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Articles 3151 - 3180 of 4011

Full-Text Articles in Civil and Environmental Engineering

Study On Light-Gauge Steel Roof Trusses With Rosette Connections, Pentti Makelainen, Jyrki Kesti, Olli Kaitila, Kimmo J. Sahramaa Oct 1998

Study On Light-Gauge Steel Roof Trusses With Rosette Connections, Pentti Makelainen, Jyrki Kesti, Olli Kaitila, Kimmo J. Sahramaa

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

This paper describes the Rosette-joining system and its possibilities in roof-truss structures in the span range of 8 to 12 meters (26 to 39 ft). The test programme that was carried out to verify the behaviour of the Rosette-joint and the thin-walled sections is described. The test results are given and analysed where they currently exist. The results are compared with values calculated according to the 1996 U.S. (AISI) [3] code supported by a distortional buckling analysis according to the Australian / New Zealand Standard (AS) [4] and FE Analysis results.

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A Study On The Flexural Behavior Of Profiled Composite Beams, Gu Rok Yang, Yong Seo Hwang, Young Bong Kwon Oct 1998

A Study On The Flexural Behavior Of Profiled Composite Beams, Gu Rok Yang, Yong Seo Hwang, Young Bong Kwon

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

An analytical study on the behavior of composite beams, which are composed of cold-formed steel sheeting and normal strength concrete, is described. An analytical method to trace the nonlinear behavior of a composite beam is developed to include the nonlinear material properties of steel sheeting, reinforcing steel bar and concrete. However, since the method is complex and tedious to use, two simple formulas for the nonlinear moment-curvature relation of the composite beam have been proposed. A simple power model, which has been originally used to predict the flexural capacity of the beam to column connections, is proposed as the first …

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Factors Influencing The Strength Of Mechanical Clinching, Remo Pedreschi, Braj Sinha, Russell Davies, Rory Lennon Oct 1998

Factors Influencing The Strength Of Mechanical Clinching, Remo Pedreschi, Braj Sinha, Russell Davies, Rory Lennon

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The influence of material strength and thickness, direction of load, multi-layer connections and dis-similar thicknesses of steel on the strength of mechanical clinching is considered.. Expressions to predict the strength of mechanical clinching are presented.

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A Cost Based Approach To Design Of Residential Steel Roof Systems, B. Mobasher, S-Y Chen, C. Young, S. D. Rajan Oct 1998

A Cost Based Approach To Design Of Residential Steel Roof Systems, B. Mobasher, S-Y Chen, C. Young, S. D. Rajan

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

A comprehensive system for the design of residential steel roof truss systems is presented. The research involved three distinct stages. In the first stage, components of the truss systems were tested in order to determine their member properties subjected to axial force and bending moments. Finite element simulations of these tests were carried out to further verify the, calculations obtained using the AISI-LRFD code guidelines. The AlSI-LRFD code based design curves were used for the actual design, while the laboratory experiments and the finite element results provided additional checks and verification of the AlSI values. The second stage of the …

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The Local Buckling Strength Of Partially Stiffened Type 3cr12 Stainless Steel Compression Elements In Beam Flanges, G. J. Van Den Berg Oct 1998

The Local Buckling Strength Of Partially Stiffened Type 3cr12 Stainless Steel Compression Elements In Beam Flanges, G. J. Van Den Berg

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

In this study the effect of the non-linear behaviour of stainless steels on the local buckling strength of partially stiffened compression elements in beam flanges is studied. The steel under investigation is Type 3CR12 stainless steel. Lipped channels were placed back to back to form a doubly symmetric lipped I-section. The different pIasticity reduction factors suggested in the ASCE3 and South African13 stainless steel design specification for stiffened and unstiffened compression elements are used to compare experimental results with theoretical predictions. It is concluded that the ASCE3 and South African13 stainless steel design specifications overestimate the local buckling stress in …

