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.

Limit states design of HSS columns

1979 ◽  
Vol 6 (2) ◽  
pp. 276-291 ◽  
Author(s):  
Reidar Bjorhovde ◽  
Peter C. Birkemoe
Keyword(s):  
Column Tests ◽  
Limit States ◽  
Corrosion Stability ◽  
Production Methods ◽  
Design Procedures ◽  
Heat Treated ◽  
Compression Members ◽  
Hollow Structural Sections ◽  
Experimental And Theoretical Studies ◽  
Better Than

Hollow structural sections (HSS) have come into increasing usage for structural purposes over the past number of years. There are several reasons for this development, in particular, the advantages of such shapes from an architectural viewpoint, the strength inherent in a closed cross section, corrosion stability, and ease of maintenance. Due to their shape, the members are particularly suited for use as columns.This paper presents a review of typical HSS production methods used throughout the world today, with emphasis on the effect of several important parameters that vary with the production process. Following a general discussion of column strength theory and its application to HSS columns, the development of limit states design procedures for compression members is evaluated. Special attention is paid to the requirements of the standard CSA S16.1-1974, and the studies that led to these rules.Outlining briefly the philosophy of full-scale column testing and typical procedures that are followed in such work, the ensuing portions of the paper present detailed data from experimental and theoretical studies on Canadian-produced HSS sections. Column tests conducted on heat-treated shapes are compared to other data from similar tests on columns produced by a variety of manufacturing processes. It was generally found that the heat-treated shapes performed somewhat better than the cold-formed columns, considered as a whole, and that within the cold-formed data there was considerable variation between manufacturers. Comparison with data from column tests conducted in Japan and in Europe revealed that the Canadian shapes tended to fall within the upper portions of the data band.In closing, preliminary recommendations are presented for the evaluation of the strength of various manufactured HSS members in limit states design.

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.

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.

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.

Developments in the design of welded HSS truss joints with RHS chords

1983 ◽  
Vol 10 (1) ◽  
pp. 92-103 ◽  
Author(s):  
Jeffrey A. Packer
Keyword(s):  
Design Method ◽  
Simple Procedure ◽  
Steel Structures ◽  
Design Code ◽  
Limit States ◽  
Hollow Section ◽  
Recent Developments

Recent developments in design proposals for rectangular hollow section truss joints are reviewed for statically loaded, single chord, planar truss connections having one compression bracing member and one tension bracing member welded to the chord face, with either a small gap or an overlap at the connection. After comparison with the results of many joint tests, undertaken both in isolation and in complete trusses in other countries, a relatively simple procedure for the design of such joints is advocated. The design method is presented in a format compatible with the Canadian Standards Association Limit States Design Code for Steel Structures.

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.

scholarly journals Design Method of Circular Weft-Knitted Jacquard Fabric Based on Jacquard Module

2021 ◽  
Vol 0 (0) ◽  
Author(s):  
Peixiao Zheng ◽  
Gaoming Jiang ◽  
Honglian Cong
Keyword(s):  
Mathematical Modeling ◽  
Computer Aided Design ◽  
Theoretical Basis ◽  
Design Method ◽  
Two Dimensional ◽  
Design Procedures ◽  
Rapid Design ◽  
Computer Aided ◽  
Aided Design

Abstract Recently, there is an increasing interest in design of circular weft jacquard because of the pursuit of fashion and comfort. Aiming at the complexity of the computer-aided design method of the existing circular weft-knitted jacquard fabrics, which is not conducive to the rapid design and intelligible for designers, a design method was proposed to transform pattern notation into knitting diagram efficiently, which was based on knitting rules and its creation as a set of jacquard modules. Knitting characteristics of jacquard fabrics were studied as a precondition. On this basis, the design procedures of jacquard modules were analyzed and illustrated by taking tricolor bird's eye backing jacquard as an example. Jacquard modules with various jacquard effects were designed and stored in a jacquard module database. To mathematically describe pattern notation, knitting diagram, and jacquard module, two-dimensional matrixes were established by the method of mathematical modeling, and a corresponding algorithm for the transformation of the pattern to knitting information according to the knitting rules of jacquard modules, which can be applied to ordinary jacquard fabrics was summarized. The project of tricolor circular weft-knitted jacquard with bird's eye in the reverse and four-color air-layer jacquard were taken for instance to verify the models and algorithm. The results obtained show that the approach can efficiently and conveniently realize the designation and machine-knitting of weft-knitted jacquard fabric, which provide a theoretical basis and notation of modeling for the computer-aided design of circular weft-knitted jacquard fabrics.

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.

Demonstration of Limit States Design Method for Assessment of Corrosion and Crack Features

2021 ◽  
Author(s):  
Riski Adianto ◽  
Mahmoud Ibrahim ◽  
Maher Nessim ◽  
Sherif Hassanien ◽  
Steven Bott
Keyword(s):  
Design Method ◽  
Limit States
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