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Articles 3241 - 3270 of 4011
Full-Text Articles in Civil and Environmental Engineering
Effective Width Of A Simple Edge-Stiffener Subjected To A Stress Gradient, Colin A. Rogers, R. M. Schuster
Effective Width Of A Simple Edge-Stiffener Subjected To A Stress Gradient, Colin A. Rogers, R. M. Schuster
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The most recent editions of the North American Design Standards present a unified effective width approach for the design of compressive elements. This paper outlines a comparison of various modifications to the existing procedure used to calculate the effective width of a simple edge-stiffener subjected to a stress gradient. The comparison involves three methods where the magnitude of the compressive stress is altered, and two stress gradient methods where the plate bucking coefficient is based on the ratio of compressive stresses at the top and bottom of the flat width of the simple edge-stiffener. Analysis of these methods was carried …
The Effects Of Perforation Length On The Behaviour Of Perforated Elements In Compression, J. Rhodes, M. Macdonald
The Effects Of Perforation Length On The Behaviour Of Perforated Elements In Compression, J. Rhodes, M. Macdonald
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The compressional behaviour of stub columns having perforations in the form of slots of different length is examined on the basis of testing. Plain channels of a specified geometry are considered, and the geometry examined follows that of a test programme previously carried out to examine the effects of perforation location on stub column strength. Two different perforation layouts, and two material thicknesses are considered and systematic variation in the slot length is carried out for each layout and thickness. It is found that the stub column compression capacity reduces as the perforation length increases. The test results are compared …
Recent Research And Developments In Cold-Formed Steel Design And Construction, Roger A. Laboube, Wei-Wen Yu
Recent Research And Developments In Cold-Formed Steel Design And Construction, Roger A. Laboube, Wei-Wen Yu
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
Golden Anniversary of the AISI Specification - The 1996 AISI Specification - A New AISI Cold-Formed Steel Design Manual - Design of Cold-Formed Steel Stiffened Elements with Multiple Longitudinal Intermediate Stiffeners - A Probablistic Examination of the Ultimate Strength of Cold-Formed Steel Elements - Effective Width of a Simple Edge-Stiffener Subjected to Stress Gradient - The Effects of Perforation Length on the Behaviour of Perforated Elements in Compression - Interaction of Flangel/Edge-Stiffened Cold-Formed Steel C-Sections - Cold-Formed Steel Flat Width Ratio Limits, d/t and d/w - Comparison of the Distortional Buckling Method for Flexural Members with Tests - Design of …
Design Of Cold-Formed Steel Stiffened Elements With Multiple Longitudinal Intermediate Stiffeners, Benjamin W. Schafer, Teoman Pekoz
Design Of Cold-Formed Steel Stiffened Elements With Multiple Longitudinal Intermediate Stiffeners, Benjamin W. Schafer, Teoman Pekoz
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
Current specification procedures for calculating the bending strength of members with multiple longitudinal intermediate stiffeners in the compression flange have been found to be inadequate. A new procedure for calculating the effective width of stiffened elements with multiple intermediate stiffeners is presented. The new method introduces the calculation of a buckling coefficient for overall buckling of the entire stiffened element as a unit, and local buckling of the subelement plates between stiffeners. The expression for calculating overall buckling is derived and verified via comparison to numerical methods. The minimum buckling coefficient from the two modes (local and overall) is used …
Cold-Formed Steel Design By Spreadsheet Program, Scott A. Burns
Cold-Formed Steel Design By Spreadsheet Program, Scott A. Burns
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
This paper demonstrates how to use advanced features of a spreadsheet program to design cold-formed steel members efficiently. The example presented in the paper concerns a hat section in flexure which is to be designed for maximum bending strength with a restriction on the total amount of steel that can be used. The nature of the formulas and data entered into the spreadsheet program are presented.
