Normal Mode Analysis of Biomolecular Structures: Functional Mechanisms of Membrane Proteins
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Structural Analysis
Structural Analysis Structural Analysis Photo courtesy of Institute of Dynamics and Vibration Research, Leibniz Universität Hannover, Germany Leibniz Universität Hannover, Research, Photo courtesy of Institute Dynamics and Vibration m+p Analyzer’s structural analysis package provides • Multiple Degree of Freedom (MDOF) analysis a complete set of tools for observing, analyzing and • Circle fit wizard to review and validate FRF data and documenting the vibrational behaviour of machines and mode shapes mechanical structures. Different software modules cover a • Operational modal analysis (OMA) wide range of techniques including impact testing, shaker • Modal model validation (MAC, MPD, MPC, MOV, MIF) measurements (SIMO and MIMO), experimental and • Polyreference Time Domain algorithm (PTD/PolyTime) operational modal analysis, ground vibration testing, • Polyreference Time Domain Plus algorithm (PTD+/ operating deflection shape analysis, and modal model Polytime+) validation. • Polyreference Least-Squares Complex Frequency domain algorithm (p-LSCF/Polyfreq) The standard structural dynamics package includes: • Multiple Input/Multiple Output (MIMO) analysis including • Impact testing using a modal hammer multi-source outputs • Creation of component-based geometries • Swept and stepped sine analysis • Operating Deflection Shape (ODS) analysis • Ground vibration testing (GVT) with Normal Mode Optional software modules are available to cover the most Tuning (NMT) demanding and advanced modal analysis applications: • Interface to FEMtools for Structural -
Resonance Beyond Frequency-Matching
Resonance Beyond Frequency-Matching Zhenyu Wang (王振宇)1, Mingzhe Li (李明哲)1,2, & Ruifang Wang (王瑞方)1,2* 1 Department of Physics, Xiamen University, Xiamen 361005, China. 2 Institute of Theoretical Physics and Astrophysics, Xiamen University, Xiamen 361005, China. *Corresponding author. [email protected] Resonance, defined as the oscillation of a system when the temporal frequency of an external stimulus matches a natural frequency of the system, is important in both fundamental physics and applied disciplines. However, the spatial character of oscillation is not considered in the definition of resonance. In this work, we reveal the creation of spatial resonance when the stimulus matches the space pattern of a normal mode in an oscillating system. The complete resonance, which we call multidimensional resonance, is a combination of both the spatial and the conventionally defined (temporal) resonance and can be several orders of magnitude stronger than the temporal resonance alone. We further elucidate that the spin wave produced by multidimensional resonance drives considerably faster reversal of the vortex core in a magnetic nanodisk. Our findings provide insight into the nature of wave dynamics and open the door to novel applications. I. INTRODUCTION Resonance is a universal property of oscillation in both classical and quantum physics[1,2]. Resonance occurs at a wide range of scales, from subatomic particles[2,3] to astronomical objects[4]. A thorough understanding of resonance is therefore crucial for both fundamental research[4-8] and numerous related applications[9-12]. The simplest resonance system is composed of one oscillating element, for instance, a pendulum. Such a simple system features a single inherent resonance frequency. -
Nonlinear Dynamics in Mechanics and Engineering: 40 Years of Developments and Ali H
