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1998

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Articles 91 - 120 of 1354

Full-Text Articles in Engineering

Productivity Improvement At A High-Tech State-Owned Industry--An Indonesian Case Study Of Employee Motivation, Adik A. Soedarsono, Susan L. Murray, Yildirim Omurtag Nov 1998

Productivity Improvement At A High-Tech State-Owned Industry--An Indonesian Case Study Of Employee Motivation, Adik A. Soedarsono, Susan L. Murray, Yildirim Omurtag

Engineering Management and Systems Engineering Faculty Research & Creative Works

The purpose of this case study was to identify the level of employee motivation at an Indonesian high-tech state-owned company. Comparisons were drawn between labor and management as well as Indonesian and Western industrial environments. The overall results provide insight into employee motivation and the potential for productivity improvement that should prove beneficial to management at state-owned and privately owned companies in Indonesia and the Pacific Rim. The study can also help Westerners appreciate culture differences and productivity challenges in this developing country.

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Bs News Nov 1998

Bs News

Building Services Engineering

No abstract provided.

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Cracking The Shell To Student Learning: An Innovative Instructional Approach, John R. Olson, Paul Savory Nov 1998

Cracking The Shell To Student Learning: An Innovative Instructional Approach, John R. Olson, Paul Savory

Department of Industrial and Management Systems Engineering: Faculty Publications

Management and Industrial Engineering courses is motivating students to learn and apply the quantitative and managerial aspects of the material. The aim of our educational methodology is to not only teach and reinforce the core principles of the disciplines, but to have students develop a set of skills that will make them competitive in the classroom and the workforce. Teaching is why a university exists. As a result, the objective of our instructional approach is to attract and retain dedicated students to the fields of Operations Management and Industrial Engineering and to keep those students competitive and in focus with …

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Robust Course-Boundary Extraction Algorithms For Autonomous Vehicles, Chris Roman, Charles Reinholtz Nov 1998

Robust Course-Boundary Extraction Algorithms For Autonomous Vehicles, Chris Roman, Charles Reinholtz

Graduate School of Oceanography Faculty Publications

Practical autonomous robotic vehicles require dependable methods for accurately identifying course or roadway boundaries. The authors have developed a method to reliably extract the boundary line using simple dynamic thresholding, noise filtering, and blob removal. This article describes their efforts to apply this procedure in developing an autonomous vehicle.

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Successive Galerkin Approximation Algorithms For Nonlinear Optimal And Robust Control, Timothy Mclain, Randal W. Beard Nov 1998

Successive Galerkin Approximation Algorithms For Nonlinear Optimal And Robust Control, Timothy Mclain, Randal W. Beard

Faculty Publications

Nonlinear optimal control and nonlinear H infinity control are two of the most significant paradigms in nonlinear systems theory. Unfortunately, these problems require the solution of Hamilton-Jacobi equations, which are extremely difficult to solve in practice. To make matters worse, approximation techniques for these equations are inherently prone to the so-called 'curse of dimensionality'. While there have been many attempts to approximate these equations, solutions resulting in closed-loop control with well-defined stability and robustness have remained elusive. This paper describes a recent breakthrough in approximating the Hamilton-Jacobi-Bellman and Hamilton-Jacobi-Isaacs equations. Successive approximation and Galerkin approximation methods are combined to derive …

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Searches For The Neutral Higgs Bosons Of The Mssm In E+E- Collisions At Centre-Of-Mass Energies Of 181-184 Gev, Barate, R.; Et Al., M. Thulasidas Nov 1998

Searches For The Neutral Higgs Bosons Of The Mssm In E+E- Collisions At Centre-Of-Mass Energies Of 181-184 Gev, Barate, R.; Et Al., M. Thulasidas

Research Collection School Of Computing and Information Systems

The data collected by ALEPH at LEP at centre-of-mass energies ranging from 181 to 184 GeV, corresponding to an integrated luminosity of 57 pb−1, are analysed to search for pair-produced neutral Higgs bosons h and A, in the bb̄bb̄ and τ+τ−bb̄ final states. Two events are found in the data with 2.5 expected from standard model processes. When combined with the lower energy data collected by ALEPH and with earlier reported searches for associated hZ production, these analyses are interpreted in the context of the minimal supersymmetric extension of the standard model (MSSM). For standard choices of MSSM parameter sets, …

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Emerald: Where We Are And Where We Are Going, Freddy Pranajaya, Bryan Palmintier Oct 1998

Emerald: Where We Are And Where We Are Going, Freddy Pranajaya, Bryan Palmintier

Robert "Bob" Twiggs STEM Education Collection

A PowerPoint Presentation created by Freddy Pranajaya and Bryan Palmintier titled "EMERALD: Where We Are and Where We Are Going" from October 29, 1998.

