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Alhasawi, Anas. "Computational tools for nonlinear analysis of steel and composite steelconcrete structures considering connection bahaviour : Application to buildings and bridges." Thesis, Rennes, INSA, 2017. http://www.theses.fr/2017ISAR0006/document.
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Cette thèse a pour objectifs de développer une modélisation aussi fine que possible des structures aciers et mixtes acier-béton sous sollicitations cycliques avec prise en compte d'une part du comportement des assemblages et d'autre part des non-linéarités géométriques et du contact à l'interface acier-béton. Notre attention porte en particulier sur l'assemblage de type poutre acier/mixte sur poteau métallique par platine d'extrémité boulonnée. L'objectif étant de proposer un modèle «élément fini» d'assemblage qui reproduit aussi fidèlement que possible le comportement cyclique de ce dernier pour ensuite l'assembler à un élément fini de poutre non-linéaire acier ou mixte avec prise en compte, pour ce dernier, du soulèvement à l'interface. Le travail se compose de 3 parties distinctes. Un premier modèle qui se base sur la méthode des composantes a été développé ayant pour objectif de suivre la déformation de chaque composante au cours des cycles et de prendre en compte les non-linéarités induites par la séparation entre la platine d'extrémité et la semelle du poteau auquel elle est boulonnée. Ce modèle type composantes, a été développé pour une rangée de boulons. Dans le cas le plus fréquent, de deux rangées de boulons, une résistance de groupe (en plus des résistances individuelles de chacune des rangées) est susceptible de se développer. Pour rendre compte de ce phénomène, nous avons implanté le modèle proposé par Cerfontaine qui repose sur la définition d'une surface de charge et une règle d'écoulement associée pour déterminer les allongements des ressorts équivalents. Seul le cas de plasticité parfaite est considéré. Il est mis en évidence que l'influence de l'effet de groupe s'avère non négligeable sur le comportement post-élastique de l'assemblage et donc de la structure. Dans une seconde phase, nous proposons un modèle de poutre métallique classique en grands déplacements (approche co-rotationnelle) avec rotules généralisées aux extrémités. Nous faisons l'hypothèse que les déformations plastiques sont concentrées aux rotules dont le comportement plastique est contrôlé par une surface de charge asymétrique (anisotrope) qui peut prendre différentes formes selon la valeur donnée à un facteur q dit « facteur de forme». Chacune de ces rotules plastiques comprend un ressort longitudinal pour l'effort normal Net un ressort spiral pour le moment fléchissant M. L'interaction (M-N) entre ces deux efforts dans le domaine plastique est régie par le critère de plasticité. Le modèle de rotule plastique généralisé proposé permet de rendre compte de l'adoucissement cyclique, de la ductilité et du « pinching effect ».Nous montrons aux travers de plusieurs exemples la pertinence mais également les limites d'une telle approche. Dans une troisième partie, nous proposons un nouvel élément fini de poutre mixte (à 6 ddl par nœud) en petits déplacements avec prise en compte de la non-linéarité matérielle de la poutre ainsi que du contact entre l'acier et le béton. Une stratégie efficace de type nœud mobile (Flying Node) est proposée pour déterminer l'étendue de la surface de contact au sein d'un élément fini et d'adapter le maillage de l'élément poutre/poteau. Pour la résolution du problème de contact, la technique du Lagrangien Augmenté a été retenue. On montre que dans certaines situations, le soulèvement modifie la redistribution des effortsThe goal of this thesis is to develop computational tools for the nonlinear analysis of steel and composite steel-concrete structures under cyclic loading taking into account the actual behaviour of joint, material and geometry non-linearities and contact conditions at the steel-to-concrete interface. In particular, our efforts focuses on typical bolted end-plate connection between steel or composite beam and steel column. The objective is to develop a new «joint finite element" able to reproduce accurately the cyclic behavior of the beam-to-column connection. Next this model is combined with a non-linear steel/composite beam element considering slip and possible uplift at the interface. The thesis consists of three major parts. The first part deals with the behavior of a steel beam-to-column bolted end-plate connection under arbitrarily cyclic loading. The proposed model is based on an improved component method that closely follows the deformation of each component taking into account non-linearities induced by possible gap between the column flange and the end-plate. This model has been developed for a single row connection. In the case of multiple row bolted connection group effects may develop. Possible group effect between two bolt-rows has been implemented considering the model proposed by Cerfontaine based on the definition of the multi-surface yield criterion and the associated flow rule that govern deformation of equivalent springs. Only the case of perfect plasticity is considered. It is shown that the influence of the group effect is not negligible on the nonlinear response of the joint. In the second part, we have developed a flexible co-rotational two-noded beam with generalized elasto-plastic hinges at the beam ends. It is assumed that plastic deformations concentrate at these hinges. These hinges have the ability to elongate/shorten along the beam axis and to rotate. A family of asymmetric and convex yield surfaces of super-elliptic shape is considered for the plastic behavior of the hinges. By varying the roundness factor, an infinite nun1ber of yield surface are obtained. It is shown that the nonlinear response of bolted connections subjected to both bending and tension are conveniently modeled with such a yield surface. It was observed that cyclic loading produces pinching effect, cyclic softening and ductile behavior. Advantages and limitations of the approach are discussed. Finally, the third part is dedicated to the problem of contact at the interface of steel-concrete composite beams. A "new" finite element for composite steelconcrete beam is proposed. The beam element has 6 degrees of freedom per node. The concrete beam is allowed to separate from the steel beam. An efficient contact algorithm is proposed. The Flying node concept is introduced and used to determine the extent of the contact area within a single element and modify the mesh of the beam structure. The contact problem is solve using the Augmented Lagrangian Method. The influence of contact on the loading capacity of the beam and its influence on some design variables are highlighted
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Jãuregui, David Villegas. "Measurement-based evaluation of non-composite steel girder bridges /." Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.
