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The Missouri Miner, November 06, 1996 Nov 1996

The Missouri Miner, November 06, 1996

The Missouri Miner Newspaper

No abstract provided.

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Strength Of Flexural Members Using Structural Grade 80 Of A653 Steel (Deck Panel Tests), Shaojie Wu, Wei-Wen Yu, Roger A. Laboube Nov 1996

Strength Of Flexural Members Using Structural Grade 80 Of A653 Steel (Deck Panel Tests), Shaojie Wu, Wei-Wen Yu, Roger A. Laboube

CCFSS Library (1939 - present)

This second progress report describes the design of deck panel specimens for flexural tests and presents the test results of ninety-three deck panel specimens. The deck panels consisted of single and multiple hat-shaped ribs in their cross sections and were manufactured from 28, 26, and 22 gage steel sheets of Structural Grade 80 of ASTM A653 Steel. Among the ninety-three deck panel specimens, seventy-two panels were tested in simply supported and two-point loading conditions; sixteen panels were tested in simply supported and one-point loading conditions; and five panels with screws penetrating through tension flanges were tested in simply supported and …

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Cycle Symmetry And Its Causes, Cisco Group (Virgilian And Wolfcampian), Texas, Wan Yang Nov 1996

Cycle Symmetry And Its Causes, Cisco Group (Virgilian And Wolfcampian), Texas, Wan Yang

Geosciences and Geological and Petroleum Engineering Faculty Research & Creative Works

181 transgressive-regressive cycles composed of nonmarine and marine carbonate and siliciclastic rocks of the Cisco Group on the Eastern Shelf, Texas, display complex characteristics at both hemicycle and full-cycle scales. They are delineated on the basis of successive changes of depositional environments, stratal boundary relations, and stratigraphic position. Transgressive and regressive stratigraphic environment gradients are defined as the magnitude of environmental shift divided by thickness for each hemicycle. They indicate the rates of lateral environmental shifts during transgression and regression. Cycle symmetry index is defined as the ratio between transgressive and regressive stratigraphic environment gradients. It provides a measure of …

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Investigation Of Fundamental Emi Source Mechanisms Driving Common-Mode Radiation From Printed Circuit Boards With Attached Cables, David M. Hockanson, James L. Drewniak, Todd H. Hubing, Thomas Van Doren, Fei Sha, Michael J. Wilhelm Nov 1996

Investigation Of Fundamental Emi Source Mechanisms Driving Common-Mode Radiation From Printed Circuit Boards With Attached Cables, David M. Hockanson, James L. Drewniak, Todd H. Hubing, Thomas Van Doren, Fei Sha, Michael J. Wilhelm

Electrical and Computer Engineering Faculty Research & Creative Works

Fundamental EMI source mechanisms leading to common-mode radiation from printed circuit boards with attached cables are presented in this paper. Two primary EMI source mechanisms have been identified: one associated with a differential-mode voltage and another associated with a differential-mode current, both of which result in a common-mode current on an attached cable. These mechanisms can be used to relate printed circuit layout geometries to EMI sources. The two mechanisms are demonstrated through numerical and experimental results, and an example from a production printed-circuit design is presented.

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The Missouri Miner, October 30, 1996 Oct 1996

The Missouri Miner, October 30, 1996

The Missouri Miner Newspaper

No abstract provided.

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Energy Metabolism, Enzymatic Flux Capacities, And Metabolic Flux Rates In Flying Honeybees, R. K. Suarez, J. R.B. Lighton, B. Joos, S. (Stephen) P. Roberts, J. F. Harrison Oct 1996

Energy Metabolism, Enzymatic Flux Capacities, And Metabolic Flux Rates In Flying Honeybees, R. K. Suarez, J. R.B. Lighton, B. Joos, S. (Stephen) P. Roberts, J. F. Harrison

Biological Sciences Faculty Research & Creative Works

Honeybees Rely Primarily on the Oxidation of Hexose Sugars to Provide the Energy Required for Flight. Measurement of VCO2 (Equal to VO2, Because VCO2/VO2 = 1.0 during Carbohydrate Oxidation) during Flight Allowed Estimation of Steady-State Flux Rates through Pathways of Flight Muscle Energy Metabolism. Comparison of V(Max) Values for Flight Muscle Hexokinase, Phosphofructokinase, Citrate Synthase, and Cytochrome C Oxidase with Rates of Carbon and O2 Flux during Flight Reveal that These Enzymes Operate Closer to V(Max) in the Flight Muscles of Flying Honeybees Than in Other Muscles Previously Studied. Possible Mechanistic …

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The Missouri Miner, October 23, 1996 Oct 1996

The Missouri Miner, October 23, 1996

The Missouri Miner Newspaper

No abstract provided.

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Effect Of Bracing Stiffness On Buckling Strength Of Cold-Formed Steel Columns, Pratyoosh Gupta, George E. Blandford, S. T. Wang Oct 1996

Effect Of Bracing Stiffness On Buckling Strength Of Cold-Formed Steel Columns, Pratyoosh Gupta, George E. Blandford, S. T. Wang

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

A three-dimensional second-order analysis is used to study the effect of brace stiffness on the buckling strength of cold-formed steel columns. The finite element formulation uses an iterative updated Lagrangian scheme to include the second-order geometric non-linear effects in the space frame element as well as the connection element used to model a brace. Lateral brace stiffness required to achieve full bracing for a two-dimensional column, and lateral and torsional brace stiffnesses required for a three-dimensional cold-formed steel column are studied. The strength requirement for various brace components, the effects of column initial imperfections, and the impact of varying warping …

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Interaction Of Flange/Edge - Stiffened Cold Formed Steel C - Sections, Colin A. Rogers, R. M. Schuster Oct 1996

Interaction Of Flange/Edge - Stiffened Cold Formed Steel C - Sections, Colin A. Rogers, R. M. Schuster

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

A revision to the Canadian Standard (S136-94)[1] and the American Specification (AISI- 89)[2], in which the procedure to calculate the effective width of an edge-stiffened compressive flange is modified, has been proposed by Dinovitzer et al.[3]. The proposal involves a change of the equations for the flange plate buckling coefficients of Case II compressive elements, which eliminates a discontinuity in the effective width formulation. The modified local buckling procedure was compared with the current Canadian Cold Formed Steel Standard using a program of beam tests at the University of Waterloo[4] and data available in the literature[8,9, 10, 11,12]. Statistical results …

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A New Aisi Cold-Formed Steel Design Manual, Richard C. Kaehler, Paul A. Seaburg Oct 1996

A New Aisi Cold-Formed Steel Design Manual, Richard C. Kaehler, Paul A. Seaburg

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

The Specification Committee of the American Iron and Steel Institute is currently developing a new Cold Formed Steel Design Manual. The work is being done under contract with Computerized Structural Design with oversight provided by AISI Subcommittee 26 - Design Manual. This paper describes the purpose and contents of this Manual. It is expected the Manual will be published in conjunction with the new edition of the Specification for the Design of Cold-Formed Steel Structural Members early in 1997. The Manual will contain the combined versions of the Allowable Stress Design and Load and Resistance Factor Design Specifications in addition …

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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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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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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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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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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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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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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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