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A Non Linear Design Model For Continuous Multi-Span Light Gauge Sheeting And Members, Leopold K. Sokol Oct 1998

A Non Linear Design Model For Continuous Multi-Span Light Gauge Sheeting And Members, Leopold K. Sokol

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The calculation of profiled sheeting and members by using the post-critical stage in which a plastic hinge is originated at the internal support is possible provided that the relationships between the support moment, reaction and hinge rotation are known. There are two alternative procedures of testing for obtaining these data: double-span test or internal support test. In the second one, instead of a global behaviour, only the local relationships between the three above characteristics are determined. When calculating with the model proposed in Eurocode 3, Part 1.3, the above two different test procedures do not lead to close enough results. …

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Direct Strength Prediction Of Cold-Formed Steel Members Using Numerical Elastic Buckling Solutions, Benjamin W. Schafer, Teoman Pekoz Oct 1998

Direct Strength Prediction Of Cold-Formed Steel Members Using Numerical Elastic Buckling Solutions, Benjamin W. Schafer, Teoman Pekoz

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Current design of cold-formed steel members is unduly complicated, Part of this complication arises from the need to perform elastic buckling calculations by hand. Also, complications occur in determining the effective width and resulting effective properties of members. Further, as cross-sections become more optimized (e.g., through the introduction of longitudinal stiffeners) both the elastic buckling and effective width calculations become markedly more complex. In order to investigate alternatives to current design a large amount of experimental data on flexural members of varying geometry is collected. The use of numerical elastic buckling solutions for the entire member, is investigated as an …

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Web Crippling Of Single Web Cold Formed Steel Members Subjected To End One-Flange Loading, R. R. Gerges, R. M. Schuster Oct 1998

Web Crippling Of Single Web Cold Formed Steel Members Subjected To End One-Flange Loading, R. R. Gerges, R. M. Schuster

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Results of an extensive experimental investigation of the web crippling behavior of cold formed steel C-sections are presented. This study was devoted to the End One Flange, EOF, loading case, with particular emphasis on large inside bend radius to thickness ratios, (R = ri/t). Seventy-two C-sections with R values ranging between five and 10 were tested at the University of Waterloo. Comparing the experimental results with predictions using the current North American Cold Formed Steel Design Standards, considerable underestimation was observed. Using the same model of the design expression currently used in the Canadian Standard (S136-94), and including 164 test …

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Web Crippling Strength Of Members Using High-Strength Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube Oct 1998

Web Crippling Strength Of Members Using High-Strength Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

A total of 148 web crippling tests were conducted using high-strength, low-ductility Structural Grade 80 of ASTM A653 steel (former ASTM A446 Grade E steel) and tests results were evaluated along with additional 114 web crippling tests which were reported in 1986 as part of a project on Design of Automotive Structural Components Using High-Strength Sheet Steels. Four loading conditions, namely End-One-Flange (EOF),lnterior-One-Flange (IOF), End-Two-Flange (ETF), and Interior-Two-Flange (ITF) conditions, were considered in the web crippling tests. Test results indicate that the tested ultimate loads for the four loading conditions were higher than the predicted loads using the AISI Specifications …

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Behaviour Of Locally Buckled Singly Symmetric Columns, Ben Young, Kim J. R. Rasmussen Oct 1998

Behaviour Of Locally Buckled Singly Symmetric Columns, Ben Young, Kim J. R. Rasmussen

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

An experimental investigation into the behaviour of locally buckled cold-formed plain and lipped channel columns compressed between fixed and pinned ends is described in this paper. It is shown experimentally that local buckling does not induce overall bending of fixed-ended singly symmetric columns, as it does of pin-ended singly symmetric columns. Consequently, local buckling has fundamentally different effects on the behaviour of fixed-ended and pin-ended singly symmetric columns. In order to demonstrate this result experimentally, a series of tests was performed on plain and lipped channels brake-pressed from high strength structural steel sheets. The different effects of local buckling on …

