Strength of Materials |
From inside the book
Results 1-3 of 40
Page 200
... Fig . P7-11 2 ft 1 ft -3 in . 20 cm 8. 2 ft 50 in . E = 5 × 106 psi Fig . P7-7 5000 lb 500 lb 4 - in . dia . 10 - cm dia . T 5 ft E = 20 × 106 psi Fig . P7-9 40 cm E = 15 GPa Fig . P7-10 8 in . 20 cm 2 kN A 2 m E = 30 GPa Fig . P7-8 6 in ...
... Fig . P7-11 2 ft 1 ft -3 in . 20 cm 8. 2 ft 50 in . E = 5 × 106 psi Fig . P7-7 5000 lb 500 lb 4 - in . dia . 10 - cm dia . T 5 ft E = 20 × 106 psi Fig . P7-9 40 cm E = 15 GPa Fig . P7-10 8 in . 20 cm 2 kN A 2 m E = 30 GPa Fig . P7-8 6 in ...
Page 202
... Fig . P7-19 2 cm 4 m T E = 200 GPa Fig . P7-18 4 in . 10 cm 1 kN / m 5 in . 5 m 1 m A 100 lb / ft 5 - in . O.D. 4 - in . I.D. 8 ft 2 ft E = 15 x 106 psi Fig . P7-21 20 - mm O.D. 18 - mm I.D. O 2 N / m 30 cm E = 120 GPa Fig . P7-22 E ...
... Fig . P7-19 2 cm 4 m T E = 200 GPa Fig . P7-18 4 in . 10 cm 1 kN / m 5 in . 5 m 1 m A 100 lb / ft 5 - in . O.D. 4 - in . I.D. 8 ft 2 ft E = 15 x 106 psi Fig . P7-21 20 - mm O.D. 18 - mm I.D. O 2 N / m 30 cm E = 120 GPa Fig . P7-22 E ...
Page 205
... GPa Fig . P7-32 2 kN m 1 m 7 ft 50 lb / ft E = 30 × 106 psi Fig . P7-33 5 KN 2 m E = 200 GPa E = 3 × 106 psi Fig . P7-35 3 mm 3 mm 0.5 in . 8 in . 2 in . 3 ft 0.5 in . 1.5 cm 20 cm I m 1.5 cm Fig . P7-34 2 in . 2 in . A 0.5 m 1 m E = 20 GPa ...
... GPa Fig . P7-32 2 kN m 1 m 7 ft 50 lb / ft E = 30 × 106 psi Fig . P7-33 5 KN 2 m E = 200 GPa E = 3 × 106 psi Fig . P7-35 3 mm 3 mm 0.5 in . 8 in . 2 in . 3 ft 0.5 in . 1.5 cm 20 cm I m 1.5 cm Fig . P7-34 2 in . 2 in . A 0.5 m 1 m E = 20 GPa ...
Contents
INTRODUCTION | 1 |
2 | 36 |
MECHANICAL PROPERTIES OF MATERIALS | 73 |
Copyright | |
13 other sections not shown
Common terms and phrases
angle applied Assume axial beam bending brittle buckling calculated caused cm² column compressive stress concrete Consider constant crack cross section cross-sectional area curvature cyclic cylindrical deflection Determine diameter ductile elastic strain element elongation equations equilibrium EXAMPLE extensometer external load factors of safety failure fatigue fibers fracture free-body diagram ft-lb given GPa Fig implant in² increase lb/ft magnitude maximum shear stress maximum stress metal minimum modulus Mohr's circle neutral axis normal stress notch plane plastic deformation plate plot pole pressure Prob problems R₁ radius residual stresses shaft shear force shear strain shear strength shown in Fig Solution specimen steel strain gages strength of materials stress distribution stress-strain curve temperature tensile stress tension thickness Tmax torque torsion tube versus vertical weld wire yield strength zero