(i) The document discusses a computational approach using finite element method to analyze the dynamic stability of pile structures subjected to periodic loads.
(ii) It develops the governing Mathieu-Hill type eigenvalue equation to determine stability and instability regions for different ranges of static and dynamic load factors.
(iii) Key steps involve discretizing the pile into finite elements, developing element stiffness, mass and stability matrices, and assembling them to solve the eigenvalue problem and analyze dynamic stability conditions for the pile structure.
Rotation in 3d Space: Euler Angles, Quaternions, Marix DescriptionsSolo Hermelin
Mathematics of rotation in 3d space, a lecture that I've prepared.
This presentation is at a Undergraduate in Science (Math, Physics, Engineering) level.
Please send comments and suggestions to solo.hermelin@gmail.com. Thanks!
Fore more presentations, please visit my website at
http://www.solohermelin.com/
Describes the simulation model of the backlash effect in gear mechanisms. For undergraduate students in engineering. In the download process a lot of figures are missing.
I recommend to visit my website in the Simulation Folder for a better view of this presentation.
Please send comments to solo.hermelin@gmail.com.
For more presentations on different subjects visit my website at http://www.solohermelin.com.
SOLUTIONS OF THE SCHRÖDINGER EQUATION WITH INVERSELY QUADRATIC HELLMANN PLUS ...ijrap
The solutions of the Schrödinger equation with inversely quadratic Hellmann plus Mie-type potential for
any angular momentum quantum number have been presented using the Nikiforov-Uvarov method. The
bound state energy eigenvalues and the corresponding un-normalized eigenfunctions are obtained in terms
of the Laguerre polynomials. Several cases of the potential are also considered and their eigen values obtained.
Weighted Analogue of Inverse Maxwell Distribution with ApplicationsPremier Publishers
In the present study, we established a new statistical model named as weighted inverse Maxwell distribution (WIMD). Its several statistical properties including moments, moment generating function, characteristics function, order statistics, shanon entropy has been discussed. The expression for reliability, mode, harmonic mean, hazard rate function has been derived. In addition, it also contains some special cases that are well known. Moreover, the behavior of probability density function (p.d.f) has been shown through graphs by choosing different values of parameters. Finally, the performance of the proposed model is explained through two data sets. By which we conclude that the established distribution provides better fit.
Rotation in 3d Space: Euler Angles, Quaternions, Marix DescriptionsSolo Hermelin
Mathematics of rotation in 3d space, a lecture that I've prepared.
This presentation is at a Undergraduate in Science (Math, Physics, Engineering) level.
Please send comments and suggestions to solo.hermelin@gmail.com. Thanks!
Fore more presentations, please visit my website at
http://www.solohermelin.com/
Describes the simulation model of the backlash effect in gear mechanisms. For undergraduate students in engineering. In the download process a lot of figures are missing.
I recommend to visit my website in the Simulation Folder for a better view of this presentation.
Please send comments to solo.hermelin@gmail.com.
For more presentations on different subjects visit my website at http://www.solohermelin.com.
SOLUTIONS OF THE SCHRÖDINGER EQUATION WITH INVERSELY QUADRATIC HELLMANN PLUS ...ijrap
The solutions of the Schrödinger equation with inversely quadratic Hellmann plus Mie-type potential for
any angular momentum quantum number have been presented using the Nikiforov-Uvarov method. The
bound state energy eigenvalues and the corresponding un-normalized eigenfunctions are obtained in terms
of the Laguerre polynomials. Several cases of the potential are also considered and their eigen values obtained.
Weighted Analogue of Inverse Maxwell Distribution with ApplicationsPremier Publishers
In the present study, we established a new statistical model named as weighted inverse Maxwell distribution (WIMD). Its several statistical properties including moments, moment generating function, characteristics function, order statistics, shanon entropy has been discussed. The expression for reliability, mode, harmonic mean, hazard rate function has been derived. In addition, it also contains some special cases that are well known. Moreover, the behavior of probability density function (p.d.f) has been shown through graphs by choosing different values of parameters. Finally, the performance of the proposed model is explained through two data sets. By which we conclude that the established distribution provides better fit.
Analytical Solution Of Schrödinger Equation With Mie–Type Potential Using Fac...ijrap
we have obtained the analytical solution of Schrödinger wave equation with Mie – type potential
using factorization method. We have also obtained energy eigenvalues of our potential and the
corresponding wave function using an ansatz and then compare the result to standard Laguerre’s
differential equation. Under special cases our potential model reduces two well known potentials such as
Coulomb and the Kratzer Feus potentials.
