Relevant bibliographies by topics / Steel I-beams Girders Steel, Structural

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers

Academic literature on the topic 'Steel I-beams Girders Steel, Structural'

Author: Grafiati
Published: 4 June 2021
Last updated: 3 February 2022

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Journal articles on the topic "Steel I-beams Girders Steel, Structural"

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Rashid, Muhammad U., Liaqat A. Qureshi, and Muhammad F. Tahir. "Investigating Flexural Behaviour of Prestressed Concrete Girders Cast by Fibre-Reinforced Concrete." Advances in Civil Engineering 2019 (April 1, 2019): 1–11. http://dx.doi.org/10.1155/2019/1459314.

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The main objective of this research was to investigate the effect of adding polypropylene and steel fibres on flexural behaviour of prestressed concrete girders. Although the construction industry is frequently using prestressed concrete to increase the load-carrying capacity of structures, it can be further enhanced by using fibres. In this paper, experimental work was carried out to encourage the construction industry in utilizing fibres in prestressed concrete members to improve the mechanical properties of these members. As past investigations on fibre-reinforced prestressed beams were limited, the present work was done on small-scale fibre-reinforced I-shaped prestressed concrete girders. Six small-scale prestressed concrete girders were cast comprising a control girder, a hybrid girder, two girders with varying percentages of steel fibres, and two girders with varying percentages of polypropylene fibres. These girders were tested by centre point loading up to failure. It was concluded that, by the addition of small volume fraction of fibres, not only the ductility but also the tensile strength and flexural strength of FRC girders could be improved. It also altered the failure pattern positively by enhancing large strains in concrete and steel. Steel fibre-reinforced concrete showed higher energy absorption and deflection at ultimate loads in comparison to other specimens.
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Sayed-Ahmed, Ezzeldin Yazeed. "Behaviour of steel and (or) composite girders with corrugated steel webs." Canadian Journal of Civil Engineering 28, no. 4 (August 1, 2001): 656–72. http://dx.doi.org/10.1139/l01-027.

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Composite beams with corrugated steel webs represent a new innovative system which has emerged in the past decade for short and medium span bridges. The new system usually combines the usage of corrugated steel plates as webs and reinforced/prestressed concrete slabs as flanges for plate or box girders. Bridges that have been recently built with this hybrid system are outlined in this paper, which focuses on the advantages of using corrugated steel webs as opposed to traditional flat webs. The flexural behaviour and bearing resistance of girders with corrugated steel webs is briefly discussed. The flanges of the new system solely provide the flexural strength of the beam with no contribution from the corrugated web. On the other hand, the corrugated web provides the shear capacity of the system. Thus, the shear behaviour of girders with corrugated webs is explicitly discussed focusing on the different failure and (or) buckling modes that affect the design of the corrugated steel web plates. Design charts for such webs are constructed based on the different interaction equations of failure. The torsion-warping behaviour of composite box girders with corrugated steel webs is also discussed.Key words: bridges, composite beams, corrugated steel webs, global buckling mode, interactive buckling, local buckling.
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Bakht, Baidar, and Tharmalingham Tharmabala. "Steel–wood composite bridges and their static load response." Canadian Journal of Civil Engineering 14, no. 2 (April 1, 1987): 163–70. http://dx.doi.org/10.1139/l87-028.

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The proposed steel–wood composite bridges incorporate longitudinal steel girders which are composite with wood deckings consisting of longitudinal laminates. The laminated decking is usually transversely prestressed. By orienting the laminates longitudinally, advantage can be taken in longitudinal bending of the dominant modulus of elasticity of wood. The paper shows that the load-carrying capacity of an existing slab-on-girder bridge with steel girders and deteriorated noncomposite concrete deck slab can be considerably enhanced by using the proposed system. The paper presents results of static load tests on two types of shear connector, some composite beams, and half-scale model of a bridge. Test data confirm the effectiveness of the composite system. Key words: bridges, composite bridges, steel–wood composite bridges, laminated wood decks, shear connectors, composites.
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Almoosi, Y., and N. Oukaili. "The Response of a Highly Skewed Steel I-Girder Bridge with Different Cross-Frame Connections." Engineering, Technology & Applied Science Research 11, no. 4 (August 21, 2021): 7349–57. http://dx.doi.org/10.48084/etasr.4137.

