scholarly journals Balanced and unbalanced welds for angle compression members

1994 ◽  
Vol 21 (3) ◽  
pp. 396-403 ◽  
Author(s):  
Murray C. Temple ◽  
Sherief S. S. Sakla
Keyword(s):  
Key Words ◽  
Carrying Capacity ◽  
Compressive Load ◽  
Tensile Load ◽  
Effective Length ◽  
Load Carrying Capacity ◽  
Compression Members ◽  
Load Carrying ◽  
Compressive Loads ◽  
Compressive Resistance

Angles used as web members in trusses are often welded to the chords with unbalanced welds. This is necessary because of space limitations. It is not known what effect such a weld has on the compressive load carrying capacity of an angle. The standards and specification examined allow an unbalanced weld for an angle. The justification for using such a weld is based on research conducted on angles in tension. For these members, it was concluded that an unbalanced weld does not affect the tensile load carrying capacity of the angle. Research results for angles with different weld patterns subjected to compressive loads are not available in the literature. Eighteen tests were conducted on angle compression members with various weld patterns. It was determined that an unbalanced weld is detrimental to the load carrying capacity of an intermediate length angle but is beneficial for a slender angle. Key words: angles, column (structural), compressive resistance, effective length, standards, welds.

Influence of the assumed effective length factor on the load carrying capacity of steel angles in compression

1995 ◽  
Vol 22 (6) ◽  
pp. 1171-1177
Author(s):  
Murray C. Temple ◽  
Davide M. Petretta ◽  
Catherine Morand
Keyword(s):  
Principal Axis ◽  
Design Procedure ◽  
Effective Length ◽  
Experimental Program ◽  
Load Carrying Capacity ◽  
Effective Length Factor ◽  
Compression Members ◽  
Load Carrying ◽  
Steel Angles ◽  
Compressive Resistance

Single angle compression members are usually attached by one leg only. In Canada it is common practice when designing such members to neglect the end eccentricities, to assume the angle buckles about the minor principal axis, and to assume an effective length factor of 1.0. Clause 13.3.1 of S16.1 is then used to calculate the compressive resistance. An experimental program was undertaken to determine the effect that the assumed effective length factor has on the compressive resistance of such angles. Eighteen specimens were tested in which the angles were slender or of intermediate length. The effective length factor was assumed to be 1.0, 0.9, or 0.5. It was determined that when there is substantial restraint at the ends of the angles the assumed effective length factor has a very significant effect on the compressive resistance of an angle attached by one leg. Key words: angles, axis of bending, buckling, design procedure, effective length factor.

Single-angle compression members welded by one leg to a gusset plate. I. Experimental study

1998 ◽  
Vol 25 (3) ◽  
pp. 569-584 ◽  
Author(s):  
Murray C Temple ◽  
Sherief SS Sakla
Keyword(s):  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Structural Elements ◽  
Gusset Plates ◽  
Gusset Plate ◽  
Compression Members ◽  
Principal Axes ◽  
Load Carrying ◽  
A Minor ◽  
Compressive Resistance

Single-angle compression members are structural elements that are very difficult to analyze and design. These members are usually attached to other members by one leg only. Thus the load is applied eccentrically. To further complicate the problem the principal axes of the angle do not coincide with the axis of the frame of which the angle is a part. Although it is known that the end conditions affect the load-carrying capacity of these members, procedures have not been developed to account for this. The main objective of this research is to obtain a better understanding of the behaviour and load-carrying capacity of single-angle compression members welded by one leg to a gusset plate fixed to a rigid support. The effects of the gusset plate width, thickness, and the unconnected length were studied. It was determined that the finite element method can be used, with a reasonable degree of accuracy, to predict the behaviour and load-carrying capacity of these members. It was found that the thickness and width of the gusset plate significantly affect the load-carrying capacity, but the unconnected length has only a minor effect.Key words: angles, buckling, building (codes), columns (structural), compressive resistance, design, gusset plates.

