A series of finite element (FE) simulations are carried out to evaluate the benefits of integrating a high modulus
geo-fabric as reinforcement into the soil-layers in this paper. Finite element analysis can handle complex
geometry, different boundary conditions and material properties with ease. In the present study a finite element
program, PLAXIS, which has proved its efficacy in geotechnical application, is used. This paper presents a two
dimensional plain strain finite element model that analysis of foundation in unreinforced and geo-fabric
reinforced soil subjected to distributed load condition.
10 simple mathematical approach for granular fill Ahmed Ebid
improving soil parameters using dynamic
compaction of was intensively studied by many researchers since
1980’s. Earlier researchers depended on statistical analysis of
many case studies and soil dynamic principals to develop
empirical formula used in designing dynamic compaction
procedure. Recent researchers used different finite element
models to describe the behavior of soil under dynamic
compaction; those models varied between 1-D simple model and
up to 3-D sophisticated ones. The aim of this research is to
introduce a simple mathematical approach to simulate ground
deformations and soil parameters improvement due to dynamic
compaction. The proposed approach consists of two equations, the
1st one used to calculate the ground settlement due to one temper
drop, the 2nd one used to calculate the updated soil parameters
due to the ground settlement from the previous drop. By applying
the two equations successively, both ground settlement and soil
parameters improvement could be calculated after each tamper
drop. The proposed approach was applied on four case studies and
its results were so close to measured ones. The proposed approach
could be used in designing or testing the dynamic compaction
procedures and also in monitoring the quality of execution by
comparing the measured settlement after each drop with
calculated one.
Fixity depth of offshore piles in elastoplastic soft clay under dynamic loadeSAT Journals
Abstract
This work represents study of dynamic behavior of offshore piles embedded in elastoplastic soft clay, and estimating the fixity depth of pile. ABAQUS finite element program which used to simulate the problem. The soil was modeled in two case elastic state model and elastoplastic state model represented by cam-clay model, three dimension element used to represent the interaction between pile and soil, and laboratory tests used to getting the real properties of clayey soil and to descried interface. The results obtained developed two empirical equations used to calculate depth of pile fixity for pile embedded in elastic and elastoplastic soil respectively. Also, show the depth of pile fixity is increase about (40 %) due to change soil model from elastic to plastic, when pile embedded in elastoplastic soil its dependent on soil strength, interface properties and pile rigidity. The pile head displacement is increase about 90 % while the bending moment is decease 10 % at pile head.
Three dimensional finite element modeling of pervious concrete pavementeSAT Journals
Abstract Pervious concrete has the unique characteristic of allowing water to pass through its porous matrix. . Pervious concrete pavement systems usually have three main layers, pervious concrete on the top, a subbase layer of aggregate for water storage in the middle and the subgrade (soil) layer below. Finite element modeling of this novel material is challenging due to its complex porous characteristics. In this paper, a method has been proposed to model pervious concrete pavement using finite element methods, which includes a modified approach to capture the unique vertical porosity distribution in the pervious concrete layer by averaging the distribution in three distinct vertical sections. The mechanical properties of the pervious concrete layer are assumed to vary along its depth since the porosity of the pervious concrete also varies with depth. ABAQUS, a general-purpose finite element software package was used to develop the model and perform the analysis. The model was validated through a convergence study, and in comparison with the analytical theory of tensile stress and deflection for traditional concrete pavement. In addition, the significance of the porosity distribution model was validated by comparing the results from EverFE – a specific software for pavement structure analysis. It was found that there is significant difference in tensile stress if modeled using the modified vertical porosity distribution in the previous concrete layer to more fully capture its vertical porosity distribution, as compared to an averaged porosity model in the previous concrete layer. It was also noted that compressive stress demand may have increased importance for pervious concrete, but only for highly porous applications which are not commonly used. Keywords: pervious concrete, vertical porosity, finite element, critical loading, stress, deflection
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Evaluation of cbr using geosynthetics in soil layerseSAT Journals
Abstract In urban areas, the service life of pavement on weaker soil subgrade affected severely due to their high compressibility and plasticity behaviour. These soils possess less strength, CBR value and have high affinity to moisture content. Also the seasonal changes affects the soil properties adversely. Stabilization techniques using geo-synthetic materials for improving properties of these types of soft subgrades. To increase the sub grade soil strength and to reduce the thickness of flexible pavement, Geo-synthetics are increasingly used in wide variety of civil engineering applications. Geo- synthetics are the cost-effective ground modification materials which acts as a reinforcement and also increases the stability and bearing capacity of soil. Many researchers recommends the use of geo-synthetic material performs good results in soil stabilization. From this view, Evaluation has been made on poorly graded sand with the inclusion of go-grid, geo-textile and geo-composite materials between soil layers in different proportions. The CBR and shear parameters are determined for different combinations of subgrade thickness. The geo-engineering properties such as Atterberg limits, grain size distribution, compaction characteristics, and CBR value of poorly graded sand were evaluated and reported. To get the maximum California bearing ratio (CBR), the present study is put forward to understand the strength change in the soil with the addition of geo-synthetic materials. Such a study would be helpful in material selection based on site condition and strength gain along with economy. Keywords: Geo-synthetics, CBR, Strength, Economy.
10 simple mathematical approach for granular fill Ahmed Ebid
improving soil parameters using dynamic
compaction of was intensively studied by many researchers since
1980’s. Earlier researchers depended on statistical analysis of
many case studies and soil dynamic principals to develop
empirical formula used in designing dynamic compaction
procedure. Recent researchers used different finite element
models to describe the behavior of soil under dynamic
compaction; those models varied between 1-D simple model and
up to 3-D sophisticated ones. The aim of this research is to
introduce a simple mathematical approach to simulate ground
deformations and soil parameters improvement due to dynamic
compaction. The proposed approach consists of two equations, the
1st one used to calculate the ground settlement due to one temper
drop, the 2nd one used to calculate the updated soil parameters
due to the ground settlement from the previous drop. By applying
the two equations successively, both ground settlement and soil
parameters improvement could be calculated after each tamper
drop. The proposed approach was applied on four case studies and
its results were so close to measured ones. The proposed approach
could be used in designing or testing the dynamic compaction
procedures and also in monitoring the quality of execution by
comparing the measured settlement after each drop with
calculated one.
