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Дисертації з теми "Iron and steel structures"

Автор: Grafiati

Опубліковано: 19 жовтня 2024

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1

Medina, Ricardo A. Krawinkler Helmut. "Seismic demands for nondeteriorating frame structures and their dependence on ground motions /." Berkeley : Pacific Earthquake Engineering Research Center, 2004. http://peer.berkeley.edu/publications.

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Originally published as first author's thesis.
"May 2004." "John A. Blume Earthquake Engineering Center, Dept. of Civil & Environmental Engineering, Stanford University." Includes bibliographical references.

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2

Lui, Wing Man. "Design of cold-formed high strength stainless steel tubular columns and beam-columns /." View abstract or full-text, 2004. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202004%20LUI.

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Thesis (M. Phil.)--Hong Kong University of Science and Technology, 2004.
Includes bibliographical references (leaves 149-154). Also available in electronic version. Access restricted to campus users.

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3

Dong, Chunxiao, and 董春宵. "Uni-axial behaviour of concrete-filled-steel-tubular columns with external confinement." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2013. http://hdl.handle.net/10722/195975.

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This thesis studies the uni-axial behaviour of circular double-skinned concrete-filled-steel-tubular (CFST) columns with external confinement in form of external steel rings. Particular attention is paid to the experimental behaviour of double-skinned CFST columns and theoretical model for evaluating the loadcarrying capacity of un- and ring-confined double-skinned CFST columns. Experimental studies on circular double-skinned CFST columns with various spacing of confinement, concrete strength and hollow ratio were conducted and discussed comprehensively. The mechanical properties of double-skinned CFST columns such as elastic stiffness, elastic strength, load-carrying capacity and ductility are presented. From the result, it is found that the elastic stiffness, elastic strength, load-carrying capacity and ductility are enhanced by installing the external steel rings to the outer tube as external confinement. To verify the effectiveness of external steel rings, the Poisson’s ratios of the double-skinned CFST columns are listed and found to be similar to that of concrete so that a perfect bonding is maintained. To emphasis the excellent performance of double-skinned CFST columns with external rings under uni-axial compression, the load-carrying capacity, elastic strength and elastic stiffness are compared to those of single-skinned CFST columns and reinforced concrete columns. To fill up the gap that no design model is provided in Eurocode 4 (EC4) for confined double-skinned CFST columns, a theoretical model based on the force equilibrium condition is proposed for evaluating the load-carrying capacity of both un- and ring-confined double-skinned CFST columns. The model takes into account the composite action between the steel tubes and core concrete. To verify the proposed model, numerous test results obtained by the author and other researchers are used for comparing the theoretical results. According to the above theoretical model above, a parametric study is carried out to investigate the effect of various geometry and material properties on the load-carrying capacity of double-skinned CFST columns. The confining pressure is expressed in terms of geometry and material factors. A simplified design formula is proposed to facilitate the preliminary design of double-skinned CFST columns with and without external confinement.
published_or_final_version
Civil Engineering
Master
Master of Philosophy

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4

WILLIAMS, GEORGE CLAY. "STEEL CONNECTION DESIGNS BASED ON INELASTIC FINITE ELEMENT ANALYSES (GUSSET, BRACING, STRUCTURES)." Diss., The University of Arizona, 1986. http://hdl.handle.net/10150/188168.

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Analytical and experimental studies were made to develop design procedures for steel gusset plate connections in diagonally braced frames. Stiffness and strength models of structural fasteners based on physical tests were incorporated into inelastic finite element analyses. The modeling techniques were verified by comparing analytical and experimental results of full scale connection tests. Finite element models of bracing connections were generated to determine gusset plate force, stress, strain, and displacement distributions for a variety of connection designs including K-bracing and X-bracing. Based on these results current design procedures were scrutinized and new design procedures were proposed for predicting the tensile strength, buckling strength, and force distributions for bracing connections. Additionally, it was found that gusseted beam-to-column connections are rigid (AISC Type I) and the centroidal axes of the brace, beam, and column members do not necessarily need to intersect at a common working point.

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5

Linzell, Daniel Gattner. "Studies of a full-scale horizontally curved steel I-girder bridge system under self-weight." Diss., Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/18342.

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6

Biddah, Aiman Mahmoud Samy. "Evaluation of the seismic level of protection of steel moment resisting frame building structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0007/NQ42833.pdf.

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7

Lo, David Siu-Kau. "A contribution to the computer aided design of optimized structures for the steel industry." Thesis, University of British Columbia, 1988. http://hdl.handle.net/2429/28497.

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A practical method of incorporating realistic flexible connections including the effect of connection sizes and shear deflection in plane frame analysis is presented. The general algorithm can be easily implemented in a standard plane frame analysis program and once implemented it can be an ideal tool for production work in the steel industry. In this approach connection stiffness is programmed directly into the analysis by utilizing the connection moment-rotation equations developed by Frye and Morris but it may also be entered separately as data. Nonlinear connection analysis is carried out by the procedure outlined by Frye and Morris. Practical application of this method of analysis is demonstrated by modifying a standard plane frame analysis program to include the effect of flexible connections. The validity of the modified program, CPlane, was verified against the findings of Moncarz and Gerstle. Using CPlane, a simple plane frame structure was analyzed under various lateral load intensities for different connection assumptions. It was found that the inclusion of connection behavior significantly altered the internal force distribution and design of the structure.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

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8

Li, Guzhao. "Bracing design requirements for inelastic members." Access restricted to users with UT Austin EID, 2002. http://www.lib.utexas.edu/etd/r/d/2002/guzhaol022/guzhaol022.pdf#page=4.

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9

Inegbenebor, A. O. "Structure-property relationships in some iron-manganese-molybdenum steels." Thesis, Bucks New University, 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.380862.

