This document summarizes a study that performed finite element analysis on an arch dam to determine stress concentrations and deflections. It provides background on arch dam types and traditional analysis methods. It then describes the finite element method and process, including discretization, element formulation, assembly, applying boundary conditions, and solving for deformations and stresses. The analysis used ANSYS software to model the dam and resolve the complex stress distributions in a more realistic way than other methods.
Static analysis of c s short cylindrical shell under internal liquid pressure...eSAT Journals
Abstract The static analysis of C-S short cylindrical shell under internal liquid pressure is presented. Pasternak’s equation was adopted as the governing differential equation for cylindrical shell. By satisfying the boundary conditions of the C-S short cylindrical shell in the general polynomial series shape function, a particular shape function for the shell was obtained. This shape function was substituted into the total potential energy functional of the Ritz method, and by minimizing the functional, the unknown coefficient of the particular polynomial shape function was obtained. Bending moments, shear forces and deflections of the shell were determined, and used in plotting graphs for cases with a range of aspect ratios, 1 ≤ L/r ≤ 4. For case 1, the maximum deflection was 8.65*10-4metres, maximum rotation was 3.06*10- 3radians, maximum bending moment was -886.45KNm and maximum shear force was -5316.869KN. For case 2, the maximum deflection was 2.18*10-4metres, maximum rotation was 7.74*10-4radians, maximum bending moment was -223.813KNm and maximum shear force was -1342.878KN. For case 3, the maximum deflection was 9.71*10-5metres, maximum rotation was 3.44*10-4radians, maximum bending moment was -99.463KNm and maximum shear force was -596.779KN. For case 4,the maximum deflection was 5.48*10-5metres, maximum rotation was 1.94*10- 4radians, maximum bending moment was -56.097KNm and maximum shear force was -336.584KN. It was observed that as the aspect ratio increases from 1 to 4, the deflections, bending moments and shear forces decreases, and the shell tends to behave like long cylindrical shell. Keywords: Static analysis, Short Cylindrical Shell, internal liquid pressure, Polynomial series shape function, Boundary condition, Ritz method.
Static analysis of c s short cylindrical shell under internal liquid pressure...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
Numerical study of disk drive rotating flow structure in the cavityeSAT Journals
Abstract
This paper aim in conducting the numerical simulation of laminar flow to explore disk-driven vortical flow structure of a cubical
container subjected to a disk rotation on the roof of the container in different Reynolds numbers to observe the flow structure and
the reason of vortical flow form. For this study, finite difference method with dispersion-relation- preserving (DRP) scheme is
dispersed governing equations space term, but adopt time term with TVD Runge-Kutta method. To add accuracy of numerical,
this thesis also uses topology theory to analyze the characteristic of singular point. Three-dimensional vertical flow is observed
flow structure and move to condition. The result to obtain Reynolds numbers to increase attracting spiral nodes increasingly
approaches the floor of the cavity. We have also depicted the vertical flow structure in terms of cortex cores which provide more
details about how change of the Reynolds number
Keywords: disk-driven, finite difference method, dispersion-relation-preserving (DRP), Runge-Kutta, topology theory
International Journal of Modern Engineering Research (IJMER) is Peer reviewed, online Journal. It serves as an international archival forum of scholarly research related to engineering and science education.
International Journal of Modern Engineering Research (IJMER) covers all the fields of engineering and science: Electrical Engineering, Mechanical Engineering, Civil Engineering, Chemical Engineering, Computer Engineering, Agricultural Engineering, Aerospace Engineering, Thermodynamics, Structural Engineering, Control Engineering, Robotics, Mechatronics, Fluid Mechanics, Nanotechnology, Simulators, Web-based Learning, Remote Laboratories, Engineering Design Methods, Education Research, Students' Satisfaction and Motivation, Global Projects, and Assessment…. And many more.
Studies on impact of inlet viscosity ratio, decay rate & length scales in a c...QuEST Global
Modern aircraft engine designs are driven towards higher operating temperature and lower coolant flow requirements. During the flight mission, the hot gas path components encounter flows at different pressure, temperature and turbulence conditions. During design of such components, there is always an interest towards fundamental understanding of the impact of inlet turbulence on overall performance. The paper presents aerodynamic performance (stage efficiency) impact of stator inlet viscosity ratio, decay rate and length scales in a cooled turbine rig, based on CFD studies only. Through CFD studies, it is observed that an inlet length scale variation by 10 times could impact the aerodynamic efficiency by ~0.5% to 4% depending on the size of the length scale. Efficiency drops with higher flow length scales and turbulence intensity. The length scale effects are observed to be more predominant with high turbulence intensities than at low turbulence intensities. Similarly a viscosity ratio increase by 1000 times can decrease efficiency by < 0.5% in the lower bounds and can drastically increase to ~ 3% at higher bounds. The efficiency drop can be as much as 2.5 % for a decay rate change from 0.01 to 1 for viscosity ratio of 10000.
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.
Static analysis of c s short cylindrical shell under internal liquid pressure...eSAT Journals
Abstract The static analysis of C-S short cylindrical shell under internal liquid pressure is presented. Pasternak’s equation was adopted as the governing differential equation for cylindrical shell. By satisfying the boundary conditions of the C-S short cylindrical shell in the general polynomial series shape function, a particular shape function for the shell was obtained. This shape function was substituted into the total potential energy functional of the Ritz method, and by minimizing the functional, the unknown coefficient of the particular polynomial shape function was obtained. Bending moments, shear forces and deflections of the shell were determined, and used in plotting graphs for cases with a range of aspect ratios, 1 ≤ L/r ≤ 4. For case 1, the maximum deflection was 8.65*10-4metres, maximum rotation was 3.06*10- 3radians, maximum bending moment was -886.45KNm and maximum shear force was -5316.869KN. For case 2, the maximum deflection was 2.18*10-4metres, maximum rotation was 7.74*10-4radians, maximum bending moment was -223.813KNm and maximum shear force was -1342.878KN. For case 3, the maximum deflection was 9.71*10-5metres, maximum rotation was 3.44*10-4radians, maximum bending moment was -99.463KNm and maximum shear force was -596.779KN. For case 4,the maximum deflection was 5.48*10-5metres, maximum rotation was 1.94*10- 4radians, maximum bending moment was -56.097KNm and maximum shear force was -336.584KN. It was observed that as the aspect ratio increases from 1 to 4, the deflections, bending moments and shear forces decreases, and the shell tends to behave like long cylindrical shell. Keywords: Static analysis, Short Cylindrical Shell, internal liquid pressure, Polynomial series shape function, Boundary condition, Ritz method.
Static analysis of c s short cylindrical shell under internal liquid pressure...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
Numerical study of disk drive rotating flow structure in the cavityeSAT Journals
Abstract
This paper aim in conducting the numerical simulation of laminar flow to explore disk-driven vortical flow structure of a cubical
container subjected to a disk rotation on the roof of the container in different Reynolds numbers to observe the flow structure and
the reason of vortical flow form. For this study, finite difference method with dispersion-relation- preserving (DRP) scheme is
dispersed governing equations space term, but adopt time term with TVD Runge-Kutta method. To add accuracy of numerical,
this thesis also uses topology theory to analyze the characteristic of singular point. Three-dimensional vertical flow is observed
flow structure and move to condition. The result to obtain Reynolds numbers to increase attracting spiral nodes increasingly
approaches the floor of the cavity. We have also depicted the vertical flow structure in terms of cortex cores which provide more
details about how change of the Reynolds number
Keywords: disk-driven, finite difference method, dispersion-relation-preserving (DRP), Runge-Kutta, topology theory
International Journal of Modern Engineering Research (IJMER) is Peer reviewed, online Journal. It serves as an international archival forum of scholarly research related to engineering and science education.
International Journal of Modern Engineering Research (IJMER) covers all the fields of engineering and science: Electrical Engineering, Mechanical Engineering, Civil Engineering, Chemical Engineering, Computer Engineering, Agricultural Engineering, Aerospace Engineering, Thermodynamics, Structural Engineering, Control Engineering, Robotics, Mechatronics, Fluid Mechanics, Nanotechnology, Simulators, Web-based Learning, Remote Laboratories, Engineering Design Methods, Education Research, Students' Satisfaction and Motivation, Global Projects, and Assessment…. And many more.
Studies on impact of inlet viscosity ratio, decay rate & length scales in a c...QuEST Global
Modern aircraft engine designs are driven towards higher operating temperature and lower coolant flow requirements. During the flight mission, the hot gas path components encounter flows at different pressure, temperature and turbulence conditions. During design of such components, there is always an interest towards fundamental understanding of the impact of inlet turbulence on overall performance. The paper presents aerodynamic performance (stage efficiency) impact of stator inlet viscosity ratio, decay rate and length scales in a cooled turbine rig, based on CFD studies only. Through CFD studies, it is observed that an inlet length scale variation by 10 times could impact the aerodynamic efficiency by ~0.5% to 4% depending on the size of the length scale. Efficiency drops with higher flow length scales and turbulence intensity. The length scale effects are observed to be more predominant with high turbulence intensities than at low turbulence intensities. Similarly a viscosity ratio increase by 1000 times can decrease efficiency by < 0.5% in the lower bounds and can drastically increase to ~ 3% at higher bounds. The efficiency drop can be as much as 2.5 % for a decay rate change from 0.01 to 1 for viscosity ratio of 10000.