Fixity depth of offshore piles in elastoplastic soft clay under dynamic loadeSAT Journals
Abstract
This work represents study of dynamic behavior of offshore piles embedded in elastoplastic soft clay, and estimating the fixity depth of pile. ABAQUS finite element program which used to simulate the problem. The soil was modeled in two case elastic state model and elastoplastic state model represented by cam-clay model, three dimension element used to represent the interaction between pile and soil, and laboratory tests used to getting the real properties of clayey soil and to descried interface. The results obtained developed two empirical equations used to calculate depth of pile fixity for pile embedded in elastic and elastoplastic soil respectively. Also, show the depth of pile fixity is increase about (40 %) due to change soil model from elastic to plastic, when pile embedded in elastoplastic soil its dependent on soil strength, interface properties and pile rigidity. The pile head displacement is increase about 90 % while the bending moment is decease 10 % at pile head.
Three dimensional finite element modeling of pervious concrete pavementeSAT Journals
Abstract Pervious concrete has the unique characteristic of allowing water to pass through its porous matrix. . Pervious concrete pavement systems usually have three main layers, pervious concrete on the top, a subbase layer of aggregate for water storage in the middle and the subgrade (soil) layer below. Finite element modeling of this novel material is challenging due to its complex porous characteristics. In this paper, a method has been proposed to model pervious concrete pavement using finite element methods, which includes a modified approach to capture the unique vertical porosity distribution in the pervious concrete layer by averaging the distribution in three distinct vertical sections. The mechanical properties of the pervious concrete layer are assumed to vary along its depth since the porosity of the pervious concrete also varies with depth. ABAQUS, a general-purpose finite element software package was used to develop the model and perform the analysis. The model was validated through a convergence study, and in comparison with the analytical theory of tensile stress and deflection for traditional concrete pavement. In addition, the significance of the porosity distribution model was validated by comparing the results from EverFE – a specific software for pavement structure analysis. It was found that there is significant difference in tensile stress if modeled using the modified vertical porosity distribution in the previous concrete layer to more fully capture its vertical porosity distribution, as compared to an averaged porosity model in the previous concrete layer. It was also noted that compressive stress demand may have increased importance for pervious concrete, but only for highly porous applications which are not commonly used. Keywords: pervious concrete, vertical porosity, finite element, critical loading, stress, deflection
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Evaluation of cbr using geosynthetics in soil layerseSAT Journals
Abstract In urban areas, the service life of pavement on weaker soil subgrade affected severely due to their high compressibility and plasticity behaviour. These soils possess less strength, CBR value and have high affinity to moisture content. Also the seasonal changes affects the soil properties adversely. Stabilization techniques using geo-synthetic materials for improving properties of these types of soft subgrades. To increase the sub grade soil strength and to reduce the thickness of flexible pavement, Geo-synthetics are increasingly used in wide variety of civil engineering applications. Geo- synthetics are the cost-effective ground modification materials which acts as a reinforcement and also increases the stability and bearing capacity of soil. Many researchers recommends the use of geo-synthetic material performs good results in soil stabilization. From this view, Evaluation has been made on poorly graded sand with the inclusion of go-grid, geo-textile and geo-composite materials between soil layers in different proportions. The CBR and shear parameters are determined for different combinations of subgrade thickness. The geo-engineering properties such as Atterberg limits, grain size distribution, compaction characteristics, and CBR value of poorly graded sand were evaluated and reported. To get the maximum California bearing ratio (CBR), the present study is put forward to understand the strength change in the soil with the addition of geo-synthetic materials. Such a study would be helpful in material selection based on site condition and strength gain along with economy. Keywords: Geo-synthetics, CBR, Strength, Economy.
Optimization of 3 d geometrical soil model for multiple footing resting on sandeSAT Journals
Abstract The study of ultimate bearing capacity (UBC) for a group of two or more footings had been made by investigators for the effect of interference of footings by various means, which is not considered in the conventional theories of bearing capacity. The Finite Element Method (FEM) initiated with 2D/3D modelling is being used for such complex problem. In the present study 3D geometrical soil models were developed and tested with multiple footing on cohesion-less soil using 3D FEM simulation software. This paper highlights optimized 3D geometrical soil model for multiple footing on sand. The meshing parameters, soil model size observed to be influencing the displacement and stresses to great extent. Keywords: FEM, geometrical soil model, interference, multiple footings.
