Analysis of Infinitely Long Euler Bernoulli Beam on Two Parameter Elastic Foundation: Case of Point Load
|
|
- Shon Parker
- 6 years ago
- Views:
Transcription
1 Analysis of Infinitely Long Euler Bernoulli Beam on Two Parameter Elastic Foundation: Case of Point Load Dr. Mama, Benjamin Okwudili Department of Civil Engineering, University of Nigeria, Nsukka. Dr. Ike, Charles Chinwuba* Department of Civil Engineering, Enugu State University of Science and Technology. Dr. Nwoji, Clifford Ugochukwu Department of Civil Engineering, University of Nigeria, Nsukka. Dr. Onah, Hygynus Nwankwo Department of Civil Engineering, University of Nigeria, Nsukka ABSTRACT In this study, the flexural analysis of infinitely long Euler Bernoulli beam continuously resting on generalised two-parameter elastic foundation was performed using the method of undetermined parameters, for the case of point load acting at the origin of coordinates. Analytical solutions were obtained for the deflection, foundation reaction pressure, bending moment and shear force distributions over the longitudinal axis of the beam. Maximum values of the deflection, foundation reaction, bending moment and shear force were found to occur at the point of loading. It was shown that the solutions simplify to solutions for infinite Euler Bernoulli beams on Winkler foundation when the second foundation parameter vanishes. KEYWORDS: Euler Bernoulli beam, generalized two parameter elastic foundation, method of undetermined parameters. INTRODUCTION Background Beams on elastic foundation problems occur often in engineering applications in geotechnical, railway, highway pavements, and marine engineering. The fundamental issue in the analysis is the modelling of the contact between the structural element (beam and the soil medium as well as modelling one beam. Beam models that have been used are Euler Bernoulli beam model, Timoshenko beam and Mindlin beam
2 Vol. [07], Bund In the Euler Bernoulli beam theory, shear deformations are neglected and plane cross-sections are assumed to remain plane and normal to the longitudinal axis after deformation. Timoshenko assumed that plane cross-sections of the beam will remain plane but no longer normal to the crosssection after deformation in order to account for shear deformation which was disregarded in the Euler Bernoulli theory. Timoshenko beam theory considers the effects of shear deformation and rotational inertia in the formulation of the equation for flexure under loads. Timoshenko s equation for bending of isotropic beams of constant cross-section is given by EI 4 d w = p( x EI d p ( 4 αag where A is the area of the cross-section, G is the shear modulus, α is the shear correction factor, E is the Young s modulus of elasticity, I is the moment of inertia. w(x is the transverse deflection, p(x is the distribution of transverse load and x is the longitudinal axis of the beam. Timoshenko defined the shear correction factor as: average shear strain on a cross-section k = ( shear strain at the centroid Timoshenko beam theory is a first order shear deformation theory that predicts constant shear strain distribution through the cross-section; and is only suitable for the analysis of moderately thick beams. Elastic foundation models that have been used to model the soil include Winkler model, Pasternak model, Hetenyi model, Filonenko Borodich model, Kerr model, Reissner simplified elastic continuum model, Vlasov and Leontiev elastic continuum models; and the Elastic Continuum model. In the Winkler foundation model, the soil layer is replaced by a set of independent closely spaced elastic springs with a spring constant, k. The soil reactive pressure on the beam at any arbitrary point, x is proportional to the deflection at the point and can be expressed as p( x = kw( x (3 where k is the Winkler s coefficient of subgrade reaction at point x. Winkler foundation is a single parameter model since only one parameter, k is used to describe the soil reaction. The fundamental demerit of the model is that it differs from discontinuity of the deformations because it does not take account of shear stresses. This absence of shear coupling is the single most significant shortcoming of the Winkler model. Two-parameter foundation models account for the displacement continuity of the foundation which is the major defect of the Winkler foundation by the introduction of a second parameter. The two-parameter foundation models derived by Filonenko Borodich (945, Pasternak (954 and
3 Vol. [07], Bund Hetenyi (946 provide for the displacement continuity of the soil medium by the adding of a second spring which interacts with the first spring of the Winkler model. Kerr (964, 965 has generalized the Pasternak foundation model by the inclusion of a third spring in the vertical direction. In the Filonenko Borodich model, the second foundation parameter k is the tension T in a stretched membrane. In the Hetenyi foundation model, the second foundation parameter is the beam s stiffness where displacement continuity is introduced by adding an imaginary beam in bending. In the Pasternak foundation, displacement continuity is provided for by the introduction of a virtual shear layer which integrates the vertical spring elements and the second foundation parameter is the shear modulus G of the shear layer. (Dinev, 0. Simplified elastic continuum foundation models have been derived by Reissner (958 and Vlasov and Leontíev (966 who made simplifying assumptions to the formulation of elastic continuum foundations by introducing functions for the distribution of displacements or the stresses in the soil medium (Dinev, 0; Teodoru, 009. The soil reaction p(x for two-parameter foundation models is given in general by: ( s ( ( dwx p x = kw x k (4 where k and k are the two foundation parameters. RESEARCH AIM AND OBJECTIVES The research aim is to do a flexural analysis of infinitely long Euler Bernoulli beam resting on a generalized two-parameter elastic foundation for the case of a point load at the origin. The objectives are; i. to use the method of undetermined parameters to find the deflection and maximum deflection of infinite Euler Bernoulli beam on two parameter foundation for the case of point load applied at a point on the beam. ii. to find the bending moment distributions using the bending moment curvature relations, and the maximum bending moments. iii. to determine the shear force distributions along the Euler Bernoulli beam on two parameter foundation for point load applied at the origin, O. iv. to determine the distribution of foundation reaction, and the maximum value of the foundation reaction.