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Nagy, Gabor I. "Development of an optimized short-span steel bridge design package." Morgantown, W. Va. : [West Virginia University Libraries], 2008. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=5994.
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Thesis (M.S.)--West Virginia University, 2008.Title from document title page. Document formatted into pages; contains xiv, 153 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 113-114).
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Al-Shaleh, Khaled. "Optimum design of straight steel box girder bridges." Diss., Georgia Institute of Technology, 1993. http://hdl.handle.net/1853/15373.
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Zubeck, Michael W. "Nonlinear analysis of intermediate support regions of continuous span steel griders /." free to MU campus, to others for purchase, 2000. http://wwwlib.umi.com/cr/mo/fullcit?p9974706.
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Oesch, Everett Ralph. "Strength and performance field testing of hybrid HPS bridge A6101 /." free to MU campus, to others for purchase, 2003. http://wwwlib.umi.com/cr/mo/fullcit?p1418053.
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Freeman, Lora B. "Development of an optimized short-span steel bridge package." Morgantown, W. Va. : [West Virginia University Libraries], 2005. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=4310.
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Thesis (M.S.)--West Virginia University, 2005.Title from document title page. Document formatted into pages; contains xv, 141 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 139-141).
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Gandiaga, Lorehana. "Serviceability limits and economical bridge design." Laramie, Wyo. : University of Wyoming, 2009. http://proquest.umi.com/pqdweb?did=1939207291&sid=1&Fmt=2&clientId=18949&RQT=309&VName=PQD.
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Davidson, Michael. "Assessment of Passive Fire Protection on Steel-Girder Bridges." TopSCHOLAR®, 2012. http://digitalcommons.wku.edu/theses/1213.
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Bridges in the US are severely damaged or suffer collapse from fires at significant rates, even when compared to other hazards such as earthquakes. Fire-induced bridge collapses are perpetuated by the general lack of installed fire protection systems. Therefore, new materials and applications are needed to mitigate structural damage that can be caused to civil infrastructure by severe fires. Accordingly, the objective of this study is to further the development of new fire protection applications in transportation structures. Specifically, the investigation centers on the development of new applications in passive fire protection materials, within the context of shielding steel-girder bridges against severe fire effects. A steel-girder bridge has been selected for study, and a high-resolution finite element model has been formed based on the corresponding bridge structural drawings. Temperature-dependent structural material properties and thermal properties have been synthesized and incorporated into the model. Additionally, a representative fire scenario has been formed (in part) based on a recent fire incident that occurred at the selected bridge site. The fire scenario also incorporates the characteristics of a fully loaded gasoline tank truck fire, where a means of incorporating the severe fire into the finite element model (as thermal loading) has been identified and enacted. Coupled thermal-mechanical finite element analyses have been carried out using the (unprotected) steel-girder bridge model. An additional finite element simulation has been carried out, where the steel-girder bridge model has been fitted with a refractory cement material that insulates the underside of the bridge spans. Also, a finite element simulation has been carried out where the steel-girder bridge model has been fitted with intumescent coating material as insulation against fire effects. Both the refractory cement and the intumescent coating materials have been found to possess robust insulation characteristics from the simulation results. Namely, the finite element analysis results indicate that, in the event of a bridge fire, both materials are capable of preventing the buildup of damaging temperatures in underlying structural members. Accordingly, the refractory cement and intumescent coating materials have been identified as successful passive fire protection materials for the fire scenario and bridge case considered.
