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Articles 173671 - 173700 of 198025

Full-Text Articles in Engineering

Determination Of Purlin R-Factors Using A Non-Linear Analysis, Catherine J. Rousch, Gregory J. Hancock Oct 1996

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.

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Finite Element Analysis Of Hollow Flange Beams With Web Stiffeners, P. Avery, Mahen Mahendran Oct 1996

Finite Element Analysis Of Hollow Flange Beams With Web Stiffeners, P. Avery, Mahen Mahendran

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 behavior has been shown to cause significant reduction of the available flexural capacity of HFBs. An investigation using finite element analyses and large scale experiments was carried out into the use of …

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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 Oct 1996

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 …

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Structural Detailing Of Openings In Sandwich Panels, Ton Toma, Wim Courage Oct 1996

Structural Detailing Of Openings In Sandwich Panels, Ton Toma, Wim Courage

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

European Recommendations [1] exist which provide calculation rules to determine the strength and stiffness of sandwich panels composed of two metal faces with a foam in between. In case of openings in such panels (e.g. for windows) an influence will appear with regard to the stiffness and loadbearing capacity. At the institute TNO Building and Construction Research this item has been studied (numerical and experimental) which has resulted in simple design rules in addition to the before mentioned calculation rules for panels without openings. The program has been executed with financial support of the European Community for Coal and Steel …

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Dynamic Performance Of Light Gauge Steel Framed Shear Walls, Reynaud Serrette, Georgi Hall, Hoang Nguyen Oct 1996

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 …

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Modeling Of Cold-Formed Purlins-Sheeting Systems, S. Kitipornchai, R. M. Lucas, F. G. A. Al-Bermani Oct 1996

Modeling Of Cold-Formed Purlins-Sheeting Systems, S. Kitipornchai, R. M. Lucas, F. G. A. Al-Bermani

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

Purlin-sheeting systems used for roofs and walls commonly take the form of cold-formed channel or zed section purlins, screw-connected to corrugated sheeting. This paper presents two nonlinear elasto-plastic finite element models, capable of predicting the behaviour of purlin-sheeting systems without the need for either experimental input or over simplifying assumptions. The first model incorporates both the sheeting and the purlin while the second, a simplified version of the first model, includes only the purlin. Both models are able to account for cross-sectional distortion of the purlin, the flexural and membrane restraining effects of the sheeting, and failure of the purlin …

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Burst Strength Of Type 304l Stainless Steel Tubes Subjected To Internal Pressure And External Forces, J. Pretorius, P. Van Der Merwe, G. J. Van Den Berg Oct 1996

Burst Strength Of Type 304l Stainless Steel Tubes Subjected To Internal Pressure And External Forces, J. Pretorius, P. Van Der Merwe, G. J. Van Den Berg

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

The findings of an investigation concerning the burst strength of cold-formed Type 304L stainless steel tubes subjected to internal pressure and static external forces are reported in this study. The use of cold-formed stainless steel longitudinally welded tube in pressurised processes in industry are limited due to the belief that seamless tubes have superior resistance to internal pressure. The primary objective of this study was to experimentally and theoretically describe the failure criteria for thin-walled longitudinally welded Type 304L stainless steel tubes subjected to internal pressure and static external point loads and torsion loads. Due to the diversity of the …

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Golden Anniversary Of The Aisi Specification, Wei-Wen Yu, Don S. Wolford, Albert L. Johnson Oct 1996

Golden Anniversary Of The Aisi Specification, Wei-Wen Yu, Don S. Wolford, Albert L. Johnson

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

The use of cold-formed steel members in building construction began in about the 1850's in the United States and Great Britain. However, such thin-walled steel members were not widely used for buildings until after 1946 When the first edition of the Specification for the Design of Light Gage Steel Structural Members was published by the American Iron and Steel Institute (AISI, 1946). This first design standard was based primarily on the research work sponsored by the Institute at Cornell University under the direction of Professor George Winter after 1939 (Winter, 1959a and 1959b). It was revised subsequently by the AISI …

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The 1996 Aisi Specification, Roger L. Brockenbrough Oct 1996

The 1996 Aisi Specification, Roger L. Brockenbrough

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

The first edition of the AISI specification was adopted in 1946. Thus, the new specification represents fifty years of progress in the formal structural application of cold-formed steel. The continued efforts of the Committee on Specifications and the sponsorship of the American Iron and Steel Institute have made this fifty years of progress in cold-formed steel a reality. The new specification combines ASD and LRFD provisions in a single document. This affords the design engineer the opportunity to become familiar with both methods and facilitates the use of whichever method is preferred. In addition, the new specification includes a number …