4 Vol. [07], Bund THEORETICAL FRAMEWORK The fundamental assumptions of the Euler Bernoulli beam theory used in this study are: (Xin- She Yang, 007 i. Cross-section of the beam which are plane and normal to the longitudinal axis of the beam before transverse deformation remain plane and normal to it after deformation. ii. Beam is isotropic and elastic. iii. Shear deformations are neglected and beam deformations are dominated by bending. Distortion and rotation are negligible. iv. The transverse deflections are small, and the equations of small displacement elasticity theory can be used with a constant cross-section along the longitudinal axis. v. Beam is long and slender. The Euler Bernoulli differential equation for the flexure of isotropic beams of constant cross-section is EI 4 dwx ( 4 = p( x (5 where w(x is the deflection of the neutral axis, I is the moment of inertia, E is the Young s modulus of elasticity and p(x is the applied transverse load distribution. For beam on elastic foundation, the equation is where p s is the foundation reaction. 4 dw EI p( x p ( 4 s x = (6 The derivation of Euler Bernoulli beam on elastic foundations is based on four key principles. These are kinematic relations, the stress strain law, differential equations of equilibrium and resultants. The kinematic relation for small displacement elasticity is ε xx u = (7 x where ε xx is the normal strain in the x direction, and u is the displacement in the x direction. The transverse displacement w and rotation ψ are related as uxz (, = ψ( xz (8 ε xx u ψ = = z x x (9
5 Vol. [07], Bund But or simply dw ψ = θ = (0 dw u = z ( Hence, dw ε xx = z ( Stress strain law There are no forces acting in the y direction and the beam is in a state of plane stress. The stress strain relations are: σ( xz, = Eε( xz, (3 εxx = ( σ xx µσzz (4 E εzz = ( σ zz µσxx (5 E µ εyy = ( σxx + σzz (6 E ε ε xz xy + µ = σxz (7 E = ε = 0 (8 yz σ xz ux uz w w = G G + = = 0 z x x x (9 where ε yy, ε zz are normal strains; ε xy, ε yz, ε xz are shear strains; σ xx, σ yy, σ zz are normal stresses, σ xy, σ yz, σ xz are shear stresses. The transverse normal stresses σ zz may be neglected in comparison with flexural stresses σ xx. This is similar to the assumption concerning the kinematics of deformation where the transverse normal strain was assumed negligible in comparison with the longitudinal strain. In reality the longitudinal stresses in beams are very much greater than the transverse stresses. This assumption simplifies the stress strain law to one dimension as Equation (3: Resultants The resultant moment M(x and shear force Q(x expressions are given as:
6 Vol. [07], Bund M( x = zσ( x, z dzdy (0 Ax ( σ where A(x is the integration domain. Q( x = ( x, z dzdy ( xz Equilibrium equations: The equilibrium equations are derived from a consideration of the forces on an elemental part of the beam as shown in Figure. Figure : Free body diagram of an element of the beam on elastic foundation From the free body diagram of an element of the beam shown in Figure, the shear force and bending moment values at the left hand end are Q(x and M(x and at the right hand end, they are Qx ( + and M( x+. The distributed soil reaction force is p s (x while the distributed applied load is p(x. Equilibrium of vertical forces yields Qx ( px ( + p Qx ( + = 0 ( Qx ( + Qx ( { } s 0 0 s Q dq Lt = p( x px ( = Lt = = ps( x px ( (3 Let 0, Qx ( + Qx ( Q Lt = Lt = p s( x px ( (4 0 0 dq p s px ( = (5
7 Vol. [07], Bund For moment equilibrium, x x M( x x M( x p( x x + + ps Q( x = 0 (6 ( M( x+ M( x + ( p ps Q( x = 0 (7 ( M( x+ M( x + ( p ps = Q( x (8 M( x+ M( x + ( p ps = Qx ( (9 In the limit as 0 M( x+ M( x Lt + ( p p = Qx ( (30 s 0 M dm Lt = Qx ( = (3 0 dm Qx ( = (3 d M dq( x = = ps px ( (33 The classic Euler Bernoulli beam on elastic foundation equation is obtained by elimination of the shear force from the differential equation of equilibrium; and we obtain dm d = zs( x, z dzdy = p + p s (34 Using the constitutive (stress strain law, we have dm d = zeε( x, z dzdy = p + p s (35 d E zε( x, z dzdy = p + p s (36 Using the strain displacement relations
8 Vol. [07], Bund d dw E z z dzdy p p = + s (37 dy s d E z dzdy p p = + (38 dw s d E z dzdy = p p (39 d dw E I( x p p = s Ax ( Ax ( (40 I ( x = z dzdy = z da (4 d dwx ( E I( x p( ( + s x = px (4 For Euler Bernoulli beams with prismatic cross-sections resting on elastic foundations Equation (4 becomes Equation (6. For two parameter foundations, p s is given by Equation (4. The governing differential equation of equilibrium of Euler Bernoulli beams on two parameter elastic foundation is: 4 dw 4 ( dw EI + k w k = p x (43 Governing Equation The differential equation of equilibrium for the flexure of Euler Bernoulli beam of infinite length on generalized two parameter elastic foundation is given by the fourth order equation with constant coefficients given by Equation (43; where x, is the longitudinal axis of the Euler Bernoulli beam; w(x is the transverse deflection; E is the Young s modulus of elasticity; I is the moment of inertia, p(x is the distributed transverse load; k and k are the two parameters of the elastic foundation.
9 Vol. [07], Bund RESULTS Analytical solution A closed form solution to the fourth order ordinary differential equation (ODE can be sought in the exponential form, for the homogeneous case. Thus, let the trial solution be of the form where m is an undetermined parameter. mx w( x = exp mx = e (44 By substitution into the homogeneous form of the ODE, the characteristic equation for nontrivial solutions becomes the fourth degree polynomial is in m: or, Let Then, we have 4 0 EIm k m + k = (45 4 k k m m 0 EI + EI = (46 4 k λ = (47 4EI m k m + EI 4 λ = 0 ( The solutions for m are: m k k k = ± + 4λ 4λ EI EI EI (49 The four roots of m become: m, = ± ( α iβ (50 where (5 m34, = ± ( α+ iβ (5 k α = λ + EI k β = λ EI (53 The general solution becomes: α x 3 4 wx ( = ( c cos βx+ c sin βxe + ( c cos βx+ c sin βxe (54 where c, c, c 3 and c 4 are the four constants of integration.
