scholarly journals Model studies on plate girders

1983 ◽  
Vol 18 (2) ◽  
pp. 111-117 ◽  
Author(s):  
R Narayanan ◽  
D Adorisio
Keyword(s):  
Shear Loading ◽  
Shear Capacity ◽  
Small Scale ◽  
Structural Behaviour ◽  
Plate Girders ◽  
Model Studies ◽  
Scale Models ◽  
Shear Buckling ◽  
Post Buckling ◽  
Ultimate Shear Capacity

Tests on eighteen small scale models which simulate the elastic and post-buckling behaviour of plate girders when subjected to shear loading are reported and discussed. The models were fabricated of steel and Araldite; the major aim was to assess whether small scale models can be employed to study shear buckling problems. A secondary object was to examine whether araldite could be used for predicting the structural behaviour and ultimate loads of plate girders. The strength and post-buckling characteristics exhibited by steel models were found to be similar to those observed by earlier investigators on full scale girders. The test results of steel models have been compared with the theoretical predictions obtained by using some ten design methods developed in different countries. Most of these methods are shown to give conservative but satisfactory predictions of the ultimate shear capacity of the model steel girders. Tests on Araldite models demonstrated that post-buckling behaviour can be observed visually on account of the large elastic deformations which the material is capable of, before collapse. However, they were found to be unsuitable for the prediction of the ultimate shear capacity. As Araldite is brittle, collapse would occur prematurely by sudden fracture before the full development of the tension field.

scholarly journals Shear Capacity of Singly and Doubly Webbed Corrugated Web Girder

2006 ◽  
Vol 3 (1) ◽  
pp. 53
Author(s):  
Hanizah Abdul Hamid ◽  
Azmi Ibrahim ◽  
Norhisham Ibrahim
Keyword(s):  
Sheet Material ◽  
Shear Capacity ◽  
Comparative Performance ◽  
Three Point Bending ◽  
Plate Girders ◽  
Steel Sheets ◽  
Shear Buckling ◽  
Post Buckling ◽  
Rib Arrangement ◽  
The Web

A conventional plate girder involves the use of transverse intermediate stiffeners, especially in a slender web to avoid catastrophic failure associated with shear buckling of the web. In this study, a profiled web was used to replace the transversely stiffened web. The process involves introducing cold-formed ribs into a flat steel sheet to form alternative stiffeners. This study therefore seeks to establish comparative performance of conventionally stiffened plate girders and profiled web girders of a specially formed rib arrangement with single and also double webs. Nine numbers of specimens were tested to failure under a three-point-bending system. Failure of all the profiled web girders, with either a single or double webs, is characterized by a shorter yield plateau and a steeper descending branch, a failure mode that is commonly referred to as ‘brittle’. The results of the tests on girders with profiled steel sheets, PSS(s) have shown that profiling is extremely effective in increasing the shear buckling load because it moves the sheet material out of the plane of the web, thereby increasing the rigidity 1.08 to 2.0 times higher than the equivalent conventional flat web plate girders. The experimental results also showed that post-buckling capacities are reduced by 30 % to 50 % of their ultimate shear capacities.

Shear Capacity of Singly and Doubly Webbed Corrugated Web Girder

2006 ◽  
Vol 3 (1) ◽  
pp. 53
Author(s):  
Hanizah Abdul Hamid ◽  
Azmi Ibrahim ◽  
Norhisham Ibrahim
Keyword(s):  
Sheet Material ◽  
Shear Capacity ◽  
Comparative Performance ◽  
Three Point Bending ◽  
Plate Girders ◽  
Steel Sheets ◽  
Shear Buckling ◽  
Post Buckling ◽  
Rib Arrangement ◽  
The Web

A conventional plate girder involves the use of transverse intermediate stiffeners, especially in a slender web to avoid catastrophic failure associated with shear buckling of the web. In this study, a profiled web was used to replace the transversely stiffened web. The process involves introducing cold-formed ribs into a flat steel sheet to form alternative stiffeners. This study therefore seeks to establish comparative performance of conventionally stiffened plate girders and profiled web girders of a specially formed rib arrangement with single and also double webs. Nine numbers of specimens were tested to failure under a three-point-bending system. Failure of all the profiled web girders, with either a single or double webs, is characterized by a shorter yield plateau and a steeper descending branch, a failure mode that is commonly referred to as ‘brittle’. The results of the tests on girders with profiled steel sheets, PSS(s) have shown that profiling is extremely effective in increasing the shear buckling load because it moves the sheet material out of the plane of the web, thereby increasing the rigidity 1.08 to 2.0 times higher than the equivalent conventional flat web plate girders. The experimental results also showed that post-buckling capacities are reduced by 30 % to 50 % of their ultimate shear capacities.

