## Structural analysis |

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Page 465

22.1 Introduction George A. Maney introduced

University of Minnesota engineering publication [1]. His work was an extension of

earlier studies of secondary stresses by Manderla [2] and Mohr [3]. For nearly 15

years, ...

22.1 Introduction George A. Maney introduced

**slope deflection**in a 1915University of Minnesota engineering publication [1]. His work was an extension of

earlier studies of secondary stresses by Manderla [2] and Mohr [3]. For nearly 15

years, ...

Page 466

A study of

moment distribution. 3.

obtained by moment distribution. 4. The

determined ...

A study of

**slope deflection**serves as an excellent background for understandingmoment distribution. 3.

**Slope deflection**is a good method for checking resultsobtained by moment distribution. 4. The

**slopes and deflections**that aredetermined ...

Page 469

The work of solving those equations was considerable for highly redundant

structures.

analyzing multiredun- dant structures because the unknown moments are

expressed ...

The work of solving those equations was considerable for highly redundant

structures.

**Slope deflection**appreciably reduces the amount of work involved inanalyzing multiredun- dant structures because the unknown moments are

expressed ...

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### Contents

Reactions | 14 |

Reactions for Cantilever and ArchType | 32 |

Problems | 42 |

Copyright | |

26 other sections not shown

### Other editions - View all

Structural Analysis: Using Classical and Matrix Methods James K. Nelson, Jr.,Jack C. McCormac No preview available - 2003 |

### Common terms and phrases

20 ft Problem AASHTO accompanying illustration analysis analyzed assumed beam of Fig beam shown bridge calculations cantilever cause centerline Chapter chord column component of force compression compression members computed concentrated load considered contraflexure determined diagonals drawn elastic EXAMPLE external loads Figure fixed-end moments force in member force polygon free body ft 20 ft girder influence line intersection joint L0 line of action live loads M/EI diagram matrix maximum shear member forces method of joints method of moments obtained ordinates panel points plastic analysis plastic hinge points of inflection positive reaction components redundant resultant rotation section 1-1 shown in Fig sign convention simple beam simultaneous equations slope and deflection Solution space frames span statically indeterminate structures steel stress taking moments tension theorem truss members truss of Fig truss of Prob truss shown uniform load unit load unknown unstable values vertical components zero