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Braces in straight bridge systems improve the lateral-torsional buckling resistance of the girders by reducing the unbraced length, while in horizontally curved and skew bridges, the braces are primary structural elements for controlling deformations by engaging adjacent girders to act as a system to resist the potentially large forces and torques caused by the curved or skewed geometry of the bridge. The cross-frames are usually designed as torsional braces, which increase the overall strength and stiffness of the individual girders by creating a girder system that translates and rotates as a unit along the bracing lines. However, when they transmit the truck’s live load forces, they can produce fatigue cracks at their connections to the girders. This paper investigates the effect of using different details of cross-frames to girder connections and their impacts on girder stresses and twists. Field testing data of skewed steel girders bridge under various load passes of a weighed load vehicle incorporated with a validated 3D full-scale finite element model are presented in this study. Two types of connections are investigated, bent plate and pipe stiffener. The two connection responses are then compared to determine their impact on controlling the twist of girder cross-sections adjacent to cross-frames and also to mitigate the stresses induced due to live loads. The results show that the use of a pipe stiffener can reduce the twist of the girder’s cross-section adjacent to the cross-frames up to 22% in some locations. In terms of stress ranges, the pipe stiffener tends to reduce the stress range by 6% and 4% for the cross-frames located in the abutment and pier skew support regions respectively.
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Baylot, James T., James C. Ray, and Robert L. Hall. "Prediction Method for Response of Steel Bridge Beams and Girders to Blast and Fragment Loads." Transportation Research Record: Journal of the Transportation Research Board 1827, no. 1 (January 2003): 69–74. http://dx.doi.org/10.3141/1827-09.

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The military requires methods of predicting the response of steel bridge beams and girders to blast and fragment loads. The methods must provide quick answers to analysts who have very little experience, if any, in the blast response of structures. Similar tools also would be beneficial to transportation engineers who must evaluate bridges against terrorist events. Because data on the response of these beams to blast and fragments are extremely limited, finite element simulations were performed to create a numerical database that includes the typical range of steel bridge and girder dimensions. The simulation results were used to determine the loading characteristics that significantly affect the response. Loading characteristics were reduced to a load measure, a single number that can be easily computed for any combination of fragment and blast loads. If the load measure is exceeded for a given combination of blast and fragment loads, then beam failure is predicted. A computer code was developed to predict fragment and blast loads from conventional weapons and to determine the load measure for any given load case so an analyst with knowledge of weapon and beam geometry can easily predict whether a beam will fail. Model development and validation are presented. The model was developed to predict the response of bridge beams and girders to conventional weapons but could be extended to a model for predicting the response to terrorist weapons.
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Woźniczka, Piotr. "Experimental Study of Lateral-Torsional Buckling of Class 4 Beams at Elevated Temperature." Materials 14, no. 17 (August 25, 2021): 4825. http://dx.doi.org/10.3390/ma14174825.

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The results of experimental research on lateral-torsional buckling of steel plate girders with slender web subjected to fire conditions are presented in this paper. The scope of the research covers four girders, three of which have been tested under high temperature conditions. The fourth girder has been used to determine the critical load resulting in lateral-torsional buckling of the considered element at room temperature. All the considered elements had identical cross sections and lengths; however, they differed in external temperatures applied and magnitude of measured geometrical imperfections. It has to be highlighted, that the experiments have been conducted subject to the anisothermal conditions, taking into account the uneven distribution of temperature in the cross section. An approach of this type represents a more accurate modelling of the structural component behaviour, when subjected to fire, as compared to the experiments conducted under isothermal conditions. Complete information on the development of research stand, conduct and results of particular tests are presented in this paper. The temperature–time curves for girder components, results of imperfection measurements and mechanical properties of steel are presented. The obtained critical temperatures and graphs of girder top flange horizontal deflection versus temperature are also included. The computer models developed for analysed girders are described in the paper as well. The results obtained with these models have been compared with experimental results. The computational models validated in this way constitute a basis for further parametric studies of lateral-torsional buckling in the domain of steel plate girders with slender web when subjected to fire conditions.
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Fadlelbari, M. Faisal. "Efficiency of Vierendeel Girder, Post-tensioned Girders and Steel Beams for Long Cantilevers in Buildings." FES Journal of Engineering Sciences 9, no. 1 (February 22, 2021): 79–85. http://dx.doi.org/10.52981/fjes.v9i1.662.

