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1
Bedynek, Agnieszka. "Structural behaviour of tapered steel plate girders subjected to shear." Doctoral thesis, Universitat Politècnica de Catalunya, 2014. http://hdl.handle.net/10803/145443.
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Tapered plate girders often form part of large-scale structures such as long continuous bridges or industrial buildings where due to considerable loads the higher resistance is required. There are several important reasons choosing non-prismatic girders. First of all, their tapered shape with gradually changing inertia allows for more effective stress distribution inside the web-panel and contributes to steel reduction and thereby to decrease the overall cost of the structure. Trapezoidal shape of such panels also may be desirable in structures with non-standard shape for example where pre-formed service openings are needed.
Although rectangular plate girders were studied in many occasions in last few decades, the latest investigations have shown that the structural behaviour of tapered panels is more complex and different distribution of the internal forces takes place. Due to a lack of design rules for assessment of ultimate shear resistance of tapered plate structures with considerable angle of a slope (> 10 degrees), this research is focused on searching for a solution of the problem.
The main body of the thesis is composed of four independent publications where each of them summarizes different phase of the research. The most relevant issues related to tapered panels discussed in the papers were: the critical shear load in tapered simple-supported plates, the influence of geometrical and structural imperfections, the optimal position of the longitudinal stiffener, the Resal effect, and finally the ultimate shear resistance of stiffened and unstiffened tapered plate girders. Nevertheless, the main objective of this work was the development of a reliable design tool to assess of the ultimate shear resistance of non-prismatic plate girders.
The methodology applied in the research consists of the following stages: study of the bibliography and initial theoretical research, development of a numerical model, execution of two experimental programs, development of a wide parametric study, analysis of the experimental and numerical results, comparing them with those obtained according to EN 1993-1-5, and finally - development of a new design proposal for the assessment of the ultimate shear resistance for tapered steel plate girders.
The PhD research was supported by two experimental programs focused on the structural behaviour of tapered plate girders. In the first program, transversally stiffened members subjected to shear and shear-bending interaction were tested. The second experimental program was focused on longitudinally stiffened tapered plate girders under shear.
Results obtained from the experimental tests were used for the verification of the numerical model. Plate girders reveal tendency to possess a significant post-buckling resistance. This phenomenon can be observed as a diagonal tension field developing within the web-panel. In both experimental tests and numerical analyses, this characteristic behaviour was observed.
Using verified the numerical model, a wide parametric study for a large number of tapered plate girders was carried out. All numerical results presented in this research were compared with those obtained according to EN 1993-1-5 and discussed.
Finally, a new design method for the assessment of the ultimate shear resistance of tapered steel plate girders was presented. The new design proposal is based on the currently valid - Rotated Stress Field Method. The procedure maintains its simplicity and improves considerably results obtained for non-prismatic panels. This new reliable design tool, valid for any geometry and any typology of tapered steel plate girders, provides a solution of the main objective defined in this research
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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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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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Bryant, Cameron L. "Web crippling of hot-rolled beams at stiffened-seat connections." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-12052009-020154/.
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Ernst, Stefan. "Factors affecting the behaviour of the shear connection of steel-concrete composite beams." View thesis, 2006. http://handle.uws.edu.au:8081/1959.7/32633.
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Thesis (Ph.D) -- University of Western Sydney, 2006.A thesis submitted to the University of Western Sydney, College of Health and Science, School of Engineering, in fulfilment of the requirements for the degree of Doctor of Philosophy. Includes bibliographical references.
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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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Ozgur, Cagri. "Influence of cross-frame detailing on curved and skewed steel I-girder bridges." Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/42769.
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Curved and skewed I-girder bridges exhibit torsional displacements of the individual girders and of the overall bridge cross-section under dead loads. As a result, the girder webs can be plumb in only one configuration. If the structure is built such that the webs are plumb in the ideal no-load position, they generally cannot be plumb under the action of the structure's steel or total dead load; hence, twisting of the girders is unavoidable under dead loads. The deflected geometry resulting from these torsional displacements can impact the fit-up of the members, the erection requirements (crane positions and capacities, the number of temporary supports, tie down requirements, etc.), the bearing cost and type, and the overall strength of the structure. Furthermore, significant layover may be visually objectionable, particularly at piers and abutments.
If the torsional deflections are large enough, then the cross-frames are typically detailed to compensate for them, either partially or fully. As specified in Article C6.7.2 of the AASHTO LRFD Specifications, different types of cross-frame detailing methods are used to achieve theoretically plumb webs under the no-load, steel dead load, or total dead load conditions. Each of the cross-frame detailing methods has ramifications on the behavior and constructability of a bridge. Currently, there is much confusion and divergence of opinion in the bridge industry regarding the stage at which steel I girder webs should be ideally plumb and the consequences of out-of-plumbness at other stages. Furthermore, concerns are often raised about potential fit-up problems during steel erection as well as the control of the final deck geometry (e.g., cross-slopes and joint alignment). These influences and ramifications of cross-frame detailing need to be investigated and explained so that resulting field problems leading to needless construction delays and legal claims can be avoided.
