File Name: stresses in beams plates and shells .zip
Ugural A. Buckling analysis of orthtropic, stiffened, and sandwich plates and shells is presented.
- Plates and Shells
- Stresses in Plates and Shells.a.C. Ugural
- Stresses in Plates and Shells.a.C. Ugural
Beam-columns are defined as members subject to combined bending and compression. Where the stress and strain in axial loading is constant, the bending strain and stress is a linear function through th.
Advanced Mechanics of Solids pp Cite as. Plates with plane middle surface, and forces acting parallel to this middle surface. In the sequel we will call this a disk. Plates with plane middle surfaces, and forces acting perpendicular to the middle surfaces, and.
Plates and Shells
Thank you for interesting in our services. We are a non-profit group that run this website to share documents. We need your help to maintenance this website. Please help us to share our service with your friends. Home Stresses in Plates and Shells. Ugural Stresses in Plates and Shells. Share Embed Donate. Ugural, Ph. The editor was Frank J. Cerra; the production supervisor was Donna Piligra. Fairfield Graphics was printer and binder.
All rights reserved. Printed ill th!! No part of this publication may be reproduced, stored in a retrieval system, or transmitted, in any form or by means, electronic, mechanical, photocopying, recording, or otherwise, with om the prior written permission of the publisher. Includes bibliographical references and index. Plates Engineering 2, Shells Engineering 3. Strains and stresses, l. P6U39 Substituting Eq.
The boundary conditions at the edges of an annular circular plate of outer radius a and inner radius b may readily be written by referring to Egs. They are listed in Table 2. It is noted that the inner or outer radius is represented by "0' Clearly. Table 2.
The situation described is the axisymmetl'ical bending of the plate. For this case, only M" M. The moments and shear force, in an axisymmetrically loaded circular plate, are found from Eqs.
It is seen from a comparison of Eq. The lateral displacement w is expressed by Eq. The constants of integration the c's in this equation are determined for various particular cases described below. Plate with clamped edge Fig. SatisfYing Eqs. It is observed that the maximum moment occurs at the edge. Thus, wehave e In Fig, 2. The curves are parabolas expressed by Eqs.
Plate with simply supported edge Fig. The values of C, and ", in Eq. G, 4 Base for supported edge o 0. When the load resistance of a plate is limited by the large deflections, the results relatedta the simply supported case will be cOllsewative. In addition, the analysis of a simply supported plate is, in geileral, much simpler than that of a plate with restrained edges, recommending its use in practice.
Actually, many support members tolerate some degree of flexibility, and a condition of true edge fixity is especially difficult to obtain. As a result, a partially restrained plate exhibits deforinations nearly identical with those of a hinged plate. Based upon these considerations, a designer sometimes simplifies the model of the original clamped plate, using instead a hinged plate. To attain more accurate results, however, the effect of a definite amount of edge yielding or relaxation of the fixing moment can often be accommodated by the fonnulas for edge slope and the method of superposition.
We observe from Fig. It is noted however that owing to a small degree of yielding or loosening at a nominally clamped edge, the stresses will be considerably lessened there, while the deflection and stress will increase at the center. Thus, for uniformlY loaded ordinary plate structures of clamped edge, the maximum stress will be somewhat higher than obtained above.
This is also valid for the plates with clamped edges of any other shape. Example 2. The plate is made of an isotropic material of tensile yield strength Jr. Use the maximum energy of distortion theory to predict the loadcarrying capacity of the plate. The principal stress components occur at the built-in edge and, referring to Fig. We now demonstrate that the solutions for deflection of thin plates based upon the bending strains only, yield results of acceptable accuracy.
Gt Consider. The deflection owino to the shear is 3. Introducing this value of Q, into Eq. Analysis by a more elaborate method indicates. Several other cases of practical importance can also be treated on the basis of the mathematical analyses described in the foregoing sections' For reference purposes Table 2.