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.
A Computational Analysis of Flow StructureThrough Constant Area S-DuctIJERA Editor
This paper presents the results of an experimental work with measurement of mean velocity contours in 2-D form and validation of the same with numerical results based on the y+ approach at fully developed flow for various turbulent models like, k-ε model, k-ω model, RNG k-ε model and Reynolds Stress Model (RSM), are used to solve the problem. All the turbulence models are studied in the commercial CFD code of Fluent. The experiment is carried out at mass averaged mean velocity of 40m/s and the geometry of the duct is chosen as rectangular cross-section of 45°/45° curved constant area S-duct. In the present paper the computational results obtained from the different turbulence models are compared with the experimental results. In addition to this for validation of the numerical simulation near wall treatments for fully developed flow or log-law region are also investigated for wall 30<y+><300 in the region where turbulent shear dominates. It is concluded from the present study that the mesh resolving the fully turbulent region is sufficiently accurate in terms of qualitative features. Here RSM turbulence model predicts the best results while comparing with the experimental results.RSM model also predicts the flow properties more consistently because it accounts for grid independence test.
A Computational Analysis of Flow Development through a Constant Area C- DuctIJERA Editor
This paper represents the results of an experimental work with measurement of mean velocity along with total pressure contours in 2-D form and validation of the same with numerical results based on the wall y+ approach for various turbulent models like, Spalart Alamras, k-ε model, k-ω model and RSM models are used to solve the closure problem. The turbulence models are investigated in the commercial CFD code of Fluent using y+ as guidance in selecting the appropriate grid configuration and turbulence model. The experiment is carried out at mass averaged mean velocity of 40m/s and the geometry of the duct is chosen as rectangular cross-section of 90 curved constant area duct .In the present paper the computational results obtained from different turbulence models are compared with the experimental result along with the near-wall treatments are investigated for wall y+<30>30 in the fully turbulent region. It is concluded in the present study that the mesh resolving the fully turbulent region is sufficiently accurate in terms of qualitative features. Here RSM turbulence model predicts the best results while comparing with the experimental results.
Atmospheric turbulent layer simulation for cfd unsteady inlet conditionsStephane Meteodyn
The aim of this work is to bridge the gap between experimental approaches in wind tunnel testing and numerical computations, in the field of structural design against strong winds. This paper focuses on the generation of an unsteady flow field, representative of a natural wind field, but still compatible with CFD inlet requirements. A simple and “naïve” procedure is explained, and the results are successfully compared to some standards.
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
International Journal of Engineering Research and Applications (IJERA) is a team of researchers not publication services or private publications running the journals for monetary benefits, we are association of scientists and academia who focus only on supporting authors who want to publish their work. The articles published in our journal can be accessed online, all the articles will be archived for real time access.
Our journal system primarily aims to bring out the research talent and the works done by sciaentists, academia, engineers, practitioners, scholars, post graduate students of engineering and science. This journal aims to cover the scientific research in a broader sense and not publishing a niche area of research facilitating researchers from various verticals to publish their papers. It is also aimed to provide a platform for the researchers to publish in a shorter of time, enabling them to continue further All articles published are freely available to scientific researchers in the Government agencies,educators and the general public. We are taking serious efforts to promote our journal across the globe in various ways, we are sure that our journal will act as a scientific platform for all researchers to publish their works online.
Comparison of flow analysis of a sudden and gradual change of pipe diameter u...eSAT Journals
Abstract This paper describes an analytical approach to describe the areas where Pipes (used for flow of fluids) are mostly susceptible to damage and tries to visualize the flow behaviour in various geometric conditions of a pipe. Fluent software was used to plot the characteristics of the flow and gambit software was used to design the 2D model. Two phase Computational fluid dynamics calculations, using K-epsilon model were employed. This simulation gives the values of pressure and velocity contours at various sections of the pipe in which water as a media. A comparison was made with the sudden and gradual change of pipe diameter (i.e., expansion and contraction of the pipe). The numerical results were validated against experimental data from the literature and were found to be in good agreement. Index Terms: gambit, fluent software.
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 TechnologyIJRET : 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
International Journal of Engineering Research and Development (IJERD)IJERD Editor
journal publishing, how to publish research paper, Call For research paper, international journal, publishing a paper, IJERD, journal of science and technology, how to get a research paper published, publishing a paper, publishing of journal, publishing of research paper, reserach and review articles, IJERD Journal, How to publish your research paper, publish research paper, open access engineering journal, Engineering journal, Mathemetics journal, Physics journal, Chemistry journal, Computer Engineering, Computer Science journal, how to submit your paper, peer reviw journal, indexed journal, reserach and review articles, engineering journal, www.ijerd.com, research journals,
yahoo journals, bing journals, International Journal of Engineering Research and Development, google journals, hard copy of journal
A Computational Investigation of Flow Structure Within a Sinuous DuctIJERA Editor
In the present investigation the distribution of mean velocity are experimentally studied on three constant area
rectangular curved ducts with an aspect ratio of 2.4. First one is C-shape, second one is S-shape and third one
is a DS-shape duct. The experiment is carried out at mass averaged mean velocity of 40m/s for all the ducts.
The velocity distribution shows for C-duct, the bulk flow shifting from outer wall to the inner wall along the
flow passage and for S-duct, the bulk flow shifting from outer wall to the inner wall in the first half and from
inner wall to the outer wall in the second half along the flow passage of curved ducts are very instinct. Due to
the imbalance of centrifugal force and radial pressure gradient, secondary motions in the forms of counter
rotating vortices have been generated within both the curved duct. For DS-duct the velocity distributions shows
the Bulk of flow shifting from inner watt to outer wall in the first bend and third bend of the duct and outer wall
to inner wall in the second bend and forth bend of the duct along the flow passage is very instinct. Flow at end
of the DS-duct is purely uniform in nature due to non existence of secondary motion. The experimental results
then were numerically validated with the help of Fluent, which shows a good agreement between the
experimental and predicted results for all the ducts
Numerical Investigation of Turbulent Flow over a Rotating Circular Cylinder u...IJERA Editor
Recent advancements in the field of computational fluid mechanics and the availability of high performance with regard to rotating software computing cylinders (RCs) have drawn attention to the field of flow accelerated corrosion. (FAC). Current studies aim to numerically predict turbulent flow characteristics around the rotating cylinder and the concomitant effects on the wall shear stresses and local mass fraction of inhibitors that are directly related to corrosion rate. This 3-D numerical investigation was carried out using the commercial CFX package from which the where SST turbulence model was selected to compute the unknown Reynolds stresses term in the incompressible and viscid form of the Navier-Stokes equation. The effect of three different cylinder rotation speeds and three brine temperatures on the wall shear stress and on brine mixing is reported. Results of the simulations revealed that both cylinder rotation speed and the temperature of the brine significantly affect wall shear stress and mixing of the inhibitor that in turn affects corrosion rate
A Computational Analysis of Flow StructureThrough Constant Area S-DuctIJERA Editor
This paper presents the results of an experimental work with measurement of mean velocity contours in 2-D form and validation of the same with numerical results based on the y+ approach at fully developed flow for various turbulent models like, k-ε model, k-ω model, RNG k-ε model and Reynolds Stress Model (RSM), are used to solve the problem. All the turbulence models are studied in the commercial CFD code of Fluent. The experiment is carried out at mass averaged mean velocity of 40m/s and the geometry of the duct is chosen as rectangular cross-section of 45°/45° curved constant area S-duct. In the present paper the computational results obtained from the different turbulence models are compared with the experimental results. In addition to this for validation of the numerical simulation near wall treatments for fully developed flow or log-law region are also investigated for wall 30<y+><300 in the region where turbulent shear dominates. It is concluded from the present study that the mesh resolving the fully turbulent region is sufficiently accurate in terms of qualitative features. Here RSM turbulence model predicts the best results while comparing with the experimental results.RSM model also predicts the flow properties more consistently because it accounts for grid independence test.
A Computational Analysis of Flow Development through a Constant Area C- DuctIJERA Editor
This paper represents the results of an experimental work with measurement of mean velocity along with total pressure contours in 2-D form and validation of the same with numerical results based on the wall y+ approach for various turbulent models like, Spalart Alamras, k-ε model, k-ω model and RSM models are used to solve the closure problem. The turbulence models are investigated in the commercial CFD code of Fluent using y+ as guidance in selecting the appropriate grid configuration and turbulence model. The experiment is carried out at mass averaged mean velocity of 40m/s and the geometry of the duct is chosen as rectangular cross-section of 90 curved constant area duct .In the present paper the computational results obtained from different turbulence models are compared with the experimental result along with the near-wall treatments are investigated for wall y+<30>30 in the fully turbulent region. It is concluded in the present study that the mesh resolving the fully turbulent region is sufficiently accurate in terms of qualitative features. Here RSM turbulence model predicts the best results while comparing with the experimental results.
Atmospheric turbulent layer simulation for cfd unsteady inlet conditionsStephane Meteodyn
The aim of this work is to bridge the gap between experimental approaches in wind tunnel testing and numerical computations, in the field of structural design against strong winds. This paper focuses on the generation of an unsteady flow field, representative of a natural wind field, but still compatible with CFD inlet requirements. A simple and “naïve” procedure is explained, and the results are successfully compared to some standards.
