Dissertations / Theses: 'Reinforced concrete arch bridges'

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Wang, Xin Jun. "Failure criterion for masonry arch bridges." Thesis, University of Dundee, 1993. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.318150.

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Breña, Sergio F. "Strengthening reinforced concrete bridges using carbon fiber reinforced polymer composites /." Full text (PDF) from UMI/Dissertation Abstracts International, 2000. http://wwwlib.umi.com/cr/utexas/fullcit?p3004223.

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BOY, SERPIL. "RETROFIT OF EXISTING REINFORCED CONCRETE BRIDGES WITH FIBER REINFORCED POLYMER COMPOSITES." University of Cincinnati / OhioLINK, 2004. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1078508332.

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Coulombe, Chantal. "Seismic retrofit of a reinforced concrete bridge bent." Thesis, McGill University, 2007. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=99754.

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This research project is the second part of a research program carried out by Itagawa (2005) who studied the seismic response of a half-scale model of an existing Montreal bridge built in the 1960's. This project studies the seismic behaviour of the retrofit carried out on the frame structure studied in the first part of the research program. The retrofit was made following the requirements of the current Canadian Highway Bridge Design Code (CHBDC). The philosophy of the CHBDC is to provide flexural yielding in the ductile elements so that brittle failure modes such as shear are prevented. This capacity-design approach resulted in a ductile response and significant energy dissipation of the retrofitted structure.
The retrofit was designed in accordance with the CHBDC provisions. The cap beam and the beam-column joint regions were strengthened with a reinforced concrete sleeve containing additional transverse and longitudinal bars so that plastic hinging would form in the columns. This retrofit represents minimum intervention to improve the response of the frame. The retrofit frame was then subjected to both gravity loads and reversed cyclic loading to simulate seismic loading on the structure. The predictions of the response of the retrofitted frame provided reasonable estimates of first yielding in the column and the general yielding of the frame. Although the columns would not meet the requirements for ductile columns, they had sufficient shear strength and did exhibit a displacement ductility of about 2.3.

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Eriksson, Viktor. "Design of Ultra High Performance Fibre Reinforced Concrete Bridges : A Comparative Study to Conventional Concrete Bridges." Thesis, Luleå tekniska universitet, Institutionen för samhällsbyggnad och naturresurser, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-75183.

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The use of Ultra High Performance Fibre Reinforced Concrete (UHPFRC) in the construction industry started in the 1990s and has since then been used for bridges all over the world. The mechanical properties and the dense matrix result in lower material usage and superior durability compared to conventional concrete, but the implementation of UHPFRC in the Swedish industry has been delayed. The most evident explanation, based on interview with industry representatives, as to why UHPFRC is not commonly used in Sweden are due to the lack of standards and knowledge. UHPFRC also has a high cement content and the cement industry contributes with high carbon dioxide (CO2) emissions to the total CO2 emissions in the world. This MSc Thesis looks into if a UHPFRC bridge is a feasible alternative to a conventional reinforced concrete structure bridge from design and material usage perspectives, regarding reduction of CO2 emissions. The project’s overall goal is to increase the knowledge in Sweden about the material, regarding the production, mechanical properties and behaviour of UHPFRC, and the design, regarding the difference in design between UHPFRC and conventional concrete bridges. To examine the material, a UHPFRC mixture with short straight steel fibres was developed. Specimens were tested to see how the different fibre contents affect the mechanical properties and which fibre content that is most favourable. Three different fibre contents were tested: 1.5%, 2.0% and 2.5% of the total volume of the mixture. The tested and evaluated mechanical properties were workability, flexural strength, tensile strength, fracture energy, compressive strength and modulus of elasticity. This study does not contain tests of durability of UHPFRC, however trough the literature review it was investigated to what extent the fibres affect the durability. It was concluded that an increase in fibre content results in improved mechanical properties, except for workability and in some cases when using a fibre content of 2.5%. The increase in the mechanical properties is due to the increased cracking resistance and the bond strength between the fibres and the matrix. The decrease in the mechanical properties, e.g. characteristic tensile strength and compressive strength of cylinders, for 2.5% in fibre content can be due to uneven fibre distribution and higher amount of air in the specimens