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Academic literature on the topic 'Girders'

Author: Grafiati

Published: 4 June 2021

Last updated: 9 June 2025

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Journal articles on the topic "Girders"

1

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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Xu, Jun, Jian Li, Yu Ye, Yuanqing Xu, and Chong Li. "Dynamic Response of a Long-Span Double-Deck Suspension Bridge and Its Vibration Reduction." Buildings 13, no. 7 (July 14, 2023): 1791. http://dx.doi.org/10.3390/buildings13071791.

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This paper presents a dynamic analysis of a long-span double-deck suspension bridge subjected to random traffic loading using a Finite Element (FE) model. During this study, the influence of various traffic parameters, such as vehicle speed, traffic volume, traffic weight, and the location of the passing girder, on the longitudinal movement of the girders was investigated. The results reveal that schemes with double girders passing can lead to greater longitudinal displacement of the girder as compared to a long-span bridge with a single passing girder. However, the incorporation of fluid-viscous dampers at the ends of the girders significantly reduces the displacement range of each node. For instance, at the left end of the bridge, the original model (without dampers) exhibits a displacement range of approximately 0.01–0.056 m, whereas the constrained model (with dampers) shows a range of 0.025–0.033 m. A quantitative analysis demonstrates that higher damping coefficients (or smaller damping exponents) can further mitigate the girder’s movement.

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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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Tan, Hean Seong, Chien Xuan Teow, and Poi Ngian Shek. "Parametric Study on Built-up Plate Girder to Eurocode 3 with Various Beam Span and Steel Grade." Semarak Engineering Journal 6, no. 1 (September 30, 2024): 11–19. https://doi.org/10.37934/sej.6.1.1119.

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This paper presents the parametric study on built-up plate girders with various steel grades and beam spans to investigate the economic aspect of built-up plate girders with truss girders. Commonly the plate girder is designed to carry heavy load over a 20 m span length and different span lengths of the girders will influence the design of plate girders and their self-weight based on the steel grades and span lengths. Therefore, this study is carried out to determine the most economical detail dimensions and the self-weight of the plate girder structure which is based on the constant uniformly distributed loading acting on the variations of span length and steel grades. Plate girders are I-shaped cross-sections with symmetrical flanges. However, the depth of the plate girder is fixed as 1/20 of the span length and allocated to the design requirements. Bending moment resistance, shear buckling resistance for the flanges and web and the torsional buckling and buckling capacity of the stiffeners are checked through Eurocode 3. To evaluate the economic aspect based on the girders’ weight, parametric studies were carried out and the results obtained were compared with the truss girder. After that, comparative studies of the self-weight of the plate girders and the truss girder are carried out to study the more economical girder structure in terms of steel weight.

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Mahmoud, Thamir K., and Qassim Ali Husain Al-Quraishy. "EXPERIMENTAL AND THEORETICAL INVESTIGATIONS FOR BEHAVIOR OF PRECAST CONCRETE GIRDERS WITH CONNECTIONS." Journal of Engineering 18, no. 05 (June 19, 2023): 621–38. http://dx.doi.org/10.31026/j.eng.2012.05.07.

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This research presents experimental and theoretical investigation of 15 reinforced concrete spliced and nonspliced girder models. Splices of hooked dowels and cast in place joints, with or without strengthening steel plates were used. Post-tensioning had been used to enhance the splice strength for some spliced girders. The ANSYS computer program was used for analyzing the spliced and non-spliced girders. A nonlinear three dimensional element was used to represent all test girders. The experimental results have shown that for a single span girder using steel plate connectors in the splice zone has given a sufficient continuity to resist flexural stresses in this region. The experimental results have shown that the deflection of hooked dowels spliced girders is greater than that of non-spliced girder in the range of (17%-50%) at about 50% of the ultimate load which approximately corresponds to the serviceability limit state and the ultimate loads is less than that of non-spliced girder in the range of (12%-52%). For other spliced girders having strengthening steel plates at splices, the results have shown that the deflection of the spliced girder is less than that of non-spliced girder in the range of (2%-20%) at about 50% of the ultimate load and the ultimate loads for spliced girder is greater than that of nonspliced girder in the range of (1%-7%). The post-tensioned concrete girders have shown a reduction in deflection in the range of (26% - 43%) at a load of 50% of the ultimate load as compared with that of ordinary girders. Moreover, post-tensioning increases the ultimate loads in the range of (70% - 132%). The results obtained by using the finite element solution showed a good agreement with experimental results. The maximum difference between the experimental and theoretical ultimate loads for girders was in the range of (3-11%).