Newton™s Laws; Moment of a Vector; Gravitation; Finite Rotations; Trajectory of a Projectile with Air Resistance; The Simple Pendulum; The Linear Harmonic Oscillator; The Damped Harmonic Oscillator
Comparative study of results obtained by analysis of structures using ANSYS, ...IOSR Journals
The analysis of complex structures like frames, trusses and beams is carried out using the Finite
Element Method (FEM) in software products like ANSYS and STAAD. The aim of this paper is to compare the
deformation results of simple and complex structures obtained using these products. The same structures are
also analyzed by a MATLAB program to provide a common reference for comparison. STAAD is used by civil
engineers to analyze structures like beams and columns while ANSYS is generally used by mechanical engineers
for structural analysis of machines, automobile roll cage, etc. Since both products employ the same fundamental
principle of FEM, there should be no difference in their results. Results however, prove contradictory to this for
complex structures. Since FEM is an approximate method, accuracy of the solutions cannot be a basis for their
comparison and hence, none of the varying results can be termed as better or worse. Their comparison may,
however, point to conservative results, significant digits and magnitude of difference so as to enable the analyst
to select the software best suited for the particular application of his or her structure.
In this paper we consider the initial-boundary value problem for a nonlinear equation induced with respect to the mathematical models in mass production process with the one sided spring boundary condition by boundary feedback control. We establish the asymptotic behavior of solutions to this problem in time, and give an example and simulation to illustrate our results. Results of this paper are able to apply industrial parts such as a typical model widely used to represent threads, wires, magnetic tapes, belts, band saws, and so on.
First part of description of Matrix Calculus at Undergraduate in Science (Math, Physics, Engineering) level.
Please send comments and suggestions to solo.hermelin@gmail.com.
For more presentations please visit my website at
http://www.solohermelin.com.
Buckling of a carbon nanotube embedded in elastic medium via nonlocal elastic...IRJESJOURNAL
Abstract:- Buckling analysis of a carbon nanotube (CNT) embedded in Pasternak’s medium is investigated. Eringen’s nonlocal elasticity theory in conjunction with the first-order Donell’s shell theory is used. The governing equilibrium equations are obtained and solved for CNTs subjected to mechanical loads and embedded in Winkler-Pasternak’s medium. Effects of nonlocal parameter, radius and length of CNT, as well as the foundation parameters on buckling of CNT are investigated. Comparison with the available results is made.
Solution manual for introduction to finite element analysis and design nam ...Salehkhanovic
Solution Manual for Introduction to Finite Element Analysis and Design
Author(s) : Nam-Ho Kim and Bhavani V. Sankar
This solution manual include all problems (Chapters 0 to 8) of textbook.
single degree of freedom systems forced vibrations KESHAV
SDOF, Forced vibration
includes following content
Forced vibrations of longitudinal and torsional systems,
Frequency Response to harmonic excitation,
excitation due to rotating and reciprocating unbalance,
base excitation, magnification factor,
Force and Motion transmissibility,
Quality Factor.
Half power bandwidth method,
Critical speed of shaft having single rotor of undamped systems.
Lyapunov-type inequalities for a fractional q, -difference equation involvin...IJMREMJournal
In this paper, we present new Lyapunov-type inequalities for a fractional boundary value problem of
fractional
q, -difference equation with p-Laplacian operator. The obtained inequalities are used to obtain a
lower bound for the eigenvalues of corresponding equations.
Analytical Solution Of Schrödinger Equation With Mie–Type Potential Using Fac...ijrap
we have obtained the analytical solution of Schrödinger wave equation with Mie – type potential
using factorization method. We have also obtained energy eigenvalues of our potential and the
corresponding wave function using an ansatz and then compare the result to standard Laguerre’s
differential equation. Under special cases our potential model reduces two well known potentials such as
Coulomb and the Kratzer Feus potentials.
Newton™s Laws; Moment of a Vector; Gravitation; Finite Rotations; Trajectory of a Projectile with Air Resistance; The Simple Pendulum; The Linear Harmonic Oscillator; The Damped Harmonic Oscillator
Comparative study of results obtained by analysis of structures using ANSYS, ...IOSR Journals
The analysis of complex structures like frames, trusses and beams is carried out using the Finite
Element Method (FEM) in software products like ANSYS and STAAD. The aim of this paper is to compare the
deformation results of simple and complex structures obtained using these products. The same structures are
also analyzed by a MATLAB program to provide a common reference for comparison. STAAD is used by civil
engineers to analyze structures like beams and columns while ANSYS is generally used by mechanical engineers
for structural analysis of machines, automobile roll cage, etc. Since both products employ the same fundamental
principle of FEM, there should be no difference in their results. Results however, prove contradictory to this for
complex structures. Since FEM is an approximate method, accuracy of the solutions cannot be a basis for their
comparison and hence, none of the varying results can be termed as better or worse. Their comparison may,
however, point to conservative results, significant digits and magnitude of difference so as to enable the analyst
to select the software best suited for the particular application of his or her structure.