Evaluation And Modelling Of The Material Properties For Analysis Of Cold-Formed Steel Sections, Nabil Abdel-Rahman, K. S. Sivakumaran
Evaluation And Modelling Of The Material Properties For Analysis Of Cold-Formed Steel Sections, Nabil Abdel-Rahman, K. S. Sivakumaran
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The results of two series of experimental investigations to evaluate the mechanical properties and the residual stresses of cold-formed steel (CFS) sections are reported in this paper. These investigations were performed on channel-shaped CFS sections manufactured using cold-roll forming technique. Tensile coupon tests were used to evaluate the mechanical properties at different positions of the channel sections. Electrical resistance strain gauges with an "Electrical Discharge Machining" cutting technique were used to establish the magnitudes and the distributions of residual stresses within the channel sections. Based on the experimental results, appropriate analysis models for the stress-strain relationship, the variation of the …
The Modulus Of Elasticity Of Steel - Is It 200 Gpa?, Mahen Mahendran
The Modulus Of Elasticity Of Steel - Is It 200 Gpa?, Mahen Mahendran
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
In cold-formed steel construction, the use of a range of thin, high strength steels (0.35 mm thickness and 550 MPa yield stress) has increased significantly in recent times. A good knowledge of the basic mechanical properties of these steels is needed for a satisfactory use of them. In relation to the modulus of elasticity, the current practice is to assume it to be about 200 GPa for all steel grades. However, tensile tests of these steels have consistently shown that the modulus of elasticity varies with grade of steel and thickness. It was found that it increases to values as …
Design Of Thin-Walled Beams For Distortional Buckling, C. Jiang, J. Michael Davies
Design Of Thin-Walled Beams For Distortional Buckling, C. Jiang, J. Michael Davies
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The bending behaviour of cold-formed steel beams is far from simple. The double symmetry associated with hot-rolled I-sections is generally uneconomical and the use of thin-walled slender elements means that local buckling of parts of the cross-section in compression may be a significant design factor leading to additional asymmetry of behaviour. Furthermore, the modern tendency to introduce additional folds in order to control local buckling and to produce more favourable global section properties also serves to aggravate the tendency towards distortional buckling. Generalised Beam Theory (GBT) has wide application to the analysis and design of cold-formed beams and can provide …
Buckling Experiments On Hollow Flange Beams With Web Stiffeners, Mahen Mahendran, P. Avery
Buckling Experiments On Hollow Flange Beams With Web Stiffeners, Mahen Mahendran, P. Avery
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
A new cold-formed and resistance welded section known as the Hollow Flange Beam (HFB) has been developed recently in Australia. In contrast to the common lateral torsional buckling mode of I-beams, this unique section comprising two stiff triangular flanges and a slender web is susceptible to a lateral distortional buckling mode of failure involving lateral deflection, twist and cross-section change due to web distortion. This lateral distortional buckling behaviour has been shown to cause significant reduction of the available flexural strength of HFBs. An investigation using finite element analyses and large scale experiments was carried out into the use of …
Deflection Design Of Cold-Formed Rhs Steel Beams, Xiao-Ling Zhao, Kwong-Ping Kiew
Deflection Design Of Cold-Formed Rhs Steel Beams, Xiao-Ling Zhao, Kwong-Ping Kiew
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The moment-deflection results of cold-formed RHS (rectangular hollow section) steel beams are examined. A simple design approach is proposed to account for the effect that material nonlinearity has on deflection. A general expression is also derived to predict the deflection of cold-formed RHS steel beams.
Determination Of Purlin R-Factors Using A Non-Linear Analysis, Catherine J. Rousch, Gregory J. Hancock
Determination Of Purlin R-Factors Using A Non-Linear Analysis, Catherine J. Rousch, Gregory J. Hancock
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
In both Australia and the U.S.A., the design procedure for purlins under wind uplift loading is based on the use of reduction factors (R-factors), which allow for the flexural-torsional or nonlinear twisting behaviour of purlins with screw-fastened sheeting. To date, all R-factors have been determined by testing. However, in the future it may be more efficient to obtain R-factors from numerical models to minimise testing. This paper shows how a numerical model of the twisting behaviour of channel and Z-section purlins can be used to generate R-factors. Comparisons between experimentally determined and numerically based R-factors are made.
