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Shear deformable beams and plates : relationships with classical solutions /
Most books on the theory and analysis of beams and plates deal with the classical (Euler-Bernoulli/Kirchoff) theories but few include shear deformation theories in detail. The classical beam/plate theory is not adequate in providing accurate bending, buckling, and vibration results when the thicknes...
| Clasificación: | Libro Electrónico |
|---|---|
| Autor principal: | |
| Otros Autores: | , |
| Formato: | Electrónico eBook |
| Idioma: | Inglés |
| Publicado: |
Amsterdam ; New York :
Elsevier,
2000.
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| Temas: | |
| Acceso en línea: | Texto completo |
MARC
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| 100 | 1 | |a Wang, C. M. | |
| 245 | 1 | 0 | |a Shear deformable beams and plates : |b relationships with classical solutions / |c C.M. Wang, J.N. Reddy, K.H. Lee. |
| 260 | |a Amsterdam ; |a New York : |b Elsevier, |c 2000. | ||
| 300 | |a 1 online resource (xiv, 296 pages) : |b illustrations | ||
| 336 | |a text |b txt |2 rdacontent | ||
| 337 | |a computer |b c |2 rdamedia | ||
| 338 | |a online resource |b cr |2 rdacarrier | ||
| 347 | |a data file | ||
| 504 | |a Includes bibliographical references (pages 279-291) and index. | ||
| 505 | 0 | |a Cover -- Contents -- Preface -- Chapter 1. Introduction -- 1.1 Preliminary Comments -- 1.2 An Overview of Plate Theories -- 1.3 Present Study -- Problems -- Part 1: Beams -- Chapter 2. Bending of Beams -- 2.1 Beam Theories -- 2.2 Relationships Between EBT and TBT -- 2.3 Relationships Between EBT and RBT -- 2.4 Examples -- 2.5 Summary -- Problems -- Chapter 3. Shear -- Flexural Stiffness Matrix -- 3.1 Introduction -- 3.2 Summary of Relationships -- 3.3 Stiffness Matrix -- 3.4 Frame Structure -- An Example -- 3.5 Concluding Remarks -- Problems -- Chapter 4. Buckling of Columns -- 4.1 Introduction -- 4.2 Relationship Between Euler-Bernoulli -- 4.3 Relationship Between Euler-Bernoulli and Reddy-Bickford Columns -- 4.4 Concluding Remarks -- Problems -- Chapter 5. Tapered Beams -- 5.1 Introduction -- 5.2 Stress Resultant- Displacement Relations -- 5.3 Equilibrium Equations -- 5.4 Deflection and Force Relationships -- 5.5 Symmetrically Laminated Beams -- 5.6 Concluding Remarks -- Problems -- Part 2: Plates -- Chapter 6. Theories of Plate Bending -- 6.1 Overview of Plate Theories -- 6.2 Classical (Kirchhoff) Plate Theory (CPT) -- 6.3 First-Order Shear Deformation Plate Theory (FSDT) -- 6.4 Third-Order Shear Deformation Plate Theory (TSDT) -- Problems -- Chapter 7. Bending Relationships for Simply Supported Plates -- 7.1 Introduction -- 7.2 Relationships Between CPT and FSDT -- 7.3 Examples -- 7.4 Relationships Between CPT and TSDT -- 7.5 Closure -- Problems -- Chapter 8. Bending Relationships for L�evy Solutions -- 8.1 Introduction -- 8.2 Governing Equations -- 8.3 Bending Relationships -- 8.4 Numerical Results -- Problems -- Chapter 9. Bending Relationships for Circular and Annular Plates -- 9.1 Governing Equations -- 9.2 Relationships Between CPT and FSDT -- 9.3 Relationships Between