In this paper we consider the initial-boundary value problem for a nonlinear equation induced with respect to the mathematical models in mass production process with the one sided spring boundary condition by boundary feedback control. We establish the asymptotic behavior of solutions to this problem in time, and give an example and simulation to illustrate our results. Results of this paper are able to apply industrial parts such as a typical model widely used to represent threads, wires, magnetic tapes, belts, band saws, and so on.
First part of description of Matrix Calculus at Undergraduate in Science (Math, Physics, Engineering) level.
Please send comments and suggestions to solo.hermelin@gmail.com.
For more presentations please visit my website at
http://www.solohermelin.com.
Buckling of a carbon nanotube embedded in elastic medium via nonlocal elastic...IRJESJOURNAL
Abstract:- Buckling analysis of a carbon nanotube (CNT) embedded in Pasternak’s medium is investigated. Eringen’s nonlocal elasticity theory in conjunction with the first-order Donell’s shell theory is used. The governing equilibrium equations are obtained and solved for CNTs subjected to mechanical loads and embedded in Winkler-Pasternak’s medium. Effects of nonlocal parameter, radius and length of CNT, as well as the foundation parameters on buckling of CNT are investigated. Comparison with the available results is made.
Solution manual for introduction to finite element analysis and design nam ...Salehkhanovic
Solution Manual for Introduction to Finite Element Analysis and Design
Author(s) : Nam-Ho Kim and Bhavani V. Sankar
This solution manual include all problems (Chapters 0 to 8) of textbook.
single degree of freedom systems forced vibrations KESHAV
SDOF, Forced vibration
includes following content
Forced vibrations of longitudinal and torsional systems,
Frequency Response to harmonic excitation,
excitation due to rotating and reciprocating unbalance,
base excitation, magnification factor,
Force and Motion transmissibility,
Quality Factor.
Half power bandwidth method,
Critical speed of shaft having single rotor of undamped systems.
Lyapunov-type inequalities for a fractional q, -difference equation involvin...IJMREMJournal
In this paper, we present new Lyapunov-type inequalities for a fractional boundary value problem of
fractional
q, -difference equation with p-Laplacian operator. The obtained inequalities are used to obtain a
lower bound for the eigenvalues of corresponding equations.
Bound State Solution of the Klein–Gordon Equation for the Modified Screened C...BRNSS Publication Hub
We present solution of the Klein–Gordon equation for the modified screened Coulomb potential (Yukawa) plus inversely quadratic Yukawa potential through formula method. The conventional formula method which constitutes a simple formula for finding bound state solution of any quantum mechanical wave equation, which is simplified to the form; 2122233()()''()'()()0(1)(1)kksAsBscsssskssks−++ψ+ψ+ψ=−−. The bound state energy eigenvalues and its corresponding wave function obtained with its efficiency in spectroscopy.
Key words: Bound state, inversely quadratic Yukawa, Klein–Gordon, modified screened coulomb (Yukawa), quantum wave equation
Static and Dynamic Reanalysis of Tapered BeamIJERA Editor
Beams are one of the common types of structural components and they are fundamentally categorized as
uniform and non-uniform beams. The non-uniform beams has the benefit of better distribution of strength and
mass than uniform beam. And non-uniform beams can meet exceptional functional needs in
aeronautics,robotics,architecture and other unconventional engineering applications. Designing of these
structures is necessary to resist dynamic forces such as earthquakes and wind.
The present paper focuses on static and dynamic reanalysis of a tapered cantilever beam structure using
multipolynomial regression method. The method deals with the characteristics of frequency of a vibrating
system and the procedures that are available for the modification of physical parameters of vibrating system.
The method is applied on a tapered cantilever beam for approximate structural static and dynamic reanalysis.
Results obtained from the assumed conditions of the problem indicate the high quality approximation of stresses
and natural frequencies using ANSYS and Regression method.
All of material inside is un-licence, kindly use it for educational only but please do not to commercialize it.
Based on 'ilman nafi'an, hopefully this file beneficially for you.
Thank you.
To give the complete list of Uq(sl2)-actions of the quantum plane, we first obtain the structure of quantum plane automorphisms. Then we introduce some special symbolic matrices to classify the series of actions using the weights. There are uncountably many isomorphism classes of the symmetries. We give the classical limit of the above actions.
Parametric instability of tapered beam by Finite Element Method SUDIPTA CHAKRABORTY
‘Google Scholar Alerts informed that my paper "Parametric instability of tapered beams by finite element method", the extract of my 1st M. Tech Thesis co-authored with my guide Prof. P. K. Datta of Aerospace Engg Deptt at IIT, Kharagpur which was published in Journal Of Mechanical Engineering Science, London in December, 1982 has been cited and referred even after about 34 years, in the MSc Thesis of K Van Leeuwe at Technical University, Delft, Netherlands, during its defense presentation on 5th April ,2016. [Reference 16 in the Bibliography ] "Identification of parametric resonances in a geometrically exact model of a rotating blade" by K Van Leeuwe – 2016.