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Cantilevers are a part of our life, they are everywhere: bridg–es, building’s balconies, traffic signs, car parking shades even the aircraft’s wings. The long cantilevers of the buildings always present as a big challenge to structural engineers in their practice life. The structural behavior of these cantilevers depends on a several factors, such as rigidity of the slab, rigidity of columns or walls, span continuity... etc. But the real dilemma lies in the economical choice. This paper focused on the cantilever’s structural analysis according to the used structural. Moreover, it shows a comparison between three structural system choices: Vierendeel Girder, Post - Tensioned Girders and Steel Composite Beam in a graph. The objective of this paper is to give a guideline to the structural engineers to choose the optimum system of the building cantilevers according to the factors mentioned earlier. At the end, the paper illustrated the Vierendeel girder is the most efficient system for cantilevers. Accordingly, recommendations result on that up to 4.0 m cantilever length steel beams will be enough, for more than 4.0 and less than or equal to 6.0 m post-tension is recommended, and for more than 6.0 m cantilever we should use Vierendeel girder.
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Bradberry, Timothy E., Jeffery C. Cotham, and Ronald D. Medlock. "Elastomeric Bearings for Steel Trapezoidal Box Girder Bridges." Transportation Research Record: Journal of the Transportation Research Board 1928, no. 1 (January 2005): 27–38. http://dx.doi.org/10.1177/0361198105192800103.

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Traditionally, bridge bearings supporting steel trapezoidal box girders (tub girders) consist of fabricator-designed mechanical devices, such as pot or disc bearings, that may be guided or unguided and are expensive to fabricate and place. Performance of these bearings has been mixed: some are maintenance-free and others require significant maintenance, repair, or replacement. In Texas, bridge bearings supporting concrete and steel superstructure types are typically steel-laminated elastomeric bearings that are tapered or have a constant thickness. Recently, the Texas Department of Transportation has used these structurally engineered elastomeric bearings for tub girders in place of mechanically engineered pot or disc bearings. This paper describes the rationale for the application of elastomeric bearings to tub girders and outlines design recommendations that are based on the use of elastomeric bearings for the tub girder direct connectors of the interchange of US-290 and I-35 built in Austin in the late 1990s and placed in service in 2001.
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Gergess, Antoine N., and Rajan Sen. "Cambering structural steel I-girders using cold bending." Journal of Constructional Steel Research 64, no. 4 (April 2008): 407–17. http://dx.doi.org/10.1016/j.jcsr.2007.10.001.

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Szerszen, Maria M., and Andrzej S. Nowak. "Fatigue Evaluation of Steel and Concrete Bridges." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (January 2000): 73–80. http://dx.doi.org/10.3141/1696-10.

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The fatigue limit state is one of the important considerations in the design of bridges. Accumulated load cycles can cause cracking or even failure. An approach to evaluation of steel and concrete bridges with regard to fatigue is presented. The method for prediction of the remaining life of a bridge superstructure is based on the load model and the procedure to estimate fatigue degradation of materials. In the case of steel girders, degradation of material is considered using S-N curves. For reinforced concrete beams, degradation of concrete in the compressive zone is described by the rheological fatigue model. Reliability analysis is performed for the fatigue limit state function of flexure. Prediction of the remaining fatigue life for steel and concrete beams is illustrated on examples of existing bridge girders.
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Dissertations / Theses on the topic "Steel I-beams Girders Steel, Structural"

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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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Books on the topic "Steel I-beams Girders Steel, Structural"

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Franchuk, Cameron R. Block shear behaviour of coped steel beams. Edmonton, Alta: Dept. of Civil and Environmental Engineering, University of Alberta, 2002.

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Hartnagel, Bryan A. Pier moment-rotation of compact and noncompact HPS70W I-girders. Fargo, N.D: Mountain-Plains Consortium, 2003.

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American Institute of Steel Construction. Load and resistance factor design specification for single-angle members. Chicago, IL: American Institute of Steel Construction, 2001.

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Ranzi, Gianluca, ed. Time-dependent behaviour and design of composite steel-concrete structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/sed018.

