## Strength of Materials |

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Page 394

In order for

bending which occurs during buckling must not exceed the proportional limit.

This stress may be found by replacing in

by its ...

In order for

**Euler's formula**to be applicable, the stress accompanying thebending which occurs during buckling must not exceed the proportional limit.

This stress may be found by replacing in

**Euler's formula**the moment of inertia /by its ...

Page 395

100,

stress. The curve also shows that the critical or allowable stress on a column

decreases rapidly as the slenderness ratio increases; hence it is good design to

keep ...

100,

**Euler's formula**is not valid, and the proportional limit is taken as the criticalstress. The curve also shows that the critical or allowable stress on a column

decreases rapidly as the slenderness ratio increases; hence it is good design to

keep ...

Page 396

Using this effective length in place of the actual length, we find that the criteria for

The lightest section that satisfies these conditions is the 16 WF 50 section with ...

Using this effective length in place of the actual length, we find that the criteria for

**Euler's formula**are PL2 _ 300,000(185)2 4 1 - E** - (30 X 106) t2 " d4'7 m- andThe lightest section that satisfies these conditions is the 16 WF 50 section with ...

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### Common terms and phrases

acting actual allowable angle applied assumed axes axis beam shown bending bending moment cantilever carries caused centroid circle CN CN column compressive compressive stress compute concentrated consider constant couple cross section deflection deformation Determine developed diameter direction distance distributed distributed load effect elastic curve element equal equation equivalent expressed flange flexural stress force formula ft-lb given gives Hence horizontal ILLUSTRATIVE inertia lb/ft length limit load loaded as shown material maximum method midspan moments negative neutral axis obtain occurs plane plate positive Prob PROBLEMS produce reaction reference relation resisting respect restrained resultant rivet segment shear diagram shearing stress shown in Fig shows simply supported slope Solution Solve span steel strain strength supported Table tangent tensile thickness varies vertical wall weight weld yield zero