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- CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018) (41)
- CCFSS Library (1939 - present) (3)
- CCFSS Newsletters (1999 - 2008) (2)
- CCFSS Technical Bulletins (1993 - 2020) (2)
- American Iron and Steel Institute (AISI) Specifications, Standards, Manuals and Research Reports (1946 - present) (1)
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Articles 1 - 30 of 51
Full-Text Articles in Structural Engineering
Determination Of The Tensile And Shear Strengths Of Screws And The Effect Of Screw Patterns On Cold-Formed Steel Connections, Marc Allen Sokol, Roger A. Laboube, Wei-Wen Yu
Determination Of The Tensile And Shear Strengths Of Screws And The Effect Of Screw Patterns On Cold-Formed Steel Connections, Marc Allen Sokol, Roger A. Laboube, Wei-Wen Yu
CCFSS Library (1939 - present)
PREFACE This report summarizes two studies related to the design of cold-formed steel connections. The study topics included the creation of a test standard for determining the strength of a screw, and the determination of the strength of a screw connection. A standard test protocol does not exist for determining the strength of a screw. Today, manufacturers use test protocols developed for their products. Thus, there is no consistency in defining the structural performance of a screw. A test standard has been developed. The standard used as its model the American Society of Testing and Material's F 606, Standard Test …
Seismic Design Of Light Gauge Steel Structures: A Discussion, Reynaud Serrette
Seismic Design Of Light Gauge Steel Structures: A Discussion, Reynaud Serrette
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
In a highly competitive and aggressive construction market, designers are always looking for new, proven ways to design safe, economical building structures. This is even more relevant in tract residential construction where a few dollars saved on one detail can affect who is awarded a project. In residential construction, a complete load bearing light gauge steel (LGS) system is now somewhat commonplace in the United States. Architects and engineers who once designed almost exclusively with other conventional materials are now consider LGS as an alternative. Although, it is feasible to make a direct substitution of LGS for conventional wood framing, …
Distortional Buckling Formulae For Thin Walled Channel And Z-Sections With Return Lips, John T. Merrick, Gregory J. Hancock, M. R. Bamach
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 …
Web Crippling Of Cold Formed Steel Members, K. Prabakaran, R. M. Schuster
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 …
Shift Of The Effective Centroid Of Channel Columns, Ben Young, Kim J. R. Rasmussen
Shift Of The Effective Centroid Of Channel Columns, Ben Young, Kim J. R. Rasmussen
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
In the design of pin-ended channel columns, it is necessary to account for the shift of the effective centroid caused by local buckling. The current American Iron and Steel Institute (AISI 1996) Specification and the Australian/New Zealand Standard (AS/NZS 4600-1996) for cold-formed steel structures calculate the shift by use of effective widths. However, the ability of the effective width rules to accurately predict this shift has not been experimentally assessed. In this paper, recent tests on fixed-ended channel columns are used to obtain values of the shift of the effective centroid, including its variation with the applied load. In the …
Experimental Procedures For Stub Column Tests, Y. Pu, M. H. R. Godley, R. G. Beale
Experimental Procedures For Stub Column Tests, Y. Pu, M. H. R. Godley, R. G. Beale
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
In this paper a total of 36 stub columns was tested by two different experimental procedures, namely the FEM and AISI procedures, to investigate the difference in the ultimate load between these procedures. Of these 26 were carried out in the pin-ended condition according to FEM, the rest were in the fixed-end condition according to AlSI specification. It is shown that the failure loads obtained by the two experimental procedures were very close to each other. Both procedures worked well. The AISI procedure is recommended as the standard procedure.
Rotational Stiffnesses Of Semi-Rigid Baseplates, X. Feng, M. H. R. Godley, R. G. Beale
Rotational Stiffnesses Of Semi-Rigid Baseplates, X. Feng, M. H. R. Godley, R. G. Beale
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The paper describes a test procedure to determine the rotational stiffnesses and moment-curvature relationships of semi-rigid baseplates of cold-formed structures. The influence of the modulus of the foundation subgrade on baseplate performance is determined. Increasing the axial load applied to a baseplate is shown to increase the ultimate moment-rotation capacity of a baseplate.
Frequently Asked Questions Concerning The Aisi Base Test And The Use Of The Aisi Anchorage Equations, Roger A. Laboube, Thomas M. Murray, Joe N. Nunnery, James M. Fisher
Frequently Asked Questions Concerning The Aisi Base Test And The Use Of The Aisi Anchorage Equations, Roger A. Laboube, Thomas M. Murray, Joe N. Nunnery, James M. Fisher
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The AISI Base Test Method was first introduced into the 1996 AISI Specification. Section C3.1.4 of the Specification provides a method for determining the nominal moment strength of a C- or Z- section under gravity load in the plane parallel to the web with the top flange supporting a standing seam roof system. A standing seam roof system is defined as a roof system in which the side laps between the roof panels or deck are arranged in a vertical position above the roof line, and the roof panel system is secured to the purlins by means of concealed hold …
Study On Light-Gauge Steel Roof Trusses With Rosette Connections, Pentti Makelainen, Jyrki Kesti, Olli Kaitila, Kimmo J. Sahramaa
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.