This is a post-peer-review, pre-copyedit version of the paper Nonlinear dynamics in mechanics and engineering: 40 years of developments and Ali H. Nayfeh’s legacy by Giuseppe Rega Department of Structural and Geotechnical Engineering, Sapienza University of Rome, Italy Please cite this work as follows: Rega, G., Nonlinear dynamics in mechanics and engineering: 40 years of developments and Ali H. Nayfeh’s legacy, Nonlinear Dynamics, 99(1), 11-34, 2020, DOI: 10.1007/s11071-019-04833-w. Publisher link and Copyright information: You can download the final authenticated version of the paper from: http://dx.doi.org/10.1007/s11071-019-04833-w. © 2020 Springer Nature Switzerland AG This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License. To view a copy of this license, visit http://creativecommons.org/licenses/by- nc-nd/4.0/ or send a letter to Creative Commons, PO Box 1866, Mountain View, CA 94042, USA. Licensees may copy, distribute, display and perform the work and make derivative works and remixes based on it only if they give the author or licensor the credits (attribution) in the manner specified by these. Licensees may copy, distribute, display, and perform the work and make derivative works and remixes based on it only for non-commercial purposes. Licensees may copy, distribute, display and perform only verbatim copies of the work, not derivative works and remixes based on it. Nonlinear Dynamics in Mechanics and Engineering: Forty Years of Developments and Ali H. Nayfeh’s Legacy Giuseppe Rega Department of Structural and Geotechnical Engineering, Sapienza University of Rome, Italy e-mail: [email protected] Abstract: Nonlinear dynamics of engineering systems has reached the stage of full maturity in which it makes sense to critically revisit its past and present in order to establish an historical perspective of reference and to identify novel objectives to be pursued. -
Normal Modes of the Earth
Proceedings of the Second HELAS International Conference IOP Publishing Journal of Physics: Conference Series 118 (2008) 012004 doi:10.1088/1742-6596/118/1/012004 Normal modes of the Earth Jean-Paul Montagner and Genevi`eve Roult Institut de Physique du Globe, UMR/CNRS 7154, 4 Place Jussieu, 75252 Paris, France E-mail: [email protected] Abstract. The free oscillations of the Earth were observed for the first time in the 1960s. They can be divided into spheroidal modes and toroidal modes, which are characterized by three quantum numbers n, l, and m. In a spherically symmetric Earth, the modes are degenerate in m, but the influence of rotation and lateral heterogeneities within the Earth splits the modes and lifts this degeneracy. The occurrence of the Great Sumatra-Andaman earthquake on 24 December 2004 provided unprecedented high-quality seismic data recorded by the broadband stations of the FDSN (Federation of Digital Seismograph Networks). For the first time, it has been possible to observe a very large collection of split modes, not only spheroidal modes but also toroidal modes. 1. Introduction Seismic waves can be generated by different kinds of sources (tectonic, volcanic, oceanic, atmospheric, cryospheric, or human activity). They are recorded by seismometers in a very broad frequency band. Modern broadband seismometers which equip global seismic networks (such as GEOSCOPE or IRIS/GSN) record seismic waves between 0.1 mHz and 10 Hz. Most seismologists use seismic records at frequencies larger than 10 mHz (e.g. [1]). However, the very low frequency range (below 10 mHz) has also been used extensively over the last 40 years and provides unvaluable information on the whole Earth. -
22.51 Course Notes, Chapter 9: Harmonic Oscillator
9. Harmonic Oscillator 9.1 Harmonic Oscillator 9.1.1 Classical harmonic oscillator and h.o. model 9.1.2 Oscillator Hamiltonian: Position and momentum operators 9.1.3 Position representation 9.1.4 Heisenberg picture 9.1.5 Schr¨odinger picture 9.2 Uncertainty relationships 9.3 Coherent States 9.3.1 Expansion in terms of number states 9.3.2 Non-Orthogonality 9.3.3 Uncertainty relationships 9.3.4 X-representation 9.4 Phonons 9.4.1 Harmonic oscillator model for a crystal 9.4.2 Phonons as normal modes of the lattice vibration 9.4.3 Thermal energy density and Specific Heat 9.1 Harmonic Oscillator We have considered up to this moment only systems with a finite number of energy levels; we are now going to consider a system with an infinite number of energy levels: the quantum harmonic oscillator (h.o.). The quantum h.o. is a model that describes systems with a characteristic energy spectrum, given by a ladder of evenly spaced energy levels. The energy difference between two consecutive levels is ∆E. The number of levels is infinite, but there must exist a minimum energy, since the energy must always be positive. Given this spectrum, we expect the Hamiltonian will have the form 1 n = n + ~ω n , H | i 2 | i where each level in the ladder is identified by a number n. The name of the model is due to the analogy with characteristics of classical h.o., which we will review first. 9.1.1 Classical harmonic oscillator and h.o. -