Dev Dives: Train smarter, not harder – active learning and UiPath LLMs for do...UiPathCommunity
💥 Speed, accuracy, and scaling – discover the superpowers of GenAI in action with UiPath Document Understanding and Communications Mining™:
See how to accelerate model training and optimize model performance with active learning
Learn about the latest enhancements to out-of-the-box document processing – with little to no training required
Get an exclusive demo of the new family of UiPath LLMs – GenAI models specialized for processing different types of documents and messages
This is a hands-on session specifically designed for automation developers and AI enthusiasts seeking to enhance their knowledge in leveraging the latest intelligent document processing capabilities offered by UiPath.
Speakers:
👨🏫 Andras Palfi, Senior Product Manager, UiPath
👩🏫 Lenka Dulovicova, Product Program Manager, UiPath
"Impact of front-end architecture on development cost", Viktor TurskyiFwdays
I have heard many times that architecture is not important for the front-end. Also, many times I have seen how developers implement features on the front-end just following the standard rules for a framework and think that this is enough to successfully launch the project, and then the project fails. How to prevent this and what approach to choose? I have launched dozens of complex projects and during the talk we will analyze which approaches have worked for me and which have not.
Epistemic Interaction - tuning interfaces to provide information for AI supportAlan Dix
Paper presented at SYNERGY workshop at AVI 2024, Genoa, Italy. 3rd June 2024
https://alandix.com/academic/papers/synergy2024-epistemic/
As machine learning integrates deeper into human-computer interactions, the concept of epistemic interaction emerges, aiming to refine these interactions to enhance system adaptability. This approach encourages minor, intentional adjustments in user behaviour to enrich the data available for system learning. This paper introduces epistemic interaction within the context of human-system communication, illustrating how deliberate interaction design can improve system understanding and adaptation. Through concrete examples, we demonstrate the potential of epistemic interaction to significantly advance human-computer interaction by leveraging intuitive human communication strategies to inform system design and functionality, offering a novel pathway for enriching user-system engagements.
Transcript: Selling digital books in 2024: Insights from industry leaders - T...BookNet Canada
The publishing industry has been selling digital audiobooks and ebooks for over a decade and has found its groove. What’s changed? What has stayed the same? Where do we go from here? Join a group of leading sales peers from across the industry for a conversation about the lessons learned since the popularization of digital books, best practices, digital book supply chain management, and more.
Link to video recording: https://bnctechforum.ca/sessions/selling-digital-books-in-2024-insights-from-industry-leaders/
Presented by BookNet Canada on May 28, 2024, with support from the Department of Canadian Heritage.
Connector Corner: Automate dynamic content and events by pushing a buttonDianaGray10
Here is something new! In our next Connector Corner webinar, we will demonstrate how you can use a single workflow to:
Create a campaign using Mailchimp with merge tags/fields
Send an interactive Slack channel message (using buttons)
Have the message received by managers and peers along with a test email for review
But there’s more:
In a second workflow supporting the same use case, you’ll see:
Your campaign sent to target colleagues for approval
If the “Approve” button is clicked, a Jira/Zendesk ticket is created for the marketing design team
But—if the “Reject” button is pushed, colleagues will be alerted via Slack message
Join us to learn more about this new, human-in-the-loop capability, brought to you by Integration Service connectors.
And...
Speakers:
Akshay Agnihotri, Product Manager
Charlie Greenberg, Host
Key Trends Shaping the Future of Infrastructure.pdfCheryl Hung
Keynote at DIGIT West Expo, Glasgow on 29 May 2024.
Cheryl Hung, ochery.com
Sr Director, Infrastructure Ecosystem, Arm.
The key trends across hardware, cloud and open-source; exploring how these areas are likely to mature and develop over the short and long-term, and then considering how organisations can position themselves to adapt and thrive.
Software Delivery At the Speed of AI: Inflectra Invests In AI-Powered QualityInflectra
In this insightful webinar, Inflectra explores how artificial intelligence (AI) is transforming software development and testing. Discover how AI-powered tools are revolutionizing every stage of the software development lifecycle (SDLC), from design and prototyping to testing, deployment, and monitoring.
Learn about:
• The Future of Testing: How AI is shifting testing towards verification, analysis, and higher-level skills, while reducing repetitive tasks.
• Test Automation: How AI-powered test case generation, optimization, and self-healing tests are making testing more efficient and effective.
• Visual Testing: Explore the emerging capabilities of AI in visual testing and how it's set to revolutionize UI verification.
• Inflectra's AI Solutions: See demonstrations of Inflectra's cutting-edge AI tools like the ChatGPT plugin and Azure Open AI platform, designed to streamline your testing process.
Whether you're a developer, tester, or QA professional, this webinar will give you valuable insights into how AI is shaping the future of software delivery.
UiPath Test Automation using UiPath Test Suite series, part 4DianaGray10
Welcome to UiPath Test Automation using UiPath Test Suite series part 4. In this session, we will cover Test Manager overview along with SAP heatmap.