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A Probabilistic Examination Of The Ultimate Strength Of Cold-Formed Steel Elements, Benjamin W. Schafer, Mircea Gigoriu, Teoman Pekoz Oct 1996

A Probabilistic Examination Of The Ultimate Strength Of Cold-Formed Steel Elements, Benjamin W. Schafer, Mircea Gigoriu, Teoman Pekoz

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

This paper investigates the ultimate strength of cold-formed steel plates in uniform compression and pure bending with the goal of determining the statistical characteristics (mean and variance) of the ultimate strength. Plate thickness, longitudinal residual stress magnitude, and imperfection magnitude are considered as random variables. Based on existing data appropriate distributions are determined for these three random variables. Using ABAQUS for the strength prediction, two methods: Monte Carlo simulation and Taylor series approximation, are employed to determine statistical characteristics of the plates. The results are compared to the deterministic approach of the AISI Cold-Formed LRFD Specification.

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Recent Research And Developments In Cold-Formed Steel Design And Construction, Roger A. Laboube, Wei-Wen Yu Oct 1996

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 …

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Design Of Cold-Formed Steel Stiffened Elements With Multiple Longitudinal Intermediate Stiffeners, Benjamin W. Schafer, Teoman Pekoz Oct 1996

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 …

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The Effects Of Perforation Length On The Behaviour Of Perforated Elements In Compression, J. Rhodes, M. Macdonald Oct 1996

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 …

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Additional Design Considerations For Bolted Connections, Roger A. Laboube, Wei-Wen Yu Oct 1996

Additional Design Considerations For Bolted Connections, Roger A. Laboube, Wei-Wen Yu

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

A multi-year study was conducted at the University of Missouri-Rolla which focused on such topics as deformation characteristics of bearing type connections; strength of bearing and tensile type failure modes of flat sheet connections; tensile strength of staggered bolt patterns in flat sheet connections; and tensile strength of bolted connections for angle and channel sections. The intent of this research was to verify the present design approach for bolted connections and to expand the design methodology to include additional limit states, in particular the effect of deformation of the bolt hole and the influence of shear lag in angle and …

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Shear Behavior Of Self Drilling Screws Used In Low Ductility Steel, Randy L. Daudet, Roger A. Laboube Oct 1996

Shear Behavior Of Self Drilling Screws Used In Low Ductility Steel, Randy L. Daudet, Roger A. Laboube

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

The results of 264 shear tests conducted on self drilling screws are presented. The tests conducted include single screws in single shear, two screws in single shear, and single screws in double shear. The performance and behavior of self drilling screws in low ductility steel are compared to the performance and behavior of screws in normal ductility steel. Results are compared to the 1986 AISI specification with 1989 addenda, and the recently approved AISI specification for self drilling screws which will be included in the next edition of the AISI code. Also, new equations are presented for the tilting/bearing limit …

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Cold-Formed Steel Design By Spreadsheet Program, Scott A. Burns Oct 1996

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.

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Cold-Formed Steel Sections Experimental Data Base, Dan Dubina, Mircea Georgescu, Dorina Goina, Viorel Ungureanu Oct 1996

Cold-Formed Steel Sections Experimental Data Base, Dan Dubina, Mircea Georgescu, Dorina Goina, Viorel Ungureanu

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

Thin-walled cold-formed member critical load in the coupling point of overall/local buckling modes is defined, together with critical load erosion factor (ψ). A calibration method for (ψ) using an experimental database called DATACOST is presented.

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Evaluation And Modelling Of The Material Properties For Analysis Of Cold-Formed Steel Sections, Nabil Abdel-Rahman, K. S. Sivakumaran Oct 1996

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 …

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Geometric Imperfections And Residual Stresses For Use In The Analytical Modeling Of Cold-Formed Steel Members, Benjamin W. Schafer, Teoman Pekoz Oct 1996

Geometric Imperfections And Residual Stresses For Use In The Analytical Modeling Of Cold-Formed Steel Members, Benjamin W. Schafer, Teoman Pekoz

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

Geometric imperfections and residual stresses influence the behavior and ultimate strength of cold-formed steel members. Advanced analytical models (i.e. nonlinear finite element models) must reflect this by including appropriate geometric imperfections and residual stresses. To date, little has been done to summarize the existing literature on these topics. As a result, no consensus exists for what magnitudes or distributions should be used when including geometric imperfections and residual stresses in the analysis, In this paper existing literature is reviewed and a new series of measurements carried out with the goal of providing basic guidelines for the use of geometric imperfections …

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Buckling Experiments On Hollow Flange Beams With Web Stiffeners, Mahen Mahendran, P. Avery Oct 1996

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 …

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Comparison Of Tests Of Purlins With And Without Cleats, Michael Celeban, Dan Popovic, Gregory J. Hancock Oct 1996

Comparison Of Tests Of Purlins With And Without Cleats, Michael Celeban, Dan Popovic, Gregory J. Hancock

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

The paper describes a series of tests on Z-section purlins lapped over three spans and subject to wind uplift loading. The purlins were not attached to the rafters by cleats. Sheeting was screw-fastened to the purlins and a range of bridging (bracing) members was used to prevent lateral deflection and twisting. The results of the tests are compared with earlier tests with the same configurations but including cleats at the supports.

