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1
McEwen, Everett, and George Tsiatas. "Use of Fatigue Fuses for Prediction of Fatigue Life of Steel Bridges." Transportation Research Record: Journal of the Transportation Research Board 1544, no. 1 (1996): 71–78. http://dx.doi.org/10.1177/0361198196154400109.
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The fatigue fuse is a device for predicting the fatigue life of steel highway bridge members when the bridge is subject to variable loads. The fuse is calibrated so that the cracking of each of its four legs can be related to damage in the structure. In a preliminary laboratory study, fatigue fuses are attached to eight steel girders, selected to represent three types of structural details found in existing highway bridges. The fuses are cemented to the girders and the girders subjected to a constant-amplitude fatigue loading. Cracking of the fatigue fuses is monitored by checking electrical continuity across each fuse leg. Tests are continued until girder failure or until all fuse legs are broken and the mean fatigue life of the girder as predicted by AASHTO is reached. The breaking of the fuse legs is used to predict the fatigue life of each girder, which is then compared with the actual cycles to failure of the girder and the AASHTO mean life. The prediction gives satisfactory agreement with the AASHTO mean life in four of the tests. In two tests, the predictions vary significantly from the AASHTO mean life. Although several critical issues remain (such as adapting the fatigue fuse to the environment of a real bridge and conducting tests on a statistically valid sample), the results of this feasibility study indicate that the fuse could be a valuable tool for highway bridge inspection.
2
Stallings, J. M., T. E. Cousins, and T. E. Stafford. "Effects of Removing Diaphragms from Steel Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 1541, no. 1 (1996): 183–88. http://dx.doi.org/10.1177/0361198196154100124.
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Many multigirder steel bridges built before the 1980s are experiencing distortion-induced fatigue cracking at diaphragm-girder connections. A means of eliminating the cyclic stresses that cause those fatigue problems is to remove the interior diaphragms (diaphragms not at the girder supports). The effects of removing all interior channel diaphragms from an existing simple-span bridge with rolled-steel girders were evaluated based on field measurements of girder stresses and deflections made before and after the diaphragms were taken out. Results from tests with trucks of known weight indicate that removing the diaphragms resulted in increases between 6 and 15 percent in the maximum bottom flange stresses experienced by the most heavily loaded girder. Results for loading by trucks of unknown weight in normal traffic indicate that the most heavily loaded girder may carry up to 17 percent more load as a result of removing the diaphragms.
3
Saraf, Vijay K., and Andrzej S. Nowak. "Field Evaluation of Steel Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (1997): 140–46. http://dx.doi.org/10.3141/1594-15.
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The objective of the study was to verify the load-carrying capacity of an existing steel girder bridge. The selected structure was a 70-year-old deteriorated bridge in Michigan. The load-carrying capacity of the bridge was in question because of extensive corrosion of the steel girders. An initial rating indicated that the bridge had a marginal operating rating factor for 11-axle two-unit trucks, which are the heaviest vehicles allowed in Michigan. To avoid the load limit posting, it was decided that investigators would verify by nondestructive testing whether the bridge is safe to carry normal truck traffic. The test procedures used on the selected bridge included tests for obtaining stress histogram measurements and weigh-in-motion measurements and a proof load test. The methodology and the results are described.
4
Korol, R. M., E. G. Thimmhardy, and M. S. Cheung. "An experimental investigation of the effects of imperfections on the strength of steel box girders." Canadian Journal of Civil Engineering 15, no. 3 (1988): 443–49. http://dx.doi.org/10.1139/l88-060.
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As part of a major study, an experimental box girder having nominally identical cantilever sections was constructed to model the geometry of a pier girder of the Hunt Club–Rideau Bridge structure in Ottawa. The one-fourth scale model did not, however, replicate the varying depth of the prototype. The objective was to determine whether a deliberate reduction in the gross heat input for welds attaching longitudinal stiffeners to the flange plates for one end of the girder (and hence would incur reduced plate distortions and residual stresses) could augment the carrying capacity of a statically loaded box girder. In fact, the results from the two tests are such as to suggest that inward bent transverse stiffeners may account for a greater reduction in strength than do the imperfections of local plate panels of compression flanges. Key words: box girders, bridges, experiments, geometric imperfections, residual stresses, strength, structural steel.
5
Mufti, Aftab A., Leslie G. Jaeger, Baidar Bakht, and Leon D. Wegner. "Experimental investigation of fibre-reinforced concrete deck slabs without internal steel reinforcement." Canadian Journal of Civil Engineering 20, no. 3 (1993): 398–406. http://dx.doi.org/10.1139/l93-055.