This dissertation addresses the influence of cross-frame detailing on curved and/or skewed steel I girder bridges during steel erection and concrete deck placement by conducting comprehensive analytical studies. Procedures to determine the lack-of-fit forces due to dead load fit (DLF) detailing are developed to assess the impact of different types of cross-frame detailing. The studies include benchmarking of refined analytical models against selected full scale experimental tests and field measurements. These analytical models are then utilized to study a variety of practical combinations and permutations of bridge parameters pertaining to horizontal curvature and skew effects. This research develops and clarifies procedures and provides new knowledge with respect to the impact of cross-frame detailing methods on: 1) constructed bridge geometries, 2) cross-frame forces, 3) girder stresses, 4) system strengths, 5) potential uplift at bearings, and 6) fit-up during erection. These developments provide the basis for the development of refined guidelines for: 1) practices to alleviate fit-up difficulties during erection, 2) selection of cross-frame detailing methods as a function of I-girder bridge geometry characteristics, and 3) procedures to calculate the locked-in forces due to DLF cross-frame detailing.
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Burrell, Geoffrey Scott. "Distortional buckling in steel I-girders." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file, 143 p, 2007. http://proquest.umi.com/pqdweb?did=1338867451&sid=1&Fmt=2&clientId=8331&RQT=309&VName=PQD.
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Roberts, Nicholas R. "Evaluation of the ductility of composite steel I-girders in positive bending." Morgantown, W. Va. : [West Virginia University Libraries], 2004. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=3687.
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Thesis (M.S.)--West Virginia University, 2004.Title from document title page. Document formatted into pages; contains xiii, 153 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 151-153).
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Ping, Hsin-Chih. "Coupled axial and bending vibrations of a uniform beam-column with an oblique crack /." Thesis, Connect to this title online; UW restricted, 1997. http://hdl.handle.net/1773/7076.
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Chao, Min, of Western Sydney Hawkesbury University, Faculty of Science and Technology, and School of Construction and Building Sciences. "The design and behaviour of concrete filled steel tubular beam-columns." THESIS_FST_CBS_Chao_M.xml, 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.Doctor of Philosophy (PhD)
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Yang, Lili. "Evaluation of moment redistribution for hybrid HPS 70W bridge girders." Morgantown, W. Va. : [West Virginia University Libraries], 2004. https://etd.wvu.edu/controller.jsp?moduleName=documentdata&jsp%5Fedtld=5.
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Thesis (M.S.)--West Virginia University, 2004.Title from document title page. Document formatted into pages; contains xii, 168 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 165-168).
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Abd-El-Meguid, Ahmed Sabri. "Strengthening and rehabilitation of steel bridge girders using CFRP laminates." Birmingham, Ala. : University of Alabama at Birmingham, 2008. https://www.mhsl.uab.edu/dt/2009r/abdelmeguid.pdf.
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Thesis (Ph. D.)--University of Alabama at Birmingham, 2008.Title from PDF title page (viewed Jan. 28, 2010). Additional advisors: Michael Anderson, Fouad Fouad, Wilbur Hitchcock, Virginia Sisiopiku. Includes bibliographical references (p. 203-208).
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Gibbons, Craig. "The strength of biaxially loaded beam-columns in flexibly connected steel frames." Thesis, University of Sheffield, 1991. http://etheses.whiterose.ac.uk/14765/.
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This thesis describes the experimental appraisal of a series of 10 'non-sway' steel column subassemblages, each comprising a 6m long column with up to three 1.5m long beams, together with two full-scale 3 storey, 2 bay, single span, non-sway steel frames (typical overall dimensions 9m x 10m x 3.5m). The subassemblages tests were conducted in the Department of Civil and Structural Engineering at the University of Sheffield whilst the much larger frame tests were carried out at the Building Research Establishment. In all cases, the beam and column elements were connected using 'simple' bolted steelwork connections. The aim was to investigate the effect of the inherent rotational stiffness (semi-rigid characteristics) of such connections on the behaviour of steel frames in which the columns were loaded biaxially and were not restricted to in-plane deformation. The appraisal of the results from these experiments clearly shows that the stiffness of even the most modest connection can have a significant influence on the distribution of bending moments, the ultimate column capacity and deflection of frame members. The experimental data were subsequently used to validate the predictions of a sophisticated finite-element computer program which was developed specifically to analyse 3-dimensional column subassemblages employing semi-rigid connections. This thesis documents this validation and reports the findings of an extensive parametric study which was then conducted to investigate the influence of semi-rigid connection behaviour on a wide range of subassemblage configurations. Comparisons with the experimentally observed and analytically predicted ultimate capacities of the subassemblage and frame tests showed that 'commonly used' methods of frame design are unduly conservative. The author has therefore proposed a number of design approaches for both ultimate and serviceability limit state loading conditions which take into account the inherent benefits of semi-rigid joint action.