Surface or shallow compaction is one of the earliest, cheapest and commonly used techniques to improve the physical and
mechanical properties of loose soil specially for imported structural fill. It is simply rearranging of soil particles to reduce air ratios using
surface static or vibrating mechanical effort. Usually, shallow compaction procedure includes subjecting the loose soil to certain number of
compacting equipment passes to archive the accepted compaction level; this number of passes is a function of many parameters such as
type of soil, initial soil parameters, compacting equipment characteristics and thickness of soil lift. International codes, specifications and
handbooks include just guidelines about the required number of passes; accordingly, it is usually determined based on personal
experience and field trials. This research has two goals, the first is to estimate the properties improvement of certain natural surface loose
soil under certain surface compaction procedure by calculating the enhancement in soil properties after each pass and updating the soil
properties for next pass calculations. The second goal is to use the previous approach to develop set of equations to design surface
compaction procedure for imported structural fill, this includes calculating minimum compaction equipment characteristics, maximum lift
thickness and minimum number of passes to enhance certain imported fill from certain initial condition to certain final condition. The
proposed approach for the first goal was verified using case studies and showed good matches, and the developed designing equations for
surface compaction procedure were verified using case studies and showed good matches.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
EXPERIMENTAL STUDY ON COIR FIBRE REINFORCED FLY ASH BASED GEOPOLYMER CONCRETE...IAEME Publication
Background/Objectives: By using the fly residue as option substance to bond in concrete it reduces the usage of normal Portland cement in usual concrete which results in the development of Geopolymer concrete furthermore in the lessening of CO2 levels which thusly reduces the Global Warming. Methods/Statistical analysis: This paper presents the trial examination done on the execution of coir fibre reinforced fly residue based geopolymer concrete subjected to severe ecological conditions. The mixes were considered for molarity of 10M. The basic arrangement utilized for present revise is the blend of sodium silicate and sodium hydroxide arrangement with the proportion of 1:2.5. Coir fibre with the varying percentages of 0, 0.75, 1.5, 2.25 and 3 are used as fibre reinforcement. The test specimens of 150mmx150mmx150mm cubes, 150mmx300mm cylinders, 1000mmx150mmx150mm beams are cast and cured under encompassing temperature conditions. Findings: The geopolymer solid examples are tried for their compressive quality, flexural and split tractable tests at 7days, 14days and 28days.The test grades demonstrate that the blend of fly ash and coir fibre can be used for the improvement of geopolymer concrete. Applications: It possesses superior distinctiveness such as high strength, very little drying shrinkage , low creep, durable nature, eco-friendly, fire proof ,better compressive strength etc to be used as an alternative of OPC
Study on Soil-Foundation Interaction under a Bridge Pierijtsrd
This study focuses on the behaviour of soil-foundation interaction under a bridge pier. In 2016, August 25, a magnitude of 6.8 happened near Bagan region. Pakokku Bridge, the longest of the bridges over the Irrawaddy, is situated on 37.8 miles from the epicentre of 2016 Chauk earthquake. That is why the safety performance of long-span Bridge especially for the safety of the foundation system subjected to soil-foundation interaction is necessary to investigate for static and seismic excitation. So, study on the behaviour of soil-foundation interaction under Bridge pier in static condition is presented in this study. Firstly super structural loadings on the pile cap are estimated by using STAAD PRO V8i. And then, theoretical ultimate soil resistance pcr and pcd due to wedge and flow failure are determined to produce critical depth xcr. Based on the value of critical depth, p-y curves are generated by Reese 1974 method for the static condition. After that, finite element software ABAQUS is used for the analysis of soil-foundation interaction under a bridge pier. In this study, the behaviour of soil-foundation interaction such as deflections, settlements, shear stresses and shear strains are produced. According to the analysis results, it is found that the vertical and horizontal displacements at the pile tip are 1.27mm and 4.68mm respectively. Maximum shear stress and strain are found out the base of the pile cap. Finally it is found that the soil-foundation interaction under a bridge pier presented in this study is reliable and reasonable with the limitation of AASHTO Standard Specifications for Highway Bridges. Zin May Hnin | Nyan Myint Kyaw | Kyaw Kyaw "Study on Soil-Foundation Interaction under a Bridge Pier" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-1 , December 2018, URL: http://www.ijtsrd.com/papers/ijtsrd19008.pdf
http://www.ijtsrd.com/engineering/civil-engineering/19008/study-on-soil-foundation-interaction-under-a-bridge-pier/zin-may-hnin
A NUMERICAL STUDY ON INTERFERENCE EFFECTS OF CLOSELY SPACED STRIP FOOTINGS ON...IAEME Publication
Foundations of structures often need to be placed close to meet the architectural as well as the functional requirements. In such cases, the combined action of footings is different from a single footing. It causes interference of the stress zones. In the present study, the interference effects of two closely spaced strip footings on the surface of cohesive and cohesionless soils are being investigated. Parametric studies are done for two footings by varying the spacing between the footings and the width of the footings. The results are presented in terms of efficiency factors. In the first case, both the footings are loaded simultaneously up to failure. In the second case, one of the footings representing an already existing foundation is loaded with half of the estimated failure load of isolated footing and adjacent footing loaded up to failure. The effect of interference is observed to be particularly significant in terms of the settlement. Effect of shear keys placed beneath the footings, at different locations beneath the footing and the interference of such footings is also studied in case of stiff clay. It is found that the presence of shear keys has a significant effect on the interference between the footings, compared to without the shear keys, especially in reducing the tilt of foundations.
Gas foil bearing analysis and the effect of bump foil thickness on its perfor...ijmech
Gas foil bearings (GFBs) satisfy many of the requirements noted for novel oil-free turbomachinery.However, GFBs have a limited load carrying capacity. This paper presents a numerical model in order to assess the performance characteristics of gas foil bearings. The finite difference scheme has been used to discretize the governing Reynolds equation and the pressure is calculated by solving non-linear matrix equation using Newton-Raphson technique. The static performance analysis has been carried out. The computational analysis have been compared with the experimental and theoretical results available in the literature and the effects of bump foil thickness, number of bumps and bump compliance coefficient on the load carrying capacity at different rotor speed have been investigated. The results of the study show that too thin bump foil thickness may lead to a significant decrease in the load capacity. However for accurate predictions of the foil bearing performances, more details foil structure of 1D and 2D finite element model
should be considered.
DYNAMIC RESPONSE OF CONCRETE GRAVITY DAM ON RANDOM SOILIAEME Publication
This research reports the dynamic response of a concrete gravity dam under seismic excitation including dam‒reservoir‒foundation interaction. A peek ground accelerations PGAS of 0.6ghas been applied on a numerical model of the gravity dam that is built by finite element method using ANSYS. In this model, the dam is considered as a rigid body, the reservoir as compressible in viscid fluid, and the foundation as a random soil. A parametric study is achieved through change of relative density (Dr) of ground soil, namely, Dr= 60% and 80%. Modal and transient analyses have been considered to achieve the results. The results are analyzed and compared with experimental ones. It is shown a significant variation in the estimated seismic response when the interaction is included in analyses.