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Cullen, Lauren E. "An evaluation of the strength characteristics of horizontally curved steel I-girder bridges." Morgantown, W. Va. : [West Virginia University Libraries], 2007. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=5033.
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Thesis (M.S.)--West Virginia University, 2007.Title from document title page. Document formatted into pages; contains ix, 226 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 179-187).
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Patil, Shekhar S. "Engineering methodology for considering permanent metal deck forms for stability of bridges during construction." Birmingham, Ala. : University of Alabama at Birmingham, 2008. https://www.mhsl.uab.edu/dt/2008m/patil.pdf.
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Thesis (M.S.)--University of Alabama at Birmingham, 2008.Additional advisors: James Davidson, Jason Kirby, Talat Salama. Description based on contents viewed Feb. 11, 2009; title from PDF t.p. Includes bibliographical references (p. 97-99).
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Vuchi, Aditya. "Graphical user interface for three-dimensional FE modeling of composite steel bridges." Morgantown, W. Va. : [West Virginia University Libraries], 2005. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=4389.
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Thesis (M.S.)--West Virginia University, 2005.Title from document title page. Document formatted into pages; contains xi, 188 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 111-115).
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Hartnagel, Bryan A. "Inelastic design and experimental testing of compact and noncompact steel girder bridges /." free to MU campus, to others for purchase, 1997. http://wwwlib.umi.com/cr/mo/fullcit?p9841147.
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Sartorti, Artur Lenz. "Identificação de patologias em pontes de vias urbanas e rurais no municipio de Campinas-SP." [s.n.], 2008. http://repositorio.unicamp.br/jspui/handle/REPOSIP/257673.
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Orientador: Nilson Tadeu MasciaDissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil e Arquitetura
Made available in DSpace on 2018-08-12T06:32:42Z (GMT). No. of bitstreams: 1 Sartorti_ArturLenz_M.pdf: 8739751 bytes, checksum: b8c521a2573d5e6622b0d27a97dc444a (MD5) Previous issue date: 2008
Resumo: A existência de um grande número de pontes com problemas patológicos importantes motiva a pesquisa sobre este assunto. As pontes de pequeno e médio porte têm relevância significativa para o desenvolvimento econômico e social do país, pois devem assegurar o trânsito de pessoas, veículos e matérias primas e escoamento dos produtos gerados. No entanto, o estado precário em que se encontra grande parte das pontes em vias urbanas e rurais, dificulta o deslocamento, causando desconforto e insegurança aos usuários. Além disso, elevam-se os custos de transporte para os produtores e de manutenção para as prefeituras. Diante desta realidade, busca-se nesse trabalho, avaliar o estado de conservação de pontes de pequeno e médio porte em vias urbanas e rurais na região de Campinas (SP). Desta forma, um correto embasamento teórico do assunto permitirá a adoção da acertada atitude frente a um quadro patológico. Sendo assim, esta pesquisa foca uma ampla revisão bibliográfica abrangendo o estado-da-arte do projeto de pontes e da identificação das patologias nas estruturas metálicas, de concreto armado e/ou protendido e de madeira, e também visa estabelecer conceitos que serão aplicados quando da escolha do método corretivo. Além do embasamento teórico, buscou-se constatar "in loco" a manifestação de patologias em nove pontes na região do município de Campinas (SP), apresentando-se sugestões quanto à profilaxia e correção em cada caso. Para colaborar com as sugestões, foram desenvolvidos dois projetos de pontes tipo anexados à pesquisa, os quais são de estruturas mistas de aço-concreto e de madeira. Finalmente observa-se a partir da presente pesquisa, que existe a necessidade de um mapeamento rigoroso das pontes urbanas e rurais com vistas de elevar a vida útil e garantir maior segurança à sociedade.
Abstract: The existence of a great number of bridges with pathological problems motivates the research on this subject. The small and medium bridges have a main importance to the economic and social development of the country, due to they must guarantee the people, vehicle, and raw material transit and the flow of manufacture products. However, the precarious condition that a great part of the bridges is in the city and in the rural area and has difficult the movement, causing discomfort and insecurity to people. Besides, there is an increase of the cost of transport to the producer and of the maintenance to the town hall. In the presence of this reality, this work intends to evaluate the conservation state of small and medium bridges in the city and in the rural area in the region of Campinas (SP). Thus, a consistent theoretical base about this subject will permit to choose a right attitude on a pathological way and this research focuses on a complete review of bibliography covering the state-of-art of the bridge design and the pathological identify of steel, reinforced or prestressed concrete and wood structures and also will establish concepts that will be applied to the choice of a corrective method. Apart from this theoretical base, it was presented, "in loco", the pathological demonstration of nine bridges in the region of Campinas (SP), and proposed suggestions about the treatment and correction in each case. To collaborate with these suggestions, two pattern projects of bridges, which were of concrete and steel composite structure and of wood, were developed and annexed to this research. Finally, through this research it is noticed that there is a need of a rigorous mapping of the urban and rural bridges to elevate their useful life and to guarantee the right security to the society.