which result in less strength. It was concluded that 2.0% in fibre content is most favourable. It was possible to conclude that the degradation of the fibres takes a long time, however not to what extent the fibres will affect the durability. To evaluate if UHPFRC is a viable economical and environmental alternative to regular concrete bridges, three cases of bridge design are considered. Two cases with UHPFRC (different thickness) and one case with conventional concrete. Up to 2017 only technical guidelines and recommendations for design with UHPFRC existed, but in 2017 the first approved standards in the world were published. The French national standards cover material (NF P18-470, 2016) and design (NF P18-710, 2016) and were used for the design process. The material usage regarding the amount of reinforced UHPFRC/concrete and steel reinforcement as well as the amount of CO2 emissions from the production of cement and steel (fibre and steel reinforcement) used for the bridges in the mid-span and at the support were investigated. The design process was also evaluated. It was concluded that the UHPFRC bridge with an optimized thickness was 47% lighter than the conventional concrete bridge, but the amount of CO2 emissions was still higher (e.g. 23% from the support). To be able to determine if a UHPFRC bridge is a feasible alternative to a conventional concrete bridge, with regards to the reduction of CO2 emissions, the CO2 emissions have to be observed in a wider perspective than only from the production of cement and steel, e.g. fewer transports and longer lifetime.
Användningen av ultrahögpresterande fiberbetong (UHPFRC) i anläggningsindustrin började på 1990-talet och har sedan dess använts till broar i hela världen. De mekaniska egenskaperna och den täta UHPFRC matrisen resulterar i lägre materialanvändning och bättre beständighet i jämförelse med konventionell betong, men användningen av UHPFRC har inte slagit igenom i den svenska industrin. De största förklaringarna till varför UHPFRC sällan används i Sverige är för att det inte har funnits kunskap och standarder. UHPFRC har också en hög cementhalt och cementindustrin bidrar med höga koldioxid (CO2) utsläpp till de totala CO2 utsläppen i världen. Den här masteruppsatsen skrevs för att undersöka om en UHPFRC bro är ett möjligt alternativ till en konventionell betongbro ur dimensionering- och materialanvändningssynpunkt med avseende på reduktion av CO2 utsläpp. Projektets övergripande mål är att öka kunskapen om materialet, med avseende på tillverkningen, de mekaniska egenskaperna och beteendet av UHPFRC, och dimensionering, med avseende på skillnaden i dimensionering mellan UHPFRC broar och konventionella betongbroar. I materialdelen utvecklades ett UHPFRC recept med korta raka stålfibrer. Provkroppar testades för att se hur olika fiberinnehåll påverkade de mekaniska egenskaperna och vilket fiberinnehåll som var mest gynnsamt. Tre olika fiberinnehåll testades: 1.5%, 2.0% och 2.5% av total volym av blandningen. De mekaniska egenskaperna som testades och utvärderades var bearbetbarheten, böjhållfasthet, draghållfasthet, fraktur energi, tryckhållfasthet och elasticitetsmodul. Beständigheten av UHPFRC testades aldrig men i vilken omfattning fibrerna påverkar beständigheten undersöktes i den litteraturstudie som skrevs inför testerna och tillverkningen av UHPFRC. Det konstaterades att en ökning i fiberinnehåll resulterade i en ökning av de mekaniska egenskaperna, förutom för bearbetbarheten och i vissa fall när ett fiberinnehåll av 2.5% användes. Ökningen av de mekaniska egenskaperna berodde på det ökande sprickmotståndet och bindningsstyrka mellan fibrerna och matrisen. Minskningen av de mekaniska egenskaperna, till exempel den karakteristiska drag- och tryckhållfastheten, när ett fiberinnehåll på 2.5% i cylindrar användes kan bero på ojämn fiberfördelning och större mängd luft i provkropparna vilket resulterar i lägre hållfasthet. Det konstaterades att ett fiberinnehåll på 2.0% var det mest gynnsamma. Det kunde inte konstateras i vilken omfattning fibrerna påverkar beständigheten men det kunde konstateras att nedbrytningen av fibrerna tar lång tid. I dimensioneringsdelen utformades tre slakarmerade balkbroöverbyggnader, i två fall var överbyggnaden med UHPFRC (olika tjocklekar) och i ett fall var den med konventionell betong. Fram till 2017 fanns det bara tekniska riktlinjer och rekommendationer för UHPFRC men 2017 publicerades de första godkända standarderna i världen. De franska nationella standarderna täcker material (NF P18-470, 2016) och dimensionering (NF P18-710, 2016) och användes vid dimensioneringen. Materialanvändningen med avseende på mängd armerad UHPFRC/betong och slakarmering och mängd CO2 utsläpp från produktionen av cement och stål (fibrer och slakarmering) som användes till broarna i mittenspannet och vid stöden undersöktes. Även dimensioneringsprocessen utvärderades. Det konstaterades att UHPFRC bron med optimerad tjocklek var 47% lättare än betongbron men mängden CO2 utsläpp var fortfarande högre (till exempel 23% högre från stödet). Det konstaterades att om det ska vara möjligt att fastställa att en UHPFRC bro är ett möjligt alternativ till en konventionell betongbro, med avseende på reduktion av CO2 utsläpp, måste CO2 utsläppen ses från ett bredare perspektiv än från bara produktion av cement och stål, till exempel mindre transporter och längre livslängd.