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Fire Resistance On Bearing Wall Using Steel & Gypsum, In-Kyu Kwon, Kwang Choi, Jee Nam-Yong Oct 1998

Fire Resistance On Bearing Wall Using Steel & Gypsum, In-Kyu Kwon, Kwang Choi, Jee Nam-Yong

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The conventional loadbearing wall systems generally used in Korea are composed of concrete and brick. Which materials have many defaults like long-term construction period and cost increase. Recently in us, a rapid increase in the usage of cold-formed steel section in housing and commercial building construction can widely be seen. The loadbearing wall assembly composed of light gauge-steel and gypsum board can preferably be applied to residential and commercial building of 5 stories or below. In order that light-gauge steel framing can be prevalently introduced in our domestic housing market, the wall assembly must have sufficient fire-resistant performance. Fire-resistant tests …

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Testing Of Cold Formed Steel Floor Joists With Bearing Stiffeners, Reynaud M. Schuster, S. R. Fox Oct 1998

Testing Of Cold Formed Steel Floor Joists With Bearing Stiffeners, Reynaud M. Schuster, S. R. Fox

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The application of lightweight steel framing (LSF) in residential construction has been growing in the past few years and is bringing forth some issues in Cold Formed Steel Design Specifications that need to be addressed. The area of interest of this paper is the requirement for bearing stiffeners in both the CSA-SI36(1) Standard and the AISI(2) Specification. Specifically, both of these documents require that all cross-sectional elements of a bearing stiffener must be fully effective. This restriction is difficult to meet in practice since almost all LSF members are subject to local buckling, hence are no longer fully effective. A …

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Cold-Formed Shear Connectors For Composite Constructions, Maximiliano Malite, Walter A. Nimir, Jose Jairo De Sales, Roberto Martins Goncalves Oct 1998

Cold-Formed Shear Connectors For Composite Constructions, Maximiliano Malite, Walter A. Nimir, Jose Jairo De Sales, Roberto Martins Goncalves

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Construction employing composite steel-concrete structures has been increasingly applied in building and bridge structures, and solutions involving cold-formed profiles have recently appeared which, in many cases, have resulted in reduced costs. Because constructions using composite steel-concrete structures, involving cold-formed profiles, are not covered by current Brazilian Codes, it is necessary to investigate the issue. This paper, therefore, presents the results of an experimental analysis (24 push-out tests) made for two types of connectors: U-profile and angle, with two plate thicknesses: 2.65 mm and 4.76 mm, evaluating their strength and their load-slip behavior. The tests were performed on test specimens adapted …

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Ductility Measurements Of Thin G550 Sheet Steels, Colin A. Rogers, Gregory J. Hancock Oct 1998

Ductility Measurements Of Thin G550 Sheet Steels, Colin A. Rogers, Gregory J. Hancock

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Cold formed structural members are fabricated from sheet steels which must meet various material requirements prescribed in applicable national design standards. These requirements ensure that; I) stress concentrations can be redistributed and 2) members and connections can undergo a minimum amount of displacement without a loss in structural performance. The Australian / New Zealand, AS/NZS 4600, and both North American, CSA-S136 and AlSI, Cold Formed Steel Design Standards allow for the use of thin (t < O.9mm), high strength (fy = 550MPa) sheet steels if the yield stress and ultimate strength are reduced to 75% of their minimum specified values. This paper provides a summary of results detailing the ductility and net cross-section tensile resistance of G550 sheet steels (to Australian Standard AS 1397) tested as solid and perforated coupons. Material properties of the test specimens are compared wIth the Dhalla and Winter requirements for ductility and ultimate strength to yield stress ratio. limit states tensile design equations are calibrated according to procedures defmed by the American Iron and Steel Institute (AlSI) Commentary.