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It is now well established that concrete deck slabs of slab-on-girder bridges subjected to concentrated loads develop an internal arching system provided that certain conditions of confinement of the concrete are met. Because of this arching system, the deck slab, being predominantly in compression, fails in punching shear rather than in flexure. This aspect of deck slab behaviour, coupled with the corrosion problems associated with steel reinforcement in concrete, has prompted the authors to investigate the feasibility of fibre-reinforced concrete decks that are entirely devoid of steel. Through tests on a small number of half-scale models, it has been established that fibre-reinforced concrete slab with inexpensive non-ferrous fibres is indeed feasible, provided that the top flanges of the steel girders are connected just below the deck by transverse steel straps and the concrete deck is joined to the girders and diaphragms by shear connectors. The straps and shear connectors together provide the restraint necessary for development of the internal arching system in the slab, whilst the fibres control cracking due to the effects of shrinkage and temperature in the concrete. This paper describes the exploratory model tests and presents their results. Key words: deck slab, fibre-reinforced concrete, internal arching, punching shear, slab-on-girder bridge.
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Motak, Jan, and Josef Machacek. "EXPERIMENTAL BEHAVIOUR OF COMPOSITE GIRDERS WITH STEEL UNDULATING WEB AND THIN‐WALLED SHEAR CONNECTORS HILTI STRIPCON." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 10, no. 1 (2004): 45–49. http://dx.doi.org/10.3846/13923730.2004.9636285.
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Two tests of real‐size composite steel and concrete girders are described. The girders had spans 7,5 m, thin‐walled undulating webs (WT girders) and concrete deck 120/1500 mm concreted into profile steel sheeting TR 60/235/0,75. Thin‐walled shear connectors Hilti Stripcon were used and fastened via powder actuated fasteners. Setup of the tests, relevant instrumentation and measuring procedure are presented. The girder tests supplemented large series of push tests of connectors Stripcon performed at CTU in Prague. One of the composite girders was designed with full‐shear connection while the second one with extremely low partial shear connection (44 %). Simple preliminary linear calculations proved that experimental strength capacities of the girders are in good agreement with the calculated values, however, the deflection are due to flexibility of the connectors higher. Buckling shear capacity of the undulating webs in both tests was higher than shear at collapse of the girders. Another test dealing with interaction of web buckling in shear and Stripcon shear connection is under progress. Comparison of theoretical and experimental results is performed and recommendations for practical design are presented.
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Bakht, Baidar, and Tharmalingham Tharmabala. "Steel–wood composite bridges and their static load response." Canadian Journal of Civil Engineering 14, no. 2 (1987): 163–70. http://dx.doi.org/10.1139/l87-028.
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The proposed steel–wood composite bridges incorporate longitudinal steel girders which are composite with wood deckings consisting of longitudinal laminates. The laminated decking is usually transversely prestressed. By orienting the laminates longitudinally, advantage can be taken in longitudinal bending of the dominant modulus of elasticity of wood. The paper shows that the load-carrying capacity of an existing slab-on-girder bridge with steel girders and deteriorated noncomposite concrete deck slab can be considerably enhanced by using the proposed system. The paper presents results of static load tests on two types of shear connector, some composite beams, and half-scale model of a bridge. Test data confirm the effectiveness of the composite system. Key words: bridges, composite bridges, steel–wood composite bridges, laminated wood decks, shear connectors, composites.
8
Woźniczka, Piotr. "Experimental Study of Lateral-Torsional Buckling of Class 4 Beams at Elevated Temperature." Materials 14, no. 17 (2021): 4825. http://dx.doi.org/10.3390/ma14174825.
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The results of experimental research on lateral-torsional buckling of steel plate girders with slender web subjected to fire conditions are presented in this paper. The scope of the research covers four girders, three of which have been tested under high temperature conditions. The fourth girder has been used to determine the critical load resulting in lateral-torsional buckling of the considered element at room temperature. All the considered elements had identical cross sections and lengths; however, they differed in external temperatures applied and magnitude of measured geometrical imperfections. It has to be highlighted, that the experiments have been conducted subject to the anisothermal conditions, taking into account the uneven distribution of temperature in the cross section. An approach of this type represents a more accurate modelling of the structural component behaviour, when subjected to fire, as compared to the experiments conducted under isothermal conditions. Complete information on the development of research stand, conduct and results of particular tests are presented in this paper. The temperature–time curves for girder components, results of imperfection measurements and mechanical properties of steel are presented. The obtained critical temperatures and graphs of girder top flange horizontal deflection versus temperature are also included. The computer models developed for analysed girders are described in the paper as well. The results obtained with these models have been compared with experimental results. The computational models validated in this way constitute a basis for further parametric studies of lateral-torsional buckling in the domain of steel plate girders with slender web when subjected to fire conditions.
9
Yu, Haiyan, Fuyou Xu, Mingjie Zhang, and Aoqiu Zhou. "Experimental Investigation on Glaze Ice Accretion and Its Influence on Aerodynamic Characteristics of Pipeline Suspension Bridges." Applied Sciences 10, no. 20 (2020): 7167. http://dx.doi.org/10.3390/app10207167.
