Relevant bibliographies by topics / Girders

Academic literature on the topic 'Girders'

Author: Grafiati
Published: 4 June 2021
Last updated: 4 March 2023

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Journal articles on the topic "Girders"

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Shawky, Wael, and Ghaidaa Nabil. "Experimental and numerical study for the post buckling behaviour of plate girders subjected to bending and shear." MATEC Web of Conferences 162 (2018): 04027. http://dx.doi.org/10.1051/matecconf/201816204027.

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This research offers experimental and numerical study for the ultimate strength analysis and post buckling behaviour of plate girders subjected to shear and bending stresses. Two Plate girders of length 2.5m are designed consisting from three separate structural steel plates welded together to form I - section. The dimensions of the first girder section is 512 mm × 120 mm while the second girder section is 412mm × 120 mm. Mechanical properties for plate girders components were found by testing three samples of each plate. The ultimate shear strength was found by examining two plate girders in the laboratory under concentrated load applied at the middle span. A numerical study of the tested plate girders was carried out by using the software program (ANSYS) to study the behaviour of girders steel under the influence of loads application. The results showed that the ratio of the experimental ultimate load strength to the numerical ultimate load strength is 97% 94% for plate girders 1 and 2 , respectively. For the part of using theoretical study. The results obtained from the equations , it was observed that the ratio of the experimental ultimate load strength to the theoretical ultimate load strength is 83% for plate girders1 and 90% for the plate girder 2.Through comparison between experimental, numerical and theoretical results it was observed good andacceptable agreement. Thus confirming the accuracy of the modelling between this methods and obtain convergent results in all cases. Also it was found when an increase in the depth of the web has effect in increasing the ultimate shear strength for plate girder by about 19%.
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Ezzeldin Yazeed Sayed-Ahmed. "Design aspects of steel I-girders with corrugated steel webs." Electronic Journal of Structural Engineering 7 (June 1, 2007): 27–40. http://dx.doi.org/10.56748/ejse.772.

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Corrugated web girders represent a new structural system emerged in the past two decades. The girder’s flanges provide the flexural strength of the girder with no contribution from the corrugated web which provides the girder’s shear capacity. Failure of the web occurs by steel yielding, web buckling or interactively between them. Lateral torsion and local flange buckling of corrugated web girders represent another two possible failure criteria. Here, the work previously performed by the author on corrugated web girders was compiled and presented in a comprehensive format. The starting point is the shear behaviour of the corrugated webs which is investigated focusing on the failure modes affecting the web design. An interaction equation that considers web buckling and yielding is proposed. Numerical analyses are performed to investigate the buckling modes of the corrugated web, verify the validity of the proposed equation and explore the post-buckling strength of corrugated web girders. The numerical model is extended to determine the critical moment causing lateral instability for corrugated web girders. The applicability of the critical moment design equations, currently used for plane web girders, to corrugated web girders is examined. The numerical model is then used to scrutinize the local buckling behaviour of the compression flange. The applicability of the currently used limiting values for the flange outstand-to-thickness ratios to corrugated web girders is investigated.
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Almoosi, Y., and N. Oukaili. "The Response of a Highly Skewed Steel I-Girder Bridge with Different Cross-Frame Connections." Engineering, Technology & Applied Science Research 11, no. 4 (August 21, 2021): 7349–57. http://dx.doi.org/10.48084/etasr.4137.

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Braces in straight bridge systems improve the lateral-torsional buckling resistance of the girders by reducing the unbraced length, while in horizontally curved and skew bridges, the braces are primary structural elements for controlling deformations by engaging adjacent girders to act as a system to resist the potentially large forces and torques caused by the curved or skewed geometry of the bridge. The cross-frames are usually designed as torsional braces, which increase the overall strength and stiffness of the individual girders by creating a girder system that translates and rotates as a unit along the bracing lines. However, when they transmit the truck’s live load forces, they can produce fatigue cracks at their connections to the girders. This paper investigates the effect of using different details of cross-frames to girder connections and their impacts on girder stresses and twists. Field testing data of skewed steel girders bridge under various load passes of a weighed load vehicle incorporated with a validated 3D full-scale finite element model are presented in this study. Two types of connections are investigated, bent plate and pipe stiffener. The two connection responses are then compared to determine their impact on controlling the twist of girder cross-sections adjacent to cross-frames and also to mitigate the stresses induced due to live loads. The results show that the use of a pipe stiffener can reduce the twist of the girder’s cross-section adjacent to the cross-frames up to 22% in some locations. In terms of stress ranges, the pipe stiffener tends to reduce the stress range by 6% and 4% for the cross-frames located in the abutment and pier skew support regions respectively.
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Zhao, Hang, and Bassem Andrawes. "Experimental Testing and Strut-and-Tie Modeling of Full-Scale Precast Concrete Girders with FRP Repaired End Regions." Applied Sciences 10, no. 17 (August 22, 2020): 5822. http://dx.doi.org/10.3390/app10175822.