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<p>Steel-concrete composite structures are widely used throughout the world for buildings and bridges. A distinguishing feature of this form of construction is the combination of concrete and steel components to achieve enhanced structural performance. <p>The time-dependent response of concrete and its infl uence on the service behaviour and design of composite structures are the main focus of this SED. For the fi rst time, a publication combines a state-of-the-art review of the research with the available design specifi cations of Europe, Australia and New Zealand, and USA. This publication intends to enhance the awareness of the service response of composite structures and of the latest research and standards’ developments. It is aimed at designers and researchers alike. <p>The review of research available in open literature is provided and arranged according to structural typologies, i. e. slabs, beams, and columns. It serves as background information for current service design rules and provides insight into the most recent research advancements. The review of available design guidelines presents the similarities and differences of the recommended service design procedures infl uenced by concrete time effects. Selected case studies of building and bridge projects show possible design approaches and the rationale required when dealing with the time-dependent response and design of composite structures. The authors of this publication are design engineers and academics involved in the service design and research on the time-dependent response of composite structures.
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Tuhfatullin, Boris. Nonlinear problems of structural mechanics. Methods of optimal design of structures. ru: INFRA-M Academic Publishing LLC., 2021. http://dx.doi.org/10.12737/1201340.

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The textbook discusses methods of optimal design of structures, including methods for minimizing the functions of one and several variables; methods for solving linear and nonlinear programming problems; examples of optimal design of flat steel frames with elements made of rolled and composite I-beams. It is intended for students studying in the specialty 08.05.01 "Construction of unique buildings and structures", undergraduates studying in the training program 08.04.01.24 "Modern technologies of design and construction of buildings and structures", studying the discipline "Nonlinear problems of structural mechanics", as well as for postgraduates of the direction 08.06.01 " Engineering and construction technologies. Construction of buildings and structures", studying the discipline "Construction Mechanics".
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Institute, Structural Engineering, and American Society of Civil Engineers., eds. Specification for structural steel beams with web openings. Reston, Va: American Society of Civil Engineers, 1999.

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Book chapters on the topic "Steel I-beams Girders Steel, Structural"

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Abu-Saba, Elias G. "Built-Up Beams: Plate Girders." In Design of Steel Structures, 210–45. Boston, MA: Springer US, 1995. http://dx.doi.org/10.1007/978-1-4615-2079-5_9.

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Szumigała, M., M. Chybiński, and Ł. Polus. "Composite beams with aluminium girders – a review." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 249–55. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-30.

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Fortan, M., O. Zhao, and B. Rossi. "Lateral torsional buckling of welded duplex stainless steel I section beams." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1113–18. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-183.

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"GBT buckling analysis of I-section steel girders under concentrated loads." In Research and Applications in Structural Engineering, Mechanics and Computation, 473–74. CRC Press, 2013. http://dx.doi.org/10.1201/b15963-224.

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"variety of span lengths, widths, number of grlders and slab thickness were analyzed. For two 50 ft. spans with seven girders (slab aspect ratio of 0.12) the value of D in the S/D formula varies between 6.1 and 7.96 for midspan center girder depending on the slab to girder stiffness ratio. This is in lieu of the 5.5 specified in AASHTO Standard Specification. Perhaps more representative are results for a 100 ft., two span continuous bridge with five girders spaced at 9 ft, where D varies between 8.4 and 10.8. Another Interesting result in Walker's report is regarding the structural idealization of the bridge. It has been found that the simple grid model can represent the essential behavior of the bridge as the more exact models do. The grid model was constructed such that the transverse beams represent the equivalent slab and diaphragms (if present) and the longitudinal beams represent the longitudinal composite girders. The fact that the grid model gives good representation of the essential behavior of the bridge can not be generalized. The grid model has certain limitations, however it gives a better representation of the bridge behavior than does a simple two-value S/D rule. A simple micro computer implementation of a grid model is seen by Walker as a better method than the S/D formula to predict lateral load distribution. Recently Hays, Sessions and Berry (8), have demonstrated that the effect of span length, which is neglected in AASHTO can be considerable. They found that AASHTO results are slightly unconservative for short spans and quite conservative for longer spans. Furthermore they compared the results of a finite element analysis with field test results and concluded that the comparison showed generally good agreement. A wide range of load distribution methods are available in the technical literature (9-17). These methods range from empirical methods, as the one recommended by AASHTO and described above, to sophisticated computer-based solution techniques which take into consideration the three-dimensional response of the bridge. The computer methods utilize a wide rang of structural idealization. Some use a simple equivalent anisotropic plate or grid work while others use sophisticated finite element models that consider detailed aspects of the interaction between the components of the bridge superstructure. The parameters which influence the load distribution most are; the number of girders and their spacing, the span length, and the girder moment of Inertia and slab thickness." In Composite Steel Structures, 46. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-7.