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Deflection Design Of Cold-Formed Rhs Steel Beams, Xiao-Ling Zhao, Kwong-Ping Kiew Oct 1996

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.

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Comparison Of The Distortional Buckling Method For Flexural Members With Tests, Colin A. Rogers, R. M. Schuster Oct 1996

Comparison Of The Distortional Buckling Method For Flexural Members With Tests, Colin A. Rogers, R. M. Schuster

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

For thin-walled flexural members composed of certain geometric proportions and/or made of high-strength steel, a mode of buckling at half-wavelengths intermediate between local buckling and flexural-torsional or flexural buckling can occur. The mode is most common for edge (lip) stiffened members such as C and Z-sections, and involves rotation of the lip-flange component about the flange-web junction. This mode is commonly called distortional buckling. Presented in this paper is a design method for distortional buckling of flexural members recently submitted for ballot with the AISI Specification Committee for Cold-Formed Steel Structures. Currently, the North American Cold-Formed Steel Design Standards do …

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Flexural Strength Of Cold-Formed Steel Panels Using Structural Grade 80 Of A653 Steel, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube Oct 1996

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 …

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Lower Cost Lightweight Cold-Formed Portal Frames, B. W. J. Van Rensburg, G. P. De Vos Oct 1996

Lower Cost Lightweight Cold-Formed Portal Frames, B. W. J. Van Rensburg, G. P. De Vos

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

Southern Africa has a dire need for housing small industries and people, and concomitantly the creation of employment. It is common to use hot-rolled steel sections for industrial structures, which are pre-manufactured and then bolted together on site. In this paper an alternative structural concept for low-rise portals for light industries is proposed, whereby the total frame is made up of standard cold-formed sections which are cut and welded together on site. The cladding material is employed as an integral structural component through the principles of stressed skin diaphragm action. A short pile footing is proposed to provide a degree …

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Non-Linear Buckling Analysis Of Thin-Walled Metal Columns, C. Jiang, J. Michael Davies Oct 1996

Non-Linear Buckling Analysis Of Thin-Walled Metal Columns, C. Jiang, J. Michael Davies

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

Uniformly compressed cold-formed metal columns are susceptible to instability in a variety of modes. In the stability analysis of such a column, using any of the available numerical methods with the exception of the eigenvalue method, the perfect geometry of the column must be ' seeded' with an imperfection in order to cause it to collapse. If the member buckles in a global mode, it is easy to introduce an appropriate imperfection in form of a suitable displaced shape. However, it is more difficult to define the imperfections for the distortional and local buckling modes due to the unknown nature …

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Towards A Numerical Procedure For Composite Slab Assessment, Howard D. Wright, Milan Veljkovic Oct 1996

Towards A Numerical Procedure For Composite Slab Assessment, Howard D. Wright, Milan Veljkovic

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

Composite slab design relies upon adequate shear bond resistance between the steel and concrete. This is achieved by friction between the materials and the mechanical interlock of embossments pressed in the steel. The behaviour of this shear bond resistance is complex and is obtainable only from model tests. This paper explores the potential for numerical modelling to provide the required design information.

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The Modulus Of Elasticity Of Steel - Is It 200 Gpa?, Mahen Mahendran Oct 1996

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 …

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Design Models Of Continuous Sandwich Panels, Paavo Hassinen, Lassi Martikainen Oct 1996

Design Models Of Continuous Sandwich Panels, Paavo Hassinen, Lassi Martikainen

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

Static behaviour and failure modes of single-span lightweight sandwich panels are well known in general and several design guidelines and recommendations have been published concerning the determination of the resistance values for the design. At intermediate supports continuous sandwich panels are loaded by high bending moments and transverse support reactions simultaneously, which leads to nonlinear interactions between the stresses caused by the bending moment arid support reaction. The interaction failure modes have not been introduced on acceptable level in the current recommendations. The paper presents experimental and analytical results concerning the static behaviour and strength of the intermediate support area …

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Stability Of Standing Seam Roof - Purlin Systems, James M. Fisher, Joe N. Nunnery Oct 1996

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 …

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