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Bridges located in cold regions are susceptible to extreme deterioration due to harsh climate conditions. Distressing of girder’s end regions is among the most common damage types in these bridges. This work focuses on addressing this type of damage through the use of a fiber reinforced polymer (FRP) repair scheme. Three-point-bending tests are conducted on the control, damaged, mortar repair and carbon fiber reinforced polymer (CFRP) repair cases of bridge girders that are taken out of service. Test results are analyzed to investigate the effectiveness of FRP to repair precast concrete (PC) girders with damaged end regions. Furthermore, since the damage is mainly localized at girder’s end region where beam theory is invalid, the behavior of FRP repaired end region (D-region) is studied using the strut-and-tie method. Based on the test results, a strut-and-tie model (STM) is proposed to estimate the shear capacity of the girder with the FRP repaired end region. The outcome of the experimental work shows that the FRP laminate repair system is effective in recovering and improving the shear behavior of the girder including both peak force and ductility. The proposed STM can be used to predict the shear capacity of the PC girder with a similar damage pattern to the one considered in this study.
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Nguyen, Hue Thi, Hiroshi Masuya, Tuan Minh Ha, Saiji Fukada, Daishin Hanaoka, Kazuhiro Kobayashi, and Eiji Koida. "Long-term Application of Carbon Fiber Composite Cable Tendon in the Prestressed Concrete Bridge-Shinmiya Bridge in Japan." MATEC Web of Conferences 206 (2018): 02011. http://dx.doi.org/10.1051/matecconf/201820602011.

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Carbon fiber reinforced plastic (Carbon Fiber Composite Cable, CFCC) has the outstanding features in comparison with regular steel. In October 1988, CFCC was applied as the tensioning material in main girders of new Shinmiya Bridge in Ishikawa, Japan. This was the first bridge in Japan and in the world, which CFCC tendons were used in the prestressed concrete bridge to counter salt damage. To investigate the serviceability and durability of the main girders and CFCC, three full-scale test girders were fabricated in 1988. At the same time, a bending experiment was conducted on one girder to investigate the ultimate behavior, load carrying capacity of the PC girder, as well the strain behavior of the CFCC. Besides, two PC girders were placed next to the main girders of the bridge in the same conditions. One of them was used for a destructive test after six years of the construction time (1994). In this study, another test specimen that was exposed to the actual corrosive environment after nearly 30 years was subjected to a destructive test by bending load. The load carrying capacity of the girder was clarified, and the durability of the PC girders using CFCC tendon was confirmed.
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Alotaibi, Emran, Nadia Nassif, Mohamad Alhalabi, Humam Al Sebai, and Samer Barakat. "Numerical investigation on redundancy of bridges with AASHTO I-girders." Bridge Structures 17, no. 1-2 (June 11, 2021): 41–50. http://dx.doi.org/10.3233/brs-210187.

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Bridge safety is one of the most critical concerns among civil engineering fields due to its high importance. The redundancy of bridges was heavily investigated in the literature; however, they were focused on twin girder redundancy cases. Additionally, literatures were scarce in studies that focused on the improvement that should be made to achieve redundancy systems in different AASHTO I-girder types. Thus, this study focused on assessing the additional required number of tendons for different AASHTO I-girder types and spacing between them to achieve the redundancy of I-girder bridges. The additional unbonded tendons are suggested to be added externally or internally. The parameters varied in this study are compressive strength of ultrahigh-performance concrete (UHPC), spacing between girders (i.e. number of girders) and type of girders. Leap Bridge Concrete software was used to simulate the required structural modes. After performing extensive numerical analyses following AASHTO LRFD guidelines, the results have shown that in case of the removal of external I-girder, the tendons in the nearest girder need to be nearly increased by 1.85 to 2.3 times compared to the original design, depending on spacing, compressive strength, and the number of girders. On the other hand, in the case of interior girder removal, the number of tendons in the nearest two girders need to be increased by 1.24 to 1.32 times the original design. The effect of compressive strength variation of the used UHPC was negligible compared to spacing and type of girder. It is worth mentioning that all simulations in this study were verified using CSI Bridge software.
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Hamood, Mohammed, Wael AbdulSahib, and Ali Abdullah. "The effectiveness of CFRP strengthening of steel plate girders with web opening subjected to shear." MATEC Web of Conferences 162 (2018): 04012. http://dx.doi.org/10.1051/matecconf/201816204012.

