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Articles 3901 - 3930 of 7866

Full-Text Articles in Civil and Environmental Engineering

Experimental Investigation Of Cold-Formed Stainless Steel Rhs Columns, Ben Young, Yahua Liu Oct 2002

Experimental Investigation Of Cold-Formed Stainless Steel Rhs Columns, Ben Young, Yahua Liu

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

The paper describes an experimental investigation into the column strengths of cold-formed stainless steel rectangular hollow sections (RHS). A series of tests consisting of four cross-section sizes was compressed between fixed ends. The tests were performed over a range of column lengths, such that column curves were obtained for each series of tests. The failure modes of the columns involved local buckling, overall flexural buckling and interaction of local and overall buckling. The test strengths are compared with the design strengths predicted using the American, Australian/New Zealand and European specifications for cold-formed stainless steel structures. The design strengths were calculated …

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Local Buckling Tests On Cold-Formed Steel Beams, Cheng Yu, Benjamin W. Schafer Oct 2002

Local Buckling Tests On Cold-Formed Steel Beams, Cheng Yu, Benjamin W. Schafer

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

C- and Z-sections are two of the most common cold-formed steel shapes in use today. Accurate prediction of the bending performance of these sections is important for reliable and efficient cold-formed steel structures. Recent analytical work has highlighted discontinuities and inconsistencies in the AISI (1996) design provisions for stiffened elements under a stress gradient (i.e., the web of C- or Z-sections). New methods have been proposed for design, and an interim method has been adopted in the NAS (North American Specification 2001). However, existing tests on Cs and Zs do not provide a definitive evaluation of the design expressions, due …

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Bending And Web Crippling Interaction Of Cold-Formed Steel Members, Roger A. Laboube, J. A. Wallace, R. M. Schuster Oct 2002

Bending And Web Crippling Interaction Of Cold-Formed Steel Members, Roger A. Laboube, J. A. Wallace, R. M. Schuster

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

The North American Specification has recently adopted a new web crippling approach for the Design of Cold-Formed Steel Structural Members (NAS, 2001). This approach is similar to what is currently in the Canadian S136 Standard (CSA, 1994). The current web crippling and bending interaction equations for single-web sections in the North American Specification (NAS 2001) are based on the previous web crippling methods that are contained in the American Iron and Steel Institute (AISI) Specification (AISI, 1996). As well, the moment component of the interaction equations was based on the previous reduced web strength method instead of the stress gradient …

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Web Crippling And Combined Bending And Web Crippling Of Cold-Formed Steel Box-Beam Headers, Sutton F. Stephens, Roger A. Laboube Oct 2002

Web Crippling And Combined Bending And Web Crippling Of Cold-Formed Steel Box-Beam Headers, Sutton F. Stephens, Roger A. Laboube

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

Box-beam headers are commonly used in walls framed with cold-formed steel studs to span openings in bearing walls. Based on the results of previous experimental studies, it has been shown that box-beam headers subjected to interior one flange (IOF) loading have been conservatively designed. This paper presents the results of an ongoing experimental study conducted at the University of Missouri-Rolla to establish the web crippling strength of box-beam headers for an IOF loading condition. Box-beam header specimens were tested as a system consisting of two C-sections together with top and bottom track sections. The header configuration used in this study …

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Design Of Industrial Storage Racks, Andrew T. Sarawit, Teoman Pekoz Oct 2002

Design Of Industrial Storage Racks, Andrew T. Sarawit, Teoman Pekoz

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

Design of industrial steel storage racks is complex due to the presence of significant perforations in the columns and the semi-rigid nature of column bases and beam to column connections. Many assumptions are made in the current design provisions to simplify the design but as a result the design becomes rather conservative. Studies were conducted at both the component and global scale to address some of these assumptions. At the component level, the topics focused upon are the column bases, beam to column connections, and members. Results indicate that improvements in the current design procedures are possible and recommendations for …

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A Study On The Flexural Strength Capacity Of Wall Stud Assembly, Jun-Yeup Song, Hyun Suk Chung, Gap Deuk Kim, Young Bonb Kwon Oct 2002

A Study On The Flexural Strength Capacity Of Wall Stud Assembly, Jun-Yeup Song, Hyun Suk Chung, Gap Deuk Kim, Young Bonb Kwon

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

An investigation on the ultimate and service load capacity of cold-formed steel lipped C-section studs for the wall system is presented. An experimental research has been carried out to study the structural behavior of stud assembly subjected to lateral loads. Each test specimen consisted of three or four lipped C-section studs and two C-section tracks which restrain both ends of wall studs from rotation. The effects of main parameters, such as perforation on the web, space of bridge channel and special clip to fix the bridge channel and to sustain the distance between lips, were studied in the experimental work. …