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Chera, Indumathi. "Crack detection technique for reinforced concrete bridge decks." Morgantown, W. Va. : [West Virginia University Libraries], 2003. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=3255.

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Thesis (M.S.)--West Virginia University, 2003
Title from document title page. Document formatted into pages; contains xii, 130 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 105-110).

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Tehrani, Payam. "Seismic behaviour and analysis of continuous reinforced concrete bridges." Thesis, McGill University, 2012. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=110577.

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This study focuses on the seismic analysis and behaviour of continuous 4-span bridges. Different methods of analyses including linear multi-mode analysis, inelastic time history analysis and incremental dynamic analysis (IDA) are used for the seismic evaluations of bridges in this study.This thesis includes two main parts. In the first part the seismic behaviour of bridges with different column heights (i.e., irregularity due to different column stiffnesses) is studied. The seismic evaluations are carried out in the transverse and longitudinal directions of bridges to recognize the important aspects which influence the seismic behaviour. Parametric studies were carried out for a number of bridges in the transverse and the longitudinal directions. To perform a large number of designs and analyses, a computer program was developed to design the bridges, perform the modelling and extract and evaluate the analysis results. The effects of different column heights, different column diameters, different superstructure mass and stiffness, as well as different abutment conditions on the seismic response of bridges were studied using elastic and inelastic analyses. The results from the elastic and inelastic analyses were compared to demonstrate the limitations of the linear analyses for the seismic design and evaluation of irregular bridges. The effects of including nonlinear abutment models with different stiffness and strengths were also studied in the longitudinal response of the bridges. Seismic ductility demands and concentration of ductility demands were evaluated and the maximum demand to capacity ratios were predicted for a wide range of bridges studied. The use of different regularity indices to predict the seismic response of bridges was also investigated.In the second part of the thesis, the use of incremental dynamic analysis for seismic evaluation of bridges is studied. The influence of different record selection methodologies including the UHS-based, CMS-based and epsilon-based methods on the predictions of the IDA results is investigated. In addition, the effects of different earthquake types including crustal, subduction interface and subduction inslab earthquakes on the IDA results are studied. Three large record sets were selected for three earthquake types and a fast algorithm was developed for the incremental dynamic analysis to evaluate the collapse capacity of different bridge configurations subjected to different earthquake types. The IDA results were also predicted for different subsets of records with specific characteristics. The effects of spectral shapes and epsilon values were also considered using seismic hazard deaggregation results.
Cette étude se concentre sur l'analyse sismique et sur le comportement des ponts à 4 portées continues. Différentes méthodes d'analyse, telles que la méthode multimode linéaire, la méthode temporelle non linéaire et la méthode d'analyse dynamique incrémentale (ADI), sont utilisées pour l'évaluation sismique de ponts.Cette thèse se divise en deux parties principales. Dans la première partie, le comportement sismique des ponts composés de colonnes de différentes hauteurs (c'est-à-dire, irrégularité causée par différentes raideurs de colonne) est étudié. Les évaluations sismiques sont réalisées dans les directions transversal et longitudinal des ponts afin de considérer les aspects importants qui influencent le comportement sismique. Des études paramétriques furent réalisées pour un certain nombre de ponts (c'est-à-dire 648 ponts dans la direction transversale et plus de 2500 cas dans la direction longitudinale). Afin d'effectuer un grand nombre de dimensionnements et d'analyses, un programme informatique fut développé pour dimensionner des ponts, effectuer la modélisation et extraire et évaluer les résultats d'analyse. Les effets de différentes hauteurs de colonne, de différents diamètres de colonne, de différentes masses et raideurs de la superstructure, et de différentes conditions de butée sur la réponse sismique des ponts furent étudiés en utilisant des analyses élastiques et inélastiques. Les résultats des analyses élastiques et inélastiques furent comparés afin de démontrer les limitations des analyses linéaires pour le dimensionnement et l'évaluation sismique des ponts irréguliers. Les effets sur la réponse longitudinale des ponts de modèles de butée non linéaires considérant différentes résistances et raideurs (incluant différentes longueurs d'espace de joint et différents nombres de piles) furent également étudiés. Les demandes sismiques en ductilité et la concentration des demandes en ductilité furent évaluées et la demande maximale des ratios en capacité fut prédite pour un large éventail de ponts étudiés. L'utilisation de différents indices de régularité pour prédire la réponse sismique des ponts fut aussi examinée.Dans la seconde partie de la thèse, l'utilisation de l'ADI pour l'évaluation sismique des ponts est étudiée. L'influence de différentes méthodes de sélection d'enregistrement (incluant les méthodes basées sur l'aléa sismique, le spectre moyen conditionnel et l'epsilon) sur les prédictions obtenues avec l'ADI est examinée. De plus, l'effet de considérer différents types de tremblement de terre (incluant des tremblements de terre de surface et de subduction) sur les résultats de l'ADI est étudié. Présentement, seulement les tremblements de terre de surface sont utilisés pour l'évaluation de la performance sismique des structures. Les procédures actuelles ne sont pas nécessairement appropriées pour les régions soumises à des tremblements de terre de subduction. Trois ensembles d'enregistrement furent sélectionnés pour trois types de tremblement de terre (c'est-à-dire un total de 3 x 78 = 234 enregistrements). Un algorithme à calcul rapide fut développé pour l'ADI afin d'évaluer la capacité à l'effondrement de différentes configurations de pont soumises à différents types de tremblement de terre. Les résultats de l'ADI furent également prédits pour différents sous-ensembles d'enregistrements ayant des caractéristiques spécifiques (c'est-à-dire des valeurs d'epsilon positives, des faibles facteurs d'échelle, etc.). Les effets des spectres de réponse et des valeurs d'epsilon furent aussi considérés en utilisant les résultats de désagrégation du risque sismique.

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Tantele, Elena A. "Optimisation of preventative maintenance strategies for reinforced concrete bridges." Thesis, University of Surrey, 2005. http://epubs.surrey.ac.uk/1058/.

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Zhang, Qi. "Performance based design and evaluation of reinforced concrete bridges." Thesis, University of British Columbia, 2015. http://hdl.handle.net/2429/55725.

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Performance based design (PBD) has been deemed as one of the most promising design methods in the past few decades. It reduces the uncertainties underline the tradition force based design (FBD) and acts as an efficient communication tool between technical and non-technical people. Canadian Highway Bridge Design Code (CHBDC) has initiated PBD in Canada in 2014, which brought in one of the biggest changes to the new version of the design code. For Lifeline bridges and irregular Major Route bridges, the code requires PBD to be used to explicitly demonstrate structural performance. As per the code, Regular Major Route bridges can be designed by using either FBD or PBD method. In this study, a multi-bent concrete highway bridge is designed using both FBD and PBD based on CHBDC 2014, and FBD based on CHBDC 2006. The evaluation of different designs is performed to determine which method is more conservative. Soil-structure interaction is incorporated using p-y method in the design and analysis. Dynamic time-history analyses are performed to assess the seismic performance. The assessment is based on the maximum strain limits from CHBDC 2014. The results reveal that the PBD in CHBDC 2014 is highly conservative in comparison with FBD in current and previous design codes. This is because CHBDC 2014 requires rebar yielding shall not happen at 1/475-year earthquake event. Eliminating rebar yielding at 1/475-year event may be very challenging to achieve in high seismic regions and 1/475-year event may dominate other design levels. After performing the PBD, a displacement based design approach is also used to examine the performance criteria from the code. It is shown that by using displacement based approach the PBD could be simplified for regular bridges. Additionally, a series of charts of column drift versus steel strain are presented to facilitate future engineering designs. At the end, the methodology of the next generation PBD is utilized to compare the seismic performance of bridges in terms of engineering demand parameters and decision variables.
Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate

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Prowell, Brian D. "The evaluation of corrosion inhibitors for the repair and rehabilitation of reinforced concrete bridge components." Thesis, This resource online, 1992. http://scholar.lib.vt.edu/theses/available/etd-09292009-020105/.

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Dung, Pham-Thanh. "Strengthening of concrete bridges using reinforced sprayed concrete under state and fatigue loading." Thesis, Queen Mary, University of London, 1997. http://qmro.qmul.ac.uk/xmlui/handle/123456789/1575.