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The present study is experimental by nature; it involves applying shear buckling test on seven steel-plated girders that are subjected to shear loading. Four of these girders represent the strengthened girders whereas the other three are reference girders. One of the latter type of girders has a square web opening; the second has a diamond web opening while the last one has no opening at all. The webs of the strengthened girders were adhesively attached to CFRP sheets of different patterns. This step was carried out to evaluate the most effective strengthening scheme by CFRP composite. The study aims at examining the effect of several parameters on the behavior of web girders. It further examines the percentage of increase in the ultimate shear capacity of the perforated girders that have a fixed location and size where the latter is equal to 40 percent of the web depth. Results have shown that, first, the ultimate shear load of the CFRP-strengthened girders with square web opening is higher than that of the reference girder with a square web opening; ranging from 8.7% to 15.7%. The obtained ranges depend on the orientation of the CFRP strips. Second, the ultimate shear load of the CFRP-strengthened girders with a diamond web opening is higher than the reference girder with a range of 9.8% to 21.5%. Again, the obtained ranges depend on the orientation of the CFRP strips. Analytically speaking, Von Mises stresses have been used to predict the ultimate shear load of girders with square and diamond web openings and without web opening.
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Mochizuki, Hidetsugu, Katsuhiko Hanada, Tomokazu Nakagawa, Youji Hanawa, Ichiro Yamagiwa, Katsunori Yasuda, Yozo Fujino, and Masatsugu Nagai. "Design and Construction of a Cable-Trussed Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (January 2000): 293–98. http://dx.doi.org/10.3141/1696-30.

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Takehana No. 3 Bridge is a cable-trussed girder bridge constructed on a highway route in Shikoku Island, Japan. This is the first application of a cable-trussed girder bridge to a highway bridge in Japan. The cable-trussed bridge (or reversed cable-stayed girder bridge) consists of relatively slender steel plate I-girders, a spatial frame-type post arranged beneath the girders at the middle of the span, and external cables anchored at the ends of the girders. The structural details, static and dynamic characteristics, and design and construction of the bridge are presented. In addition, the efficiency of this type of bridge is emphasized.
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Naser, Mohannad, and Venkatesh Kodur. "Response of fire exposed composite girders under dominant flexural and shear loading." Journal of Structural Fire Engineering 9, no. 2 (June 11, 2018): 108–25. http://dx.doi.org/10.1108/jsfe-01-2017-0022.

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Purpose This paper aims to present results from numerical studies on the response of fire exposed composite girders subjected to dominant flexural and shear loading. A finite element-based numerical model was developed to trace the thermal and structural response of composite girders subjected to simultaneous structural loading and fire exposure. This model accounts for various critical parameters including material and geometrical nonlinearities, property degradation at elevated temperatures, shear effects, composite interaction between concrete slab and steel girder, as well as temperature-induced local buckling. To generate test data for validation of the model, three composite girders, each comprising of hot-rolled (standard) steel girder underneath a concrete slab, were tested under simultaneous fire and gravity loading. Design/methodology/approach The validated model was then applied to investigate the effect of initial geometric imperfections, load level, thickness of slab and stiffness of shear stud on fire response of composite girders. Findings Results from experimental and numerical analysis indicate that the composite girder subjected to flexural loading experience failure through flexural yielding mode, while the girders under shear loading fail through in shear web buckling mode. Further, results from parametric studies clearly infer that shear limit state can govern the response of fire exposed composite girders under certain loading configuration and fire scenario. Originality/value This paper presents results from numerical studies on the response of fire exposed composite girders subjected to dominant flexural and shear loading.
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Sami Malik, Hawraa, and David A. M. Jawad. "Parametric Study of the Intermediate External Bracing System of Composite Steel Box Girder Bridges." Basrah journal of engineering science 21, no. 1 (February 1, 2021): 56–60. http://dx.doi.org/10.33971/bjes.21.1.8.

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During the pouring of concrete deck, the installation of external bracing between the inner and outer girders may be necessary when the bridge has sharp curve in order to control the deflection and rotation of the girders. However, it is important to minimize the number of external bracing members, as they have expensive cost and they also have opposite effects for the fatigue features of the steel tub girders. The analysis of curved box girder bridges is carried out numerically by the use of finite element method through (ANSYS 19.2) software. The curved box girder with the intermediate external diaphragms was modeled and the analysis was carried out for many parameters like external bracing sections, girders with or without concrete deck, girders with end diaphragms or without them. The study concluded that ANSYS program has a good ability in evaluating the external bracing force comparing with code equations.
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Dissertations / Theses on the topic "Girders"

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Zaoui, Ahlem. "Finite element modeling of post-tensioned box girder bridges." Thesis, Georgia Institute of Technology, 1990. http://hdl.handle.net/1853/20196.

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Ghose, Dhrubajyoti. "Finite element formulation of a thin-walled beam with improved response to warping restraint." Thesis, This resource online, 1991. http://scholar.lib.vt.edu/theses/available/etd-12052009-020042/.

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Burrell, Geoffrey Scott. "Distortional buckling in steel I-girders." Access to citation, abstract and download form provided by ProQuest Information and Learning Company; downloadable PDF file, 143 p, 2007. http://proquest.umi.com/pqdweb?did=1338867451&sid=1&Fmt=2&clientId=8331&RQT=309&VName=PQD.

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Cordahi, Irene A. "Reliability of corroded steel bridge girders." Thesis, Massachusetts Institute of Technology, 2006. http://hdl.handle.net/1721.1/34600.

