## Structural analysis |

### From inside the book

Results 1-3 of 57

Page 157

After the known forces are

member 2-3, and another line is

intersection is point 3, which in this case lies along the previously

After the known forces are

**drawn**in, a line is**drawn**through point 2 parallel tomember 2-3, and another line is

**drawn**through A parallel to member 3-A. Theirintersection is point 3, which in this case lies along the previously

**drawn**line, A-1.Page 160

Finally, a line is

left, pushes against the joint, and is compressive. Similarly, the direction from ...

Finally, a line is

**drawn**through C parallel to C-2 and another line parallel to 2-1 is**drawn**through 1, their intersection being point 2. The diagram shows C-2 is to theleft, pushes against the joint, and is compressive. Similarly, the direction from ...

Page 358

Points a and b must coincide at the new position of joint Ut\ therefore with U0 as a

center an arc of radius, U0b is

L0a is

Points a and b must coincide at the new position of joint Ut\ therefore with U0 as a

center an arc of radius, U0b is

**drawn**, and with L0 as a center an arc of radius,L0a is

**drawn**. The intersection of the arcs gives U'v the new position of Ur For ...### What people are saying - Write a review

We haven't found any reviews in the usual places.

### Contents

Reactions | 14 |

Reactions for Cantilever and ArchType | 32 |

Problems | 42 |

Copyright | |

26 other sections not shown

### Other editions - View all

### 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