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1
Subaaharan, S. S. "Improved modelling and design of portal frame building systems." Thesis, Queensland University of Technology, 1998. https://eprints.qut.edu.au/36068/7/Subaaharan%20Thesis.pdf.
Повний текст джерелаАнотація:
The traditional approach for the design of steel portal frame building systems is based
on the idealised two-dimensional behaviour of a bare internal frame in the system. This
approach totally ignores the integral action of other structural components in the
system. In order to design the portal frame building system based on its 'true' threedimensional
behaviour, it is necessary that other structural components such as steel
roof and wall cladding systems and end frames (or their effects) are included in the
analysis. In the UK and USA, this has been achieved using the principles of stressedskin
(diaphragm) action. However their design is limited to valley-fixed cladding
systems and therefore, their results can not be used for crest-fixed cladding systems
used in Australia. This thesis describes an improved three dimensional modelling using
an equivalent truss member method to simulate steel cladding systems and an improved
design method which includes the shear strength of crest-fixed cladding system. It also
includes the development of essential cladding data for this process.
In the first stage of this research program, a total of 19 shear/racking experiments was
carried out on large- scale profiled steel claddings and sandwich panel systems up to a
size of 6 m x 6 m. These experiments produced the shear strength and flexibility data
required for the improved three dimensional modelling. Despite the use of crest fixing
with screw fasteners, the conventional profiled thin steel claddings provided reasonably
good shear capacit\~s. The failure was ductile in the case of conventional cladding
systems whereas it was brittle and the capacity was the same in the case of stronger
sandwich panel systems. Therefore, an improved fastening system was developed
which resulted in approximately 2.5 times larger shear strength and improved ductility.
The new system had sufficient shear capacity that eliminated the conventional cross
bracing members used in portal frame buildings:
Analytical formulae were developed to predict the shear strength of these cladding
systems and the simple connection tests to obtain the basic tearing loads are described.
The results obtained using these formulae agreed well with the corresponding
experimental results. The shear strengths of the cladding systems not considered in this
investigation can be predicted using these analytical formulae, and the basic tearing loads of connections using the simple connection tests.
An improved three-dimensional computer modelling was developed by considering
columns, rafters, purlins and girts as beam elements and roof and wall claddings as
equivalent truss (tension only) members. Shear flexibility values found
experimentally for the steel cladding and sandwich panel systems were used to
determine the equivalent truss member sizes required in the improved three
dimensional analysis using 'MicroStran'. This model was validated using available
full-scale experimental data of a typical portal frame building. This investigation
clearly indicated that there are considerable differences between the design actions
obtained from the two and three-dimensional modelling and analyses. It revealed the
reduction in design action effects when the latter method was used.
An improved design method was developed considering the design action effects from
the improved three-dimensional computer modelling and the shear strength of the wall
and roof cladding system in the bracing design. A typical medium size portal frame
building with conventional steel cladding systems was designed using the improved
method which showed that reduction in member sizes was small and that cost saving in
building was only 4 %. This is mainly because the shear strength and stiffness of the
profiled steel cladding systems are not large enough; however, they will be adequate for
smaller buildings such as garage and farm sheds.
Finally, an innovative port~l frame system incorporating the conventional steel frames,
sandwich panels as roof and wall claddings and steel rectangular hollow sections as
purlins and girts at wider spacing was developed. The conventional roof and wall cross
bracing members were eliminated because of the greater shear capacity of sandwich
panel systems. The portal column size was also reduced. The use of improved
modelling and design methods thus led to a cost saving of approx. 8 % for the new
system. The new system appears to be very efficient and has the potential of becoming
the future portal frame system.
2
Willemse, G. E. (Grant Erin). "Object-oriented steel connection design framework." Thesis, Stellenbosch : Stellenbosch University, 2004. http://hdl.handle.net/10019.1/50048.
Повний текст джерелаАнотація:
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.
3
Dunaiski, Wibke. "Investigation into the effective lengths of web compression elements in parallel chord trusses." Thesis, Stellenbosch : Stellenbosch University, 2008. http://hdl.handle.net/10019.1/2410.