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
International Journal of Engineering Research and Applications (IJERA) is a team of researchers not publication services or private publications running the journals for monetary benefits, we are association of scientists and academia who focus only on supporting authors who want to publish their work. The articles published in our journal can be accessed online, all the articles will be archived for real time access.
Our journal system primarily aims to bring out the research talent and the works done by sciaentists, academia, engineers, practitioners, scholars, post graduate students of engineering and science. This journal aims to cover the scientific research in a broader sense and not publishing a niche area of research facilitating researchers from various verticals to publish their papers. It is also aimed to provide a platform for the researchers to publish in a shorter of time, enabling them to continue further All articles published are freely available to scientific researchers in the Government agencies,educators and the general public. We are taking serious efforts to promote our journal across the globe in various ways, we are sure that our journal will act as a scientific platform for all researchers to publish their works online.
Comparison of flow analysis of a sudden and gradual change of pipe diameter u...eSAT Journals
Abstract This paper describes an analytical approach to describe the areas where Pipes (used for flow of fluids) are mostly susceptible to damage and tries to visualize the flow behaviour in various geometric conditions of a pipe. Fluent software was used to plot the characteristics of the flow and gambit software was used to design the 2D model. Two phase Computational fluid dynamics calculations, using K-epsilon model were employed. This simulation gives the values of pressure and velocity contours at various sections of the pipe in which water as a media. A comparison was made with the sudden and gradual change of pipe diameter (i.e., expansion and contraction of the pipe). The numerical results were validated against experimental data from the literature and were found to be in good agreement. Index Terms: gambit, fluent software.
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 TechnologyIJRET : 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
International Journal of Engineering Research and Development (IJERD)IJERD Editor
journal publishing, how to publish research paper, Call For research paper, international journal, publishing a paper, IJERD, journal of science and technology, how to get a research paper published, publishing a paper, publishing of journal, publishing of research paper, reserach and review articles, IJERD Journal, How to publish your research paper, publish research paper, open access engineering journal, Engineering journal, Mathemetics journal, Physics journal, Chemistry journal, Computer Engineering, Computer Science journal, how to submit your paper, peer reviw journal, indexed journal, reserach and review articles, engineering journal, www.ijerd.com, research journals,
yahoo journals, bing journals, International Journal of Engineering Research and Development, google journals, hard copy of journal
A Computational Investigation of Flow Structure Within a Sinuous DuctIJERA Editor
In the present investigation the distribution of mean velocity are experimentally studied on three constant area
rectangular curved ducts with an aspect ratio of 2.4. First one is C-shape, second one is S-shape and third one
is a DS-shape duct. The experiment is carried out at mass averaged mean velocity of 40m/s for all the ducts.
The velocity distribution shows for C-duct, the bulk flow shifting from outer wall to the inner wall along the
flow passage and for S-duct, the bulk flow shifting from outer wall to the inner wall in the first half and from
inner wall to the outer wall in the second half along the flow passage of curved ducts are very instinct. Due to
the imbalance of centrifugal force and radial pressure gradient, secondary motions in the forms of counter
rotating vortices have been generated within both the curved duct. For DS-duct the velocity distributions shows
the Bulk of flow shifting from inner watt to outer wall in the first bend and third bend of the duct and outer wall
to inner wall in the second bend and forth bend of the duct along the flow passage is very instinct. Flow at end
of the DS-duct is purely uniform in nature due to non existence of secondary motion. The experimental results
then were numerically validated with the help of Fluent, which shows a good agreement between the
experimental and predicted results for all the ducts
Numerical Investigation of Turbulent Flow over a Rotating Circular Cylinder u...IJERA Editor
Recent advancements in the field of computational fluid mechanics and the availability of high performance with regard to rotating software computing cylinders (RCs) have drawn attention to the field of flow accelerated corrosion. (FAC). Current studies aim to numerically predict turbulent flow characteristics around the rotating cylinder and the concomitant effects on the wall shear stresses and local mass fraction of inhibitors that are directly related to corrosion rate. This 3-D numerical investigation was carried out using the commercial CFX package from which the where SST turbulence model was selected to compute the unknown Reynolds stresses term in the incompressible and viscid form of the Navier-Stokes equation. The effect of three different cylinder rotation speeds and three brine temperatures on the wall shear stress and on brine mixing is reported. Results of the simulations revealed that both cylinder rotation speed and the temperature of the brine significantly affect wall shear stress and mixing of the inhibitor that in turn affects corrosion rate
This is a presentation on various hydraulic structures and their uses and cross sections which will help a person to get acquainted with the most important hydraulic structures that are in use in this current world.
DAMS
Types of dams
Selection of dam sites
Geological characters for investigation
Selection of the dam type
Gravity dams
butress dams
embankment dams
arch dams
cupola dams
composite dams
Bhakra Dam
Mir Alam multi-arch dam
Idukki Dam
Tehri Dam
Ujani Dam or bhima dam
Optimum Dimensions of Suspension Bridges Considering Natural PeriodIOSR Journals
Abstract: Suspension bridge is an efficient structural system particularly for large spans. Many difficulties
related to design and construction feasibility arises due to its long central span. There are many suspension
bridges around the world and dynamic behavior has been found to be the primary concern for those bridges.
Natural period of a suspension bridge mainly dependent on the span and other structural dimensions related to
the stiffness. In the present study, the effects of structural parameters like deck depth and tower height on
natural period of suspension bridges having different central spans are conducted. Natural periods are
analyzed by modal analysis for central span lengths ranges from 600m to 1400m. The modal analysis is
performed by finite element software package SAP2000. For each central span, tower heights and deck depth
are varied and the consequences of these variations on the natural periods of various types of vibration modes
are investigated and dominant mode for each span is recognized. Obtained values from the analysis were
utilized to plot three dimensional surfaces representing correlation among natural period, deck depth, tower
height, and span, using MATLAB functions. A relationship among tentative optimum deck depth, optimum tower
height and central span of suspension bridge is developed for obtaining minimum natural period. This
relationship can be used to obtain the tentative optimum dimensions of a suspension bridge with central span
between 600m to 1400m.
Keywords: suspension bridge, natural period, optimum dimensions, modal analysis.
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.
Seismic performance of a rc frame with soft storey criteriaeSAT Journals
Abstract
Soft first storey is a typical feature in the modern multi-storey constructions in urban India. Social and functional need to provide parking space at ground level leads seismic vulnerability of such a building. The computer software usage in civil engineering has greatly reduced the complexities of different aspects in the analysis and design of projects. In the present study an attempt has been made to investigate the seismic behaviour of a multi-storey building with soft first storey. When subjected to seismic loads, it was observed that soft storey frames are less resistant when compared to infill frames.
Keywords: Masonry Infill (MI), Soft storey, relative stiffness, Diagonal strut, Base shear, response spectrum analysis, Time history analysis.
Design, Analysis and weight optimization of Crane Hook: A Reviewijsrd.com
Crane hook are highly liable component and are always subjected to failure due to accumulation of large amount of stress which can eventually lead to its failure .In this present work, to study the different design parameter & stress pattern of crane hook in its loaded condition for different cross section, the design and drafting of crane hook will be prepared by using ANSYS 14.5. By finite element analysis, the stress which is to be formed in various cross section are compared with design calculation .The stress concentration factors are used in strength and durability evaluation of structure and machine element. In this work and also we observe the parameter that affects the weight reduction.
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.