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Tractor Museum Committee Minutes October 20, 1998, Tractor Museum Oct 1998

Tractor Museum Committee Minutes October 20, 1998, Tractor Museum

Lester F. Larsen Tractor Museum: Planning and Development Documents

Treasurer's Report State Fair Report Accident Insurance

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Buckling Mode Interaction In Cold-Formed Steel Columns And Beams, C. Jiang, Viorel Ungureanu, J. Michael Davies Oct 1998

Buckling Mode Interaction In Cold-Formed Steel Columns And Beams, C. Jiang, Viorel Ungureanu, J. Michael Davies

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

The buckling behaviour of cold-formed steel columns and beams is far from simple. The three generic forms of buckling, namely local buckling, distortional buckling and overall buckling, generally have different wavelengths and are usually restricted to different span ranges. However, there is also the possibility of interaction among these buckling modes at a certain span length. Thus, local plate buckling and distortional buckling may occur together with lateral-torsional buckling in such a way that they all have an influence on the ultimate load carrying capacity of a member. The influence of local buckling is taken into consideration in design codes …

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Spacing Of Connections In Compression Flanges Of Built-Up Cold-Formed Steel Beams, Roger A. Laboube, Wei-Wen Yu, Michael L. Jones Oct 1998

Spacing Of Connections In Compression Flanges Of Built-Up Cold-Formed Steel Beams, Roger A. Laboube, Wei-Wen Yu, Michael L. Jones

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

Built-up cold-formed steel sections may offer greater economy in building construction. Typical built-up sections are cellular decks or door and window header beams. A research project was initiated to determine if the current spacing criteria outlined in Section D1.2 of the AISI Specification accurately predicted the capacity of built-up sections with the cover plate in compression. This study showed that criteria No.2 of the AISI Design Specification spacing criteria is restrictive when applied to built-up cross sections in bending. All test sections continued to carry additional load after the cover plate buckled. The tests showed that as the spacing of …

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Bending Tests Of Hat Sections With Multiple Longitudinal Stiffeners, V. V. Acharya, R. M. Schuster Oct 1998

Bending Tests Of Hat Sections With Multiple Longitudinal Stiffeners, V. V. Acharya, R. M. Schuster

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

This paper is the first in a series of articles that report findings of the authors investigation into the behavior of cold formed steel hat sections in bending with multiple intermediate longitudinal stiffeners. Presented in this paper is the test program that was carried out at the University of Waterloo as part of a two year research program. It is known that sections with multiple intermediate stiffeners can fail either in a local sub-element buckling mode, or alternatively, can experience an overall plate buckling mode of failure. Although both failure modes were examined, the main objective was to develop a …

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Accelerated Test Development For Coil-Coated Steel Building Panels, K. M. Lawson, H. H. Lawson, H. E. G. Rommal, A. C. Tiburcio Oct 1998

Accelerated Test Development For Coil-Coated Steel Building Panels, K. M. Lawson, H. H. Lawson, H. E. G. Rommal, A. C. Tiburcio

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

This paper discusses the experimental design and the preliminary findings of an ongoing project designed to establish an accelerated laboratory test that would rank coating system performance the same as their performance in atmospheric exposure. A total of ten materials are included in the program: four substrates each with two coating systems and one substrate with two additional coating systems. Samples were installed at four atmospheric exposure sites: Middletown, OH, Daytona Beach, FL, Monroeville, PA, and Halifax, NS, Canada. Three different orientations were utilized at each of the exposure sites and a variety of building panel features were included on …

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Experimental Procedures For Stub Column Tests, Y. Pu, M. H. R. Godley, R. G. Beale Oct 1998

Experimental Procedures For Stub Column Tests, Y. Pu, M. H. R. Godley, R. G. Beale

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

In this paper a total of 36 stub columns was tested by two different experimental procedures, namely the FEM and AISI procedures, to investigate the difference in the ultimate load between these procedures. Of these 26 were carried out in the pin-ended condition according to FEM, the rest were in the fixed-end condition according to AlSI specification. It is shown that the failure loads obtained by the two experimental procedures were very close to each other. Both procedures worked well. The AISI procedure is recommended as the standard procedure.

