Mechanical Design II
Mechanical Design II ME 471
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This 9 page Class Notes was uploaded by Princess Rolfson on Saturday September 19, 2015. The Class Notes belongs to ME 471 at Michigan State University taught by Staff in Fall. Since its upload, it has received 59 views. For similar materials see /class/207543/me-471-michigan-state-university in Mechanical Engineering at Michigan State University.
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Date Created: 09/19/15
Elastic Strain Deflection 8 Stability gt Stress can not be measured but strain can Strain gage technolow SingleElement V l TvyoElement horizontal horiz amp vertic 0 O I equrangular rectangularm ThreeElement all directions t Lineary elastic str 33 Sea n relationship Hooke s Law strain 51 E uniaxia stress EYoung s Modulus C 6O EIastrcrty Modulus s 66 2 A g 40 B F Fracture 3 V 39 I 9 5 1 Se 36 2O 1 I Slope modulus of elasticity E l l G l gt lt 02 offset Strain e arbitary nonlinear scale gtAxt39al strain dy neg also causes NF Lateral strain dx Porsson s Ratio 9 lateral strain axial strain uniaxial 81 81 E 823 V 81 biaxial 61 v82 81 E E 8262v81 E E v8 v5 83 E1 E2 triaxial 51 v82 v53 81 E E E 8 62v61v63 2 E E E a 6sv61v62 3 E E E gtAxt39al strain also causes Lateral strain Poisson s Ratio lateral strain axial strain 81 UnIaXIaI Linear Strain s1 E T Bhear strain 7 E HOOk 5 Law Eshear modulus of elasticity G i 21 v Shear strain normally can t be measured directly E 7 39v Mohr Strain Circle Half shear strain Anges twice the real angles Strain Qdirection Shear Strain direction subs titu tev G I Y Z 8 8 8 8 ad cos 2d 2 2 Y sin 21 2 2 gtDeflecti0n or stiffness rather than stress is controlling factor in design 0 satisfying rigidity 0 preventing interference or disengagement of gears Elastic stable systems small disturbance corrected be elastic forces Tension Bending Torsion Compression short column Elastic unstable systems small disturbance can cause buckling collapse Compression slender column De ection in direction of Load p186 Tension or compression Deflection Spring Rate 5 a PL k i AE 0 L Section Material Rigidity Property Crossrsection area A L T H m b K0 H L K Section Property Table 52 6 in radiant Bending angular deflection ML M E K H E H L I moment of inertia about M 7 neutral bending axis De ection not in direction of Load Bending linear deflection I moment of inertia about neutral bending axis Cantilever beam loaded at end P L 5 l we tzL I 351 5 L3 I moment of inertia about neutral bending axis Table 52 Section Properties for Torsional Deflection T39 d K39J 7Td4 32 C w d0 K39Jld d 32 l Ki 2 77604 32 J 02 92 K 0021614 lal O K 269a4 a lt E 16 3 I 1 1214 lt a gt Ella K 0140604 61 Appendix D Shear Moment amp Deflection for Beams Use Method of Superposition At any point you can sum the deflection due to individual loads Cantilever Beams D i P pu I l amen v P 1 quot 0 Beams with Fixed Ends D3 Simply Supported Beams D2 w wL x gt L 2 wL2 2 WL M 2 e004 7008 7012 Tangent Doint 0126 I I Area 07 220 l N Area 140 kNmm Area 360 kNmm 718 39 2 22 4 Area 58000 kNmm A 36000 8 A 11000 980 846 A 73 A 039457 X 10 5 67 0 270 gtlt 103 512 39 39 33967 069 041793 194 247 K 028 X10 0220 x103 AO565x10 76 m A13gtlt10 Azaxl E B O g g g 8 0838 0835 gt 1 E 0270 3 08 7 o E 2 39 AO120 mm 04 A 0011 A O I 0022 O OlO7 A 704 0093 mm A20 0 E 0 708 677 E S O m 3 71096 g 1 109 True line of 4 5 zero deflection 0001 00 0115 Parallel to true line 0119 of zero deflection Absolute slope mrad ml d6 dx Load Intensity Shear Forces Bending Momem Shape De ec o
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