Comparison of stress between winkler bach theory and ansys finite element met...eSAT Journals
Abstract Crane Hooks are highly liable components and are always subjected to failure due to the amount of stresses concentration which can eventually lead to its failure. To study the stress pattern of crane hook in its loaded condition, a solid model of crane hook is prepared with the help of CATIA (Computer Aided Three Dimensional Interactive Application) software. Pattern of stress distribution in 3D model of crane hook is obtained using ANSYS software. The stress distribution pattern is verified for its correctness on model of crane hook using Winkler-Bach theory for curved beams. The complete study is an initiative to establish an ANSYS based Finite Element procedure, by validating the results, for the measurement of stress with Winkler-Bach theory for curved beams. Keywords: Crane Hook, CATIA, ANSYS, Curved Beam, Stress, Winkler-Bach Theory
Experimental Investigation of Stress Concentration in Cross Section of Crane ...ijtsrd
Crane Hooks are highly liable components and are always subjected to failure due to the amount of stresses concentration which can eventually lead to its failure. To study the stress pattern of crane hook in its loaded condition, a solid model of crane hook is prepared with the help of solid works or Pro E software. Real time pattern of stress concentration in 3D model of crane hook is obtained. By predicting the stress concentration area, the shape of the crane is modified to increase its working life and reduce the failure rates. Hooks are employed in heavy industries to carry tonnes of loads safely. These hooks have a big role to play as far as the safety of the crane loaded is concerned. With more and more industrialization the rate at which these hooks are forged are increasing. This work has been carried out on one of the major crane hook carrying a larger load comparatively. The cad model of the crane hook is initially prepared with the help of existing drawings. It is then followed by implementation of modified cross section of hook in the static structural analysis workbench of ANSYS. The selection was based on the satisfaction of several factors in the form of load carrying capacity, stress induced and deflection Stress analysis plays a significant role in the design of parts and structures that must carry load. In this study, Crane hook which is one of lifting equipment, frequently used in material handling is investigated. Analytical Straight beam, curved beam and Winkler Bach approximation , FEM methods were used by various researchers to study stress pattern of crane hook in its loaded condition. The fatigue of the crane which leads to failure of propagation of cracks by stress concentration. Gabriel. A | Suganth. V | Dr. S. Velumani "Experimental Investigation of Stress Concentration in Cross Section of Crane Hook" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-4 | Issue-6 , October 2020, URL: https://www.ijtsrd.com/papers/ijtsrd33640.pdf Paper Url: https://www.ijtsrd.com/engineering/mechanical-engineering/33640/experimental-investigation-of-stress-concentration-in-cross-section-of-crane-hook/gabriel-a
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Abstract The shell structures are composed of a thin shell made of reinforced concrete without the use of internal columns giving an open interior. Most common shells used in industry are flat plates and domes but different shapes like cylindrical, parabolic or spherical section may also used. Sports or storage facilities buildings are common concrete shell structures. However, they can be difficult to design, as the exact shape required for stability of structure depends on the material used, the size of the shell, exterior or interior loading, and other oblique. So by varying the parameter of the shell, behaviour of the shell is also varying. Main goal of this paper is parametric analysis of the multiple cylindrical shell structures with different lengths. For analysis we took two different lengths of cylindrical shell and then, two parameters have been change first one is radius and second is thickness, on the basis of different radius and thickness for same chord width, length, and material of shell we will compare the behaviour of shell for different models. Keywords: Multiple cylindrical shells, Analysis, Different Parameter
Comparison of symmetric and asymmetric steel diagrid structures by non linear...eSAT Journals
Abstract Diagonalized grid structures – “diagrids” - have emerged as one of the most innovative and adaptable approaches to structuring buildings in this millennium. Diagrid is a particular form of space truss, it consists of perimeter grid made up of a series of triangulated truss system. Diagrid is formed by intersecting the diagonal and horizontal components. Construction of multi‐storey building is rapidly increasing throughout the world. Advance in construction technology, materials, structural systems, various analysis and design software have facilitated the growth of various kinds of buildings. Diagrid buildings are emerging as structurally efficient as well as architecturally and aesthetically significant assemblies for tall buildings. Recently these diagrid structural systems have been widely used for tall buildings due to the structural efficiency and aesthetic potential provided by the unique geometric configuration of the system. This paper presents a 12 storey steel diagrid structure which is 36m in height. Symmetric and asymmetric structural configurations of diagrid structures were modelled and analyzed using SAP 2000 by considering Dead load, Live load and Seismic Loads (IS 1893-Part-1, 2002). Then FEMA 356 hinges (auto hinges) are assigned to the same structure and Nonlinear Static (Pushover) analysis is carried out by using seismic load as the pushover load case to find out the performance points that is Immediate Occupancy, Life Safety, and Collapse Prevention of diagrid elements using static pushover curve. At the same time spectral displacement demand & spectral displacement capacity as well as spectral acceleration demand and spectral acceleration capacity is compared to know the adequacy of the design by using ATC capacity spectrum method. Keywords: Diagrid, Pushover analysis, Spectral displacement demand, Spectral displacement capacity, Spectral acceleration demand, Spectral acceleration capacity
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
Dynamic analysis of a reinforced concrete horizontal curved beam using softwareeSAT Journals
Abstract
Dynamic analysis of a reinforced concrete beam bridge, horizontally curved in plan is done using a finite element software. The
support conditions considered are simple supports. Dynamic loading in the form of moving vehicular load is taken into account
for the purpose of analysis. IRC Class AA type of vehicle is simulated on two lanes on the beam of span 31m, having a box type
cross-section. A parametric study is done varying the radius of curvature of the beam from 50 m to 250 m with the interval of 50
m to check the behavior of the beam. Various responses of the beam like bending moment, shear force, torsional moment and
deflection are calculated. The influence of a non-dimensional parameter L/R i.e. ratio of length of the beam to radius of curvature
of the beam is verified for the responses of the beam. From the results, it has been found that the responses i.e. the bending
moment, shear force, torsional moment and deflection of the beam decrease as the radius of curvature of the beam in increased.
Also, the responses of the beam increase as the L/R ratio is increased.
Keywords: Dynamic analysis, horizontally curved beam, finite element, moving vehicular moving load, Simply
Supported, Box type, parametric study, L/R ratio
Effect of free surface boundary and wall flexibility in seismic design of liq...eSAT Journals
Abstract Fluid Structure Interaction (FSI) itself is a vast and extensive discipline. It originated from studies of aero and hydro-elasticity, which are often related to aeronautics and aerospace as well as nuclear industries. In practice, within the scope of nuclear, civil, aerospace, ocean, chemical and mechanical engineering, there are many terminologies involved, ie., flow induced vibration, aero-elasticity, hydro-elasticity, fluid structure interaction and fluid solid interaction. Typical problems include structure interaction with surface and sound waves and vibrations and stabilities of cables, pipes, plates and shells. In this paper, the effect of fluid structure interaction on the modal characteristics of a cylindrical steel water tank with and without free surface effect is considered. Acoustic structure interaction using unsymmetric pressure based formulation is used to solve the coupled system using FEM and the procedure is validated using results from published literature. Two tank models (shallow and tall) are modeled using ANSYS and modal analysis was done by considering different conditions like with slosh and without slosh. The effect of fluid mass on the convective and impulsive modes of tall and shallow aspect ratio tanks is shown. Parametric study is done for different fluid levels to characterize the variation of slosh frequencies in both rigid and flexible wall conditions. Free surface is considered in fluid alone model to predict the slosh frequencies employing rigid wall boundary. Then slosh frequencies got from both rigid and flexible wall conditions are compared with design data frequency tabulated from the GSDMA Guidelines. From this we can say that the flexibility of tank wall has a greater effect on the slosh frequencies. Key Words: Fluid-structure Interaction, Impulsive mode, Convective mode, Slosh frequency
Experimental investigation on torsion bar suspension system using e glass fi...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
Study on soundness of reinforced concrete structures by ndt approacheSAT 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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FINITE ELEMENT ANALYSIS OF ARCH DAM
Binol Varghese1
, Abhijith R2
, Arya Saju3
, Simi John4
1
UG Scholar, Mar Athanasius College of Engineering, Kothamangalam, India
2
UG Scholar, Mar Athanasius College of Engineering, Kothamangalam, India
3
UG Scholar, Mar Athanasius College of Engineering, Kothamangalam, India
4
UG Scholar, Mar Athanasius College of Engineering, Kothamangalam, India
Abstract
The main objective of this paper is to perform structural analysis of arch dam using finite element method. Since the dam possesses
complex double curvature shell structure analysis using conventional structural analysis method s is not preferable. Therefore
opted finite element method opted. Among the many FEM packages that are available, ANSYS is a package that makes analysis of
complex structures possible with least errors. The paper mainly focuses on the location of major stress concentration points and
deflections of the dam.
Keywords: arch dam, finite element method, von Mises stress
---------------------------------------------------------------------***--------------------------------------------------------------------
1. INTRODUCTION
1.1 Types of Arch Dam
The definition for an arch dam by ICOLD includes all curved
dams, where the base-thickness is less than 0.6 times the
height. Mainly arch dams are grouped into:
1. Constant radius
2. Variable radius
3. Constant angle
4. Multiple arch
5. Cupola (shell)
6. Arch gravity
7. Mixed type
1.2 Methods of Analysis of Arch Dam
The conventional methods adopted for the analysis of all
types of arch dams are cylinder theory, method of
independent arches, trial load and model analysis which are
found to be of limitations for multiple radius arch dams of
height greater than 100 m. Later, accurate methods are
necessitated by eliminating many assumptions made in the
traditional methods for ensuring safety and economy which
led to numerical methods such as finite difference, finite
element and boundary element for arch dams. Of these, finite
element is the most effective method for handling a
continuum like arch dam since it gives a more realistic stress
distribution and more flexibility with regard to geometry and
boundary conditions than other methods. Hence, a critical
study on how the finite element method resolves the
complexity in the case of an arch dam of varying geometry is
presented here.
Main methods of analysis of arch dam are:
1. Preliminary methods
Thin cylinder theory
Thick cylinder theory
Elastic theory
Active arch method
Cain’s method
U.S.B.R. criteria
Institution of Engineers, London
R. S. Varshney’s equations
2. Elaborate methods
Inclined arch method
Tolke method
3. Trial load analysis
USBR
4. More elaborate methods
Finite element method
Shell analysis method
Three-dimensional elastic solution
Finite difference method
Three-dimensional electric analogue
Dynamic relaxation of three-dimensional elastic
solution
5. Experimental method
Model studies
According to CBIP publication the methods of analysis
commonly adopted are discussed below.
1.2.1 Cylinder Theory
The simplest and the earliest of the methods available for the
design of an arch dam is the cylinder theory. In this theory, the
stress in an arch dam is assumed to be the same as in a
cylindrical ring of equal external radius. The arch thickness is
calculated by the thin cylinder formula. The cylinder theory
does not allow for the discontinuity of the arch at the
abutment and is, therefore, highly approximate. The use of
cylinder theory has been restricted to dams less than 30 m in
height located in narrow valleys. A low value of permissible
stress in concrete, usually about 60 per cent of the permissible
stress, issued to allow for the highly approximate nature of the
formula. The cylinder theory is only of historical importance
now.