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Rotational Stiffnesses Of Semi-Rigid Baseplates, X. Feng, M. H. R. Godley, R. G. Beale Oct 1998

Rotational Stiffnesses Of Semi-Rigid Baseplates, X. Feng, M. H. R. Godley, R. G. Beale

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

The paper describes a test procedure to determine the rotational stiffnesses and moment-curvature relationships of semi-rigid baseplates of cold-formed structures. The influence of the modulus of the foundation subgrade on baseplate performance is determined. Increasing the axial load applied to a baseplate is shown to increase the ultimate moment-rotation capacity of a baseplate.

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Seismic Design Of Light Gauge Steel Structures: A Discussion, Reynaud Serrette Oct 1998

Seismic Design Of Light Gauge Steel Structures: A Discussion, Reynaud Serrette

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

In a highly competitive and aggressive construction market, designers are always looking for new, proven ways to design safe, economical building structures. This is even more relevant in tract residential construction where a few dollars saved on one detail can affect who is awarded a project. In residential construction, a complete load bearing light gauge steel (LGS) system is now somewhat commonplace in the United States. Architects and engineers who once designed almost exclusively with other conventional materials are now consider LGS as an alternative. Although, it is feasible to make a direct substitution of LGS for conventional wood framing, …

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Frequently Asked Questions Concerning The Aisi Base Test And The Use Of The Aisi Anchorage Equations, Roger A. Laboube, Thomas M. Murray, Joe N. Nunnery, James M. Fisher Oct 1998

Frequently Asked Questions Concerning The Aisi Base Test And The Use Of The Aisi Anchorage Equations, Roger A. Laboube, Thomas M. Murray, Joe N. Nunnery, James M. Fisher

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

The AISI Base Test Method was first introduced into the 1996 AISI Specification. Section C3.1.4 of the Specification provides a method for determining the nominal moment strength of a C- or Z- section under gravity load in the plane parallel to the web with the top flange supporting a standing seam roof system. A standing seam roof system is defined as a roof system in which the side laps between the roof panels or deck are arranged in a vertical position above the roof line, and the roof panel system is secured to the purlins by means of concealed hold …

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Study On Light-Gauge Steel Roof Trusses With Rosette Connections, Pentti Makelainen, Jyrki Kesti, Olli Kaitila, Kimmo J. Sahramaa Oct 1998

Study On Light-Gauge Steel Roof Trusses With Rosette Connections, Pentti Makelainen, Jyrki Kesti, Olli Kaitila, Kimmo J. Sahramaa

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

This paper describes the Rosette-joining system and its possibilities in roof-truss structures in the span range of 8 to 12 meters (26 to 39 ft). The test programme that was carried out to verify the behaviour of the Rosette-joint and the thin-walled sections is described. The test results are given and analysed where they currently exist. The results are compared with values calculated according to the 1996 U.S. (AISI) [3] code supported by a distortional buckling analysis according to the Australian / New Zealand Standard (AS) [4] and FE Analysis results.

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A Study On The Flexural Behavior Of Profiled Composite Beams, Gu Rok Yang, Yong Seo Hwang, Young Bong Kwon Oct 1998

A Study On The Flexural Behavior Of Profiled Composite Beams, Gu Rok Yang, Yong Seo Hwang, Young Bong Kwon

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

An analytical study on the behavior of composite beams, which are composed of cold-formed steel sheeting and normal strength concrete, is described. An analytical method to trace the nonlinear behavior of a composite beam is developed to include the nonlinear material properties of steel sheeting, reinforcing steel bar and concrete. However, since the method is complex and tedious to use, two simple formulas for the nonlinear moment-curvature relation of the composite beam have been proposed. A simple power model, which has been originally used to predict the flexural capacity of the beam to column connections, is proposed as the first …

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Factors Influencing The Strength Of Mechanical Clinching, Remo Pedreschi, Braj Sinha, Russell Davies, Rory Lennon Oct 1998

Factors Influencing The Strength Of Mechanical Clinching, Remo Pedreschi, Braj Sinha, Russell Davies, Rory Lennon

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

The influence of material strength and thickness, direction of load, multi-layer connections and dis-similar thicknesses of steel on the strength of mechanical clinching is considered.. Expressions to predict the strength of mechanical clinching are presented.