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Pipeline suspension bridges may experience ice accretion under special atmospheric conditions, and the aerodynamic characteristics of the bridges may be modified by the ice accretion. Under some specific climatic conditions of freezing rain, the dependencies of the ice size and shape on the icing duration and some structural properties (including pipeline diameter, inclination angle of wind hanger, inclination angle and size of section steel, and girder geometry) were experimentally investigated in a refrigerated precipitation icing laboratory. Typical ice accretions on pipelines, wind hangers, section steels, and girders of pipeline suspension bridges are summarized. Then the effects of some selected ice accretions on aerodynamic force coefficients of a bridge girder were further investigated through wind tunnel tests. The ice size and shape on the pipeline were closely related to the pipeline diameter and icing duration. The engineering geometric models of ice accretion on pipelines were extracted. The ice shape and size on wind hangers and section steels changed with their inclination angles. The aerodynamic force coefficients of a girder with ice accretion were much higher than those of an ice-free one. The results can provide references for simulating the ice accretion and further evaluating the effect of ice accretion on the aerodynamics of pipeline suspension bridges.
10
Leeuwen, Joost van, and Perry Adebar. "Full-scale test of concrete-steel hybrid bridge girders." Canadian Journal of Civil Engineering 25, no. 1 (1998): 96–103. http://dx.doi.org/10.1139/l97-055.
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A full-scale laboratory test was conducted on a unique hybrid bridge girder with a reinforced concrete web and steel flanges. Half-width precast concrete deck panels were compositely attached to the top steel flange of a 17.1 m long hybrid girder to construct a "half-bridge" that was tested to study the service load behaviour and the behaviour under increasing load until failure. It was observed that the concrete web of the hybrid girder cracked because of the combination of dead weight and restrained shrinkage. Under the service loads, the concrete web had numerous closely spaced cracks that were reasonably well controlled - the maximum crack width was 0.20 mm. Although there was significant diagonal cracking in the web of the girder, the ultimate behaviour was dominated by flexure. This paper presents the methods used to construct and test the half-bridge, and a summary of the important results. A companion paper presents a detailed analysis and discussion of the test results. Key words: bridges, composite, cracking, girder, hybrid, reinforced concrete, structural design, tests.
11
Kala, Zdenek, Jirí Kala, Miroslav Škaloud, and Bretislav Teplý. "SENSITIVITY ANALYSIS OF THE EFFECT OF INITIAL IMPERFECTIONS ON THE (I) ULTIMATE LOAD AND (II) FATIGUE BEHAVIOUR OF STEEL PLATE GIRDERS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 11, no. 2 (2005): 99–107. http://dx.doi.org/10.3846/13923730.2005.9636338.
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The study is divided into two parts: (i) in the first one, the plate girder (Fig 1) is considered to be exposed to quasi‐constant loading (ie to loads which are either constant or repeated in a very small number of cycles), while (ii) in the other one, the girder is assumed to be subjected to repeated loading. Then it is understandable that the objective of the first part should be to look into the influence of initial imperfections on the static ultimate load of the girder related to the formation of a plastic failure mechanism in it, while that of the second part was to study the effect of imperfections on the stress state under considerably lesser loads, viz under such as to correspond to the development of fatigue cracks in the girder and, consequently, to its fatigue limit state. In this case the state of stress was measured by bending stresses developing in the crack‐prone areas (Fig 4) of the web “breathing” under the repeated loads, which ‐as demonstrated by the Prague experiments ‐ occur at the toes of the fillet welds connecting the “breathing” web with the girder flanges and stiffeners. In both parts, the results of the theoretical investigation were compared with the conclusions of numerous tests carried out at the Institute of Theoretical and Applied Mechanics in Prague. The correlation was found to be very good; for example, the experimental load‐carrying capacity of the girders tested in Prague was close to the mean value of the corresponding theoretical solutions performed for the same girders. Thereby the analytical model applied in the theoretical investigation can be regarded as verified. The theoretical analysis was based on a non‐linear variant of the finite element method, the girder being modelled by means of shell elements and the ANSYS program being applied. All input imperfections were considered to be random quantities. The statistical distributions were introduced according to both experimentally obtained results and data given in literature. Random realisations of input random quantities were simulated by the LHS (Latin Hypercube Sampling) method. By way of sensitivity analysis it was studied to what extend the variability of initial imperfections was reflected in the variability of stresses in the crack‐prone areas of the girder. The main conclusion can be formulated as follows: While the effect of (and sensitivity to) the initial out‐of‐flatness of the girder web, in the case studied of a plate girder whose web is subjected to predominant shear, on the static load‐carrying capacity is (see the results of the first part of the study) very small (only a few p.c), the same effect on the stress state occurring in the crack‐prone areas of the “breathing” web under service loads can be (see the other part of the study) very important. This is also one of the main explanations of the large scatter of the results of the fatigue tests conducted in Prague.
12
Azari, Hoda, Al Ghorbanpoor, and Sadegh Shams. "Development of Robotic Nondestructive Testing of Steel Corrosion of Prestressed Concrete Bridge Girders using Magnetic Flux Leakage System." Transportation Research Record: Journal of the Transportation Research Board 2674, no. 8 (2020): 466–76. http://dx.doi.org/10.1177/0361198120925471.