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10

Chao, Min. "The design and behaviour of concrete filled steel tubular beam-columns /." View thesis View thesis, 2000. http://library.uws.edu.au/adt-NUWS/public/adt-NUWS20030429.154344/index.html.

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11

Jiménez, Pacheco Julio. "Behavior of steel-to-concrete connections for use in repair and rehabilitation of reinforced concrete structures /." Full-text Adobe Acrobat (PDF) file, 1992. http://www.engr.utexas.edu/research/fsel/FSEL_reports/Thesis/Jimenez-Pacheco,%20Julio.pdf.

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12

Hewetson, C. G. "Object - oriented steel member design framework /." Thesis, Link to the online version, 2005. http://hdl.handle.net/10019/249.

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13

Al-Shihri, Marai Abdullah 1958. "BUCKLING STRENGTH OF HEAVY STEEL COLUMNS (WELDED SHAPES, INITIAL CURVED COLUMNS, HOT-ROLLED SHAPES)." Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/291869.

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14

Raby, Douglas Allan. "Development of a system architecture and applications for an integrated computer software system for the analysis and design of steel structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0017/MQ48372.pdf.

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15

Hedayati, Mohammad Hassan. "Performance-based design of stainless steel blast walls." Thesis, University of Aberdeen, 2018. http://digitool.abdn.ac.uk:80/webclient/DeliveryManager?pid=239895.

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Stainless steel profiled walls have increasingly been used in the process and other industries to protect people and personnel against hydrocarbon or chemical explosions. The existence of various uncertainties, in particular the ones associated with explosion loading and parameters, make the current design and assessment which are based on single degree of freedom (SDOF) and deterministic approach, very complicated and in many cases leading to unreliable design assessment. Therefore, developing an appropriate reliability approach for assessing and designing blast wall structures would greatly assist in improving the safety of personnel and plant facilities. The objective of this research study is to develop a practical framework for performance based design of stainless steel profiled barrier blast walls, with specific focus on reliability assessment by implementing stochastic finite element analysis (SFEA). Initially, the current traditional SDOF method is reviewed to identify the related issues and weaknesses and accordingly an appropriate method for structural assessments of the blast walls is proposed. Furthermore, a comprehensive investigation on various available methods is carried out to identify a suitable probabilistic approach for the reliability assessments. The corresponding reliability of these structures is evaluated with a MCS method, implementing the Latin Hypercube Sampling (LHS) approach. A programming package is developed using Ansys Parametric Design Language (APDL), to generate parametric finite element models and to perform automated reliability assessments. The significant uncertainties are combined with an advanced analysis model to investigate the influence of loading, material and geometric uncertainties on the response of these structures under realistic boundary conditions and connection configuration. Effective implementation of the framework is achieved by the development of a combined programming package to deal with both finite element and reliability analyses. A further development for this research study is associated with the development of performance based design approach, using the results of the probabilistic and finite element assessments. This can be utilised for optimum and appropriate design of the blast wall structures, based on the defined performance levels. Application and practicality of the developed approach and associated programming package is demonstrated through a number of case studies of realistic stainless steel profiled barriers subject to explosion loading. The results of the preliminary probabilistic case studies confirm that the explosion loading is the main influential input parameter and also nonlinearities are more critical than dynamic effects for unstiffened profiled barrier blast walls. An appropriate dynamic load factor (DLF) is proposed for the preliminary stage of the design and assessments. It is observed that using the probabilistic approach can help identify the important variables and parameters to optimize the design of profiled blast walls, and to perform risk assessments for these structures. The study is expanded to develop a performance based design methodology, linking the probabilistic results with various performance levels and associated parameters (e.g., damage levels). The results and discussions of the case studies associated with performance based design assessments confirm the suitability of the proposed framework, and also highlight the complications in defining intermediate levels, without preliminary investigations. This shows that QRA approach and involvement of professionals can play an important role to develop performance levels and the associated objectives. The developed programming package and associated framework are expected to provide valuable guidance to professional design engineers and researchers, by obviating the need for complex computational requirements.

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16

Chao, Min. "The design and behaviour of concrete filled steel tubular beam-columns." Thesis, View thesis View thesis, 2000. http://handle.uws.edu.au:8081/1959.7/92.

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Concrete filled steel tubular (CFST) columns are widely used in building and infrastructure projects throughout the world.Compared with other form of construction CFST columns offer superior structural performance and speed and ease of construction.Design procedures and recommendations provided in most of the design codes are often tedious and complex. There have been attempts to simplify the design procedure by providing a simplified expression to predict the capacity of a CFST under a general loading condition.In this thesis a rigorous analysis procedure was presented for the analysis of CFST beam-columns under general loading conditions.All the analytical results were verified by comparisons with the available test results and current ACI, AISC AND Eurocode 4 design codes. The comparisons demonstrated that the proposed numerical equations are accurate, and slightly conservative. Based on the numerical analysis, a simple and easy to follow calculation procedure was proposed for design of CFST columns under either uniaxial or biaxial bending moment and axial load.

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17

Young, B. (Ben). "The behaviour and design of cold-formed channel columns." Thesis, Faculty of Engineering, 1997. http://hdl.handle.net/2123/13673.

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18

Abdel-Rahman, Nabil Mahmoud. "Cold-formed steel compression members with perforations." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp02/NQ30065.pdf.

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19

Vora, Hitesh Yu Cheng. "Shear wall tests and finite element analysis of cold-formed steel structural members." [Denton, Tex.] : University of North Texas, 2008. http://digital.library.unt.edu/permalink/meta-dc-9726.