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A Cost Based Approach To Design Of Residential Steel Roof Systems, B. Mobasher, S-Y Chen, C. Young, S. D. Rajan Oct 1998

A Cost Based Approach To Design Of Residential Steel Roof Systems, B. Mobasher, S-Y Chen, C. Young, S. D. Rajan

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

A comprehensive system for the design of residential steel roof truss systems is presented. The research involved three distinct stages. In the first stage, components of the truss systems were tested in order to determine their member properties subjected to axial force and bending moments. Finite element simulations of these tests were carried out to further verify the, calculations obtained using the AISI-LRFD code guidelines. The AlSI-LRFD code based design curves were used for the actual design, while the laboratory experiments and the finite element results provided additional checks and verification of the AlSI values. The second stage of the …

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The Local Buckling Strength Of Partially Stiffened Type 3cr12 Stainless Steel Compression Elements In Beam Flanges, G. J. Van Den Berg Oct 1998

The Local Buckling Strength Of Partially Stiffened Type 3cr12 Stainless Steel Compression Elements In Beam Flanges, 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 in beam flanges is studied. The steel under investigation is Type 3CR12 stainless steel. Lipped channels were placed back to back to form a doubly symmetric lipped I-section. The different pIasticity reduction factors suggested in the ASCE3 and South African13 stainless steel design specification for stiffened and unstiffened compression elements are used to compare experimental results with theoretical predictions. It is concluded that the ASCE3 and South African13 stainless steel design specifications overestimate the local buckling stress in …

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A Non Linear Design Model For Continuous Multi-Span Light Gauge Sheeting And Members, Leopold K. Sokol Oct 1998

A Non Linear Design Model For Continuous Multi-Span Light Gauge Sheeting And Members, Leopold K. Sokol

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

The calculation of profiled sheeting and members by using the post-critical stage in which a plastic hinge is originated at the internal support is possible provided that the relationships between the support moment, reaction and hinge rotation are known. There are two alternative procedures of testing for obtaining these data: double-span test or internal support test. In the second one, instead of a global behaviour, only the local relationships between the three above characteristics are determined. When calculating with the model proposed in Eurocode 3, Part 1.3, the above two different test procedures do not lead to close enough results. …

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Direct Strength Prediction Of Cold-Formed Steel Members Using Numerical Elastic Buckling Solutions, Benjamin W. Schafer, Teoman Pekoz Oct 1998

Direct Strength Prediction Of Cold-Formed Steel Members Using Numerical Elastic Buckling Solutions, Benjamin W. Schafer, Teoman Pekoz

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

Current design of cold-formed steel members is unduly complicated, Part of this complication arises from the need to perform elastic buckling calculations by hand. Also, complications occur in determining the effective width and resulting effective properties of members. Further, as cross-sections become more optimized (e.g., through the introduction of longitudinal stiffeners) both the elastic buckling and effective width calculations become markedly more complex. In order to investigate alternatives to current design a large amount of experimental data on flexural members of varying geometry is collected. The use of numerical elastic buckling solutions for the entire member, is investigated as an …

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Web Crippling Of Single Web Cold Formed Steel Members Subjected To End One-Flange Loading, R. R. Gerges, R. M. Schuster Oct 1998

Web Crippling Of Single Web Cold Formed Steel Members Subjected To End One-Flange Loading, R. R. Gerges, R. M. Schuster

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

Results of an extensive experimental investigation of the web crippling behavior of cold formed steel C-sections are presented. This study was devoted to the End One Flange, EOF, loading case, with particular emphasis on large inside bend radius to thickness ratios, (R = ri/t). Seventy-two C-sections with R values ranging between five and 10 were tested at the University of Waterloo. Comparing the experimental results with predictions using the current North American Cold Formed Steel Design Standards, considerable underestimation was observed. Using the same model of the design expression currently used in the Canadian Standard (S136-94), and including 164 test …

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Web Crippling Strength Of Members Using High-Strength Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube Oct 1998

Web Crippling Strength Of Members Using High-Strength Steels, Shaojie Wu, Wei-Wen Yu, Roger A. Laboube

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

A total of 148 web crippling tests were conducted using high-strength, low-ductility Structural Grade 80 of ASTM A653 steel (former ASTM A446 Grade E steel) and tests results were evaluated along with additional 114 web crippling tests which were reported in 1986 as part of a project on Design of Automotive Structural Components Using High-Strength Sheet Steels. Four loading conditions, namely End-One-Flange (EOF),lnterior-One-Flange (IOF), End-Two-Flange (ETF), and Interior-Two-Flange (ITF) conditions, were considered in the web crippling tests. Test results indicate that the tested ultimate loads for the four loading conditions were higher than the predicted loads using the AISI Specifications …

