The ultimate shear capacity of longitudinally stiffened steel-concrete composite plate girders

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.

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Shear Strength of Plate Girders in Ship Structures

Volume 2: Structures, Safety and Reliability ◽

10.1115/omae2009-79962 ◽

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.

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BEHAVIOUR OF COMPOSITE PLATE GIRDERS WITH PARTIAL INTERACTION

Journal of Civil Engineering and Management ◽

10.3846/13923730.2013.801898 ◽

2013 ◽

Vol 19 (Supplement_1) ◽

pp. S1-S13 ◽

Cited By ~ 2

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.

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