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"Trucks were used later in various positions and strains were measured due to these truck loads. Stresses were calculated from measured strains and compared with analytical stresses calculated based on the design assumptions which are according to AASHTO Standard Specifications. Reasonable agreement between the analytical and experimental results was obtained for dead loads where the steel girders were acting alone without the concrete composite action. Furthermore the diaphragms connecting girder 5 (the instrumented girder) to girder 4 were only loosely connected under the dead loading. Differences in magnitude and distribution pattern, however, were observed for the live loading. These differences are basically due to the conservatism in AASHTO load distribution method as well as the inability of the two dimensional composite beam approach in depicting the actual three dimensional behavior of the bridge system The testing of the bridge was sponsored by Maine Department Of Transportantion, James Chandler is the Bridge Design Engineer. The analytical results presented in this paper were calculated by Steve Abbott of MODT. The interest and support of Jim and Steve as well as Karel Jacobs, also of MDOT, Is greatly appreciated. American Association of State Highway Transportation Officials, Standard Specification for Highway Bridges 2. Newmark, N., "Design of I-Beam Bridges", Transactions ASCE, Vol. 74, No. 3, Part I, March, 1948. 3. Heins, C.P. and Kuo, J.T.C., "Live Load Distribution on Simple Span Steel I-Beam Composite Highway Bridges At Ultimate Load", CE Report No. 53, University of Maryland, College Park, MD., April, 1973. 4. Heins, C.P. and Kuo, J.T.C., "Ultimate Live Load Distribution Factor For Bridges", Journal Of The Structural Division, ASCE, Vol. 101, No. ST7, Proc. Paper 11443, July 1975." In Composite Steel Structures, 52. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-12.

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"Fu, C.C. and Colville, J., "Inelastic Analysis of Continuous Composite Highway Bridges", CE Report No. 62, University of Maryland, College Park, MD., Dec. 1975. 6. Heins, C.P., "LFD Criteria For Composite Steel I-Beam Bridges", ASCE Journal Of The Structural Division, November 1980. 7. Walker, W.H., "Lateral Load Distribution In Multi-Girder Bridges", Proceedings of the AISC National Engineering Conference, Nashville, Tennessee - June 12-14, 1986. 8. Hays, C.O., Sessions, L.M. and Berry, A.J., "Further Studies On Lateral Load Distribution Using a Finite Element Method", Transportation Research Record 1072, Transportation Research Board (TRB), Washington, D.C. 1986. 9. Arendts, J., "Study Of Experimental and Theoretical Load Distribution In Highway Bridges”, M.S. Thesis, Iowa State University, December, 1967. 10. Gurbuz, Orhan, Theories of Transverse Load Distribution On Simple-Span (non-skewed) Beam-And-Slab Bridges", M.S. Thesis, Iowa State University, 1968. 11. Sanders, W.W., Jr. and Elleby, H.A., "Distribution of Wheel Loads On Highway Bridges", NCHRP Report 83, 1970 12. Jones, R.A., "A Simple Alogorithm for Computing Load Distribution In Multi-Beam Bridge Decks", ARRB (Australia Road Research Board) proceedings, Vol. 8, 1976. 13. McDougle, E.A., Bryan, R.H., Burdette, E.G. and Goodpasture, D.W., "Lateral Load Distribution For Two Continuous Steel Girder Highway Bridges", Transportation Research Record 607, 1976. 14. Culham, G.A. and Ghali, A. "Distribution Of Wheel Loads on Bridge Girders", Canadian Journal of Civil Engineering, Vol. 4,1977." In Composite Steel Structures, 53. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-13.