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Technique And Qualities Of Beams With Expanded Metal Sections, M. Hellsten Oct 1998

Technique And Qualities Of Beams With Expanded Metal Sections, M. Hellsten

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The rotary expander technique can be used for manufacturing Lattice framework from a single strip of sheet metal by integrating expanded metal with solid sheet. This technique can be used to distribute the material in a tubular, or open profile to where it's best needed. Valuable qualities possible to are: - low weight and optimal strength - low energy transmission (noise and heat) - soft deformation and favorable energy absorbing properties - good fatigue resistance - high flexibility in design and product qualities These qualities are useful in applications like: - light and strong steel framing systems for buildings - …

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Behaviour Of Thin G550 Sheet Steel Screwed Connections, Colin A. Rogers, Gregory J. Hancock Oct 1998

Behaviour Of Thin G550 Sheet Steel Screwed Connections, Colin A. Rogers, Gregory J. Hancock

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

This paper provides a summary of results detailing the behaviour of screwed connections tested in shear, which were composed of thin G550 and G300 sheet steels (to the 1993 Australian Standard AS 1397). Recommendations concerning the adequacy of current design standards with respect to the design of thin sheet steel screwed connections are made.

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Understanding Pullover, Jonathan Sabia Kreiner, Duane S. Ellifritt Oct 1998

Understanding Pullover, Jonathan Sabia Kreiner, Duane S. Ellifritt

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Self drilling screws are often used for attaching roof and wall panels to structural framing and are subjected to tensile loads caused by negative wind pressures. Pullover failure is often associated with this loading condition, which occurs when It fastener pulls through a metal panel but remains attached to the structural framework underneath. The American lron and Steel Institute (AISI) has developed several standard tests for pullover and has included a design criterion for pullover in their specification. However, previous research at the University of Florida has found one particular test and the AISI Specification Section E4.4.2 to be un-conservative. …

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Distortional Buckling Formulae For Thin Walled Channel And Z-Sections With Return Lips, John T. Merrick, Gregory J. Hancock, M. R. Bamach Oct 1998

Distortional Buckling Formulae For Thin Walled Channel And Z-Sections With Return Lips, John T. Merrick, Gregory J. Hancock, M. R. Bamach

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Cold-formed Channel- and Z-sections subject to both flexure and torsion may undergo distortional buckling where the flange and lip rotate about the flange/web junction. This mode of failure is prevalent in purlin sections when lateral deformation of the section is prevented and when the sections are manufactured from high strength steel. In an attempt to prevent distortional buckling, some manufacturers have added additional return lips to the flange lips to produce complex edge stiffeners. The Australian/New Zealand Standard for Cold-Formed Steel Structures includes design rules for determining the distortional buckling strength of cold-formed beam and column sections. These design rules …

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Behaviour Of Thin G550 Sheet Steel Bolted Connections, Colin A. Rogers, Gregory J. Hancock Oct 1998

Behaviour Of Thin G550 Sheet Steel Bolted Connections, Colin A. Rogers, Gregory J. Hancock

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

This paper provides a summary of results detailing the behaviour of bolted connections tested in shear, which were composed of 0.42 mm G550, 0.60 mm G550 and 0.60 mm G300 sheet steels (to the 1993 Australian Standard AS 1397). Recommendations concerning the adequacy of current design standards with respect to the design of thin sheet steel bolted connections are made, along with the calibration of applicable limit states resistance equations for the three observed modes of failure; end pull-out, bearing, and net section fracture.

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Compressional Behaviour Of Stainless Steel Short Struts, M. Macdonald, J. Rhodes, G. T. Taylor Oct 1998

Compressional Behaviour Of Stainless Steel Short Struts, M. Macdonald, J. Rhodes, G. T. Taylor

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The effects of cold forming on both carbon steel and stainless steel structural members has been the subject of extensive research since the early 1940's. Design code specifications for carbon steel members have been published in many countries around the world, including BS 5950, Part 5 in the UK (1) the AlSI Specification in the USA (2), and the new Eurocode 3, Part 1.3 (3). For stainless steel members there are fewer design code specifications available, and those that are available, which include the ANSI/ASCE in the USA (4) and the new Eurocode 3, Part 1.4 (5), do not give …