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This paper describes the development and validation of a new magnetic-based corrosion detection device integrated in a robotic system. The system nondestructively scans the length of AASHTO-type prestressed concrete I-girders of bridges. The system includes two primary subsystems: an independent magnetic flux leakage (MFL) system for nondestructive testing, and a robotic rover to transport the MFL system along the girder’s length with navigation around transverse diaphragms. The MFL unit inspects prestressing steel strands embedded in concrete and detects cross-section losses caused by corrosion. The MFL is designed with two permanent magnets to magnetize embedded strands and multiple Hall-effect sensors to detect normal and axial magnetic flux leakage. The system is evaluated by testing a laboratory mockup girder and further applied on a field girder. Resulting magnetic signals from both normal and axial Hall-effect sensors are recorded using a newly developed and integrated data acquisition system. Finite element simulations through multi-physics 3D transient analysis aided the development of the new MFL system components, including appropriate magnets strength and dimensions, as well as the verification of the developed system. The effects of lateral reinforcements on nearby section loss are obtained from tests and analyzed with numerical models. Results indicate that the system can successfully disclose magnetic leakage signals at the corrosion zone.
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Zhu, Mingqiao, Zefeng Yan, Lin Chen, Zhongliang Lu, and Y. Frank Chen. "Experimental study on composite mechanical properties of a double-deck prestressed concrete box girder." Advances in Structural Engineering 22, no. 12 (2019): 2545–56. http://dx.doi.org/10.1177/1369433219845150.
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A series of tests were carried out on a scaled (1:8) double-deck prestressed concrete box girder in this study, aiming to study the structural response and failure mechanism of the box girder under prestressed axial compression, transverse bending, and torsion. The test results, such as the twist angle, crack development, and distortion of the box girder, were analyzed in detail. The results show that (1) the box girder eventually suffered lateral bending damage, and the cross-section of the support distorted severely; (2) torsional cracking occurred in the pure torsion region at the mid-span, but the longitudinal and transverse rebars did not yield, indicating that the pure torsion section of the box girder was still in the early stage of torsion failure; and (3) after the cracking of the box girder, stress redistribution phenomenon occurred, resulting in obvious nonlinear strain variations. Comparison of the longitudinal and transverse steel strains showed that transverse steel withstood the most shear stress during the early stage of torsion.
14
Adebar, Perry, and Joost van Leeuwen. "Flexural behaviour of concrete-steel hybrid bridge girders." Canadian Journal of Civil Engineering 25, no. 1 (1998): 104–12. http://dx.doi.org/10.1139/l97-062.
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The experimental results from a full-scale test are compared with analytical predictions in order to investigate the behaviour of a hybrid bridge girder with a reinforced concrete web and steel flanges. A linear analysis indicates that restrained shrinkage had a significant influence on initial cracking of the concrete web. The longitudinal strains, predicted by a nonlinear flexural analysis accounting for shrinkage and construction stages, compare well with the strains measured during the test. The average widths of the flexural cracks at the service load level are predicted using an empirical average crack spacing approach. The modified compression field theory is used to predict the diagonal cracking of the web due to combined shear and bending moment. A rigorous nonlinear analysis indicates that the effects of creep, load-cycles, and shear deformation must be accounted for in predicting the displacement of the girder. Finally, sectional strength calculations indicate that the distributed longitudinal reinforcement in the web contributes significantly to the flexural capacity of the hybrid girder. Key words: bridges, composite, cracking, girder, hybrid, reinforced concrete, structural design, tests.
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Bakht, Baidar. "Revisiting arching in deck slabs." Canadian Journal of Civil Engineering 23, no. 4 (1996): 973–81. http://dx.doi.org/10.1139/l96-902.
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The arching action in concrete deck slabs of girder bridges is generally recognized and is utilized by the Ontario Highway Bridge Design Code, and some other codes, to specify an empirical design method which leads to considerable savings in the amount of reinforcement. Despite this general recognition, there are some aspects of the arching action that are yet to be explored. To the knowledge of the author, all reported laboratory and field tests on deck slabs exploring its arching action under applied loads have been conducted by measuring strains in the bottom transverse reinforcement midway between the girders. Based on the results of tests on a full-scale model of a deck slab, it has been confirmed in this note that the transverse bottom reinforcement in the deck slab acts as a tie to the internal transverse arch in the slab. Because of embedment in concrete, the force in this reinforcement is the smallest midway between the girders, and not the largest as would be the case if the slab were in pure bending. Key words: arching in slabs, deck slabs, girder bridge, punching shear, steel-free deck slabs.
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Hu, Zhangqi, Ran He, Yukui Wang, Weirong Lv, and Jingchao Li. "Experimental Study on Mechanical Performance of U-Shaped Steel-Encased Concrete Composite Beam-Girder Joints." Advances in Civil Engineering 2021 (May 24, 2021): 1–14. http://dx.doi.org/10.1155/2021/5580292.