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Mahmoud, Thamir K., and Ali H. Nasser. "EXPERIMENTAL AND ANALYTICAL ANALYSIS OF PRE-STRESSED CONCRETE SPLICED GIRDER MODELS." Journal of Engineering 15, no. 04 (December 1, 2009): 4087–106. http://dx.doi.org/10.31026/j.eng.2009.04.01.

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The present research is concerned with experimental and analytical studies of prestressed concrete spliced and non-spliced girder models. The test groups consisted of (16) girders of rectangular sections. Eight girders are spliced while the other eight are reference non - spliced girders. Each spliced girder is composed of three concrete segments connected by splices of ordinary reinforced concrete with hooked dowels different locations. The tested girders were of single span or continuous over intermediate supports. For single span girders two splices were used and post-tensioning was carried out for the full assembled girder. For the continuous girders pre-tensioned segments were connected by splices at quarter spans.Concentrated or uniformly distributed loads have been applied to the girders. The deflection was measured at mid-spans while the strain was measured at splice zones and at mid-spans.Nonlinear analysis of the girders was carried out using a modified computer program. A comparison among the experimental and the analytical results for spliced and non-spliced girders was carried out to study the effects of splicing for different girders. Results have shown that at about 50% of the ultimate load which is approximately corresponds to the serviceability limit state, the deflection of the spliced girders is greater than that of the reference non-spliced girders in the range of (10%-15%) and the ultimate loads for the nonspliced girders are greater than those of the spliced girders in the range of (12%-17%). The difference in deflection between the Finite Element and the experimental results at 50% ofthe ultimate load was in the range of (8%-12%). Moreover, the difference in the ultimate load between the Finite Element and the experimental results was in the range of (5%-11%).

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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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Abdul, Khaliq Karimi, Uchida Ryota, Ahmad Aasim Bashir, Tomiyama Jun, and Suda Yuya. "Numerical study on the temporal changes of the principal stresses at the ends of the hollow PC-girders to control horizontal end cracks." Indian Journal of Science and Technology 14, no. 16 (May 7, 2021): 1283–95. https://doi.org/10.17485/IJST/v14i16.2280.

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Abstract <strong>Background/Objectives:</strong> To professionally meet bridge load demands, hollow PC-girders are recently considered for bridge construction, particularly in Japan. Hollow girders are pretensioned girders, which can be a good alternative for ordinary PC-girders by having lightweight, using less material than other beams, and spanning long distances. Hollow PC-girders can be vulnerable to horizontal end cracking at the time of prestressing strand release. <strong>Methods:</strong> In this study, a nonlinear finite element analysis was performed to investigate the occurrence of horizontal cracks at the time of prestressing at the ends of hollow PC-girders. First, the selected hollow girder was miniaturized to a span length of 4 m required for sufficiently prestressing; then, a standard static prestressing analysis was performed using a finite element analysis software Midas FEA. This software is an analysis tool with standard FEM analysis functions in the construction field and can perform detailed analysis for reinforcements and concrete crack analysis. The software was used to model the girder and investigate the temporal changes of principal stresses at hollow PC-girders’ ends. <strong>Findings:</strong> The study showed that placing only end-zone reinforcements cannot reduce principal stresses to the level to be less than the concrete’s tensile strength. However, debonding four PC-strands at the ends of the girder alongside the placement of end-zone reinforcements could sufficiently reduce principal stresses to the level to be less than the tensile strength of concrete, and consequently, horizontal cracks were eliminated at the ends of the hollow PC-girder. <strong>Keywords:</strong> Horizontal cracks; pretensioned girders; hollow PCgirders; finite element analysis; Midas FEA

