Tests on hollow structural section beam columns

1977 ◽  
Vol 4 (2) ◽  
pp. 257-262 ◽  
Author(s):  
S. Unnikrishna Pillai ◽  
V. J. Kurian
Keyword(s):  
Ultimate Strength ◽  
Axial Compression ◽  
Bending Moment ◽  
Strength Criterion ◽  
Test Results ◽  
Biaxial Bending ◽  
Limit States ◽  
Beam Columns ◽  
Class 1 ◽  
Hollow Structural Section

Modified interaction equations have already been proposed for the ultimate strength design of square hollow structural section columns subject to biaxial bending. The Canadian Standard S16.1-1974 permits the use of these equations for class 1 and class 2 square hollow structural section beam columns. Results of a test programme undertaken to verify experimentally the validity of these equations are presented in this paper. Tests were conducted under various combinations of axial compression and biaxial bending moment. From the test results it is concluded that the proposed interaction equations give a safe and satisfactory strength criterion for the limit states design of class 1 and class 2 square hollow structural section beam columns.

Ultimate strength of steel beam-columns under axial compression

2017 ◽  
Vol 231 (4) ◽  
pp. 828-843
Author(s):  
Zhongwei Li ◽  
Mayuresh Patil ◽  
Xiaochuan Yu
Keyword(s):  
Ultimate Strength ◽  
Axial Compression ◽  
Beam Theory ◽  
Computer Code ◽  
Offshore Structures ◽  
Element Analysis ◽  
Beam Columns ◽  
Geometrically Exact Beam ◽  
Steel Panels ◽  
Geometrically Exact Beam Theory

This article presents a semi-analytical method to calculate the ultimate strength of inelastic beam-columns with I-shaped cross section using geometrically exact beam theory. A computer code based on this method has been applied to beam-columns under axial compression. The results agree with nonlinear finite element analysis. Compared with previous step-by-step integration approach, this new method is more efficient and can be extended to multi-span beam-columns and other load combinations including lateral pressure. The presented beam-column model is ideally suited for ultimate strength prediction of stiffened steel panels of ships and offshore structures.

scholarly journals Behaviour of hybrid concrete columns under axial compression loads

2018 ◽  
Vol 162 ◽  
pp. 04021
Author(s):  
Ali Resheq
Keyword(s):  
Ultimate Strength ◽  
Axial Compression ◽  
Axial Loading ◽  
Concrete Columns ◽  
Diameter Ratio ◽  
Concrete Column ◽  
Test Results ◽  
Column Length ◽  
Normal Concrete ◽  
Inner Diameter

Hybrid Concrete Column (HCC) is composite column consists of two types of concrete, Normal Concrete (NC) and Self Compacted Concrete (SCC). The main objective of this work is to study the effect of outer to inner diameter ratio of hybrid concrete on the ultimate strength of column under the axial loading. Ten scaled columns (150 mm diameter and 600 mm length) were fabricated and cast with different ratio of NC to SCC and tested under axial loading. The test results were presented in term of loading and the axial and lateral strains at mid span of column length. It was found that the ultimate strength of column increased from 281 kN to 605 kN (215%). Also it was found that the strength of column increased when the SCC is in inner thickness rather than in outer thickness of the column and the strength increased with increasing the inner thickness of SCC.

Concrete-Filled Hollow Structural Sections. II: Flexural Members, Beam-Columns, Tension, and Shear

2021 ◽  
Author(s):  
Kyle Tousignant ◽  
Jeffrey Packer
Keyword(s):  
Reliability Analysis ◽  
Axial Compression ◽  
Cross Section ◽  
North American ◽  
Combined Loading ◽  
Flexural Members ◽  
Beam Columns ◽  
First Order ◽  
Hollow Structural Section ◽  
Hollow Structural Sections

This article reviews contemporary North American and international approaches to the design of concrete-filled hollow structural section (HSS) members for flexure, axial compression plus uniaxial bending, tension, and shear. Results from tests on concrete-filled HSS members under flexure and combined loading are compared to predicted strengths using current (CSA S16:19 and AISC 360-16) and recommended CSA S16 design equations (with limits of validity). A first-order reliability analysis of design provisions for flexure is performed in accordance with CSA S408-11, and recommendations are made for potential revision of CSA S16. Design examples are provided, and results are compared to the counterpart American code (AISC 360-16). This paper is Part II of a two-part series. Part I covers materials, cross-section classification, and concentrically loaded columns.

scholarly journals Behavior of Longitudinal Plate-to-Rectangular Hollow Structural Section K-Connections Subjected to Cyclic Loading

2020 ◽  
Vol 10 (11) ◽  
pp. 3793
Author(s):  
Tae-Hyun Yoon ◽  
Tae-Sung Eom ◽  
Chul-Goo Kim ◽  
Su-Min Kang
Keyword(s):  
Design Codes ◽  
Test Results ◽  
Bolted Joint ◽  
Cyclic Tests ◽  
Limit States ◽  
Hollow Section ◽  
Current Design ◽  
Hollow Structural Section ◽  
Chord Member ◽  
Filled Composite

This study investigated the behavior of longitudinal plate-to-rectangular hollow section (RHS) K-connections to which concrete-filled composite branch members were jointed. At the connections, longitudinal plates with or without chord face stiffener were welded to the RHS chord member and the branch members were connected to the longitudinal plates by bolting (slip-critical connection). Cyclic tests were performed for three longitudinal plate-to-RHS K-connection specimens. The tests showed that the connection behavior was dominated by the plastification of the thin chord face and by the slip and hole-bearing resistance of the bolted joint. Chord face plastification was prevented or delayed by using the stiffened longitudinal plate. The strengths of the plate-to-RHS K-connections with or without the chord face stiffener, depending on the governing limit states, were estimated in accordance with current design codes, and the results were compared with the test results.