To Experimental Study of Comparison and Development of Design for Rigid Pavem...Agriculture Journal IJOEAR
Abstract— The development of design have been discussed adopted various types methods use. The Hadi and Arfiadi Method presents a formulation for the optimum rigid road pavement design by genetic algorithm, a new method. The Westergaard’s Method determines the stresses in the rigid concrete slab and also the pressure-deformation curve which depend upon the relative stiffness of the slab and the subgrade. Razouki and Al-Muhana also developed stress charts similar to Westergaard’s method. The paper reveals that the effects on the maximum bending tensile stress are quite significant due to the modulus of subgrade reaction, modulus of elasticity of concrete and slab The Maharaj and Gill method have performed axisymmetric finite element analysis by varying parameters, the thickness of pavement, pressure and elastic modulus of subgrade. The advantage of this method is that four types of design charts have been presented which other methods have note done. First type of design chart has been plotted between thickness of pavement and nodal deflections for various pressures for a particular elastic modulus of soil. Second type of design chart has been plotted between thickness of pavement and element stress for various pressures for a particular elastic modulus of soil. The third type of design chart has been plotted between thickness of pavement and nodal deflections for various elastic moduli of subgrade for a particular pressure. Each of the design charts has three parameters. For two known parameters, the third parameter can be obtained.
An experimental study of square footing resting on geo grid reinforced sandeSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Optimization of 3 d geometrical soil model for multiple footing resting on sandeSAT Journals
Abstract The study of ultimate bearing capacity (UBC) for a group of two or more footings had been made by investigators for the effect of interference of footings by various means, which is not considered in the conventional theories of bearing capacity. The Finite Element Method (FEM) initiated with 2D/3D modelling is being used for such complex problem. In the present study 3D geometrical soil models were developed and tested with multiple footing on cohesion-less soil using 3D FEM simulation software. This paper highlights optimized 3D geometrical soil model for multiple footing on sand. The meshing parameters, soil model size observed to be influencing the displacement and stresses to great extent. Keywords: FEM, geometrical soil model, interference, multiple footings.
Surface or shallow compaction is one of the earliest, cheapest and commonly used techniques to improve the physical and
mechanical properties of loose soil specially for imported structural fill. It is simply rearranging of soil particles to reduce air ratios using
surface static or vibrating mechanical effort. Usually, shallow compaction procedure includes subjecting the loose soil to certain number of
compacting equipment passes to archive the accepted compaction level; this number of passes is a function of many parameters such as
type of soil, initial soil parameters, compacting equipment characteristics and thickness of soil lift. International codes, specifications and
handbooks include just guidelines about the required number of passes; accordingly, it is usually determined based on personal
experience and field trials. This research has two goals, the first is to estimate the properties improvement of certain natural surface loose
soil under certain surface compaction procedure by calculating the enhancement in soil properties after each pass and updating the soil
properties for next pass calculations. The second goal is to use the previous approach to develop set of equations to design surface
compaction procedure for imported structural fill, this includes calculating minimum compaction equipment characteristics, maximum lift
thickness and minimum number of passes to enhance certain imported fill from certain initial condition to certain final condition. The
proposed approach for the first goal was verified using case studies and showed good matches, and the developed designing equations for
surface compaction procedure were verified using case studies and showed good matches.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
EXPERIMENTAL STUDY ON COIR FIBRE REINFORCED FLY ASH BASED GEOPOLYMER CONCRETE...IAEME Publication
Background/Objectives: By using the fly residue as option substance to bond in concrete it reduces the usage of normal Portland cement in usual concrete which results in the development of Geopolymer concrete furthermore in the lessening of CO2 levels which thusly reduces the Global Warming. Methods/Statistical analysis: This paper presents the trial examination done on the execution of coir fibre reinforced fly residue based geopolymer concrete subjected to severe ecological conditions. The mixes were considered for molarity of 10M. The basic arrangement utilized for present revise is the blend of sodium silicate and sodium hydroxide arrangement with the proportion of 1:2.5. Coir fibre with the varying percentages of 0, 0.75, 1.5, 2.25 and 3 are used as fibre reinforcement. The test specimens of 150mmx150mmx150mm cubes, 150mmx300mm cylinders, 1000mmx150mmx150mm beams are cast and cured under encompassing temperature conditions. Findings: The geopolymer solid examples are tried for their compressive quality, flexural and split tractable tests at 7days, 14days and 28days.The test grades demonstrate that the blend of fly ash and coir fibre can be used for the improvement of geopolymer concrete. Applications: It possesses superior distinctiveness such as high strength, very little drying shrinkage , low creep, durable nature, eco-friendly, fire proof ,better compressive strength etc to be used as an alternative of OPC
Study on Soil-Foundation Interaction under a Bridge Pierijtsrd
This study focuses on the behaviour of soil-foundation interaction under a bridge pier. In 2016, August 25, a magnitude of 6.8 happened near Bagan region. Pakokku Bridge, the longest of the bridges over the Irrawaddy, is situated on 37.8 miles from the epicentre of 2016 Chauk earthquake. That is why the safety performance of long-span Bridge especially for the safety of the foundation system subjected to soil-foundation interaction is necessary to investigate for static and seismic excitation. So, study on the behaviour of soil-foundation interaction under Bridge pier in static condition is presented in this study. Firstly super structural loadings on the pile cap are estimated by using STAAD PRO V8i. And then, theoretical ultimate soil resistance pcr and pcd due to wedge and flow failure are determined to produce critical depth xcr. Based on the value of critical depth, p-y curves are generated by Reese 1974 method for the static condition. After that, finite element software ABAQUS is used for the analysis of soil-foundation interaction under a bridge pier. In this study, the behaviour of soil-foundation interaction such as deflections, settlements, shear stresses and shear strains are produced. According to the analysis results, it is found that the vertical and horizontal displacements at the pile tip are 1.27mm and 4.68mm respectively. Maximum shear stress and strain are found out the base of the pile cap. Finally it is found that the soil-foundation interaction under a bridge pier presented in this study is reliable and reasonable with the limitation of AASHTO Standard Specifications for Highway Bridges. Zin May Hnin | Nyan Myint Kyaw | Kyaw Kyaw "Study on Soil-Foundation Interaction under a Bridge Pier" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-1 , December 2018, URL: http://www.ijtsrd.com/papers/ijtsrd19008.pdf