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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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Dissertations / Theses on the topic "Girders"

1

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.<br>Includes bibliographical references (leaves 39-40).<br>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.<br>by Irene A. Cordahi.<br>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.<br>Master of Science

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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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Includes bibliographical references.<br>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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ill, Munro Roxie, ed. Gargoyles, girders, & glass houses: Magnificent master builders. New York: Dutton Children's Books, 2004.

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Book chapters on the topic "Girders"

1

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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Liu, Xin, and Guoxi Tang. "Solid Analysis of Torsional Effects on Small Radius Steel Plate Composite Beams Based on ABAQUS." In Lecture Notes in Civil Engineering, 251–56. Singapore: Springer Nature Singapore, 2024. http://dx.doi.org/10.1007/978-981-97-5814-2_23.

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AbstractIn recent years, steel-mixed composite structures have been widely adopted in China, especially in projects such as urban overpasses and viaducts where steel plate composite girder bridges are widely used. However, the research on small radius steel plate composite curved girder bridges is relatively limited, and the theory of structural stress characteristics and computational analysis is lagging behind. It is found that the radius of curvature has a small effect on the torsional stress of the bridge top plate, but the torsional stress of the steel main girder is higher; the torsional stress of the steel main girder rises with the increase of the computed span diameter, and the concrete slab has a smaller effect; the number of steel girders has a small effect on the torsional stress of the bridge top plate but a significant effect on the steel main girder torsional stress. The results of the study can provide a reliable reference for future projects.

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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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Conference papers on the topic "Girders"

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Sharp, Stephen R., William F. Via, Jason Provines, and Keith N. Harrop. "Material Selection, Fabrication, and Construction of a Corrosion Resistant Plate Girder Bridge in Virginia." In CORROSION 2018, 1–11. NACE International, 2018. https://doi.org/10.5006/c2018-11497.

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Abstract This paper discusses the material selection, fabrication, and construction of Virginia's first corrosion resistant ASTM A1010 plate girder bridge. In 2013, the Virginia Department of Transportation (VDOT) began investigating if steel plate options were available that would provide greater corrosion resistance when compared to weathering steel. The idea was to determine if a reduced maintenance steel plate product existed that could be fabricated into bridge girders. A study was initiated to determine if corrosion resistant plate steel was being commercially produced that could be used to fabricate plate girders for bridges. An initial investigation revealed that the Federal Highway Administration had evaluated a type of steel, ASTM A1010 (also known as ASTM A709 Grade 50CR), which had subsequently been used in several Oregon DOT bridges. Discussions with Oregon DOT, material suppliers, and fabricators ensued and were documented. VDOT then initiated and documented the design, fabrication, and construction of its first corrosion resistant ASTM A1010 plate girder bridge. This paper shares those findings.

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Castrodale, Reid. "Comparative Bridge Designs Using Normalweight and Lightweight Concrete." In PCI/National Bridge Conference. Precast/Prestressed Concrete Institute, 2009. http://dx.doi.org/10.15554/pro.2009pci/nbc-pr-45.

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A range of designs using normalweight and lightweight concrete for prestressed concrete bridge girders was performed using commercial bridge design software. Combinations of concrete types considered include a normalweight deck on normalweight girders, a lightweight deck on lightweight girders, a lightweight deck on normalweight girders, and a normalweight deck on lightweight girders. The effect of using lightweight concrete in barrier rails was examined briefly. Results of the designs are compared to demonstrate the differences in span capacity, number of strands required, required release strength, and camber. The first set of designs studies a wide bridge cross-section that allows comparison of maximum spans for different girder spacings, optimizing the use of a girder cross-section currently used in the southeast. The second set of designs considers a narrower bridge with a fixed span configuration that represents a typical overpass.