10 Vol. [07], Bund For bounded solution of deflection, bending moment and shear force, (w(x, M(x and Q(x, for 0 x c = 0 (55 or c = 0 (56 and the bounded solution for deflection becomes: wx ( = ( c cos βx+ c sin βxe αx 0 x ( and for x < 0 c 3 c4 0 = = (58 and wx ( = ( ccos βx+ csin βxe αx x 0 (59 The integration constants are obtained by the enforcement of boundary conditions. Analytical solutions for point load acting on an infinite Euler Bernoulli beam on two parameter foundation A point load P applied at the origin (0, 0 of coordinates of an infinitely long Euler Bernoulli beam resting on a generalised two parameter elastic foundation, as shown in Figure was considered. Figure : Euler Bernoulli beam of infinite length resting on a generalised two parameter elastic foundation The boundary conditions are given by: dw θ ( x = 0 = ( x = 0 = 0 (from symmetry (60
11 Vol. [07], Bund p( x = P (from equilibrium of applied load and soil reaction (6 or p( x = P (6 0 where px ( = kw kw ( x ( θ( x = c( αcos βx+ βsin βxe + c( αsin βx+ βcos βxe ( θ( 0 = c α+ c β = 0 (65 c 3 c4β = (66 α Also, from the equilibrium of applied load and soil reaction forces, α x α x α x α 3 β + 4 β 3 α β β + αβ β x k ( c cos xe c sin xe k c [( cos xe sin xe ] P kc 4 [( α β sin βxe αβcos βxe ] = (67 Integrating, α β ( α β α αβ kc + kc kc + α + β α + β α + β α + β ( α β β αβ P kc 4 = α + β α + β (68 Solving, c c 4 3 P( α + β = (69 4βk P( α + β = (70 4αk So,
12 Vol. [07], Bund P( α + β wx ( = ( βcos βx+ αsin βxe (7 4βk α wx ( = ( βcos βx+ αsin βxe (7 k αβ Maximum deflection The maximum deflection occurs at the point of application of the load (x = 0 and is given by: wmax = wx ( = 0 = (73 k a Bending moment distribution M(x The bending moment distribution M(x is given by: dwx ( M( x = EI (74 d M( x = EI ( βcos βx + αsin βx e (75 k αβ EI ( α + β M( x = ( βcos βx αsin βxe (76 k αβ The maximum bending moment occurs at x = 0, and is given by: M max EI ( a + β = M( x = 0 = (77 k a M max P = (78 4a
13 Vol. [07], Bund Distribution of foundation reaction p(x The elastic foundation reaction pressure is given for two parameter foundations from Equation (4 by: d kαβ k px ( = k ( βcos βx+ αsin βxe k ( βcos βx+ αsin βxe αβ 4 kp λ (79 px ( = ( βcos βx+ αsin βxe + ( βcos βx αsin βxe (80 αβ k αβ The maximum value of p(x is given by: λ k pmax = px ( = 0 = + a k (8 Shear force distribution The shear force distribution is given by: Q( x = EIw ( x (8 3 EId Qx ( = ( βcos βx+ αsin βxe (83 3 k αβ 4 EI Qx ( = (( α β sin βx αβcos βxe (84 k αβ The maximum value of Q(x occurs at x = 0, and is given by: P Q( 0 = Qx ( = 0 = = Qmax (85 Relationship with infinite Euler Bernoulli beam on Winkler foundation When k = 0, the foundation becomes a Winkler foundation, and: α = ± λ, β = ± λ (86
14 Vol. [07], Bund and wx ( = ( c3cos λx+ c4sin λxe λx (87 for 0 x for x 0 wx ( = ( c cos λx+ c sin λxe λx (88 λx wx ( = (cos λx+ sin λxe (89 k wmax = w( 0 = (90 k EI ( λ λ λx M( x = (cos λx sin λxe (9 k λ 3 EI λx M( x = (cos λx sin λxe (9 k P x M( x = (cos λx sin λxe λ (93 4λ P Mmax = M( 0 = (94 4λ p Q max max = = (95 λ P = (96 DISCUSSION In this paper, closed form analytical solutions have been obtained for the flexural problem of an infinitely long Euler Bernoulli beam continuously supported on a generalised two parameter elastic foundation for the case of point load P applied at the origin (0,0. The method of undetermined parameters was used in integrating the fourth order ordinary differential equation (ODE. A trial solution for the unknown deflection function in the ODE was assumed in the exponential function form given in Equation (44. For homogeneous equations, nontrivial solutions were obtained for the characteristic equation given as the fourth degree polynomial in Equation (48. The basis of solutions were then obtained from Equations (50 and (5. The boundedness condition was applied to obtain
15 Vol. [07], Bund bounded solutions for deflection as Equation (57 for x > 0 and Equation (59 for x < 0. The specific case of point load P at the origin was considered. The boundary conditions were obtained from the considerations of the symmetrical form of the problem and the equilibrium of applied point load and the foundation reaction; and are given as Equations (60 and (6. The boundary conditions were applied to obtain the unknown integration constants as Equations (69 and (70 and deflection as Equation (7. Maximum deflection was observed to occur at the point of loading and is given as Equation (73. The bending moment deflection relation for Euler Bernoulli beams was used to find the bending moment distribution as Equation (76. Similarly, the shear force was obtained using the shear force deflection equation as Equation (84. Maximum bending moments and shear force values were found to occur at the point of load and were found as Equations (78 and (85. The distribution of foundation reaction was also computed and found as Equation (80. It was observed that if k = 0, the deflection, bending moment and shear force distributions become the same as the deflection, bending moment and shear force distributions for infinite Euler Bernoulli beam on Winkler foundation. The following conditions can be made: CONCLUSIONS (i The method of undetermined parameters has yielded mathematically closed form solutions to the flexural analysis of infinite length Euler Bernoulli beam continuously supplied on generalised two parameter elastic foundation. (ii The solutions obtained for the deflections, bending moments, shear force distributions and the foundation reaction are exact solutions within the limitations of the foundational Euler Bernoulli theory of beams and the elastic foundation model assumed. (iii When the second foundation parameter k is made to vanish in the resulting equations, the solutions obtained become identical with the corresponding solutions for Euler Bernoulli beam resting on Winkler foundation for the case of point load at the origin. REFERENCES [] Dinev, D. (0: Analytical Solution of Beam on Elastic Foundation by Singularity Functions. Engineering Mechanics Vol, 0, No. 6 pp [] Filonenko Borodich M.M. (945: A very simple model of an elastic foundation capable of spreading the load. Shornite Moskovkovo Elektro Instituta. [3] Hetenyi, M. (946: Beams on Elastic Foundation: Theory with Applications in the Fields of Civil and Mechanical Engineering. The University of Michigan Press, Ann Arbor, Michigan. [4] Kerr, A.D. (964: Elastic and visco-elastic foundation models. J. Appl. Mech 3: pp
16 Vol. [07], Bund [5] Kerr, A.D. (965: A study of a new foundation model. Acta Mechanica Vol. pp [6] Myslecki, K. (004: Approximate fundamental solutions of equilibrium equations for thin plates on elastic foundation. Archives of Civil and Mechanical Engineering Vol IV, 004, No. pp [7] Pasternak, P.L. (954: On a new method for analysis of an elastic foundation by means of two foundation constants (in Russian Gosud. Izd. Lit. po Stroitelstvu Arkhitekture, Moscow. [8] Reissner, E. (958: Deflection of plates on viscoelastic foundation. J. of Appl. Mech. Vol 5. pp [9] Teodoru, I.B. (009: Beams on elastic foundation the simplified continuum approach. Buletinul Institutulni Politechnic lin Lasi Tomul LV (LIX Fasc4, 009. [0] Vlasov, V.Z. and Leontiev, N.N. (966: Beams, plates and shells on elastic foundations. Translated from Russian by Israel Program for Scientific Translations Accession No N [] Xin She Yang (007: Applied Engineering Mathematics. Cambridge International Science Publishing (CISP Cambridge UK p.96. [] Zhan Yun-gang: Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method Electronic Journal of Geotechnical Engineering, 005 (Vol.0, pp Available at ejge.com. 07 ejge Editor s note. This paper may be referred to, in other articles, as: Dr. Mama Benjamin Okwudili, Dr. Ike Charles Chinwuba*, Dr. Nwoji Clifford Ugochukwu, Dr. Onah Hyginus Nwankwo: Analysis of Infinitely Long Euler Bernoulli Beam on Two Parameter Elastic Foundation: Case of Point Load Electronic Journal of Geotechnical Engineering, 07 (.3, pp Available at ejge.com.