Line load P! Plate loaded by shear force Q, at inner edge Fig. This must be equal to 2"rQ" a Figure 2. S Table 2. U""i i u Inner and outer t-'dges clamped c. Shown in Fig. Figure 2. The solutions for each of the latter two cases are known from Sees. Hence, the deflection and stress at allY point of the plate in Fig. Employing similar procedures, annular plates with various load and edge conditions may be treated.
Design calculations are often facilitated by this type of compilation. We now consider the case of a plate supportedcontinllollsly along its bottom surface by a foundation, itself assumed to experience elastic deformation.
ATES any point. The above assumption with respect to the nature of the support not only leads to equations amenable to solution, but approximates closely many real situations. We shall apply the Ritz method Sec. In this case of axis ymmetrica I bending. If we retain, for example, only the first two terms of Eq. We now turn to asymmetrical bending. For analysis of deflection and stress we must obtain appropriate solutions of the governing differential equation 2.
Consider the case of a clamped circular plate of radius a and subjected to a linearly varying or hydrostatic loading represented by ,. The particular solution corresponding to Po, referring to Sec. Owing to the nature of p and wp' we take only the terms of series 2. Hence, d The conditions b combined with Eqs. The expressions for the bending and twisting moments are, h'mn Egs. The method utilizes the reciprocity theorem together with expressions for deflection ofaxisymmetricaUy bent plates.
Consider, for example, the forces P, and P 2 acting at the center and at r any 0 of a circular plate with simply supported edge Fig. According to the reciprocity theorem,' due to E.
Betti and Lord Rayleigh, we may write: a That is, the work done by P, owing to displacement w" due to 1'" is equal to the work done by P, owing to displacement IVI2 due to 1',. The deflection at the center IV, of a circular plate with a nonuniform loading p r, IJ but symmetric boundary conditions may therefore be determined through application of Eg. Upon substituting 1' 1'.
I of the preceding section. Several applications immediately come to mind: turbine disks, clutches, and pistons of reciprocating machinery. Consider a circular plate Fig. Note that radial lengths of the segments need not be equal, but that the thickness is taken as constant for each. For each element defined as in Fig. In order to accommodate the substitution of a series of constant-thickness elements for the original structure of varying thickness, it is necessary to match slopes and moments at the boundary between adjacent segments.
The boundary conditions are handled in the usual manner. As the method treats the plate as a collection of constant-thickness disks, it is unnecessary to determine an analytical expression for thickness as a function of radius. Prior to illustrating the technique by means of a numerical example, the general calculation procedure is outlined. A knowledge of the derivation of the basic relationships [Sec.
Consider, with this end in mind, a plate subdivided into a number of annular elements with the applied lateral loading on each element denoted Q, the average load on that element Fig.
Stresses in Plates and Shells.a.C. Ugural
Stress resultants are simplified representations of the stress state in structural elements such as beams , plates , or shells. As a consequence the three traction components that vary from point to point in a cross-section can be replaced with a set of resultant forces and resultant moments. These are the stress resultants also called membrane forces , shear forces , and bending moment that may be used to determine the detailed stress state in the structural element. A three-dimensional problem can then be reduced to a one-dimensional problem for beams or a two-dimensional problem for plates and shells. Stress resultants are defined as integrals of stress over the thickness of a structural element.
Ugural's book thoroughly explains how stresses in beam, plate, and shell structures can be predicted and analyzed. Du kanske gillar. The Book Keith Houston Inbunden. Inbunden Engelska, Noted for its practical, student-friendly approach to graduate-level mechanics, this volume is considered one of the top references-for students or professioals-on the subject of elasticity and stress in construction. The author presents many examples and applications to review and support several foundational concepts. The more advanced concepts in elasticity and stress are analyzed and introduced gradually, accompanied by even more examples and engineering applications in addition to numerous illustrations.
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Stresses in Plates and Shells.a.C. Ugural
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Torsion T L max b T Fig. Nature of Problem fhe term composite section is used to indicate a beam-section composed of two or more portions, each possessing different elastic properties. You may view the user guide here. An example of this is a box beam that consists of two rectangular sections, as shown below.
solution manual stresses in plates and shells
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