Повний текст джерелаАнотація:
Thesis (MScEng (Civil Engineering))--Stellenbosch University, 2008.The Southern African Institute of Steel Construction expressed concern with regard to the unit definition of the effective length factor, K, stipulated for compressive elements of parallel chord trusses in Clause 15 of SANS 10162-1:2005 - Limit state design of hot-rolled steelwork. The simplified method for truss design specified in the code assumes all compression members are pin-connected, which allows for greater design simplicity and reduces the amount of code interpretation required by the designer. In addition to this, Clause 15 requires the additional reduction in resistance of the first web compression members by a factor of 0.85. However, this approach may be considered overly conservative and in current design practice the effective length factor is often reduced to less than 1.0. This research investigates the effective length factor of web compression members in parallel chord trusses, by means of investigative structural analyses of representative trusses using ANGELINE and Prokon analytical programs, and by designing, constructing and testing six representative trusses, using current design practices. A comparative study of a number of different countries’ codified approaches to truss design is also included. The structural analyses revealed that in-plane buckling of the web compression members was the consistent mode of failure, however at a much greater applied load than the design load determined according to SANS 10162-1:2005. Contrary to the expected mode of failure, all six tests performed on the representative trusses exhibited elastic out-of-plane buckling, or strongaxis buckling, of the web compression members, but still at a much greater applied load than the design load. The unexpected out-of-plane buckling of the web members is due to the inplane stiffness of the end connections used. In order to stay true to current design practice, gusset plates and longitudinal welds were used to join the web members to the chords. The stiffness of the gusset plates therefore significantly reduced the effective length of the web compression members in-plane, but did not reduce the effective length out-of-plane. Despite the unanticipated behaviour of the tests performed, certain conclusions can still be drawn from the results. The unit definition of the effective length factor for in-plane buckling of web compression members is too conservative and a K factor of 0.8 is recommended. In addition to this an effective length factor for out-plane-buckling of web compression members of 1.1 is recommended for trusses with welded connections. The necessity of the reduction in resistance of 0.85 of the first web compression members requires further investigation. The most important conclusion to be drawn is that out-of-plane buckling of web compression members can be the dominant failure mode, which is not taken into consideration in current design practice.
4
Kerr, Robert A. "Connection limit states design teaching aid." Master's thesis, This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-10242009-020036/.
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5
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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6
Nhamoinesu, Shelton. "Steel-glass composite panels." Thesis, University of Cambridge, 2015. https://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.708845.
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7
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.
Повний текст джерелаАнотація:
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.
8
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.
Повний текст джерелаАнотація:
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.
9
Al-Shaleh, Khaled. "Optimum design of straight steel box girder bridges." Diss., Georgia Institute of Technology, 1993. http://hdl.handle.net/1853/15373.
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10
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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11
Oti, Akponanabofa Henry. "Building information modelling for sustainability appraisal of conceptual design of steel-framed buildings." Thesis, University of Nottingham, 2014. http://eprints.nottingham.ac.uk/14335/.
Повний текст джерелаАнотація:
In the construction sector, capturing the building product in a single information model with good interoperable capabilities has been the subject of much research efforts in at least the last three decades. Contemporary advancements in Information Technology and the efforts from various research initiatives in the AEC industry are showing evidence of progress with the advent of building information modelling (BIM). BIM presents the opportunity of electronically modelling and managing the vast amount of information embedded in a building project, from its conception to end-of-life. Researchers have been looking at extensions to expand its scope. Sustainability is one such modelling extension that is in need of development. This is becoming pertinent for the structural engineer as recent design criteria have put great emphasis on the sustainability credentials in addition to the traditional criteria of structural integrity, constructability and cost. Considering the complexity of nowadays designs, there is a need to provide decision support tools to aid the assessment of sustainability credentials. Such tools would be most beneficial at the conceptual design stage so that sustainability is built into the design solution starting from its inception. This research work therefore investigates how contemporary process and data modelling techniques can be used to map and model sustainability related information to inform the structural engineer’s building design decisions at an early stage. The research reviews current design decisions support systems on sustainability and highlights existing deficiencies. It examines the role of contemporary information modelling techniques in the building design process and employs this to tackle identified gaps. The sustainability of buildings is related to life cycle and is measured using indicator-terms such as life cycle costing, ecological footprint and carbon footprint. This work takes advantage of current modelling techniques to explore how these three indicators can be combined to provide sustainability assessment of alternative design solutions. It identifies the requirements for sustainability appraisal and information modelling to develop a requisite decision-support framework vis-à-vis issues on risk, sensitivity and what-if scenarios for implementation. The implementation employed object-oriented programming and feature modelling techniques to develop a sustainability decision-support prototype. The prototype system was tested in a typical design activity and evaluated to have achieved desired implementation requirements. The research concludes that the utilized current process and data modelling techniques can be employed to model sustainability related information to inform decisions at the early stages of structural design. As demonstrated in this work, design decision support systems can be optimized to include sustainability credentials through the use of object-based process and data modelling techniques. This thesis presents a sustainability appraisal framework, associated implementation algorithms and related object mappings and representations systems that could be used to achieve such decision support optimization.
12
Besgul, Ozge. "Design And Production Of Steel Buildings: A Case Study In Ankara." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607871/index.pdf.
Повний текст джерелаАнотація:
It is vital that Turkey keep abreast of developments in the world and build up its technology to become a developed country. Steel construction is one of these areas. In this context, the main purpose of this study was to define, analyze and evaluate the general characteristics of structural steel and steel construction with the purpose of throwing new light on its advantages and disadvantages.
Within this framework, a literature survey was conducted on structural steel components and structuresand on steel construction in Turkey. Additionally, a case study was carried out on a steel office building in Ankara. In this, the Tü
rkiye Esnaf ve Sanatkar Kredi Kefalet Kooperatifleri Merkez Birligi (TESKOMB) Building was investigated in terms of the design and production criteria for steel structures and to determine problems faced during these processes. As a result of this study, the existing condition of the construction sector and the means to improve use of structural steel in Turkey were discussed more realistically.
