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2002

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Articles 181 - 210 of 1792

Full-Text Articles in Engineering

An Experimental Study On The Load Carrying Capacity Of Cold-Formed Steel Studs And Panels, J. Wang, Y. S. Tian, T. J. Lu, C. Y. Barlow Oct 2002

An Experimental Study On The Load Carrying Capacity Of Cold-Formed Steel Studs And Panels, J. Wang, Y. S. Tian, T. J. Lu, C. Y. Barlow

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

A full-scale experimental study on the structural performance of load-bearing wall panels made of cold-formed steel frames and boards is presented. Six different types of C-channel stud, a total of 20 panels with one middle stud and 10 panels with two middle studs were tested under vertical compression until failure. For panels, the main variables considered are screw spacing (300 mm, 400 mm, or 600 mm) in the middle stud, board type (oriented strand board - OSB, cement particle board - CPB, or calcium silicate board - CSB), board number (no sheathing, one-side sheathing, or two-side sheathing), and loading type …

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Calibrations Of Bolted Cold-Formed Steel Connections In Bearing (With And Without Washers), Roger A. Laboube, J. A. Wallace, R. M. Schuster Oct 2002

Calibrations Of Bolted Cold-Formed Steel Connections In Bearing (With And Without Washers), Roger A. Laboube, J. A. Wallace, R. M. Schuster

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

The bearing strength of bolted connections is treated differently in the two current North American Cold-Formed Steel Design documents, the AISI Specification in the USA (AISI 1996a) and the S136 Standard in Canada (CSA 1994). In the case of the S136 Standard (CSA 1994), only one expression is presented that applies to all bolted connections such as single and double shear, as well as, with and without washers. In the AISI Specification (AISI 1996a), however, a distinction is made between single shear and double shear connections and the use of washers. Contained in this paper are the calibration results of …

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Evaluation Of Bolt-Hole Elongation Stiffness For The Stiffness Prediction Of Cold-Formed Steel Bolted Moment-Connections, J. B. P. Lim, D. A. Nethercot Oct 2002

Evaluation Of Bolt-Hole Elongation Stiffness For The Stiffness Prediction Of Cold-Formed Steel Bolted Moment-Connections, J. B. P. Lim, D. A. Nethercot

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

Cold-formed steel bolted moment-connections cannot be considered as rigid because of localised in-plane elongation of the bolt-holes due to bearing of the bolt-shank against the bolt-hole. To therefore calculate the rotational stiffness of such bolted moment-connections, it is necessary to know the load-extension characteristics of bolt-hole elongation. In this paper, a non-linear large- displacement elasto-plastic finite element idealisation of a plain bolt-shank in bearing against a bolt-hole is presented. Graphs of load against bolt-hole elongation are plotted that show good comparison with laboratory test results. A proposed modification of the results allows for the results of a fully-threaded bolt-shank to …

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Shear Lag Effect On Bolted C-Shaped Cold-Formed Steel Tension Members, Chi-Ling Pan, Pen-Chun Chiang Oct 2002

Shear Lag Effect On Bolted C-Shaped Cold-Formed Steel Tension Members, Chi-Ling Pan, Pen-Chun Chiang

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

This study is concentrated on the investigation of the shear lag effect on cold-formed steel tension members. C-shaped sections with different dimensions tested by using bolted connections were discussed in this study. The comparisons were made between the test results and predictions computed based on several specifications. In order to study the stress distribution at the various locations of the cross section of specimen, the finite-element software ANSYS was also utilized in this research. Based on the experimental results, it was found that the tension strengths of test specimens predicted by the AISC-Code (1999), which takes account of the shear …

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Strength And Behavior Of Fillet Welded Connections In G450 Sheet Steel, Lip H. Teh, Gregory J. Hancock Oct 2002

Strength And Behavior Of Fillet Welded Connections In G450 Sheet Steel, Lip H. Teh, Gregory J. Hancock