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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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Masungi, Parfait M., Maria E. M. Garlock, and Spencer E. Quiel. "Effect of Initial Web Out-of-Flatness Imperfections on the Shear Strength of Low-Frequency Sinusoidal Plate Girders." In IABSE Symposium, Manchester 2024: Construction’s Role for a World in Emergency. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2024. http://dx.doi.org/10.2749/manchester.2024.0208.

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<p>Slender steel plate girders with deep webs provide flexural and shear strength to resist large loads. However, under shearing forces, web plates are susceptible to shear buckling. During the forming and fabrication of plate girders, initial out-of-flatness imperfections on the web plate are introduced and have demonstrated to reduce the shear buckling strength. Existing measures to enhance the shear buckling strength and improve the behavior of flat steel plate girders include welded stiffeners or corrugated web plate profiling. These methods introduce practical and fabrication challenges as well as increased labor and material for fabrication. Therefore, to overcome these challenges and improve the performance of steel plate girders, the authors propose an alternative to enhance the shear buckling strength of thin steel plates by imposing a low-frequency sinusoid {LFS} shape along the web’s longitudinal axis. This paper evaluates the effect of initial web out-of-flatness imperfections on the shear strength and behavior of plate girders fabricated with LFS webs. Additionally, comparisons with numerically developed LFS plate girder specimens are provided. Overall, this work demonstrates that LFS webs can enhance the shear strength, design, efficiency, and economy of plate girders.</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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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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Reports on the topic "Girders"

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Kanakamedala, Deven, Jungil Seo, Amit H. Varma, Robert J. Connor, and Anna Tarasova. Shear and Bearing Capacity of Corroded Steel Beam Bridges and the Effects on Load Rating. Purdue University, 2023. http://dx.doi.org/10.5703/1288284317634.

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Corrosion in the girders of steel girder bridges often occurs due to the deicing salts, water, and other debris that leak through the deck joints into the web and bottom flange at the girder ends. Corrosion causes loss of cross-sectional area leading to a reduction in section properties of the member, which eventually results in a reduction in structural resistance against shear and bearing. In this study, seven full-scale tests were performed on decommissioned steel girders acquired from bridges scheduled for demolition in Indiana. Two of the four girders had severe corrosion with cracks and holes in the bottom of the web induced by corrosion, while four girders had moderate section loss induced artificially. All seven girders were subjected to shear loading to determine the residual shear and bearing capacity. Test results revealed a reduction in strength due to section loss compared to nominal sections. Failure modes observed during these four large-scale experiments were shear buckling, shear rupture, and web local crippling. Finite element models were developed and benchmarked to the experimental results. Parametric studies were performed for unstiffened and stiffened girders and included different corrosion scenarios by varying parameters such as corrosion height, length, and thickness loss. Results were analyzed to investigate the effect of each parameter and a modification factor was developed to estimate the residual shear and bearing capacity of corroded 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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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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Galik, William, John Stanton, and Richard Wiebe. Lateral-Torsional-Roll Stability of Long Precast Girders. Precast/Prestressed Concrete institute, 2022. http://dx.doi.org/10.15554/pci.rr.comp-035.

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The overall goal of this project was to investigate the role of torsional deformations and major axis bending deformations in lateral instability of long girders, specifically their effect on the theoretical buckling load. A closed-form solution showed that the torsional deformations do indeed reduce the buckling load below the value predicted by the present lateral-roll buckling model by an amount that can be captured with a “knockdown factor.” A numerical tool (ROLLBUCK) was also developed and checked against the closed-form solution for configurations that the latter could address. It was then used to show that the knockdown factor developed for end-supported girders could also be used with negligible error for girders with lifting loops set in from the ends, even when torsional deformations are included.

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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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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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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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