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This paper proposes a novel U-shaped steel-encased concrete composite beam-girder joint (referred to herein as the novel composite beam-girder joint), in which the U-shaped beams at two sides (L and R) are inserted into a shaped sleeve, and the U-shaped girder and two U-shaped beams are connected by the shaped sleeve through welding. Compared with the traditional beam-girder joints, the novel composite beam-girder joints take advantage of easy construction, light weight, and short construction period. The failure patterns, load-strain and load-deflection curves, and strain distributions of the novel composite beam-girder joints were investigated through the static loading tests on two full-scale specimens, denoted as GBJ1 and GBJ2. The two specimens were varied in beam section reinforcements. Specimen GBJ2 was equipped with 3Ф16 additional bars in the U-shaped beams based on Specimen GBJ1. Test results show that the two specimens failed as the through arc cracks developed at the concrete slab interfaces. The additional bars can increase the bearing capacity slightly but will also increase the stress concentration on the bottom flange of the shaped sleeve, leading to the decrease of ductility for Specimen GBJ2. The slab effect is considered in the test and can thus reflect the actual stress state of the beam-girder joints well. This study can provide a reference for the design and application of beam-girder joints.
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Ebeido, Tarek, and John B. Kennedy. "Shear distribution in simply supported skew composite bridges." Canadian Journal of Civil Engineering 22, no. 6 (1995): 1143–54. http://dx.doi.org/10.1139/l95-132.
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Composite steel–concrete bridges remain one of the most common types built. Proper design of new bridges and evaluation of existing bridges requires accurate prediction of their structural response to truck loads. The American Association of State Highway and Transportation Officials has traditionally applied a load distribution factor for both moment and shear. The Ontario Highway Bridge Design Code (OHBDC) considers several parameters in establishing load distribution factors for moment. However, the method is limited to bridges with skew parameters less than a certain value specified in the code. The presence of skew reduces the longitudinal moments in the girders. However, it also causes high concentration of shear in the girder closest to the obtuse corner and reduces shear concentration in the girder closest to the acute corner as well as in the interior girders. Therefore, shear should be considered in the design of such bridges. In this paper, the influence of skew on the shear distribution factor is investigated. The influences of other factors such as girder spacing, bridge aspect ratio, number of lanes, number of girders, end diaphragms, and intermediate cross-beams are presented. An experimental program was conducted on six simply supported skew composite steel–concrete bridge models. Results from a finite element analysis showed excellent agreement with the experimental results. An extensive parametric study was conducted on prototype composite bridges subjected to OHBDC truck loading. The parametric study included more than 400 cases. The data generated were used to develop empirical formulas for shear distribution factors for OHBDC truck loading and also for dead load. An illustrative example is presented. Key words: bridges, codes of practice, composite, distribution, reaction, reinforced concrete, shear, skew, structural engineering, tests.
18
Conner, G. H., J. M. Stallings, T. L. McDuffie, et al. "Steel Bridge Testing in Alabama." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (1997): 134–39. http://dx.doi.org/10.3141/1594-14.
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Interest in nondestructive testing of highway bridges has grown dramatically in recent years. Much of the interest results from the large number of older bridges on state inventories that have posted load limits below normal legal limits. The Alabama Department of Transportation started using load testing to rate highway bridges in 1990 and has since made a significant investment in equipment and personnel in developing the Bridge Rating and Load Test Section. The section provides the capability for many special tests and investigations as well as standard tests for load rating. Insights gained from 46 load tests for bridge ratings are presented to inform other states that are considering the development of load testing capabilities. The procedures used to test and rate steel girder bridges are described.
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Hartnagel, Bryan A., Michael G. Barker, and Kara C. Unterreiner. "Monotonic and Cyclic Moment-Inelastic Rotation Behavior for Inelastic Design of Steel Girder Bridges." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (1997): 42–49. http://dx.doi.org/10.3141/1594-04.
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Inelastic design of steel girder bridges offers flexibility for innovative bridge structures. The moment-inelastic rotation behavior of interior pier sections is the most important and also the most confusing aspect of the design process. This moment-rotation relation and how it pertains to the service and strength limits of inelastic design are presented. The results of a family of four girder component tests with various properties and expected behaviors are compared with those obtained with theoretical moment-inelastic rotation design models. The fourth of these was subjected to rigorous simulated moving load tests to examine variable repeated loadings. The experimental results matched those obtained with the design models in behavior, and the test moment capacities at the various design levels exceeded those that were predicted. The moving load test showed no degradation of stiffness or strength compared to monotonic loading tests.
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Misiūnaitė, Ieva, Algirdas Juozapaitis, and Alfredas Laurinavičius. "COMPREHENSIVE STUDY ON UNDERSLUNG GIRDER BRIDGE UNDER DIFFERENT LOADING CONDITIONS." Baltic Journal of Road and Bridge Engineering 12, no. 1 (2017): 21–29. http://dx.doi.org/10.3846/bjrbe.2017.03.
