s
formula
Huurman (1996) & Werkmeister et al. (2011)
where N is the number of cycles
X is the cyclic stress ratio
18. Modelling of soil and caisson for cyclic loading
In Hurman’s formula degradation of stiffness can be described using two
material parameters b1 and b2
Soil type b1 b2 X
Medium dense sand 0.16 0.38
0.714
Dense sand 0.20 5.76
Huurman (1996) & Werkmeister et al. (2011)
19. Effect of stiffness degradation model
0
100000
200000
300000
400000
500000
600000
700000
0 0.5
Load
in
N
Displacement in m
N = 1
N = 10
N = 100
N = 1000
N = 10000
0
100000
200000
300000
400000
500000
600000
700000
0 0.2 0.4
Load
in
(N)
Rotation in degrees (◦)
N = 1
N = 10
N = 100
N = 1000
N = 10000
displacement profile of caisson
in medium dense sand for
caisson diameter of 10m and
embedment length of 8m
angular rotation profile of caisson
in medium dense sand for caisson
diameter of 10m and embedment
length of 8m
20. PARAMETRIC STUDY
Horizontal displacement profile of
caisson in medium dense sand and
dense sand
Materia
l
Unit
weight
(KN/m3)
Stiffness
parameter Poission
’s ratio μ
shear parameters
ĸ λ Ф(degree) C’(KN/m2)
Ψ(degree
)
Mediu
m
dense
sand
11 400 .6 .25 35 .1 5
Dense
sand
11 600 .55 .25 37.5 .1 7.5
(Achmus et al. 2009)
21. Displacement profile of caisson in medium dense
sand for caisson diameter of 10m and embedment
length of 8m compared with caisson diameter of 15m
and embedment length of 12m
0
2000000
4000000
6000000
8000000
10000000
12000000
14000000
0 0.2 0.4
force
in
N
displacement in m
diameter of 10m
h = 4
h = 10
h = 20
h = 50
h = 100
0
5000000
10000000
15000000
20000000
25000000
30000000
35000000
0 0.2 0.4
force
in
N
displacement in m
diameter of 15m
h = 4
h = 10
h = 20
h = 50
h=100m
22. angular rotation profile of caisson in medium dense
sand for caisson diameter of 10m and embedment
length of 8m compared with caisson diameter of 15m
and embedment length of 12m
0
2000000
4000000
6000000
8000000
10000000
12000000
14000000
0 0.5 1
force
in
N
rotation in degrees (°)
diameter of 10m
h = 4m
h = 10
h = 20
h = 50
h = 100
0
2000000
4000000
6000000
8000000
10000000
12000000
14000000
16000000
0 1
force
in
N
rotation in degrees (°)
diameter of 15m
h=4m
h=10m
h=20m
h=50m
h=100m
23. (w/H) v/s (w) of caisson in medium dense sand for
caisson diameter of 10m and embedment length of
8m
0
0.0000001
0.0000002
0.0000003
0.0000004
0.0000005
0.0000006
0.0000007
0 0.2 0.4
Load/displacement
(m/N)
Displacement in m
h = 50
h = 100
0
1E-08
2E-08
3E-08
4E-08
5E-08
6E-08
7E-08
0 0.2 0.4
displacement/load
(m/N)
displacement in m
h = 4m
h = 10m
h = 20m
24. Ultimate load values for different height of loading of
caisson in medium dense sand for caisson diameter
of 10m and embedment length of 8m
The calculated load values are ultimate load for failure of the
foundation structure are depicted here.
Sno
.
Type of sand Height of loading
Ultimate Load (Hu) in
MN
1. 4m 15.7
2. 10m 10.3
3.
Medium dense
sand
20m 6.8
4. 50m 3.8
5. 100m 1.73
25. Load values for different height of loading and rotation of
caisson in medium dense sand for caisson diameter of
10m and embedment length of 8m
S.No
.
Type of soil Height of loading
Load for rotation of
.1radian
Load for rotation
of .25 radian
1.
Medium
dense
sand
4m 4.75MN 8.1MN
2.
10m 2.56MN 4.9MN
3.
20m 1.64MN 3.04MN
4. 50m 0.393MN 1.3MN
5. 100m 0.39MN 0.6MN
The calculated load values for specific rotations of 0.1° and 0.25° of the
foundation are lesser than those for the bucket of 15m but the trend is
similar
26. Interaction diagram (load v/s Moment/diameter) of
caisson in medium dense sand for caisson diameter
of 10m and embedment length of 8m
y = -1.5252x + 21.231
0
5
10
15
20
25
0 5 10 15
load
in
MN
Moment/Diameter in MN
ultimati load
intraction diagram
rotation = .1
rotation = .25
27. conclusion
In the study using monotonic loading the load-moment interaction for
the ultimate state can be described by nearly parallel straight lines for
a particular type of soil.
Caisson under static monotonous loading behave as rigid piles with a
single point of rotation. The depth of point of rotation varies with the
type of soil and loading.
Load carrying capacity has been varied with the type of soil and skirted
foundations are recommended for higher load resistance.
With the help of passive pressure distribution diagrams it has been
found that the bucket is experiencing the maximum stress at .25L from
the top.
28. Future work
Development of load interaction diagrams using load deformation
curves for clayey soil strata and a different soil model.
Development of normalization curves for design of foundation
under wave loading.
In the study pore water pressure is not considered it can also be
taken into account.
Modulus of elasticity is also considered constant and variation of
modulus of elasticity with the deformation will be considered.
Change in load deformation using other soil models can be
considered.
Liquefaction due to cyclic loading .
29. References
ABAQUS, (2010). “User’s manual, version 6.10 simuilia.” Dassault Systemes Simulia
Corp, Providence, RI.
X. B. L, J. H. Zhang, S. Y. Wang, G.L. Sun and Z.M. Shi, “Experimental study of the pore
pressure and deformation of suction bucket foundations under horizontal dynamic
loading,” Chinese Ocean Eng. vol. 19, No. 4, pp. 671-680, 2005.
X.B. Lu, Y.R. Wu and B.T. Jiao, “Centrifugal experimental study of suction bucket
foundations under dynamic loading,” ACTA Mech. Sin., vol. 23, pp. 689-698, 2007.
W. Dyme and G.T. Houlsby, “Drained behavior of suction caisson on very dense sand,”
In: Proc. Offshore Technol. Conf., Houston, OTC10994, 1998, pp. 765-782.
B.W. Byrne and G.T. Houlsby, “Experimental investigations of the responses of suction
caissons to transient combined loading,” ASCE J. Geotech. Geoenviron. Eng., vol. 130,
No. 3, pp. 240-253, 2004
Ibsen, L.B., Schakenda, B., Nielsen, S.A. (2003) “Development of bucket foundation for
offshore wind turbines, a novel principle”. Proc. USA Wind 2003 Boston.
House, A. (2002) “Suction Caisson Foundations for Buoyant Offshore Facilities”, PhD
Thesis, the University of Western Australia
Byrne, B.W., Houlsby, G.T. and Martin, C.M. (2002a) “Cyclic Loading of Shallow Offshore
Foundations on Sand”, Proc. Int. Conf on Physical Modelling in Geotech., July 10–12, St
John’s, Newfoundland, 277–282
Lars Bo Ibsen, Morten Liingaard and Lars Andersen (2006), "Dynamic stiffness of suction
caisson foundation"ISSN 1901-726X DCE Technical Report No. 7
Ibsen, L.B., Schakenda, B., Nielsen, S.A. (2003) “Development of bucket foundation for
offshore wind turbines, a novel principle”. Proc. USA Wind 2003 Boston.