Lecture 15 Strain and stress in beams
Spring, 2019 ME 323 Mechanics of Materials Lecture 15 Strain and stress in beams Reading assignment: 6.1 6.2 News: Instructor: Prof. Marcial Gonzalez Last modified: 1/6/19 9:42:38 PM Beam theory (@ ME
More informationChapter 5 Structural Elements: The truss & beam elements
Institute of Structural Engineering Page 1 Chapter 5 Structural Elements: The truss & beam elements Institute of Structural Engineering Page 2 Chapter Goals Learn how to formulate the Finite Element Equations
More information3D Elasticity Theory
3D lasticity Theory Many structural analysis problems are analysed using the theory of elasticity in which Hooke s law is used to enforce proportionality between stress and strain at any deformation level.
More informationM5 Simple Beam Theory (continued)
M5 Simple Beam Theory (continued) Reading: Crandall, Dahl and Lardner 7.-7.6 In the previous lecture we had reached the point of obtaining 5 equations, 5 unknowns by application of equations of elasticity
More informationAPPLICATION OF THE GALERKIN-VLASOV METHOD TO THE FLEXURAL ANALYSIS OF SIMPLY SUPPORTED RECTANGULAR KIRCHHOFF PLATES UNDER UNIFORM LOADS
Nigerian Journal of Technology (NIJOTECH) Vol. 35, No. 4, October 2016, pp. 732 738 Copyright Faculty of Engineering, University of Nigeria, Nsukka, Print ISSN: 0331-8443, Electronic ISSN: 2467-8821 www.nijotech.com
More informationUnit 13 Review of Simple Beam Theory
MIT - 16.0 Fall, 00 Unit 13 Review of Simple Beam Theory Readings: Review Unified Engineering notes on Beam Theory BMP 3.8, 3.9, 3.10 T & G 10-15 Paul A. Lagace, Ph.D. Professor of Aeronautics & Astronautics
More informationReview of Strain Energy Methods and Introduction to Stiffness Matrix Methods of Structural Analysis
uke University epartment of Civil and Environmental Engineering CEE 42L. Matrix Structural Analysis Henri P. Gavin Fall, 22 Review of Strain Energy Methods and Introduction to Stiffness Matrix Methods
More informationPresented By: EAS 6939 Aerospace Structural Composites
A Beam Theory for Laminated Composites and Application to Torsion Problems Dr. BhavaniV. Sankar Presented By: Sameer Luthra EAS 6939 Aerospace Structural Composites 1 Introduction Composite beams have
More informationMechanics PhD Preliminary Spring 2017
Mechanics PhD Preliminary Spring 2017 1. (10 points) Consider a body Ω that is assembled by gluing together two separate bodies along a flat interface. The normal vector to the interface is given by n
More informationFINITE GRID SOLUTION FOR NON-RECTANGULAR PLATES
th International Conference on Earthquake Geotechnical Engineering June 5-8, 7 Paper No. 11 FINITE GRID SOLUTION FOR NON-RECTANGULAR PLATES A.Halim KARAŞĐN 1, Polat GÜLKAN ABSTRACT Plates on elastic foundations
More informationStructural Dynamics Lecture Eleven: Dynamic Response of MDOF Systems: (Chapter 11) By: H. Ahmadian
Structural Dynamics Lecture Eleven: Dynamic Response of MDOF Systems: (Chapter 11) By: H. Ahmadian ahmadian@iust.ac.ir Dynamic Response of MDOF Systems: Mode-Superposition Method Mode-Superposition Method:
More informationExample 3.7 Consider the undeformed configuration of a solid as shown in Figure 3.60.