CPT and TSDT -- 9.4 Closure -- Problems -- Chapter 10. Bending Relationships for Sectorial Plates -- 10.1 Introduction -- 10.2 Formulation -- 10.3 Exact Bending Relationships -- 10.4 Examples -- 10.5 Conclusions -- Problems -- Chapter 11. Buckling Relationships -- 11.1 Polygonal Plates -- 11.2 Circular Plates -- 11.3 Sectorial Mindlin Plates -- Problems -- Chapter 12. Free Vibration Relationships -- 12.1 Introduction -- 12.2 Relationships Between CPT and FSDT -- 12.3 Relationships Between CPT and TSDT -- 12.4 Concluding Remarks -- Problems -- Chapter 13. Relationships for Inhomogeneous Plates -- 13.1 Deflection Relationships for Sandwich Plates -- 13.2 Deflection Relationships for Functionally Graded Circular Plates -- 13.3 Buckling Load Relationships for Sandwich Mindlin Plates -- 13.4 Free Vibration Relationships for Sandwich Plates -- 13.5 Summary -- References -- Subject Index -- Last Page. | |
| 520 | |a Most books on the theory and analysis of beams and plates deal with the classical (Euler-Bernoulli/Kirchoff) theories but few include shear deformation theories in detail. The classical beam/plate theory is not adequate in providing accurate bending, buckling, and vibration results when the thickness-to-length ratio of the beam/plate is relatively large. This is because the effect of transverse shear strains, neglected in the classical theory, becomes significant in deep beams and thick plates. This book illustrates how shear deformation theories provide accurate solutions compared to the clas. | ||
| 588 | 0 | |a Print version record. | |
| 650 | 0 | |a Plates (Engineering) |x Mathematical models. | |
| 650 | 0 | |a Girders |x Mathematical models. | |
| 650 | 0 | |a Shear (Mechanics) | |
| 650 | 0 | |a Deformations (Mechanics) | |
| 650 | 0 | |a Mathematical analysis. | |
| 650 | 6 | |a Plaques (Ing�enierie) |0 (CaQQLa)201-0038979 |x Mod�eles math�ematiques. |0 (CaQQLa)201-0379082 | |
| 650 | 6 | |a Poutres |0 (CaQQLa)201-0000430 |x Mod�eles math�ematiques. |0 (CaQQLa)201-0379082 | |
| 650 | 6 | |a Cisaillement (M�ecanique) |0 (CaQQLa)201-0036101 | |
| 650 | 6 | |a D�eformations (M�ecanique) |0 (CaQQLa)201-0011025 | |
| 650 | 6 | |a Analyse math�ematique. |0 (CaQQLa)201-0001156 | |
| 650 | 7 | |a shear stress. |2 aat |0 (CStmoGRI)aat300072894 | |
| 650 | 7 | |a deformation. |2 aat |0 (CStmoGRI)aat300072976 | |
| 650 | 7 | |a TECHNOLOGY & ENGINEERING |x Structural. |2 bisacsh | |
| 650 | 7 | |a Deformations (Mechanics) |2 fast |0 (OCoLC)fst00889780 | |
| 650 | 7 | |a Girders |x Mathematical models |2 fast |0 (OCoLC)fst00942830 | |
| 650 | 7 | |a Mathematical analysis |2 fast |0 (OCoLC)fst01012068 | |
| 650 | 7 | |a Plates (Engineering) |x Mathematical models |2 fast |0 (OCoLC)fst01066793 | |
| 650 | 7 | |a Shear (Mechanics) |2 fast |0 (OCoLC)fst01115422 | |
| 700 | 1 | |a Reddy, J. N. |q (Junuthula Narasimha), |d 1945- | |
| 700 | 1 | |a Lee, K. H. | |
| 776 | 0 | 8 | |i Print version: |a Wang, C.M. |t Shear deformable beams and plates. |d Amsterdam ; New York : Elsevier, 2000 |w (DLC) 00035437 |
| 856 | 4 | 0 | |u https://sciencedirect.uam.elogim.com/science/book/9780080437842 |z Texto completo |