http://www.ijtsrd.com/engineering/civil-engineering/19008/study-on-soil-foundation-interaction-under-a-bridge-pier/zin-may-hnin
A NUMERICAL STUDY ON INTERFERENCE EFFECTS OF CLOSELY SPACED STRIP FOOTINGS ON...IAEME Publication
Foundations of structures often need to be placed close to meet the architectural as well as the functional requirements. In such cases, the combined action of footings is different from a single footing. It causes interference of the stress zones. In the present study, the interference effects of two closely spaced strip footings on the surface of cohesive and cohesionless soils are being investigated. Parametric studies are done for two footings by varying the spacing between the footings and the width of the footings. The results are presented in terms of efficiency factors. In the first case, both the footings are loaded simultaneously up to failure. In the second case, one of the footings representing an already existing foundation is loaded with half of the estimated failure load of isolated footing and adjacent footing loaded up to failure. The effect of interference is observed to be particularly significant in terms of the settlement. Effect of shear keys placed beneath the footings, at different locations beneath the footing and the interference of such footings is also studied in case of stiff clay. It is found that the presence of shear keys has a significant effect on the interference between the footings, compared to without the shear keys, especially in reducing the tilt of foundations.
Gas foil bearing analysis and the effect of bump foil thickness on its perfor...ijmech
Gas foil bearings (GFBs) satisfy many of the requirements noted for novel oil-free turbomachinery.However, GFBs have a limited load carrying capacity. This paper presents a numerical model in order to assess the performance characteristics of gas foil bearings. The finite difference scheme has been used to discretize the governing Reynolds equation and the pressure is calculated by solving non-linear matrix equation using Newton-Raphson technique. The static performance analysis has been carried out. The computational analysis have been compared with the experimental and theoretical results available in the literature and the effects of bump foil thickness, number of bumps and bump compliance coefficient on the load carrying capacity at different rotor speed have been investigated. The results of the study show that too thin bump foil thickness may lead to a significant decrease in the load capacity. However for accurate predictions of the foil bearing performances, more details foil structure of 1D and 2D finite element model
should be considered.
DYNAMIC RESPONSE OF CONCRETE GRAVITY DAM ON RANDOM SOILIAEME Publication
This research reports the dynamic response of a concrete gravity dam under seismic excitation including dam‒reservoir‒foundation interaction. A peek ground accelerations PGAS of 0.6ghas been applied on a numerical model of the gravity dam that is built by finite element method using ANSYS. In this model, the dam is considered as a rigid body, the reservoir as compressible in viscid fluid, and the foundation as a random soil. A parametric study is achieved through change of relative density (Dr) of ground soil, namely, Dr= 60% and 80%. Modal and transient analyses have been considered to achieve the results. The results are analyzed and compared with experimental ones. It is shown a significant variation in the estimated seismic response when the interaction is included in analyses.
To Experimental Study of Comparison and Development of Design for Rigid Pavem...Agriculture Journal IJOEAR
Abstract— The development of design have been discussed adopted various types methods use. The Hadi and Arfiadi Method presents a formulation for the optimum rigid road pavement design by genetic algorithm, a new method. The Westergaard’s Method determines the stresses in the rigid concrete slab and also the pressure-deformation curve which depend upon the relative stiffness of the slab and the subgrade. Razouki and Al-Muhana also developed stress charts similar to Westergaard’s method. The paper reveals that the effects on the maximum bending tensile stress are quite significant due to the modulus of subgrade reaction, modulus of elasticity of concrete and slab The Maharaj and Gill method have performed axisymmetric finite element analysis by varying parameters, the thickness of pavement, pressure and elastic modulus of subgrade. The advantage of this method is that four types of design charts have been presented which other methods have note done. First type of design chart has been plotted between thickness of pavement and nodal deflections for various pressures for a particular elastic modulus of soil. Second type of design chart has been plotted between thickness of pavement and element stress for various pressures for a particular elastic modulus of soil. The third type of design chart has been plotted between thickness of pavement and nodal deflections for various elastic moduli of subgrade for a particular pressure. Each of the design charts has three parameters. For two known parameters, the third parameter can be obtained.
An experimental study of square footing resting on geo grid reinforced sandeSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Optimization of Material Removal Rate & Surface Roughness in Dry Turning of M...IJERA Editor
Optimization of machining parameters is valuable to maintain the accuracy of the components and to minimize
the cost of machining. Surface finish is an important measure for the quality of the machined parts. The present
work is an experimental investigation to study the effect of machining parameters on Material Removal Rate
and Surface Roughness in dry turning of medium carbon steel EN19. Taguchi’s single objective optimization
method was used to find the effect of input parameters on the responses. The experiments were conducted as per
Taguchi’s L9 Orthogonal Array on CNC lathe under dry conditions. Cutting parameters of speed, feed and
depth of cut were taken as inputs and machining was done by PVD TiAlN tool. Regression models for the
responses were prepared by using MINITAB-16 software. Analysis of variance (ANOVA) was used to find the
influence of machining parameters on the responses. From the ANOVA results, it is clear that speed has high
influence followed by feed and depth of cut has very low influence in achieving the optimum values for both
Material Removal Rate and Surface Roughness. Finally, experimental and Regression values of responses were
compared. From the results, it is found that both the values are close to each other hence, the regression models
prepared were more accurate and adequate. Percentage of errors between experimental and regression values
were calculated and they found in the range of ±0.20.