The UiPath Test Manager overview with SAP heatmap webinar offers a concise yet comprehensive exploration of the role of a Test Manager within SAP environments, coupled with the utilization of heatmaps for effective testing strategies.
Participants will gain insights into the responsibilities, challenges, and best practices associated with test management in SAP projects. Additionally, the webinar delves into the significance of heatmaps as a visual aid for identifying testing priorities, areas of risk, and resource allocation within SAP landscapes. Through this session, attendees can expect to enhance their understanding of test management principles while learning practical approaches to optimize testing processes in SAP environments using heatmap visualization techniques
What will you get from this session?
1. Insights into SAP testing best practices
2. Heatmap utilization for testing
3. Optimization of testing processes
4. Demo
Topics covered:
Execution from the test manager
Orchestrator execution result
Defect reporting
SAP heatmap example with demo
Speaker:
Deepak Rai, Automation Practice Lead, Boundaryless Group and UiPath MVP
Builder.ai Founder Sachin Dev Duggal's Strategic Approach to Create an Innova...Ramesh Iyer
In today's fast-changing business world, Companies that adapt and embrace new ideas often need help to keep up with the competition. However, fostering a culture of innovation takes much work. It takes vision, leadership and willingness to take risks in the right proportion. Sachin Dev Duggal, co-founder of Builder.ai, has perfected the art of this balance, creating a company culture where creativity and growth are nurtured at each stage.
FIDO Alliance Osaka Seminar: Passkeys and the Road Ahead.pdf
Stability
1. A COMPUTATIONAL APPROACH TO THE DYNAMIC STABILITY ANALYSIS
OF PILE STRUCTURES BY FINITE ELEMENT METHOD.
SUDIPTA CHAKRABORTY B.E(Cal),M.Tech(IIT),M.Engg(IHE,Delft),F.I.E(I),C.E
Manager(Infrastructure & Civic Facilities),Haldia Dock Complex,Kolkata Port Trust
Abstract
The Finite Element Approach to the Dynamic Stability Analysis of Pile Structures subjected to
periodic loads considering the soil modulus to be varying linearly has been discussed. The
Mathiew Hill type eigen value equation have been developed for obtaining the stability and
instability regions for different ranges of static and dynamic load factors..
Key words: Eigen value equation of Mathiew Hill type , the stability and instability regions ,f
static and dynamic load factors.
Introduction :The stability and instability of structural elements in Offshore Structures
viz. pile are of great practical importance. Piles are often subjected to periodic axial
and lateral forces. These forces result into parametric vibrations, because of large
amplitudes of oscillation.The studies on stability of structures subjected to pulsating
periodic loads are well documented by Bolotin (5). The study with axial loads were
carried out first by Beliaev (4) and later by Mettler (11) .. For simply supported
boundary conditions there are well-known regions of stability and instability for
lateral motion, the general governing equation for which being of Mathiew – Hill type
(5). In cases of typical structures with arbitrary support conditions, either integral
equations or the Galerkin’s method was used to reduce the governing equations of the
problem to a single Mathiew-Hill equation. Finite element method was used by
Brown et. al. (6) for study of dynamic stability of a uniform bar with various
boundary conditions and was investigated by Ahuja and Duffield (2) by modified
Galerkin Method. The behaviour of piles subjected to lateral loads was analysed in
Finite Element Method by Chandrasekharan (8). A discrete element type of numerical
approach was employed by Burney and Jaeger (7) to study the parametric instability
of a uniform column. The most recent publications on stability behaviour of structural
elements are provided by Abbas and Thomas (1).
1. Analysis :
The equation for the free vibration of axially loaded discretised system(9) in which rotary
and longitudinal inertia are neglected is :[M] {q˚ ˚
}+[Ke]{q} – [S]{q} = 0 ………(1),
in which {q} = generalised co-ordinate, [M] = Mass matrix, [Ke] = elastic stiffness matrix,
and [S] = Stability matrix , which is a function of the axial load.The general governing
equation of a pile (8) under lateral load is given as
)2.......(....................2
2
2
2
yE
dx
yd
EI
dx
d
S−=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
Where, EI, Es and y are the flexural rigidity, soil modulus and lateral deflection
respectively at any point x along thelength of the pile. The analytical solution of the
equation for y in case of a pile with flexural rigidity and soil modulus constant with depth
is available which can lead to generate design data like Moment and Shear but in
nature the soil modulus and flexural rigidity may vary with depth (8). Moreover, the Es
may also depend on the deflection y of the pile, the soil behaviour, making Es non-
linear, the analytical solution for which is highly cumbersome. Even with a single case
when variation of Es is linear of the form (C1 + C2 x), is also difficult and one has to
resort to numerical approaches like finite difference or finite element method.
