Bending Moment Ratio Research Articles

Live Load Distribution of Prestressed Concrete Girder Bridge with Curved Slab

The existing AASHTO Standard Specification have some inadequacies in expressing wheel load distribution of bridge which has specific shape of curved bridge instead of straight bridge. Thus, this research presented the finite element analysis and modelling technique of prestressed concrete girder bridge having curved slab and the expression of wheel load distribution was suggested as the ratio of bending moment utilizing the result of finite element analysis of prestressed concrete girder bridge having cowed slab. The considered parameter of girder distribution expression is the curvature of slab, span length, girder space, cross beam space and number of lanes. Though the suggested girder distribution expression is generally underestimated below AASHTO Standard Specification, once the curvature of slab increases, the suggested expression gets larger than AASHTO LRFD Standard Specification.

Generalized Bending of a Large, Shear Deformable Isotropic Plate Containing a Circular Hole or Rigid Inclusion

The problem of a large isotropic plate with a circular hole or rigid circular inclusion is considered here. The plate experiences transverse shear deformation and is subjected to an arbitrary bending field. By using Reissner’s plate theory, a general solution, in terms of Poisson’s ratio ν, a geometric ratio, and bending moment ratio B, is obtained to satisfy both the boundary conditions along the edge and at great distances from the edge. The stress couple concentration factors are calculated and compared with classical plate theory, three-dimensional elasticity theory, higher-order plate theory, and an experimental result.

Torsional Strength of R/C Beams Containing Rectangular Openings

A method for predicting the torsional strength of a reinforced concrete beam containing a rectangular opening is developed using the principles of limit analysis. A simple yield criterion for yielding under combined bending and torsion is employed. The applicability of the method is limited to openings in which the chords are subjected to predominant bending and torsion, while the shear force at collapse is less than 2/3 of the ultimate shear force. Such openings are characteristically long, and a suitable length parameter to use is the ratio of ultimate bending moment to ultimate shear force of chords. The proposed method is easier to apply than other available methods because it requires only some hand calculations beyond the computation of ultimate values of bending moment, torsion, and shear force of the chords using standard methods. Comparison with available test results shows that the proposed method provides consistently good predictions.

Biaxially loaded concrete column interaction curve

A computer program for the ineraction curve data corresponding to a specified bending moment ratio is presented. The iterative solution is original and can be utilized for rectangular and square crosssections with any number of arbitrarily located steel bar areas individually specified by the user. Assumptions are that the column is short and the 1971 ACI Code rectangular stress block is the exact definition of internal stress distribution.

Studies on the Stiffness of Culms in Barley Plants (Hordeum sativum, JESSEN) : 7. Relation between the development of nodes and bending moment in nodes.

Relation between the development of nodes and that of bending moment in nodes was researched. The bending moment in nodes was exceedingly larger than that in internodes. In the basal nodes, the bending moment showed the most large value, and in upper nodes it showed lower value. Cross section of nodes was considered as an ellipse, so we measured the long diameter and minor diameter. On the other hand, nodes were constituted by the culm and leaf sheath, so we measured the length of longitudinal direction of nodes including the leaf sheath. Consequently, those values became larger with the development of culms. The growth of culms reached to the maximum at the heading stage and afterward it declined. It was considered that the breaking of nodes in Haganemugi (stiff culm variety) related to shriveling of tissue in nodes and decline of bending moment in nodes. The ratio of bending moment in nodes to in internodes indicated the degree of stiffness of culms.

Unsymmetrical Bending and Bending Combined with Axial Loading of a Beam of Rectangular Cross Section into the Plastic Range

SummaryThis note considers two cases of bending beyond the limit of proportionality which have not received a great measure of attention in the past. These are Case(i). A beam subjected to a pure bending moment acting in a plane other than one of symmetry. Case(ii). A beam subjected to a bending moment and an axial load.A mathematical form is used for the stress–strain curve in order that the results shall be applicable to a large number of materials and to avoid the tedious arithmetical summations which would be necessary if actual stress-strain curves were used. All the results are presented in terms of form factors since this notation is convenient for design purposes and is consistent with current British practice. Although the method adopted in the analysis is applicable to a number of different types of beam cross section, only rectangular cross sections are considered in detail at the present time.Curves are presented showing the variation of the form factor with respect to the angle of the plane of loading, for Case(i), and with respect to the ratio of bending moment to axial load for Case(ii). These curves are based upon a standardised form of the stress–strain curve which may be taken as representative of a range of aircraft materials. Consideration is given to the automatic satisfaction of present military proof loading requirements when these form factors are used for the estimation of maximum permissible bending moments and axial loads under ultimate loading conditions.The recommendations of F. P. Cozzone, for dealing with these two problems are examined and comparison is made between the theoretical work of this note and a limited number of test results available for Case(i).