Mestrado
Estruturas
Mestre em Engenharia Civil
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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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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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Clingenpeel, Beth F. "The economical use of high performance steel in slab-on-steel stringer bridge design." Morgantown, W. Va. : [West Virginia University Libraries], 2001. http://etd.wvu.edu/templates/showETD.cfm?recnum=2235.
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Thesis (M.S.)--West Virginia University, 2001.Title from document title page. Document formatted into pages; contains xiii, 148 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 136-137).
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Hedric, Andrew C. "Dynamic Behaviors of Historical Wrought Iron Truss Bridges – a Field Testing Case Study." Thesis, University of North Texas, 2015. https://digital.library.unt.edu/ark:/67531/metadc822751/.
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Civil infrastructure throughout the world serves as main arteries for commerce and transportation, commonly forming the backbone of many societies. Bridges have been and remain a crucial part of the success of these civil networks. However, the crucial elements have been built over centuries and have been subject to generations of use. Many current bridges have outlived their intended service life or have been retrofitted to carry additional loads over their original design. A large number of these historic bridges are still in everyday use and their condition needs to be monitored for public safety. Transportation infrastructure authorities have implemented various inspection and management programs throughout the world, mainly visual inspections. However, careful visual inspections can provide valuable information but it has limitations in that it provides no actual stress-strain information to determine structural soundness. Structural Health Monitoring (SHM) has been a growing area of research as officials need to asses and triage the aging infrastructure with methods that provide measurable response information to determine the health of the structure. A rapid improvement in technology has allowed researchers to start using new sensors and algorithms to understand the structural parameters of tested structures due to known and unknown loading scenarios. One of the most promising methods involves the use of wireless sensor nodes to measure structural responses to loads in real time. The structural responses can be processed to help understand the modal parameters, determine the health of the structure, and potentially identify damage. For example, modal parameters of structures are typically used when designing the lateral system of a structure. A better understanding of these parameters can lead to better and more efficient designs. Usually engineers rely on a finite element analysis to identify these parameters. By observing the actual parameters displayed during field testing, the theoretical FE models can be validated for accuracy. This paper will present the field testing of a historic wrought iron truss bridge, in a case study, to establish a repeatable procedure to be used as reference for the testing of other similar structures.
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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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Guzda, Mark Richard. "Development of site-specific fatigue truck weights and truck volume." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file 1.18 Mb., p, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&res_dat=xri:pqdiss&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&rft_dat=xri:pqdiss:1435844.
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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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Kay, Thomas Sidney. "Numerical Modeling and Analyses of Steel Bridge Gusset Plate Connections." PDXScholar, 2011. https://pdxscholar.library.pdx.edu/open_access_etds/84.
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Gusset plate connections are commonly used in steel truss bridges to connect individual members together at a node. Many of these bridges are classified as non-load-path-redundant bridges, meaning a failure of a single truss member or connection could lead to collapse. Current gusset plated design philosophy is based upon experimental work from simplified, small-scale connections which are seldom representative of bridge connections. This makes development of a refined methodology for conducting high-fidelity strength capacity evaluations for existing bridge connections a highly desirable goal. The primary goal of this research effort is to develop an analytical model capable of evaluating gusset plate stresses and ultimate strength limit states. A connection-level gusset connection model was developed in parallel with an experimental testing program at Oregon State University. Data was collected on elastic stress distributions and ultimate buckling capacity. The analytical model compared different bolt modeling techniques on their effectiveness in predicting buckling loads and stress distributions. Analytical tensile capacity was compared to the current bridge gusset plate design equations for block shear. Results from the elastic stress analysis showed no significant differences between the bolt modeling techniques examined, and moderate correlation between analytical and experimental values. Results from the analytical model predicted experimental buckling capacity within 10% for most of the bolt modeling techniques examined. Tensile capacity was within 7% of the calculated tensile nominal capacity for all bolt modeling techniques examined. A preliminary parametric study was conducted to investigate the effects of member flexural stiffness and length on gusset plate buckling capacity, and showed an increase in member length or decrease in member flexural stiffness resulted in diminished gusset plate buckling capacity.