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The Department of Transport's bridge assessment programme has revealed that a significant number of bridges are not strong enough to carry the much heavier commercial axle loads that will soon be applied to UK bridges. To address this problem, this research investigates a technique of strengthening concrete bridges by bonding and encapsulating an extra layer of reinforcement using sprayed concrete to the soffit of the bridge to increase the flexural capacity. An experimental investigation on approximately one eighth scale reinforced concrete slabs strengthened by different amounts of reinforcement placed at varying depths below the soffit and encapsulated by professionally applied dry-mix sprayed concrete, have shown that increased flexural capacity of up to eight times the original capacity is possible with no sign of breakdown of the bond at the soffit interface. Separate interface shear tests both direct and indirect were carried out and showed high shear capacities were obtained in all specimens. The susceptibility to weathering causing a breakdown of the interface bond was investigated by freeze-thaw tests. Fatigue load tests have also shown that the strengthened slabs have a similar life span to that of normal reinforced concrete. An analytical study was carried out, complemented by the fatigue load test results, to assess the life span of two highway bridges when subjected to fluctuating traffic loading, taking into account the proposed increasing use of heavier axle loads. All the slabs tested to failure under both static and fatigue loading failed in flexure and extremely good bond between the sprayed concrete layer and its substrate concrete was maintained right up to failure, even without shear connectors. The potential use of this technique in practice was therefore well demonstrated.

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Sasher, William C. "Testing, assessment and FRP strengthening of concrete T-beam bridges in Pennsylvania." Morgantown, W. Va. : [West Virginia University Libraries], 2008. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=5876.

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Thesis (M.S.)--West Virginia University, 2008.
Title from document title page. Document formatted into pages; contains viii, 177 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 130-136).

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Thornton, Nathan Paul. "Live Load Testing of Appalachia, Va Concrete Arch Bridges for Load Rating Recommendation." Thesis, Virginia Tech, 2012. http://hdl.handle.net/10919/35195.

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As Americaâ s infrastructure ages, many of the nationâ s bridges approach the end of their service life. In order to develop a method for handling the rising number of deficient and functionally obsolete bridges, nondestructive tests and evaluations must be undertaken. Valuable information from these tests regarding the strength and condition of bridges will help in making decisions about their rehabilitation and replacement.

Two adjoining open spandrel reinforced concrete arch bridges in downtown Appalachia, Virginia were selected for live load testing by Virginia Department of Transportation (VDOT). Both bridges have supported an increasing amount of extreme coal truck traffic throughout their service life and are essential to the efficient transport of coal in the region. Because of their age, having been built in 1929, and the amount of visible damage and repairs, VDOT was concerned about their remaining capacity and safe operation.

The live load tests focused on global behavior characteristics such as service strain and deflection as well as local behavior of the arches surrounding significant repairs. It was found that the strain and deflection data collected during load testing displayed linear elastic behavior, indicating excess capacity beyond the test loads. Also, given the loading applied, the measured strains and deflections were small in magnitude, showing that the bridges are still acting as stiff structures and are in good condition. Data collected during these tests was compared to results from a finite element model of the bridges to determine the coal truck size which is represented by the live load test loading configurations. The model comparisons determined the test loads produced comparable deflections to those produced by the target coal truck load. Through this approach, a recommendation was given to VDOT regarding the satisfactory condition of the aging bridges to aid in the process of load rating and maintenance scheduling for the two bridges.
Master of Science

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Berry, Michael Patrick. "Performance modeling strategies for modern reinforced concrete bridge columns /." Thesis, Connect to this title online; UW restricted, 2006. http://hdl.handle.net/1773/10117.

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Lea, Francesca C. "Uncertainty in condition and strength assessment of reinforced concrete bridges." Thesis, University of Cambridge, 2005. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.614976.

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Sterritt, Garry. "Probabilistic procedures for lifetime management of reinforced concrete highway bridges." Thesis, Imperial College London, 2000. http://hdl.handle.net/10044/1/63189.

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The UK’s bridge stock is deteriorating due to a number of mechanisms that affect concrete durability. These include carbonation, thaumasite sulphate reaction, alkali-silica reaction, chloride ingress, freeze-thaw action and fatigue. There are limited resources available to maintain the bridge stock in a safe and operable condition. It is therefore essential that available funds are used to optimum effect for inspections, maintenance, assessment, repair or replacement. If a short term view is taken to bridge management then it is highly likely that a future backlog of essential work will build up which will result in severe financial and operational difficulties. In this context, methodologies that can predict the time-dependent deterioration of RC bridges would be highly beneficial to bridge owners and maintaining agents when developing bridge management strategies. A methodology has been developed in this thesis to estimate the time-dependent deterioration and structural reliability of RC components. Only chloride induced deterioration was modelled because it was found to be the dominant mechanism in the UK. Probabilistic techniques and spatial analysis are used to model the uncertainty inherent to chloride induced deterioration. Code based limit state equations are used with the deterioration models to create time-dependent failure margins. Standard reliability methods (FORM/SORM) are then applied to estimate failure probability time profiles over the life of the bridge. Furthermore, classical and Bayesian statistical techniques are used to update deterioration/reliability predictions. The deterioration models produce plots of area initiated or delaminated as a function of time. These may be used to plan inspection times and types. The ensuing limit state reliability analysis produce probability of failure profiles which may be used as a comparative tool for assessing similar bridge/component types, and thus a bridge management strategy can be developed on the basis of perceived criticality. The updating techniques are used to illustrate how model predictions can be improved when site data becomes available. It is shown that the development of models using typically available site data can be beneficial to bridge owners, but the quantity of such data needs to be enhanced. This is particularly evident for the wide diversity of bridge structures in the UK.

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Bayani, Keivani Shahram. "Seismic evaluation of existing reinforced concrete bridges in Ottawa region." Thesis, University of Ottawa (Canada), 2003. http://hdl.handle.net/10393/26357.

