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Articles 4771 - 4800 of 7866

Full-Text Articles in Civil and Environmental Engineering

Performance Of Self-Tapping Screws In Lap-Shear Metal-To-Metal Connections, Reynaud Serrette, Victor Lopez Oct 1996

Performance Of Self-Tapping Screws In Lap-Shear Metal-To-Metal Connections, Reynaud Serrette, Victor Lopez

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

The basic design requirement for screws in light gauge steel construction is the strength of the screw in a given application (metal-to-metal, wood-to-metal, or metal-to-wood) based on the body diameter of the screw. This statement is clearly obvious from the current AISI screw specifications for lap shear metal-to-metal connections. Recent research has shown that the performance of a screw fastener may also depend on other features of the screw including the head and thread style, and the method of installation (stripped versus unstripped screws). The data presented in this paper address these issues for lap shear connections designed with No. …

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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 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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Cold Formed Steel Flat Width Ratio Limits, D/T And DI/W, Colin A. Rogers, R. M. Schuster Oct 1996

Cold Formed Steel Flat Width Ratio Limits, D/T And DI/W, Colin A. Rogers, R. M. Schuster

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

This paper reports the findings of an investigation of the flat width ratio limit for simple edge-stiffeners of channels in bending. Willis & Wallace concluded that the lip flat width ratio limit, d/t, should have a value of 14 based on a comparison of the 1980 and 1986 editions of the American Iron and Steel Institute (AISI) Cold Formed Steel Specification. This conclusion was made using the results of only three channel beam tests with various lip sizes, Case III flanges and locally unstable webs. The CAN/CSA-S136 Technical Committee adopted the recommendations of Willis & Wallace and included the lip …

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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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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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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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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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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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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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Structural Design Study On A Light - Gauge Steel Portal Frame With Cold-Formed Sigma Sections, Pentti Makelainen, Juhani Kankaanpaa Oct 1996

Structural Design Study On A Light - Gauge Steel Portal Frame With Cold-Formed Sigma Sections, Pentti Makelainen, Juhani Kankaanpaa

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

Design study is conducted on a thin-gauge cold-formed steel portal frame with compound double (back-to-back) sigma sections in columns and rafters. Experimental study on the sem-irigid rafter-to-column connection behaviour is first carried out for two special bolted connection types based upon specific thin connection plates between the double sections. First connection plate studied was a compact corner plate bolted between double sigma sections of rafter and column end parts. Other connection plate type studied was composed of four together layered thin plates with the edges of two outer plates outwardly lipped at the free side of the corner plate. Connection …

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Moment Rotation Behavior For Concrete Filled Shs Column To Composite Beam Connections, J. S. Lee, Young Bonb Kwon, K. S. Woo Oct 1996

Moment Rotation Behavior For Concrete Filled Shs Column To Composite Beam Connections, J. S. Lee, Young Bonb Kwon, K. S. Woo

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

A series of connection tests were carried out to study the behavior of connections between concrete filled Square Hollow Section(SHS) columns and composite W-section beams. The test connections were four different semi-rigid types selected for application to multi -story building frames. The initial flexural rigidities were estimated by different theories and compared with the simple beam. Moment-roration relations were simulated using a finite element program and a simple power model was proposed to predict the moment-rotation behavior of connections.

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Strength And Stiffness Calculation Procedures For Composite Slabs, Budi R. Widjaja, Samuel W. Easterling Oct 1996

Strength And Stiffness Calculation Procedures For Composite Slabs, Budi R. Widjaja, Samuel W. Easterling

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

Two procedures for calculating the strength and stiffness of composite slabs based on a partial interaction model are introduced. The procedures rely on elemental test results for interfacial and end-anchorage behavior, and thus offer an alternate solution to the m and k method that relies heavily on full scale slab tests. Strength calculations made using the new procedures along with calculations from the Steel Deck Institute procedure are compared to a series of full size composite slab test results.

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Strength Of Headed Shear Studs In Cold-Formed Steel Deck, John C. Lyons, Samuel W. Easterling, Thomas M. Murray Oct 1996

Strength Of Headed Shear Studs In Cold-Formed Steel Deck, John C. Lyons, Samuel W. Easterling, Thomas M. Murray

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

Results from 57 push-out tests of headed shear studs in cold-formed steel deck are presented. The results are compared to predicted strengths using the American Institute of Steel Construction Load and Resistance Factor Design Specification. The results indicate that the AISC specification does not accurately predict the strength of the shear studs placed in steel deck.