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Axial Strength Of Purlins Attached To Standing Seam Roof Panels, John A. Stolarczyk, James M. Fisher, Al Ghorbanpoor Oct 2002

Axial Strength Of Purlins Attached To Standing Seam Roof Panels, John A. Stolarczyk, James M. Fisher, Al Ghorbanpoor

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

The purpose of this research was to determine the axial load capacity of Z-purlins with one flange attached to a standing seam roof system. The axial load capacity was determined by developing a relationship between the flexural uplift buckling strength and the axial buckling strength in the Z-purlin. This relationship was investigated using finite element models and by conducting a parametric study. At the conclusion of the parametric study, confirmatory tests were conducted to verify the finite element results. A relationship has been provided that relates the axial buckling strength in the Z-purlin to the flexural uplift buckling strength. This …

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Experimental Analysis Of Cold-Formed Steel Channel And Lipped-Channel Profiles Connected To Roof Panel - R-Factor Analysis, Maximiliano Malite, Carlos Eduardo Javaroni, Roberto Martins Goncalves Oct 2002

Experimental Analysis Of Cold-Formed Steel Channel And Lipped-Channel Profiles Connected To Roof Panel - R-Factor Analysis, Maximiliano Malite, Carlos Eduardo Javaroni, Roberto Martins Goncalves

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

This paper presents and discusses test results of simulated suction effect due wind action on purlin-channel and lipped-channel sections carried out in a "vacuum box". The chosen profile sections and their dimensions are those frequently used in steel construction in Brazil. The experimental results and the failure mode analysis of the purlin behaviour subjected to suction effect were compared with the theoretical analysis and R-factor for all load steps. The tests were carried out in a " vacuum box" with plan dimensions of 4 m x 6 m, where the suction effect due to wind was simulated. The air contained …

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On The Computation Of The Cross-Section Properties Of Arbitrary Thin-Walled Structures, Chunting Xiang, Paul A. Seaburg, Robert Crain, Albert C. J. Lou Oct 2002

On The Computation Of The Cross-Section Properties Of Arbitrary Thin-Walled Structures, Chunting Xiang, Paul A. Seaburg, Robert Crain, Albert C. J. Lou

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

In this paper, a generalized computational algorithm based on the line chain and tree models is developed for the cross section properties of arbitrarily configuration struts without closed loops. The two C++ programs for such models are developed. However, the two models cannot apply to struts with any cross-section possessing closed loops. Therefore, the further investigation should be completed.

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Progress On The Direct Strength Method, Benjamin W. Schager Oct 2002

Progress On The Direct Strength Method, Benjamin W. Schager

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

The Direct Strength method is a new design procedure for cold-formed steel members. The method employs elastic buckling solutions for the cross-section, instead of the element-by-element plate buckling solutions used in traditional design. The use of cross-section elastic buckling solutions insures inter-element compatibility and equilibrium. The Direct Strength method uses strength formulas on the gross section, similar to conventional column curves, for capacity prediction in local and distortional buckling. This avoids effective section calculations altogether. The reliability of the Direct Strength method is demonstrated for a broad selection of beams and columns by comparison with existing test data. Extension of …

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Compression Tests Of Cold-Reduced High Strength Steel Long Columns, Demao Yang, Gregory J. Hancock, Kim J. R. Rasmussen Oct 2002

Compression Tests Of Cold-Reduced High Strength Steel Long Columns, Demao Yang, Gregory J. Hancock, Kim J. R. Rasmussen

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

This paper describes a series of compression tests performed on long 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 AS1397. The test results presented in this paper are the second stage of an Australian Research Council research project entitled "Compression Stability of High Strength Steel Sections with Low Strain-Hardening". A total of 28 long columns, which were made from two thicknesses of sheet steel (0.42 mm and 0.6 mm) (0.017 in. and 0.024 in.), were tested. A box shaped section was tested …

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The Design Of The Pallet Program, R. G. Beale, M. H. R. Godley Oct 2002

The Design Of The Pallet Program, R. G. Beale, M. H. R. Godley

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

This paper describes the procedures underlying the development of the Pallet program which has been produced to design regular pallet racks according to the FEM code. The program determines the buckling load of the equivalent free sway structure and, using stability functions, calculates the axial and shear forces and the bending moments within the structure including the non-linear P - Δ effects. Twelve different combinations of load are analysed and design checks given in the FEM code applied. The paper discusses the different modes of operation of the program. Finally the accuracy of the program is discussed together with future …

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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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