13
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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14
Shiu, Kwai-king Joe. "A critical evaluation of concrete and steel frame buildings in Hong Kong with regard to waste minimization /." View the Table of Contents & Abstract, 2005. http://sunzi.lib.hku.hk/hkuto/record/B34739373.
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15
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.
Повний текст джерелаАнотація:
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
16
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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17
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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18
Liu, Qiang. "Structural analysis and design of cold formed steel sigma purlins." Thesis, University of Birmingham, 2012. http://etheses.bham.ac.uk//id/eprint/3364/.
Повний текст джерелаАнотація:
Cold formed steel (CFS) sigma sections are commonly used as purlins in the construction of modern industrial and residential buildings due to their excellent strength-to-weight ratio. This thesis reports investigations on the structural behaviour of CFS sigma purlins in three different parts of modern roof systems. In the first investigation, the pre-buckling, buckling, post-buckling and post-failure behaviour of continuous CFS sigma purlins near internal supports was studied by experimental and numerical methods. In the second investigation, the moment-rotation response as well as the moment resistance of the sleeve connection of sigma purlins was studied by laboratory tests. Engineering models were developed to predict the behaviour of this connection and a good correlation was observed with the experimental data. In the third investigation, the flexural stiffness and moment resistance of CFS sigma purlins fastened to roof sheeting with large screw spacing was studied experimentally. The purlin-sheeting assemblies were subjected to both downward and uplift loadings, from which different behavioural aspects such as flexural stiffness, failure modes and ultimate load were examined. Test results are utilized to develop design proposals for sigma purlins that codes or standards have not yet covered.
19
Gentry, T. Russell. "The use of elastic finite elements in the design of reinforced concrete flat plates." Thesis, Georgia Institute of Technology, 1986. http://hdl.handle.net/1853/21439.
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20
Roberts, Wayne S. "An alternative shear connection for steel concrete composite bridges." Thesis, Queensland University of Technology, 1999.
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21
Cahill, Jaspar. "A CAD system for steel-framed housing." Thesis, Queensland University of Technology, 2000.
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22
Civjan, Scott Adam. "Investigation of retrofit techniques for seismic resistant steel moment connections /." Digital version accessible at:, 1998. http://wwwlib.umi.com/cr/utexas/main.
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23
Gkantou, Michaela. "Response and design of high strength steel structures employing square and rectangular hollow sections." Thesis, University of Birmingham, 2017. http://etheses.bham.ac.uk//id/eprint/7522/.
Повний текст джерелаАнотація:
The application of high strength steels (HSS) in the construction industry can lead to more economic design and profound sustainability benefits. To facilitate their use in modern practice, most international structural design codes have included HSS within their contents. Due to limited test data at the time of publishing, HSS design provisions are largely based on those for mild steel, with some restrictions, due to HSS’s inferior ductility and strain-hardening characteristics. Hence, further investigation on the applicability of such design specifications to HSS is required. To this end, within the present research work the structural performance of high strength steel structures employing square and rectangular hot-finished hollow sections is rigorously investigated. Meticulously generated finite element models of individual structural components are validated against test data and subsequently used for the generation of additional structural performance data through the execution of parametric studies. Implementing the aforementioned methodology, focus is also placed upon the structural performance of HSS trusses, whilst the possibility of applying prestress to them to enhance their behaviour is examined. Based on the obtained results, the suitability of current codified design methods to HSS is assessed and appropriate design recommendations are made.
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Kay, Thomas Sidney. "Numerical Modeling and Analyses of Steel Bridge Gusset Plate Connections." PDXScholar, 2011. https://pdxscholar.library.pdx.edu/open_access_etds/84.
Повний текст джерелаАнотація:
Gusset plate connections are commonly used in steel truss bridges to connect individual members together at a node. Many of these bridges are classified as non-load-path-redundant bridges, meaning a failure of a single truss member or connection could lead to collapse. Current gusset plated design philosophy is based upon experimental work from simplified, small-scale connections which are seldom representative of bridge connections. This makes development of a refined methodology for conducting high-fidelity strength capacity evaluations for existing bridge connections a highly desirable goal. The primary goal of this research effort is to develop an analytical model capable of evaluating gusset plate stresses and ultimate strength limit states. A connection-level gusset connection model was developed in parallel with an experimental testing program at Oregon State University. Data was collected on elastic stress distributions and ultimate buckling capacity. The analytical model compared different bolt modeling techniques on their effectiveness in predicting buckling loads and stress distributions. Analytical tensile capacity was compared to the current bridge gusset plate design equations for block shear. Results from the elastic stress analysis showed no significant differences between the bolt modeling techniques examined, and moderate correlation between analytical and experimental values. Results from the analytical model predicted experimental buckling capacity within 10% for most of the bolt modeling techniques examined. Tensile capacity was within 7% of the calculated tensile nominal capacity for all bolt modeling techniques examined. A preliminary parametric study was conducted to investigate the effects of member flexural stiffness and length on gusset plate buckling capacity, and showed an increase in member length or decrease in member flexural stiffness resulted in diminished gusset plate buckling capacity.