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Bearing Design Of Thin Sheet Steel Screwed Connections, Colin A. Rogers, Gregory J. Hancock Oct 1998

Bearing Design Of Thin Sheet Steel Screwed Connections, Colin A. Rogers, Gregory J. Hancock

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The 1996 Australian / New Zealand AS/NZS 4600 and North American; CSA-S136, AISI Cold Formed Steel Design Standards allow for the use of thin (t < 0.9 mm in AS/NZS 4600), high strength (fy = 550 MPa) sheet steels if the yield stress and ultimate strength are reduced to 75% of their minimum specified values. At present, these reduced material properties must be used in the design of screwed connections which undergo bearing and bearing/tilting failure. Previous research has illustrated the need for design standards to include a gradated bearing coefficient method to account for the behaviour of thin high strength sheet steels, instead of a gross reduction in material properties. This paper provides a summary of results detailing the behaviour of screwed connections tested in shear which have failed in the bearing and bearing/tilting modes. Recommendations concerning the adequacy of current design standards with respect to a proposed formulation which can be used to more accurately predict the shear resistance of screwed connections which fail in the bearing and bearing/tilting modes are presented.

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A Simplified Model For Distortional Buckling Of Channels And Zees In Flexure, Duane S. Ellifritt, Robert L. Glover, Jonathan D. Hren Oct 1998

A Simplified Model For Distortional Buckling Of Channels And Zees In Flexure, Duane S. Ellifritt, Robert L. Glover, Jonathan D. Hren

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Certain cold-formed sections like channels and zees, when subjected to bending in the plane of the web, often fail in laboratory tests at a load less than that predicted by standard specification equations. The mode of failure is an upward movement of the compression flange and lip relative to the web, which may remain fairly plane. When bends which were right angles change dramatically under load, the section changes shape, or distorts, resulting in a reduction of the section stiffness followed by buckling of the flange. Such a failure is referred to as "distortional buckling". An analytical solution to the …

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Laterally Braced Cold-Formed Steel Flexural Members With Edge Stiffened Flanges, Benjamin W. Schafer, Teoman Pekoz Oct 1998

Laterally Braced Cold-Formed Steel Flexural Members With Edge Stiffened Flanges, Benjamin W. Schafer, Teoman Pekoz

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The moment capacity of a laterally braced cold-formed steel flexural member with edge stiffened flanges (e.g., a channel or zee section) may be adversely affected by local or distortional buckling. Traditional design methods recognize the need to explicitly account for local buckling, but not distortional buckling. Experimental data and numerical analyses suggest that proper strength prediction of laterally braced cold-formed steel flexural members requires explicit treatment of distortional buckling. New procedures for hand prediction of the buckling stress in the local and distortional mode are presented. Numerical investigations are employed to highlight post-buckling behavior unique to the distortional mode. A …

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Lateral Load Strength Of Screw Connections In 29ga Metal, G. A. Anderson, V. C. Kelley Oct 1998

Lateral Load Strength Of Screw Connections In 29ga Metal, G. A. Anderson, V. C. Kelley

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

The results of 300 tests on screwed connections in shear are presented. The load capacity of screws in a row is shown to be additive and screws placed in narrow ribs of 29ga steel have the same strength as screws placed in flat sheets. The AISI equation for tilting strength of screw connections under predicts the strength of the screw connections tested. A regression equation is developed for tilting and compared to the AISI tilting equation and a third party test data. The regression equation is more accurate but less precise than the AISI equation.