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Volume: 03 Issue: 07 | Jul-2014, Available @ http://www.ijret.org 181
1.2.2 Method of Independent Arches
This method considers the dam to be made up of a series of
arches with no interaction between them. It is assumed that all
horizontal water loads are carried horizontally to the arch
abutments by arch action and that only the dead load weights
plus the vertical water loads in the case of sloping upstream
face are carried vertically to the foundation by cantilever
action. If the canyon is relatively regular and narrow and the
dam is of low height so that a symmetrical thin structure with
large central angle can be adopted this method may give
reasonably satisfactory results.
Practically the water load is transferred to the foundation and
abutments, both by horizontal arch action and vertical
cantilever action. The vertical cantilevers are restrained at the
foundation and must bend under their share of water load until
their deflected positions coincide with the deflected positions
of horizontal arch elements. The theory that the entire water
load is carried horizontally to the abutments is therefore,
incorrect and the design that ignores vertical cantilever action
can seldom be considered as wholly satisfactory.
1.2.3 Arch Cantilever (Trial Load) Method
The most commonly accepted method of analysing arch dams
assumes that the horizontal water load is divided between the
arches and cantilevers so that the calculated arch and
cantilever deflections are equal at all conjugate points in all
parts of the structure. Because the required agreement of all
deformations is obtained by estimating various load
distributions and computing the resulting movements until the
specified conditions are fulfilled, the procedure is logically
called trial-load method.
Trial load analyses may be classified into the following types
depending on their relative accuracy and corresponding
complexity.
1.2.4 Crown Cantilever Analysis
Crown-cantilever analysis consists of an adjustment of radial
deflections at the crown cantilever with the corresponding
deflections at the crowns of arches. This type of analysis
assumes a uniform distribution of radial load from the crowns
of arches to their abutments and neglects the effects of
tangential shear and twist. While the results obtained from
this analysis are rather crude, it has the advantage of very
short time to complete the analysis. If used with judgment, it
is an effective tool for appraisal studies.
1.2.5 Radial Deflection Analysis
A radial deflection analysis is one in which radial deflection
agreement is obtained at arch quarter points with several
representative cantilevers by an adjustment of radial loads
between these structural elements. With the use of this type of
analysis, loads may be varied between the crowns and
abutments of arches, thus producing a more realistic
distribution of load in the dam. A radial deflection analysis
may be used for a feasibility study.
1.2.6 Complete Trial Load Analysis
A complete trial-load analysis is carried out by properly
dividing the radial, tangential and twists loads between the
arch and cantilever elements until-agreement is reached for
arch of the three axial and three rotational movements for
each arch cantilever node point. The accuracy of this analysis
is limited only by the exactness of the basic assumptions, the
number of vertical and horizontal elements chosen, and the
magnitude of the error permitted in the slope and deflection
adjustments. In view of the comprehensive and involved
nature of the complete trial-load analysis, it is desirable that
preliminary studies of tentative dams are first carried out by
simplified methods; crown cantilever analysis and radial
deflection analysis, to obtain a dam; proposed for complete
trial load analysis, which is most suitable for the given site
and whose dimensions are as close to the final as practicable.
1.2.7 3D Finite Element Analysis
The deformations and stresses in an arch dam can
alternatively be determined by three-dimensional finite
element analysis which provides a more accurate solution of
the problem and is being increasingly used. The finite
elements can be extended to include the foundation and
appropriate moduli values can be used whether the foundation
is homogeneous or not, which avoids the use of Vogt's
approximate assumptions on contact area and distribution of
loading. According to Zienkewicz, the trial load method gives
comparable results with 3D finite element analysis only for
the simple cylindrical shapes. In doubly curved dams of
modern type, the trial load assumptions are dubious and
recent comparisons show that, in fact, considerable
differences exist between its results and those of full 3D
treatment.
1.3 Finite Element Formulation
1.3.1 Finite Element Analysis
The stress analysis in the fields of civil, mechanical and
aerospace engineering, naval architecture, offshore
engineering and nuclear engineering is invariably complex,
and for many of the problems, it is extremely difficult and
tedious to obtain analytic solutions. In these situations,
engineers' usually resort to numerical methods to solve the
problems. An analytic solution is a mathematical expression
that gives the value of the field variable at any location in the
body. For problems involving complex boundary conditions,
it is difficult and in many cases intractable to obtain analytical
solutions that satisfies the governing differential or gives the
extreme value to the governing functional. The three
numerical methods that provide approximate solutions are
functional approximation, finite difference method and finite
element method.
1.3.2 Functional Approximation
A set of independent functions satisfying the boundary
conditions is chosen and a linear combination of a finite
number of them is taken to approximately specify the field
variable at any point. The unknown parameter that combines
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the functions is found out at such a way to achieve at best the
field condition, which is represented through variation
formulation. Classical methods such as Rayleigh Ritz and
Galerkin are based on the functional approximation but vary
in their procedure for evaluating the unknown parameters.
The concept of Rayleigh Ritz method, i.e. representing the
variation of the field variable by trial function and finding the
unknown parameters through minimization of potential
energy, are well exploited in the finite element method.
1.3.3 Finite Element Method
Finite element method is an essential and powerful tool for
solving structural problems not only in the marine field but
also in the design of most industrial products and even in
non-structural fields. FEM can be used for a wide variety of
problems in linear and nonlinear solid mechanics, dynamics,
and submarines structural stability problems, in accordance
with the development of computer technology and its
popularization. The conventional method in solving stress
and deformation problems is an analytical one using theories
of beams, columns and plates, etc. Hence its application is
restricted to most simple structures and loads.
In the finite element method, the solution region is considered
as built up of many small, interconnected sub regions called
finite elements. Since it is very difficult to find the exact
response of complicated structure under specified loading
conditions, the structure is approximated as composed of
several pieces in the finite element model.
1.4 Basic Steps in Finite Element Analysis
The finite element analysis method requires the following
major steps:
1. Discretization of the domain into a finite number of
subdomains (element).
2. Selection of interpolation functions.
3. Development of the element matrix for the
subdomain (element)
4. Assembly of the element matrices for each
subdomain to obtain the global matrix for the entire
domain.
5. Imposition of the boundary conditions.
6. Solution of equations.
1.4.1 Idealization
The process of converting the actual 3D problem into
structure, which is simple and easy to handle is called
idealization.
1.4.2 Discretization and Preprocessing of Finite
Element Model
As the first step in the analysis, the given solid or structure is
to be discretized into finite elements. This step requires
knowledge of the physical behavior of the solid or structure to
decide on the type of analysis and elements to be used to
arrive at the finite element model. In addition, decision has to
be made in the shape of elements to be used (higher or lower
order elements), the number of elements and the pattern of the
finite element mesh.
After the discretization, the nodes are numbered keeping in
view the minimum bandwidth. Graphics based preprocessors
are available in many package program to automatically
generate the mesh and number the nodes and elements.
If a structure such as a cylindrical submarine shell, together
with loads and boundary conditions, then finite elements can
be used to determine the deformations and stresses in the
structure. Finite elements can also be applied to analyze
dynamic response, heat conduction, fluid flow and other
phenomena. Today, various commercial finite element
packages have started to include some optimization capability
in their codes.
1.4.2 Formulation of Element Stiffness Matrix [K]
The stiffness matrix [K] of an element is calculated using the
equation
[K] = ∫ [B]T[C][B]dV
Where,
[C] = Constitutive matrix
[B] = Strain displacement matrix
1.4.3 Formulation of Load Vector [P]
Based on the type of loading, equivalent joint load and
moment at each node are calculated and the load vector is
formulated.
1.4.4 Assembly of Stiffness Matrices
The stiffness matrix for each element is calculated and they
are diagonally combined at their respective nodes to get the
assembled [K] matrix.
1.4.5 Application of Boundary Condition
To eliminate rigid body motion we must impose boundary
conditions. For example, fixed boundary condition, clamped
boundary condition and simply supported condition etc.
1.4.6 Computation of Deformation
By applying equations of equilibrium, the deformation at each
node is calculated using equation
[K][D] = [P]
[D] = [K]-1[P]
Where [D] = Deflection matrix
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1.4.7 Computation of Stresses and Post Processing of
Results
The stresses at any point in the element can be computed
using the equation,
{σ} = [C][B][D]
Graphics based post-processing are widely available in all
packages programs that would enable plotting of the deflected
shape of the structure, stress contours, variation of a particular
type of stress across a given section etc.
General Comments on Dividing into Elements
When dividing area into triangles avoid large space ratios.
Aspect ratio is defined as the ratio of maximum to minimum
characteristics dimensions. The best elements are those that
approach an equilateral triangular configuration. Such
configurations are not usually possible. Coarse measures are
recommended for initial trials to check data and
reasonableness of results. Increasing the number of elements
in those regions where stress variants are high should give
better results. This is called convergence. Convergence
should be increasing successively while increasing the
number of elements in finite element meshes.
Convergence Requirements
The finite element method provides a numerical solution to a
complex problem. It may therefore be expected that the
solution must converge to the exact solution under certain
circumstances. It can be seen that the displacement
formulation of the method leads to the upper bound to the
correct result. This would be achieved by satisfying the three
conditions.
1. The displacement function must be continuous within the
element. Choosing polynomials for the displacement model
can easily satisfy this condition.
2. The displacement function must be capable of representing
rigid body displacement of the element. When the nodes are
given such displacement corresponding to a rigid body
motion, the element should not experience any strain and
hence leads to zero nodal forces. The constant terms in the
polynomials used for the displacements modes would usually
ensure this condition.
