Stress Distribution In Section Research Articles

Investigation on in-plane structural behavior of steel arches with rectangular web-openings

This study presents an experimental study and a finite element analysis of the in-plane structural properties of steel arches with rectangular web openings under static loading. The failure mode, deflection, section stress distribution, and other mechanical properties of three steel arch specimens with equidistant rectangular web openings are investigated. It is found that the ultimate load capacity, ductility, and stiffness of the steel arch decrease owing to large-scale openings compared with small-scale openings. The ultimate loading capacity and stiffness of the web-opening steel arches can be improved by welding stiffeners on the edge of the opening. In addition, 52 finite element models are established for parametric analysis to investigate the influence of the steel arch and stiffener geometries on the structural performance. The results show that increasing the rise-span ratio and web and flange thickness increase the ultimate loading capacity of the steel arch. A larger opening will cause the ultimate loading capacity and ductility to decrease significantly. The ultimate loading capacity of the steel arch is affected by horizontal stiffeners, whereas ductility is affected by both horizontal and vertical stiffeners. Finally, this study provides design recommendations to serve as engineering design references.

Shear Stress Distribution and Deflection of Preflex I-Girder with Corrugated Steel Web

A new type of preflex I-girder with corrugated steel web has been proposed to provide better solution for urban elevated bridge. The purpose of this study is to explore shear stress distribution and deflection of such preflex I-girder. Shear stress distribution in section of steel-concrete composite girder was analyzed by shearing stress integral equation and piecewise function, and a quarter-scale preflex I-girder with corrugated steel web was fabricated and tested. Experimental and analytical results show that the shear stiffness is only depends on corrugated steel web, and the shear stress is uniformly distributed along the height of corrugated web. It is found that the proposed shear stress equation is consistent with the experimental result and the deflection integral equation is agreed well with the FEA result. The result suggests that the shear deflection is as larger as 25.8% of the total deflection, and should take shearing deflection into consideration.

Predicted Model of Section Stress Distribution and Bending Strength of Fiberboard Based on Vertical Density Profile

To study the impact of VDP on the bending process of fiberboard, this paper deeply researched into the dynamic changes of section stress distribution of fiberboard during the process of loading and bending and built a static bending strength predicting model, which is based on the piecewise function by simulating fiberboard VDP, theory of elasticity and plasticity, lamella inter-bedded theory and VDP model. The results show: The bending process of fiberboard can be divided into two stages which are elasticity period and elasticity-plasticity period. The latter includes both elasticity region and plasticity region, and compression region comes to elasticity bending before pulling region. The curve of bending section stress distribution is nonlinear and affected by loads and VDP. Critical section stress distribution of bending breakage and breakage load can be predicted by VDP with other condition unchanged. The value of static bending strength predicted by model is basically consistent with testing data. And the static bending strength is closely related to qualification factors of VDP. Fiberboard with high average density doesn’t always contain high static bending strength. VDP is a significant physical parameter which has impact on the bending process and performance of fiberboard, so it must be optimized and controlled in production according to for specific purpose. Key words: fiberboard, vertical density profile, section stress distribution, bending strength, predicting model

Stress fields induced in fibre-reinforced composite laminate beams by torsion

A model of a fibre-reinforced composite laminate beam with sections of rectangular shape is presented and the stresses due to torsional moments are determined by an analytical solution. The technique followed is based on Sokolnikoff's approach in conjunction with the theory of anisotropic elasticity. The results derived permit the evaluation of the off-axis elastic constants for the material. The evaluation of 3-D stress distributions in sections characterized by various aspect ratios reveals the elastic coupling of stresses and strains due to torsion in these composite laminate beams. In addition, useful information gained from the study of the variation of the elastic properties as well as torsional rigidity for fibre-reinforced laminate beams leads to further knowledge for the stress and strain distributions over the whole beam.

Flexural capacity of thin wall fibre reinforced cement

A method of calculating the flexural strength (cracking) of fibre reinforced cement floor and wall systems is presented. The method for flexural strength is based on non-linear stress-strain relationship at failure tension and corresponding stress distribution in section at cracking and subsequent failure. The method is verified in tests of full-scale ‘V’ and ‘U’ shaped panels made of asbestos-cement which were tested as simply supported beams designed for the construction of low cost housing and wall facades. Additional tests were performed on small sized samples to verify the mechanical properties of material used.

The Influence of Taper on the Efficiency of Wide Flanged Box-Beams

In this section the stress function and the stresses for a number of fundamental loading conditions of beams of constant height are determined. These fundamental solutions are all derived for an infinite wedge. The stresses for a beam of finite span may then be determined in the following manner. One may imagine the part of the wedge to the right of a section x — constant cut off and assume that the calculated stresses along this section are the ones acting at the support. In any case the difference between the actual end section stress distribution and the calculated stresses is a system of