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Rex, Clinton O., and W. Samuel Easterling. "Finite element modeling of partially restrained beam-to-girder connections." In Connections in Steel Structures III, 1–10. Elsevier, 1996. http://dx.doi.org/10.1016/b978-008042821-5/50060-2.

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Sennah, K. M., M. H. Marzouck, and J. B. Kennedy. "Horizontal Bracing Systems for Curved Steel I-Girder Bridges." In Structural Engineering, Mechanics and Computation, 599–606. Elsevier, 2001. http://dx.doi.org/10.1016/b978-008043948-8/50064-3.

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"Furthermore, the line of trucks was positioned in additional three positions over girder 5; one east of the instrumented splice towards pier 4, the second west of pier 3 towards pier 2 and the third east of pier 4 towards pier 5. In the final position the trucks were side by side across the width of the bridge at the middle of span 4, as shown in Figure (4). Stresses calculated from measured strains agree reasonably well with those analytically calculated due to the weight of the wet concrete. The stresses given in Table (1) are basically due to the weight of the eist bound lanes' wet concrete and are calculated assuming no composite action between steel and concrete; as was the case. Furthermore, under the weight of the wet concrete the diaphragms connecting girder 5 to girder 4 were only loosely connected. Under the truck loads, the deck slab acts compositly with the steel girders. In this case the stresses calculated from measured strains differ from those analytically calculated in distribution and magnitude, as can be noted from Table (2). The calculated stresses were based on AASHTO load distribution method; and composite-beam action was considered using an effective slab width as recommended by AASHTO Standard Specification. The analytical stresses in load cases 4, 5 and 6 are all zero since according to AASHTO girder 5 will be subjected to loads only when the wheels are within the two adjacent slab spans, i.e. between girders 4 and." In Composite Steel Structures, 49–50. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-10.

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Conference papers on the topic "Steel I-beams Girders Steel, Structural"

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Madhavan, Mahendrakumar, and James S. Davidson. "Flange Compactness Definition for Horizontally Curved I-Girders." In 10th Pacific Structural Steel Conference (PSSC 2013). Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7137-9_014.

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Van Wittenberghe, Jeroen, and Filip Van Den Abeele. "Fatigue Design of Hybrid Welded Steel Beams." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-19043.

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Abstract Hot rolled sections such as I- and H-beams are commonly used as structural elements in offshore platforms. They exhibit a superior fatigue life compared to welded sections due to smooth corners and the absence of welds between the flange and web plates. Hence, when loaded in fatigue, the butt welds joining different sections are the hotspots in the design. Due to the size of the rolling installations, the maximum height for such sections is limited. To overcome these limitations, a hybrid welded beam concept is studied. This concept consists of 2 hot rolled T-sections with a plate welded in between to form an H-beam with increased section height. The advantage of this approach is that it maintains the smooth corners of the hot rolled sections and places the longitudinal welds closer to the neutral axis of the beam where the stress levels in bending are reduced compared to the flange-web interface. Hence, the butt weld between different beam sections remains the hotspot instead of the longitudinal weld. In the present work the fatigue design of such hybrid welded beams is studied. As part of this research, an efficient experimental assessment methodology is proposed. Fatigue tests are performed on a large-scale resonant bending test setup allowing a testing frequency of around 30 Hz. Tests are performed on HISTAR HE girders with a section height of 696 mm and 524 mm. As a reference, fatigue tests are performed on hot rolled HE beams joined by butt welding. Hybrid welded beams will be tested in the same setup at a later stage. During the tests, fatigue crack initiation is detected using an acoustic emission system. Further crack propagation is monitored through local strain measurements and by intermediate inspections during the tests. In addition, the beach marking method is applied, allowing to investigate the evolution of the crack front by post-mortem analysis.
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Arimura, Kentaro, Takashi Yamaguchi, Kohei Funayama, and Naoto Hirosawa. "Analytical Study on Bearing Capacity as a Structural System of Corroded Steel Bridge." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1393.