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Winterling, Jason. "Monitoring dead load and construction stresses of a heavily skewed HPS bridge." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file, 172 p, 2007. http://proquest.umi.com/pqdweb?did=1407500871&sid=15&Fmt=2&clientId=8331&RQT=309&VName=PQD.
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Fuganti, Paloma Toledo. "Análise dinâmica de uma ponte com protensão no extradorso." Universidade Tecnológica Federal do Paraná, 2012. http://repositorio.utfpr.edu.br/jspui/handle/1/499.
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A busca por estruturas mais esbeltas, economicamente viáveis e esteticamente atraentes impulsionou a evolução e inovação no ramo de pontes. A protensão, tanto interna quanto externa, tem sido usada em larga escala e devido à sua eficiência, diversas técnicas foram desenvolvidas e utilizadas, como os estais. A ponte extradorso é uma estrutura que mantém características das pontes de viga reta construídas por balanços sucessivos, assim como de pontes estaiadas. A ponte com protensão no extradorso é uma estrutura recente e inovadora, que ainda é pouco utilizada no Brasil. O conceito desenvolvido em 1988 foi construído pela primeira vez em 1994 no Japão. Por serem estruturas com extensos vãos e que podem sofrer vibração excessiva, quando submetidas a carregamentos dinâmicos de grande intensidade, como os carregamentos móveis, é importante analisar o comportamento destas. A dinâmica das estruturas engloba a determinação das frequências naturais e dos modos de vibração naturais da estrutura, assim como os possíveis deslocamentos, esforços internos, velocidade e acelerações. Os modelos computacionais, usando o princípio do método dos elementos finitos, quando devidamente utilizados, podem representar valores muito próximos à realidade da estrutura em serviço. Este trabalho tem a intenção de analisar o comportamento dinâmico da ponte situada na TO-010, entre Miracema e Lajeado, inaugurada em 2011, quando submetida a diferentes carregamentos móveis e com diferentes velocidades, comparando-os com a análise estática.Searching for more slender structures, economically viable and aesthetically appealing drove and innovation in the bridges. Prestressing, both internal and external, has been used on a large scale due to its efficiency; several techniques have been developed and used, as the stays. The extradosed bridge is a structure that retains characteristics of straight girder bridges built by successive balances, as well as cable-stayed bridge. Prestressing extradosed is an innovative new structure, which is not widely used in Brazil. The concept developed in 1988 was first constructed in 1994 in Japan. Because they are structures with long spans and can suffer excessive vibration when subjected to dynamic loading of high intensity such as live loads, it is important to analyze their behavior. The dynamic of structures includes determining the frequency and mode of natural vibration of the structure, as well as the possible displacements and internal forces. Computer models, using the principle of the finite element method, when properly calibrated, can represent values close to the reality of the structure in service. This paper intends to analyze the dynamic behavior of the bridge located in the TO-010, between Miracema and Lajeado, inaugurated in 2011, when subjected to different moving load, and moving at different speed, comparing them with the static analysis.
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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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Lindquist, Lisa. "Corrosion of steel bridge Girder anchor bolts." Thesis, Georgia Institute of Technology, 2008. http://hdl.handle.net/1853/24649.
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The research objectives for this project were to explicitly define the anchor bolt corrosion problem in the state of Georgia and recommend action to the Georgia Department of Transportation. The bearing assembly of concern is the plate bearing assembly, in which carbon steel and/or bronze plates are anchored by either carbon steel or stainless steel anchor bolts. Inspection report data revealed that anchor bolt corrosion was ubiquitous for all environments in Georgia; the problem was reported for 27% of the steel girder bridges throughout the state. Based on a synthesis of the field investigations, bolt failure analyses, laboratory experimental testing, and review of GDOT inspection report surveys, the corrosion of carbon steel anchor bolts is caused universally by concentration cell corrosion. Other corrosion mechanisms of concern are galvanic and crevice corrosion, which are both enhanced by the current bearing design.
Corrosion protection provided through zinc galvanization cannot sufficiently protect the carbon steel bolt for its entire service life. Corrosion potential and cyclic polarization data confirmed that ASTM Type 304, Type 316, Type 2101, and Type 2205 were protected from concentration cell and localized corrosion in the simulated bearing environment. Therefore, it is recommended that the stainless steel anchor bolts of these types be use in future designs and that the bolts should be electrically separated from all dissimilar metals using a Nylon or Teflon washer to prevent preferential corrosion of carbon steel. It is further recommended that the bronze lube plate should be eliminated entirely and that the bearing type should be a reinforced elastomeric bearing. Maintenance of existing sliding plate bearings should include regular cleaning by brushing away debris from the bearing surfaces, and bridges with carbon steel anchor bolts should be retrofitted to provide additional lateral restraint according to current maintenance procedures.