Variation of Ultimate Concrete Strain at RC Columns Subjected to Axial Loads with Bi-Directional Eccentricities

2007 ◽  
Vol 348-349 ◽  
pp. 617-620
Author(s):  
S.H. Yoo ◽  
S.W. Shin
Keyword(s):  
Bending Moment ◽  
Reinforced Concrete Beams ◽  
Minor Effect ◽  
Test Results ◽  
Axial Loads ◽  
Biaxial Bending ◽  
Moment Capacity ◽  
A Minor ◽  
Distribution Of Stress ◽  
Ultimate Concrete Strain

The distribution of stress in a nonrectangular compressed area, such as a section under a biaxial moment, is different than that of a rectangular compressed area. The properties of the compressive stress distribution of concrete have only a minor effect on the pure bending moment capacity of reinforced concrete beams, but they are important influencing factors for columns subjected to a combined axial load and a biaxial bending moment. The variation of ultimate strain of concrete according to the angle and depth of a neutral axis was investigated. Thus, the modified rectangular stress block (MRSB) model for nonrectangular compressed areas is formulated and compared to the experimental results and the existing RSB model. The MRSB method is able to provide more accurate predictions of test results for the biaxial bending moment strength than the RSB method.

Ultimate strength of fillet welded connections loaded in plane

1990 ◽  
Vol 17 (1) ◽  
pp. 55-67 ◽  
Author(s):  
Dale F. Lesik ◽  
D. J. Laurie Kennedy
Keyword(s):  
Ultimate Strength ◽  
Statistical Data ◽  
Fillet Welds ◽  
Test Results ◽  
Full Scale Test ◽  
Design Standards ◽  
Limit States ◽  
Safety Design ◽  
Current Design ◽  
Scale Test

Fillet welded connections are frequently loaded eccentrically in shear with the externally applied load in the same plane as the weld group. While some current design tables are based on ultimate strengths, methods of analysis that incorrectly mix inelastic and elastic approaches are still used. These methods give conservative and variable margins of safety. Design standards generally use a lower-bound approach basing strengths on the longitudinal value neglecting, conservatively, the increase in strength for other directions of loading. The factored resistance of fillet welds, as a function of the direction of loading, is established based on ultimate strength expressions developed herein and using geometric, material variations, and test-to-predicted ratios reported in the literature. Factored resistances of eccentrically loaded fillet weld groups are established. These are basesd on the method of instantaneous centres, ultimate strengths, and the load–deformation expressions developed herein that are functions of the angle of loading. Also, statistical data on geometry, material variations, and the comparison of predicted strengths with the full-scale test results of others are used. Tables of design coefficients giving factored resistances for various eccentrically loaded fillet welded connections are developed. The coefficients, on the average, are essentially the same as those in current design tables. Key words: connections, design tables, eccentric, fillet welds, limit states, ultimate strength.

Design criteria for steel I columns under axial load and biaxial bending

1976 ◽  
Vol 3 (3) ◽  
pp. 466-473
Author(s):  
D. A. Ross ◽  
W. F. Chen
Keyword(s):  
Ultimate Strength ◽  
Axial Load ◽  
Bending Moment ◽  
Design Criteria ◽  
Biaxial Bending ◽  
Design Code ◽  
Simple Modification ◽  
Strength Design ◽  
Depth Ratio

The design code, Canadian Standard S16.1-1974, permits ultimate strength design steel H columns subjected to axial load and biaxial bending moment. However, this is permitted only for sections in which the flange width to section depth ratio is equal to or greater than 0.8. In this paper a simple modification to the previous formulas is proposed which enables the restriction on flange width to section depth ratio to be removed so that they are also applicable to steel I columns.

Ultimate Strength of Parabolic Concrete Arches

2021 ◽  
Author(s):  
Adnan Al-kuaity ◽  
Keyword(s):  
Reinforced Concrete ◽  
Ultimate Strength ◽  
Analytical Procedure ◽  
Bending Moment ◽  
Steel Reinforcement ◽  
Collapse Mechanism ◽  
Test Results ◽  
Concentrated Load ◽  
Lightly Reinforced Concrete ◽  
Good Agreement

This investigation is aimed to present a simple analytical approach for predicting the ultimate strength of concrete arch using theory of plasticity. Six models of two-hinged parabolic concrete arches with and without steel reinforcement were tested under concentrated load. The observed behavior of cracking strength and collapse load of the arches tested were compared with those predicted by the analytical procedure proposed here. The arches tested were un-reinforced concrete, lightly reinforced concrete, and concrete with filing iron respectively. A Good agreement is found between the proposed analysis and test results. Tests have shown that the collapse of all arches was mainly due to the formation of two plastic hinges at a point of maximum bending moment which is similar to collapse mechanism adopted in this study. The use of light concentric steel reinforcement resulted into a significant increase in the ultimate load. This increase reaches up to three times of that without reinforcement. Ductility was also found to be greatly improved due to using steel reinforcement in arches. The procedure of analysis in this paper can give a simple guide for design of concrete arch.

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