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20

Sheerah, Ibraheem Yu Cheng. "Cold-formed steel bolted connections without washers on oversized and slotted holes." [Denton, Tex.] : University of North Texas, 2009. http://digital.library.unt.edu/permalink/meta-dc-10983.

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21

Muniasamy, D. "Behaviour of semi-rigid composite connections for steel framed buildings." Thesis, Engineering systems department, 2009. http://hdl.handle.net/1826/3974.

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During propped construction the steel-concrete composite action resists dead as well as imposed loads. Conversely, the steel section alone resists the floor self-weight in unpropped beams. The major difference between propped and unpropped composite beams lies in the ductility requirements rather than in the strength requirements. Relatively few studies have been carried out to assess the rotation requirements for unpropped semi-continuous composite beams. The outstanding critical factor in the case of unpropped construction is the dead load stress that must be carried by the steel beam alone prior to hardening of the concrete. This research overcomes the difficulties involved in modelling the composite and noncomposite stages by using a numerical integration technique developed from the basic principles of structural mechanics. The method incorporates the fully non-linear material properties and requires very little assumption. The technique was initially validated using the experimental results from plain steel beam bending tests. The subsequent comparison between the model predictions and the results from the large-scale frame test carried out for this research purpose, showed that the method is capable of predicting non-elastic load vs. end rotation behaviour within a high degree of accuracy. Thus the model can be used with confidence in order to predict the connection rotation requirements for a wider range of loading configurations than is practically possible from experimental testing alone. A parametric study is carried out using the numerical integration technique developed for the semi-continuous composite beam on a total of 2160 different beam configurations, utilising different steel grades and loading conditions. In this study the influence of dead load stress on the connection rotation requirement has been thoroughly evaluated along with several other factors including span to depth ratio, location within the building frame, ratio between the support (connection) moment capacity and span (beam) moment capacity, loading type, steel grade and percentage of the beam strength utilised during design. The connection rotation capacity requirements resulting from this study are assessed to establish the scope for extending the use of composite connections to unpropped beams. The large-scale experiment that has been carried out provided an opportunity to investigate the behaviour of a modified form of composite connection detail for use at perimeter columns (single-sided composite connections) with improved rebar anchorage. Additionally, another extensive parametric study is carried out using the numerical integration technique developed for the steel beam to establish the influence of strainhardening on elastic-plastic frame instability design.

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22

Adams, Kenneth Edwin. "The structure and reactivity of some metallurgical carbons." Thesis, University of Plymouth, 1988. http://hdl.handle.net/10026.1/2505.

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The reactivity and micro-structure of three coals and two cokes used in iron and steel manufacture have been studied by a variety of techniques, including gas sorption analysis, thermal analysis and microscopy. Changes in surface areas and porosities of the coals and cokes during combustion have been determined by a gravimetric nitrogen sorption technique at 77K. The cokes and coals have been studied by thermal analysis under isothermal and dynamic conditions in different gas atmospheres. Rates of reaction have been correlated with surface area changes. Attempts have been made to calculate activation energies from Kissinger plots of DTA data. Microstructural changes in the cokes and coals during carbon burn-off have been investigated by electron microscopy. Relative porosities have been estimated by image analysis. Mechanical strengths of the cokes have been measured and correlated with porosity data. Selected metals in the carbons have been determined by flame photometry, atomic absorption spectroscopy and Mossbauer spectroscopy. The composition of residual mineral matter (ash) has been investigated by X-ray diffraction. The chemical compositions of the coal distillates have been characterised by ir/uv spectrosopy, NMR spectroscopy and by GC-MS techniques. Calorific values of the carbons have been determined. Results are discussed in relation to previous work and to applications 1n blast furnace practice. In coal combustion the surface areas increase during the initial stages of carbon burn-off, reaching maximum at about 50% burn-off before decreasing. The increases are considerably higher at 400° and 500° C than at 300° C for all three coals. Hysteresis data from the sorption isotherms show that the coals develop full ranges of mesa-porosity and some micro-porosity during burn-off at the higher temperatures. However, the coal oxidation is only slightly accelerated, since most of the new surface is located in the micro- and meso- pores where access to atmospheric oxygen is restricted by slow diffusion, so that the earlier stages of oxidation are approximately linear with time. This improves our knowledge of current empirical industrial carbon solution tests. There is comparatively little change in surface during the coking of the Coals at 1000° C and only restricted sintering of the coal ashes at 300- 500° C. In the combustion of the cokes in carbon dioxide at 1000° C the maxima in surface areas occur within 25% burn-off. However, one of the cokes shows a second maximum at later stages of burn-off, ascribed to the European component in the parent coal blend. This gives a more uniform rate of burn-off which is advantageous industrially.

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23

Ferguson, Stephen Angus. "Limit states design of steel formwork shores /." View thesis, 2003. http://library.uws.edu.au/adt-NUWS/public/adt-NUWS20060504.153139/index.html.

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Thesis (M. Eng.) (Hons) -- University of Western Sydney, 2003.
"A thesis submitted in fulfilment of the requirements for the degree of Master of Engineering (Hons.) [at] University of Western Sydney, 2003." Bibliography : leaves 105 - 111, and appendices.

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24

Alsaket, Yahya. "Benchmark solutions for advanced analysis of steel frames." Thesis, Queensland University of Technology, 1999. https://eprints.qut.edu.au/36105/1/36105_Alsaket_1999.pdf.