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

G450 steel to AS 1397 is a cold-reduced sheet steel with in-line galvanizing. Its grade is 65 ksi (450 MPa) yield and 70 ksi (480 MPa) tensile strength. It is widely used in Australia for purlins, and is being used to fabricate light-weight Portal frames, often by welding. The effect of welding on G450 sheet steel in the heat affected zone was unknown and so the project was performed to investigate the strength of fillet welded connections. Transverse and longitudinal fillet welded connections in 0.06 in (1.5 mm) and 0.12 in (3.0 mm) sheet steels were tested to failure. The …

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Some Improvements To The Design Of Sandwich Panels Subject To Local Buckling Effects, Narayan Pokharel, Mahen Mahendran Oct 2002

Some Improvements To The Design Of Sandwich Panels Subject To Local Buckling Effects, Narayan Pokharel, Mahen Mahendran

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

Past research into the local buckling behaviour of fully profiled sandwich panels has been based on polyurethane foams and lower grade steels, and not for very slender plates. The Australian sandwich panels use polystyrene foam and thinner (0.42 mm) and high strength steels (G550 with a minimum yield stress of 550 MPa), which are bonded together using separate adhesives. Therefore a research project on Australian sandwich panels was undertaken using experimental and finite element analyses. The experimental study on 50 foam-supported plate elements and associated finite element analyses produced a large database for sandwich panels subject to local buckling effects, …

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Variables Affecting The Shear-Bond Resistance Of Composite Floor Deck Systems, R. Tremlay, P. Gignac, G. Degrange, Colin A. Rogers Oct 2002

Variables Affecting The Shear-Bond Resistance Of Composite Floor Deck Systems, R. Tremlay, P. Gignac, G. Degrange, Colin A. Rogers

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

The 1 1/2" composite deck section is among the more popular floor systems used in the construction of steel buildings in North America. The shear-bond between the steel deck and the concrete normally controls the capacity of a composite floor slab. Shear-bond can, for the most part, be attributed to the presence of mechanical interlock that results from the use of embossments formed in the deck webs during the rolling process. However, the extent of shear resistance between the concrete and the steel can also vary depending on the deck profile, steel thickness and grade, coating, as well as the …

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Vibration Characteristics Of Lightweight Floors Using Cold-Formed Steel Joist, L. Xu, F. M. Tangorra, W. C. Xie Oct 2002

Vibration Characteristics Of Lightweight Floors Using Cold-Formed Steel Joist, L. Xu, F. M. Tangorra, W. C. Xie

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

Presented in this paper are the results of a recent study carried out at the University of Waterloo on vibration characteristics of cold-formed steel-supported residential floor systems and different design criteria available for the evaluation of lightweight floor systems. Laboratory tests were conducted for the floors with different spans and assemblies. Both static and dynamic tests were carried out on the floor systems. The static tests were used to evaluate the stiffness and the load sharing among the joists, while the dynamic tests were used to evaluate the relevant dynamic characteristics, such as natural frequencies and damping ratios, of the …

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Analysis Of Sheathed Cold-Formed Steel Wall Studs, Benjamin W. Schafer, Badri Hiriyur Oct 2002

Analysis Of Sheathed Cold-Formed Steel Wall Studs, Benjamin W. Schafer, Badri Hiriyur

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

The strength of sheathed wall systems is substantially greater than unsheathed walls with the same studs. Testing on studs sheathed on both sides with dry gypsum board demonstrate strength increases as large as 70% over unsheathed studs (Miller and Pekoz 1993, Miller and Pekoz 1994). The current AISI Specification for sheathed wall stud systems are complicated, only apply when the sheathing is identical on both sides, have several onerous prescriptive requirements, and the mechanical model employed has been questioned when compared to experimental results. This paper summarizes the deficiencies of, and arguments against, current models and suggests avenues of research …

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Preliminary R-Values For Seismic Design Of Steel Stud Shear Walls, Y. Zhao, Colin A. Rogers Oct 2002

Preliminary R-Values For Seismic Design Of Steel Stud Shear Walls, Y. Zhao, Colin A. Rogers

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

Design codes recognize the ability of some structures to undergo significant inelastic deformation during a seismic event without reaching the point of collapse. In consideration of this behaviour, building codes provide force modification factors (R-values) to determine the reduced lateral loads that engineers may use in design. This paper presents an overview of the seismic requirements for various design standards and an explanation of how R-values may be determined from test results. The findings of an evaluation of existing steel stud shear wall test data, in addition to preliminary force modification factors for use in seismic design, are presented.