25
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/.
Повний текст джерелаАнотація:
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.
26
Hsia, Wei-Kung 1958. "DOUBLE ANGLE CONNECTION MOMENTS (RICHARD EQUATION, PRYING FORCE, BEAM-LINE THEORY, MOMENT ROTATION CURVE)." Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/291892.
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Hartnagel, Bryan A. "Inelastic design and experimental testing of compact and noncompact steel girder bridges /." free to MU campus, to others for purchase, 1997. http://wwwlib.umi.com/cr/mo/fullcit?p9841147.
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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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29
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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30
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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31
Barber, John William Anthony. "Approaching the mind of the builder : analysis of the physical, structural and social constraints on the construction of the broch towers of Iron Age Scotland." Thesis, University of Edinburgh, 2017. http://hdl.handle.net/1842/23430.
Повний текст джерелаАнотація:
Following a review of the paradigmatic context of broch towers in 2012, a revised standard model (the RSM) was defined. The then prevailing paradigm supports a view of broch remains as single monuments of highly variable form that continued in use over perhaps a millennium or more, without significant modification of their original tectonics i.e. their people/constructed-space relationships. This thesis challenges the pre-2012 paradigm by testing the hypothesis that brochs were built to the standard canonical form of the RSM and that their apparent diversity results from anthropic and, or natural modification, not design variability. The fieldwork tests could but did not find refutation of these hypotheses in the observable evidence and offered more profound interpretations of several surviving feature-types. The loading on the stone lintels of the entrance passage through the massively built outer wall and the structurally overladen inner wall created a major structural challenge, evoking a complex engineering solution. Its elements were individually noted pre-2012 but the significance of the engineering response to compression management had not been identified. This structural response was necessary for a tall structure with massive loads, and meaningless without one and its elements are therefore, jointly and severally, clear diagnostics of a broch tower. The entrance engineering was probably the inspiration of one individual or of a small group of master mason-types, not vernacular responses, contra the 2012 paradigm. Isolated stacked voids high in the inner wall are relict features indicative of significant modification of the inner wall. Other anomalous features are shown to be relict stacked void fragments. The East/West differences in brochs across Scotland have long been identified and these are generally attributed to their lithologies. Accepting that, this thesis argues that the principal differences are attributable to the social processes that gave rise to centralisation of settlement around, in and over brochs in the east and north, possibly during the first century BC, and the absence of centralisation in the west; perhaps also explaining the differences in the scale and composition of the artefact assemblages between the two zones. The canonical form facilitates calculation of the relative social costs of broch building for hard-rock and sedimentary stone types. This indicates that the costs of building, increase between 16-, and 32- fold over the buildable range of brochs. Constraints of design down-scalability, design weakness in ground loading, and design cost were major constraints on the mind of the broch builders. Canonicity and the limitations of drystone building technologies predicated specific forms of decomposition on the canonical broch, further complicating their autobiographies and their conservation: the main challenge now being that of finding ways to conserve the evidence for a sequence of processes while conserving the products of those processes.
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Shiu, Kwai-king Joe, and 蕭桂瓊. "A critical evaluation of concrete and steel frame buildings in Hong Kong with regard to waste minimization." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B45013226.
Повний текст джерела
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LaMalva, Kevin Joseph. "Failure Analysis of the World Trade Center 5 Building." Digital WPI, 2007. https://digitalcommons.wpi.edu/etd-theses/1178.
Повний текст джерелаАнотація:
This project involves a failure analysis of the internal structural collapse that occurred in World Trade Center 5 (WTC 5) due to fire exposure alone on September 11, 2001. It is hypothesized that the steel column-tree assembly failed during the heating phase of the fire. The results of this research have serious and far-reaching implications, for this method of construction is utilized in approximately 20,000 existing buildings and continues to be very popular. Catastrophic failure during the heating phase of a fire would endanger the lives of firefighters and building occupants undergoing extended egress times (e.g., high-rise buildings), or relying upon defend-in-place strategies (e.g., hospitals). Computer software was used to reconstruct the fire event and predict the structural performance of the assembly when exposed to the fire. Results from a finite element, thermal-stress model confirms this hypothesis, for it is concluded that the catastrophic, progressive structural collapse occurred approximately 2 hours into the fire exposure.
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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.
Повний текст джерелаАнотація:
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 effortsThe 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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Fuganti, Paloma Toledo. "Análise dinâmica de uma ponte com protensão no extradorso." Universidade Tecnológica Federal do Paraná, 2012. http://repositorio.utfpr.edu.br/jspui/handle/1/499.