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Behaviour Of Locally Buckled Singly Symmetric Columns, Ben Young, Kim J. R. Rasmussen Oct 1998

Behaviour Of Locally Buckled Singly Symmetric Columns, Ben Young, Kim J. R. Rasmussen

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

An experimental investigation into the behaviour of locally buckled cold-formed plain and lipped channel columns compressed between fixed and pinned ends is described in this paper. It is shown experimentally that local buckling does not induce overall bending of fixed-ended singly symmetric columns, as it does of pin-ended singly symmetric columns. Consequently, local buckling has fundamentally different effects on the behaviour of fixed-ended and pin-ended singly symmetric columns. In order to demonstrate this result experimentally, a series of tests was performed on plain and lipped channels brake-pressed from high strength structural steel sheets. The different effects of local buckling on …

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Fire Resistance On Bearing Wall Using Steel & Gypsum, In-Kyu Kwon, Kwang Choi, Jee Nam-Yong Oct 1998

Fire Resistance On Bearing Wall Using Steel & Gypsum, In-Kyu Kwon, Kwang Choi, Jee Nam-Yong

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

The conventional loadbearing wall systems generally used in Korea are composed of concrete and brick. Which materials have many defaults like long-term construction period and cost increase. Recently in us, a rapid increase in the usage of cold-formed steel section in housing and commercial building construction can widely be seen. The loadbearing wall assembly composed of light gauge-steel and gypsum board can preferably be applied to residential and commercial building of 5 stories or below. In order that light-gauge steel framing can be prevalently introduced in our domestic housing market, the wall assembly must have sufficient fire-resistant performance. Fire-resistant tests …

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Testing Of Cold Formed Steel Floor Joists With Bearing Stiffeners, Reynaud M. Schuster, S. R. Fox Oct 1998

Testing Of Cold Formed Steel Floor Joists With Bearing Stiffeners, Reynaud M. Schuster, S. R. Fox

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

The application of lightweight steel framing (LSF) in residential construction has been growing in the past few years and is bringing forth some issues in Cold Formed Steel Design Specifications that need to be addressed. The area of interest of this paper is the requirement for bearing stiffeners in both the CSA-SI36(1) Standard and the AISI(2) Specification. Specifically, both of these documents require that all cross-sectional elements of a bearing stiffener must be fully effective. This restriction is difficult to meet in practice since almost all LSF members are subject to local buckling, hence are no longer fully effective. A …

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Cold-Formed Shear Connectors For Composite Constructions, Maximiliano Malite, Walter A. Nimir, Jose Jairo De Sales, Roberto Martins Goncalves Oct 1998

Cold-Formed Shear Connectors For Composite Constructions, Maximiliano Malite, Walter A. Nimir, Jose Jairo De Sales, Roberto Martins Goncalves

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

Construction employing composite steel-concrete structures has been increasingly applied in building and bridge structures, and solutions involving cold-formed profiles have recently appeared which, in many cases, have resulted in reduced costs. Because constructions using composite steel-concrete structures, involving cold-formed profiles, are not covered by current Brazilian Codes, it is necessary to investigate the issue. This paper, therefore, presents the results of an experimental analysis (24 push-out tests) made for two types of connectors: U-profile and angle, with two plate thicknesses: 2.65 mm and 4.76 mm, evaluating their strength and their load-slip behavior. The tests were performed on test specimens adapted …

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Ductility Measurements Of Thin G550 Sheet Steels, Colin A. Rogers, Gregory J. Hancock Oct 1998

Ductility Measurements Of Thin G550 Sheet Steels, Colin A. Rogers, Gregory J. Hancock

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

Cold formed structural members are fabricated from sheet steels which must meet various material requirements prescribed in applicable national design standards. These requirements ensure that; I) stress concentrations can be redistributed and 2) members and connections can undergo a minimum amount of displacement without a loss in structural performance. The Australian / New Zealand, AS/NZS 4600, and both North American, CSA-S136 and AlSI, Cold Formed Steel Design Standards allow for the use of thin (t < O.9mm), high strength (fy = 550MPa) sheet steels if the yield stress and ultimate strength are reduced to 75% of their minimum specified values. This paper provides a summary of results detailing the ductility and net cross-section tensile resistance of G550 sheet steels (to Australian Standard AS 1397) tested as solid and perforated coupons. Material properties of the test specimens are compared wIth the Dhalla and Winter requirements for ductility and ultimate strength to yield stress ratio. limit states tensile design equations are calibrated according to procedures defmed by the American Iron and Steel Institute (AlSI) Commentary.

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