3. The displacement function must be capable of representing
constant strain states within the element. When the body or
structure is divided into smaller and smaller elements, as
these elements approach infinitesimal size, the strains in each
element also approach constant values.
4. The displacement must be compatible between adjacent
elements. That is when the elements deforms there must not
be any discontinuity between elements, that is elements must
not overlap or separate.
5. Elements which satisfy all the three converge requirements
and compatibility conditions are called compatible or
compatible elements. And elements which violate the
compatibility requirements are known as incompatible
elements.
Static Analysis
Linear static analysis is performed to predict the response of
the structure under prescribed boundary conditions and time
independent applied loads, when linear response behavior can
be assumed with reasonable accuracy. The desired response
quantities are generally stress, strain displacements, energy
and reactions. In general, applied loads include prescribed
forces or moments at nodes, uniform or non-uniform
pressures applied on the faces of elements as well as gravity
and centrifugal force (body forces) and loading due to thermal
expansion or contraction. The boundary conditions are
specified displacement values (zero or non-zero) at prescribed
nodes or they may be including coupled multi point constraint
equations, coupled displacements or rigid limits. The basic
equation for linear static analysis may be written in the form:
[K][D] = {P}
Where [K] = linear stiffness matrix of the structure (known)
[D] = nodal displacement vector (unknown)
{P} = static load vector
The number and intensity of domestic and international
terrorist activities, including the September 11, 2001 attack
on World Trade Center towers in New York, have heightened
our concerns towards the safety of our infrastructure systems.
Terrorists attack targets where human casualties and
economic consequences are likely to be substantial.
Transportation infrastructures have been considered attractive
targets because of their accessibility and potential impacts on
human lives and economic activity.
Bridges are an integral part of national highway system.
Military assaults, terrorist attacks and accidental explosions
may cause serious damage to bridges. As a result, engineers
and transportation office workers are more active in the
construction of strong bridges to withstand potential blast
attacks. Explosion accident analyses, blast-resistant design
and anti-terrorist and military weapon design have become
more important areas. Damage effect analyses and
assessments of bridges under blast loading are very important
in these areas. With the rapid development of computer
hardware over the last decades, detailed numerical
simulations of explosive events in personal computers have
become possible.
Loads imposed on highway bridge components during a blast
loading event can exceed those for which bridge components
are currently being designed. In some cases, the loads can be
in the opposite direction of the conventional design loads.
Consequently, highway bridges designed using current design
codes may suffer severe damages even from a relatively small
sizes explosion.
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1.5 Process of Finite Element Analysis
Fig 1.1 Process of finite element analysis
1.5.1 Need of Finite Element Method
Earlier, finite element method with two dimensional analysis
using plane stress and plane strain as well as shell theory that
actually approximates three-dimensional problem by
two-dimensional one were used. Though it gives good results
for a thin arch dam, thick arch dam requires a rigorous three
dimensional analysis. There is an urgent need for considering
the effect of variable curvature by approximating the
geometry with higher order polynomials incorporating more
nodal points at element level itself while modeling.
The available literature and software show that the
hydrostatic pressure on the curved surface is seen
approximated as normal to the surface by means of certain
global coefficients to the horizontal pressure on vertical
surface. In fact, the magnitude as well as direction will be
varying at each point, i.e. water pressure will be normal to the
curved surface, horizontal and vertical extrados, with
components in the three directions. In the finite element
method, water pressure needs to be considered more
accurately as actual distributed surface forces on each
element by direction cosines and numerical integration.
Similarly the silt pressure, uplift and dynamic effect of the
reservoir water also will have to be considered at element
level itself.
1.5.2 Merits of Finite Element Method
The following are the advantages of finite element method.
The method can effectively be applied to cater to irregular
boundary.
It can take care of any type of complicated boundary.
Material like homogeneous, heterogeneous, anisotropic,
isotropic, orthotropic can be treated without much difficulty.
Any type of material can be handled.
Structures with complicated geometry can be analyzed by
using finite element method.
Nonlinear and dynamic analysis can be done.
1.5.3 Boundary Conditions
Boundary conditions either define the loads that act on the
structure (force or Neumann boundary conditions), or
describe the way in which the structure is supported
(displacement boundary conditions). Both types of boundary
conditions often involve simplifications of actual structural
situation, either to reduce the model size by replacing
structure with boundary conditions or because the real state of
loading and support is known imperfectly. A consistent set of
boundary conditions is required for a unique mathematical
solution of the finite element equations.
The boundary conditions used is: Fixed - fixed (UX, UY, UZ
and ROTX, ROTY, ROTZ are restraint at the nodes).
1.6 ANSYS v12.0
ANSYS offers a comprehensive range of engineering
simulation solution sets providing access to virtually any field
of engineering simulation that a design process requires.
Companies in a wide variety of industries use ANSYS
software. The structural integrity of any building is only as
good as its individual parts. The way those parts fit together
along with the choice of materials and its specific site all
contribute to how the building will perform under normal or
extreme conditions. Civil engineers need to integrate this vast
number of pieces into their building designs; furthermore,
they need to comply with increasingly demanding safety and
government regulations. At the same time, the general public
is demanding environmentally conscious designs. ANSYS
simulation software gives designers the ability to assess the
influence of this range of variables in a virtual environment.
Thus, engineers can advance through the design and materials
selection process quickly and efficiently. ANSYS tools guide
the user through coupled rock and soil mechanics analysis;
material-specific maximum load assumptions; linear,
nonlinear, static and dynamic analyses; sensitivity and
parametric studies; and other related work - which together
provide significant insight into design behavior that would be
difficult with single analysis runs. Through visualizing the
effect of a wide range of variables, engineers can narrow the
scope of field investigations, save considerable time and cost
on projects, and move more quickly to the groundbreaking
stage. The advanced capabilities of ANSYS software create a
powerful tool for civil engineering projects as diverse as
high-rise buildings, bridges, dams, tunnels and stadiums. By
testing materials and experimenting with design in a virtual
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environment, engineers and designers can analyze safety,
strength, comfort and environmental considerations. The
result is cost-effective and innovative design.
1.6.1 Merits of ANSYS
The merits of analysis of an arch dam by ANSYS are:
The cost of a computer run will be far economical
than a corresponding experimental investigation.
Computational investigations will be of remarkable
speed and designer can study the implications of
different configurations faster and can choose the
optimum design from among several possible
designs.
Computer solution gives detailed and complete
information for all the relevant variables throughout
the domain of interest.
Realistic conditions can be simulated in the
theoretical calculations and convergence achieved
faster.
ANSYS is general purpose software used for different type of
structural analysis and also for various engineering fields. It
can be used to solve a wide variety of problems such as
structural, mechanical, heat transfer, and fluid dynamics
problems as well as problems of other disciplines. It provides
powerful pre and post processing tools for mesh generation
from any geometry source, to produce almost any element
type, for usually any application. ANSYS provides a wide
variety of elements that can be used for 1-D, 2-D and 3-D
problems, for the analysis purposes. So it becomes necessary
to find the right element to do the right type of analysis. In
general, a finite element solution may be broken into the
following three stages. This is a general guideline that can be
used for setting up any finite element analysis.
1. Preprocessing: defining the problem; the major steps in
Preprocessing are given below:
Define key points/lines/areas/volumes.
Define element type and material/geometric
properties.
Mesh lines/areas/volumes as required.
The amount of detail required will depend on the
dimensionality of the analysis. (i.e. 1D, 2D, 3D,
axi-symmetric).
2. Solution: assigning loads, constraints and solving; here
specify the loads (points or pressure), constraints
(translational and rotational) and finally solve the resulting set
of equations.
3. Post processing: further processing and viewing of the
results; in this stage one may view:
Lists of nodal displacements.
Element forces and moments.
Deflection plots.
Stress contour diagrams.
1.7 Von Mises Stress
A structure can have two kinds of failure, material failure and
form failure. In material failure, the stresses in the structure
exceed the safe limit resulting in the formation of cracks
which cause failure. In form failure, though the stresses may
not exceed safe value, the structure may not be able to
maintain the original form and here the structure does not
physically fail but may deform to some other shape due to
intolerable external disturbances. Form failure depends on
geometry and loading of the structure. It occurs when
conditions of loading are such that compressive stress gets
introduced in the structure. To understand the cause of failure,
one needs to know not only the equilibrium of the structures
but also the nature of equilibrium.
Von Mises stress is a misnomer. It refers to a theory called the
Von Mises-Hencky criterion. In an elastic body that is subject
to a system of loads in 3 dimensions, a complex 3 dimensional
system of stresses is developed (as you might imagine). That
is, at any point within the body there are stresses acting in
different directions, and the direction and magnitude of
stresses changes from point to point. The von Mises criterion
is a formula for calculating whether the stress combination at
a given point cause failure.
There are three ''principal stresses'' that can be calculated at
any point, acting in the x, y and z directions. The x, y and z
directions are the ''principal axes'' for the point and their
orientation changes from point to point, but that is a technical
issue. Von Mises found that, even though none of the
principal stresses exceeds the yield stress of the material, it is
possible for yielding to result from the combination of
stresses. The von Mises criterion is a formula for combining
these 3 stresses into an equivalent stress, which is then
compared to the yield stress of the material. The yield stress is
a known property of the material, and is usually considered to
be the failure stress. The equivalent stress is often called the
''von Mises stress'' as a shorthand description. It is not really a
stress, but a number that is used as an index. If the ''von Mises
stress'' exceeds the yield stress, then the material is considered
to be at the failure condition.