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RESULTS OF FINITE ELEMENT ANALYSIS FOR INTERLAMINAR FRACTURE REINFORCED THERM...MSEJjournal1
The double cantilever beam (DCB) is widely used for fracture toughness testing and it has become popular
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forms between the adjacent plies of a composite laminate at the brittle polymer resin. This study was
conducted to emphasize the need for a better understanding of the DCB specimen of different fabric
reinforced systems (carbon fibers) with a thermoplastic matrix (EP, PEI), by using the extended finite
element method (X-FEM). It is well known that in fabric reinforced composites fracture mechanisms
include microcracking in front of the crack tip, fiber bridging and multiple cracking, and both contribute
considerably to the high interlaminar fracture toughness measured. That means, the interlaminar fracture
toughness of a composite is not controlled by a single material parameter, but is a result of a complex
interaction of resin, fiber and interface properties.
RESULTS OF FINITE ELEMENT ANALYSIS FOR INTERLAMINAR FRACTURE REINFORCED THERM...msejjournal
The double cantilever beam (DCB) is widely used for fracture toughness testing and it has become popular
for opening-mode (mode I) delamination testing of laminated composites. Delamination is a crack that
forms between the adjacent plies of a composite laminate at the brittle polymer resin. This study was
conducted to emphasize the need for a better understanding of the DCB specimen of different fabric
reinforced systems (carbon fibers) with a thermoplastic matrix (EP, PEI), by using the extended finite
element method (X-FEM). It is well known that in fabric reinforced composites fracture mechanisms
include microcracking in front of the crack tip, fiber bridging and multiple cracking, and both contribute
considerably to the high interlaminar fracture toughness measured. That means, the interlaminar fracture
toughness of a composite is not controlled by a single material parameter, but is a result of a complex
interaction of resin, fiber and interface properties.
RESULTS OF FINITE ELEMENT ANALYSIS FOR INTERLAMINAR FRACTURE REINFORCED THERM...msejjournal
The double cantilever beam (DCB) is widely used for fracture toughness testing and it has become popular
for opening-mode (mode I) delamination testing of laminated composites. Delamination is a crack that
forms between the adjacent plies of a composite laminate at the brittle polymer resin. This study was
conducted to emphasize the need for a better understanding of the DCB specimen of different fabric
reinforced systems (carbon fibers) with a thermoplastic matrix (EP, PEI), by using the extended finite
element method (X-FEM). It is well known that in fabric reinforced composites fracture mechanisms
include microcracking in front of the crack tip, fiber bridging and multiple cracking, and both contribute
considerably to the high interlaminar fracture toughness measured. That means, the interlaminar fracture
toughness of a composite is not controlled by a single material parameter, but is a result of a complex
interaction of resin, fiber and interface properties.
RESULTS OF FINITE ELEMENT ANALYSIS FOR INTERLAMINAR FRACTURE REINFORCED THERM...msejjournal
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forms between the adjacent plies of a composite laminate at the brittle polymer resin. This study was
conducted to emphasize the need for a better understanding of the DCB specimen of different fabric
reinforced systems (carbon fibers) with a thermoplastic matrix (EP, PEI), by using the extended finite
element method (X-FEM). It is well known that in fabric reinforced composites fracture mechanisms
include microcracking in front of the crack tip, fiber bridging and multiple cracking, and both contribute
considerably to the high interlaminar fracture toughness measured. That means, the interlaminar fracture
toughness of a composite is not controlled by a single material parameter, but is a result of a complex
interaction of resin, fiber and interface properties.
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International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
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Numerical study of behavior of square footing on geogrid reinforced flyash be...eSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
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Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
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Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
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• Compatible with MAFI CCR system.
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Numerical Modelling of Soil Improvement Using Geo-fabrics
1. Tanika Roychowdhury Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 5, Issue 10, (Part - 1) October 2015, pp.50-59
www.ijera.com 50 | P a g e
Numerical Modelling of Soil Improvement Using Geo-fabrics
Tanika Roychowdhury, Jay N. Meegoda
(Heritage Institute of Technology)
PhD, PE (Professor and director of the Geotechnical Testing Laboratory in the department of civil and
environmental engineering at New Jersey Institute of Technology)
Abstract
A series of finite element (FE) simulations are carried out to evaluate the benefits of integrating a high modulus
geo-fabric as reinforcement into the soil-layers in this paper. Finite element analysis can handle complex
geometry, different boundary conditions and material properties with ease. In the present study a finite element
program, PLAXIS, which has proved its efficacy in geotechnical application, is used. This paper presents a two
dimensional plain strain finite element model that analysis of foundation in unreinforced and geo-fabric
reinforced soil subjected to distributed load condition.
Keywords- Finite Element Method, Bearing capacity, Settlement, Reinforced layer, Contour curve, Deformed
Mesh
I. INTRODUCTION
As part of a program of research into the
behavior of reinforced soils, attention has been given
to the important practical application of geo-grid
reinforcement. The objective of this paper is to
improve the bearing capacity of shallow foundations
by the utilization of geo-fabric by numerical
simulation.The another aim of this paper is also to
have a region of placing of geo-fabrics in soil to get
maximum bearing capacity.
II. ADVANTAGE OF USING PLAXIS
Plaxis is a finite element program intended
for practical analysis for geotechnical applications.
The soil models created in Plaxis are used to simulate
the soil behavior.
Plaxis also gives the option to either apply a
distributed load or a point load on the foundation to
initiate the process of receiving a load vs.
displacement curve.
The cost of constructing and monitoring
full-scale reinforced foundations on embankments
soil is rather high. Hence, a suitable alternative, such
as a numerical simulation by means of appropriate
methods, must be sought.