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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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Gull, Jawad H. "Comprehending Performance of Cross-Frames in Skewed Straight Steel I-Girder Bridges." FIU Digital Commons, 2014. http://digitalcommons.fiu.edu/etd/1128.
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The effects of support in steel bridges can present significant challenges during the construction. The tendency of girders to twist or layovers during the construction can present a particularly challenging problem regarding detailing cross-frames that provide bracing to steel girders. Methods of detailing cross-frames have been investigated in the past to identify some of the issues related to the behavior of straight and skewed steel bridges. However, the absence of a complete and simplified design approach has led to disputes between stakeholders, costly repairs and delays in the construction.
The main objective of this research is to develop a complete and simplified design approach considering construction, fabrication and detailing of skewed bridges. This objective is achieved by comparing different detailing methods, understanding the mechanism by which skew effects develop in steel bridges, recommending simplified methods of analysis to evaluate them, and developing a complete and simplified design procedure for skew bridges.
Girder layovers, flange lateral bending stress, cross-frame forces, component of vertical deflections, component of vertical reactions and lateral reactions or lateral displacements are affected by detailing methods and are referred as lack-of-fit effects. The main conclusion of this research is that lack-of-fit effects for the Final Fit detailing method at the steel dead load stage are equal and opposite to the lack-of-fit effects for the Erected Fit detailing method at the total dead load stage. This conclusion has helped using 2D grid analyses for estimating these lack-of-fit effects for different detailing methods.
3D erection simulations are developed for estimating fit-up forces required to attach the cross-frames to girders. The maximum fit-up force estimated from the 2D grid analysis shows a reasonable agreement with the one obtained from the erection simulations. The erection sequence that reduces the maximum fit-up force is also found by erection simulations.
The line girder analysis is recommended for calculating cambers for the Final Fit detailing method. A combination of line girder analysis and 2D grid analysis is recommended for calculating cambers for the Erected Fit detailing method. Finally, flowcharts are developed that facilitate the selection of a detailing method and show the necessary design checks.
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Fernández, Pérez Ignasi. "Experimental and numerical study of the structural effects of steel corrosion in continuous RC beams." Doctoral thesis, Universitat Politècnica de Catalunya, 2015. http://hdl.handle.net/10803/308506.
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Many reinforced concrete structures suffer damage due to aging and due to the environmental agressivity, thus affecting their serviceability performance and safety. Structural evaluation of a deteriorated structure is necessary to assess the actual structure state, to determine whether the structure should be strengthened or demolished and to optimize the interventions required to guarantee its serviceability and safety.
In the case of statically indeterminate structures, as many of the existing bridges and buildings, the damage produced by local or general deterioration processes may affect the whole structure state of forces, stresses and cracks. However, even though the difficulties to adequately assess such type of structures very scarce resarch works have been done, up to now, in this field.
The present research aims to contribute to those goals presenting an extensive experimental campaign, at the material and at the structural levels. Furthermore, theoretical and numerical studies based on mechanical non-linear models were performed in order to reproduce the observed experimental behaviour and to contribute to the modelling of the performance of deteriorated structures.
The global effects of the structural damage were addressed by means of an experimental study, which encompassed twelve continuous two span large-scale beams. The cast beams divided in four groups of three beams each were submitted to different corrosion levels; one group was left uncorroded. Each beam was loaded with different sustained loads to assess its effect when corrosion phenomena took place. Thereafter, the beams were unloaded and loaded again up to failure.
On the other hand, the local effects of steel corrosion were analysed by means of two different experimental studies. The first study encompassed more than 192 corroded steel bars. The specimens were cleaned, and after, characterized under cyclic and monotonic loads. The second study encompassed 48 cubic concrete specimens with embedded steel reinforcement bars. Different concrete types were used, including recycled aggregate concretes. The steel was submitted to accelerated corrosion and thereafter the effect of corrosion on the bond behaviour was assessed.
Finally, modelling of the mechanical properties of corroded steel bars and bond in concrete was done. A model to evaluate the corroded steel reinforcement mechanical properties, s-e and fatigue life, was developed. In addition, the 3D scan novel technique was used to characterise the outer surface of corroded steel bars, by which the study of the corrosion pitting distribution and the critical cross-section was possible.
Corrosion of steel reinforcement produced a substantial increment of the deflections as well as the stresses at the steel, both in the corroded and the uncorroded regions, due to the redistributions that took place in the continuous beams as a consequence of the loss of steel section. Furthermore, the redundancy of the structure provided them an extra load capacity with respect to a statically determinate beam. On the other hand, the ultimate load capacity was severely reduced.
A non-linear reduction of the corroded steel mechanical properties was found. Yielding and ultimate stresses described a good correlation with respect to the corrosion level. However, the results for modulus and ultimate strain presented more dispersion.
Bond capacity of recycled concrete aggregates was showed to be similar to natural aggregate concretes. Nevertheless, in corroded specimens, recycled aggregate concretes showed better performance describing lower ultimate bond reduction with respect to those of conventional concrete.