162 3. The linear 3-D elasticity mathematical model The 3-D elasticity model is of great importance, since it is our highest order hierarchical model assuming linear elastic behavior. Therefore, it provides
More informationMODIFIED HYPERBOLIC SHEAR DEFORMATION THEORY FOR STATIC FLEXURE ANALYSIS OF THICK ISOTROPIC BEAM
MODIFIED HYPERBOLIC SHEAR DEFORMATION THEORY FOR STATIC FLEXURE ANALYSIS OF THICK ISOTROPIC BEAM S. Jasotharan * and I.R.A. Weerasekera University of Moratuwa, Moratuwa, Sri Lanka * E-Mail: jasos91@hotmail.com,
More information6. Bending CHAPTER OBJECTIVES
CHAPTER OBJECTIVES Determine stress in members caused by bending Discuss how to establish shear and moment diagrams for a beam or shaft Determine largest shear and moment in a member, and specify where
More informationSymmetric Bending of Beams
Symmetric Bending of Beams beam is any long structural member on which loads act perpendicular to the longitudinal axis. Learning objectives Understand the theory, its limitations and its applications
More informationChapter 12 Plate Bending Elements. Chapter 12 Plate Bending Elements
CIVL 7/8117 Chapter 12 - Plate Bending Elements 1/34 Chapter 12 Plate Bending Elements Learning Objectives To introduce basic concepts of plate bending. To derive a common plate bending element stiffness
More informationCHAPTER -6- BENDING Part -1-
Ishik University / Sulaimani Civil Engineering Department Mechanics of Materials CE 211 CHAPTER -6- BENDING Part -1-1 CHAPTER -6- Bending Outlines of this chapter: 6.1. Chapter Objectives 6.2. Shear and
More informationCHAPTER 5. Beam Theory
CHPTER 5. Beam Theory SangJoon Shin School of Mechanical and erospace Engineering Seoul National University ctive eroelasticity and Rotorcraft Lab. 5. The Euler-Bernoulli assumptions One of its dimensions
More informationFREE VIBRATIONS OF UNIFORM TIMOSHENKO BEAMS ON PASTERNAK FOUNDATION USING COUPLED DISPLACEMENT FIELD METHOD
A R C H I V E O F M E C H A N I C A L E N G I N E E R I N G VOL. LXIV 17 Number 3 DOI: 1.1515/meceng-17- Key words: free vibrations, Coupled Displacement Field method, uniform Timoshenko beam, Pasternak
More informationDISTORTION ANALYSIS OF TILL -WALLED BOX GIRDERS
Nigerian Journal of Technology, Vol. 25, No. 2, September 2006 Osadebe and Mbajiogu 36 DISTORTION ANALYSIS OF TILL -WALLED BOX GIRDERS N. N. OSADEBE, M. Sc., Ph. D., MNSE Department of Civil Engineering
More informationShear stresses around circular cylindrical openings
Shear stresses around circular cylindrical openings P.C.J. Hoogenboom 1, C. van Weelden 1, C.B.M. Blom 1, 1 Delft University of Technology, the Netherlands Gemeentewerken Rotterdam, the Netherlands In
More informationFinite Difference Dynamic Analysis of Railway Bridges Supported by Pasternak Foundation under Uniform Partially Distributed Moving Railway Vehicle
, October 21-23, 2015, San Francisco, USA Finite Difference Dynamic Analysis of Railway Bridges Supported by Pasternak Foundation under Uniform Partially Distributed Moving Railway Vehicle M. C. Agarana
More informationPURE BENDING. If a simply supported beam carries two point loads of 10 kn as shown in the following figure, pure bending occurs at segment BC.
BENDING STRESS The effect of a bending moment applied to a cross-section of a beam is to induce a state of stress across that section. These stresses are known as bending stresses and they act normally
More informationHankel Tranform Method for Solving Axisymmetric Elasticity Problems of Circular Foundation on Semi-infinite Soils
ISSN (Print) : 19-861 ISSN (Online) : 975-44 Charles Chinwuba Ie / International Journal of Engineering and Technology (IJET) Hanel Tranform Method for Solving Axisymmetric Elasticity Problems of Circular
More information3 2 6 Solve the initial value problem u ( t) 3. a- If A has eigenvalues λ =, λ = 1 and corresponding eigenvectors 1
Math Problem a- If A has eigenvalues λ =, λ = 1 and corresponding eigenvectors 1 3 6 Solve the initial value problem u ( t) = Au( t) with u (0) =. 3 1 u 1 =, u 1 3 = b- True or false and why 1. if A is
More information1 Bending of beams Mindlin theory
1 BENDNG OF BEAMS MNDLN THEORY 1 1 Bending of beams Mindlin theory Cross-section kinematics assumptions Distributed load acts in the xz plane, which is also a plane of symmetry of a body Ω v(x = 0 m Vertical
More informationBEAM DEFLECTION THE ELASTIC CURVE
BEAM DEFLECTION Samantha Ramirez THE ELASTIC CURVE The deflection diagram of the longitudinal axis that passes through the centroid of each cross-sectional area of a beam. Supports that apply a moment
More informationSlender Structures Load carrying principles
Slender Structures Load carrying principles Basic cases: Extension, Shear, Torsion, Cable Bending (Euler) v017-1 Hans Welleman 1 Content (preliminary schedule) Basic cases Extension, shear, torsion, cable
More informationComb resonator design (2)
Lecture 6: Comb resonator design () -Intro Intro. to Mechanics of Materials School of Electrical l Engineering i and Computer Science, Seoul National University Nano/Micro Systems & Controls Laboratory
More informationPune, Maharashtra, India
Volume 6, Issue 6, May 17, ISSN: 78 7798 STATIC FLEXURAL ANALYSIS OF THICK BEAM BY HYPERBOLIC SHEAR DEFORMATION THEORY Darakh P. G. 1, Dr. Bajad M. N. 1 P.G. Student, Dept. Of Civil Engineering, Sinhgad
More informationConsider an elastic spring as shown in the Fig.2.4. When the spring is slowly
.3 Strain Energy Consider an elastic spring as shown in the Fig..4. When the spring is slowly pulled, it deflects by a small amount u 1. When the load is removed from the spring, it goes back to the original
More informationSlender Structures Load carrying principles
Slender Structures Load carrying principles Continuously Elastic Supported (basic) Cases: Etension, shear Euler-Bernoulli beam (Winkler 1867) v2017-2 Hans Welleman 1 Content (preliminary schedule) Basic
More information[8] Bending and Shear Loading of Beams
[8] Bending and Shear Loading of Beams Page 1 of 28 [8] Bending and Shear Loading of Beams [8.1] Bending of Beams (will not be covered in class) [8.2] Bending Strain and Stress [8.3] Shear in Straight
More informationA HIGHER-ORDER BEAM THEORY FOR COMPOSITE BOX BEAMS
A HIGHER-ORDER BEAM THEORY FOR COMPOSITE BOX BEAMS A. Kroker, W. Becker TU Darmstadt, Department of Mechanical Engineering, Chair of Structural Mechanics Hochschulstr. 1, D-64289 Darmstadt, Germany kroker@mechanik.tu-darmstadt.de,
More informationChapter 3 Higher Order Linear ODEs
Chapter 3 Higher Order Linear ODEs Advanced Engineering Mathematics Wei-Ta Chu National Chung Cheng University wtchu@cs.ccu.edu.tw 1 2 3.1 Homogeneous Linear ODEs 3 Homogeneous Linear ODEs An ODE is of
More informationLecture 7: The Beam Element Equations.