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During the past ten years, considerable research has been conducted with the aim of developing, implementing and verifying "advanced analysis" techniques suitable for the non-linear analysis and design of steel framed structures. With the use of one of these methods, the simplified concentrated methods, comprehensive assessment of the actual failure modes and ultimate strengths of framing systems is now possible in practical design situations, without resort to conventional elastic methods of analysis and semiempirical specification equations. This research has the potential to extend the creativity of the structural engineer and simplify the design process, while ensuring greater economy and more uniform safety in certain design situations. However, the application of concentrated plasticity methods is currently restricted to two dimensional steel frame structures that are fully laterally restrained and constructed from compact sections (i.e. sections not subject to local and/or lateral buckling effects). Unfortunately this precludes the use of advanced analysis from the design of frames consisting of cold-formed sections and a significant proportion of hot-rolled universal beam sections. Therefore research is currently under way to develop concentrated plasticity methods of analysis for steel frame structures subject to local and/or lateral buckling effects. This thesis was aimed at developing appropriate benchmark solutions that are needed to validate these simplified methods of analysis. Finite element analyses and five large scale experiments were conducted in order to study the ultimate strength behaviour of two-dimensional single bay single storey steel frames subjected to local and/or lateral buckling effects. The frames comprised of cold-formed rectangular hollow sections and hot-rolled I-sections. A good agreement between the results from finite element analyses and experiments validated the accuracy of the finite element model used. The finite element model was then used to develop benchmark solutions for two-dimensional single storey, single bay steel frames comprising cold-formed rectangular hollow sections and hot-rolled I-sections subjected to local and/or lateral buckling effects. This thesis presents the details of finite element analyses and large scale experiments and their results, and a series of analytical benchmark solutions that can be used for the verification of simplified concentrated plasticity methods of analysis.

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25

Willemse, G. E. (Grant Erin). "Object-oriented steel connection design framework." Thesis, Stellenbosch : Stellenbosch University, 2004. http://hdl.handle.net/10019.1/50048.

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Thesis (MScEng)--University of Stellenbosch, 2004.
ENGLISH ABSTRACT: Connections are a vitally important part of any structural framework. Thisstatement may seem obvious, yet it is surprisinghow often insufficient attention is given to the design of this essential aspect of steelwork projects. This thesis concentrates on developing a specification for designing steel connections with the main emphasis on the practical and economical design of typical connections. The design methods of the specification are developed according to the new South African design code which is currently in draft form, namely SANS10162:Code of Practice for the Structural Use of Steel: Part 1: Limit States Design of hot-rolled steelwork - 2002. An object-oriented framework and associated graphical user interface for designing the connections are developed and implemented. The primary objectives of the implemented framework are: • Being generic in the sensethat it allows for easy addition of additional connection types, • To implement the design paradigm of the South African code, without fixing specific parameter values programmatically in the implementation and • To build on an existing architecture that allows for structural analysis,structural steel member design and distributed collaboration in the design process.
AFRIKAANSE OPSOMMING: Verbindings vorm In uiters belangrike deel van enige staal struktuur. Alhoewel hierdie stelling dalk vanselfsprekend mag wees, is dit egter verbasend hoe selde voldoende aandag aan die ontwerp van hierdie essensiëleaspek van staalwerk projekte gegee word. Hierdie tesis konsentreer op die ontwikkeling van In spesifikasievir die ontwerp van staal verbindings met die oog op praktiese en ekonomiese ontwerp van tipiese verbindings. Hierdie ontwerpmetodes isgebasseer op die nuwe Suid Afrikaanse ontwerpkode wat tans in proef-vorm is, naamlik SANS 10162: Gebruikskode vir Stoa/bouwerk: Dee/I: Grenstoestandontwerp vir warmgewa/ste staa/werk - 2002. In Objek orienteerde raamwerk en In geassosieerde grafiese gebruikerskoppelvlak word ontwikkel en geimplimenteer. Die primêre mikpunte van hierdie geimplimenteerde raamwerk is: • Om generies te wees in die sin dat dit die byvoeging van addisionele verbinding tipes toelaat, • Om die paradigma van die Suid Afrikaanse kode te implimenteer sonder om enige waardes van spesifieke parameters programmaties vas te lê, en • Om dit op In bestaande argitektuur te bou wat strukturele analise, strukturele ontwerp en verspreide samewerking in die ontwerpproses toelaat.

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26

Aho, Mark Francis. "A database for encased and concrete-filled columns." Thesis, Georgia Institute of Technology, 1996. http://hdl.handle.net/1853/19061.

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27

Jiao, Hui 1963. "The behaviour of very high strength (VHS) members and welded connections." Monash University, Dept. of Civil Engineering, 2003. http://arrow.monash.edu.au/hdl/1959.1/9417.

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28

Lefki, Lkhider. "Critical evaluation of seismic design criteria for steel buildings." Thesis, McGill University, 1987. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=63980.

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29

Boucher, Adrian Christopher. "The structure of technology in the UK iron and steel industry : a vintage modelling approach." Thesis, University of Southampton, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.242557.

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30

Alp, Yunus Abbas Hassan H. "Combined flexural and cable-like behavior of ductile steel beams." Auburn, Ala, 2009. http://hdl.handle.net/10415/1902.

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31

Nassiri, Esmail. "Modelling nonlinear behaviour of two-dimensional steel structures subjected to cyclic loading." Thesis, Queensland University of Technology, 1998.

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32

Chen, Yujie. "Nominal Shear Strength and Seismic Detailing of Cold-formed Steel Shear Walls using Steel Sheet Sheathing." Thesis, University of North Texas, 2010. https://digital.library.unt.edu/ark:/67531/metadc30444/.

