Modeling of Axially Loaded HSS Slender Steel Members Retrofitted with Composites

2007 ◽  
pp. 227-238
Author(s):  
Amr Shaat ◽  
Waleed Safwat Sayed Fahmy ◽  
Amir Fam
Keyword(s):  
Steel Members ◽  
Axially Loaded

scholarly journals Location of plastic hinges in axially loaded steel members

2008 ◽  
Vol 64 (3) ◽  
pp. 344-351 ◽  
Author(s):  
Brian H.H. Peng ◽  
Gregory A. MacRae ◽  
Warren R. Walpole ◽  
Peter Moss ◽  
Rajesh P. Dhakal ◽  
...  
Keyword(s):  
Plastic Hinges ◽  
Steel Members ◽  
Axially Loaded

Inelastic Cycles of Axially Loaded Steel Members

1976 ◽  
Vol 102 (5) ◽  
pp. 947-959
Author(s):  
Lawrence F. Kahn ◽  
Robert D. Hanson
Keyword(s):  
Steel Members ◽  
Axially Loaded

Hysteretic Cycles of Axially Loaded Steel Members

1980 ◽  
Vol 106 (8) ◽  
pp. 1777-1795 ◽  
Author(s):  
Ashok K. Jain ◽  
Robert D. Hanson ◽  
Subhash C. Goel
Keyword(s):  
Steel Members ◽  
Axially Loaded

Behaviour Analysis of Axially Loaded Glued-in Timber-steel Joints

2001 ◽  
Vol 85 (1) ◽  
pp. 1-6
Author(s):  
Massimo Del Senno ◽  
Maurizio Piazza ◽  
Roberto Tomasi
Keyword(s):  
Behaviour Analysis ◽  
Axially Loaded ◽  
Steel Joints

The Influence of Slab Concreting Sequence on a Continuous Composite Girder Bridge

2016 ◽  
Vol 691 ◽  
pp. 96-107
Author(s):  
Tomas J. Zivner ◽  
Rudolf B. Aroch ◽  
Michal M. Fabry
Keyword(s):  
Concrete Slab ◽  
Transverse Cross Section ◽  
Slab Thickness ◽  
Slab Width ◽  
Composite Girder ◽  
Steel Members ◽  
Composite Bridge ◽  
Bridge Girder ◽  
Girder Bridge ◽  
Main Girder

This paper deals with the slab concreting sequence and its influence on a composite steel and concrete continuous highway girder bridge. The bridge has a symmetrical composite two-girder structure with three spans of 60 m, 80 m, 60 m (i.e. a total length between abutments of 200.0 m). The horizontal alignment is straight. The top face of the deck is flat. The bridge is straight. The transverse cross-section of the slab is symmetrical with respect to the axis of the bridge. The total slab width is 12 m. The slab thickness varies from 0.4 m on main girders to 0.25 m at its free edges and 0.3075 m at its axis of symmetry. The center-to-center spacing between main girders is 7 m and the slab cantilever on either side is 2.5 m long. Every main girder has a constant depth of 2800 mm and the thicknesses of the upper and lower flanges are variable. The lower flange is 1200 mm wide whereas the upper flange is 1000 mm wide. The two main girders have transverse bracing at abutments and at internal supports and at regular intervals in every span. The material of concrete slab is C35/45 and of steel members S355. The on-site pouring of the concrete slab segments is performed by casting them in a selected order and is done after the launching of the steel two girder bridge. The paper presents several concreting sequences and their influence on the normal stresses and deflections of the composite bridge girder.

Inelastic large deflection analysis of structural steel members under cyclic loading

1996 ◽  
Vol 18 (9) ◽  
pp. 659-668 ◽  
Author(s):  
Iraj H.P. Mamaghani ◽  
T. Usami ◽  
E. Mizuno
Keyword(s):  
Cyclic Loading ◽  
Structural Steel ◽  
Large Deflection ◽  
Steel Members ◽  
Deflection Analysis

Development of a Visual Monitoring System for Deformation Measuring of Welded Members and its Application

2008 ◽  
Vol 580-582 ◽  
pp. 557-560 ◽  
Author(s):  
J.G. Han ◽  
Kyong Ho Chang ◽  
Gab Chul Jang ◽  
K.K. Hong ◽  
Sam Deok Cho ◽  
...  
Keyword(s):  
Monitoring System ◽  
Three Dimensional ◽  
Measuring Method ◽  
Welding Residual Stress ◽  
Measuring System ◽  
Visual Monitoring ◽  
Test Error ◽  
Steel Members ◽  
Loading Tests ◽  
Visual Monitoring System

Recently, in the loading tests for steel members, the deformation value is measured by calculating a distance of both cross-heads. This measuring method encounters a test error due to various environmental factors, such as initial slip, etc.. Especially, in the case of welded members, the non-uniform deformation behavior in welded joints is observed because of the effect of welding residual stress and weld metal. This is mainly responsible for a test error and a loss of the reliability for used test instruments. Therefore, to improve the accuracy and the applicability of measuring system, it is necessary to employ a visual monitoring system which can accurately measure the local and overall deformation of welded members. In this paper, to accurately measure a deformation of welded members, a visual monitoring system (VMS) was developed by using three-dimensional digital photogrammetry. The VMS was applied to the loading tests of a welded member. The accuracy and the applicability of VMS was verified by comparing to the deformation value measured by a test instrument (MTS-810). The characteristics of the behavior near a welded joint were investigated by using VMS.

Finite element investigation on plate buckling coefficients of tapered steel members web plates

Structures ◽  
2020 ◽  
Vol 28 ◽  
pp. 2321-2334
Author(s):  
Mostafa Mohamed Ibrahim ◽  
Ihab Mohamed El Aghoury ◽  
Sherif Abdel-Basset Ibrahim
Keyword(s):  
Finite Element ◽  
Plate Buckling ◽  
Steel Members ◽  
Web Plates
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