4.1 Beam Stiffness. A Beam: A long slender structural component generally subjected to transverse loading that produces significant bending effects as opposed to twisting or axial effects. MECH 40: Finite
More informationABHELSINKI UNIVERSITY OF TECHNOLOGY
ABHELSINKI UNIVERSITY OF TECHNOLOGY TECHNISCHE UNIVERSITÄT HELSINKI UNIVERSITE DE TECHNOLOGIE D HELSINKI A posteriori error analysis for the Morley plate element Jarkko Niiranen Department of Structural
More informationAircraft Structures Kirchhoff-Love Plates
University of Liège erospace & Mechanical Engineering ircraft Structures Kirchhoff-Love Plates Ludovic Noels Computational & Multiscale Mechanics of Materials CM3 http://www.ltas-cm3.ulg.ac.be/ Chemin
More informationEffect of Rotatory Inertia and Load Natural. Frequency on the Response of Uniform Rayleigh. Beam Resting on Pasternak Foundation
Applied Mathematical Sciences, Vol. 12, 218, no. 16, 783-795 HIKARI Ltd www.m-hikari.com https://doi.org/1.12988/ams.218.8345 Effect of Rotatory Inertia and Load Natural Frequency on the Response of Uniform
More informationUNIVERSITY OF SASKATCHEWAN ME MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich
UNIVERSITY OF SASKATCHEWAN ME 313.3 MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich A CLOSED BOOK EXAMINATION TIME: 3 HOURS For Marker s Use Only LAST NAME (printed): FIRST
More information4. Mathematical models used in engineering structural analysis
4. Mathematical models used in engineering structural analysis In this chapter we pursue a formidable task to present the most important mathematical models in structural mechanics. In order to best situate
More informationHomework No. 1 MAE/CE 459/559 John A. Gilbert, Ph.D. Fall 2004
Homework No. 1 MAE/CE 459/559 John A. Gilbert, Ph.D. 1. A beam is loaded as shown. The dimensions of the cross section appear in the insert. the figure. Draw a complete free body diagram showing an equivalent
More informationLinear elastic analysis of thin laminated beams with uniform and symmetric cross-section
Applied and Computational Mechanics 2 (2008) 397 408 Linear elastic analysis of thin laminated beams with uniform and symmetric cross-section M. Zajíček a, a Faculty of Applied Sciences, UWB in Pilsen,
More information1 Static Plastic Behaviour of Beams
1 Static Plastic Behaviour of Beams 1.1 Introduction Many ductile materials which are used in engineering practice have a considerable reserve capacity beyond the initial yield condition. The uniaxial
More informationDr. D. Dinev, Department of Structural Mechanics, UACEG
Lecture 6 Energy principles Energy methods and variational principles Print version Lecture on Theory of Elasticity and Plasticity of Dr. D. Dinev, Department of Structural Mechanics, UACEG 6.1 Contents
More informationCOPYRIGHTED MATERIAL. Index
Index A Admissible function, 163 Amplification factor, 36 Amplitude, 1, 22 Amplitude-modulated carrier, 630 Amplitude ratio, 36 Antinodes, 612 Approximate analytical methods, 647 Assumed modes method,
More informationUNCONVENTIONAL FINITE ELEMENT MODELS FOR NONLINEAR ANALYSIS OF BEAMS AND PLATES
UNCONVENTIONAL FINITE ELEMENT MODELS FOR NONLINEAR ANALYSIS OF BEAMS AND PLATES A Thesis by WOORAM KIM Submitted to the Office of Graduate Studies of Texas A&M University in partial fulfillment of the
More informationChapter Objectives. Copyright 2011 Pearson Education South Asia Pte Ltd
Chapter Objectives To generalize the procedure by formulating equations that can be plotted so that they describe the internal shear and moment throughout a member. To use the relations between distributed
More informationApplications of the Plate Membrane Theory
Chapter 2 Applications of the Plate Membrane Theory In this chapter we will give solutions for plates, which are loaded only on their edges. This implies that no distributed forces p x and p y occur, and
More information3. BEAMS: STRAIN, STRESS, DEFLECTIONS
3. BEAMS: STRAIN, STRESS, DEFLECTIONS The beam, or flexural member, is frequently encountered in structures and machines, and its elementary stress analysis constitutes one of the more interesting facets
More informationCHAPTER THREE SYMMETRIC BENDING OF CIRCLE PLATES
CHAPTER THREE SYMMETRIC BENDING OF CIRCLE PLATES * Governing equations in beam and plate bending ** Solution by superposition 1.1 From Beam Bending to Plate Bending 1.2 Governing Equations For Symmetric
More informationGeneral elastic beam with an elastic foundation
General elastic beam with an elastic foundation Figure 1 shows a beam-column on an elastic foundation. The beam is connected to a continuous series of foundation springs. The other end of the foundation
More informationFinite Element Method in Geotechnical Engineering
Finite Element Method in Geotechnical Engineering Short Course on + Dynamics Boulder, Colorado January 5-8, 2004 Stein Sture Professor of Civil Engineering University of Colorado at Boulder Contents Steps
More informationFree vibration analysis of elastically connected multiple-beams with general boundary conditions using improved Fourier series method
Free vibration analysis of elastically connected multiple-beams with general boundary conditions using improved Fourier series method Jingtao DU*; Deshui XU; Yufei ZHANG; Tiejun YANG; Zhigang LIU College
More informationComb Resonator Design (2)
Lecture 6: Comb Resonator Design () -Intro. to Mechanics of Materials Sh School of felectrical ti lengineering i and dcomputer Science, Si Seoul National University Nano/Micro Systems & Controls Laboratory
More informationRigid Pavement Mechanics. Curling Stresses
Rigid Pavement Mechanics Curling Stresses Major Distress Conditions Cracking Bottom-up transverse cracks Top-down transverse cracks Longitudinal cracks Corner breaks Punchouts (CRCP) 2 Major Distress Conditions
More informationFlexural analysis of deep beam subjected to parabolic load using refined shear deformation theory
Applied and Computational Mechanics 6 (2012) 163 172 Flexural analysis of deep beam subjected to parabolic load using refined shear deformation theory Y. M. Ghugal a,,a.g.dahake b a Applied Mechanics Department,
More informationLecture 8. Stress Strain in Multi-dimension
Lecture 8. Stress Strain in Multi-dimension Module. General Field Equations General Field Equations [] Equilibrium Equations in Elastic bodies xx x y z yx zx f x 0, etc [2] Kinematics xx u x x,etc. [3]