III. GEO-SYNTHETICS AND IT’S USE
IN PLAXIS
Recently, geo-synthetics have been used
extensively as reinforcements for improving the
load-settlement characteristics of soft foundation
soils. Their use has been proven to cost-
effectively improve the bearing capacity and
settlement performance of earth structure
Studies have shown that geo-fabric reinforced
foundations can increase the ultimate bearing
capacity or/and reduce the settlement of shallow
footings, compared to the conventional methods.
Geo-fabric can provide tensile reinforcement
through frictional interaction with base course
materials, thereby reducing the applied vertical
stresses on the sub-grade.
Finite element method will remain the most
practical and cost effective approach, due to the
high cost associated with constructing and
monitoring geo-fabric.
The finite element parametric analysis performed
as a part of this study in order to investigate the
influence of various factors on the bearing
capacity and the settlement of shallow
Foundation.
Objective was achieved by conducting numerical
modelling programs of clay-foundation system
in which course layer was reinforced with the
geo-fabric layer. Suitable material model was
implemented to simulate different material in the
system
IV. GEOMETRIC MODEL
A geometry model is the 2D representation of
the three-dimensional problem consists of points,
lines and cluster. This model includes the
representative division of the subsoil into distinct soil
layers, structural objects, construction stages and
loading. The foundation is modelled as a multilayer
structure of linear elastic material subjected to
distribute loading condition. Mohr-Coulomb material
model was used to simulate granular sub-layers.
After the creation of the geometry model, a finite
element model can automatically be generated based
on the composition of the cluster and lines in the
geometry model.
RESEARCH ARTICLE OPEN ACCESS
2. Tanika Roychowdhury Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 5, Issue 10, (Part - 1) October 2015, pp.50-59
www.ijera.com 51 | P a g e
Load Model
Now Plaxis also has the option to either add a
point load or a distributed load. For the purpose of
this project, we are using a distributed load, because
it best represents a shallow foundation. The
foundation is regarded as rigid, so applying load on
the footing is equal to applying uniform vertical
downward displacements at the nodes immediately
underneath the foundation. Horizontal displacements
at the interface between the foundation and the soil
were restrained to zero assuming perfect roughness of
the interface and symmetry of the foundation.
Material Models
Plaxis support various models to simulate the
behaviour of soil and the other continua. Mohr-
coulomb model is used to do the first approximation
of soil behaviour in general. The model involves five
parameters namely, Young‟s modulus E, poissons‟
ratio v, the cohesion c, friction angle, and the
dilatancy angle.
Material type
Undrained behaviour is used for a full
development of excess pore pressure flow of water
can sometimes be neglected due to a low
permeability. All the clusters that have been specified
as undrained will indeed behave undrained.
Parameter Name Value Unit
Material Model Model Mohr-coulomb -
Type Type undrained -
Soil unit weight above the phreatic level γunsat 137.9 Lb/in^3
Soil unit weight below the phreatic level γsat 119.1 Lb/in^3
Permeability in horizontal direction kx 1.0 In/day
Permeability in vertical direction ky 1.0 In/day
Young‟s modulus E Lb/in^3
Poisson‟s ratio μ 0.3 -
Cohesion c 4.075 Lb/in^3
Friction angle 0 o
Dilatancy angle 0 o
Effect of Reinforcement Layers
In these studies the geosynthetic
reinforcement membrane is considered as an
isotropic elastic material. Material models which
include components of plasticity creep, and
directional dependency of the high modulus
geosynthetic polymeric geogrid may be more
realistic, however, these models require many
parameters for numerical simulation. Therefore in
this study the geogrid is assumed to act as a linear
isotropic elastic material. Geo-grids are the slender
materials with the normal stiffness but no bending
stiffness. It can only sustain tensile forces not the
compression. The creation of the geo-grid in the
geometry model is similar to create geo-grid lines in
the soil model. Geo-grid is appeared as the yellow
line. The only material property of the geo-grid is the
elastic normal stiffness EA.
Table 2: Mechanical properties of geogrid
reinforcement
Material Elastic axial
stiffness(lb/in^3)
Passion
ratio
Geo-grid 145 0.3
Mesh analysis
Plaxis mesh generation takes full account of the
position of points and Lines in the geometry model so
that exact position of layer load and Structures is
accounted. During the generations of the mesh
clusters are divided into triangular elements. The
powerful 15 node element provides an accurate
calculation of the stresses and the failure load. The
distribution of nodes over the elements is shown in
the fig „a „adjacent elements are connected through
their common nodes. During the finite element
calculations the displacements (Ux and Uy) are
calculated at the nodes. The nodes may be pre-
selected for the generation of the load-displacement
curves. In contrast to displacements, stresses and
strains are calculated at individual Gaussian
integration points rather than at the nodes. A 15 node
triangular element contains 12 stress points as
indicated in the figure.
3. Tanika Roychowdhury Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 5, Issue 10, (Part - 1) October 2015, pp.50-59
www.ijera.com 52 | P a g e
In our numerical simulation the mesh generation process is based on the robust triangulation principal that
searches for optimized triangle, which results in unstructured mesh. The numerical performances of these
meshes is however better than the structured meshes with regular array of elements. The figure of one these
meshes have shown below.
(b)
Calculation process
In our calculation process we are using staged construction. In this special feature of the plaxis it is possible
to change the geometry and the load configuration by activating or deactivating the load, volume cluster and the
structural objects as created in the geometry input. Staged construction method enables accurate and realistic
simulations of various loading, construction and the excavation process. Here we have done this analysis by the
execution of the plastic calculation.
M-stage
This is the main load multiplier which is being used in our simulations. In general this load multiplier goes
from zero to 1 where the staged construction process has been selected as the loading input. In some very
special simulations it may be useful to perform only a part of the construction phase. If the value of this is lower
than the smallest input 0.001 then the load is considered to be negligible and no calculation takes place. By
entering the default value 1.0 the calculation process goes on in normal way. In general care must be taken with
an ultimate level of this vale smaller than 1.0, since this results in out-of-balance force at the end of the
calculation phase.