Experimental Research On The Behaviour Of Combined Web Crippling And Bending Of Steel Deck Sections, J. G. M. Kerstens, H. H. Snijder, Monique Bakker, H. Hofmeyer
Experimental Research On The Behaviour Of Combined Web Crippling And Bending Of Steel Deck Sections, J. G. M. Kerstens, H. H. Snijder, Monique Bakker, H. Hofmeyer
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
At an interior support, sections of cold-formed steel are subjected to a concentrated load and a bending moment Existing design rules describing the section failure at an interior support are subject to improvement and are not based on the section's physical failure behaviour. In the last decade, several analytical models have been developed that predict the section ultimate concentrated load and directly include the influence of the bending moment, so that an empirical interaction method is not needed. However, the authors believe that these models are correct only for a concentrated load and a small bending moment In practice large …
Flexural Strength Of Cold-Formed Steel Panels Using Structural Grade 80 Of A653 Steel, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube
Flexural Strength Of Cold-Formed Steel Panels Using Structural Grade 80 Of A653 Steel, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
Cold-formed steel decks made of the Structural Grade 80 of ASTM A653 steel (formerly ASTM A446 Grade E steel) are currently designed according to the AlSI specification, using 75% of the specified minimum yield strength of the steel or 60 ksi (413.7 MPa), whichever is less, due to the lack of ductility of the steel. To further evaluate the flexural strength of the cold-formed steel decks using such a steel, a total of seventy-two deck panels with hat-shaped sections were designed and tested under simply supported and two-point loading condition. The test results indicated that for the panel specimens with …
Dynamic Performance Of Light Gauge Steel Framed Shear Walls, Reynaud Serrette, Georgi Hall, Hoang Nguyen
Dynamic Performance Of Light Gauge Steel Framed Shear Walls, Reynaud Serrette, Georgi Hall, Hoang Nguyen
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
The results of a series of reversed cyclic 4 ft. x 8 ft. (length x height) 15/32-in. plywood and 7/16-in. oriented strand board (OSB) shear wall tests are presented in this paper. The walls were framed with C-shaped 3-1/2 in. 20 gauge (0.036 in.) studs at 24 in. on center. Each wall was subjected to a sequential phase displacement time history at a frequency of 0.67 Hz. Performance of the wall was shown to depend on the type of sheathing material, the strength of the chord studs, and the screw fastener schedule. Although the hysteretic loops were significantly pinched (a …
Stability Of Standing Seam Roof - Purlin Systems, James M. Fisher, Joe N. Nunnery
Stability Of Standing Seam Roof - Purlin Systems, James M. Fisher, Joe N. Nunnery
CCFSS Proceedings of International Specialty Conference on Cold-Formed Steel Structures (1971 - 2018)
Presented in this paper are the design considerations of purlins which support standing seam roofs. To properly design purlins attached to standing seam roofs the AISI Base Test must be conducted. The AISI anchorage equations can be used for standing seam systems provided that it can be shown that the standing seam diaphragm system has sufficient stiffness to meet the requirements of the diaphragm as specified in Section D3.2.1 of the AISI Specification. The stiffness of standing seam roofs can be determined from conventional diaphragm tests. The stiffness and strength of the standing seam diaphragm can be enhanced by the …
Ccfss Technical Bulletin August 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
Ccfss Technical Bulletin August 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
CCFSS Technical Bulletins (1993 - 2020)
No abstract provided.
Ccfss News August 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
Ccfss News August 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
CCFSS Newsletters (1999 - 2008)
No abstract provided.
Structural Behavior Of Circular Holes In Web Elements Of Cold-Formed Steel Flexural Members Subjected To Web Crippling For End-One-Flange Loading, Craig Uphoff, Roger A. Laboube, Wei-Wen Yu
Structural Behavior Of Circular Holes In Web Elements Of Cold-Formed Steel Flexural Members Subjected To Web Crippling For End-One-Flange Loading, Craig Uphoff, Roger A. Laboube, Wei-Wen Yu
CCFSS Library (1939 - present)
I. INTRODUCTION A. GENERAL An environmental concern regarding the use of wood being an appropriate construction material has become a contemporary issue. The depletion of forests, caused not only by the building construction industry, but also by natural disasters such as forest fires, has raised many questions about the conservation of the environment. Trees are being replanted in an effort to make up for the loss, but trees take many years to mature. Therefore, in an attempt to improve the environment and the feasibility of building construction, alternative materials for residential construction are being investigated. One material that is being …
Behavior Of Compression Web Members In Cold-Formed Steel Truss Assemblies, Jerome A. Riemann, Roger A. Laboube, Wei-Wen Yu
Behavior Of Compression Web Members In Cold-Formed Steel Truss Assemblies, Jerome A. Riemann, Roger A. Laboube, Wei-Wen Yu
CCFSS Library (1939 - present)
PREFACE To aid in adapting cold-formed steel to the residential market, a research project was initiated in 1993 at the University of Missouri-Rolla. Design issues relating to the use of cold-formed steel members and connections in residential roof truss systems have been the focus of the project. The purpose of this research was to study the behavior of cold-formed steel roof truss systems and to establish appropriate design recommendations. Overall, the research findings were intended to aid the promotion of cold-formed steel as a safe, serviceable, and cost effective alternative in residential construction. The First Summary Report was issued in …
Behavior Of Cold-Formed Steel Web Elements With Web Openings Subjected To Web Crippling And A Combination Of Bending And Web Crippling For Interior-One-Flange Loading, Sameer U. Deshmukh, Roger A. Laboube, Wei-Wen Yu
Behavior Of Cold-Formed Steel Web Elements With Web Openings Subjected To Web Crippling And A Combination Of Bending And Web Crippling For Interior-One-Flange Loading, Sameer U. Deshmukh, Roger A. Laboube, Wei-Wen Yu
CCFSS Library (1939 - present)
INTRODUCTION A. GENERAL Conservation is becoming more prevalent in our society as it is a necessity to protect our environment and ensure our future. Recently, this growing environmental awareness has created concerns regarding the use of wood as an appropriate construction material. In addition, economic and safety concerns are pressuring the competitiveness of the wood industry. Timber prices have risen sharply as the result of a supply and demand crisis. Also, the recent devastation to wood structures by storms have led to the adoption of building codes which require engineered residential construction to minimize safety concerns. To improve the feasibility …
Shear Wall Design Guide, Steel In Residential Construction Advisory Group
Shear Wall Design Guide, Steel In Residential Construction Advisory Group
American Iron and Steel Institute (AISI) Specifications, Standards, Manuals and Research Reports (1946 - present)
No abstract provided.