More informationSEMM Mechanics PhD Preliminary Exam Spring Consider a two-dimensional rigid motion, whose displacement field is given by
SEMM Mechanics PhD Preliminary Exam Spring 2014 1. Consider a two-dimensional rigid motion, whose displacement field is given by u(x) = [cos(β)x 1 + sin(β)x 2 X 1 ]e 1 + [ sin(β)x 1 + cos(β)x 2 X 2 ]e
More information2 Introduction to mechanics
21 Motivation Thermodynamic bodies are being characterized by two competing opposite phenomena, energy and entropy which some researchers in thermodynamics would classify as cause and chance or determinancy
More informationA short review of continuum mechanics
A short review of continuum mechanics Professor Anette M. Karlsson, Department of Mechanical ngineering, UD September, 006 This is a short and arbitrary review of continuum mechanics. Most of this material
More informationBeam Models. Wenbin Yu Utah State University, Logan, Utah April 13, 2012
Beam Models Wenbin Yu Utah State University, Logan, Utah 843-4130 April 13, 01 1 Introduction If a structure has one of its dimensions much larger than the other two, such as slender wings, rotor blades,
More informationResearch Article Free Vibration Analysis of an Euler Beam of Variable Width on the Winkler Foundation Using Homotopy Perturbation Method
Mathematical Problems in Engineering Volume 213, Article ID 721294, 9 pages http://dx.doi.org/1.1155/213/721294 Research Article Free Vibration Analysis of an Euler Beam of Variable Width on the Winkler
More informationAN INSIGHT INTO THE THEORETICAL BACKGROUND OF: SOIL STRUCTURE INTERACTION ANALYSIS OF DEEP FOUNDATIONS. Dr. Eng. Özgür BEZGİN
AN INSIGHT INTO THE THEORETICAL BACKGROUND OF: SOIL STRUCTURE INTERACTION ANALYSIS OF DEEP FOUNDATIONS Dr. Eng. Özgür BEZGİN İSTANBUL January 010 TABLE OF CONTENTS LITERATURE REVIEW AND THEORETICAL BACKGROUND...
More informationFlexure of Thick Cantilever Beam using Third Order Shear Deformation Theory
International Journal of Engineering Research and Development e-issn: 78-67X, p-issn: 78-8X, www.ijerd.com Volume 6, Issue 1 (April 13), PP. 9-14 Fleure of Thick Cantilever Beam using Third Order Shear
More informationCHAPTER OBJECTIVES Use various methods to determine the deflection and slope at specific pts on beams and shafts: 2. Discontinuity functions
1. Deflections of Beams and Shafts CHAPTER OBJECTIVES Use various methods to determine the deflection and slope at specific pts on beams and shafts: 1. Integration method. Discontinuity functions 3. Method
More informationQuintic beam closed form matrices (revised 2/21, 2/23/12) General elastic beam with an elastic foundation
General elastic beam with an elastic foundation Figure 1 shows a beam-column on an elastic foundation. The beam is connected to a continuous series of foundation springs. The other end of the foundation
More informationVariational Formulation of Plane Beam Element
13 Variational Formulation of Plane Beam Element IFEM Ch 13 Slide 1 Beams Resist Primarily Transverse Loads IFEM Ch 13 Slide 2 Transverse Loads are Transported to Supports by Flexural Action Neutral surface
More information7. Hierarchical modeling examples
7. Hierarchical modeling examples The objective of this chapter is to apply the hierarchical modeling approach discussed in Chapter 1 to three selected problems using the mathematical models studied in
More informationChapter 6: Cross-Sectional Properties of Structural Members
Chapter 6: Cross-Sectional Properties of Structural Members Introduction Beam design requires the knowledge of the following. Material strengths (allowable stresses) Critical shear and moment values Cross
More informationTheories of Straight Beams
EVPM3ed02 2016/6/10 7:20 page 71 #25 This is a part of the revised chapter in the new edition of the tetbook Energy Principles and Variational Methods in pplied Mechanics, which will appear in 2017. These
More informationP. M. Pankade 1, D. H. Tupe 2, G. R. Gandhe 3
ISSN: 78 7798 Volume 5, Issue 5, May 6 Static Fleural Analysis of Thick Beam Using Hyperbolic Shear Deformation Theory P. M. Pankade, D. H. Tupe, G. R. Gandhe P.G. Student, Dept. of Civil Engineering,
More informationGeneral Solutions for Axisymmetric Elasticity Problems of Elastic Half Space using Hankel Transform Method
ISSN (Print) : 19-861 ISSN (Online) : 975-44 General Solutions for Axisymmetric Elasticity Problems of Elastic Half Space using Hankel Transform Method Charles Chinwuba Ike Dept of Civil Engineering Enugu
More informationChapter 3. Load and Stress Analysis
Chapter 3 Load and Stress Analysis 2 Shear Force and Bending Moments in Beams Internal shear force V & bending moment M must ensure equilibrium Fig. 3 2 Sign Conventions for Bending and Shear Fig. 3 3
More information7.4 The Elementary Beam Theory
7.4 The Elementary Beam Theory In this section, problems involving long and slender beams are addressed. s with pressure vessels, the geometry of the beam, and the specific type of loading which will be
More informationPEAT SEISMOLOGY Lecture 2: Continuum mechanics
PEAT8002 - SEISMOLOGY Lecture 2: Continuum mechanics Nick Rawlinson Research School of Earth Sciences Australian National University Strain Strain is the formal description of the change in shape of a
More informationGeometry-dependent MITC method for a 2-node iso-beam element
Structural Engineering and Mechanics, Vol. 9, No. (8) 3-3 Geometry-dependent MITC method for a -node iso-beam element Phill-Seung Lee Samsung Heavy Industries, Seocho, Seoul 37-857, Korea Hyu-Chun Noh
More informationBeams on elastic foundation
Beams on elastic foundation I Basic concepts The beam lies on elastic foundation when under the applied eternal loads, the reaction forces of the foundation are proportional at every point to the deflection
More informationChapter 5 Elastic Strain, Deflection, and Stability 1. Elastic Stress-Strain Relationship
Chapter 5 Elastic Strain, Deflection, and Stability Elastic Stress-Strain Relationship A stress in the x-direction causes a strain in the x-direction by σ x also causes a strain in the y-direction & z-direction
More informationTable of Contents. Preface... 13
Table of Contents Preface... 13 Chapter 1. Vibrations of Continuous Elastic Solid Media... 17 1.1. Objective of the chapter... 17 1.2. Equations of motion and boundary conditions of continuous media...