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Numerical And Experimental Studies Of An Innovative Cold-Formed Steel Building System, Greg Darcy, Mahen Mahendran Oct 2002

Numerical And Experimental Studies Of An Innovative Cold-Formed Steel Building System, Greg Darcy, Mahen Mahendran

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

This paper presents the details of a new innovative cold-formed steel building system that has no conventional frames, purlins or girts. As this building system uses a new structural system, the load paths and structural behaviour are unknown, therefore, full-scale testing is essential. A series of full-scale tests of a 5.4 m x 5.4 m cold-formed steel building subjected to simulated wind loads was conducted. The results have shown that in its present state, this new building system is not adequate for its intended purpose and optimisation is required. To achieve this optimisation, analytical modelling will be used. To date, …

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Stress/Strain Distributions And Role Of Sheathing In Partition Wall Panels Subjected To Compression, J. Evans, J. Evans, Y. S. Tian, C. Y. Barlow Oct 2002

Stress/Strain Distributions And Role Of Sheathing In Partition Wall Panels Subjected To Compression, J. Evans, J. Evans, Y. S. Tian, C. Y. Barlow

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

Built upon a companion study [1] on the load carrying capacity of cold-formed steel wall panels, the stress/strain distributions in each constituent of a panel - middle and side studs, top and bottom tracks, boards, and screws - are examined in detail with extensive use of strain gauges. These are subsequently synthesized to analyse the structural performance of the panel as a whole. Panels with 1-side sheathing and one middle stud were tested under vertical compressive loading. The main variables considered are screw spacing (300 mm, 400 rnm, or 600 mm) in the middle stud, board type (oriented strand board …

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Inelastic Response Of Arc-Spot Welded Deck-To-Frame Connections For Steel Roof Deck Diaphragms, M. Peuler, R. Tremblay, Colin A. Rogers Oct 2002

Inelastic Response Of Arc-Spot Welded Deck-To-Frame Connections For Steel Roof Deck Diaphragms, M. Peuler, R. Tremblay, Colin A. Rogers

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

An experimental program was undertaken to investigate the inelastic seismic response of metal deck roof diaphragm systems. The load carrying capacity of roof diaphragms subjected to lateral loads is directly dependent on the shear strength of the connections. Hence, as part of this larger research program, a study on the inelastic performance of arc-spot welded deck-to-frame connections was completed. The connection project involved the monotonic, cyclic and seismic testing of 235 specimens, with and without weld washers, with different electrode types, and with various steel deck and frame thicknesses. Currently, welded washer connections are recommended for the improvement of weld …

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Sway Stability Testing Of High Rise Rack Sub-Assemblages, Elisha Harris, Gregory J. Hancock Oct 2002

Sway Stability Testing Of High Rise Rack Sub-Assemblages, Elisha Harris, Gregory J. Hancock

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

The stability in the down-aisle direction of high rise storage racks is usually provided by the beam-to-column and base-plate connections. In order to evaluate the effect of the beam-to-column connections, a complex test rig has been designed and developed at the University of Sydney to test rack sub-assemblages which are the lower levels of high rise rack systems. The rig is designed to apply up to 500 kN vertical load via gravity load simulators. Pins at the top and bottom of the uprights under test remove the effect of the base-plates on the lateral stability. To apply horizontal loads, a …

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Design Of Channels Subjected To Concentrated Bearing Load, Ben Young, Gregory J. Hancock Oct 2002