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In this research, monotonic and cyclic tests on cold-formed steel shear walls sheathed with steel sheets on one side were conducted to (1) verify the published nominal shear strength for 18-mil and 27-mil steel sheets; and (2) investigate the behavior of 6-ft. wide shear walls with multiple steel sheets. In objective 1: this research confirms the discrepancy existed in the published nominal strength of 27-mil sheets discovered by the previous project and verified the published nominal strength of 18 mil sheet for the wind design in AISI S213. The project also finds disagreement on the nominal strength of 18-mil sheets for seismic design, which is 29.0% higher than the published values. The research investigated 6-ft. wide shear wall with four framing and sheathing configurations. Configuration C, which used detailing, could provide the highest shear strength, compared to Configurations A and B. Meanwhile, the shear strength and stiffness of 2-ft. wide and 4-ft. wide wall can be improved by using the seismic detailing.

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33

Akeer, Emad S. "Effect of Carbon Steel Composition and Microstructure on CO2 Corrosion." Ohio University / OhioLINK, 2014. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1399315460.

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34

Vora, Hitesh. "Shear Wall Tests and Finite Element Analysis of Cold-Formed Steel Structural Members." Thesis, University of North Texas, 2008. https://digital.library.unt.edu/ark:/67531/metadc9726/.

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The research was focused on the three major structural elements of a typical cold-formed steel building - shear wall, floor joist, and column. Part 1 of the thesis explored wider options in the steel sheet sheathing for shear walls. An experimental research was conducted on 0.030 in and 0.033 in. (2:1 and 4:1 aspect ratios) and 0.027 in. (2:1 aspect ratio) steel sheet shear walls and the results provided nominal shear strengths for the American Iron and Steel Institute Lateral Design Standard. Part 2 of this thesis optimized the web hole profile for a new generation C-joist, and the web crippling strength was analyzed by finite element analysis. The results indicated an average 43% increase of web crippling strength for the new C-joist compared to the normal C-joist without web hole. To improve the structural efficiency of a cold-formed steel column, a new generation sigma (NGS) shaped column section was developed in Part 3 of this thesis. The geometry of NGS was optimized by the elastic and inelastic analysis using finite strip and finite element analysis. The results showed an average increment in axial compression strength for a single NGS section over a C-section was 117% for a 2 ft. long section and 135% for an 8 ft. long section; and for a double NGS section over a C-section was 75% for a 2 ft. long section and 103% for an 8 ft. long section.

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35

Artman, Jeremy J. "The Design and Development of Lightweight Composite Wall, Roof, and Floor Panels for Rigid Wall Shelter." Thesis, University of North Texas, 2018. https://digital.library.unt.edu/ark:/67531/metadc1157596/.

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This thesis presents a research effort aimed at developing a stronger, lighter, and more economic shelter using rigid wall panels. Reported herein is insulation research, wall and roof panel design and testing, floor section modeling and strength calculations, and cost and weight calculations. Beginning stages focus on developing solid wall and roof panels using cold-formed steel corrugated sheathing and members, as well as polyurethane spray foam for insulation. This research includes calculating uniform load density, to determine the overall strength of the panel. The next stage focuses on the flexural strength of the wall and roof panels, as well as finalizing the floor design for the shelter. This includes determining maximum flexural strength required to meet the standards set by the project goal. Direct strength method determined the correct thickness of members to use based on the dimension selected for the design. All Phases incorporated different connection methods, with varied stud spacing, to determine the safest design for the new shelters. Previous research has shown that cold-formed steel corrugated sheathing performs better than thicker flat sheathing of various construction materials, with screw and spot weld connections. Full scale shear wall tests on this type of shear wall system have been conducted, and it was found that the corrugated sheathing had rigid board behavior before it failed in shear buckling in sheathing and sometimes simultaneously in screw connection failures. Another aspect of the research is on the insulation of the wall panels. Research was conducted on many different insulation options for the mobile facilities. Specifically, insulation made of lightweight material, is non-combustible, added rigidity to the structure, and has high thermal properties. Closed cell polyurethane spray foam was selected for full-scale testing in this research. Closed cell polyurethane adds extra rigidity, is lighter than common honeycomb insulation, and has a higher R-value. Several polyurethane foam companies were studied for this research, and promising products were identified. The research focuses on the impacts of the polyurethane foam to the structural performance of the wall panels. Both shear and 4-point bending tests were completed to investigate the strength and behavior of the cold-formed steel framed wall panels with polyurethane foam insulation. Comparing the cost and weight of the current shelter, and the new design is reported herein. The material studies, specimen details, and test results are reported in this thesis.

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36

Krishnan, Swaminathan. "Three-Dimensional Nonlinear Analysis of Tall Irregular Steel Buildings Subject to Strong Ground Motion." Thesis, Pasadena : California Institute of Technology, Earthquake Engineering Research Laboratory, 2004. http://caltecheerl.library.caltech.edu.

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Thesis (Ph. D.)--California Institute of Technology, 2003.
"September 2003." Includes bibliographical references. EERL report series available at their website: http://caltecheerl.library.caltech.edu.

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37

Fink, Elliot G. "A stress-based fatigue life evaluation of two steel bridges along I-95 in Delaware." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file 3.03 Mb., ? p, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&res_dat=xri:pqdiss&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&rft_dat=xri:pqdiss:1435862.

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38

Alhasawi, Anas. "Computational tools for nonlinear analysis of steel and composite steelconcrete structures considering connection bahaviour : Application to buildings and bridges." Thesis, Rennes, INSA, 2017. http://www.theses.fr/2017ISAR0006/document.