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Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2006.
Includes bibliographical references (leaves 39-40).
Corrosion is one of the main causes of deterioration of bridges. Structures exposed to harsh environmental conditions are subjected to time-variant changes of their load-carrying capacity. Thus, there is a need for an evaluation to accurately assess the actual condition and predict the remaining life of a structure. System reliability can be used as an efficient tool in evaluation of existing structures. The traditional approach is based on the consideration of individual components rather than the system as a whole. However, it has been observed that the load-carrying capacity of the whole system often is much larger than what is determined by the design of components. Quantification of this difference is the scope of this study.
by Irene A. Cordahi.
M.Eng.
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Piotter, Jason Matthew. "Longitudinal Slab Splitting in Composite Girders." Thesis, Virginia Tech, 2001. http://hdl.handle.net/10919/31765.

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Longitudinal slab splitting in composite hot rolled girders and joist girders was investigated. Two different type of framing configurations were studied with two tests conducted per configuration. The framing configurations were designated as either flush-framed or haunched, which describes the framing of the joists into the joist girders or H-shape. Each floor system consisted of at least one exterior or spandrel joist girder, one interior joist girder, and in three of the four tests, an exterior or spandrel H-shape. The nominal lengths of the girders were 30 ft 4 in. with a centerline spacing of 7 ft for the flush-framed tests and 6 ft 9 in. for the haunch tests. Varying amounts of transverse reinforcement were used in the slab over each girder. Shear connectors were all 0.75 in. diameter headed shear studs of varying lengths. The results of these tests were used to determine the minimum amount of transverse reinforcement required to prevent longitudinal splitting from controlling the strength of the section. A comparative analytical study was performed to generate a design procedure for determining the appropriate amount of transverse reinforcement. This consisted of adapting existing procedures in reinforced concrete for similar shear problems and generating alternative procedures based on existing research for composite construction. Results from these methods were then calibrated against experimental data obtained in this study.
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Kabani, Matongo. "The behaviour of curved hybrid girders." Master's thesis, University of Cape Town, 2008. http://hdl.handle.net/11427/18997.

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Curved girders are used in bridges to fit predefined alignment. Hybrid girders are an innovative use of high strength steel enabling optimising moment capacity. Previous studies of curvature and hybrid girder effects have been disjointed, focusing on curved homogeneous girders and straight hybrid girders. There are no generally accepted curved girder equations and this has implications in the study of curved hybrid girders since the hybrid effects become apparent in the inelastic range. Furthermore, the range of radius to span ratio where available analytical procedures can be applied is not known. A total of 48 girders are investigated, 12 of which are straight. The girders are all simply supported, un-braced and loaded at midspan. The load-deflection behaviour of curved hybrid girders is investigated. Stress plots of the girders are obtained at ultimate load. The radius to span ratio is varied from 5 to 50 for 5m span girders and from 5 to 30 for 8m span girders. Three steel grades are used to obtain hybrid girder configurations, with higher yield steel always used in the flanges. The web-flange yield steel combinations used are 350MPa/460MPa, 350MPa/690MPa and 460MPa/ 690MPa. A finite element model using ADINA version 8.4 is used to investigate curved girder behaviour. The collapse analysis option is used to trace behaviour as the load is incremented automatically to a prescribed displacement. Available experimental data is used to check the validity of the modeling assumptions. The presence of curvature radically modifies a girder's load pattern by causing additional lateral bending moments. Lateral bending moments reduce the vertical load carrying capacity of a girder and cause the flanges to be unequally stressed. For the girder and spans investigated, there is a reduction of 57% in ultimate load for radius to span ratio (R/L) of 5 compared to a straight girder of similar proportions and span. The effects of curvature reduce as R/L increases and this is observed in the 5m homogeneous girder with R/L of 50 which attained more than 91% of the straight girder load capacity. The 8m girder with R/1 of 30 attained more than 83% of the equivalent straight load girder capacity. The hybrid girders investigated had load-deflection curves close to corresponding homogeneous girders with flange steel grade, reaching more than 97% of the ultimate load capacity of reference homogeneous girders. The hybrid factors as proposed in the simplified design procedure are adequate and can be applied to analytical equations that predict curved homogeneous girder loads. The available analytical equations give conservative loads for both hybrid and homogeneous girders compared to the finite element method when R/1 is 5 and are unconservative for higher rations.
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Lam, Hin Chung. "The analysis of aluminium plate girders." Thesis, Cardiff University, 1993. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.603501.

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Angomas, Franklin B. "Behavior of Prestressed Concrete Bridge Girders." DigitalCommons@USU, 2009. https://digitalcommons.usu.edu/etd/405.