Design Of Channels Subjected To Concentrated Bearing Load, Ben Young, Gregory J. Hancock

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

A test program on cold-formed steel channels subjected to concentrated bearing load is presented in this paper. The web slenderness values of the channel specimens ranged from comparatively stocky webs of 15.3 to relatively more slender webs of 62.7. The tests were performed under end and interior loading conditions, and the test setup was different from the one specified in the North American Specification and the Australian/New Zealand Standard for cold-formed steel structures where the loading support is assumed free to rotate in the plane of the beam. The test specimens were seated on a fixed flat solid steel base …

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Web Crippling Strength Of Multi-Web Steel Deck Sections Subjected To End One Flange Loading, Onur Avci, Samuel W. Easterling Oct 2002

Web Crippling Strength Of Multi-Web Steel Deck Sections Subjected To End One Flange Loading, Onur Avci, Samuel W. Easterling

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

Cold-formed steel deck profiles are extensively used in building construction due to their versatility and economical considerations. Web crippling is one of the failure modes for these multi-web profiles. The 1996-AISI Specification for the Design of Cold-Formed Steel Structural Members provisions for web crippling are believed to be conservative for multi-web deck sections. They are based on unfastened specimens and are limited to the use of decks with certain geometric parameters. The unified web crippling equation of the North American Specification for the Design of Cold-Formed Steel Structural Members (AISI 2001) is also limited to certain geometric parameters. Although it …

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Direct Strength Method For The Design Of Purlins, Luis Quispe, Gregory J. Hancock Oct 2002

Direct Strength Method For The Design Of Purlins, Luis Quispe, Gregory J. Hancock

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

The Direct Strength Method (DSM) has recently been developed by Schafer and Pekoz for the design of cold-formed steel structural members. What is now required is the calibration of the method against existing design methodologies for common structural systems such as roof and wall systems. The paper firstly explains the application of the DSM for the design of simply supported and continuous purlins. Some generalizations, such as how to handle combined bending and shear at the ends of laps, have had to be made to implement the method for continuous purlin systems. The method is then applied to study a …

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Post-Buckling Analysis Of Light Gauge Members Using Finite Strips, J. Rhodes Oct 2002

Post-Buckling Analysis Of Light Gauge Members Using Finite Strips, J. Rhodes

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

The development of an analysis technique for the behaviour of light gauge structural members is outlined. The analysis described is a form of finite strip approach in which the out-of-plane displacements are considered using plate theory and the in-plane displacements are considered using beam theory. Several different strip formulations are described, and the relative applicability of each formulation to buckling and post-buckling analysis is discussed. With regard to post-buckling analysis the relatively simple "lower bound approach" is discussed and compared to more complex analysis methods.

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Design Provisions For Sections Containing Unstiffened Elements Under Stress Gradients, M. R. Bambach, Kim J. R. Rasmussen Oct 2002

Design Provisions For Sections Containing Unstiffened Elements Under Stress Gradients, M. R. Bambach, Kim J. R. Rasmussen

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

Current American design provisions treat unstiffened elements under stress gradients as if they were uniformly compressed for effective width calculations. This paper presents a design method for calculating the effective width of these elements, based on plate test results. Current international codes allow the capacity of sections that contain unstiffened elements under stress gradients to be calculated on the basis of initiation of yielding in the section. A non-iterative method for the calculation of the capacity, based on inelastic reserve capacity, is presented. The method is shown to be in good agreement with experimental data of I-sections and plain channels …

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Finite Element Modelling Of Stainless Steel Columns With Variation In Mechanical Properties, M. Macdonald, J. Rhodes Oct 2002

Finite Element Modelling Of Stainless Steel Columns With Variation In Mechanical Properties, M. Macdonald, J. Rhodes

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

This paper describes the results obtained from a finite element investigation into the column capacity of Type 304 stainless steel column members of lipped channel cross-section. Stress-strain curves derived from tests were incorporated into non-linear finite element analyses of eccentrically loaded stainless steel columns. The results obtained are compared with test results on stainless steel channel columns with the same properties and dimensions, and also with design code predictions.