Ductility Measurements Of Thin G550 Sheet Steels, Colin A. Rogers, Gregory J. Hancock
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.
Lateral Load Strength Of Screw Connections In 29ga Metal, G. A. Anderson, V. C. Kelley
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.
A Simplified Model For Distortional Buckling Of Channels And Zees In Flexure, Duane S. Ellifritt, Robert L. Glover, Jonathan D. Hren
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 …
Buckling Mode Interaction In Cold-Formed Steel Columns And Beams, C. Jiang, Viorel Ungureanu, J. Michael Davies
Buckling Mode Interaction In Cold-Formed Steel Columns And Beams, C. Jiang, Viorel Ungureanu, J. Michael Davies
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The buckling behaviour of cold-formed steel columns and beams is far from simple. The three generic forms of buckling, namely local buckling, distortional buckling and overall buckling, generally have different wavelengths and are usually restricted to different span ranges. However, there is also the possibility of interaction among these buckling modes at a certain span length. Thus, local plate buckling and distortional buckling may occur together with lateral-torsional buckling in such a way that they all have an influence on the ultimate load carrying capacity of a member. The influence of local buckling is taken into consideration in design codes …
A Study On The Flexural Behavior Of Profiled Composite Beams, Gu Rok Yang, Yong Seo Hwang, Young Bong Kwon
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 …
Tests Of Cold-Formed Channel Columns, Ben Young, Kim J. R. Rasmussen
Tests Of Cold-Formed Channel Columns, Ben Young, Kim J. R. Rasmussen
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The paper presents a series of tests on cold-formed plain and lipped channel columns, compressed between fixed and pinned ends. While it is well-known that local buckling of pin-ended channel columns induces overall bending, this phenomenon does not occur in fixed-ended channel columns which remain straight after local buckling and only bend when overall buckling occurs. These fundamentally different effects of local buckling on the behaviour of pin-ended and fixed-ended channel sections lead to inconsistencies in traditional design approaches, which account for full or partial rotational end restraint solely by using effective lengths. A series of tests was performed on …
A European Design Code For Pallet Racking, M. H. R. Godley, J. Michael Davies
A European Design Code For Pallet Racking, M. H. R. Godley, J. Michael Davies
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The work leading to a European design code for pallet racking started almost 25 years ago. Many difficulties were encountered in the early days of this work. Notable were the absence of a consistent safety philosophy between the various countries of Europe and the existence of procedures with which the manufacturers were comfortable but which were potentially unsafe. There were also difficulties in defining acceptable standard. test procedures. The emergence of Eurocode 3, especially Part 1.3 dealing with cold formed sections, provided a new impetus to the work because here was a European code which provided the required basis for …
Behaviour Of Locally Buckled Singly Symmetric Columns, Ben Young, Kim J. R. Rasmussen
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 …
Testing Of Cold Formed Steel Floor Joists With Bearing Stiffeners, Reynaud M. Schuster, S. R. Fox
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 …
Columns Under Loads Of Varying Eccentricity, J. Rhodes
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 …
The Local Buckling Strength Of Partially Stiffened Type 3cr12 Stainless Steel Compression Elements In Beam Flanges, G. J. Van Den Berg
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 …
Behaviour Of Thin G550 Sheet Steel Bolted Connections, Colin A. Rogers, Gregory J. Hancock
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.
A Non Linear Design Model For Continuous Multi-Span Light Gauge Sheeting And Members, Leopold K. Sokol
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. …
Analysis Of Hat Sections With Multiple Intermediate Longitudinal Stiffeners, V. V. Acharya, R. M. Schuster
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 …
Web Crippling Behaviour Of Cold-Formed Unlipped Channels, Ben Young, Gregory J. Hancock
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 …
Web Crippling Strength Of Members Using High-Strength Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube
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 …
Compressional Behaviour Of Stainless Steel Short Struts, M. Macdonald, J. Rhodes, G. T. Taylor
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 …
Laterally Braced Cold-Formed Steel Flexural Members With Edge Stiffened Flanges, Benjamin W. Schafer, Teoman Pekoz
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 …
Factors Influencing The Strength Of Mechanical Clinching, Remo Pedreschi, Braj Sinha, Russell Davies, Rory Lennon
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.
Direct Strength Prediction Of Cold-Formed Steel Members Using Numerical Elastic Buckling Solutions, Benjamin W. Schafer, Teoman Pekoz
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 …
Web Crippling Of Single Web Cold Formed Steel Members Subjected To End One-Flange Loading, R. R. Gerges, R. M. Schuster
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 …