Повний текст джерелаАнотація:
A busca por estruturas mais esbeltas, economicamente viáveis e esteticamente atraentes impulsionou a evolução e inovação no ramo de pontes. A protensão, tanto interna quanto externa, tem sido usada em larga escala e devido à sua eficiência, diversas técnicas foram desenvolvidas e utilizadas, como os estais. A ponte extradorso é uma estrutura que mantém características das pontes de viga reta construídas por balanços sucessivos, assim como de pontes estaiadas. A ponte com protensão no extradorso é uma estrutura recente e inovadora, que ainda é pouco utilizada no Brasil. O conceito desenvolvido em 1988 foi construído pela primeira vez em 1994 no Japão. Por serem estruturas com extensos vãos e que podem sofrer vibração excessiva, quando submetidas a carregamentos dinâmicos de grande intensidade, como os carregamentos móveis, é importante analisar o comportamento destas. A dinâmica das estruturas engloba a determinação das frequências naturais e dos modos de vibração naturais da estrutura, assim como os possíveis deslocamentos, esforços internos, velocidade e acelerações. Os modelos computacionais, usando o princípio do método dos elementos finitos, quando devidamente utilizados, podem representar valores muito próximos à realidade da estrutura em serviço. Este trabalho tem a intenção de analisar o comportamento dinâmico da ponte situada na TO-010, entre Miracema e Lajeado, inaugurada em 2011, quando submetida a diferentes carregamentos móveis e com diferentes velocidades, comparando-os com a análise estática.Searching for more slender structures, economically viable and aesthetically appealing drove and innovation in the bridges. Prestressing, both internal and external, has been used on a large scale due to its efficiency; several techniques have been developed and used, as the stays. The extradosed bridge is a structure that retains characteristics of straight girder bridges built by successive balances, as well as cable-stayed bridge. Prestressing extradosed is an innovative new structure, which is not widely used in Brazil. The concept developed in 1988 was first constructed in 1994 in Japan. Because they are structures with long spans and can suffer excessive vibration when subjected to dynamic loading of high intensity such as live loads, it is important to analyze their behavior. The dynamic of structures includes determining the frequency and mode of natural vibration of the structure, as well as the possible displacements and internal forces. Computer models, using the principle of the finite element method, when properly calibrated, can represent values close to the reality of the structure in service. This paper intends to analyze the dynamic behavior of the bridge located in the TO-010, between Miracema and Lajeado, inaugurated in 2011, when subjected to different moving load, and moving at different speed, comparing them with the static analysis.
5000
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Soudek, Jan. "Obchodní centrum." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240086.
Повний текст джерелаАнотація:
The subject of this thesis is the design and assessment of steel construction of the shopping center in Chrudim in Pardubice region. Business center was designed as a three-aisled with a common space in the middle. Each hall has a platform 48.0 meters x 63.0 meters, shared space is a ground plan the shape of an equilateral triangle with sides of 48.0 meters. The construction of halls in the transverse direction comprises three trusses. The two beams are to span 20.0 meters and a span of one to 8.0 meters. Clearance height ranges from 8.0 to 10.0 m. The main structure is made of rectangular hollow sections, tubes of circular profiles and will be awarded. The axial distance trusses is 7.0 meters.
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Buyukkilic, Salih Gokhan. "An Appraisal Of Structural Glass Wall Systems With Emphasis On Spider Fitting Details." Master's thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/2/1004662/index.pdf.
Повний текст джерелаАнотація:
The technological and innovational developments in steel and glass industries has enabled designers to create completely transparent façades. Building faç
ade articulations designed to attain maximum transparency, have thus been executed with the contribution of elegant steel supporting systems, having heavy load bearing capacities, by minimizing the dimensions of structural systems. The aim of this study was to define, analyze and evaluate the accumulated knowledge on structural glass wall systems in general, with particular emphasis on those that may be denoted as &
#8218
spider&
#8482
glass fitting elements for potential applications, to formulate a design guide for professional designers. Hence, the primary elements of the system
the support structure, glass, glass connection joints and the other secondary elements have been evaluated within the architectural context. In the second part of the study, glass connection fitting elements were examined. Additionally the products developed by the manufacturing firms and commonly used in various projects were evaluated. Thereafter, whole document, data, photos of the spider fittings were combined in a spider fitting selection table, prepared and created by the author, which describes the types of spider fittings in detail. Finally, technical adequacy, experience, level of organization and workmanship within the context of Turkey, to evaluate the level of knowledge, were studied. In this regard, the glass wall facade the Akman Condomunium Business Center-Medicorium building, constructed with local materials and local manufacturing companies, was examined and compared with the Boeing Headquarters building in USA, which was constructed with a similair glass wall facade system.
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Carbol, Štěpán. "Stavebně technologický projekt výrobní haly Massag v Bílovci." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265322.