More informationUNIVERSITA` DEGLI STUDI DI PADOVA
UNIVERSITA` DEGLI STUDI DI PADOVA SCUOLA DI INGEGNERIA Dipartimento ICEA Corso di Laurea Magistrale in Ingegneria Civile TESI DI LAUREA SOIL-STRUCTURE INTERACTION: REVIEW OF THE FUNDAMENTAL THEORIES Relatore:
More informationPLAT DAN CANGKANG (TKS 4219)
PLAT DAN CANGKANG (TKS 4219) SESI I: PLATES Dr.Eng. Achfas Zacoeb Dept. of Civil Engineering Brawijaya University INTRODUCTION Plates are straight, plane, two-dimensional structural components of which
More information7 TRANSVERSE SHEAR transverse shear stress longitudinal shear stresses
7 TRANSVERSE SHEAR Before we develop a relationship that describes the shear-stress distribution over the cross section of a beam, we will make some preliminary remarks regarding the way shear acts within
More informationIndian railway track analysis for displacement and vibration pattern estimation
Indian railway track analysis for displacement and vibration pattern estimation M. Mohanta 1, Gyan Setu 2, V. Ranjan 3, J. P. Srivastava 4, P. K. Sarkar 5 1, 3 Department of Mechanical and Aerospace Engineering,
More informationFinite element modelling of structural mechanics problems
1 Finite element modelling of structural mechanics problems Kjell Magne Mathisen Department of Structural Engineering Norwegian University of Science and Technology Lecture 10: Geilo Winter School - January,
More informationENGI Second Order Linear ODEs Page Second Order Linear Ordinary Differential Equations
ENGI 344 - Second Order Linear ODEs age -01. Second Order Linear Ordinary Differential Equations The general second order linear ordinary differential equation is of the form d y dy x Q x y Rx dx dx Of
More informationNONLINEAR ANALYSIS OF A FUNCTIONALLY GRADED BEAM RESTING ON THE ELASTIC NONLINEAR FOUNDATION
Journal of Theoretical and Applied Mechanics, Sofia, 2014, vol. 44, No. 2, pp. 71 82 NONLINEAR ANALYSIS OF A FUNCTIONALLY GRADED BEAM RESTING ON THE ELASTIC NONLINEAR FOUNDATION M. Arefi Department of
More informationMechanics of Solids notes
Mechanics of Solids notes 1 UNIT II Pure Bending Loading restrictions: As we are aware of the fact internal reactions developed on any cross-section of a beam may consists of a resultant normal force,
More informationMISG 2011, Problem 1: Coal Mine pillar extraction
MISG 2011, Problem 1: Coal Mine pillar extraction Group 1 and 2 January 14, 2011 Group 1 () Coal Mine pillar extraction January 14, 2011 1 / 30 Group members C. Please, D.P. Mason, M. Khalique, J. Medard.
More informationDeflection profile analysis of beams on two-parameter elastic subgrade
1(213) 263 282 Deflection profile analysis of beams on two-parameter elastic subgrade Abstract A procedure involving spectral Galerkin and integral transformation methods has been developed and applied
More informationBending of Simply Supported Isotropic and Composite Laminate Plates
Bending of Simply Supported Isotropic and Composite Laminate Plates Ernesto Gutierrez-Miravete 1 Isotropic Plates Consider simply a supported rectangular plate of isotropic material (length a, width b,
More informationDetermination of subgrade reaction modulus of two layered soil
3 r d International Conference on New Developments in Soil Mechanics and Geotechnical Engineering, 28-30 June 2012, Near East University, Nicosia, North Cyprus Determination of subgrade reaction modulus
More informationChapter 2 Buckling and Post-buckling of Beams
Chapter Buckling and Post-buckling of Beams Abstract This chapter presents buckling and post-buckling analysis of straight beams under thermal and mechanical loads. The Euler and Timoshenko beam theories
More informationA NEW REFINED THEORY OF PLATES WITH TRANSVERSE SHEAR DEFORMATION FOR MODERATELY THICK AND THICK PLATES
A NEW REFINED THEORY OF PLATES WITH TRANSVERSE SHEAR DEFORMATION FOR MODERATELY THICK AND THICK PLATES J.M. MARTÍNEZ VALLE Mechanics Department, EPS; Leonardo da Vinci Building, Rabanales Campus, Cordoba
More informationENG2000 Chapter 7 Beams. ENG2000: R.I. Hornsey Beam: 1
ENG2000 Chapter 7 Beams ENG2000: R.I. Hornsey Beam: 1 Overview In this chapter, we consider the stresses and moments present in loaded beams shear stress and bending moment diagrams We will also look at
More informationFree vibration analysis of beams by using a third-order shear deformation theory
Sādhanā Vol. 32, Part 3, June 2007, pp. 167 179. Printed in India Free vibration analysis of beams by using a third-order shear deformation theory MESUT ŞİMŞEK and TURGUT KOCTÜRK Department of Civil Engineering,
More informationNomenclature. Length of the panel between the supports. Width of the panel between the supports/ width of the beam
omenclature a b c f h Length of the panel between the supports Width of the panel between the supports/ width of the beam Sandwich beam/ panel core thickness Thickness of the panel face sheet Sandwich
More informationACCURATE MODELLING OF STRAIN DISCONTINUITIES IN BEAMS USING AN XFEM APPROACH
VI International Conference on Adaptive Modeling and Simulation ADMOS 213 J. P. Moitinho de Almeida, P. Díez, C. Tiago and N. Parés (Eds) ACCURATE MODELLING OF STRAIN DISCONTINUITIES IN BEAMS USING AN
More informationVIBRATION PROBLEMS IN ENGINEERING
VIBRATION PROBLEMS IN ENGINEERING FIFTH EDITION W. WEAVER, JR. Professor Emeritus of Structural Engineering The Late S. P. TIMOSHENKO Professor Emeritus of Engineering Mechanics The Late D. H. YOUNG Professor
More informationExamples: Solving nth Order Equations
Atoms L. Euler s Theorem The Atom List First Order. Solve 2y + 5y = 0. Examples: Solving nth Order Equations Second Order. Solve y + 2y + y = 0, y + 3y + 2y = 0 and y + 2y + 5y = 0. Third Order. Solve
More information