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For this research, prestress losses were monitored in six HPC bridge girders. These measured losses were compared to predicted losses according to four sources. Prestress loss predictive methods considered for this research were: 1- AASHTO LRFD 2004, 2- AASHTO LRFD 2004 Refined, 3- AASHTO LRFD 2007, and 4- AASHTO LRFD Lump Sum method. On the other hand, the camber prediction methods used in the present research were: 1- Time dependent method described in NCHRP Report 496, 2- PCI multiplier method, and 3- Improved PCI Multiplier method. For the purpose of this research, long-term prestress losses were monitored in select girders from Bridge 669 located near Farmington, Utah. Bridge 669 is a three-span prestress concrete girder bridge. The three spans have lengths of 132.2, 108.5, and 82.2 feet long, respectively. Eleven AASHTO Type VI precast prestressed girders were used to support the deck in each span. The deflection of several girders from a three-span, prestressed, precast concrete girder bridge was monitored for 3 years. Fifteen bridge girders were fabricated for the three span-bridge. Ten girders from the exterior spans had span length of 80 feet, and five girders from the middle span had span length of 137 feet. From the results of this research, in both the 82- and 132-foot-long, the AASHTO LRFD 2004 Refined Method does a better job predicting the prestress loss and it can be concluded that all the prediction methods do a better job predicting the loss for the larger girders. The Lump Sum method predicted very accurately the long term prestress loss for the 132-foot-long girders.
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El, Metwally Ahmed Salah. "Prestressed composite girders with corrugated steel webs." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0006/MQ38626.pdf.

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Burt, C. A. "The ultimate strength of aluminium plate girders." Thesis, Bucks New University, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.376618.

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Books on the topic "Girders"

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Mohamed Nazri, Fadzli, Mohd Azrulfitri Mohd Yusof, and Moustafa Kassem. Precast Segmental Box Girders. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-11984-3.

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Lawson, R. M. Design of stub girders. Ascot: Steel Construction Institute, 1993.

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Shahrooz, Bahram M., Richard A. Miller, Kent A. Harries, Qiang Yu, and Henry G. Russell. Strand Debonding for Pretensioned Girders. Washington, D.C.: Transportation Research Board, 2017. http://dx.doi.org/10.17226/24813.

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Vance, Mary A. Beams and girders: Recent references. Monticello, Ill., USA: Vance Bibliographies, 1988.

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American Association of State Highway and Transportation Officials. G13.1 guidelines for steel girder bridge analysis. Washington, D.C: American Association of State Highway and Transportation Officials, 2011.

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Adamson, Daniel Edward Joseph. Fatigue tests of riveted bridge girders. Edmonton, Canada: University of Alberta, Dept. of Civil Engineering, 1995.

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W, Hyer M., Bowles David E, and Langley Research Center. Applied Materials Branch., eds. The influence of time-dependent material behavior on the response of sandwich beams. Blacksburg, Va: College of Engineering, Virginia Polytechnic Institute and State University, 1991.

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Li, K. L. Cable-stayed girders with reverse tension systems. Manchester: UMIST, 1997.

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Zaunders, Bo. Gargoyles, girders, & glass houses: Magnificent master builders. New York: Dutton Children's Books, 2004.

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Girders and cranes: A skyscraper is built. Mort Grove, Ill: A. Whitman, 1991.

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Book chapters on the topic "Girders"

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Mitchell, Charles F. "Girders." In Building Construction and Drawing 1906, 427–81. 4th ed. London: Routledge, 2022. http://dx.doi.org/10.1201/9781003261674-9.

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Mitchell, Charles F., and George A. Mitchell. "Girders." In Building Construction and Drawing 1906, 152–72. London: Routledge, 2022. http://dx.doi.org/10.1201/9781003261476-4.

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Boothby, Thomas E. "Analysis of Girders: Beams, Plate Girders, and Continuous Girders." In Engineering Iron and Stone, 103–19. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784413838.ch08.

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Dolan, Charles W., and H. R. Hamilton. "Spliced Girders." In Prestressed Concrete, 343–68. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97882-6_13.

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M°Kenzie, W. M. C. "Plate Girders." In Design of Structural Steelwork to BS 5950 and C-EC3, 198–229. London: Macmillan Education UK, 1998. http://dx.doi.org/10.1007/978-1-349-14612-3_6.

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Boothby, Thomas E. "Analysis of Girders: Braced Girders and Trusses." In Engineering Iron and Stone, 79–101. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784413838.ch07.

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Mohamed Nazri, Fadzli, Mohd Azrulfitri Mohd Yusof, and Moustafa Kassem. "Description of SBG Assembling and Casting-Penang Bridge." In Precast Segmental Box Girders, 1–13. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-11984-3_1.

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Mohamed Nazri, Fadzli, Mohd Azrulfitri Mohd Yusof, and Moustafa Kassem. "Overview of Precast Segmental Box Girder." In Precast Segmental Box Girders, 15–30. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-11984-3_2.

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Mohamed Nazri, Fadzli, Mohd Azrulfitri Mohd Yusof, and Moustafa Kassem. "Finite Element Analysis of SBG Subjected to Static Loads." In Precast Segmental Box Girders, 31–47. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-11984-3_3.

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Mohamed Nazri, Fadzli Mohamed, Mohd Azrulfitri Mohd Yusof, and Moustafa Kassem. "Validation of Experimental and Analytical Study Work." In Precast Segmental Box Girders, 49–74. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-11984-3_4.

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Conference papers on the topic "Girders"

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Mao, Qianyi, Dong Xu, and Yongxue Jin. "Design Method and Finite Element Analysis of Precast Longitudinal Split-Piece Cover Beam." In IABSE Congress, Nanjing 2022: Bridges and Structures: Connection, Integration and Harmonisation. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/nanjing.2022.1088.