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Many existing bridges, especially those built before 1970, were designed with minimum or no seismic considerations. Past experience has shown that such bridges are very vulnerable when subjected to moderate and strong earthquake motions. This was illustrated during the 1989 Loma Prieta, the 1994 Northridge, and the 1995 Kobe earthquakes, when many existing bridge collapsed or were severely damaged. Such a poor performance of the bridges was attributed primarily to the fact that the seismic effects were underestimated in the pre-1970's design practice. In Ottawa region, a great expansion of highway bridges occurred in the 1950's to 1970's, before modern bridge design codes were developed. Statistics show that the number of existing bridges designed according to substandard seismic codes is significantly larger than the number of new, well-designed bridges. Given this, it is essential to develop methods for evaluation and retrofit of existing bridges in order to reduce the risk from seismic actions. In this study, seismic evaluation was conducted to eight bridges located in the Ottawa region and designed according to the pre-1970's bridge codes. In addition, one new bridge, built 1994, was analyzed and was used as a reference case for comparing the performance of older and new bridges. Inelastic models were developed for each bridge and nonlinear dynamic analyses were conducted by using excitation motions compatible with the design spectrum for Ottawa, prescribed by the latest Canadian national code for bridge design. The performance of the bridges was assessed by analyzing the responses represented by curvature ductilities, shear demands, and lateral drifts. The results indicated that the performance of most of the selected bridges is acceptable for the seismic excitations used in this study.

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Hong, Tao. "Edge curling effect on interface delamination of concrete overlays for bridge decks." Morgantown, W. Va. : [West Virginia University Libraries], 2006. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=4897.

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Thesis (M.S.)--West Virginia University, 2006.
Title from document title page. Document formatted into pages; contains x, 131 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 114-117).

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Nicholas, Thomas. "Evaluation of strut-and-tie modeling for bridge pier applications." Morgantown, W. Va. : [West Virginia University Libraries], 2002. http://etd.wvu.edu/templates/showETD.cfm?recnum=2705.

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Thesis (M.S.)--West Virginia University, 2002.
Title from document title page. Document formatted into pages; contains xi, 122 p. : ill., map. Includes abstract. Includes bibliographical references (p. 114-116).

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McGowan, Kenneth. "Measurement and evaluation of the performance of an integral abutment bridge deck." Morgantown, W. Va. : [West Virginia University Libraries], 2005. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=3943.

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Thesis (M.S.)--West Virginia University, 2005.
Title from document title page. Document formatted into pages; contains viii, 112 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 104-107).

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Gross, Shawn Patrick. "Field performance of prestressed high performance concrete highway bridges in Texas /." Digital version accessible at:, 1998. http://wwwlib.umi.com/cr/utexas/main.

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Sun, Zhenhua. "Evaluation of concrete bridge deck overlays." Morgantown, W. Va. : [West Virginia University Libraries], 2004. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=3630.

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Thesis (M.S.)--West Virginia University, 2004.
Title from document title page. Document formatted into pages; contains xiii, 101 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 97-101).

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Birdsall, Aimee Worthen. "Effect of initial surface treatment timing on chloride concentrations in concrete bridge deck /." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd1695.pdf.

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Li, Xin Hughes Mary Leigh. "Finite element modeling of skewed reinforced concrete bridges and the bond-slip relationship between concrete and reinforcement." Auburn, Ala., 2007. http://repo.lib.auburn.edu/EtdRoot/2007/FALL/Civil_Engineering/Thesis/Li_Xin_24.pdf.

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25

Smolenski, Peter James. "Field instrumentation and live load testing to evaluate behaviors of three reinforced concrete bridge decks." Thesis, Montana State University, 2004. http://etd.lib.montana.edu/etd/2004/smolenski/SmolenskiP0805.pdf.

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26

Etcheverry, Leandro. "Evaluation of cathodic protection systems for marine bridge substructures /." Digital version accessible at:, 1998. http://wwwlib.umi.com/cr/utexas/main.

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27

Warren, Alexander V. R. "Empirical shear assessment of reinforced concrete bridge members." Thesis, Available from the University of Aberdeen Library and Historic Collections Digital Resources, 2008. http://digitool.abdn.ac.uk:80/webclient/DeliveryManager?application=DIGITOOL-3&owner=resourcediscovery&custom_att_2=simple_viewer&pid=25876.

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28

Smith, Jeffrey L. "LIFE-CYCLE COST ANALYSIS OF REINFORCED CONCRETE BRIDGES REHABILITATED WITH CFRP." UKnowledge, 2015. http://uknowledge.uky.edu/ce_etds/33.

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The deterioration of highway bridges and structures and the cost of repairing, rehabilitating, or replacing deteriorated structures is a major issue for bridge owners. An aging infrastructure as well as the need to upgrade structural capacity for heavier trucks adds to problem. Life-cycle cost analysis (LCCA) is a useful tool for determining when the deployment of fiber-reinforced polymer (FRP) composite components is an economically viable alternative for rehabilitating deteriorated concrete bridges. The use of LCCA in bridge design and rehabilitation has been limited. The use of LCCA for bridges on a project level basis has often been limited to the non-routine design of major bridges where the life-cycle cost model is customized. LCCA has historically been deterministic. The deterministic analysis uses discrete values for inputs and is fairly simple and easy to do. It does not give any indication of risk, i.e. the probability that the input values used in the analysis and the resulting life-cycle cost will actually occur. Probabilistic analysis accounts for uncertainty and variability in input variables. It requires more effort than a deterministic analysis because probability distribution functions are required, random sampling is used, and a large number of iterations of the life-cycle cost calculations are carried out. The data needed is often not available. The significance of this study lies in its identification of the parameters that had the most influence on life-cycle costs of concrete bridge and how those parameters interacted. The parameters are: (1) Time to construct the new bridge; (2) traffic volume under bridge (when applicable); (3) value of time for cars; and (4) delay time under the bridge during new bridge construction (when applicable). Using these parameters the analyst can now “simulate” a probabilistic analysis by using the deterministic approach and reducing the number of iterations. This study also extended the use of LCCA to bridge rehabilitations and to bridges with low traffic volumes. A large number of bridges in the United States have low traffic volumes. For the highway bridge considered in the parametric study, rehabilitation using FRP had a lower life-cycle cost when compared to the new bridge alternative.