V. RESULT & CONCLUSION
A numerical simulation was performed with a soil layer of cross-section 3.5in* 12in
1. Without geo-grid:
Load (lb/in^3) Displacement (in)
182.6 0.201
225.63 0.242
258.96 0.285
280.67 0.310
328.68 0.38
Displacement of the contour curve
4. Tanika Roychowdhury Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 5, Issue 10, (Part - 1) October 2015, pp.50-59
www.ijera.com 53 | P a g e
We have calculated the bearing capacity by dividing the applied load by area of the foundation. We took the
height of the foundation as 1 inch and the breadth is 1 inch by convention of the 2-D software. So in every case
our
Area= (1*1) in^2.
Bearing Capacity= (Load/Area)
So the chart with the Bearing Capacity and the Displacement as follows
2. The geogrid is at the 3rd
layer i.e. at 0.875 inch from the top of the foundation
Load (lb/in^3) Displacement (in)
160.5 0.11
219.08 0.148
268.25 0.182
288.52 0.198
328.68 0.238
350.20 0.259
We can find a major difference in the contour curve and the deformed mesh structure by applying two
different aggregate.
A) Very fine aggregate is applied
Displacement contour curve
Deformed mesh
Displacement Bearing capacity
0.201 182.6
0.278 219.12
0.380 328.68
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B) Coarse aggregate is applied
Displacement contour curve
Deformed mesh
Now all the simulations have done with the very fine aggregate
3. The geo-grid is at 3.5th
layer i.e. at 0.4375 inch from the top of the foundation
Load (lb/in^3) Displacement (in)
140.72 0.098
219.12 0.140
275.23 0.178
295.65 0.191
335.85 0.228
355.62 0.246
380.52 0.278
Displacement contour curve
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Deformed mesh
4. One geo-grid is at 0.875 inch and another one is at 0.4375 inch from the top of the foundation
Load (lb/in^3) Displacement (in)
148.52 0.101
221.32 0.136
295.21 0.185
350.45 0.23
380.76 0.255
401.72 0.278
Displacement contour curve
Deformed mesh
5. One geo-grid is at 2nd
another one is at 3rd
layer i.e. at 1.75 in and 0.875 in respectively from the top of the
foundation
Load (lb/in^3) Displacement (in)
130.95 0.095
219.12 0.135
268.57 0.170
289.63 0.185
339.62 0.23
365.20 0.258
390.23 0.285
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Displacement contour curve
Deformed mesh
6. Two geo-grid is at 3.5th
layer of soil i.e. at 0.4375 inch from the top
We have got the best result i.e. highest bearing capacity and the lowest displacement in this case.
Load (lb/in^3) Displacement (in)
120.52 0.085
224.52 0.130
312.85 0.18
360.48 0.221
390.25 0.244
419.98 0.278
Displacement contour curve
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Deformed mesh
Comparing the above results we can have the highest bearing capacity in every respective case. In
numerical simulation we can have a competitive study of bearing capacity with respect to the displacement in
these cases.
Curves
Competitive study on the various load vs. displacement curves in each and every case have shown below
1. Without geogrid
2. With geogrid at 3rd
layer
0
100
200
300
400
0 0.1 0.2 0.3 0.4
without geo-grid
Position of the geo-grid
(inch)
Bearing capacity
(lb/in^3)
At 0.875 364.68
At 0.4375 380.52
Two layer at 0.4375 419.98
Two layer at 0.875 and 0.4375 401.72
Two layer at 1.75 and at 0.875 380.23
0
100
200
300
400
0 0.1 0.2 0.3
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3. With geogrid at 3.5th
layer
4. One geogrid at 3rd
and another one at 3.5th
layer
5. One geogrid at 2nd
and another one at 3rd
layer
6. Two layer of geogrid at 3.5th
layer
0
100
200
300
400
500
0 0.05 0.1 0.15 0.2 0.25 0.3
0
100
200
300
400
500
0 0.05 0.1 0.15 0.2 0.25 0.3
0
100
200
300
400
500
0 0.05 0.1 0.15 0.2 0.25 0.3
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VI. CONCLUSION
Geo-fabric increased the radius of influence of
the foundation so the load is distributed over a
larger area into the bottom layers.
The settlement reached around 10% of the
original depth which determined the failure for
the foundation
The settlement increased exponentially with the
increase of the load
When two geo-fabrics were placed at 1.75 inches
and 0.88 inches, the bearing capacity was
significantly lower than in the case of placing
two geo-fabrics together at 0.44 inches.
We found the bearing capacity of the geogrid
reinforced foundation had almost two times to
that of the non geogrid one.
The bearing capacity is dependent on the
settlement of the foundation. The settlement
depends on the water content and the unit weight
of the foundation. Every foundation has different
set of values for all these. We can vary these
values easily in case of our numerical simulation.
This is very time consuming to have a perfect
measurement on any type of foundation.
The effect of reinforcement spacing becomes
less significant as the spacing is reduced to
below 50% of the total depth.
The ultimate bearing capacity of the reinforced
soil increases and settlement decreases with the
increase in the geogrid tensile modulus (or
stiffness). However, the stiffness-related increase
is more pronounced at geogrid tensile modulus
in the 120-180 lb/in and gradually decreases
above its upper boundary.
The increase in footing embedment depth and
footing width improves the ultimate bearing
capacity of the unreinforced soil more than that
of the reinforced soil.
From the strain distributions of geogrid and the
study of the effect of geogrid length, the length
of the geogrid has to be at least four times of the
footing width (L=4B) to fully mobilize the
benefits.
VII. ACKNOWLEDGEMENT
We wish to thank Chase Johnson & Cristal
Kuriakose for their warm support to make this paper
possible.This work was supported by Geotechnical
Testing Lab of New Jersey Institute of
Technology,USA.
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