Considering a system subjected to periodic force P(t) = Po+Pt Cos Ω t, where Ω is the
disturbing frequency, the static & time dependent components of load can be
represented as a fraction of the fundamental static buckling load P* viz. P = αP* + βP*
2. Cos Ωt with α & β as percentage of static and buckling load P*,the governing equation
transforms to the form
[M]{q˚˚
}+( [Ke] – αP*[Ss] – βP*CosΩt[St] ){q} = 0 …….. …………….(3)
The matrices [Ss] and [St] reflect the influences of Po & Pt. The equation represents a
system of second order differential equation with periodic co-efficient of Mathiew-Hill
type. The boundaries between stable and unstable regions are catered by period
solutions of period T and 2T where T=2π/Ω.
If the static and time dependent component of loads are applied in the time manner, then
[ ]{ } )5....(..........0][][ 2
=− qMKe λ
[ ]{ } )6....(..........0][][*] 2
=−− qMSPKe λα[
[ ]{ } )7....(..........0][*][ =− qSPKe
determined (6) from the equation :
values bounding the regions of instability as the two
ms :
(i) Free Vibration = 0, λ = ω1/2 the natural frequency,
(ii λ= Ω/2
(iii) Static Stability with α = 1, β = 0 and Ω = 0
(iv Dynamic stability when all terms are present.
The problem then remains with generation of [Ke], [S] and [M] for the pile. The fundamental
nto a number of finite elements, (element shown in
umed to be generalised polynomials of the most
α-s
the element displacement vector for an element of length
{qe} ……… (9)
[Ss] ≡ [St] ≡ [S].and the boundaries of the regions of dynamic instability can be
This is resulting in two sets of Eigen
( ) )4.......(..........0][
4
][*
2
1][
2
=
⎭
⎬
⎫
⎩
⎨
⎧
⎥
⎦
⎤
⎢
⎣
⎡ Ω
−±− qMSPKe βα
conditions are combined under plus and minus sign. For finding out the zones of
dynamic stability, the disturbing frequency Ω is taken as, Ω=(Ω/ω1) ω1 ,where ω1 = the
fundamental natural frequency as may be obtained from solution of equation (5).
The above equation (4) represents cases of solution to a number of related proble
with α = 0, β
) Vibration with static axial load: β = 0,
)
natural frequency and the critical static buckling load are to be solved from equations (5) and
(7). The regions of dynamic stability can then be solved from the equation (4).
Element Stiffness & Mass Matrices.
Assuming that the pile is discretized i
Fig.1)each element has two nodes i & j. Three degrees of freedom i.e. axial and lateral
displacement u, v and rotation θ = dv/dx are considered for each nodal point. The
generalised forces corresponding to these degrees of freedom are the axial & lateral force
P,Y and the moment M. The nodal displacement vector for the Finite Element Model using
Displacement function for the element in Fig.1 is :{qe} = [ xi yi θi xj yj θj ]T
and the
corresponding elemental force vector is given by
{Fe} = [ Pi Yi Mi Pj Yj Mj ]T
.
The displacement functions are ass
common form v(x) = α1 + α2 x + α3 x2
+ α4 x3
or, {v(x)} = [p(x)]{ α}………………(8)
The no. of terms in the polynomial determines the shape of displacement model where
determine the amplitude. The generalised displacement models for any element are as
follows: u = α1 + α2 x; v = α3 + α4 x +α5 x2
+ α6 x3
& θ = dv/dx = α4 + 2α5 x + 3α6 x2
.
Substituting the nodal co-ordinates
“l”, {q} can be written as
{q} = [A] {α} or, {α} = [A]-1
3. 3
EI
DΔ
L
⎥
⎦
⎢
⎣
−
L
AE
L
AE2 ⎥
⎥
⎤
⎢
⎢
⎡ −
= L
AE
L
AE
K U][
u1
u2
⎥
⎥
⎥
⎥
⎥
⎥
⎦
⎥
⎥
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎣
−
−−
−−
15
2
10
1
5
6
3010
1
15
2
105105
[
L
L
LL
LL
⎤⎡− 1616
=] PK 3U
V1 ⎤⎡ SSSS
θ1
V2
⎥
⎥
⎥
⎦
⎥
⎢
⎢
⎢
⎢
⎣
=
44
3433
24232221
14131211
4
][
S
SS
SSSS
K U
= [N(x)]{q} ……………..(10),
l expansions for u
nd v, the strain energy expression becomes
he strain energy U of an elemental length l of a pile subjected to an axial load & lateral load
From the first term of U, the stiffness matrix from U1 only, for bending only is [K]U1 as given in
2
2(a)StiffnessMatrix (for bending) 2 (b) StiffnessMatrix (for axial load)
2 (c) StiffnessMatrix (Beam Column Action) 2 (d) StiffnessMatrix(All Action)
Figure. 2. Stiffness Matrices
lly and axially the expression for
is given by,
A {u2
+ v2
}dx………………………………..(13)
Therefore,from (8), {v(x)} = [p(x)] [A]-1
{qe}
where matrix [N(x)] is the element shape function. Assuming polynomia
a
T
Fig. 2(a).The stiffness matrix from 2nd term U2 for axial deformation only will be [K]U2 as
given in Fig. 2(b).For axial load only i.e. by considering the beam column action the stiffness
matrix due to U3 will be [K]U3 as in Fig. 2(c).Using equation (8) and equation (9), equation
(12) can be simplified and stiffness matrix can be evaluated as [K]U4 as in Fig. 2(d).