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The Behaviour Of Drive-In Storage Structures, M. H. R. Godley Oct 2002

The Behaviour Of Drive-In Storage Structures, M. H. R. Godley

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

The paper describes the behaviour of Drive-in and Drive-thru pallet rack structures. It proposes a number of simplified two-dimensional models for the analysis of such structures. These models are shown to be conservative and take account of the non-linear behaviour of the structures. The paper makes some comparisons between the output from these and a 3-D finite element program. The effects of friction between the pallet and the supporting rail is discussed briefly.

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Optimum Design Of Cold-Formed Steel Z-Shape Purlins Using A Genetic Algorithm, Wei Lu, Pentti Makelainen, Jyrki Kesti Oct 2002

Optimum Design Of Cold-Formed Steel Z-Shape Purlins Using A Genetic Algorithm, Wei Lu, Pentti Makelainen, Jyrki Kesti

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

In this paper, a genetic algorithm is applied to optimize the dimensions of cold-formed Z-shape purlins continuous over two spans under gravity load. The optimization criterion is to maximize the load resistance per cross-section and the design variables are chosen from the discrete values based on the manufacturing requirements. Purlins are designed in accordance with Eurocode 3, Part 1.3. In addition, the modified Eurocode 3 method, in which the elastic local buckling stress and distortional buckling stress calculated using Finite Strip Method (FSM) are integrated into the design process, is used to determine the effective section properties. The results are …

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Self-Drilling Screw Joints For Cold-Formed Channel Portal Frames, Julie Mills, Roger A. Laboube Oct 2002

Self-Drilling Screw Joints For Cold-Formed Channel Portal Frames, Julie Mills, Roger A. Laboube

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

Cold-formed C channel sections have been used in portal frame construction for agricultural sheds for many years in Australia. The knee joint designs have been copied from hot-rolled portal frames, regardless of the fact that many designers believe this is not realistic. Earlier testing conducted at the University of South Australia demonstrated that these concerns were justified and that the joint designs widely used in practice do not match the moment capacity of the sections and fail prematurely. An alternative joint design has been developed using self- drilling screws. The joint demonstrates excellent moment capacity and rigidity, and is simple …

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Strength And Behavior Of Flare-Bevel And Flare-Vee Welded Connections In G450 Sheet Steel, Lip H. Teh, Gregory J. Hancock Oct 2002

Strength And Behavior Of Flare-Bevel And Flare-Vee Welded Connections In G450 Sheet Steel, Lip H. Teh, Gregory J. Hancock

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

G450 steel to AS 1397 is a cold-reduced sheet steel with in-line galvanizing. Its grade is 65 ksi (450 MPa) yield and 70 ksi (480 MPa) tensile strength. It is widely used in Australia for purlins, and is being used to fabricate light-weight portal frames, often by welding. The effect of welding on G450 sheet steel in the heat affected zone (HAZ) was unknown and so the project was performed to investigate the strength of flare-bevel and flare-vee welded connections. Flare-bevel and flare-vee welded connections in 0.06-in (1.5-mm) and 0.12-in (3.0-mm) sheet steels were tested to failure. The failure modes …

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Compression Tests Of Cold-Reduced High Strength Steel Stub Columns, Demao Yang, Gregory J. Hancock Oct 2002

Compression Tests Of Cold-Reduced High Strength Steel Stub Columns, Demao Yang, Gregory J. Hancock

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

This paper describes a series of compression tests performed on stub columns fabricated from cold-formed high strength steel plates with nominal yield stress of 550 MPa. (80 ksi) The steel is classified as G550 to Australia Standard AS 1397. The test results presented in this paper are the first stage of an Australian Research Council research project entitled "Compression Stability of High Strength Steel Sections with Low Strain-Hardening". The tests include lipped-square and hexagonal sections, including 94 box-shaped fix-ended stub columns. The purpose of these tests was to determine the influence of low strain hardening of G550 steel on the …

