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 82
Page 10
... m 20 kN 3 m 3 m R 25 kN 25 kN 15 kN 15 kN FIGURE P1.4 20 kN 1.2 A hanger rod supports part of a walkway which delivers a vertical force of 200 kN at the lower end of the 20 - m - long rod . If the rod weighs 160 N / m , draw the axial ...
... m 20 kN 3 m 3 m R 25 kN 25 kN 15 kN 15 kN FIGURE P1.4 20 kN 1.2 A hanger rod supports part of a walkway which delivers a vertical force of 200 kN at the lower end of the 20 - m - long rod . If the rod weighs 160 N / m , draw the axial ...
Page 12
... kN A B 25 kN 74 kN 10 ft B 200 lb 0 4 kN 25 kN + 4 m 10 m FIGURE P1.11 4 m 1.12 The member shown in Fig . P1.12 is subjected to the system of forces shown and is fastened to a support at point A. Determine the reaction at the support ...
... kN A B 25 kN 74 kN 10 ft B 200 lb 0 4 kN 25 kN + 4 m 10 m FIGURE P1.11 4 m 1.12 The member shown in Fig . P1.12 is subjected to the system of forces shown and is fastened to a support at point A. Determine the reaction at the support ...
Page 29
... kN 30 kN 6 KN 10 kN A 40 kN 30 kN A 2 m + 4 m || 1 1 m | 2m | -3 m 3 m + 3 m IC + m + FIGURE P1.35 тв 2 m + 3 m FIGURE P1.32 1.33 Without finding the reactions at the right end of the cantilever beam of Fig . P1.33 , determine the shear ...
... kN 30 kN 6 KN 10 kN A 40 kN 30 kN A 2 m + 4 m || 1 1 m | 2m | -3 m 3 m + 3 m IC + m + FIGURE P1.35 тв 2 m + 3 m FIGURE P1.32 1.33 Without finding the reactions at the right end of the cantilever beam of Fig . P1.33 , determine the shear ...
Page 52
... m long to determine the axial force , shear , and moment acting on a vertical section . Relate these values to your diagrams . 4 kN / m and moment acting at this section by considering both left and right free - body diagrams . Compare ...
... m long to determine the axial force , shear , and moment acting on a vertical section . Relate these values to your diagrams . 4 kN / m and moment acting at this section by considering both left and right free - body diagrams . Compare ...
Page 59
... m , W 2 kN / m . Output : X ( m ) V ( kN ) M ( kN - m ) ( b ) Two - story building column forces FIGURE CP1.3 012 -2 -4 024 0 - 1 -4 3 -6 -9 4 - 8 - 16 ( b ) A two - story building has column spacings at all levels : A 30 ft , B = 30 ft ...
... m , W 2 kN / m . Output : X ( m ) V ( kN ) M ( kN - m ) ( b ) Two - story building column forces FIGURE CP1.3 012 -2 -4 024 0 - 1 -4 3 -6 -9 4 - 8 - 16 ( b ) A two - story building has column spacings at all levels : A 30 ft , B = 30 ft ...
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 |
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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