When all the four cases are considered, i.e. all the four terms of U1, U2, U3, U4 are involved
the stiffness matrix KU1, KU2, KU3, KU4 are super imposed which yields final stiffness
matrix [K]e as given in Fig. 3(a).
v1 θ1 v1 θ2
Where a = 12 D, b = 6LD, c = 4L2
D, d = 2L D Where
The expression for kinetic energy for a pile loaded latera
strain energy
l l
T = ½ ∫μ{u2
+ v2
}dx = ½ ∫ ρ
0 0
dx
dx
du
EAdx
dx
vd
EIU
ll
00
2
2
2
1
2
1
∫∫ ⎟
⎠
⎞
⎜
⎝
⎛
+⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
=
22
)11...(..........
2
1
2
1 2
00
dxvEdx
dx
dv
P S∫∫ +⎟
⎠
⎞
⎜
⎝
⎛
−
2 ll
.UUUU +++= 4321
)12(....................
0
dxuv
⎥
⎥
⎦⎣
⎟
⎠⎝
⎥
⎥
⎥
⎥
⎦
⎤
⎢
⎢
⎢
⎣
⎡
−
−
=
c
ba
baba
K U1
][
2
1
2
1 22
4
12
1
L
EE
vEU
l
SS
S∫
⎤
⎢
⎢
⎡
⎟
⎞
⎜
⎜
⎛ −
+=
⎢ − dbc
(for bending only) (for axial load only)
4. ⎟
⎞
⎜
⎛
+⎟
⎞
⎜
⎛
−=
x
u
x
uu 1
⎠⎝⎠⎝ ll
21
420
M
ALρ
=
3
DΔ
al and transverse
(14)
………………………………… (15)
For bending vibration only :
6)
(10) as
Fig. 3(a) Element Stiffness Matrix
2 2
in [K]U4
iven in.fig 3(b).
al and μ , the mass per unit length = A x ρ
m
The solution to the problem follows the well known displacement approach which
L
Where μ = mass per unit length of the pile, u and v are the axi
displacement. Using expressions for u & v, T = ½ [q]T
[M]{q}
For axial vibration only : l
T = ½ ∫μu2
dx …………………….
0
The displacement model for axial displacement is taken as
l
T = ½ ∫μv2
dx…………………….(1
0
The displacement model for lateral displacement is given by
v = N1v1 + N2θ1+ N3v2 +N4θ2 …………………………………………… (17)
Where Ni i =1,4 are the standard shape functions as derived from equation
EI
Where a = 12 D, b = 6LD, c = 4L D, d = 2L D & S11 – 44 as
So, from the expression of T. Mass Matrix [ M ] can be determined as g
Fig.3(b) Mass Matrix
Where , A is area of c/s. ρ is the density of materi
&
2. Analysis of the whole proble
consists of the following main steps :
• Formulation of overall stiffness and mass matrices by assembling the elemental
matrices.
⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+−=
⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
−=
⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+−=
⎟
⎠
⎜
⎝
2
32
4
3
3
2
2
3
2
32
2
21
11
1
2
1
3
11
2
131
xx
N
xx
N
xx
xN
N
[ ]
⎟
⎞
⎜
⎛
+−=
32
23
1
xx P
e
S
L
c
SbS
L
a
L
AE
S
L
dSbSc
SbS
L
aSS
L
a
LL
K
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎦
⎤
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎣
+−
+−−+−
−
+++−−+−
++++−+++−
=
44
3433
242322
14131211
15
2
00000
10
1
5
6
0000
00000
3010
1
0
15
2
00
10
1
5
6
0
10
1
5
6
0
0000
[ ]
⎥
⎥
⎥
⎥
⎥
⎥
⎥
⎦⎢
⎢
⎢
⎢
⎢
⎢
⎢
⎣ −−−
−
−
−
=
MLLMMLLM
LMMLMM
MM
MLLMMLLM
LMMLMM
M
22
22
42203130
22156013540
001400070
31304220
13540221560
AEAE⎡ −
L
b
⎥
⎤
⎢
⎡ MM 007000140
5. [ ] [ ]e
qun.(6).
f boundary conditions also yield solution for the nodal
ich of course also leads
ations of the assembly may be written as [ K ] { δ } = {F}
nown displacement conditions are introduced in the equation and the equations are
and the
3.
es of static load factor, α , which will give
.