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Plastic Strength Of Thin-Walled Members, Dan Dubina, Viorel Ungureanu Oct 2002

Plastic Strength Of Thin-Walled Members, Dan Dubina, Viorel Ungureanu

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

Failure of thin-walled cold-formed members in compression is always characterized by a local plastic mechanisms, either a stub or slender column is referred. Starting from this observation, the authors suggest for the interactive local-overall buckling analysis to use instead of traditional "effective section", the sectional plastic mechanism strength. This is a new approach and for this reason it is compared with another one, namely the Direct Strength Method. Experimental results and advanced FEM simulations are used to evaluate the two methods. Comparisons with European and American relevant design codes are also presented in the paper.

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Application Of A Finite Element Model To A Cold-Formed Steel C-Section With A Bearing Stiffener, G. W. Brodland, S. R. Fox Oct 2002

Application Of A Finite Element Model To A Cold-Formed Steel C-Section With A Bearing Stiffener, G. W. Brodland, S. R. Fox

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

Described in this paper is the application of a finite element model to a cold-formed steel C-section with a bearing stiffener installed between its flanges. This model has been used to determine both the web crippling capacity of the joist, and the forces that develop in the fasteners connecting the bearing stiffener to the joist. The finite element model was also used to carry out parametric studies of the stiffened joist assembly to determine the impact on the web crippling capacity and the fastener forces caused by variations in the assembly. Based on the results of these finite element studies, …

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Study Of Innovative Built-Up Cold-Formed Beams, Gianmaria Di Lorenzo, Raffaele Landolfo Oct 2002

Study Of Innovative Built-Up Cold-Formed Beams, Gianmaria Di Lorenzo, Raffaele Landolfo

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

In the present work innovative built-up cold-formed steel beams are presented. These are obtained by combining the pressing and cold-rolling forming techniques of steel sheets, along with the use of suitable connecting systems. Firstly, the beam shape features and the possible application fields, as well as the research project devoted to the assessment of their structural behaviour, are discussed. Then, experimental results concerning the characterization of both sheet material properties and connecting system performances are shown. In particular, the study of the sheet material is carried out by using an appropriate methodology of analysis, aiming at evaluating both mechanical and …

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Effective Widths Of Unstiffened Elements Under Combined Compression And Bending, M. R. Bambach, Kim J. R. Rasmussen Oct 2002

Effective Widths Of Unstiffened Elements Under Combined Compression And Bending, M. R. Bambach, Kim J. R. Rasmussen

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

Details of a dual-actuator rig developed for testing rectangular plates simply supported on three sides, with the remaining (longitudinal) edge free, under combined uni-axial compression and in-plane bending are presented. Particular attention is given to ensuring a constant strain eccentricity to the loaded ends, as opposed to a constant load eccentricity, in order to determine the post-buckling behavior and ultimate load and moment capacities of unstiffened thin-walled elements. Strain gradients varying from pure compression to pure bending are facilitated. The plate test results are presented in the form of strength curves, and are used to establish effective width equations for …

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Interim Design Rules For Flexure In Cold-Formed Steel Webs, Benjamin W. Schafer, T. W. J. Trestain Oct 2002

Interim Design Rules For Flexure In Cold-Formed Steel Webs, Benjamin W. Schafer, T. W. J. Trestain

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

The design of cold-formed steel webs in flexure is governed by section B2.3 of the AISI Specification. Harmonization of the AISI (1996) Specification with the Canadian Standard (S136 1994), for the development of the new North American Specification (NAS 2001) has brought to light shortcomings in both the U.S. and Canadian documents and lead to the adoption of an interim design approach in the NAS (2001). The interim approach employs the AISI (1996) rules for one class of members and the S136 (1994) rules for a second class. Assessment of the resulting method with existing bending tests on Cees and …

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