The presented mechanical model defined with an excellent reliability yielding and ultimate stresses for corroded bars up to 60% of corrosion levels. The statistical model presented for the pitting depth allowed to define the upper and lower bounds of the pitting depth regarding to corrosion level.Muchas estructuras de hormigón armado sufren daños debido a los cambios medioambientales, los cuales afectan la serviciabilidad y la seguridad de éstas. La evaluación estructural del deterioro es necesaria para identificar el estado actual de una estructura, determinar si es necesario reforzar o demoler i optimizar el tipo de intervención requerida, garantizando su serviciabilidad y seguridad. En el caso de estructuras hiperestáticas, comunmente empleadas, el daño producido por los procesos de deterioro local o generalizado puede afectar las fuerzas de la estructura, las tensiones y las fisuras. Sin embargo, debido a las dificultades para evaluar adecuadamente este tipo de elementos se ha llevado a cabo escasa investigación al respecto en este campo. La presente investigación pretende contribuir a estos objetivos mediante la presentación de una extensa campaña experimental, a nivel material y estructural. Además, se llevaron a cabo estudios teóricos y numéricos mediante modelos mecánicos no lineales para poder reproducir el comportamiento experimental observado y así contribuir en el modelado del comportamiento de estructuras deterioradas. Los efectos globales del daño estructural fueron evaluados mediante una campaña experimental, la cual engloba doce vigas continuas de dos vanos a gran escala. Las vigas se dividieron en cuatro grupos de tres elementos cada uno, sometidos a diferentes grados de corrosión, excepto uno de los cuales se dejó sin corroer para comparar. Cada viga fue cargada con un nivel de carga diferente para evaluar también los efectos de la misma durante la corrosión. Posteriormente, las vigas fueron descargadas y cargadas de nuevo hasta rotura. Por otro lado, los efectos locales de la corrosión de armaduras fueron también analizados mediante dos campañas experimentales adicionales. La primera incluye más de 192 especímenes de barras corroídas. Las barras fueron limpiadas y caracterizadas bajo cargas cíclicas o monotónicas. El segundo estudio abarca 48 elementos cúbicos de hormigón con barras de acero embebidas y sometidas a diferentes grados de corrosión. Además se han utilizado diferentes tipos de hormigón, como hormigón con áridos reciclados (HAR). Una vez alcanzados los niveles de corrosión deseados se ha determinado el efecto de la corrosión sobre la tensión de adherencia acero-hormigón. Finalmente, se mejoró un modelo para determinar las propiedades mecánicas del acero corroído, obteniendo las curvas s-e y de fatiga para un amplio rango de grados de corrosión. Además, mediante la aplicación de una novedosa técnica como el "3D scan" se obtubo con gran nivel de detalle la superficie de diferentes barras corroídas, mediante el análisis de los datos fue posible estudiar la forma de las picadura, su distribución y la definición de la sección crítica. La corrosión de las armaduras produjo un incremento notable en las deformaciones observadas en la estructura. Así mismo las tensiones en el acero se vieron afectadas, produciéndose importantes redistribuciones entres las zonas corroídas y no corroídas de la estructura. Gracias a la redundancia de las vigas se observó un incremento de capacidad de las mismas respecto a vigas isostáticas. Por otro lado, la carga última se vio reducida de manera importante. Las propiedades mecánicas del acero describieron una reducción no lineal respecto al grado de corrosión. Tanto el límite elástico como la tensión última describieron una buena correlación con el nivel de corrosión. Sin embargo, los valores obtenidos para la deformación última así como el módulo elástico presentaron mucha dispersión. La capacidad adherente de los HAR fue similar a la del hormigón convencional. No obstante, los HAR con corrosión, presentaron un mejor comportamiento en cuanto a adherencia máxima. El modelo mecánico presentado ajustó perfectamente la tensión de plastificación y la tensión última de barras corroídas.
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Jung, Se-Kwon. "Inelastic Strength Behavior of Horizontally Curved Composite I-Girder Bridge Structural Systems." Diss., Georgia Institute of Technology, 2006. http://hdl.handle.net/1853/11618.
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This research investigates the strength behavior of horizontally curved composite I-girder bridge structural systems, and the representation of this behavior by the AASHTO (2004b) LRFD provisions. The primary focus is on the design of a representative curved composite I-girder bridge tested at the FHWA Turner-Fairbank Highway Research Center, interpretation of the results from the testing of this bridge, including correlation with extensive linear and nonlinear finite element analysis solutions, and parametric extension of the test results using finite element models similar to those validated against the physical tests. These studies support the potential liberalization of the AASHTO (2004b) provisions by the use of a plastic moment based resistance, reduced by flange lateral bending effects, for composite I-girders in positive bending.
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Baculak, Ladislav. "Zastřešení nádvoří administrativních budov." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409847.
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Diploma thesis describes the design and assessment of the roof structure that covers the courtyard of office buildings. Structure has a regular floor plan and roof height is 15,0 m. The material if the structure is steel S355, bolts 8.8., steel of the pins is S355. Construction is located in Brno. Two options were produced and designed, evaluated according to the latest standards.