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<p>Deterioration of the road bridge built in the high growth period has become a big problem in Japan. Half of the reasons for rebuilding steel bridges are due to corrosion and many studies have been conducted on the load carrying capacity of girders with corrosion damage. On the other hand, the bridge is composed of multiple members such as main girder, lateral bracing and sway bracing. These members do not behave independently but behave as a structural system and have high redundancy. Many previous studies have focused on the load carrying capacity of corroded members independently and few studies focused on the evaluation of the system behavior and load carrying capacity of the bridge structures. It is required to clarify the structural system behavior of the bridge for more rational bridge design and repair reinforcement. In this study, full‐scale FE analysis for most standard steel I‐girder bridge considering corrosion damage was performed, and redundancy of the bridge structural system was examined varying corrosion position, corrosion degree, and number of main girder. According to the analysis results, a healthy girder resists the external load even after a girder with corrosion reaches the maximum load capacity and was confirmed that the maximum load capacity of the bridge system is much higher than that of the corroded girder end and has high redundancy. Furthermore, the difference on load‐bearing capacity when the number of main girders is changed are clarified focusing on l collapse process.</p>
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Oura, Ryoga, Takashi Yamaguchi, and Kentaro Arimura. "Analytical study on repair method for steel I-girder bridges with corrosion damage considering its structural system behavior." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0382.

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<p>Bridges are composed by many structural members which interact with each other to resist against various load combinations. Considering damage repair of one of its structural members, the relationship between the recovery of the individual load-carrying capacity due to the repair of a single member and the improvement of the load-carrying capacity of the structural system is not clear. In the present study, a full-scale FE analysis has been conducted for a steel I-girder bridge system with corrosion damages which have been repaired. The analysis considered, the structural system behavior, varying the repaired areas and the type of patch members. From the analytical results, it was found that, compared to the method in which the damaged portion is completely repaired, the amount of repair can be reduced by taking into account the structural system behavior and partially repair both the damaged and the adjacent intact girders.</p>
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Jáger, Bence, G. Németh, Nauzika Kovács, Balázs Kövesdi, and M. Kachichian. "Push-out tests on embedded shear connections for hybrid girders with trapezoidal web." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7158.

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Hybrid girders with corrugated web are increasingly used in bridge engineering due to its numerous favorable properties. For the web-to-slab connection different layouts have been developed in the past, however, just a few design proposals can be found in the international literature for the determination of the connection’s resistance, especially for the embedded types. In case of these connections the corrugated web is simply embedded into the concrete slab strengthened by transverse rebars through concrete dowels or horizontal headed studs welded to the web. The aim of the current research program is to investigate the structural behavior and the shear capacity of embedded connections by full scale push-out tests. In the current paper the results of 5 push-out tests are introduced having different embedded connection types investigating (i) the effect of the embedding depth, (ii) the existence of the concrete dowels (through cut-outs in the steel web) with transverse rebars and (iii) the influence of the steel flange. These parameters may have significant influence on the behavior and capacity of embedded type connections, which are studied in the research program. During the tests the applied load and the slip between the steel web and concrete slabs are measured in order to study the initial stiffness, the ductility and the shear capacity of the connections.
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Vlasic, Andjelko, Mladen Srbić, and Gordana Hrelja Kovačević. "Comparative analysis and applicability of optimal composite sections for small to middle span girder bridges." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1269.

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<p>Paper reports findings from parametric analysis of open section constant height composite bridges with considered spans ranging from 20 to 70 m (for larger spans closed box girder section is recommended). For these spans, girder structural system is analyzed for permanent and traffic loads, and thus steel quantity determined according to Eurocode limit states. For each span, possible sections comprise various “<span>I</span>” girder types and various number of girders determined from variable bridge width, distinguishing two groups of sections – sections with only two main girders (comprising hunched deck plate of variable thickness) and sections with more than two girders (comprising constant thickness deck plate). Other considered parameters are section height, steel flange width and occurrence of web stiffeners for buckling verification. Analysis is performed on finite element models, according to typical construction stages, where composite section is activated only for loads applied after in‐situ concreating of deck slab. For each variable set, needed steel quantity is recorded. Graphical representation of all results is plotted in diagrams, showing section types and steel quantity for a given range of span lengths. In conclusion, comments are given for use of composite cross sections according to the bridge span length and width.</p>
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Hołowaty, Janusz. "Maintenance repair by welding of badly-corroded railway bridge." In IABSE Conference, Copenhagen 2018: Engineering the Past, to Meet the Needs of the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/copenhagen.2018.211.