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<p>In order to reduce the weight of prefabricated cover girders and solve the construction problem that it is difficult to realize one-time prefabricated assembly of large cantilever concrete cover girders, urban viaducts usually use large cantilever prestressed concrete cover girders. Taking a 2×30m simply-supported girder bridge as the superstructure, the paper proposes a precast longitudinal split type cover girder, and uses the large general finite element analysis software WISEPLUS to establish a finite element model to simulate and adjust the structural structure, prestressing distribution, and construction stage division of each cover girder (single 1,0m, 0,9m, 0,8m), and the cover girder under this design method in the construction stage and The design method is used to verify the feasibility and reasonableness of the design scheme, and to provide methods and references for similar designs.</p>
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Tang, Shenghua, and Zhi Fang. "Damage Assessment of Prestressed Concrete Girders Using Crack Fractal and Frequency." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1527.

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<p>Two novel approaches are proposed in the present study to assess the damage degree of girders based on the fractal analysis of crack patterns and natural frequency. Two full scale simply‐supported prestressed concrete box girders were firstly designed and subjected to three‐point repeated load bending tests. Concrete cracking, deformation and natural frequency of the girder were investigated during the test. Then, the box‐counting method was improved by rectangle box to analyze the fractal dimension (FD) of girders based on the flexural crack pattern in each loading stage. It shows that the surface crack patterns of the tested girders possessed definite fractal character. The FD of the girders has also an approximately bilinear relationship with the natural frequency of girders. The turning point is very close to the yielding of the prestressed tendons in the girders. Based on this, a damage index is proposed to estimate the remnant stiffness of the girders based on the FD of visible cracks. The FD frequency curves can also be employed to discriminate the damage grades of the girders. Both of the two approaches have been verified with high accuracy.</p>
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Dong, Gang, and Torgeir Moan. "Shear Strength of Plate Girders in Ship Structures." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79962.

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Analysis of 5 transversely stiffened and 12 longitudinally stiffened plate girder panels and 3 box girder web panels using ABAQUS [1] software package is conducted to validate the FEM for prediction of ultimate shear capacity of plate and box girders. Good agreement between ultimate strength obtained by calculations and experiments was achieved. Because the existing design procedure does not allow to account for the influence of the post critical behaviour of webs for ships, the results obtained by the application of JTP approach [2] have been demonstrated to be extremely conservative. The applicability of EC3-1-5 [3] to assess the shear capacity of plate girders in ship structures was investigated. The design procedure of EC3-1-5 by neglecting the contribution from the flanges has been proposed for design of plate girders in ship structures.
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Duan, Lan, Yangfan Xin, Zhaxi Dawa, and Chunsheng Wang. "Numerical Simulation of Longitudinal Shear Behavior of High Strength Steel and Concrete Composite Girders." In IABSE Congress, Nanjing 2022: Bridges and Structures: Connection, Integration and Harmonisation. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/nanjing.2022.0505.

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<p>Longitudinal shear failure is a typical failure mode for composite girders. Based on experimental study, the finite element model was calibrated and numerical studies were carried out to analysis the longitudinal shear behaviour of high strength steel and concrete composite girders. It was analysed the effect of transverse reinforcement ratio, concrete strength, and steel grade on the longitudinal shear behaviour of high strength steel and concrete composite girders. Based on the current specifications, the transverse reinforcement area and longitudinal shear strength of the test girder were verified. Learn from the analysis results, the concrete strength grade no less than C60 was suggested with priority for concrete slab, for composite girders using steel with nominal yielding strengthen above 420 MPa. To prevent the longitudinal shear failure for the high strength steel and concrete composite girders, the transverse reinforcement ratio no less than 1,18% was suggested.</p>
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Zhang, Yin, Haiying Ma, Huan Zhang, and Ye Xia. "Performance analysis on Twin-I girder bridges using hollow tubular top flanges." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0512.

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<p>Twin-I girder bridge systems have advantages including simplified construction process and less material cost. However, due to the weak torsion stiffness of I section, the systems using I-girders requires many cross frames and individual I girder cannot erect without interior cross frame installation. The use of I sections with a hollow tube as the top flange increase the torsion stiffness, which can improve the stability and strength of bridge systems. In the paper, twin-girder bridges systems using traditional I-girder and hollow tubular flanges are studied to provide the differences among them. The analysis results show that the stability of girder with hollow tubular flange is much larger than traditional I girder, which has less requirements for girder erection and needs of interior diaphragms of girder system. Parameters are studied including flange width-to-thickness ratio, web depth-to-thickness ratio and reasonable girder depth. Some recommendation for the design of steel I-girders using hollow tubular flanges are given.</p>
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Vergoossen, Rob, Gert-Jan van Eck, and Danny Jilissen. "Re-using existing prefabricated prestressed concrete girders in new bridges." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.0554.