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Polerecká, Katarína. "Administrativní budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392117.
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The aim of this thesis is design and assessment of the steel structure of the multi-storey administration center in Martin. Floor plan dimensions are in the shape of a square 40 x 40 m. Column spacing is 8mx8x. Building has 6 floors and total height is 22,2m. Floor and roof structure is made of steel-concrete composite slab . Part of the work is analyze two different versions. Version A has longitudinal rigidity due to truss bracing. Rigidity of Version B has is ensured by frame conections between beams and columns.Version A was selected as better solution. All parts, except truss braicing is made of rolled beams. The whole structure is made of steel S355.
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Olbert, Jan. "Železniční most přes místní silnici." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240335.
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The thesis deals with the variant design of the steel structure of single-track railway bridge on the line Tišnov – Nové Město na Moravě. The task is bridging the local road by a bridge structure with one field. Length of the bridge is 40 m.
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Brodecký, Miroslav. "Patrová budova s atriem." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265534.
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The diploma work deals with a design of a steel load-bearing structure for a multi-storey building with an atrium consisting of five above ground floors. The property is situated into Blansko area. Its ground-plan measures are 32.5 x 56 m. The maximum height of the property is 23.2 m. The height of the floor is 4 m. Load-bearing structure is designed with articulated joints. The atrium roof is formed from truss girders. The design and assessment is done according to rules in operation.
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Balázs, Ivan. "Nosná konstrukce objektu kulturního centra." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225529.
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The aim of the master´s thesis is to design a load bearing steel structure of a community centre in accordance with architectural requirements. The structure consists of a main aisle and two extensions beside. The length of the structure is 62 m, the width 42 m and maximum height 15 m. The main load bearing elements of the structure are transversal restrained columns and truss roof beams. The roof beam for the main aisle is made up of tubes and arched. The lower and upper beams of roof beams for the extensions are straight. The distance between the main columns in 12 m. The purlins for the main aisle are truss structures with arched lower beam, the purlins for the extensions have straight lower beams of truss. There is a storey in the extensions. The structure of ceiling consists of girders and interlocked concrete plate in trapezoid metal plate. The structure is designed for the district of Brno. It is designed in accordance with the ČSN EN 1993 standard.
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Ivánková, Markéta. "Sdružené ocelové zásobníky." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227816.
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Item of diploma thesis is project of steel construction with 6 steel silos for storage the grain. The construction is situated inside hall. Silos are high 24 meter and diameter is 6 meter. The load-bearing steel structure for silos is designed in a variant solution. Silos are assessed by ČSN 73 5570 and ČSN EN 1991-4
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Pešák, Radek. "Nákupní centrum ve Frýdku-Místku." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-391983.
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The aim of the diploma thesis is to construct a steel shopping mall hall. The construction is located in Frýdek-Místek. The whole object can be divided in two parts. One part of the building is an atrium with a cross bridge made from glass. The roof construction of the atrium is designed as system of cylindrical lattice girders within purlins are set up. The other part of the construction is multistoried shopping mall with terrace designed as composite steel and concrete structure. The whole ground plan size of the construction is 72 m x 120 m. The height of the construction above the ground is 12.06 m. The cross-links are built up to 6 m one. There were created two versions of the construction. The most convenient version is described in more details. The outcome of the thesis is a comparison of two above mentioned versions. The whole project is based on officially recognised standard ČSN EN. The construction was designed in RFEM programme.
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Havíř, František. "Ocelová konstrukce multifunkční budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227784.
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The aim of this master's thesis is to design the steel construction of a multifunctional building in the cadastral area of Brno-Bohunice. Multifunctional building consists of two identical buildings - A and B. Floor plan dimensions are 40.0 x 40.0 meters and height of 33,8 meters. Both objects have the 1st floor of the overall height of 5,0 m, each additional floors 3,5 m. The plan shape of the building is a square 40 x 40 m with bevel in the corners with a length of 8 m. In the middle of the building is roofed atrium 8 x 8 m. The buildings are in the 5th floor connected with the enclosed footbridge with a length of 10.0 meters. The main structure consists of two buildings columns and girders. Columns are alternatively solved as the composite steel and concrete structures with closed section filled with concrete or concreted steel profile. The girders are made of castellated beams. Among the girders are embedded solid panel joists and girders, coupled with the composite steel and concrete slab. Spatial rigidity besides the composite slabs provide rods placed around the atrium and in the corners of the building. The main structure of the footbridge consists of two inclined arched beams on which is placed stringer of the footbridge.
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Surovec, Daniel. "Patrová budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372208.
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The object of this thesis is to design and assess steel structure of multi-storey office center in Vsetín. Floor plan dimensions of building are 48x40m. The building has ten floors. Overall height is 35,5m. The building ceilings made of composite steel and concrete structure. The part of build are roofer atrium and one bigger room aula with dimensions 24x16m. Two construction variants were designed and assessed. Longitudinal and transverse rigity of variant A is ensured by truss bracing. Transverse rigity of variant B is ensured by truss bracing and longitudinal rigity is braced by bracing frames. The variant A is better.