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The comprehensive study on the structural behaviour of underslung girder bridge is examined in this study through both numerical modelling and experimental 3D model tests. The structural design of steel bridges in many cases is governed by their ability to withstand asymmetric loading conditions. Three different symmetric and asymmetric load cases were investigated to capture the deformational and flexural response of the main girder. It was found that under distributed load the structural response of underslung girder bridge was similar to beam-column with intermediate elastic supports. The numerical model was validated against experimental data with good agreement perceived, allowing an extensive parametric study to be performed. The observed influence of initial geometric imperfections and nonlinearities are discussed. It was found that symmetric load governs the ultimate limit state. However, the asymmetric one takes over in the case of serviceability. Finally, the study presented herein summarises experimental investigations, numerical simulations and design proposals obtained through the recent few years research program, carried on to deepen the knowledge on the structural behaviour of underslung girder bridges.
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Ebeido, Tarek, and John B. Kennedy. "Girder moments in simply supported skew composite bridges." Canadian Journal of Civil Engineering 23, no. 4 (1996): 904–16. http://dx.doi.org/10.1139/l96-897.
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The evaluation of girder moments in composite bridges becomes more urgent with the trend to increasing truck loads. The method specified by the American Association of State Highway and Transportation Officials for such an evaluation depends only on the centre-to-centre girder spacing. This method does not account for skew and therefore is extremely conservative for skew composite bridges, since the presence of skew reduces the longitudinal moments in the girders. The method proposed by the Ontario Highway Bridge Design Code (OHBDC) depends on the longitudinal and transverse rigidities of the bridge in addition to the girder spacing. However, this method is limited to bridges with skew parameters less than a certain value specified in the code. In this paper, the influence of skew on the moment distribution factor is investigated. Furthermore, the influences of other factors such as girder spacing, bridge aspect ratio, number of lanes, number of girders, and intermediate transverse diaphragms on the moment distribution factor are examined. An experimental program was conducted on six simply supported skew composite steel–concrete bridge models. The finite element method was used for the theoretical analysis. Good agreement is shown between the experimental results and the theoretical results. In addition, the finite element method was employed to conduct an extensive parametric study on more than 300 prototype composite bridge cases. The data generated from the parametric study were used to deduce expressions for the moment distribution factor for OHBDC truck loading and for dead load. An illustrative example is presented. Key words: bridges, codes of practice, composite, distribution, moment, reinforced concrete, skew, structural engineering, tests.
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Duwadi, Sheila Rimal, Michael A. Grubb, Chai H. Yoo, and Joseph Hartmann. "Federal Highway Administration’s Horizontally Curved Steel Bridge Research Project: An Update." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (2000): 152–61. http://dx.doi.org/10.3141/1696-18.
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Since 1992, FHWA has had a major concentrated research project in the area of horizontally curved steel bridges, the objective of which is to conduct research to better define the fundamental behavior of such bridges. The project involves theoretical work leading to the development of refined predictor equations and verification of those equations through linear and nonlinear analysis and experimental testing of I-girder components. The overall experimental program involves testing of a series of full-scale bending and shear curved steel I-girder components and subsequently a full-size bridge. The development and refinement of predictor equations are summarized, and the work leading to the first series of experimental tests, which involve testing of full-scale bending components, is described.
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Khanna, O. Shervan, Aftab A. Mufti, and Baidar Bakht. "Experimental investigation of the role of reinforcement in the strength of concrete deck slabs." Canadian Journal of Civil Engineering 27, no. 3 (2000): 475–80. http://dx.doi.org/10.1139/l99-094.
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To study systematically the role of each layer of steel reinforcement in conventionally reinforced deck slabs of girder bridges, a full-scale model was built of a 175 mm thick concrete deck slab on two steel girders with a center-to-center spacing of 2.0 m. The 12 m long deck slab was conceptually divided into four 3 m long segments, identified as segments A, B, C, and D. Segment A contained isotropic steel reinforcement in two layers, conforming to the requirements of the Ontario Highway Bridge Design Code (OHBDC). Segment B contained only the bottom layer of steel reinforcement. Segment C contained only the bottom transverse steel bars. Segment D contained only bottom transverse glass fibre reinforced polymer (GFRP) bars having the same axial stiffness, but 8.6 times the axial tensile strength, as those of the steel bars in segment C. Each segment of the deck slab was tested to failure under a central concentrated load, simulating the dual tire footprint of 250 × 500 mm dimension of a typical commercial vehicle. All segments failed in the punching shear mode. The failure loads for the four segments were found to be 808, 792, 882, and 756 kN, respectively; these failure loads are similar in magnitude to that of a 175 mm thick steel-free deck slab with steel straps having nearly the same cross-sectional area per metre length of the slab as those of the bottom transverse steel bars in the first three segments. The tests on the four segments of the full-scale model have confirmed that (i) only the bottom transverse reinforcement influences the load carrying capacity of a reinforced concrete deck slab and (ii) the stiffness of the bottom transverse reinforcement, rather than its strength, is of paramount importance.Key words: arching, deck slab, FRP, shake down, slab-on-girder bridge.
