What people are saying - Write a review
We haven't found any reviews in the usual places.
Other editions - View all
abutment displacements according to Eq acting angle applied arch ring axes becomes bottom chord center of moments chord members compression members computed conventional loading critical sections cu.ft dead load deflection polygon determined direction elastic loads end ordinate equal equations equilibrium polygon external forces extrados extreme fiber factor falsework force H force polygon frame gives Hence horizontal girders indeterminate structure influence area intersect kernel points kips lever arm live load load divide loaded chord method moving load negative obtained panel points pin points pole distance polygon drawn positive principal system produced redundant conditions represent resultant polygon scale of lengths secondary stresses shear shown in Fig solution span sq.in statically statically determinate stress influence line sum A line supports Table temperature stresses theory of elasticity thrust top chord triangle truss unit load unit stresses values vertical deflections vertical girder Xa influence line zero
Page 369 - LIBRARY GRADUATE SCHOOL OF ENGINEERING HARVARD UNIVERSITY Please sign your name and address on this card, and deposit in box provided. This book may be kept...
Page 78 - In a hook of circular section the distance from the center of gravity of the section to the line of the load is 3 inches.
Page 1 - ... the displacement of its point of application in the direction of the force.
Page 267 - This will terid -to equalize the stresses carried by the component parts of the member. ' -• , ': ' ' • .'.. : (52) The cross-sections of members should be so chosen that the material is concentrated as far from the neutral axis as possible, thus securing the largest moments of inertia for the smallest over all dimensions, (g 129). The cross form is thus the least advantageous "while a square box form is the most desirable. However, consideration must be given to the fact that when the secondary...
Page 303 - ... these recommendations require the fulfillment of the following conditions : 1. The abutments must be perfectly rigid. 2. The falsework must retain its form during the period of construction of the arch ring. 3. The masonry must be of the best quality. 4. The construction of the arch ring must be most carefully conducted. 5. The falsework must not be released until the mortar has thoroughly set. 6. When the falsework is released, it must be done gradually and uniformly.
Page 299 - ís the bending moment in inch pounds, y the distance from the neutral axis to the extreme fiber, and I the amount of inertia. A section must of course be assumed at the outset and it may be necessary to modify this to come within the requirements. It is necessary also to calculate the stresses at the most unfavorable section, and to see that there is sufficient metal across the corners to prevent...
Page 268 - In choosing between different styles of trusses, those of the statically determinate class should always receive preference, other things being equal. The primary stresses will usually be less than in similar indeterminate systems, especially when temperature stresses are included.
Page 301 - The natural deformations in the arch, caused by shrinkage of the masonry or concrete, due to the setting process, stress and temperature, usually cause cracks, which, while rarely of a serious character, are reasons for discouragement to the engineer, who has probably applied every known precaution to prevent their occurrence.