In a broad sense the result of changing the theory of failure
from the maximum shear stress to the maximum distortion
energy (von Mises theory) - is a more accurate analysis which
leads to calculated stresses closer to the real developed
stresses. This allows for a less conservative design and a
savings in material and weight.
1.8 Element Used
The element used for the modeling is Solid Shell 190
(SOLSH190).
1.8.1 Solid Shell (SOLSH190)
SOLSH190 is a eight node hexahedral element used for
simulating shell structures with a wide range of thickness
(from thin to moderately thick). The element possesses the
continuum solid element topology and features eight-node
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connectivity with six degrees of freedom at each node:
translations in the nodal x, y, and z directions. The element
has plasticity, hyper elasticity, stress stiffening, creep, large
deflection, and large strain capabilities.
Fig 1.2 Solid Shell
2. MODELLING
2.1. Basic Assumptions
The actual structure consists of horizontal inspection galleries
and vertical shafts connecting them. This structure are not
considered here while modeling and analysis. The dam
section actually consists of steel reinforcements to support the
inspection galleries and shafts which is neglected since in this
paper, does not consider inspection galleries and shafts.
2.1.1 Concrete
Concrete is considered homogeneous, isotropic and linearly
elastic. Though, this assumption is not valid in the case of
ordinary reinforced concrete structures, for a massive
structure like a dam the error introduced is negligible under
working loads.
The material properties are taken as follows.
Modulus of elasticity: 2.1 x 107
kN/m2
Coefficient of thermal expansion: 5.5 x 106
/o
F
Poisson’s ratio: 0.20
Unit weight: 24 kN/m3
Compressive strength: 28 x 103
kN/m2
2.1.2 Rock
It is assumed that the foundations are homogeneous, isotropic
and elastic with the following rock characteristics.
Modulus of elasticity: 2.1 x 107
kN/m2
Poisson’s ratio: 0.20
Since the two ends and the bottom of the dam comprises
completely of rigid rocks, assuming fixed boundary
conditions.
2.1.3 Stresses
The actual maximum allowable working stresses for the
concrete in the case of normal loads are 7000 kN/m2
for
compressive stresses and 700 kN/m2
for tensile stresses.
Loads
Dead load (concrete) : 24 kN/m3
Dead load (water) : 10 kN/m3
Maximum water level : 156.50 m
Silt pressure : 12.5 kN/m3
Maximum silt level : 77.5 m
Temperature
Air (max. monthly av.) : 26.7 o
C
Water at surface: 21.11 o
C
Water at bottom: 15.5 o
C
2.2. Global Coordinates of the Dam
The geometry of the arch dam is modeled by inputting the
global coordinates of 80 points of the dam as shown below.
Table 2.1.Global coordinates
Node X Y Z
1 18.8976 -10.9728 0
2 17.0688 5.4864 0
3 11.5824 -13.4112 0
4 10.9728 4.2672 0
5 5.4864 -14.6304 0
6 4.8768 4.2672 0
7 0 -14.6304 0
8 0 3.6576 0
9 -4.8768 -13.4112 0
10 -3.0480 4.2672 0
11 -10.9728 -10.9728 0
12 -6.7056 5.4864 0
13 -17.0688 -8.5344 0
14 -10.3632 7.3152 0
15 -21.9456 -6.7056 0
16 -12.192 8.5344 0
17 66.0832 8.5344 39.624
18 42.6720 28.0416 39.624
19 37.7952 -6.096 39.624
20 28.0416 12.192 39.624
21 22.5552 -14.6304 39.624
22 15.2400 4.2672 39.624
23 0 -17.6784 39.624
24 0 0.6096 39.624
25 -18.8976 -14.6304 39.624
26 -12.192 2.4384 39.624
27 -34.7472 -9.144 39.624
28 -24.484 9.144 39.624
29 -51.2064 0 39.624
30 -35.9664 18.288 39.624
31 -60.9600 10.9728 39.624
32 -43.8912 27.432 39.624
33 85.344 23.1648 79.248
34 71.9328 37.7952 79.248
35 62.1792 4.8768 79.248
36 51.2064 19.5072 79.248
37 32.9184 -9.7536 79.248
38 26.8224 4.8768 79.248
39 0 -15.8496 79.248
40 0 0 79.248
41 -26.8224 -12.192 79.248
42 -20.1168 3.048 79.248
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43 -48.1584 -2.4384 79.248
44 -41.4528 12.192 79.248
45 -69.4944 9.7536 79.248
46 -57.9120 24.384 79.248
47 -85.344 23.1648 79.248
48 -70.7136 36.576 79.248
49 106.0700 33.528 118.872
50 97.5360 45.72 118.872
51 75.5904 11.5824 118.872
52 67.0560 23.1648 118.872
53 38.4048 -3.048 118.872
54 35.3568 8.5344 118.872
55 0 -9.144 118.872
56 0 3.048 118.872
57 -41.4528 -3.048 118.872
58 -37.7952 9.7536 118.872
59 -81.6864 15.24 118.872
60 -74.3712 26.2128 118.872
61 -115.825 39.0144 118.872
62 -106.07 51.2064 118.872
63 -146.304 73.152 118.872
64 -134.112 80.4672 118.872
65 130.454 51.2064 158.496
66 126.797 56.0832 158.496
67 90.208 24.384 158.496
68 87.7824 30.48 158.496
69 47.5488 6.096 158.496
70 45.1104 13.4112 158.496
71 0 0 158.496
72 0 7.3152 158.496
73 -54.864 9.7536 158.496
74 -51.2064 14.6304 158.496
75 -103.632 31.6992 158.496
76 -98.7552 37.7952 158.496
77 -146.304 64.008 158.496
78 -141.427 70.7136 158.496
79 -184.099 102.413 158.496
80 -178.003 107.29 158.496
The above shown global coordinates were entered into
ANSYS software as shown in the figure below.
Fig 2.1 Global coordinates
Using the global coordinates the solid model of the arch dam
was generated in ANSYS.
Fig 2.2 Dam model
Next step was the meshing of the model. Meshing was done
using solid shell element as shown in the figure below, with
four layers along the thickness of the dam.
Fig 2.3 Mesh model
After meshing, 1280 nodes were obtained as shown in figure
below.
Fig 2.4 Nodes of the dam
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3. ANALYSIS
3.1. Analysis for Various Load Cases
Arch dams are subjected to various loads. Loads can be
categorized into 2 basic types, static and dynamic. Static
loads are sustained loads that do not change, or change very
slowly compared to the natural periods of vibration of the
structure. A dam’s response to static loads is governed by its
stiffness. Examples of static loads include dead load,
hydraulic load from normal or flood conditions, forces from
flowing water changing direction, uplift, forces from ice
expansion, and internal stresses caused by temperature
changes. Dynamic loads are transitory in nature. They are
typically seconds or less in duration. Because of the speed at
which they act, the inertial and damping characteristics of the
dam as well as its stiffness affect the dam's behaviour.
Examples of dynamic loads include earthquake-induced
forces, blast-induced forces, fluttering nappe forces, or forces
caused by the impact of ice, debris, or boats.
The various load combinations considered for the analysis
are:
Dead load only
Dead load + Max Reservoir Level
Dead load + Min Reservoir Level
Dead load + Max Reservoir Level + Silt Pressure
Dead load + Min Reservoir Level + Silt Pressure
3.1.1 Dead Load Only
Modulus of elasticity = 2.1 x 107
kN/m2
Poisson’s ratio = 0.20
Unit weight of dam material = 24 kN/m3
Considering the above mentioned details, analysis was
conducted considering the self-weight of the dam only and
the corresponding nodal displacements, stress intensities and
stress resultants were obtained. The obtained results may be
plotted as shown in figures respectively. The maximum
values of displacements and their corresponding node points
are tabulated Table 4.1 below.
Table 3.1 Maximum absolute value of nodal displacements
Fig 3.1 shows the variation of displacement decreasing from
the crest level to the abutments of the dam.
Fig 3.1 Nodal displacement of Dam
The maximum displacements are found to be occurring at
top crest level and it is found to decrease to a minimum
towards the abutments which are assumed to fix. The
maximum and minimum values of stress intensities and
stress equivalents and their corresponding node points
are tabulated as Table 4.2 below.
Table 3.2 Stress intensity and von Mises stress at
nod node.
Fig 3.2 shows the displacement of the dam from its
original shape at dead load only condition.
Fig 3.2 Displacement of the Dam
UX UY UZ USUM
NODE 12 11 14 12
VALUE 2.4382 4.5871 0.91394 5.1249
S1 S2 S3 SINT SEQV
MINIMUM VALUE
Node 258 17 11 84 84
Value -63.73 -74.200 -454.30 0.9851 0.8604
Maximum value
Node 238 111 111 11 11
Value 104.22 14.518 12.741 463.97 446.57
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Fig 3.3 shows the variation of stress intensity of the
dam decreasing from the crest level to the
abutments of the dam.
Fig 3.3 Stress intensity of the dam
Fig 3.4 shows the variation of von Mise stress of the dam
decreasing from the crest level to the abutments of the dam.