Normal Modes (Free Oscillations)
Introduction to Seismology: Lecture Notes 22 April 2005 SEISMOLOGY: NORMAL MODES (FREE OSCILLATIONS) DECOMPOSING SEISMOLOGY INTO SUBDISCIPLINES Seismology can be decomposed into three representative subdisciplines: body waves, surface waves, and normal modes of free oscillation. Technically, these domains form a continuum, each pertaining to particular frequency bands, spatial scales, etc. In all cases, these representations satisfy the wave equation, but each is subject to different boundary conditions and simplifying assumptions. Each is therefore relevant to particular types of subsurface investigation. Below is a table summarizing the salient characteristics of the three. Boundary Seismic Domains Type Application Data Conditions Body Waves P-SV SH High frequency travel times; waveforms unbounded dispersion; group c(w) & Surface Waves Rayleigh Love Lithosphere phase u(w) velocities interfaces spherical Normal Modes Spheroidal Modes Toroidal Modes Global power spectra earth As the table suggests, the normal modes provide a framework for representing global seismic waves. Typically, these modes of free oscillation are of extremely low frequency and are therefore difficult to observe in seismograms. Only the most energetic earthquakes are capable of generating free oscillations that are readily apparent on most seismograms, and then only if the seismograms extend over several days. NORMAL MODES To understand normal modes, which describe the modes of free oscillation of a sphere, it’s instructive to consider the 1D analog of a vibrating string fixed at both ends as shown in panel Figure 1b. This is useful because the 3D case (Figure 1c), similar to the 1D case, requires that Figure 1 Figure by MIT OCW. 1 Introduction to Seismology: Lecture Notes 22 April 2005 standing waves ‘wrap around’ and meet at a null point. -
Normal Mode Analysis ©David Ronis Mcgill University
Chemistry 365: Normal Mode Analysis ©David Ronis McGill University 1. Quantum Mechanical Treatment Our starting point is the Schrodinger wav e equation: N −2 ∂2 − h + → → Ψ → → = Ψ → → Σ → U(r1,...,r N ) (r1,...,r N ) E (r1,...,r N ), (1.1) = ∂ 2 i 1 2mi ri where N is the number of atoms in the molecule, mi is the mass of the i’th atom, and → → U(r1,...,r N )isthe effective potential for the nuclear motion, e.g., as is obtained in the Born- Oppenheimer approximation. If the amplitude of the vibrational motion is small, then the vibrational part of the Hamil- tonian associated with Eq. (1.1) can be written as: N −2 ∂2 N ↔ → → ≈− h + + 1 ∆ ∆ Hvib Σ →2 U0 Σ Ki, j: i j,(1.2) i=1 2mi ∂∆ 2 i, j=1 i → ∆ ≡ → − → → where U0 is the minimum value of the potential energy, i ri Ri, Ri is the equilibrium posi- tion of the i’th atom, and 2 ↔ ∂ ≡ U Ki, j → → (1.3) ∂ ∂ → ri r j → r k = Rk is the matrix of (harmonic) force constants. Henceforth, we will shift the zero of energy so as to = make U0 0. Note that in obtaining Eq. (1.2), we have neglected anharmonic (i.e., cubic and higher order) corrections to the vibrational motion. The next and most confusing step is to change to matrix notation. We introduce a column vector containing the displacements as: ∆≡ ∆x ∆y ∆z ∆x ∆y ∆z T [ 1 , 1, 1,..., N , N , N ] ,(1.4) where "T"denotes a matrix transpose. -
Structural Vibration and Ways to Avoid It
