Study of shear provisions for stiffened plate girders

2004 ◽  
Vol 31 (1) ◽  
pp. 160-167 ◽  
Author(s):  
Robert Loov ◽  
Narayana Parthasarathi
Keyword(s):  
Steel Structures ◽  
Stiffened Plate ◽  
Limit States ◽  
Plate Girders ◽  
Shear Design ◽  
Panel Shear ◽  
Typical Design ◽  
Steel Design ◽  
Plate Girder

Steel design in Canada generally follows the provisions of CSA-S16-01 "Limit states design of steel structures" (CSA 2001). The provisions in this standard governing the shear design of stiffened plate girders set limits to the choice of web thickness, girder depth, and the spacing of intermediate stiffeners. This paper reviews the influence of each of the equations that govern the shear design of stiffened plate girders. The study reveals that many of the equations are unlikely to have any effect. Of the 13 equations that could restrict the design, only 3 are likely to have any influence on a typical design. This reveals avenues for possible simplification of design procedures.Key words: anchor panel, shear design, stiffened plate girder, tension field panel.

Slenderness ratio of main members between interconnectors of built-up compression members

1996 ◽  
Vol 23 (6) ◽  
pp. 1295-1304 ◽  
Author(s):  
Murray C. Temple ◽  
Ghada M. Elmahdy
Keyword(s):  
Slenderness Ratio ◽  
Steel Structures ◽  
Imperfection Sensitivity ◽  
Design Standards ◽  
Limit States ◽  
Compression Members ◽  
Equivalent Slenderness Ratio ◽  
The Individual ◽  
Compressive Resistance ◽  
Steel Design

Many steel design standards, including CAN/CSA-S16.1-M89 "Limit states design of steel structures," specify maximum slenderness ratios for the individual main members between the interconnectors of built-up compression members. Previous research on which these requirements are based is reviewed. It is shown that the imperfection sensitivity due to coupled instabilities is measured from bifurcation critical loads. However, steel standards are based on a compressive resistance determined for a member with an initial out-of-straightness and a suitable residual stress pattern. It is shown that the use of an equivalent slenderness ratio equation is sufficient to predict the compressive resistance of these built-up members. Further restrictions on the slenderness ratio of built-up members between interconnectors are not warranted. Thus, the elimination of these requirements from S16.1-94 is justified. Key words: built-up members, codes, compressive resistance, coupled instabilities, equivalent slenderness ratio, interconnectors.

scholarly journals Global buckling of S690 transversely-stiffened plate girders with slender webs: Behaviour and design

2021 ◽  
Vol 161 ◽  
pp. 107519
Author(s):  
Yu-Mei Zhang ◽  
M.F. Hassanein ◽  
Marina Bock ◽  
Yong-Bo Shao
Keyword(s):  
Stiffened Plate ◽  
Plate Girders ◽  
Global Buckling

Predicting the patch load resistance of stiffened plate girders using machine learning algorithms

2021 ◽  
Vol 240 ◽  
pp. 109886
Author(s):  
Viet-Hung Truong ◽  
George Papazafeiropoulos ◽  
Quang-Viet Vu ◽  
Van-Trung Pham ◽  
Zhengyi Kong
Keyword(s):  
Machine Learning ◽  
Learning Algorithms ◽  
Load Resistance ◽  
Machine Learning Algorithms ◽  
Stiffened Plate ◽  
Plate Girders ◽  
Patch Load

scholarly journals Partial factors for cross-section resistance of elements in steel structures

2013 ◽  
Vol 12 (2) ◽  
pp. 213-220
Author(s):  
Marian Giżejowski ◽  
Zbigniew Stachura
Keyword(s):  
Cross Section ◽  
Steel Structures ◽  
Partial Cross Section ◽  
Live Load ◽  
Practical Application ◽  
Limit States ◽  
Resistance Factors ◽  
Safety Requirements ◽  
Permanent Load ◽  
Load Component

Issues related to safety requirements for steel elements subjected to different stress resultants in reference to limit states design philosophy according to Structural Eurocodes PN-EN and national codes PN-B are dealt with in the paper. The calibration of partial cross-section resistance factors is discussed on the basis of elements of steel floor structures where the permanent load component and the live load component of variable actions are the only components of load combinations. Final conclusions for their practical application in the codification process are formulated and values of partial factors for cross section resistance are proposed.

scholarly journals Calibrating Partial Factors – Methodology, Input Data and Case Study of Steel Structures

2019 ◽  
Author(s):  
Vitali Nadolski ◽  
Árpád Rózsás ◽  
Miroslav Sýkora
Keyword(s):  
Input Data ◽  
Structural Reliability ◽  
Construction Materials ◽  
Steel Structures ◽  
Structural Performance ◽  
Limit States ◽  
Different Types ◽  
Load Effects ◽  
Previous Design

Partial factors are commonly based on expert judgements and on calibration to previous design formats. This inevitably results in unbalanced structural reliability for different types of construction materials, loads and limit states. Probabilistic calibration makes it possible to account for plentiful requirements on structural performance, environmental conditions, production and execution quality etc. In the light of ongoing revisions of Eurocodes and the development of National Annexes, the study overviews the methodology of probabilistic calibration, provides input data for models of basic variables and illustrates the application by a case study. It appears that the partial factors recommended in the current standards provide for a lower reliability level than that indicated in EN 1990. Different values should be considered for the partial factors for imposed, wind and snow loads, appreciating the distinct nature of uncertainties in their load effects.

scholarly journals Influence of the patch loading length on the buckling coefficient of longitudinally stiffened plate girders

2019 ◽  
Author(s):  
Nelson Loaiza ◽  
Carlos Graciano ◽  
Rolando Chacón
Keyword(s):  
Elastic Buckling ◽  
Stiffened Plate ◽  
Element Analysis ◽  
Geometrical Properties ◽  
Plate Girders ◽  
Linear Finite Element ◽  
Aspect Ratios ◽  
Buckling Behavior ◽  
Buckling Coefficient ◽  
Patch Loading

This paper aims at investigating the effect of the bearing length on the elastic buckling behavior of longitudinally stiffened girder webs subjected to patch loading. Buckling coefficients are calculated by means of linear finite element analysis. Furthermore, a parametric analysis is performed to study the influence of other geometric parameters such as the panel aspect ratio and the geometrical properties of the longitudinal ones. Buckling coefficients of longitudinally stiffened girder webs are computed numerically. The results show that the buckling coefficient for longitudinally stiffener girder webs increases with the loading length. However, this conclusion is considerably affected by other factors such as the position of the stiffener, and panel aspect ratios.

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