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Sabottka, Larissa. "Die eisernen Brücken der Berliner S-Bahn : Bestandsdokumentation und Bestandsanalyse /." Berlin : Mann, 2003. http://www.gbv.de/dms/bs/toc/361926936.pdf.
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Kirsch, Alexandra N. "Pittsburgh's Identity: Investigating the Relationship between Geography, Geology and the City's Social Development." Marietta College Honors Theses / OhioLINK, 2020. http://rave.ohiolink.edu/etdc/view?acc_num=marhonors1588383959132623.
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Chung, Hsin-yang Manuel Lance Frank Karl H. "Fatigue reliability and optimal inspection strategies for steel bridges." 2004. http://wwwlib.umi.com/cr/utexas/fullcit?p3143672.
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Pettus, Jeremy Glen. "Evaluation of experimental bridge Massman Drive bridge over Interstate 40 in Davidson County /." 2005. http://etd.utk.edu/2005/PettusJeremy.pdf.
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Thesis (M.S.) -- University of Tennessee, Knoxville, 2005.Title from title page screen (viewed on Sept. 6, 2005). Thesis advisor: Edwin G. Burdette. Document formatted into pages (xii, 85 p. : ill. (some col.)). Vita. Includes bibliographical references (p. 35-37).
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Chung, Hsin-yang. "Fatigue reliability and optimal inspection strategies for steel bridges." Thesis, 2004. http://hdl.handle.net/2152/28503.
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Structural reliability techniques can be employed to evaluate the fatigue performance of fracture-critical members in steel bridges. In this dissertation, two fatigue reliability formulations that can be applied for most details in steel bridges are developed. For details classified according to AASHTO fatigue categories, a limit state function related to the number of stress cycles leading to failure based on Miner’s rule is used; for details not classified according to AASHTO fatigue categories, a limit state function based on linear elastic fracture mechanics and expressed in terms of crack size and growth rate is employed. With the application of fatigue reliability analysis, a procedure for inspection scheduling of steel bridges is developed to yield the optimal (most economical) inspection strategy that meets an acceptable safety level through the planned service life. This inspection scheduling problem is modeled as an optimization problem with an objective function that includes the total expected cost of inspection, repair, and failure formulated using an event tree approach, with appropriate constraints on the interval between inspections, and a specified minimum acceptable (target) safety level. With the help of several illustrations, it is shown that an optimal inspection scheduling plan can thus be developed for any specified fatigue details or fracture-critical sections in steel bridges. A second optimal inspection scheduling procedure is formulated that takes into consideration crack detectability (or quality) of alternative nondestructive inspection techniques. This procedure based on Monte Carlo simulation of crack growth curves yields an optimal inspection technique and associated schedule for a given fracture-critical member in a steel bridge for minimum cost and a target safety level while also taking into account probability of detection (POD) data for candidate nondestructive inspection techniques. Comparisons between the reliability-based procedure and the POD-based procedure for optimal inspection scheduling are discussed. Both scheduling strategies, when contrasted with ad hoc periodic inspection programs for steel bridges, are recommended because they are rational approaches that consider the actual fatigue reliability of the bridge member and account for economy as well as safety.text
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Chen, Quan 1977. "Effects of thermal loads on Texas steel bridges." 2008. http://hdl.handle.net/2152/17802.