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29

Choe, Do-Eun. "Seismic fragility estimates and sensitivity analyses for corroding reinforced concrete bridges." [College Station, Tex. : Texas A&M University, 2007. http://hdl.handle.net/1969.1/ETD-TAMU-2468.

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30

Lu, Ruodan. "Automated generation of geometric digital twins of existing reinforced concrete bridges." Thesis, University of Cambridge, 2019. https://www.repository.cam.ac.uk/handle/1810/289430.

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The cost and effort of modelling existing bridges from point clouds currently outweighs the perceived benefits of the resulting model. The time required for generating a geometric Bridge Information Model, a holistic data model which has recently become known as a "Digital Twin", of an existing bridge from Point Cloud Data is roughly ten times greater than laser scanning it. There is a pressing need to automate this process. This is particularly true for the highway infrastructure sector because Bridge Digital Twin Generation is an efficient means for documenting bridge condition data. Based on a two-year inspection cycle, there is a need for at least 315,000 bridge inspections per annum across the United States and the United Kingdom. This explains why there is a huge market demand for less labour-intensive bridge documentation techniques that can efficiently boost bridge management productivity. Previous research has achieved the automatic generation of surface primitives combined with rule-based classification to create labelled cuboids and cylinders from point clouds. While existing methods work well in synthetic datasets or simplified cases, they encounter huge challenges when dealing with real-world bridge point clouds, which are often unevenly distributed and suffer from occlusions. In addition, real bridge topology is much more complicated than idealized cases. Real bridge geometries are defined with curved horizontal alignments, and varying vertical elevations and cross-sections. These characteristics increase the modelling difficulties, which is why none of the existing methods can handle reliably. The objective of this PhD research is to devise, implement, and benchmark a novel framework that can reasonably generate labelled geometric object models of constructed bridges comprising concrete elements in an established data format (i.e. Industry Foundation Classes). This objective is achieved by answering the following research questions: (1) how to effectively detect reinforced concrete bridge components in Point Cloud Data? And (2) how to effectively fit 3D solid models in the format of Industry Foundation Classes to the detected point clusters? The proposed framework employs bridge engineering knowledge that mimics the intelligence of human modellers to detect and model reinforced concrete bridge objects in point clouds. This framework directly extracts structural bridge components and then models them without generating low-level shape primitives. Experimental results suggest that the proposed framework can perform quickly and reliably with complex and incomplete real-world bridge point clouds encounter occlusions and unevenly distributed points. The results of experiments on ten real-world bridge point clouds indicate that the framework achieves an overall micro-average detection F1-score of 98.4%, an average modelling accuracy of (C2C) ̅_Auto 7.05 cm, and the average modelling time of merely 37.8 seconds. Compared to the laborious and time-consuming manual practice, the proposed framework can realize a direct time-savings of 95.8%. This is the first framework of its kind to achieve such high and reliable performance of geometric digital twin generation of existing bridges. Contributions. This PhD research provides the unprecedented ability to rapidly model geometric bridge concrete elements, based on quantitative measurements. This is a huge leap over the current practice of Bridge Digital Twin Generation, which performs this operation manually. The presented research activities will create the foundations for generating meaningful digital twins of existing bridges that can be used over the whole lifecycle of a bridge. As a result, the knowledge created in this PhD research will enable the future development of novel, automated applications for real-time condition assessment and retrofit engineering.

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31

Subramanian, Karthik. "Strengthening of reinforced concrete bridge deck panels with CFRP plates." Thesis, Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/19253.

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32

Oommen, Dony Cherian. "Carbon fiber reinforced latex modified concrete for bridge deck overlays." Morgantown, W. Va. : [West Virginia University Libraries], 2006. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=4760.

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Thesis (M.S.)--West Virginia University, 2006.
Title from document title page. Document formatted into pages; contains x, 103 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 84-87).

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33

Luo, Shiwei. "Evaluations of concrete overlays for bridge deck applications." Morgantown, W. Va. : [West Virginia University Libraries], 2002. http://etd.wvu.edu/templates/showETD.cfm?recnum=2699.

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Thesis (M.S.)--West Virginia University, 2002.
Title from document title page. Document formatted into pages; contains xi, 168 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 102-108).

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34

Weaver, Craig Aaron. "Behavior of FRP-Reinforced Glulam-Concrete Composite Bridge Girders." Fogler Library, University of Maine, 2002. http://www.library.umaine.edu/theses/pdf/WeaverCA2002.pdf.

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35

Choi, Hoon. "Effects of near-fault ground motion and fault-rupture on the seismic response of reinforced concrete bridges." abstract and full text PDF (free order & download UNR users only), 2007. http://0-gateway.proquest.com.innopac.library.unr.edu/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:3289465.

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36

Sheats, Matthew Reed. "Rehabilitation of reinforced concrete pier caps using carbon fiber reinforced composites." Thesis, Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/19490.

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37

Lee, Do Hyung. "Inelastic seismic analysis and behaviour of RC bridges." Thesis, Imperial College London, 1999. http://hdl.handle.net/10044/1/8936.

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38

Xu, Jian. "Rehabilitation of concrete highway bridge members using fiber-reinforced composites." Thesis, Georgia Institute of Technology, 1997. http://hdl.handle.net/1853/20180.

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39

McParland, Christopher. "The analysis of defect evolution in a set of reinforced concrete bridges." Thesis, University of Ulster, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.270462.

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40

Lou, Lei Zerva Aspasia. "Effect of the spatial variability of ground motions on the seismic response of reinforced concrete highway bridges /." Philadelphia, Pa. : Drexel University, 2006. http://hdl.handle.net/1860/1163.

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41

Xia, Jun. "Ultra-high performance fiber reinforced concrete in bridge deck applications." Doctoral diss., University of Central Florida, 2011. http://digital.library.ucf.edu/cdm/ref/collection/ETD/id/5086.