Model studies of the elastic buckling of a stiffened plate

1976 ◽  
Vol 11 (3) ◽  
pp. 137-143 ◽  
Author(s):  
J D Tulk ◽  
A C Walker
Keyword(s):  
Strain Range ◽  
Scale Model ◽  
Small Scale ◽  
Elastic Buckling ◽  
Engineering Structures ◽  
Model Studies ◽  
Plate Elements ◽  
Scale Models ◽  
Load Carrying ◽  
Post Buckling

The paper reports on an experimental investigation of the elastic buckling behaviour of a small-scale model of a stiffened plane. The model was made from epoxy resin to allow large buckle deflections within the elastic strain range. These tests are part of a programme aimed at proving the feasibility of using small-scale models to elucidate the behaviour of large stiffened plates such as are used in marine or civil engineering structures. It is shown for the geometry examined here that, although the component stringer and plate elements of the panel would individually exhibit stable post-buckling, together they interact to give unstable behaviour. The effects of imperfections are systematically studied and it is shown that the load-carrying capacity of such a structural configuration is sensitive to initial geometric deformations. A simple mathematical analysis is developed which indicates the parameters governing the physical problem and which could form the basis for future rational studies of the level of imperfections at which sensitivity may be considered slight.

scholarly journals The shear buckling and postbuckling behavior of laterally pressured curved panels

2019 ◽  
Author(s):  
Mohammad Mehdi Alinia ◽  
Arash Saeidpour ◽  
Mozhdeh Amani
Keyword(s):  
Shear Capacity ◽  
Radius Of Curvature ◽  
Postbuckling Behavior ◽  
Plane Shear ◽  
Theoretical Formulation ◽  
Curved Panel ◽  
Shear Buckling ◽  
Parametric Studies ◽  
Ultimate Shear Capacity ◽  
Curved Panels

Curved panels are widely used in different structures from fuselage of planes to curved bridge girders. An accurate understanding of buckling and postbuckling behavior of curved panels under different loadings is essential for efficient structural design. The shear buckling and postbuckling behavior of laterally pressured thin curved panels under gradually increasing in-plane shear forces is investigated. The magnitude of the lateral forces, the radius of curvature and the aspect ratio of panels are considered in the parametric studies. A classic theoretical formulation of curved panels buckling load is reexamined and compared to experimental results. The results showed that inward pressure eliminates the snap-through phenomenon and the softening stage in the response of shallow curved panels. However, the buckling characteristics are not significantly affected in the moderately curved panels under small pressures. In addition, the magnitude of inward pressures that would affect the shear buckling and postbuckling behavior of panels depends on their radius of curvature. The ultimate shear capacity of a highly curved panel is considerably reduced due to the increasing presence of inward pressures. The failure mode of highly curved panels are associated with the occurrence of unstable buckling; and as a result, the released strain energy prevents the occurrence of hardening stages.

scholarly journals Influencing Factors and Shear Capacity Formula of Single-Keyed Dry Joints in Segmental Precast Bridges under Direct Shear Loading

2020 ◽  
Vol 10 (18) ◽  
pp. 6304
Author(s):  
Wenqi Hou ◽  
Meng Peng ◽  
Bo Jin ◽  
Yong Tao ◽  
Wei Guo ◽  
...  
Keyword(s):  
Fe Simulation ◽  
Nonlinear Behavior ◽  
Simulation Method ◽  
Shear Loading ◽  
Shear Capacity ◽  
Joint Interface ◽  
Direct Shear ◽  
Element Analysis ◽  
Precast Bridges ◽  
Ultimate Shear Capacity

This article investigates the nonlinear behavior of single-keyed dry joints in segmental precast bridges under direct shear loading on the basis of nonlinear finite element analysis on lots of specimens with concrete plastic damage considered. Through detailed discussion on existing research, influence factors of the ultimate shear capacity of the keyed dry joint are analyzed, a new shear capacity formula was proposed and evaluated. The feasibility and correctness of the FE simulation method were verified by comparison with the existed experimental results. Concrete tensile strength at the key root is critical to the ultimate bearing capacity of the single-keyed dry joint under the direct shear loading. Friction on the joint interface and dimension parameters of the key do not have much effect on the ultimate shear capacity. However, reasonable key inclination (tanθ) would be suggested as 0.7~0.9. In comparison with the predicted results obtained by other existed formulas, the proposed formula is demonstrated to be in perfect consistency with both tests and the FE simulation results.

scholarly journals The effectiveness of CFRP strengthening of steel plate girders with web opening subjected to shear

2018 ◽  
Vol 162 ◽  
pp. 04012 ◽  
Author(s):  
Mohammed Hamood ◽  
Wael AbdulSahib ◽  
Ali Abdullah
Keyword(s):  
Shear Loading ◽  
Shear Capacity ◽  
Shear Load ◽  
Web Openings ◽  
Web Opening ◽  
Cfrp Composite ◽  
Shear Buckling ◽  
Von Mises ◽  
Buckling Test ◽  
Von Mises Stresses