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Cette thèse a pour objectifs de développer une modélisation aussi fine que possible des structures aciers et mixtes acier-béton sous sollicitations cycliques avec prise en compte d'une part du comportement des assemblages et d'autre part des non-linéarités géométriques et du contact à l'interface acier-béton. Notre attention porte en particulier sur l'assemblage de type poutre acier/mixte sur poteau métallique par platine d'extrémité boulonnée. L'objectif étant de proposer un modèle «élément fini» d'assemblage qui reproduit aussi fidèlement que possible le comportement cyclique de ce dernier pour ensuite l'assembler à un élément fini de poutre non-linéaire acier ou mixte avec prise en compte, pour ce dernier, du soulèvement à l'interface. Le travail se compose de 3 parties distinctes. Un premier modèle qui se base sur la méthode des composantes a été développé ayant pour objectif de suivre la déformation de chaque composante au cours des cycles et de prendre en compte les non-linéarités induites par la séparation entre la platine d'extrémité et la semelle du poteau auquel elle est boulonnée. Ce modèle type composantes, a été développé pour une rangée de boulons. Dans le cas le plus fréquent, de deux rangées de boulons, une résistance de groupe (en plus des résistances individuelles de chacune des rangées) est susceptible de se développer. Pour rendre compte de ce phénomène, nous avons implanté le modèle proposé par Cerfontaine qui repose sur la définition d'une surface de charge et une règle d'écoulement associée pour déterminer les allongements des ressorts équivalents. Seul le cas de plasticité parfaite est considéré. Il est mis en évidence que l'influence de l'effet de groupe s'avère non négligeable sur le comportement post-élastique de l'assemblage et donc de la structure. Dans une seconde phase, nous proposons un modèle de poutre métallique classique en grands déplacements (approche co-rotationnelle) avec rotules généralisées aux extrémités. Nous faisons l'hypothèse que les déformations plastiques sont concentrées aux rotules dont le comportement plastique est contrôlé par une surface de charge asymétrique (anisotrope) qui peut prendre différentes formes selon la valeur donnée à un facteur q dit « facteur de forme». Chacune de ces rotules plastiques comprend un ressort longitudinal pour l'effort normal Net un ressort spiral pour le moment fléchissant M. L'interaction (M-N) entre ces deux efforts dans le domaine plastique est régie par le critère de plasticité. Le modèle de rotule plastique généralisé proposé permet de rendre compte de l'adoucissement cyclique, de la ductilité et du « pinching effect ».Nous montrons aux travers de plusieurs exemples la pertinence mais également les limites d'une telle approche. Dans une troisième partie, nous proposons un nouvel élément fini de poutre mixte (à 6 ddl par nœud) en petits déplacements avec prise en compte de la non-linéarité matérielle de la poutre ainsi que du contact entre l'acier et le béton. Une stratégie efficace de type nœud mobile (Flying Node) est proposée pour déterminer l'étendue de la surface de contact au sein d'un élément fini et d'adapter le maillage de l'élément poutre/poteau. Pour la résolution du problème de contact, la technique du Lagrangien Augmenté a été retenue. On montre que dans certaines situations, le soulèvement modifie la redistribution des efforts
The goal of this thesis is to develop computational tools for the nonlinear analysis of steel and composite steel-concrete structures under cyclic loading taking into account the actual behaviour of joint, material and geometry non-linearities and contact conditions at the steel-to-concrete interface. In particular, our efforts focuses on typical bolted end-plate connection between steel or composite beam and steel column. The objective is to develop a new «joint finite element" able to reproduce accurately the cyclic behavior of the beam-to-column connection. Next this model is combined with a non-linear steel/composite beam element considering slip and possible uplift at the interface. The thesis consists of three major parts. The first part deals with the behavior of a steel beam-to-column bolted end-plate connection under arbitrarily cyclic loading. The proposed model is based on an improved component method that closely follows the deformation of each component taking into account non-linearities induced by possible gap between the column flange and the end-plate. This model has been developed for a single row connection. In the case of multiple row bolted connection group effects may develop. Possible group effect between two bolt-rows has been implemented considering the model proposed by Cerfontaine based on the definition of the multi-surface yield criterion and the associated flow rule that govern deformation of equivalent springs. Only the case of perfect plasticity is considered. It is shown that the influence of the group effect is not negligible on the nonlinear response of the joint. In the second part, we have developed a flexible co-rotational two-noded beam with generalized elasto-plastic hinges at the beam ends. It is assumed that plastic deformations concentrate at these hinges. These hinges have the ability to elongate/shorten along the beam axis and to rotate. A family of asymmetric and convex yield surfaces of super-elliptic shape is considered for the plastic behavior of the hinges. By varying the roundness factor, an infinite nun1ber of yield surface are obtained. It is shown that the nonlinear response of bolted connections subjected to both bending and tension are conveniently modeled with such a yield surface. It was observed that cyclic loading produces pinching effect, cyclic softening and ductile behavior. Advantages and limitations of the approach are discussed. Finally, the third part is dedicated to the problem of contact at the interface of steel-concrete composite beams. A "new" finite element for composite steelconcrete beam is proposed. The beam element has 6 degrees of freedom per node. The concrete beam is allowed to separate from the steel beam. An efficient contact algorithm is proposed. The Flying node concept is introduced and used to determine the extent of the contact area within a single element and modify the mesh of the beam structure. The contact problem is solve using the Augmented Lagrangian Method. The influence of contact on the loading capacity of the beam and its influence on some design variables are highlighted

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39

Sanchez, Telmo Andres. "Influence of bracing systems on the behavior of curved and skewed steel I-girder bridges during construction." Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/42731.