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Shin, Jinwon, Jineung Lee, Yongjae Lee, and Byungyun Kim. "Experimental and Numerical Investigation on Structural Performance of Steel Deck Plate Bolted with Truss Girder." Applied Sciences 9, no. 15 (2019): 3166. http://dx.doi.org/10.3390/app9153166.
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This paper presents an experimental and numerical study to investigate the structural performance of a steel deck-plate system bolted with truss girder. This system has been proposed herein to resolve the issues caused by welding. Structural tests for six full-scale specimens were performed to ensure the structural safety of the proposed system based on design criteria for deflection. Local responses with an emphasis on the failure modes of the system were also assessed using the measured strains at the locations where stresses are localized. Numerical models for all test specimens were developed with the material test data and were validated based on the test results. The structural behaviors of the proposed system, not confirmed in the tests, were further examined using numerical simulations, with a focus on the failure mechanism between the numerical predictions and the test results.
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Tang, Haojun, KM Shum, Qiyu Tao, and Jinsong Jiang. "Vortex-induced vibration of a truss girder with high vertical stabilizers." Advances in Structural Engineering 22, no. 4 (2018): 948–59. http://dx.doi.org/10.1177/1369433218778656.
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To improve the flutter stability of a long-span suspension bridge with steel truss stiffening girder, two vertical stabilizers of which the total height reaches to approximately 2.9 m were planned to install on the deck. As the optimized girder presents the characteristics of a bluff body more, its vortex-induced vibration needs to be studied in detail. In this article, computational fluid dynamics simulations and wind tunnel tests are carried out. The vortex-shedding performance of the optimized girder is analyzed and the corresponding aerodynamic mechanism is discussed. Then, the static aerodynamic coefficients and the dynamic vortex-induced response of the bridge are tested by sectional models. The results show that the vertical stabilizers could make the incoming flow separate and induce strong vortex-shedding behind them, but this effect is weakened by the chord member on the windward side of the lower stabilizer. As the vortex-shedding performance of the optimized girder is mainly affected by truss members whose position relationships change along the bridge span, the vortex shed from the girder can hardly have a uniform frequency so the possibility of vortex-induced vibration of the bridge is low. The data obtained by wind tunnel tests verify the results by computational fluid dynamics simulations.
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Stallings, J. M., T. E. Cousins, and J. W. Tedesco. "Fatigue of Diaphragm-Girder Connections." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (1997): 34–41. http://dx.doi.org/10.3141/1594-03.
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Distortion-induced fatigue cracking has occurred at hundreds of diaphragm-girder connections in multigirder steel bridges in Birmingham, Alabama, in recent years. Repairs have been ineffective in some cases. The goal of the reported research was an improved strategy for repair and maintenance of the bridges so that the potential for future cracking is minimized. The investigation included field measurements of distortion-induced stresses at connections, field measurements of the effects of removing diaphragms from two in-service bridges, structural evaluations and finite-element method analyses of typical bridge designs, and laboratory testing of bolted connections. The results indicate that interior diaphragms can be removed from many existing bridges without significant negative effects. A new bolted diaphragmgirder connection was designed, installed in the field, and tested. Tests confirmed that the new design performed better than the original design. Recommendations for maintaining the Birmingham bridges include removing unneeded diaphragms and repairing old connections with the new design at needed diaphragms.
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Bakht, Baidar, and Ahmed Aly. "Testing in isolation of transverse confining systems for steel-free deck slabs." Canadian Journal of Civil Engineering 25, no. 4 (1998): 789–96. http://dx.doi.org/10.1139/l97-125.
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The provisions of the forthcoming Canadian Highway Bridge Design Code are noted for the design of the external transverse confining system for steel-free deck slabs of girder bridges; according to these provisions, the transverse straps comprising the confining system are required to have a certain minimum axial stiffness, and their connection strength with the deck slab is also specified. The axial stiffness of the straps and their connection strength were studied with the help of pull-out tests on mirror-image models of isolated segments of the deck slab and four different types of strap systems. Three of the tested systems were found to be adequate, and the fourth was considered inadequate because of insufficient connection strength.Key words: arching in slabs, cruciform strap, deck slab, girder bridge, partially studded strap, punching shear, steel-free deck slab, transverse confinement.
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Yang, Yang, Zhang Liang Liang, Wu Bo, and Ling Xin. "Vehicle Effect on Vortex-induced Vibration of Flat Steel Box Girder." Open Civil Engineering Journal 10, no. 1 (2016): 12–24. http://dx.doi.org/10.2174/1874149501610010012.