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Remedial repairs were carried out on a railway bridge with severe corrosion damage to its steelwork as part of a project to open the passage of freight trains to a railway line in the Upper Silesia region in southern Poland. The bridge was constructed in 1907, using rimmed mild steel for the riveted plate girder superstructures . While the bridge retrofitting plan was being drawn up, the chemical composition of its structural steel members was assessed, and the ste el'' s weldability was confirmed via tensile tests and carbon equivalents. The existing steelwork was strengthened by restoring section losses in the main girders and end cross beams. The stnuctural integrity of the badly-corroded steelwork was recovered, allowing the return of both freight and passenger trains to the railway line.
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Liu, Yong, Lanhui Guo, and Zhiguo Li. "Flexural behavior of steel-concrete composite beams with U-shaped steel girders." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7922.

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This paper focuses on a new type of steel-concrete composite beams consisting of U-shaped steel girders and angle connectors. Compared with conventional composite beams consisting of wide flange girders and headed stud connectors (or short channel connectors), the composite beams considered in this study have favorable flexural performance while reducing the excessive costs and potential construction challenges due to installation of the stud and/or channel shear connectors. Through four-point bending tests on five specimens, this research team experimentally investigated flexural behavior of such new composite beams. The five specimens were varied to have different angle connector intervals and installation locations. Test results showed that composite beams with angle connectors welded to the webs of U-shaped steel girder failed in brittle failure modes while composite beams with angle connectors welded on the top flange of U-shaped steel girder failed in ductile failure mode. Moreover, finite element analysis were performed and the results were verified by the experimental results. According to the parametric analysis results, concrete strength has little effect on flexural behavior of composite beams while increasing yield stress of steel girder could significantly increase the flexural resistance but could not change the initial stiffness. Increasing the height of steel girder, the thickness and width of bottom flange are recommended to improve the flexural behavior of composite beams.
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Traykova, Marina D., Lazar D. Georgiev, Stoyan D. Ivanov, and Emad G. Abdulahad. "Research in the application of UHPFRC for strengthening existing structures in Bulgaria." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.2552.

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<p>This article reviews the possibilities of the application of Ultra-High Performance Fiber Reinforced Concrete (UHPFRC) for strengthening existing steel and concrete structures in Bulgaria. Although the application of UHPFRC in structural engineering is increasing worldwide in the last decades, both for strengthening and for new designs, in Bulgaria it is still highly restricted. This is mainly due to the lack of experience and knowledge in design engineers, contractors and clients.</p><p>In order to investigate the possibilities of its local production in concrete plants and to gain experience in its application for strengthening existing structures a research project in the University of Architecture, Civil Engineering and Geodesy in Sofia has started recently. Under this project strengthening of steel orthotropic bridge decks as well as reinforced concrete beams is envisaged. The strengthened specimens will be tested in laboratory under static loading and the results are going to be compared with the test from non- strengthened ones. All specimens are full scaled as for the orthotropic deck only a segment between two cross girders is considered.</p><p>The results and experience gained from the research project will be used in the future to promote the application of UHPFRC in Bulgaria for durable reinforced concrete repairs and strengthening of existing steel bridges with orthotropic decks.</p>
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Bougacha, Samir, Hongwei Cai, Jeffry Booher, and Marshall Newlin. "Rational Analysis for Understanding Skewed Steel Bridge Cross-Frame Behavior." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1371.

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<p>The design of skewed I-girder steel bridges is common throughout the country. Such bridges have been fabricated and constructed and have generally performed well. Where issues have been encountered, they were primarily related to bridge construction and, quite often to the torsional behavior of the severely skewed bridge superstructure. Until recently, there have been few analysis and design guidelines available to the structural designer on the construction engineering of the skewed I-girder bridges. AASHTO [1] specifies that the contract documents should state the fit condition for which the cross frames are detailed for I-girder bridges. Recommendations are also provided for the estimation of the cross frame locked-in forces. This paper presents a case study in a fit-up analysis of multi-span skewed I-girder steel bridge using 3D finite element method modeling. Fit-up analysis was carried out to evaluate girder’s web distortions, determine the cross- frames locked-in forces and compare them to the recent AASHTO’s recommendations. The paper should provide designers with a more detailed understanding of a bridge’s behavior in this condition as compared with the more generalized recommendations from AASHTO guidelines.</p>
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