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The research presented in this dissertation focuses on the material characterization of ultrahigh performance fiber reinforced concrete (UHP-FRC) at both the microscopic and macroscopic scales. The macroscopic mechanical properties of this material are highly related to the orientation of the steel fibers distributed within the matrix. However, the fiber orientation distribution has been confirmed to be anisotropic based on the flow-casting process. The orientation factor and probability density function (PDF) of the crossing fiber (fibers crossing a cutting plane) orientation was obtained based on theoretical derivations and numerical simulations with respect to different levels of anisotropy and cut planes oriented arbitrarily in space. The level of anisotropy can be calibrated based on image analysis on cut sections from hardened UHP-FRC prisms. Simplified equations provide a framework to predict the mechanical properties based on a single fiber-matrix interaction rule selected from existing theoretical models. Along with the investigation of the impacts from different curing methods and available post-cracking models, a versatile parameterized uniaxial stress-strain constitutive model was developed and calibrated. The constitutive model was implemented in a finite element analysis software program, and the program was utilized in the preliminary design of moveable bridge deck panels made of passively reinforced UHP-FRC. This deck system was among the several alternatives to replace the problematic steel grid decks currently in use. Based on experimental investigations of the deck panels, failure occurred largely in shear rather than flexure during bending tests. However, this shear failure is not abrupt and usually involves large deformation, large sectional rotation, and wide shear cracks before loss of load-carrying capacity. This particular shear failure mode observed was further investigated numerically and experimentally.; Three-dimensional FEM models with the ability to reflect the interaction between rebar and concrete were created in a commercial FEM software to investigate the load transfer mechanism before and after bond failure. Small-scale passively reinforced prisms were tested to verify the conclusions drawn from simulation results. In an effort to improve the original design, several shear-strengthened deck panels were tested and evaluated for effectiveness. Finally, methods and equations to predict the ultimate shear capacity were calibrated. A two-dimensional frame element based complete moveable bridge finite element model was built for observation of bridge system performance. The model contained the option to substitute any available deck system based on a subset of pre-calibrated parameters specific to each deck type. These alternative deck systems include an aluminum bridge deck system and a glass fiber reinforced plastic (GFRP) deck system. All three alternatives and the original steel grid deck system were evaluated based on the global responses of the moveable bridge, and the advantages and disadvantages of adopting the UHP-FRC deck system are quantified.
ID: 029809726; System requirements: World Wide Web browser and PDF reader.; Mode of access: World Wide Web.; Thesis (Ph.D.)--University of Central Florida, 2011.; Includes bibliographical references.
Ph.D.
Doctorate
Civil, Environmental and Construction Engineering
Engineering and Computer Science

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42

Simon, Rodney. "Experimental investigation of repaired reinforced concrete highway bridge columns." Master's thesis, This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-03022010-020020/.

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43

Rubin, Ariel. "Strenghtening of reinforced concrete bridge decks with carbon fiber composites." Thesis, Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/19320.

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44

Mirzahassanagha, Zeinab, and Eva Malo. "Performance of reinforced concrete bridges strengthened with Carbon Fiber Reinforced Polymers : Case study: Essinge Bridge over Pampaslänken." Thesis, KTH, Bro- och stålbyggnad, 2021. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-301238.

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This master thesis deals with the performance of existing reinforced concrete bridges strengthened with externally bonded carbon fibre reinforced polymers (CFRP). One of the main aims of this work is to understand the functionality of such an external strengthening method applied to a concave surface in a heavy concrete structure such as a bridge. Another important goal is to investigate the bond behavior of this method. To accomplish the aforementioned aims a case study bridge is chosen to be examined. The Essinge bridge located in the central Stockholm, is the selected bridge in which this report will focus on. Externally strengthening an existing bridge is a method used to both preserve as well as improve the existing structure. Some examples justifying the need to use such a technique are: the degradation of materials or changes in the bearing capacity of the structure which might be the result of increased traffic loads. In the case of Essinge bridge, the structure is strengthened with externally bonded CFRP sheets after the extension of the bridge which led to changes in the statical mode of action of the structure. An additional reason which makes this case interesting to study is the ’’concave’’ surface on which the CFRP sheets are applied to. To study the Essinge bridge in detail, both a numerical analysis and a three-dimensional finite element model is used. All the numerical simulations are performed in the Abaqus software. It is important to mention that for the majority of the simulations a two-axle vehicle load of 300kN (per axle) is applied to the structure. Moreover, a quality assurance of the FE model is carried out to verify the functionality of the model. Some of the results coming from these analyses can be compared with measurements from the monitoring system placed on the bridge. Moreover, other simulation results could be compared with results coming from a test loading performed on the bridge on May 2021. From this comparison, a satisfactory agreement could be found in the peak values of normal strain in concrete and CFRP. Due to time limitations, only linear static analyses are performed. Consequently, in order to capture the non-linearity of the concrete, the Extended Finite Element Method (XFEM) available in Abaqus is used to model a possible crack in the concrete. More specifically, the crack is placed in the concrete part of the deck plate where the maximum value of normal stress is obtained. The bond behavior between the concrete and the CFRP sheets is modelled in two different ways. The first way represents a ’’perfect’’ bond between these two materials meanwhile the second one is based on the so-called Cohesive Zone Method (CZM). The fundamental difference between these two methods is that when using the CZM, a possible failure mode in the bond layer can be captured. Moreover, the input data and parameters defined in the CZM have a detrimental role in the obtained results. It can be noted that the results of the case study bridge cannot be generalized. On the other hand, a better understanding about the external strengthening method implemented on the example of Essinge bridge is obtained. By using the CZM, a vehicle load which could initiate damage in the bond layer could be found.
Detta examensarbete handlar om prestandan för befintliga betongarmerade broar som är externt förstärkta med kolfiberväv. Ett av huvudsyftena med detta arbete är att förstå hur en sådan förstärkningsmetod fungerar när den är applicerad på ett konkavt underlag av en tung betongkonstruktion, såsom en bro. Ett annat viktigt mål är att undersöka beteendet av bindningsskiktet som finns mellan betongen och kolfiberväven. För att uppnå de ovannämnda målen, undersöks en fallstudie bro. Bron över Pampaslänken, som ligger i centrala Stockholm, är den utvalda bron som denna rapport kommer att fokusera på. Att förstärka en befintlig bro externt är en metod som använts för att både bibehålla och förbättra den existerande strukturen. Några exempel som motiverar behovet av att använda en sådan metod är nedbrytning av material eller förändringar i konstruktionens bärförmåga som kan vara ett resultat av ökade trafikbelastningar. När det gäller bron över Pampaslänken, applicerades den externa förstärkningen efter breddningen av bron, vilket ledde till förändringar i strukturens statiska verkningssätt. En ytterligare anledning som gör detta fall intressant att studera är den konkava ytan för vilken förstärkningsmetoden används. För att studera bron över Pampaslänken i detalj, används både en numerisk analys samt en tredimensionell finit elementmodell. Alla numeriska simuleringar är utförda i programvaran Abaqus. Det är viktigt att nämna att för de flesta av simuleringarna appliceras en tvåaxlig fordonslast på 300kN (per axel) på konstruktionen. Dessutom genomförs en kvalitetssäkring av FE-modellen för att verifiera modellens funktionalitet. Några av resultaten från dessa analyser kan jämföras med mätningar från systemet med trådtöjningsgivarna som är placerade på bron. Andra simuleringsresultat kan jämföras med resultat som kommer från en provbelastning som utfördes på bron under maj 2021. Från denna jämförelse kan en överenskommelse hittas i de maximala töjningsvärdena i både betongen och kolfiberväven. På grund av tidsbegränsningar utförs endast linjära elastiska analyser. För att kunna fånga betongens olinjära beteende används den så kallade utvidgade finita elementmetoden (XFEM) som finns i Abaqus, för att modellera in en eventuell spricka i betongen. Mer specifikt placeras sprickan på den delen av farbaneplattan där de maximala normalspänningarna erhålls. Bindningsskiktet som finns mellan betongen och kolfibervävarna modelleras på två olika sätt. I det första sättet skapas ett ’’perfekt’’ band/skikt mellan dessa två material medan i det andra baseras modelleringen på den så kallade Cohesive Zone Method (CZM). Den grundläggande skillnaden mellan dessa två metoder är att när man använder CZM kan ett eventuellt vidhäftningsbrott fångas upp i bindningsskiktet. Dessutom har indata samt olika parametrar som är definierade i CZM, en stor påverkan på de erhållna resultaten. Det kan konstateras att resultaten från fallstudiebron inte kan generaliseras. Däremot har man fått en bättre förståelse för den externa förstärkningsmetoden som implementerats i bron över Pampaslänken. Genom att använda CZM hittas en fordonlast som kan orsaka skador i bindningsskiktet.