Arrangement of interconnectors for starred angle compression members

1994 ◽  
Vol 21 (1) ◽  
pp. 76-80 ◽  
Author(s):  
Murray C. Temple ◽  
Sherief S. S. Sakla ◽  
David Stchyrba ◽  
Douglas Ellis
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Key Words ◽  
Carrying Capacity ◽  
Building Codes ◽  
Load Carrying Capacity ◽  
Element Analysis ◽  
Compression Members ◽  
Load Carrying

Starred angles are commonly used as web members in trusses. Standards contain requirements which specify the number of interconnectors to be used, but most standards do not specify a preferred arrangement for the interconnectors. When plates are used as interconnectors, three arrangements — aligned, alternating, or cruciform — are possible. Nine starred angles, three with each arrangement of interconnectors, were tested. A finite element analysis was also conducted. It was determined that the arrangement of the interconnectors did not affect the load-carrying capacity of the starred angles. Key words: angles, buckling, building (codes), columns (structural) interconnection, starred angle.

scholarly journals Performance of BFRP Retrofitted RCC Piles Subjected to Axial Loads

2014 ◽  
Vol 2014 ◽  
pp. 1-9 ◽  
Author(s):  
Anandakumar Ramaswamy ◽  
Selvamony Chachithanantham ◽  
Seeni Arumugam
Keyword(s):  
Axial Compression ◽  
Carrying Capacity ◽  
Compressive Load ◽  
Load Carrying Capacity ◽  
Axial Loads ◽  
Basalt Fibre ◽  
Load Carrying ◽  
Fibre Reinforced Polymer ◽  
Strain Relationship ◽  
Axial Compression Experiment

This paper deals with the behaviour of basalt fibre reinforced polymer (BFRP) composites retrofitted RCC piles subjected to axial compression loads. Currently the awareness of using FRP increases rapidly in engineering fields and also among public. Retrofitting becomes vital for aged and damaged concrete structures, piles, and so forth, to improve its load carrying capacity and to extend the service life. The load carrying capacity of piles retrofitted with basalt unidirectional fabric was studied experimentally. 15 nos. of RCC end bearing pile elements were cast with same reinforcement for axial compression experiment. Three piles were used as conventional elements, another 3 piles were used as double BFRP wrapped pile elements, and remaining 9 piles were used as retrofitted piles with BFRP double wrapping after preloaded to 30%, 60%, and 90% of ultimate load of conventional element. The effects of retrofitting of RCC pile elements were observed and a mathematical prediction was developed for calculation of retrofitting strength. The stress vs. strain relationship curve, load vs. deformation curve, preloaded elements strength losses are tabulated and plotted. Besides, crack patterns of conventional elements and tearing BFRP wrapped elements were also observed. The BFRP wrapped elements and retrofitted elements withstand more axial compressive load than the conventional elements.

Equivalent slenderness ratio for built-up members

1993 ◽  
Vol 20 (4) ◽  
pp. 708-711 ◽  
Author(s):  
Murray C. Temple ◽  
Ghada Elmahdy
Keyword(s):  
Key Words ◽  
Carrying Capacity ◽  
Slenderness Ratio ◽  
Load Carrying Capacity ◽  
Lateral Deformation ◽  
Numerical Example ◽  
Ratio Equation ◽  
Load Carrying ◽  
The One ◽  
Equivalent Slenderness Ratio

Built-up struts that buckle about an axis perpendicular to the plane of the connectors should be treated as a "built-up" member as opposed to a "simple" member. This mode of buckling causes shear and moments in the connectors which deform the connectors. These deformations increase the lateral deformation of the member and hence affect the load-carrying capacity. To account for this effect the easiest method is to use an equivalent slenderness ratio such as the one included in the Canadian Standard. This note outlines the derivation of the equivalent slenderness ratio equation, discusses when it should and should not be used, and includes a numerical example. A rewording of the applicable clause in the Canadian Standard is suggested. Key words: battens, built-up members, connectors, slenderness ratio.

scholarly journals Starred angles supporting secondary trusses

1991 ◽  
Vol 18 (1) ◽  
pp. 118-129
Author(s):  
Murray C. Temple ◽  
Kenneth Hon-Wa Mok
Keyword(s):  
Cross Section ◽  
Carrying Capacity ◽  
Slenderness Ratio ◽  
The Other ◽  
Load Carrying Capacity ◽  
Industrial Buildings ◽  
Compression Members ◽  
Load Carrying ◽  
Structural Connections ◽  
Open Nature