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Laža, Matěj. "Ocelová konstrukce tribuny." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-391900.
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The object of this thesis is to design and assess the roofing of concrete terraces on stadium Za Lužánkami in Brno. Rectangular plan of steel structure is 100x25 m. The main Girders are 5 m apart and are pin-supported. Girders are placed on concrete footings and supported by center columns. Roof cladding is connected with hot-rolled purlins. Two construction variants were designed and assessed. Variant A, where the main girders are made of welded beams (I shaped) and variant B, where the main girders are made of truss. Variant B was chosen as better option for this structure.
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Leite, Luiz Rafael dos Santos. "Análise numérica de vigas de rolamento de aço sem contenção lateral entre apoios." Universidade de São Paulo, 2017. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-07032017-110450/.
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As vigas de rolamento são estruturas destinadas ao suporte de pontes rolantes, estas amplamente utilizadas para movimentação de cargas em galpões industriais. O presente trabalho apresenta um estudo sobre as vigas de rolamento de aço sem contenção lateral entre apoios, em geral projetadas com vão inferior a 7 metros, portanto destinadas ao suporte de pontes rolantes leves (capacidade nominal até 250 kN). A ausência de contenções laterais intermediárias aliada ao desalinhamento e à imprecisão na locação dos trilhos, bem como à presença de forças horizontais transversais ao eixo da viga (aceleração/frenagem do trole), impõem flexão lateral e torção, esforços que são equilibrados apenas pelas contenções nos apoios. A análise foi realizada utilizando o Método dos Elementos Finitos (MEF), considerando a análise não linear física e geométrica do problema, ou seja, um modelo mais próximo da viga real. Os resultados numéricos, quando comparados aos obtidos por meio da teoria de flexo-torção, mostraram uma inversão na distribuição esperada de tensões na mesa superior do perfil, ou seja, nos pontos onde deveria ocorrer aumento da tensão longitudinal de compressão, ocorreu redução. Esta inversão pode ou não ocorrer, dependendo da espessura da mesa superior, intensidade e posição da força vertical da roda da ponte. Além disso, os resultados determinados via MEF foram comparados com os obtidos via modelo tradicional de barra (momento de torção substituído por um binário de forças horizontais nas mesas). A comparação indicou divergência entre os resultados, podendo o dimensionamento pelo modelo de barra levar tanto a situações a favor da segurança como contra a segurança.The runway girders are structures intended for support cranes, these broadly used to movement of loads in industrial buildings. This research presents a study about the runway girders without lateral bracing between support points, generally designed with span lower than 7 meters, therefore intended for support of light cranes (rated capacity until 250 kN). The absence of intermediate lateral bracing allied to misalignment and imprecision location of the rail, also the presence of the side thrust on the girder (acceleration/ braking of the trolley), causes lateral flexural and torsion, which are balanced only by the lateral containment on support points. The analysis was made using the Finite Element Method (FEM), which includes a nonlinear physical and geometric analysis of the structural problem, in other words, a model closest to the real girder. The numerical results, when compared to the results of the flexural-torsional theory, showed an inversion in the expected distribution of stress on the top flange of the shape, in other words, at the points where must occur increase of the longitudinal stress, reduction occurred. This inversion may or may not occur, depending on the thickness of the top flange, modulus and position of the load of the crane wheel. Besides, the numerical results were compared with the results of classical bar model for beams (torque is replaced by a couple of horizontal forces applied on the flanges). The comparison showed a divergence between the results, where the design by bar classical model can lead to situations of high safety or against safety.
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Баязитова, Ю. А., and Yu A. Bayazitova. "Исследование многоэтажных рамных каркасов с двутаврами с гофрированными стенками : магистерская диссертация." Master's thesis, б. и, 2020. http://hdl.handle.net/10995/94605.
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Работа посвящена изучению работы сварных двутавров с гофрированной стенкой в качестве элементов многоэтажных рамных каркасов различного назначения. Проанализированы существующие практические решения таких конструкций, обобщены теоретические подходы и методики расчета изгибаемых и внецентренно-сжатых элементов с гофрированной стенкой. Приведен пример численного расчета многоэтажного рамного каркаса, состоящего из ригелей и колонн с гофрированными стенками. Разработаны узлы крепления элементов каркаса друг к другу и к смежным конструкциям. В рамках исследования установлено, что применение сварных двутавров с гофрированной стенкой позволяет снизить металлоемкость реализации решения как для ригелей, так и для колонн многоэтажных рам зданий без снижения требуемой несущей способности и эксплуатационной надежности конструкции.Present work is devoted to the study of the operation of welded I-sections with a corrugated web as elements of multi-storey frame structures for various purposes. The existing practical solutions for such structures are analyzed, theoretical approaches and methods for calculating of bending and eccentrically compressed elements with a corrugated web are generalized. An example of a numerical calculation of a multi-storey frame structure consisting of girders and columns with corrugated webs is given. The joints for fastening the frame elements to each other and to adjacent structures have been developed. Within the framework of the study, it was found that the use of welded I-sections with a corrugated webs makes it possible to reduce the metal consumption of the solution as for girders and as columns of multi-storey building frames without reducing the required bearing capacity and operational reliability of the structure.