Structural Vibration and Ways to Avoid It Dynamic loadings take many forms. Two parameters can characterize such loadings: Their magnitude and their frequency content. Dynamic loadings can be replaced by static loadings when their frequency content is low compared to the natural frequency of the structure on which they are applied. Some people will refer as quasi-static analysis or loadings to remind themselves that they are actually predicting the effect of dynamic loadings treated as static equivalent. Most environmental loads (winds, earthquake, wave, transportation) can be replaced by quasi-static equivalents. When the frequency content of a dynamic loading and the natural frequencies of a structure are in the same range, then this approximation is no longer valid. This is the case for most machinery (compressors, pumps, engines, etc.) which produce loadings whose frequency content overlaps the natural frequencies of the structure on which they are mounted (platform, FPSO, etc.). In such a case, only a dynamic analysis will accurately predict the amplification of the response of the structure. Such loadings cannot be replaced by quasi-static equivalents. What makes these analyses even more challenging is the fact that the machinery, its equipment and the mounting skid cannot be seen as black boxes. They will interact with the foundation, the platform or the FPSO and the only way to know the magnitude of this interaction is to conduct a structural dynamic analysis that includes the foundation. This is a critical consideration which when overlooked considerably reduces the reliability of the machine and might even cause safety concerns. Structural Vibration and Resonance Structural vibration occurs when dynamic forces generated by compressors, pumps, and engines cause the deck beams to vibrate. -
STRUCTURAL DYNAMICS Theory and Computation Fifth Edition STRUCTURAL DYNAMICS Theory and Computation Fifth Edition
STRUCTURAL DYNAMICS Theory and Computation Fifth Edition STRUCTURAL DYNAMICS Theory and Computation Fifth Edition Mario Paz Speed Scientific School University ofLouisville Louisville, KY William Leigh University ofCentral Florida Orlando, FL . SPRINGER SCIENCE+BUSINESS MEDIA, LLC Library of Congress Cataloging-in-Publication Data Paz, Mario. Structural Dynamics: Theory and Computation I by Mario Paz, William Leigh.-5th ed. p.cm. Includes bibliographical references and index. Additional material to this book can be downloaded from http://extras.springer.com ISBN 978-1-4613-5098-9 ISBN 978-1-4615-0481-8 (eBook) DOI 10.1007/978-1-4615-0481-8 I. Structural dynamics. I. Title. Copyright© 2004 by Springer Science+Business Media New York Originally published by Kluwer Academic Publishers in 2004 Softcover reprint of the bardeover 5th edition 2004 All rights reserved. No part of this publication may be reproduced, stored in a retrieval system or transmitted in any form or by any means, mechanical, photo copying, recording, or otherwise, without the prior written permission of the publisher, Springer Science+Business Media, LLC. Pennission for books published in Europe: [email protected] Pennissions for books published in the United States of America: [email protected] Printedon acid-free paper. I tun/ ~ heloYed/~ anti,-~ heloYedw ~ J'he., SO"if' of SO"ft' CONTENTS PREFACE TO THE FIFTH EDITION xvii PREFACE TO THE FIRST EDITION xxi PART I STRUCTURES MODELED AS A SINGLE-DEGREE-OF-FREEDOM SYSTEM 1 1 UNDAMPED SINGLE-DEGREE-OF-FREEDOM SYSTEM 3 -
An Interdisciplinary Vibrations/Structural Dynamics Course for Civil and Mechanical Students with Integrated Hands on Laboratory
2006-984: AN INTERDISCIPLINARY VIBRATIONS/STRUCTURAL DYNAMICS COURSE FOR CIVIL AND MECHANICAL STUDENTS WITH INTEGRATED HANDS-ON LABORATORY EXERCISES Richard Helgeson, University of Tennessee-Martin Richard Helgeson is an Associate Professor and Chair of the Engineering Department at the University of Tennessee at Martin. Dr. Helgeson received B.S. degrees in both electrical and civil engineering, an M.S. in electral engineering, and a Ph.D. in structural engineering from the University of Buffalo. He actively involves his undergraduate students in mutli-disciplinary earthquake structural control research projects. He is very interested in engineering educational pedagogy, and has taught a wide range of engineering courses. Page 11.202.1 Page © American Society for Engineering Education, 2006 An Interdisciplinary