Branch plate to reinforced HSS connections in tension and compression

1993 ◽  
Vol 20 (4) ◽  
pp. 631-641 ◽  
Author(s):  
J. L. Dawe ◽  
S. J. Guravich
Keyword(s):  
Punching Shear ◽  
Width Ratio ◽  
Hollow Section ◽  
Tension And Compression ◽  
Plate Connections ◽  
Joint Behaviour ◽  
Hollow Structural Section ◽  
Hollow Structural Sections ◽  
Key Words Hollow ◽  
Plate Width

The tension and compression zones of moment plate connections were studied separately by testing branch plate and hollow structural section connections under each type of loading. Square hollow section flanges were reinforced by doubler plates fillet-welded all around. The results from 13 specimens tested in tension indicate that branch plate to reinforcing plate width ratio is an important parameter in joint behaviour. The dominant failure mode was punching shear of the reinforcing plate. The importance of reinforcing plate and HSS wall thicknesses was apparent from the results of 13 specimens tested in the compression series. The capacities of specimens in all but one test in this series were limited by failure of the HSS webs. Key words: hollow structural sections, W-shape, columns, beams, connections, experimental, design, steel.

Plate reinforced square hollow section T-joints of unequal width

1982 ◽  
Vol 9 (2) ◽  
pp. 143-148 ◽  
Author(s):  
R. M. Korol ◽  
H. Mitri ◽  
F. A. Mirza
Keyword(s):  
Carrying Capacity ◽  
Failure Modes ◽  
Bending Moment ◽  
Punching Shear ◽  
T Joints ◽  
Hollow Section ◽  
Yield Line ◽  
Plate Length ◽  
Ultimate Moment ◽  
Hollow Structural Section

The carrying capacity of square hollow structural section T-joints stiffened by a rectangular flange plate is investigated for both branch bending moment and punching shear. The ultimate moment or load is determined from the simple yield line method of which one of three failure modes is applicable depending on the plate length. A large number of combinations of branch, chord, and plate sizes are analysed to provide a statistical basis for making recommendations of optimum plate lengths and thicknesses for stiffened joints in Vierendeel truss applications.

Design examples for HSS trusses

1986 ◽  
Vol 13 (4) ◽  
pp. 460-473 ◽  
Author(s):  
Jeffrey A. Packer
Keyword(s):  
Welded Joints ◽  
Design Method ◽  
Limit States ◽  
International Consensus ◽  
Hollow Section ◽  
Design Procedures ◽  
Complex Design ◽  
Structural Engineers ◽  
Hollow Structural Section ◽  
Hollow Structural Sections

Following recent international consensus on a series of complex design formulae for the static strength of welded joints in hollow structural section (HSS) trusses, design aids and design procedures compatible with CAN3-S16.1-M84 and based on these recommendations have been produced for implementation in Canada. This paper formally illustrates the use of these design aids by undertaking design examples for rectangular hollow section (RHS) chord planar trusses. The design aids discussed by the writer are in the form of charts for manual design and an interactive microcomputer program for automated truss design. Although the design method is much more rigorous than that presently used by Canadian structural engineers, who typically follow the guidelines of the Stelco HSS connections manuals, it vividly illustrates to the user the principal parameters affecting the strength of welded joints in HSS trusses. The paper also demonstrates that the joint strength criteria frequently control the selection of members, thereby making the design and checking of such joints the responsibility of the design engineer rather than the fabricator. Key words: hollow structural sections, tubes, welded joints, trusses, limit states design, design aids.

Predicting the strength of branch plate – RHS connections for punching shear

1982 ◽  
Vol 9 (3) ◽  
pp. 458-467 ◽  
Author(s):  
Gwynne Davies ◽  
Jeffrey A. Packer
Keyword(s):  
Tube Wall ◽  
Steel Plates ◽  
Punching Shear ◽  
Width Ratio ◽  
Test Results ◽  
Early Failure ◽  
Hollow Section ◽  
Yield Line ◽  
Steel Sections ◽  
Line Analysis

The stress distribution in steel plates welded at right angles to either I-section or rectangular hollow section members is notoriously nonuniform, leading to early failure of the plate, tube wall, or weld. The paper proposes an upper-bound approach that combines lócal punching shear with normal yield line analysis. The resulting expression for strength and branch efficiency is seen to be sensitive to the value of tube wall slenderness, and in reasonable agreement with a previously obtained efficiency expression based on a lower bound to test results. The theory also confirms the experimental observation that the width ratio between the plate and the rectangular hollow section does not have a significant effect on the efficiency of the connection. The theory presented enables a parametric study of the joint strength and efficiency to be made, and thus leads to a greater understanding of the behaviour of joints to hollow steel sections.