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45

Johnson, Nathan Stuart. "Large-scale experimental and analytical seismic studies of a two-span reinforced concrete bridge system." abstract and full text PDF (free order & download UNR users only), 2006. http://0-gateway.proquest.com.innopac.library.unr.edu/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:3210946.

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46

Pearson, Steven R. "On using vibration data to detect damage in model-scale reinforced concrete bridges." Thesis, University of Nottingham, 2003. http://eprints.nottingham.ac.uk/11239/.

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This thesis reports the findings of an investigation into the feasibility of using vibration characteristics to monitor the structural health of bridges. The study is the second part of a larger project commissioned by the UK Highways Agency into the investigation of possible monitoring methods that can be used in a pass/fail/monitor inspection programme. To this end, ten one-quarter-scale 5m span reinforced concrete bridge decks were fabricated and loaded incrementally to failure in the laboratory. The dynamic properties of the decks were investigated at each of the loading increments to evaluate their sensitivity to structural cracking using both free and forced vibration. The results indicated that, for the specimens tested, natural frequencies were, in general, more sensitive to the damage introduced than mode shapes. It was found that the support conditions affected the dynamic behaviour of the decks, and indeterminate boundary conditions caused significant variation in the vibration characteristics. This presented several problems in the analysis of the modal properties and, when combined with the damage introduced through static loading, caused some modes to disappear and new modes to be measured, whilst a number of modes also displayed an increase in natural frequency. The application of finite element model updating to determine reduction in flexural stiffness in the damaged areas of the deck provided a systematic method to investigate the condition of the deck. Updating was performed based on the natural frequencies of one symmetrically and one asymmetrically loaded deck, and the cracking observed under the loading, and offered results consistent with expectations. In summary, the evidence presented in this thesis suggests that the natural frequencies of the decks are, in general, more sensitive to the damage introduced than the mode shapes and consistent trends can be observed in the natural frequency change as the damage to the deck increases. However, the application of this method to indicate the structural condition of real bridges may be limited without further investigation as the vibration characteristics were affected by a number of factors arising from the realistic nature of the specimen, such as the three-dimensional distribution of the damage and the indeterminate nature of the support conditions.

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47

Balafas, Ioannis. "Fibre-reinforced-polymers versus steel in concrete bridges : structural design and economic viability." Thesis, University of Cambridge, 2004. https://www.repository.cam.ac.uk/handle/1810/284032.

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48

Allen, Peter A. "A study of fiberglass-reinforced plastic for reinforcing concrete bridge decks." Thesis, This resource online, 1995. http://scholar.lib.vt.edu/theses/available/etd-07112009-040533/.

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49

Brayack, Daniel A. "Technical and economic effectiveness for repair with FRP of concrete T-beam bridges case study for PennDOT-District 3 /." Morgantown, W. Va. : [West Virginia University Libraries], 2006. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=4684.

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Thesis (M.S.)--West Virginia University, 2006.
Title from document title page. Document formatted into pages; contains x, 95 p. : ill. (some col.), col. maps. Includes abstract. Includes bibliographical references (p. 83-84).

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50

Alexy, Jeffrey Kyle Barnes Robert W. "Near-surface mounted, fiber-reinforced polymer strips for negative-moment strengthening of concrete bridges--design methodology." Auburn, Ala, 2009. http://hdl.handle.net/10415/1736.

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Dissertations / Theses on the topic 'Reinforced concrete arch bridges'

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