Vibrations/Structural Dynamics Course for Civil and Mechanical Students with Integrated Hands-on Laboratory Exercises Abstract The University of Tennessee at Martin offers a multi-disciplinary general engineering program with concentrations in civil, electrical, industrial, and mechanical engineering. In this paper the author discusses the development of an engineering course that is taken by both civil and mechanical engineering students. The course has been developed over a number of years, and during that time an integrated laboratory experience has been developed to support the unique interests of both groups of students. The course is required for all mechanical engineering students, while the civil engineering students may take the course as an upper division elective. To insure the success of the course, the author has structured the course to attract both groups of students. This paper discusses the course content and laboratory structure. -
Waves & Normal Modes
Waves & Normal Modes Matt Jarvis February 2, 2016 Contents 1 Oscillations 2 1.0.1 Simple Harmonic Motion - revision . 2 2 Normal Modes 5 2.1 Thecoupledpendulum.............................. 6 2.1.1 TheDecouplingMethod......................... 7 2.1.2 The Matrix Method . 10 2.1.3 Initial conditions and examples . 13 2.1.4 Energy of a coupled pendulum . 15 2.2 Unequal Coupled Pendula . 18 2.3 The Horizontal Spring-Mass system . 22 2.3.1 Decouplingmethod............................ 22 2.3.2 The Matrix Method . 23 2.3.3 Energy of the horizontal spring-mass system . 25 2.3.4 Initial Condition . 26 2.4 Vertical spring-mass system . 26 2.4.1 The matrix method . 27 2.5 Interlude: Solving inhomogeneous 2nd order di↵erential equations . 28 2.6 Horizontal spring-mass system with a driving term . 31 2.7 The Forced Coupled Pendulum with a Damping Factor . 33 3 Normal modes II - towards the continuous limit 39 3.1 N-coupled oscillators . 39 3.1.1 Special cases . 40 3.1.2 General case . 42 3.1.3 N verylarge ............................... 44 3.1.4 Longitudinal Oscillations . 47 4WavesI 48 4.1 Thewaveequation ................................ 48 4.1.1 TheStretchedString........................... 48 4.2 d’Alambert’s solution to the wave equation . 50 4.2.1 Interpretation of d’Alambert’s solution . 51 4.2.2 d’Alambert’s solution with boundary conditions . 52 4.3 Solving the wave equation by separation of variables . 54 4.3.1 Negative C . 55 i 1 4.3.2 Positive C . 56 4.3.3 C=0.................................... 56 4.4 Sinusoidalwaves ................................ -
The 1D Schrödinger Equation for a Free Particle
Lecture 3 Phys 3750 Two Coupled Oscillators / Normal Modes Overview and Motivation: Today we take a small, but significant, step towards wave motion. We will not yet observe waves, but this step is important in its own right. The step is the coupling together of two oscillators via a spring that is attached to both oscillating objects. Key Mathematics: We gain some experience with coupled, linear ordinary differential equations. In particular we find special solutions to these equations, known as normal modes, by solving an eigenvalue problem. I. Two Coupled Oscillators Let's consider the diagram shown below, which is nothing more than 2 copies of an harmonic oscillator, the system that we discussed last time. We assume that both oscillators have the same mass m and spring constant k s . Notice, however, that because there are two oscillators each has it own displacement, either q1 or q2 . ks m m ks q1 q2 q1 = 0 q2 = 0 Based on the discussion last time you should be able to immediately write down the equations of motion (one for each oscillating object) as ~2 q&&1 +ω q1 = 0, and (1a) ~ 2 q&&2 + ω q2 = 0 , (1b) ~ 2 where ω = k s m . As we saw last time, the solution to each of theses equations is harmonic motion at the (angular) frequency ω~ . As should be obvious from the D M Riffe -1- 1/4/2013 Lecture 3 Phys 3750 picture, the motion of each oscillator is independent of the other oscillator. This is also reflected in the equation of motion for each oscillator, which has nothing to do with the other oscillator.