Повний текст джерелаАнотація:
This thesis addresses the construction of steel buildings in Bílovec. In this work we are solved structurally technological study of the construction of steel buildings. The work deals with the traffic situation around the building and a landing distance. The thesis focuses on the installation for the steel skeleton and industrial floors of wire reinforced concrete, time and financial plan, project, site equipment, design of main construction machines and mechanisms, timelines, capital construction object, then control plan for the steel skeleton and industrial floor. Moreover, it is processed itemized budget including bills of quantities, Risk Plan for the steel skeleton and industrial flooring and design details. The basis for this work was the design documentation for the realization of this project.
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Krmaš, Jan. "Hospic sv. Michaela." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226675.
Повний текст джерелаАнотація:
The topic of the master thesis is new medico-social facility hospice St. Michaela. The purpose of the object is the maximizing of improvement in the quality of life of dying, severely ill and incurable patients, with the use of palliative care. The construction follows the Complex of Regional Hospital Náchod. Together with as a retirement home Náchod completes a support network of health and social care. The building is designed as a four-building storey and is partially embedded into the sloping terrain. Floors are divided into individual facilities and together constitute a functional unit. In the basement is the technical room, warehouses, garages and kitchen facilities. On the ground floor are then socio-public rooms and facilities. On the second floor is located hedmaster of hospice and accommodation area. The third floor is devoted to the accommodation area. The proposed structure made of brick longitudinal system, supplemented by concrete basement walls. The horizontal structure is made of filigree ceiling panels. Stairs are designed as a precast concrete and steel. Individual roof structures is made from unwalkable, walkable and vegetation compositions. The cladding consists of ventilated facade of glass and wooden panels. Foundations are designed from the lineal foundation.
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Chien-An, Shih, and 施建安. "Construction System Design for Open Building: A Study of Steel Housing in Taiwan." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/56254361626903842861.
Повний текст джерелаАнотація:
碩士國立臺灣科技大學
建築系
92
Thanks to the change of users’ needs and the destruction of building, refurbishment in housing has become more popular than before. However, the disposal of refurbishment has brought severe damage to the whole environment. A concept of open building is applied to explore the open construction framework system for the flexibility and sustainability in this research. Open construction framework in housing pays more attentions to the design for the flexibility and sustainability. Boundary condition of design and principles of construction are important issues to this framework. The result of prototype experiment is not the optimal answer, but the better answer on the basis of “open” concept. The applications of the open construction framework are described as follows. Development and plan phase: Determine a clear operational object and present the concept of construction system. Theory discussion phase: Introduce the open building theory and develop the sustainable issues. In addition, the estimation model concerning the open level is established. Design operation phase: Create the boundary condition of design and principles of construction. Actual design of open housing is proceed. System estimation phase: Use estimation model to assess the construction system and examine the open level after design operation. Estimation of economic benefit is also applied to expect the future application. Compared to the assembly house and RC housing of Taiwan in the same condition (the same building type and scale), the result of this open construction system housing shows that the construction cost is higher but the economic benefit is better than the assembly house and RC housing. The implications of this experiment also illustrate that this open housing is still more advantageous and full of potential opportunities.
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Moreyra, Garlock Maria E. "Design, analysis, and experimental behavior of seismic resistant post-tensioned steel moment resisting frames /." Diss., 2002. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:3073984.
Повний текст джерела
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Chen, Brian Scott. "Top-lateral bracing systems for trapezoidal steel box-girder bridges." Thesis, 2002. http://hdl.handle.net/2152/494.
Повний текст джерела
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Barton, Andrew David. "Performance of steel framed domestic structures subjected to earthquake loads." 1997. http://repository.unimelb.edu.au/10187/2362.
Повний текст джерелаАнотація:
This thesis investigates the performance of cold formed steel framed domestic structures subjected to earthquake loads. These structures generally include one and two storey houses, comprising steel wall framing, exterior veneer cladding and internal lining. The dynamic, non-linear performance of such structures during earthquakes is simplified to static linear behaviour for design purposes using the structural response modification factor, Rµ. This factor is defined as the product of the structural ductility reduction factor, Rµ, and the over-strength of the system, Ω. This thesis develops a rigorous technique for the determination of Rµ and the application of this technique is demonstrated for a proprietary framing system. This is achieved using novel non-linear, transient dynamic finite element models of these structures subjected to earthquake loads. The model parameters are estimated from unique experiments conducted on representative structures using a shaking table. It is shown that the framing system considered is non-ductile (ie Rµ≈1). This result directly contradicts the assumed ductile behaviour of these framing systems as specified in the Australian earthquake loading standard, AS 1170.4. The significance of this is that current design practices are unconservative and therefore underestimate the earthquake loads on these structures.
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Lam, Dennis, T. C. Ang, and S. P. Chiew. "Structural Steelwork: Design to Limit State Theory." 2003. http://hdl.handle.net/10454/5618.
Повний текст джерелаАнотація:
This classic textbook is a comprehensive introduction to structural steelwork design. It describes the design theory and code requirements for common structures, connections, elements and frames.
The book is structured to meet the needs of courses in structural steelwork, introducing and explaining each concept before allowing the student to test the knowledge with practical examples. Each section is illustrated with exercises for the student to reinforce their learning. It continues to be an indispensable introduction to structural steelwork design for students of structural and civil engineering.