In some large industrial buildings, it is common to span large areas by using primary trusses in one direction and secondary trusses in the other. The secondary trusses frame into the vertical web members in the primary trusses. Starred angles are frequently used as the vertical web members in the primary trusses because of their symmetrical cross section and the ease with which the connections can be made. These starred angles are usually designed as axially loaded members, but the open nature of the cross section and the fact that the secondary truss frames into one of the angles has raised some doubts about this loading assumption. As a result of this concern, an experimental research program was undertaken to investigate the behaviour and strength of starred angle web members supporting secondary trusses. The results obtained indicate that these starred angle compression members are not concentrically loaded, as the stress distribution across the angles is not uniform. It was found that if the slenderness ratio is modified in accordance with the requirements of ASCE Manual 52, the load-carrying capacity of the starred angles supporting secondary trusses can be determined using Clause 13.3.1 of CAN3-S16.1-M84. Key words: angles (starred), buckling, columns (structural), connections, trusses.

Experimental Study for Single-Angle Beam-Column Members Attached by one Leg

2010 ◽  
Vol 163-167 ◽  
pp. 433-438
Author(s):  
Xian Lei Cao ◽  
Ji Ping Hao ◽  
Chun Lei Fan
Keyword(s):  
Experimental Study ◽  
Finite Element ◽  
Carrying Capacity ◽  
Model Experiment ◽  
Ultimate Load ◽  
High Strength ◽  
Load Carrying Capacity ◽  
Compression Members ◽  
Load Carrying ◽  
Ultimate Load Carrying Capacity

To obtain a better understanding of the behavior and load-carrying capacity of Q460 high-strength single-angle compression members bolted by one leg, using static loading way to 48 angles carried out experimental study. The experiments show test specimens produce biaxial bending, most small slenderness ratio members are controlled by local buckling, and slender specimens are controlled by overall buckling. In addition to these factors in model experiment, influences of residual stresses on ultimate load-carrying capacity were analyzed by finite element numerical simulation analysis, the results show the residual stresses affect the ultimate load-carrying capacity of angles by about 5％ or less. Comparison of the load-carrying capacity of experimental and theoretical results indicate the difference of experimental and finite element values ranges from -9.99％ to +9.76％, American Design of Latticed Steel Transmission Structure (ASCE10-1997) and Chinese Code for Design of Steel Structures (GB50017-2003) underestimate separately the experimental load-carrying capacity by about 2.34％～33.93％ and 1.18％～63.3％, and the agreement is somewhat good between experimental program and the finite element analysis. Based on model experiment and simulated experiment, the formula of stability coefficient of single-angle compression members was established. It provides basic data for spreading Q460 high-strength single-angles members attached by one leg.

Single-angle compression members welded by one leg to a gusset plate. II. A parametric study and design equation

1998 ◽  
Vol 25 (3) ◽  
pp. 585-594 ◽  
Author(s):  
Murray C Temple ◽  
Sherief SS Sakla
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Design Equation ◽  
Rigid Support ◽  
The Finite Element Method ◽  
Gusset Plate ◽  
Compression Members ◽  
Load Carrying

Single-angle compression members are complex members to analyze and design. The two generally accepted design procedures, the simple-column and the beam-column approaches, in general, underestimate the load-carrying capacity of single-angle compression members welded by one leg to a gusset plate fixed to a rigid support. One of the reasons is that these approaches do not properly account for the end constraint provided by the gusset plate. The effective length factor can be adjusted, but this is difficult to do as the end restraint is not easy to evaluate in many practical cases. Another reason is that these approaches are not based on a rational understanding of the failure mechanism of these members. An experimental program confirmed that the finite element method can be used, with a reasonable degree of accuracy, to predict the behavior and load-carrying capacity of single-angle compression members welded by one leg to a gusset plate fixed to a rigid support. The finite element method was used to study some 1800 different combinations of parameters. It was found that out-of-straightness, residual stresses in the angle section, Young's modulus of elasticity, and the unconnected gusset plate length do not have a great effect on the load-carrying capacity. The most significant parameter is the gusset plate thickness with the gusset plate width being the second most important parameter. An empirical design equation is proposed.Key words: angles, buckling, columns (structural), compressive resistance, design equation, gusset plates.

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