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Analysis of Classic Arches: Three Hinged, Two Hinged, and Hingeless, of ...
Joseph W. Balet
No preview available - 2015
abutments Appendix arch axis arch rib assumed bars beam bending bottom chord center of gravity change in temperature Chapter components concrete core point crown hinge curvature dead load deflections caused drawn parallel eccentricity elastic theory equal equation exterior forces extreme fibers falsework force H force passing force polygon forces acting ft ft ft gives graphical hingeless arch horizontal displacement horizontal force horizontal thrust caused increase inertia intersection locus line of pressure live load locus and tangent lower fibers maximum compression maximum stress method neutral axis obtained panel points plotted point of intersection pole distance radius ratio reciprocal polygon resultant rise secondary stress sectional area shear span spandrel-braced arch standard diagram steel stresses caused substituted Syra Valley tangent curves temperature stresses tensile stresses three-hinged arch tion tons top chord two-hinged arch unit upper fibers vertical deflection vertical forces vertical reaction
Page 84 - Me-moires et Comptes Rendus des Travaux de la Socie-te des Ingenieurs Civils,
Page 159 - For square arches the concrete shall be laid in transverse sections of the full width of the arch, between timber forms normal to the center line of the arch, the length of sections being such that the center section, or a pair of intermediate or end sections, shall constitute a day's work.
Page 79 - Fig. 21, and the portion of the truss To the left of this section is removed.
Page 242 - ... the neutral axis passes through the center of gravity of the section when unit stresses do not exceed the elastic limit of the material.
Page 157 - LiU which is the ordinate of the point of intersection of the line of pressure on the panel line I.
Page 203 - Also the bending moment is equal to the moment of resistance of the concrete in compression and the reinforcement in tension.
Page 242 - M = kfv*dA = kl, (3) r where 7 is the moment of inertia of the section with respect to the neutral axis.
Page v - This modern and most exact method, however, is not free from criticism. While the fundamental principles of the theory are almost axiomatic, their final application to the solution of stresses is extremely complicated, so much so that few engineers can be credited with the patience and earnest endurance to master either the method or the solution of a problem to which it is applied.