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 1-3 of 79
Page 214
... distances v and c below the neutral axis , respectively , Eq . 5.6a leads to Ev & c v = ( 5.6b ) which shows that the strain is directly proportional to the distance from the neutral axis . The assumption is now made that the material ...
... distances v and c below the neutral axis , respectively , Eq . 5.6a leads to Ev & c v = ( 5.6b ) which shows that the strain is directly proportional to the distance from the neutral axis . The assumption is now made that the material ...
Page 237
... distance of 3 in . below the top of the section ( i.e. , at the junction between the horizontal rectangle and the two vertical rectangles ) , the width h may be taken either an infinitesimal distance above ( h = 4 in . ) or an ...
... distance of 3 in . below the top of the section ( i.e. , at the junction between the horizontal rectangle and the two vertical rectangles ) , the width h may be taken either an infinitesimal distance above ( h = 4 in . ) or an ...
Page 245
... distance to the right of the left support . ( b ) Compute the magnitude of the maximum horizontal shear stress at a position along the beam an infinitesi mal distance to the right of the left support . ( c ) Determine the magnitude of ...
... distance to the right of the left support . ( b ) Compute the magnitude of the maximum horizontal shear stress at a position along the beam an infinitesi mal distance to the right of the left support . ( c ) Determine the magnitude of ...
Contents
Stresses in Beams | 198 |
Deflections of Beams | 265 |
Combined Stresses and Theories of Failure | 336 |
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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 perpendicular plane stress plane stress condition plot principal centroidal axis principal stresses r₁ radius ratio rectangular 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