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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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Residential Applications Of Cold-Formed Structural Members In Australia, Gregory J. Hancock, Thomas M. Murray Oct 1996

Residential Applications Of Cold-Formed Structural Members In Australia, Gregory J. Hancock, Thomas M. Murray

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

The design of steel framed houses in Australia is governed by a range of Australian Standards covering materials, strnctural design and performance and loading. The paper describes these standards and their applicability. Innovative building systems using high strength steel have recently been introduced into the residential construction market in Australia. A brief description of the members used in these systems is provided. The National Association of Steel Framed Housing (NASH) promotes the use of steel in homes and provides educational material to assist builders, suppliers, teachers and students.

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Steel - The Clear Cut Alternative, Richard Haws Oct 1996

Steel - The Clear Cut Alternative, Richard Haws

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

The current use of cold-formed steel owes its success to efforts which started 50 years ago. In 1946 AISI published the first specification for the design of cold-formed (then known as light gage) steel structural members. The specification was the end product of a doctoral thesis by Dr. George Winter which was initiated in 1939. Since 1946 AISI has continually updated and modernized the AISI Specification for the Design of Cold-Formed Steel Structural Members. The 1956 manual was the first design specification to have a companion commentary. In 1991 AISI published the LRFD version of the Design of Cold-Formed Steel …

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A Study On The Effect Of Cold Forming On The Yield Strength Of Stainless Steel Type 304 - Hardness Test Approach, M. Macdonald, J. Rhodes, M. Crawford, G. T. Taylor Oct 1996

A Study On The Effect Of Cold Forming On The Yield Strength Of Stainless Steel Type 304 - Hardness Test Approach, M. Macdonald, J. Rhodes, M. Crawford, G. T. Taylor

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

This paper describes a preliininary experimental investigation of the effects of cold forming on the material properties of stainless steel comer sections. The background and theory behind the research is briefly reviewed and is followed by a description of hardness testing. Hardness testing is used to postulate values for the increase in yield strength around the comers. The experimental findings are presented and the postulated increases in yield strength are compared with those predicted by two existing theories, and by other experiments carried out by the authors. It is concluded that the linear relationships found between yield strength and hardness …

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An Explicit Approach To Design Of Stainless Steel Columns, Jacques Rondal, Kim J. R. Rasmussen Oct 1996

An Explicit Approach To Design Of Stainless Steel Columns, Jacques Rondal, Kim J. R. Rasmussen

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

The paper describes a design procedure for stainless steel columns failing by flexural buckling. In the approach, the stress strain-curve is assumed to be expressed as a Ramberg-Osgood curve, defined in terms of the initial modulus (Eâ‚€), the 0.2% proof stress (σ₀.â‚‚) and the parameter n. It is shown that the column curve can be described in terms of the Ramberg-Osgood parameters by adopting a Perry-curve as basic strength curve and expressing the imperfection paranleter in terms of Eâ‚€, σ₀.â‚‚ and n. By using a Perry-curve, the design procedure is explicit. This contrasts the iterative approach described in the ASCE-LRFD …

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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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The Strength Of Partially Stiffened Stainless Steel Compression Members, W. Reyneke, G. J. Van Den Berg Oct 1996

The Strength Of Partially Stiffened Stainless Steel Compression Members, W. Reyneke, 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 is studied. The steel under investigation is a Type 304 stainless steel. Doubly symmetric hat section columns were manufactured by a press braking process and tested as stub columns to exclude overall buckling interaction. The different plasticity reduction factors' suggested in the ASCE stainless steel design specification for stiffened and unstiffened compression elements are used to compare experimental results with theoretical predictions. It is concluded that the ASCE and South African stainless steel design specifications overestimate the local …

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Effective Width Of A Simple Edge-Stiffener Subjected To A Stress Gradient, Colin A. Rogers, R. M. Schuster Oct 1996

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 …

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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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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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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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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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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 Of Thin-Walled Beams For Distortional Buckling, C. Jiang, J. Michael Davies Oct 1996

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 …

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