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The Effect Of Cold Forming On Type 3cr12 Square Tubes, Rudolph Laubscher Oct 1998

The Effect Of Cold Forming On Type 3cr12 Square Tubes, Rudolph Laubscher

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

A non linear finite element simulation is conducted which completely simulates the forming of the tube from flat virgin plate to its final shape. The predicted residual stresses and amount of cold forming in the tube sides and comers are then compared to actual experimental data from cold formed tubes where the initial material properties and the material properties after the cold forming process are known. This illustrates the usefulness of the non linear finite element method in predicting how the material properties change during cold forming and gives a useful insight in what the actual condition of the material …

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Analysis Of Hat Sections With Multiple Intermediate Longitudinal Stiffeners, V. V. Acharya, R. M. Schuster Oct 1998

Analysis Of Hat Sections With Multiple Intermediate Longitudinal Stiffeners, V. V. Acharya, R. M. Schuster

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

This paper is the second paper by the authors on the subject of the behavior of cold formed steel hat sections in bending with multiple intermediate longitudinal stiffeners. The first paper, also contained in these Proceedings, deals with the test results only (Acharya and Schuster, 1998). Presented in this paper is the analysis associated with the test program that was conducted at the University of Waterloo. The main objective was to develop a consistently accurate and practical method of predicting the ultimate bending strength of sections that fail in overall plate buckling. Recent testing carried out by previous researchers indicates …

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Shear Plus Bending In Lapped Z-Purlins, Keith Almoney, Thomas M. Murray Oct 1998

Shear Plus Bending In Lapped Z-Purlins, Keith Almoney, Thomas M. Murray

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

Six two purlin line, three span continuous Z-purlin tests were conducted to show that combined shear plus bending is a possible failure mode immediately outside the lapped portion of the purlin lines. AISI Specification provisions predicted that combined shear plus bending was the controlling limit state. Strain gage data showed that local buckling occurred immediately outside of the lapped portion of the purlins lines prior to failure which caused moment to redistribute to the positive moment region. It is concluded that shear plus bending is a possible controlling limit state for continuous lapped purlins.

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Web Crippling Behaviour Of Cold-Formed Unlipped Channels, Ben Young, Gregory J. Hancock Oct 1998

Web Crippling Behaviour Of Cold-Formed Unlipped Channels, Ben Young, Gregory J. Hancock

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

An experimental investigation of cold-formed unlipped channels subject to web crippling is described. The tests were carried out under four loading conditions according to the AISI Specification, namely End-One-Flange (EOF), Interior-One-Flange (IOF), End-Two-Flange (ETF), and Interior-Two-Flange (ITF) loading. The concentrated load or reaction forces were applied by means of bearing plates which acted across the full flange widths of the channels. The web crippling test results are compared with the American Iron and Steel Institute (AISI 1996) Specification and the Australian/New Zealand Standard (AS/NZS 4600-1996) for cold-formed steel structures. The design web crippling strength predictions given by the specifications have …

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Web Crippling Of Cold Formed Steel Members, K. Prabakaran, R. M. Schuster Oct 1998

Web Crippling Of Cold Formed Steel Members, K. Prabakaran, R. M. Schuster

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

A new design expression for web crippling of cold formed steel members has been developed. An extensive statistical analysis was performed using published test data from Canada, the United States, Sweden and France to develop new expressions for the web crippling strength of cold formed steel members under four different loading cases, i.e. (1) end one-flange loading (EOF), (2) interior one-flange loading (lOF), (3) end two-flange loading (ETF) and (4) interior two-flange loading (lTF). I-sections made of two channels connected back-to-back, Z-sections, channels and multiple web sections (decks) were considered. Comparisons were made with the web crippling expressions presented in …

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Columns Under Loads Of Varying Eccentricity, J. Rhodes Oct 1998

Columns Under Loads Of Varying Eccentricity, J. Rhodes

CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)

A series of tests on small lipped channel section columns is reported in this paper. The columns were loaded with varying degrees of eccentricity. The eccentricity of loading was produced by offsetting the loading line from the neutral axis of the section, and the offset could be set to a different degree at each end of the column. By this means the effect of moment variation along the column could be examined experimentally and the results compared with the predictions of different design codes for this type of loading. The predictions of the 1986 AISI Specification, the British Standard and …

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