Design of extended end-plate connections for hollow section columns

1996 ◽  
Vol 23 (1) ◽  
pp. 277-286 ◽  
Author(s):  
S. Mourad ◽  
R. M. Korol ◽  
A. Ghobarah
Keyword(s):  
Limit State ◽  
Design Procedure ◽  
High Strength ◽  
Experimental Program ◽  
Hollow Section ◽  
End Plate ◽  
Moment Resisting ◽  
Extended End Plate ◽  
Plate Connections ◽  
Hollow Structural Section

Extended end-plate connections have been widely used in moment-resisting steel frames with W-shape columns, due to their sufficient stiffness and moment capacity. In addition, such connections are easy to install and permit good quality control. Extended end-plate connections can also be employed in moment-resisting frames with hollow structural section columns by using high strength blind bolts. These bolts have been developed for installation from one side only where the rear side of the connection is inaccessible. In this study, a quantitative procedure for detailing and designing beam extended end-plate connections for rectangular hollow structural section columns using high strength blind bolts is proposed. The design procedure is consistent with the design philosophy given in limit-state codes. The proposed design is based on the results obtained from an experimental program and an analytical study. Key words: design, end plate, connection, hollow section, blind bolts, steel, frame.

The Effect of Weld Length on the Tension Capacity of Hollow Structural Section (HSS)

2020 ◽  
pp. 42-58
Keyword(s):  
Cross Section ◽  
Uniform Stress ◽  
Entire Cross Section ◽  
Design Strength ◽  
Minimum Requirement ◽  
Tension Member ◽  
Hollow Structural Section ◽  
Hollow Structural Sections ◽  
Tension Capacity ◽  
Steel Standard

The non-uniform stress distribution occurs in a tension member adjacent to a connection, in which all elements of the cross-section are not directly connected. This effect reduces the member’s design strength because the entire cross-section is not fully effective in the critical section’s location. That's why an experimental study has been done to investigate the effect of the weld length on the tension capacity, two specimens (hollow structural sections) have been tested by using Instron 8800 machine with two weld lengths, 46 mm and 56 mm. The 46 mm size is the minimum requirement of the sufficient size of the tension connection depending on United States Steel Standard. The Result proved that there has been too much effect on the connection carrying tension capacity. The result of the 46 mm weld length is about 155 KN and about 180 KN for the 56 mm weld length. While the ABAQUS simulation results were about 168 KN for the 46 mm weld length and about 172 KN for the 56 mm weld length.

Calculation of the fire resistance of steel hollow structural section columns filled with plain concrete

1994 ◽  
Vol 21 (3) ◽  
pp. 382-385 ◽  
Author(s):  
T. T. Lie ◽  
D. C. Stringer
Keyword(s):  
Mathematical Models ◽  
Key Words ◽  
Fire Resistance ◽  
Experimental Studies ◽  
Plain Concrete ◽  
Building Codes ◽  
Aggregate Concrete ◽  
Parametric Studies ◽  
Hollow Structural Section ◽  
Hollow Structural Sections

Experimental studies were conducted to determine the fire resistance of circular and square hollow structural section columns filled with plain concrete. Mathematical models were developed and used to investigate the influence of important parameters that determine the fire resistance of these columns. The experimental and parametric studies provide information for the development of formulas for the calculation of the fire resistance of circular and square concentrically loaded columns filled with plain carbonate or siliceous aggregate concrete. Such formulas are suitable for incorporation into building codes. Key words: calculation, fire resistance, columns, concrete-filled, steel, hollow structural sections.

