## Strength of Materials |

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Page 30

It is almost synonymous with

a material may carry . In actual design , the

to values not exceeding the proportional limit so as not to invalidate the stress ...

It is almost synonymous with

**allowable**stress , which is the maximum safe stressa material may carry . In actual design , the

**allowable**stress Sw should be limitedto values not exceeding the proportional limit so as not to invalidate the stress ...

Page 406

10 , 000 psi and the

b . Using the concept of an effective length , we find that a column with built - in or

fixed ends is equivalent to a hinged column of half the actual length . Hence ...

10 , 000 psi and the

**allowable**load is P = ( 22 . 94 ) ( 10 , 000 ) = 229 , 400 lb Partb . Using the concept of an effective length , we find that a column with built - in or

fixed ends is equivalent to a hinged column of half the actual length . Hence ...

Page 436

12 - 11 if the

000 psi . Use 4 - in . rivets , plate width p = 11 in . , thickness of main plate = { in .

and of each strap plate = š in . Ans . P = 101 , 200 lb 1221 . In the joint in Illus .

12 - 11 if the

**allowable**stresses are S , = 15 , 000 , S , = 20 , 000 , and So = 40 ,000 psi . Use 4 - in . rivets , plate width p = 11 in . , thickness of main plate = { in .

and of each strap plate = š in . Ans . P = 101 , 200 lb 1221 . In the joint in Illus .

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### Contents

List of Symbols and Abbreviations | xvi |

SIMPLE STRAIN | 26 |

TORSION | 60 |

Copyright | |

18 other sections not shown

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### Common terms and phrases

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