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Cmajdálková, Alžběta. "Vícepodlažní budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371883.
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The subject of the master’s thesis is static design and assessment of the static load-bearing steel structure. The structure is designed for the site Brno. Specifically this is an eight-storey office building with a 54 x 12 m floor plan and a total height is 30,2 m. The steel structure is lovated betwrrn teo reinforced concrete towers secure for vertical transport. The structure is designed in three variants. In the one of them a steel frame with hingee attached elements. The ceiling structure is designed as composite steel and concrete structure.
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Stavrovský, Jiří. "Nosná ocelová konstrukce administrativní budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240228.
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Thesis deals with design of a steel structure of multi-storey office building. It is a six-storey steel structure of square plan with dimensions of 40 x 48 meters and height of 21,5 meters. Structural design report is made by a combination of manual calculations and calculations using software Scia engineer. Structural design report includes calculations of: truss girder, column, connection, bracing, beam, secondary beam and column anchorage. Thesis includes drawing documentation and report.
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Grufíková, Markéta. "Víceúčelová hala v Hodoníně." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225466.
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Master´s thesis describes the design and the check of the construction of the art gallery. This hall has the elliptical ground plan, the main dimensions are 25 x 40 m and the height is 12 m. The structure consists of 24 supporting curved ribs, which are supported on elliptical ring of steel at the top of the construction. Between the ribs are inserted purlins, which support the perimeter cladding. The structure is designed alternatively like the system of the timber solid beams from the glued laminated timber and the system of the steel truss girders.
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Balhar, Martin. "Patrové garáže." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392201.
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This thesis deals with design of steel structure multi-storey garage. It is the five-storey steel structure of rectangular plan. The construction is designed for the city of Olomouc. Static calculation is solved by a combination of manual calculation and calculation using software Scia engineer 18. There are the following main load bearing structural elements designed and examined in the structural analysis: truss, purlin, bracing, column, composite beam, joints, foot and anchoring. Thesis includes drawing documentation
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Wawreczka, Karel. "Ocelová konstrukce výstavního pavilonu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372019.
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The aim of diploma thesis is to design steel roof structure of minimum dimensions 45 m x 50 m and minimum height 12 m. The plan of the building design has dimensions of 52,14 m x 70, 00 m and height is 18,68 m. The roofing was design as 3D truss girders with two lower chords and one upper chord. The shape of 3D truss girder consists of three circular arcs of radius 69,88m, 12,43 m and 33,45 m. Between main girders is 3D bracing. The structure is pin-supported.
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Vaněček, Milan. "Ocelová konstrukce sportovní haly." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225502.
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Master thesis is focused on design of steel roofing structure of sports hall. Construction is located in town of Jihlava. Proportions and disposition are in accordance of assignment of master thesis. The proportions are 40m x 60m, the height of structure is approximately 15m. Two versions of roof structure were designed – truss beam with shape of lentil and double reverse truss girders (girland truss). These versions were tentatively analyzed and designed for the main bearing members. Afterwards both of the versions were appraised and one of the versions was chosen for detailed treatment. It means there was attention focused on design of important details, creating of drawing documentation and technical report, all in the range of thesis supervisor. The valid Eurocodes were used.
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Jetonický, Pavel. "Vícepodlažní budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226049.
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The subject of the master´s thesis is the design and assessment of the static load-bearing steel structure office building. It is an eight-storey building with a floor plan and dimensions 54x15m. The proposal has three variants. In one of them a steel frame with a hinge attached elements. These are the pillars, beams, trusses, joists and purlins, which are coupled with trapeze plate and thereby secure the stability of the position in the horizontal direction. The steel structure is placed between the reinforced concrete towers.
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Dušek, Ivo. "Business centrum." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371884.
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This Master thesis was about calculation and design of supporting steel bar structure multi storey administrative building. Steel structure with rotation symmetric floor plan has sixteen storey. Maximal size of building is 100x100m. Structural design report is made by a combination of manual calculations and calculations using software RFEM by Dlubal. Structural design report includes calculations of secondary beam, primary beam, column, bracing, purin, truss girder and others part of structure with their connections. Thesis includes drawing documentation and report.
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Wright, William J. "Fracture initiation resistance of I-girders fabricated from high performance steels /." Diss., 2003. 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:3086974.
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Abbas, Hassan H. "Analysis and design of corrugated web I-girders for bridges using high performance steel /." Diss., 2003. 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:3117135.
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Yu, Daming. "The lateral torsional buckling strength of steel I-girders with corrugated webs /." Diss., 2006. 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:3215864.