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The construction of horizontally curved bridges with skewed supports requires careful consideration. These types of bridges exhibit three-dimensional response characteristics that are not commonly seen in straight bridges with normal supports. As a result, engineers may face difficulties during the construction, when the components of the bridge do not fit together or the final geometry of the structure does not correspond to that intended by the designer. These complications can lead to problems that compromise the serviceability aspects of the bridge and in some cases, its structural integrity. The three dimensional response that curved and skewed bridges exhibit is directly influenced by the bracing system used to configure the structure. In I-girder bridges, cross-frames are provided to integrate the structure, transforming the individual girders into a structural system that can support larger loads than when the girders work separately. In general, they facilitate the construction of the structure. However, they can also induce undesired collateral effects that can be a detriment to the performance of the system. These effects must be considered in the design of a curved and skewed bridge because, in some cases, they can modify substantially its response. This research is focused on understanding how the bracing system affects the performance of curved and skewed I-girder bridges, as well as, the ability of the approximate analysis methods to capture the structural behavior. In this research, techniques that can be implemented in the creation of 2D-grid models are developed to overcome the limitations of this analysis method. In addition, efficient cross-frame arrangements that mitigate the collateral effects of skew are developed. These mitigation schemes reduce the undesired cross-frame forces and flange lateral bending stresses associated with the transverse stiffness of the structure, while ensuring that the bracing system still performs its intended functions.

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40

Sheerah, Ibraheem. "Cold-Formed Steel Bolted Connections without Washers on Oversized and Slotted Holes." Thesis, University of North Texas, 2009. https://digital.library.unt.edu/ark:/67531/metadc10983/.

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The use of the cold-formed steel sheet bolted connections without washers is so significant; however, the North American Specifications for the Design of Cold Formed Steel Structural Members, NASPEC, doesn't provide provisions for such connections. The bearing failure of sheet and the shear failure of sheet were considered in this study. For the sheet shear strength, it was found that the NASPEC (2007) design provisions can be used for oversized holes in both single and double shear configurations and for the double shear connections on short slotted holes. For the sheet bearing strength, a new design method was proposed to be used for low and high ductile steel sheets. The method was compared with the NASPEC and the University of Waterloo approach. Washers were still required for single shear connections on short slotted holes. Besides, connections using ASTM A325 bolts yielded higher bearing strength than connections using ASTM A307 bolts.

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41

Xu, Ke. "Cold-Formed Steel Bolted Connections Using Oversized and Slotted Holes without Washers." Thesis, University of North Texas, 2010. https://digital.library.unt.edu/ark:/67531/metadc30530/.

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In cold-formed steel (CFS) construction, bolted connections without washers for either oversized or slotted holes may significantly expedite the installation process and lower the cost. However, the North American Specification (AISI S100, 2007) for the Design of Cold-Formed Steel Structural Members requires washers to be installed in bolted connections with oversized or slotted holes. A research project (Phase 1) sponsored by American Iron and Steel Institute (AISI) was recently completed at the University of North Texas (UNT) that investigated the performance and strength of bolted CFS connections with oversized and slotted holes without using washers. The research presented in this thesis is the Phase 2 project in which the bolted CFS connections were studied in a broader respect in terms of the failure mechanism, the material thickness, and the hole configurations. Single shear and double shear connections without washers using oversized holes, oversized combined with standard or slotted holes were experimentally examined. Combined with Phase 1 results, the Phase 2 gives a comprehensive evaluation of the behavior and strength of bolted CFS connections with oversized and slotted holes without using washers. Revisions to the existing AISI North American Specification requirements for bolted connections are proposed to account for the reduction in the connection strength caused by the oversized and slotted hole configurations without washers. Specific LRFD and LSD resistance factors and ASD safety factors for different hole configurations in terms of the new proposed methods were presented.

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42

Lopez, Samuel. "Définition de nouvelles structures de circuits magnétiques de machines AC utilisant des tôles à grains orientés." Thesis, Artois, 2011. http://www.theses.fr/2011ARTO0202/document.

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Le travail présenté porte sur la définition et le développement d’un circuit magnétique pour moteurs à haut rendement de faible et moyenne puissances. Il est réalisé avec des tôles à Grains Orientés (GO) non-segmentées. Des expérimentations réalisées en champ unidirectionnel, destinées à comparer les caractéristiques globales de la structure GO à celles obtenues sur un assemblage classique composé de tôles à grains Non-Orientés (NO), permettent de conclure quant à l’efficacité de l’association proposée en termes de pertes fer. Des investigations au niveau local, accompagnées d’une modélisation numérique, conduisent à une analyse de la répartition interne du flux magnétique dans la structure, permettant de l’optimiser. Cette technique d’assemblage est ensuite testée en champ tournant sur des moteurs statiques. Les performances obtenues, sont de nouveau comparées à celles relevées sur une maquette NO. L’étape finale consiste à tester le principe développé sur des moteurs à induction réalisés avec la configuration GO. Diverses caractéristiques sont relevées ou estimées (norme CEI) et comparées à celles de la machine NO d’origine. L’efficacité de la structure GOse traduit par une réduction notable des pertes fer, notamment statiques, conduisant à accroître sensiblement le rendement global de la machine
The work presented is focused on the design and development of a magnetic circuit for high efficiency motors of medium and small powers. It is built with non-segmented laminations of Grain Oriented (GO) steel. Experimentations on magnetic circuits excited under unidirectional magnetic field are performed. Such tests aim the comparison of the GO structure global characteristics with those of a classic one composed of Non-Oriented (NO) steel, allowing seeing the superiority of the GO structure in terms of iron losses. Local experimentations, followed by a numerical model, allow the analysis of the local distribution of the magnetic flux within the structure, leading to its optimisation. Such technique of assembly is then tested under rotational magnetic field. In that context, several experimentations are performed and its performance is compared with the one of a NO prototype. The final stage consists in testing the developed structure in induction motors built withthis GO assembly. Several characteristics are measured or estimated (IEC standard) and compared with those obtained on the initial NO motor. The GO structure efficiency leads to a remarkable reduction of the static losses, allowing the increase of the global efficiency of the motor

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43

Luong, Thi Mai Hoa [Verfasser], and Werner [Gutachter] Lorenz. "Identification of the state of stress in iron and steel truss structures by vibration–based experimental investigations / Thi Mai Hoa Luong ; Gutachter: Werner Lorenz ; Bauhaus-Universität Weimar, Fakultät Bauingenieurwesen." Cottbus : BTU Cottbus - Senftenberg, 2018. http://d-nb.info/1158598394/34.

