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Articles 2971 - 3000 of 4027

Full-Text Articles in Structural Engineering

Stiffened Elements With Multiple Intermediate Stiffeners And Edge Stiffened Elements With Intermediate Stiffeners, Benjamin W. Schafer Oct 2002

Stiffened Elements With Multiple Intermediate Stiffeners And Edge Stiffened Elements With Intermediate Stiffeners, Benjamin W. Schafer

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

Section B5 of the AISI Specification, covering stiffened elements with multiple intermediate stiffeners and edge stiffened elements with intermediate stiffeners, has been entirely replaced in the latest edition of the Cold-Formed Steel Specification (NAS 2001). The new design rules are based primarily on the work of Schafer and Pekoz (1998); however, subsequent to that work and prior to adoption by AISI, additional work was also completed. For elements with multiple intermediate stiffeners consideration of weblflange interaction was added. The resulting expressions are shown to agree well with both experimental and numerical data. New provisions for edge stiffened elements with intermediate …

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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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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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Structural Behaviour Of Self-Piercing Riveted Connections In Steel Framed Housing, Stephen Moss, Mahen Mahendran Oct 2002

Structural Behaviour Of Self-Piercing Riveted Connections In Steel Framed Housing, Stephen Moss, Mahen Mahendran

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

Self-piercing riveting involves the joining of two or more plates by using a rivet to pierce and clinch in a single operation. There is a distinct lack of information regarding the use of self-piercing riveted connections in cold-formed steel frames. Experimental research is being undertaken to investigate the structural behaviour of self-piercing riveted connections used in steel framed housing. To date, testing has been carried out on 0.75 mm to 1.15 mm G300 steels to determine the primary failure modes for self-piercing riveted connections and also to assess the applicability of standard single point lap shear tests to actual house …

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Adaptive Nonlinear Finite Element Analyses Of High Strength Steel Cladding Systems, M. Duan, Mahen Mahendran Oct 2002

Adaptive Nonlinear Finite Element Analyses Of High Strength Steel Cladding Systems, M. Duan, Mahen Mahendran

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

In this paper, an adaptive nonlinear finite element method was developed and applied to the ultimate strength analysis of light gauge high strength steel cladding. Effect of mesh refinement on the solution accuracy was investigated for the nonlinear analysis of steel cladding systems under wind uplift loading. A comparison of numerical solutions was made with experimental results and a good agreement is shown using the adaptive finite element method. A parametric study was also conducted to investigate the factors that affect the ultimate strength behavior of high strength steel cladding systems. This paper presents the details of this study and …

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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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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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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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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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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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Ultimate Failure Behaviour Of Second-Generation Sheeting Subjected To Combined Bending Moment And Concentrated Load, M. Kaspers, H. H. Snijder, Monique Bakker, H. Hofmeyer Oct 2002

Ultimate Failure Behaviour Of Second-Generation Sheeting Subjected To Combined Bending Moment And Concentrated Load, M. Kaspers, H. H. Snijder, Monique Bakker, H. Hofmeyer

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

Second-generation sheeting is widely used for cladding and roof construction. At interior supports, it is subjected to combined bending moment and concentrated load. Unfortunately, design rules for this loading are complicated and do not provide insight in the sheeting's failure behaviour. This means there is a need for a new, insight providing design rule. For first-generation sheeting, a similar problem did exist. The Technische Universiteit Eindhoven (TUE) carried out three research projects [Bakk92a,Vaes95a,Hofm00a] that provided insight in the first-generation sheeting behaviour and resulted in a new, insight providing design rule. The TUE now uses the strategy of these three research …

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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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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 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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Web Crippling Of Cold-Formed Steel Members, B. Beshara, R. M. Schuster Oct 2002

Web Crippling Of Cold-Formed Steel Members, B. Beshara, R. M. Schuster

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

The North American Specification for the Design of Cold-Formed Steel Structural Members (NAS 2001) has recently adopted a new web crippling approach, which is the approach contained in the Canadian S136 Standard (CSA 1994). The objective of this work was to develop new design coefficients for the web crippling strength design expression currently used in the Canadian S136 Standard (CSA 1994) and the North American Specification (NAS 2001). An extensive statistical analysis was performed using published test data up to 1999, from the United States, Canada and Australia. The resulting web crippling coefficients, calibrated resistance factors and respective factors of …

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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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Behaviour Of Cold-Formed Thin-Walled Steel Short Columns With Service Holes At Elevated Temperatures, M. Feng, Y. C. Wang, J. Michael Davies Oct 2002

Behaviour Of Cold-Formed Thin-Walled Steel Short Columns With Service Holes At Elevated Temperatures, M. Feng, Y. C. Wang, J. Michael Davies

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

This paper presents the results of an experimental and numerical investigation into the axial strength of cold-formed thin-walled lipped channel sections with service holes under ambient and uniform high temperature conditions. Short columns of two different thickness with service holes under different temperatures have been tested, and analysed by using a variety of design methods and a commercial finite element program ABAQUS (1998). Three design methods (the British Standard BS5950 Part 5 (1987), Eurocode 3 Part 1.3 (CEN 1996) and the American Specification AISI (1996)) have been used in this paper. In the finite element analysis, both geometrical and material …

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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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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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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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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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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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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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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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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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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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