Notation :A Area of Gross section. E Modulus of Elasticity.
[ K ] Stiffness Matrix l Elemental length
]
P * Static
ates
t Variable time T Kinetic Energy
v
te y Lateral Co-ordinate
F
Ω requency μ Mass per unit length.
P t
S11 72C
S12 L2
( - 3B – 3C)
)
E
e KK 1=∑=
to solution for design data, like shear force and bending moments at nodal points.If n
denotes the number of nodes, then the total number of degrees of freedom for the
problem is equal to 3n. The expanded element stiffness matrices Ke are constructed
by inserting the stiffness co – efficients in the appropriate locations and filling the
remaining with zeros. If E is the number of elements then the overall stiffness matrix [
K ] is given by
• Solution for the fundamental natural frequency from equn. (3) & critical static buckling
load from e
• Solution for the dynamic stability regions from equation (10).
The application o
displacements from the generalised equilibrium equation wh
The equilibrium equ
K
solved for unknown nodal displacements (8). Commonly the symmetry
banded nature of the resulting equations are utilized for efficient computing.After
assemblage of stiffness and mass matrices, the eigen value problem in equation (10)
can be solved for the frequency ratio Ω/ω1.
Conclusion : The characteristic non-dimensionalised regions in (β, Ω/ω1) parameter
space can be extrapolated for different valu
rapid convergence characteristics of the boundary frequencies for the first few
instability regions (9).After obtaining the results for lower boundary and upper
boundary for instability regions the may be compared with Mathiew’s diagram (5).
4
[ M Mass Matrix N Shape Function
P Axial Periodic load Fundamental
Buckling load
{q} Generalised Co-ordin [ S ] Stability Matrix
U Strain Energy
u Axial displacement of node Lateral displacement of node
x Axial co-ordina
α Static load factor β Dynamic load factor
ρ Density
ω1 undamental Natural Frequency
Disturbing F
o
= 156B + S = L (13B + 14C)
, P Time independent amplitudes of load
23
= L (22B + 14C) S24 =
S13 = 54B + 54C S33 = 156B + 240C
S14 = L ( -13B –12C) S34 = L ( - 22B – 30C
2
)
2
S22 = L (4B + 3C S44 = L (4B + 5C)
Where, B = ES1. L/420 C = (ES2 – ES1). L/840
6. y,v Es1
x,u
θ
P(t)
Es2
l
x,u
ui,vi, θi
i
j
uj, vj, θj
Figure 1 : Typical Pile Element
REFERENCES:
1. Abbas, B.A.H. and Thomas, J – Dynamic stability of Timoshenko beams
resting on an elastic foundation.- Journal of sound and vibration, vol. – 60, N0. PP – 33 –44, 1978.
2. Ahuja, R. and Duffield, R.C.. – Parametric instability of variable cross – section beams resting on an elastic foundation.–
Journal of sound and vibration, Vol. 39, No.2, PP 159 – 174, 1975.
3. Beilu, E.A. and Dzhauelidze, G.- Survey of work on the dynamic stability of elastic systems, PMM, Vol. 16 PP635 – 648, 1952.
4. Beliaev N.M. – Stability of prismatic rods subjected to variable longitudinal force, Engineering Constructions and Structural
Mechanics, PP, 149 – 167, 1924.
5. Bolotin V.V.- The dynamic stability of elastic systems, Holden – Day Inc, 1964.
6. Brown, J.E, Hutt, J.M. and Salama, A.E. – Finite element solution to dynamic stability of bars, AIAA Journal, Vol. 6, PP 1423 –
1425, 1968.
7. Burney, S.Z. H and Jaeqer, L.G. –m A method of deter – mining the regions of instability of column by a numerical metos
approach, Journal of sound and vibration, Vol .15, No.1 PP- 75 – 91, 1971.
8. Chandrasekharan, V.S. – Finite Element Analysis of piles subjected to lateral loads – Short term courseon design of off shore
structures 3 – 15, July,1978, Civil Engineering Department, I.I.T. Bombay – Publications.
9. Dutta, P.K. and Chakraborty, S. – Parametric Instability of Tapered Beams by Finite Element Method – Journal of Mechanical
Engineering Science, London, Vol. –24, No. 4, Dec. 82, PP 205 –8.
10. Lubkin, S. and Stoker, J.J. – Stability of columns and strings under periodically varying forces. Quarterly of Applied
Mathematics, Vol. –1, PP 216 – 236, 1943.
11. Mettler, E. – Biegeschwingungen eins stabes unter pulsierenre axiallast, Mith . Forseh.- Anst. GHH Korzeren, Vol. 8, PP 1-12,
1940.
12. Pipes L.A. – Dynamic stability of a uniform straight column excited by pulsating load, Journal of the Franklin Institute, Vol . 277
No .6, PP 534 – 551, 1964.