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The effects of thermal loads on steel bridges are not well understood. Although thermal effects are discussed in the AASHTO specifications, the appropriateness of the recommended thermal gradients is questionable. Thermal effects on the bridges can impact the design of the steel superstructure, the support bearings, and even the bridge piers. Previous field monitoring of steel trapezoidal box girder bridges has shown that thermal stresses on the order of ±5 ksi were not uncommon under regular daily thermal cycles. Stresses induced during annual thermal cycles may be potentially larger than those during daily thermal cycles. Recent data has shown that the bearings that are to allow the girders to expand and contract freely due to thermal movements are not frictionless. Because of the bearing friction, the supporting piers must flex to accommodate the bridge movements. In curved girder applications, questions have been raised by designers and contractors regarding the proper orientation of guided bearings. This research study includes field measurements, laboratory tests and finite element parametric analyses. The bearings of nine bridges in the Houston area have been instrumented and monitored for more than a year to measure bearing movements due to changes in temperature. Instrumentation of the steel girders on one of the Houston bridges was made utilizing thermocouples and vibrating wire strain gages to measure temperature distribution and thermal stresses. In addition, strain gages and thermal couples were applied to the steel girders and concrete bridge deck on a simple twin box girder bridge located at the Ferguson Structural Engineering Laboratory in Austin, Texas. The data from the field monitoring and laboratory tests were used to validate a finite element model. Based on this model, a detailed parametric study was conducted to investigate the effects of bridge configuration. It is found that under the given weather conditions, the most critical thermal loads are achieved under the following bridge configurations: N-S bridge orientation, shorter lengths of the concrete deck overhang, deeper steel girder webs, thinner concrete decks, and larger spacing between two box girders. To evaluate the effect of environmental conditions and obtain extreme thermal loads for design purposes, the most critical configuration of bridge sections was modeled for thermal analysis with Texas weather data from 1961 to 2005 as the input environmental conditions. Four cities were considered to bound Texas weather conditions. Based on the thermal analyses, a 45-year sample data of thermal parameters were used to describe the temperature field over a section. Extreme value analyses of the sample data were performed to obtain the relationship between thermal loads and return periods. The thermal loads with 100-year return period were compared to the ones suggested by AASHTO. The thermal loads with 100-year return period were used to investigate structural response. The effect of bearing orientation and the point of fixity were studied. A rigid body model was proposed to estimate thermal movements at the ends, which matched those obtained from field monitoring and finite element analysis. The maximum possible thermal stresses were also evaluated. Design suggestions are put forward based on the analysis.text
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Chen, Brian Scott Yura J. A. Frank Karl H. "Top-lateral bracing systems for trapezoidal steel box-girder bridges." 2002. http://wwwlib.umi.com/cr/utexas/fullcit?p3108484.
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Kowalkowski, Keith J. "Effects of multiple damage-heat straightening repair cycles on the structural properties and serviceability of steel beam bridges." 2005. http://docs.lib.purdue.edu/dissertations/AAI3198164/.
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Javidi, Niroumand Saeed. "Resistance mechanism of simple-made-continuous connections in skew and non-skew steel girder bridges using conventional and accelerated types of construction." 2009. http://proquest.umi.com/pqdweb?did=1936813651&sid=2&Fmt=2&clientId=14215&RQT=309&VName=PQD.
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Thesis (Ph.D.)--University of Nebraska-Lincoln, 2009.Title from title screen (site viewed April 22, 2010). PDF text: xx, 238 p. : ill. (chiefly col.) ; 24 Mb. UMI publication number: AAT 3386943. Includes bibliographical references. Also available in microfilm and microfiche formats.
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Chen, Brian Scott. "Top-lateral bracing systems for trapezoidal steel box-girder bridges." Thesis, 2002. http://hdl.handle.net/2152/494.
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DePiero, Anthony H. "High cycle fatigue modeling and analysis for deck floor truss connection details." Thesis, 1997. http://hdl.handle.net/1957/33707.
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The Oregon Department of Transportation is responsible for many steel deck truss bridges containing connection details that are fatigue prone. A typical bridge, the Winchester Bridge in Roseburg, Oregon, was analyzed to assess the loading conditions, stress levels, and fatigue life of the connection details. The analysis included linear-elastic beam analysis, 2D and 3D finite element modeling, and fatigue modeling. A field identification methodology was developed to expand the analysis to other steel deck truss bridges. Five retrofit strategies were investigated to determine their effectiveness in reducing the stress ranges developed in the connection details.Graduation date: 1998
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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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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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Takamori, Hiroyuki. "Improving fatigue strength of welded joints /." Diss., 1999. 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:9955177.
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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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Lee, Sangwook. "Digital color image processing system for civil infrastructure health assessment and monitoring steel bridge coating case." 2005. http://docs.lib.purdue.edu/dissertations/AAI3191509/.
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Thesis (Ph. D.)--Purdue University, 2004.Includes vita. Includes bibliographical references (leaves 154-160). Also available online via the Purdue University website (http://docs.lib.purdue.edu/).
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Hafner, Anthony G. "Experimental research on the behavior and strength of large-scale steel gusset plates with sway-buckling response including effects of corrosion and retrofit options." Thesis, 2012. http://hdl.handle.net/1957/28486.
