Engineering Mechanics of Materials4. 2 Solid Circular Shafts-Angle of Twist and Shearing Stresses 159 4. 3 Hollow Circular Shafts-Angle of Twist and Shearing Stresses 166 4. 4 Principal Stresses and Strains Associated with Torsion 173 4. 5 Analytical and Experimental Solutions for Torsion of Members of Noncircular Cross Sections 179 4. 6 Shearing Stress-Strain Properties 188 *4. 7 Computer Applications 195 5 Stresses in Beams 198 5. 1 Introduction 198 5. 2 Review of Properties of Areas 198 5. 3 Flexural Stresses due to Symmetric Bending of Beams 211 5. 4 Shear Stresses in Symmetrically Loaded Beams 230 *5. 5 Flexural Stresses due to Unsymmetric Bending of Beams 248 *5. 6 Computer Applications 258 Deflections of Beams 265 I 6. 1 Introduction 265 6. 2 Moment-Curvature Relationship 266 6. 3 Beam Deflections-Two Successive Integrations 268 6. 4 Derivatives of the Elastic Curve Equation and Their Physical Significance 280 6. 5 Beam Deflections-The Method of Superposition 290 6. 6 Construction of Moment Diagrams by Cantilever Parts 299 6. 7 Beam Deflections-The Area-Moment Method 302 *6. 8 Beam Deflections-Singularity Functions 319 *6. 9 Beam Deflections-Castigliano's Second Theorem 324 *6. 10 Computer Applications 332 7 Combined Stresses and Theories of Failure 336 7. 1 Introduction 336 7. 2 Axial and Torsional Stresses 336 Axial and Flexural Stresses 342 7. 3 Torsional and Flexural Stresses 352 7. 4 7. 5 Torsional, Flexural, and Axial Stresses 358 *7. 6 Theories of Failure 365 Computer Applications 378 *7. |
From inside the book
Results 1-5 of 88
Page 17
... constant and thus the slope of the T - x curve is a constant that equals 100 N - m / m regardless of the value of x in the interval ( 0 ≤ x ≤ 4 ) . Apply Eq . 1.4 : TA ( w / w Sec . 1.5 / Variable Torsional Loading - Torque ...
... constant and thus the slope of the T - x curve is a constant that equals 100 N - m / m regardless of the value of x in the interval ( 0 ≤ x ≤ 4 ) . Apply Eq . 1.4 : TA ( w / w Sec . 1.5 / Variable Torsional Loading - Torque ...
Page 21
... constant torque is applied to the shaft of Fig . P1.21 ( b ) while q is increased proportionately such that the total applied torque over this shaft segment remains at 40 k - ft . FIGURE P1.19 1.20 A stepped shaft is subjected to the ...
... constant torque is applied to the shaft of Fig . P1.21 ( b ) while q is increased proportionately such that the total applied torque over this shaft segment remains at 40 k - ft . FIGURE P1.19 1.20 A stepped shaft is subjected to the ...
Page 33
... constant less than unity . The value of k is not required , since the higher - order term is dropped to yield V dM dx ( 1.6 ) Graphically , Eq . 1.6 may be interpreted by referring to Fig . 1.17 ( b ) and ( c ) . The ordinate to the ...
... constant less than unity . The value of k is not required , since the higher - order term is dropped to yield V dM dx ( 1.6 ) Graphically , Eq . 1.6 may be interpreted by referring to Fig . 1.17 ( b ) and ( c ) . The ordinate to the ...
Page 35
B.B. Muvdi, J.W. McNabb. intensity is constant over the beam length and the shear diagram has a constant slope equal to the negative of this load intensity . Differentiate M with respect to x to obtain dM / dx = 1000 200x . By Eq . 1.6 ...
B.B. Muvdi, J.W. McNabb. intensity is constant over the beam length and the shear diagram has a constant slope equal to the negative of this load intensity . Differentiate M with respect to x to obtain dM / dx = 1000 200x . By Eq . 1.6 ...
Page 38
... constant because there are no external forces between A and B and the weight of the beam is ignored in this problem . Now consider sections between B and C ( i.e. , 10 < x < 30 ) : 1 Σ Ε = 0 Segment CD ( 30 < x < 45 ) : 1 Σ Ε , = 0 8.89 ...
... constant because there are no external forces between A and B and the weight of the beam is ignored in this problem . Now consider sections between B and C ( i.e. , 10 < x < 30 ) : 1 Σ Ε = 0 Segment CD ( 30 < x < 45 ) : 1 Σ Ε , = 0 8.89 ...
Contents
Stresses in Beams | 198 |
Deflections of Beams | 265 |
Combined Stresses and Theories of Failure | 336 |
Column Theory and Analyses | 384 |
Statically Indeterminate Members | 432 |
Introduction to Component Design | 484 |
Analysis and Design for Inelastic Behavior | 523 |
Analysis and Design for Impact and Fatigue Loadings | 552 |
Selected Topics | 590 |
13 7 | 625 |
APPENDIX | 647 |
Index | 687 |
Other editions - View all
Common terms and phrases
absolute maximum shear aluminum angle of twist applied Assume axes axial force axially loaded beam shown bending C₁ cantilever beam Castigliano's second theorem column compressive constant coordinate cross section cross-sectional area cylinder deflection deformation depicted in Fig diameter elastic curve equal equation equilibrium Euler EXAMPLE factor of safety FIGURE flexural stress FORTRAN free-body diagram k-ft k-in kN-m lb/ft length longitudinal M₁ material maximum shear stress modulus of elasticity Mohr's circle moment of inertia neutral axis normal stress obtained plane stress plane stress condition plot principal centroidal axis principal stresses r₁ radius ratio Refer to Fig rotation shaft shear force shear strain shown in Fig slope SOLUTION statically indeterminate steel stress element t₁ t₂ tensile Tmax torque torsional uniform load V₁ yield stress zero σ₁