Stress concentration factors for non-90° X-connections made of square hollow sections

1998 ◽  
Vol 25 (2) ◽  
pp. 370-375 ◽  
Author(s):  
J A Packer ◽  
J Wardenier
Keyword(s):  
Stress Concentration ◽  
Strong Influence ◽  
Hot Spot ◽  
Steel Structures ◽  
Hot Spot Stress ◽  
Hollow Section ◽  
Measured Stress ◽  
Concentration Factors ◽  
Stress Concentration Factors ◽  
Hollow Structural Sections

A number of fatigue experiments and stress concentration factor measurements on non-90°, square hollow section X-connections have been carried out. Comparison of the measured stress concentration factors with those derived from existing parametric formulae for 90° T- and X-connections showed a strong influence of the brace angle. A tentative extension of the range of validity of the parametric formulae for 90° T- and X-connections for other brace angles has been derived.Key words: steel structures, connections, fatigue, hollow structural sections, hot spot stress, stress concentration factors.

scholarly journals Weld design for hollow structural section connections: application to Canadian Standards

2020 ◽  
Vol 47 (10) ◽  
pp. 1128-1144
Author(s):  
Kyle Tousignant ◽  
Jeffrey A. Packer
Keyword(s):  
Reliability Index ◽  
Effective Properties ◽  
Finite Element Analyses ◽  
Comprehensive Review ◽  
Hollow Section ◽  
Target Reliability Index ◽  
Fit For Purpose ◽  
American Research ◽  
Circular Hollow Section ◽  
Hollow Structural Section

This article presents a comprehensive review of existing North American research on weld effective lengths for hollow structural section (HSS) connections. Data from 393 experiments and finite-element analyses is analyzed to determine the inherent reliability index (β+) of existing and proposed AISC 360 formulae for weld effective properties in axially loaded rectangular hollow section (RHS) T-, Y- and X-connections, RHS gapped and overlapped K-connections, RHS moment-loaded T-connections, and circular hollow section T-, Y- and X-connections, when used in conjunction with CSA S16-19 Clause 13.13.4.3(a) for design of welds to the ends of HSS branches. Modifications to the formulae are proposed to achieve β+ ≥ 4.0 (the target reliability index for connectors according to Annex B.4 of CSA S16-19), and recommendations are made to facilitate a “fit-for-purpose” design approach for welds to HSS. These are proposed for the next scheduled revision of CSA W59.

Stress Distribution Around Edge Slits in a Plate Loaded in Tension —the Effect of Finite Width of Plate

1962 ◽  
Vol 66 (617) ◽  
pp. 320-322 ◽  
Author(s):  
J. R. Dixon
Keyword(s):  
Stress Concentration ◽  
Stress Distribution ◽  
Flat Plate ◽  
Elastic Stress ◽  
Width Ratio ◽  
Finite Width ◽  
Two Dimensional ◽  
Finite Plate ◽  
Edge Slit ◽  
Plate Width

SummaryTwo-dimensional photoelastic tests have been carried out on uni-axially loaded flat-plate specimens with two collinear edge slits, to investigate the effect of finite plate width on the elastic stress distribution. It was found that the effect of slitlength/ plate-width ratio on the elastic stress concentration at the end of the edge slit of length l was virtually the same as that for a central slit of length 2l in a plate of the same width, and could be adequately expressed by existing theories.

scholarly journals RHS-to-RHS axially loaded X-connections near an open chord end

2017 ◽  
Vol 44 (11) ◽  
pp. 881-892 ◽  
Author(s):  
YuJing Fan ◽  
Jeffrey A. Packer
Keyword(s):  
Closed Form Solution ◽  
Form Solution ◽  
Experimental Program ◽  
Hollow Section ◽  
Design Procedures ◽  
End Distance ◽  
Circular Hollow Section ◽  
Hollow Structural Section ◽  
Connection Design ◽  
Chord Member

In all truss-type welded hollow structural section connection design procedures, the chord member is assumed continuous on both sides of the branch. New limits of applicability have recently been advocated, which specify minimum end distances from an open chord end to achieve the full connection strength. To investigate their suitability for rectangular hollow section (RHS) connections, an experimental program consisting of 12 RHS-to-RHS X-connections subject to branch axial compression was undertaken. For connections near a chord end, a modified yield line mechanism controlled. A proposed analytical model is derived, and by evaluating against the experimental results, is shown to accurately predict the yield loads. An EN 1993-1-8 amendment, transcribed from circular hollow section connections, is deemed excessively conservative, and a closed-form solution for the end distance, presented herein, is recommended for use with RHS connections. Alternatively, providing a cap plate is determined to be an effective stiffening method.

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