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Lam, Dennis, T. C. Ang, and S. P. Chiew. "Structural Steelwork: Design to Limit State Theory." 2014. http://hdl.handle.net/10454/10720.
Повний текст джерелаАнотація:
NoThe fourth edition of Structural Steelwork: Design to Limit State Theory describes the design theory and code requirements for common structures, connections, elements, and frames. It provides a comprehensive introduction to structural steelwork design with detailed explanations of the principles underlying steel design.
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Mursi, Mohanad Civil & Environmental Engineering Faculty of Engineering UNSW. "The behaviour and design of thin walled concrete filled steel box columns." 2007. http://handle.unsw.edu.au/1959.4/40494.
Повний текст джерелаАнотація:
This thesis investigates the behaviour of hollow and concrete filled steel columns fabricated from thin steel plates. The columns are investigated under axial, uniaxial and biaxial loading. The currently available international standards for composite structures are limited to the design of concrete filled steel columns with compact sections and yield stress of steel up to 460 N/mm2. This thesis consists of both experimental and analytical studies and design recommendations for future use. Three comprehensive series of experimental tests are conducted on hollow and concrete filled steel columns. The principal parameters that have been considered in the test programmes are the slenderness of the component plates, the yield stress of the steel and the loading conditions. In the first test series, three slender hollow steel columns and three slender composite columns are tested under uniaxial loading. The steel utilised is mild steel. High strength steel is utilised in the second test programme. In this test series four stub columns, eight short columns and eight slender columns are tested, each set consists of four hollow and four composite columns. Short columns are tested under axial loading to investigate the confinement effect provided by the steel casing. Slender columns are tested under uniaxial loading to investigate the coupled instability of local and global buckling. The third test programme is quite novel and considers the behaviour of hollow and concrete filled steel columns fabricated with high strength structural steel plate and subjected to biaxial bending. In this test eight short columns and ten slender columns each of them consisting of hollow and composite columns are investigated under biaxial loading. Analytical models are developed herein to elucidate the behaviour of the hollow and composite columns considering cross section slenderness, yield stress and loading conditions. An iterative model considering the coupled global and local buckling in the elastic and plastic range incorporating material nonlinearities is developed to investigate the behaviour of slender columns fabricated from mild steel. An improved deformation control model is developed to investigate the behaviour of slender high strength steel columns considering the confinement effect and local and post-local buckling in the elastic and plastic range. Then a numerical model for biaxial bending is developed to study the behaviour of short and slender concrete filled high strength steel columns under biaxial loading incorporating interaction buckling considering material and geometric nonlinearities. The scope of the thesis presents a wide range of experimental and theoretical studies of an extremely novel nature. It demonstrates the benefit of confinement and the consideration of local and post-local buckling in the elastic and plastic range. It is hoped that this research will contribute to the area of composite steel-concrete structural applications.
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Chen, Quan 1977. "Effects of thermal loads on Texas steel bridges." 2008. http://hdl.handle.net/2152/17802.
Повний текст джерелаАнотація:
The effects of thermal loads on steel bridges are not well understood. Although thermal effects are discussed in the AASHTO specifications, the appropriateness of the recommended thermal gradients is questionable. Thermal effects on the bridges can impact the design of the steel superstructure, the support bearings, and even the bridge piers. Previous field monitoring of steel trapezoidal box girder bridges has shown that thermal stresses on the order of ±5 ksi were not uncommon under regular daily thermal cycles. Stresses induced during annual thermal cycles may be potentially larger than those during daily thermal cycles. Recent data has shown that the bearings that are to allow the girders to expand and contract freely due to thermal movements are not frictionless. Because of the bearing friction, the supporting piers must flex to accommodate the bridge movements. In curved girder applications, questions have been raised by designers and contractors regarding the proper orientation of guided bearings. This research study includes field measurements, laboratory tests and finite element parametric analyses. The bearings of nine bridges in the Houston area have been instrumented and monitored for more than a year to measure bearing movements due to changes in temperature. Instrumentation of the steel girders on one of the Houston bridges was made utilizing thermocouples and vibrating wire strain gages to measure temperature distribution and thermal stresses. In addition, strain gages and thermal couples were applied to the steel girders and concrete bridge deck on a simple twin box girder bridge located at the Ferguson Structural Engineering Laboratory in Austin, Texas. The data from the field monitoring and laboratory tests were used to validate a finite element model. Based on this model, a detailed parametric study was conducted to investigate the effects of bridge configuration. It is found that under the given weather conditions, the most critical thermal loads are achieved under the following bridge configurations: N-S bridge orientation, shorter lengths of the concrete deck overhang, deeper steel girder webs, thinner concrete decks, and larger spacing between two box girders. To evaluate the effect of environmental conditions and obtain extreme thermal loads for design purposes, the most critical configuration of bridge sections was modeled for thermal analysis with Texas weather data from 1961 to 2005 as the input environmental conditions. Four cities were considered to bound Texas weather conditions. Based on the thermal analyses, a 45-year sample data of thermal parameters were used to describe the temperature field over a section. Extreme value analyses of the sample data were performed to obtain the relationship between thermal loads and return periods. The thermal loads with 100-year return period were compared to the ones suggested by AASHTO. The thermal loads with 100-year return period were used to investigate structural response. The effect of bearing orientation and the point of fixity were studied. A rigid body model was proposed to estimate thermal movements at the ends, which matched those obtained from field monitoring and finite element analysis. The maximum possible thermal stresses were also evaluated. Design suggestions are put forward based on the analysis.text
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Hafner, Anthony G. "Experimental research on the behavior and strength of large-scale steel gusset plates with sway-buckling response including effects of corrosion and retrofit options." Thesis, 2012. http://hdl.handle.net/1957/28486.