Fig 3.4 von Mises stresses of the dam
3.1.2 Dead Load + Maximum Reservoir Level
Unit weight of dam material = 24 kN/m3
Max reservoir level = 156.50 m
Considering the above mentioned details, analysis was
conducted considering the self-weight of the dam and
maximum reservoir level and the corresponding nodal
displacements, stress intensities and stress resultants were
obtained. The obtained results may be plotted as shown in
figures below respectively. The maximum values of
displacements and their corresponding node points are
tabulated below as Table 3.3.
Table 3.3: Maximum absolute value of nodal displacements
UX UY UZ USUM
NODE 13 12 14 13
VALUE -145.49 -181.88 -65.930 232.65
Fig 3.5 shows the variation of displacement decreasing from
the crest level to the abutments of the dam.
Fig 3.5 Nodal displacement of Dam
The maximum displacements are found to be occurring at a
portion towards the left of crest level.
The maximum and minimum values of stress intensities and
stress equivalents and their corresponding node points are
tabulated as Table 3.4 below.
Table 3.4. Stress intensity and von Mises stress at nodes
S1 S2 S3 Sint Seqv
Minimum value
Node 32 653 243 86 86
Value -407.35 -2429.2 -15107 42.538 37.581
Maximum value
Node 17 258 258 17 17
Value 22180 4786.4 3412.7 20002 18859
Fig 3.6 shows the variation of stress intensity of the dam from
the crest level to the abutments of the dam.
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Fig 3.6 Stress intensity of the dam
The maximum value of stress intensities are found to be
occurring at a portion towards the left of crest level.
Fig 3.7 shows the variation of von Mises stress of the dam
from the crest level to the abutments of the dam.
Fig 3.7 Stress intensity of the dam
The maximum value of von Mises stresses are found to be
occurring at a portion towards the left of crest level.
Fig 3.8 von Mises stresses of the dam
3.1.3 Dead Load + Minimum Reservoir Level
Unit weight of dam material = 24 kN/m3
Min reservoir level =140 m
Considering the above mentioned details, analysis was
conducted considering the self-weight of the dam only and
the corresponding nodal displacements, stress intensities and
stress resultants were obtained. The obtained results may be
plotted as shown in figures respectively. The maximum
values of displacements, stress intensities and stress resultants
and their corresponding node points are tabulated below.
Table 3.5 Maximum absolute value of nodal displacements
Ux Uy Uz Usum
Node 31 32 13 13
Value 0.621x10-3
0.694x10-3
0.72x10-3
0.117x10-3
Fig 3.9shows the variation of displacement of the
dam from the crest level to the abutments of the
dam.
Fig 3.9 Nodal displacement of Dam
The maximum values of displacements are found to be
occurring at top crest level and it is found to decrease to a
minimum towards the abutments which are assumed to fix.
The maximum and minimum values of stress intensities and
stress equivalents and their corresponding node points are
tabulated as Table 3.6 below.
Table 3.6 Stress intensity and von Mises stress at nodes
S1 S2 S3 Sint Seqv
Minimum value
Node 17 17 17 56 56
Value -0.0227 -0.0284 0.148 0.00332 0.00313
Maximum value
Node 241 111 127 240 240
Value 0.166 0.0280 0.0259 0.191 0.174
Fig 3.10 shows the variation of stress intensity of
the dam from the crest level to the abutments of the
dam.
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Fig 3.10 Stress intensity of the dam
The maximum value of stress intensities are observed to be
occurring nearer to the left abutment of the dam and are found
to be more towards the mid portion. The maximum values of
von Mises stresses are observed to be occurring nearer to the
left abutment of the dam and are found to be more towards the
mid portion.
Fig 3.11 von Mises stresses of the dam
3.1.4 Dead Load + Maximum Reservoir Level + Silt
Pressure
Unit weight of dam material = 24 kN/m3
Max reservoir level = 156.5 m
Height of silt level = 77.56 m
Unit weight of silt = 12.5 kN/m3
Considering the above mentioned details, analysis was
conducted considering the self-weight of the dam only and
the corresponding nodal displacements, stress intensities and
stress resultants were obtained. The obtained results may be
plotted as shown in figures respectively. The maximum
values of displacements, stress intensities and stress resultants
and their corresponding node points are tabulated below.
Table 3.7 Maximum absolute value of nodal displacements
UX UY UZ USUM
NODE 12 11 14 12
VALUE -2.3908 -4.4994 -0.89521 5.0258
Fig3.12. Nodal displacement of Dam
The maximum value of displacements are found to be
occurring at top crest level and it is found to decrease to a
minimum towards the abutments which are assumed to fixed.
Table3.8. stress intensity and von Mises stress at nodes
S1 S2 S3 SINT SEQV
Minimum value
Node 111 111 238 84 84
Value -12.437 14.189 101.98 0.90315 0.81114
Maximum value
Node 11 17 258 11 11
Value 445.67 72.732 62.478 455.12 438.08
Fig 3.13 Stress intensity of the dam
The maximum value of stress intensities are found to be
occurring at top crest level and it is found to decrease to a
minimum towards the abutments which are assumed to fixed.
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Fig 3.14 Von Mises stresses of the dam
The maximum value of von Mises stress are found to be
occurring at top crest level and it is found to decrease to a
minimum towards the abutments which are assumed to fixed.
3.1.5 Dead Load + Minimum Reservoir Level + Silt
Pressure
Unit weight of dam material = 24 kN/m3
Min reservoir level = 140 m
Height of silt level = 77.56 m
Unit weight of silt = 12.5 kN/m3
Considering the above mentioned details, analysis was
conducted considering the self-weight of the dam only and
the corresponding nodal displacements, stress intensities and
stress resultants were obtained. The obtained results may be
plotted as shown in figures respectively. The maximum
values of displacements, stress intensities and stress resultants
and their corresponding node points are tabulated below.
Table 3.9 Maximum absolute value of nodal displacements
UX UY UZ USUM
Node 31 32 13 13
Value 0.621 0.694 x 10-3
0. 7201 x 10-3
0.11735
Fig 15 Nodal displacement of Dam
The maximum values of displacements are found to be
occurring at top crest level and it is found to decrease to a
minimum towards the abutments which are assumed to fixed.
Table 3.10 Stress intensity and von Mises stress at nodes
S1 S2 S3 SINT SEQV
Minimum value
Node 18 18 18 58 58
Value -0.9633 -0. 793 0.9539 0.0033 0.0031
Maximum value
Node 245 111 132 240 240
Value 0.8083 0.9437 0.1051 0.1911 0.1741
Fig 16 stress intensity of the dam
The maximum values of stress intensity are observed to be
occurring nearer to the left abutment of the dam and are found
to be more towards the mid portion.
Fig 3.17 von Mises stresses of the dam
The maximum values of von Mises stresses are observed to be
occurring nearer to the left abutment of the dam and are found
to be more towards the mid portion.
14. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Issue: 07 | Jul-2014, Available @ http://www.ijret.org 193
4. CONCLUSIONS
The analytical definitions of arch dam were collected
from KSEB, and a C program was made, which
generated the Global X, Y and Z coordinates of arch
dam.
From the analysis it has been found that for various
load conditions, the obtained values of stress and
deflection is within the permissible limit and hence, the
dam is safe.
From the results obtained from the analysis, it can be
observed that the maximum values of displacement,
stress intensity and von Mises stress seems to occur at
a portion towards the left side of the crest level of the
dam. This may be due to the presence of lesser value of
thickness at this portion.
The thickness at various section of dam is a function of
depth (elevation). The thickness of the dam can be
further reduced at the portions where stress intensities
were found to be minimum.
The maximum deformation/deflection for various load
combinations are :
Dead load only - 5.124 mm at node 12, left bank
Dead load + Max Reservoir Level - 232.65 mm
at node13, left bank
Dead load + Min Reservoir Level - 0.001174
mm at node 12, left bank
Dead load + Max Reservoir Level - 5.028 mm at
node 12, left bank + Silt Pressure
Dead load + Min Reservoir Level - 0.001174
mm at node 13, left bank + Silt Pressure
From Table-5 it was observed that the
displacement was found to be maximum at node
13 in the left bank of dam for Dead load + Max
Reservoir Level.
From Table-5 it was observed that the maximum stress
intensity was found to be at node 17, left bank of the
dam.
All the stresses obtained were found to be within the
permissible limit of stresses.
SCOPE FOR FUTURE STUDY
Further studies can be conducted neglecting various
assumptions made in the initial stage of this paper. Analysis
can be done taking care of various soil conditions. Also
inspection galleries can be considered for analysis of later
stage. Uplift pressure due to piping action can also be
considered for further analysis and studies. The wind effect
can also make significant changes in the stress values.
Therefore after obtaining the wind data of the region, the
wind effect can also be incorporated in the analysis.
REFERENCES
[1] Theoretical manual for analysis arch dams by
Department of army, US army corps of engineers
[2] Engineering guidelines for the evaluation of
hydropower projects by Federal
[3] Energy Regulatory Commission (FERC).
[4] C S Krishnamoorthy, Finite Element Analysis -
Theory and Programming, Tata McGraw-Hill
Publishing Company Ltd
[5] Victor Saouma, Eric Hansen, Balaji Rajagopalan,
Statistical and 3D nonlinear finite element analysis of
Schlegeis dam, Dept. of Civil Engineering, University
of Colorado, Boulder