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<p>The future of bridge and overpass design is to be fully circular. To reach that goal many innovations in construction should be made. One of the first steps is to alter the mainly existing linear construction sequence. Therefore, Royal HaskoningDHV started the innovation of re-using prefabricated concrete girders for new overpasses and bridges. In this paper the deconstruction and possible adaption processes are described. It was investigated if girders can be shortened, and their skew angle adapted. This was tested on a real girder. From this it can be concluded that adaption of existing girders is feasible. With this it is easier to re-use girders which can result in less time in storage and shorter transportation distance. Re-use for new design. It is also concluded that omitting the transverse diaphragm beams at the supports is an example of the highest principle of circularity ‘rethink the needs’ and find a non-material solution.</p>
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Wang, Peter Y., Maria E. Garlock, Theodore P. Zoli, and Spencer E. Quiel. "Low-Frequency Sine Webs for Improved Shear Buckling Performance of Plate Girders." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0691.

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<p>Steel plate girders are used extensively in buildings and bridges. Given shear rarely governs, minimizing web thickness is desirable. However, web slenderness can enable shear buckling and fatigue problems. The traditional strategy is to use welded transverse stiffeners; yet transversely-stiffened girders are prone to fatigue cracks and difficult to fabricate at high slenderness ratios. Thus, AASHTO currently limits web slenderness to 150. Alternatively, corrugated web girders overcome these deficiencies but require robotic welding for the web-to-flange weld. Corrugated webs are also limited to small web thicknesses (6mm or less) and girder depths (less than 1.5m) given web forming limits. The authors propose an alternative web geometry, introducing low-frequency sinusoids (LFS) in the web along its length. The LFS web can be welded to the flanges using semi-automatic weld techniques currently employed by bridge fabricators. The reduced web curvature allows for a wider array of web forming techniques with much larger plate thicknesses. In a finite element study, web geometric properties such as sinusoidal frequency and amplitude are varied. Results demonstrate a significant increase in the elastic shear buckling load and ultimate strength using a wavelength equal to the depth of the girder. The results of this study show promise for improved girder durability paired with material efficiency, demonstrating that a web product with constant amplitude and wavelength could work for various girder depths up to 3m and above.</p>
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Vlasic, Andjelko, Mladen Srbić, and Gordana Hrelja Kovačević. "Comparative analysis and applicability of optimal composite sections for small to middle span girder bridges." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1269.

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<p>Paper reports findings from parametric analysis of open section constant height composite bridges with considered spans ranging from 20 to 70 m (for larger spans closed box girder section is recommended). For these spans, girder structural system is analyzed for permanent and traffic loads, and thus steel quantity determined according to Eurocode limit states. For each span, possible sections comprise various “<span>I</span>” girder types and various number of girders determined from variable bridge width, distinguishing two groups of sections – sections with only two main girders (comprising hunched deck plate of variable thickness) and sections with more than two girders (comprising constant thickness deck plate). Other considered parameters are section height, steel flange width and occurrence of web stiffeners for buckling verification. Analysis is performed on finite element models, according to typical construction stages, where composite section is activated only for loads applied after in‐situ concreating of deck slab. For each variable set, needed steel quantity is recorded. Graphical representation of all results is plotted in diagrams, showing section types and steel quantity for a given range of span lengths. In conclusion, comments are given for use of composite cross sections according to the bridge span length and width.</p>
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Baandrup, Mads, Ole Sigmund, and Niels Aage. "Structural topology optimization of bridge girders in cable supported bridges." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.0975.

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<p>This work applies a ultra large scale topology optimization method to study the optimal structure of bridge girders in cable supported bridges.</p><p>The current classic orthotropic box girder designs are limited in further development and optimiza­ tion, and suffer from substantial fatigue issues. A great disadvantage of the orthotropic girder is the loads being carried one direction at a time, thus creating stress hot spots and fatigue problems. Hence, a new design concept has the potential to solve many of the limitations in the current state­ of-the-art.</p><p>We present a design method based on ultra large scale topology optimization. The highly detailed structures and fine mesh-discretization permitted by ultra large scale topology optimization reveal new design features and previously unseen eff ects. The results demonstrate the potential of gener­ ating completely different design solutions for bridge girders in cable supported bridges, which dif­ fer significantly from the classic orthotropic box girders.</p><p>The overall goal of the presented work is to identify new and innovative, but at the same time con­ structible and economically reasonable, solutions tobe implemented into the design of future cable supported bridges.</p>
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Su, Hang, Qingtian Su, Wensheng Yu, Yunjin Wang, and Minghui Zeng. "Experimental study on partial-combination method in continuous composite girder." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0302.

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<p>Cracking of concrete slab in the negative bending moment region of continuous composite girders is a key problem which needs to be solved in the design of continuous composite girder bridges. The main reason of concrete cracking in the negative bending moment region of continuous composite girder is tensile stress under the effects of temperature and load in the portion of integration. The paper gives the method of partial-combination to connect steel girder with concrete slab, that is, a rubber sleeve is placed on the stud of the negative bending moment region to increase the slip between the concrete slab and the steel girder at the joint. Two specimens of negative bending moment region are designed to observe the mechanical properties in the negative bending moment region of composite girders when using the method of partial-combination. The advantages and disadvantages of the partial-combination method are analysed.</p>
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Reports on the topic "Girders"

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Tseng, Tzu-Chun, and Amit H. Varma. Synthesis Study: Repair and Durability of Fire-Damaged Prestressed Concrete Bridge Girders. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317378.