Shear Wall Values For Light Weight Steel Framing, Hoang Nguyen, Hall Georgi, Reynaud Serrette
Shear Wall Values For Light Weight Steel Framing, Hoang Nguyen, Hall Georgi, Reynaud Serrette
American Iron and Steel Institute (AISI) Specifications, Standards, Manuals and Research Reports (1946 - present)
The purpose of this experimental research program was to investigate the behavior of light gauge steel framed shear walls sheathed with plywood, oriented strand board (OSB), and gypsum wallboard (GWB). To accomplish this a total of 48 tests were completed, 42 of which are reported here. Toe overall scope of the program is described in the following section.
Ccfss Technical Bulletin February 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
Ccfss Technical Bulletin February 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
CCFSS Technical Bulletins (1993 - 2020)
No abstract provided.
Ccfss News February 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
Ccfss News February 1996, Wei-Wen Yu Center For Cold-Formed Steel Structures
CCFSS Newsletters (1999 - 2008)
No abstract provided.
Shear Wall Values For Light Weight Steel Framing, American Iron And Steel Institute
Shear Wall Values For Light Weight Steel Framing, American Iron And Steel Institute
American Iron and Steel Institute (AISI) Specifications, Standards, Manuals and Research Reports (1946 - present)
No abstract provided.
Cold-Formed Steel Design Manual, American Iron And Steel Institute
Cold-Formed Steel Design Manual, American Iron And Steel Institute
American Iron and Steel Institute (AISI) Specifications, Standards, Manuals and Research Reports (1946 - present)
No abstract provided.
Seismic Performance Of Confined Sill Plate Connections, Joseph M. Bracci, Rebecca F. Stromatt, David Pollock
Seismic Performance Of Confined Sill Plate Connections, Joseph M. Bracci, Rebecca F. Stromatt, David Pollock
Faculty Publications - Biomedical, Mechanical, and Civil Engineering
In the aftermath of the 1994 Northridge earthquake, extensive field investigations revealed damage in wood frame construction in the form of splitting of the 2 X 4 or 2 X 6 wood sill plates along the line of anchor bolts that typically connect shear walls to the masonry or concrete foundation. Due to the severity of such brittle failures, the city of Los Angeles has recently restricted the use of 2X dimension lumber in sill plates and requires the use of 3X dimension lumber. This paper presents an experimental investigation of the performance of 2X dimension lumber sill plate connections …
Design Guide For Cold-Formed Steel Trusses, Steel In Residential Construction Advisory Group
Design Guide For Cold-Formed Steel Trusses, Steel In Residential Construction Advisory Group
CCFSS Library (1939 - present)
No abstract provided.
Strength Of Flexural Members Using Structural Grade 80 Of A653 And Grade E Of A611 Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube
Strength Of Flexural Members Using Structural Grade 80 Of A653 And Grade E Of A611 Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube
CCFSS Library (1939 - present)
This first progress report reviews earlier research on ASTM A653 Structural Grade 80 steel (formerly ASTM A446 Grade E) and similar steels used for cold-formed structural members, and summarizes the results of the tension coupon tests recently carried out at the University of Missouri-Rolla. The review focuses on experimental study and structural performance of members made of such steels, including ultimate strength of structural members as affected by the increases in yield strength of base metal, reduction in ductility of base metal, thickness of base metal, flat width-to-thickness ratio of elements, type of deck profile, and base metal rolling direction. …
Ccfss Technical Bulletin August 1995, Wei-Wen Yu Center For Cold-Formed Steel Structures
Ccfss Technical Bulletin August 1995, Wei-Wen Yu Center For Cold-Formed Steel Structures
CCFSS Technical Bulletins (1993 - 2020)
No abstract provided.