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Topkaya, Cem. "Behavior of curved steel trapezoidal box girders during construction." Thesis, 2002. http://wwwlib.umi.com/cr/utexas/fullcit?p3108523.
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Ernst, Stefan, University of Western Sydney, College of Health and Science, and School of Engineering. "Factors affecting the behaviour of the shear connection of steel-concrete composite beams." 2006. http://handle.uws.edu.au:8081/1959.7/32633.
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The inclusion of trapezoidal types of steel decking in the shear connection of composite beams has been found to significantly reduce their maximum strength and ductility by causing premature concrete-related failure modes. In order to investigate the complex behaviour and various load-transfer mechanisms that can occur in composite beams incorporating this type of connections, a total of 91 carefully-designed push-out tests were performed. Specific failure modes in conventionally reinforced specimens were initially induced by varying critical parameters. Specimens incorporating specific stud reinforcing devices were subsequently tested to suppress the undesirable failure modes. The concrete reinforcing and stud performance-enhancing devices, which included novel waveform-type reinforcement elements and spiral wire or ring components surrounding individual studs in secondary composite beams and special haunch reinforcement in primary beam applications, significantly delayed the onset and reduced the effect of the premature concrete-related failure modes. Hence, they increased the ultimate strength and ductility of the shear connection. The findings of the small-scale push-out tests were also verified in two full-scale composite beam tests which showed good agreement in shear connection behaviour and failure mode. Most of the design approaches currently used around the world take into account the weakening effect of trapezoidal types of decking by applying a reduction factor to the nominal strength that the same connection would have in a solid slab. From the test results, it is evident that not every shear connection incorporating steel decking, and within the limits of the associated standards, can be classified as ductile. A new and more reliable design approach is proposed which also incorporates the application of the various stud reinforcing devices. The key element of this design approach is to classify the anticipated connection behaviour, in regards to its deformation capacity, into ductile or brittle connections, hence ensuring satisfactory shear connection behaviour where the new types of trapezoidal steel decking are used. A reliability analysis of the new proposal is presented which enables the application of this new approach in accordance with AS 2327.1 (Standards Australia 2003). It is calibrated to provide a reliability index similar to stud applications currently in use. Simple strength reduction factors for the types of trapezoidal steel decking available in Australia are also provided which can be applied to the current solid slab shear connection strength for a fast and simplified design.Doctor of Philosophy (PhD)
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Kim, Bong-Gyun. "High performance steel girders with tubular flanges /." Diss., 2005. 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:3167060.
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Salem, Emad Said Mohamed. "Flexural strength and ductility of highway bridge I-girders fabricated from HPS-100W steel /." Diss., 2004. 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:3127539.
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Wei, Ber-Lin. "The static in-plane strength of welded steel plate I-girders under bending /." Diss., 1998. 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:9914252.
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Lawson, R. M., Dennis Lam, E. S. Aggelopoulos, and S. Nellinger. "Serviceability performance of steel-concrete composite beams." 2016. http://hdl.handle.net/10454/8862.
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YesFor composite beams with low degrees of shear connection, additional deflections occur due to slip in the shear connectors, which can be significant for beams with low degrees of shear connection. A design formula is presented for the effective stiffness of composite beams taking account of the stiffness of the shear connectors, which is compared to measured deflections of 6 symmetric beams and an 11m span composite beam of asymmetric profile. It is shown that the comparison is good when using a shear connector stiffness of 70 kN/mm for single shear connectors and 100 kN/mm for pairs of shear connectors per deck rib. Results of push tests on a range of deck profiles confirm these initial elastic stiffnesses. To ensure that the slip at the serviceability limit state does not lead to permanent deformations of the beam, it is proposed that the minimum degree of shear connection should not fall below 30% for un-propped beams and 40% for propped beams of symmetric cross-section.
European Commission
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Pryor, Gabrielle. "Utilizing Unmanned Aerial Vehicles (UAVs) for the Estimation of Beam Corrosion of Steel Bridge Girders." 2021. https://scholarworks.umass.edu/masters_theses_2/1021.
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The transportation infrastructure in the United States is a complex system that is vital to the everyday operations of the country. Bridges are a significant asset of this network, with many of them approaching the end of their service life. Corrosion is a common cause of deterioration which ultimately results to structural deficiency for the aging bridges. The deterioration rate is a multi-aspect factor that makes bridge inspections crucial. However, the current bridge inspections are very costly and potentially unsafe for the involved personnel. To lower costs and increase safety, many state DOT’s and universities have decided to perform research on Unmanned Aerial Vehicles (UAVs), or drones. This thesis explores the implementation of drone technology in bridge inspections and investigates their limits for corrosion detection and estimation. The first part of this thesis summarizes the responses obtained from a questionnaire sent to the personnel from the Massachusetts Department of Transportation (MassDOT). The second and third parts of this thesis summarizes how states have utilized UAVs for bridge inspections, including the selected drones and the attached equipment. The last part presents technologies that can be used to detect and measure corrosion, and how they can be used in conjunction with drones to quantify section loss of steel beams.