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Recent research results from INDOT research project SPR-4221 indicate that the damage to prestressed concrete bridge girders from an intense hydrocarbon fire is limited to concrete material degradation up to a depth of 1 inch from the surface. Additionally, concrete cracking and spalling occur in the fire-damaged region, but the structural strength (flexure and shear) of fire-exposed prestressed concrete bridge girders is not compromised. The findings open the possibility for repairing damaged bridge girders and answers questions regarding the durability of damaged-unrepaired and damaged-repaired girders.
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Jáger, Bence, Balázs Kövesdi, and László Dunai. DESIGN METHOD IMPROVEMENTS FOR TRAPEZOIDALLY CORRUGATED WEB GIRDERS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.143.

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Hassan, Ahmed, and Mark Bowman. Fatigue Strength of Girders with Tapered Covered Plates. West Lafayette, IN: Purdue University, 1995. http://dx.doi.org/10.5703/1288284313225.

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Ramirez, J., and Gerardo Aguilar. Shear Reinforcement Requirements for High-Strength Concrete Bridge Girders. West Lafayette, IN: Purdue University, 2005. http://dx.doi.org/10.5703/1288284313393.

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Groeneveld, Andrew B., Stephanie G. Wood, and Edgardo Ruiz. Estimating Bridge Reliability by Using Bayesian Networks. Engineer Research and Development Center (U.S.), February 2021. http://dx.doi.org/10.21079/11681/39601.

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As part of an inspection, bridge inspectors assign condition ratings to the main components of a bridge’s structural system and identify any defects that they observe. Condition ratings are necessarily somewhat subjective, as they are influenced by the experience of the inspectors. In the current work, procedures were developed for making inferences on the reliability of reinforced concrete girders with defects at both the cross section and the girder level. The Bayesian network (BN) tools constructed in this work use simple structural m echanics to model the capacity of girders. By using expert elicitation, defects observed during inspection are correlated with underlying deterioration mechanisms. By linking these deterioration mechanisms with reductions in mechanical properties, inferences on the reliability of a bridge can be made based on visual observation of defects. With more development, this BN tool can be used to compare conditions of bridges relative to one another and aid in the prioritization of repairs. However, an extensive survey of bridges affected by deterioration mechanisms is needed to confidently establish valid relationships between deterioration severity and mechanical properties.
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Hui, Jonathan F., Jason B. Lloyd, and Robert J. Connor. Fatigue Life Improvement of Welded Girders with Ultrasonic Impact Treatment. Purdue University, May 2018. http://dx.doi.org/10.5703/1288284316654.

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Ramirez, J., J. Olek, and Eric Rolle. Performance of Bridge Decks and Girders with Lightweight Aggregate Concrete. West Lafayette, IN: Purdue University, 2000. http://dx.doi.org/10.5703/1288284313288.

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Hebdon, Matthew H., Cem Korkmaz, and Francisco J. Bonachera Martín. Member-Level Redundancy of Built-Up Steel Girders Subjected to Flexure. Purdue University, June 2018. http://dx.doi.org/10.5703/1288284316728.

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Lini, Carlo R., and Julio A. Ramirez. On the Design for Torsion of Precast/Prestressed Concrete Spandrel Girders. Precast/Prestressed Concrete Institute, 2004. http://dx.doi.org/10.15554/pci.rr.comp-014.

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Varma, Amit H., Jan Olek, Christopher S. Williams, Tzu-Chun Tseng, Dan Huang, and Tom Bradt. Post-Fire Assessment of Prestressed Concrete Bridges in Indiana. Purdue University, 2021. http://dx.doi.org/10.5703/1288284317290.

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This project focused on evaluating the effects of fire-induced damage on concrete bridge elements, including prestressed concrete bridge girders. A series of controlled heating experiments, pool fire tests, material tests, and structural loading tests were conducted. Experimental results indicate that the portion of concrete subjected to temperatures higher than 400°C loses significant amounts of calcium hydroxide (CH). Decomposition of CH increases porosity and causes significant cracking. The portion of concrete exposed to temperatures higher than 400°C should be repaired or replaced. When subjected to ISO-834 standard fire heating, approximately 0.25 in. and 0.75 in. of concrete from the exposed surface are damaged after 40 minutes and 80 minutes of heating, respectively. Prestressed concrete girders exposed to about 50 minutes of hydrocarbon fire undergo superficial concrete material damage with loss of CH and extensive cracking and spalling extending to the depth of 0.75–1.0 in. from the exposed surface. These girders do not undergo significant reduction in flexural strength or shear strength. The reduction in the initial stiffness may be notable due to concrete cracking and spalling. Bridge inspectors can use these findings to infer the extent of material and structural damage to prestressed concrete bridge girders in the event of a fire and develop a post-fire assessment plan.
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