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The collapse of the I-35W Bridge in Minneapolis, MN on August 1, 2007 brought into question the design and inspection of gusset plates in steel truss bridges. The experimental tests performed in this research study the sway-buckling strength and behavior of large-scale steel gusset plates in an isolated truss connection. Parameters studied include plate thickness,combination member loading, initial out-of-plane imperfection, diagonal compression member out-of-plane flexural stiffness, corrosion, and alternative retrofits to increase lateral stiffness. The flexural stiffness of the diagonal compression member and retrofit designs were unique to
the testing program. The variables monitored during testing include gusset plate surface stresses and strains, member axial strains, out-of-plane displacement of the gusset plate free
edge, and buckling capacity. The results were compared with previously established design models for predicting buckling capacity of gusset plates which include the Whitmore effective
width, the Modified-Thornton method, and the FHWA Load Rating Guidelines. A parametric finite element model was developed to determine the lateral stiffness of the gusset plate
connection and the additional stiffness provided by the alternative retrofit options.
The results showed interaction between the diagonal compression member and gusset plate occurs, which affects sway-buckling capacity. Combination of member loads showed evidence of detrimental effects on sway-buckling capacity. Corrosion of the gusset plates along the top edge of the bottom chord did not lead to significant reduction in sway-buckling capacity. The two retrofit designs showed increases in both lateral stiffness and buckling capacity as well as economic benefits over traditional retrofit methods. Comparison of the results to the current design guidelines showed that the current methods are conservative and
do not accurately represent the true behavior of gusset plate connections. The research concludes with two proposed models for future use in design and retrofit of gusset plates. The
first is a member-gusset plate interaction model based on a stepped column analogy that takes into account the effects of member flexural stiffness and gusset plate stiffness. The second is
a general design guideline developed for retrofit of gusset plate connections dominated by sway-buckling behavior which uses a stiffness based approach to increase the capacity of gusset plate connections.Graduation date: 2012
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Kwon, Gun Up 1977. "Strengthening existing steel bridge girders by the use of post-installed shear connectors." 2008. http://hdl.handle.net/2152/18079.
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A number of older bridges built before the 1970’s were constructed with floor systems consisting of a non-composite concrete slab over steel girders. Many of these bridges do not satisfy current load requirements and may require replacement or strengthening. A potentially economical means of strengthening these floor systems is to connect the existing concrete slab and steel girders to permit the development of composite action. This dissertation describes a research program investigating methods to develop composite action in existing non-composite floor systems by the use of postinstalled shear connectors. Three types of post-installed shear connection methods were investigated. These methods are referred to as the double-nut bolt, the high tension friction grip bolt, and the adhesive anchor. These post-installed shear connectors were tested under static and fatigue loading, and design equations for ultimate strength and fatigue strength were developed. These post-installed shear connectors showed significantly higher fatigue strength than conventional welded shear studs widely used for new construction. The superior fatigue strength of these post-installed shear connectors enables strengthening of existing bridge girders using partial composite design, thereby requiring significantly fewer shear connectors than possible with conventional welded shear studs. Five full-scale non-composite beams were constructed and four of these were retrofitted with post-installed shear connectors and tested under static load. The retrofitted composite beams were designed as partially composite with a 30-percent shear connection ratio. A non-composite beam was also tested as a baseline specimen. Test results of the full-scale composite beams showed that the strength and stiffness of existing non-composite bridge girders can be increased significantly. Further, excellent ductility of the strengthened partially composite girders was achieved by placing the postinstalled shear connectors near zero moment regions to reduce slip at the steel-concrete interface. Parametric studies using the finite element program ABAQUS were also conducted to investigate the effects of beam depth, span length, and shear connection ratio on the system behavior of strengthened partially composite beams. The studies showed that current simplified design approaches commonly used for partially composite beams in buildings provide good predictions of the strength and stiffness of partially composite bridge girders constructed using post-installed shear connectors.text
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Kriegl, Matthew J. "The preservation of historic, single-lane, metal truss bridges in Hunterdon County, New Jersey : issues, concerns, and techniques." 2011. http://liblink.bsu.edu/uhtbin/catkey/1640184.
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This study investigates the complex issues surrounding the preservation of historic, single-lane, metal truss bridges. Essentially functionally obsolete, these structures are targeted for replacement due to current government transportation policies, funding requirements, and safety concerns. After these issues are discussed, a series of case studies from Hunterdon County, New Jersey, will highlight multiple bridge rehabilitation projects in which designs and plans were modified to suit the unique situations and conditions of each of these structures, without compromising historic integrity and improving safety. These bridges have important cultural value, and although in some cases the original structure may be lost or wholly reconstructed, the historic character of the bridge and area is retained. This thesis illuminates the difficulties that need to be overcome in attempting to successfully preserve historic, single-lane bridges and their rural context (while maintaining transportation functionality), and illustrates the important role of community involvement in the preservation process.Department of Architecture