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44

Luong, Thi Mai Hoa Verfasser], and Werner [Gutachter] [Lorenz. "Identification of the state of stress in iron and steel truss structures by vibration–based experimental investigations / Thi Mai Hoa Luong ; Gutachter: Werner Lorenz ; Bauhaus-Universität Weimar, Fakultät Bauingenieurwesen." Cottbus : BTU Cottbus - Senftenberg, 2018. http://nbn-resolving.de/urn:nbn:de:kobv:co1-opus4-44142.

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45

Kahle, Matthew Gilbert. "Partially restrained composite connections : design and analysis of a prototype structure." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/20830.

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46

Çelik, İlyas Devran Ay Zeki. "Merkezi ve dışmerkezi güçlendirilmiş çelik uzay çerçevelerin sismik performansı /." Isparta : SDÜ Fen Bilimleri Enstitüsü, 2008. http://tez.sdu.edu.tr/Tezler/TF01118.pdf.

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47

Guzda, Mark Richard. "Development of site-specific fatigue truck weights and truck volume." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file 1.18 Mb., p, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&res_dat=xri:pqdiss&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&rft_dat=xri:pqdiss:1435844.

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48

Franz, Hannah. "Towards an integrated assessment framework for existing structures : Study of riveted lattice girders in French train sheds of 1850-1930." Electronic Thesis or Diss., Ecole centrale de Nantes, 2024. http://www.theses.fr/2024ECDN0014.

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Les poutres treillis rivetées en fer puddlé et en acier doux sont des éléments essentiels du patrimoine de la construction métallique française des années 1850 à 1930. Lors des récentes restaurations de halles de gare historiques à charpente métallique menéespar la SNCF, les poutres treillis rivetées ont souvent été renforcées en raison de problèmes de stabilité identifiés numériquement. En réalité, des déformations excessives dues au flambement sont rarement observées. Afin de limiter des interventions structurales invasives, cette thèse propose une méthodologie novatrice d'évaluation. La méthodologie, appliquée aux poutres treillis rivetées dans les halles de gare françaises est décomposée en trois étapes. Tout d'abord, les caractéristiques structurelles ayant une valeur patrimoniale sont identifiées en s'appuyant sur l'histoire de l'ingénierie, et l'impact des stratégies de rénovation sur la structure est discuté à l'aide d'un inventaire des rénovations précédentes. Ensuite, les hypothèses de modélisation pour l’analyse structurale sont débattues à partir de la littérature historique et récente. La raideur rotationnelle des assemblages rivetés, paramètre clé pour le flambement, est évaluée grâce à des investigations expérimentales et numériques sur une poutre treillis rivetée historique. Enfin, les critères de dimensionnement actuels sont discutés en les comparant aux méthodes de vérification historiques. La méthodologie développée à travers cette thèse peut être appliquée aux structures patrimoniales de tous matériaux, et plus largement aux structures existantes
Wrought-iron and mild-steel riveted lattice girders are essential constituents of the French metallic construction heritage of 1850 to1930. In recent restorations of historic train sheds conducted by the French national railway company SNCF, riveted lattice girders haveoften been reinforced because of numerically identified stability problems. In reality, however, excessive deformations due to buckling arerarely witnessed. In order to limit invasive structural interventions, this thesis, therefore, proposes a novel integrated assessment methodology. The methodology, applied to riveted lattice girders in French metallic train sheds, is decomposed into three steps. Firstly, structural features conveying heritage value are identified relying on the history of engineering, and the impact of renovation strategies on the structure is discussed using an inventory of previous renovations. Secondly, modelling assumptions for structural analysis are debated based on a review of historical and recent literature. The rotational stiffness of riveted joints, a key parameter for buckling, is assessed using experimental and numerical investigations carried out on a reclaimed riveted lattice girder. Thirdly, current design criteria used for assessment are discussed by comparing them with historical verification methods. The proposed methodology sets the basis of an assessment framework that could be extended to heritage structures of all materials, and broadly to most types of existing structures

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Luong, Thi Mai Hoa [Verfasser], Achim [Gutachter] Bleicher, Werner [Gutachter] Lorenz, Roeck Guido [Gutachter] De, Volkmar [Gutachter] Zabel, and Yvonne [Gutachter] Ciupack. "Identification of the state of stress in iron and steel truss structures by vibration-based experimental investigations / Thi Mai Hoa Luong ; Gutachter: Achim Bleicher, Werner Lorenz, Guido De Roeck, Volkmar Zabel, Yvonne Ciupack." Berlin : Bundesanstalt für Materialforschung und -prüfung (BAM), 2018. http://d-nb.info/1161605290/34.

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Luong, Thi Mai Hoa Verfasser], Achim [Gutachter] Bleicher, Werner [Gutachter] [Lorenz, Roeck Guido Gutachter] De, Volkmar [Gutachter] [Zabel, and Yvonne [Gutachter] Ciupack. "Identification of the state of stress in iron and steel truss structures by vibration-based experimental investigations / Thi Mai Hoa Luong ; Gutachter: Achim Bleicher, Werner Lorenz, Guido De Roeck, Volkmar Zabel, Yvonne Ciupack." Berlin : Bundesanstalt für Materialforschung und -prüfung (BAM), 2018. http://nbn-resolving.de/urn:nbn:de:kobv:b43-449615.

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