Повний текст джерелаАнотація:
The collapse of the I-35W Bridge in Minneapolis, MN on August 1, 2007 brought into question the design and inspection of gusset plates in steel truss bridges. The experimental tests performed in this research study the sway-buckling strength and behavior of large-scale steel gusset plates in an isolated truss connection. Parameters studied include plate thickness,combination member loading, initial out-of-plane imperfection, diagonal compression member out-of-plane flexural stiffness, corrosion, and alternative retrofits to increase lateral stiffness. The flexural stiffness of the diagonal compression member and retrofit designs were unique to
the testing program. The variables monitored during testing include gusset plate surface stresses and strains, member axial strains, out-of-plane displacement of the gusset plate free
edge, and buckling capacity. The results were compared with previously established design models for predicting buckling capacity of gusset plates which include the Whitmore effective
width, the Modified-Thornton method, and the FHWA Load Rating Guidelines. A parametric finite element model was developed to determine the lateral stiffness of the gusset plate
connection and the additional stiffness provided by the alternative retrofit options.
The results showed interaction between the diagonal compression member and gusset plate occurs, which affects sway-buckling capacity. Combination of member loads showed evidence of detrimental effects on sway-buckling capacity. Corrosion of the gusset plates along the top edge of the bottom chord did not lead to significant reduction in sway-buckling capacity. The two retrofit designs showed increases in both lateral stiffness and buckling capacity as well as economic benefits over traditional retrofit methods. Comparison of the results to the current design guidelines showed that the current methods are conservative and
do not accurately represent the true behavior of gusset plate connections. The research concludes with two proposed models for future use in design and retrofit of gusset plates. The
first is a member-gusset plate interaction model based on a stepped column analogy that takes into account the effects of member flexural stiffness and gusset plate stiffness. The second is
a general design guideline developed for retrofit of gusset plate connections dominated by sway-buckling behavior which uses a stiffness based approach to increase the capacity of gusset plate connections.Graduation date: 2012
49
Law, J. R. "Time varying probability of failure of steel floor beams subjected to real fire." Thesis, 1997. https://vuir.vu.edu.au/18185/.
Повний текст джерелаАнотація:
A model for estimating the time-dependent reliability of steel beams under real fire
conditions has been developed. It gives a more rational basis than time of failure
modelling does for design. From risk modelling, some small resistance time from the
probabilistic distribution times of failure can be deduced, which gives an acceptably
small risk of failure. Time of failure modelling by itself can only give the mean time failure which could lead to excessive risk if the variability of time of failure is large. The model comprises submodels for fire severity, heat transfer, mechanical properties, loads,
structural analysis and reliability. Simple submodels have been adopted commensurate
with the level of accuracy of other models in fire safety engineering. The submodel for
real fire severity is Lie's. Heat transfer submodels have been adopted for three and four
sided exposure and have been taken from work by the European Regional Organisation
for Steel Construction and the French Technical Centre for Steel Construction. Three
sided arises when the beam supports a concrete slab. The mechanical properties
submodel was derived from an empirical fit to available test data. It gave better results
than the current model in AS4100. It is appropriate for the model but is too complex for
replacing the model in AS4100. The structural model four sided exposure was
developed from simple plastic theory. For three sided exposure, discrete element
analysis was adopted. The load submodels were lognormal for dead load and Weibull
arbitrary point in time values for live load. The Monte Carlo method was adopted for the
reliability submodel. The overall model was used to obtain the following sensitivities.
An increase of lOkg.m-2 in fire load density can increase the risk of failure by 40%. In
relation to the sensitivity of risk to ventilation, a reduction of the opening factor from
0.12 to 0.04 m0.5 increases the risk of failure approximately 200 times. Doubling the
insulation thickness reduces the risk of failure by a factor ten. Increasing the live load
has less effect on the risk of failure than increasing the dead load. If the load present predominantly live load, there is much less risk of failure than if the load is
predominantly live load. Four sided exposure has ten times the risk of failure compared
with three sided exposure. Accepting larger proof strains reduces the risk of failure; for
example, increasing proof strain from 0.2% to 1% reduces the risk of failure by 50%.