The present study is experimental by nature; it involves applying shear buckling test on seven steel-plated girders that are subjected to shear loading. Four of these girders represent the strengthened girders whereas the other three are reference girders. One of the latter type of girders has a square web opening; the second has a diamond web opening while the last one has no opening at all. The webs of the strengthened girders were adhesively attached to CFRP sheets of different patterns. This step was carried out to evaluate the most effective strengthening scheme by CFRP composite. The study aims at examining the effect of several parameters on the behavior of web girders. It further examines the percentage of increase in the ultimate shear capacity of the perforated girders that have a fixed location and size where the latter is equal to 40 percent of the web depth. Results have shown that, first, the ultimate shear load of the CFRP-strengthened girders with square web opening is higher than that of the reference girder with a square web opening; ranging from 8.7% to 15.7%. The obtained ranges depend on the orientation of the CFRP strips. Second, the ultimate shear load of the CFRP-strengthened girders with a diamond web opening is higher than the reference girder with a range of 9.8% to 21.5%. Again, the obtained ranges depend on the orientation of the CFRP strips. Analytically speaking, Von Mises stresses have been used to predict the ultimate shear load of girders with square and diamond web openings and without web opening.

Shear Strength of Plate Girders in Ship Structures

2009 ◽  
Author(s):  
Gang Dong ◽  
Torgeir Moan
Keyword(s):  
Software Package ◽  
Design Procedure ◽  
Shear Capacity ◽  
Stiffened Plate ◽  
Box Girders ◽  
Ship Structures ◽  
Box Girder ◽  
Plate Girders ◽  
Ultimate Shear Capacity ◽  
Good Agreement

Analysis of 5 transversely stiffened and 12 longitudinally stiffened plate girder panels and 3 box girder web panels using ABAQUS [1] software package is conducted to validate the FEM for prediction of ultimate shear capacity of plate and box girders. Good agreement between ultimate strength obtained by calculations and experiments was achieved. Because the existing design procedure does not allow to account for the influence of the post critical behaviour of webs for ships, the results obtained by the application of JTP approach [2] have been demonstrated to be extremely conservative. The applicability of EC3-1-5 [3] to assess the shear capacity of plate girders in ship structures was investigated. The design procedure of EC3-1-5 by neglecting the contribution from the flanges has been proposed for design of plate girders in ship structures.

scholarly journals BEHAVIOUR OF COMPOSITE PLATE GIRDERS WITH PARTIAL INTERACTION

2013 ◽  
Vol 19 (Supplement_1) ◽  
pp. S1-S13 ◽  
Author(s):  
Md Y. Yatim ◽  
Nandivaram E. Shanmugam ◽  
Wan Badaruzzaman
Keyword(s):  
Composite Plate ◽  
Failure Load ◽  
Concrete Slab ◽  
Shear Capacity ◽  
Element Analysis ◽  
Plate Girders ◽  
Field Action ◽  
Partial Interaction ◽  
Post Buckling ◽  
Compatibility Principle

This paper is concerned with the behaviour and strength of composite plate girders in which, the interaction between the steel plate girder and concrete slab is partial. Based on curvature compatibility principle, an approximate method is proposed from which, the shear capacity and deflection at any given load may be determined. The tension field action developed in web panels at the post-buckling stage is incorporated in the solutions. From the results obtained by using the proposed method, it is found that the flexural stiffness and failure load drop with decrease in degree of interaction. Comparisons are made between the results obtained through the proposed method and the corresponding ones from finite element analysis. A satisfactory correlation between the results in terms of behaviour and strength establishes the accuracy of the proposed method.

scholarly journals Experimentally Validated Nonlinear Analysis of Bridge Plate Girders with Deformations

2015 ◽  
Vol 37 (3) ◽  
pp. 53-61 ◽  
Author(s):  
Mieszko Kużawa ◽  
Jan Bień
Keyword(s):  
Nonlinear Analysis ◽  
Load Capacity ◽  
Shear Capacity ◽  
Shear Load ◽  
Structural Behaviour ◽  
Plate Girders ◽  
Bridge Plate ◽  
Experimental Laboratory ◽  
The University

Abstract Comprehensive methodology of numerical nonlinear analysis of the consecutive phases in the structural behaviour of bridge plate girders with deformations is presented. The analysis concerns all stages of structure loading until failure and especially determination of the ultimate shear load capacity. Verification and validation of the numerical procedures proposed is based on comparison of the calculated results with effects of experimental laboratory shear capacity tests of plate girders carried out at the University of Ljubljana.

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