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Vortex-induced vibration (VIV) occurs at low wind speed under normal condition, affected greatly by section type of bridge and its ancillary facilities. Few researches on VIV of vehicle-bridge system are conducted, and many researchers pointed that vehicle-bridge system should be paid attention to in wind tunnel test. In this paper, type of vehicle, number of vehicle and distance of traffic flow’s influence on VIV were studied with a flat steel box girder model. Results obtained from wind tunnel tests were displayed in order to prove the following rules: First of all, compared with conditions without vehicles, response of VIV is reduced severely when a vehicle is placed on the bridge. Secondly, response of VIV and range of VIV with three vehicles are greater than one vehicle on the bridge. At last, VIV is reduced when distance of traffic flow increases. Mechanism from fluid dynamic point view is given by simulating the working conditions with ANSYS 14.5.
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Avudaiappan, Siva, Kinson Prabu, Deban Selvaraj, Kiran Raja, Paul Oluwaseun Awoyera, and Erick I. Saavedra Flores. "Performance of Pier-to-Pier Cap Connections of Integral Bridges under Thermal and Seismic Loads." Advances in Civil Engineering 2021 (August 11, 2021): 1–16. http://dx.doi.org/10.1155/2021/5580841.
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In general, most highway bridges are constructed using prestressed concrete or steel girders. Mechanical joints are provided at the end of each span, to allow for the expansion of the bridge deck due to shrinkage of concrete, thermal effects, and deflections, among others. Smooth riding ability, low noise, wear resistance, and water tightness should be provided by expansion joints. In recent times, the increased traffic volume, along with heavier vehicle movements, adversely affects the performance of expansion joints in the bridge girder, causing a possible failure in one of the above-mentioned mechanisms. The deterioration of the expansion joint may result in leakage of water, concrete cracking, and potential problems in the underlying substructure. In this paper, we study the pier-pier cap connections in integral bridges subjected to thermal and seismic loads using analytical methods and experimental tests.
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Rucka, M., B. Zima, and R. Kędra. "Application Of Guided Wave Propagation In Diagnostics Of Steel Bridge Components." Archives of Civil Engineering 60, no. 4 (2014): 493–516. http://dx.doi.org/10.2478/ace-2014-0033.
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AbstractEarly detection of potential defects and identification of their location are necessary to ensure safe, reliable and long-term use of engineering structures. Non-destructive diagnostic tests based on guided wave propagation are becoming more popular because of the possibility to inspect large areas during a single measurement with a small number of sensors. The aim of this study is the application of guided wave propagation in non-destructive diagnostics of steel bridges. The paper contains results of numerical analyses for a typical railway bridge. The ability of damage detection using guided Lamb waves was demonstrated on the example of a part of a plate girder as well as a bolted connection. In addition, laboratory tests were performed to investigate the practical application of wave propagation for a steel plate and a prestressed bolted joint.
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LI, JUN, HONG HAO, YONG XIA, and HONG-PING ZHU. "DAMAGE DETECTION OF SHEAR CONNECTORS IN BRIDGE STRUCTURES WITH TRANSMISSIBILITY IN FREQUENCY DOMAIN." International Journal of Structural Stability and Dynamics 14, no. 02 (2014): 1350061. http://dx.doi.org/10.1142/s0219455413500612.
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Shear connectors are generally used to link the slab and girder together in slab-on-girder bridge structures. Damage of shear connectors in such structures will result in shear slippage between the slab and girder, which significantly reduces the load-carrying capacity of bridges. A damage detection approach based on transmissibility in frequency domain is proposed in this paper to identify the damage of shear connectors in slab-on-girder bridge structures with or without reference data from the undamaged structure. The transmissibility, which is an inherent system characteristic, indicates the relationship between two sets of response vectors in frequency domain. Measured input force and acceleration responses from hammer tests are analyzed to obtain the frequency response functions at the slab and girder sensor locations by the experimental modal analysis. The transmissibility matrix that relates the slab response to the girder response is then derived. By comparing the transmissibility vectors in undamaged and damaged states, the damage level of shear connectors can be identified. When the measurement data from the undamaged structure are not available, a study with only the measured response data in the damaged state for the condition assessment of shear connectors is also conducted. Numerical and experimental studies on damage detection of shear connectors linking a concrete slab to two steel girders are conducted to validate the accuracy and efficiency of the proposed approach. The results demonstrate that the proposed method can be used to identify shear connector damages accurately and efficiently. The proposed method is also applied to the condition evaluation of shear connectors in a real composite bridge with in-field testing data.
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Liu, Yong, Lanhui Guo, Jun Shi, and Jingfeng Wang. "Push-out tests of shear connectors in U-shaped steel–concrete composite girder." Structures 31 (June 2021): 769–80. http://dx.doi.org/10.1016/j.istruc.2021.02.018.
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Huh, Ben, Clifford Lam, and Bala Tharmabala. "Effect of shear stud clusters in composite girder bridge design." Canadian Journal of Civil Engineering 42, no. 4 (2015): 259–72. http://dx.doi.org/10.1139/cjce-2014-0170.
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As part of ongoing efforts to accelerate bridge construction in Ontario, the Ministry of Transportation of Ontario (MTO) has turned increasingly to prefabricated bridge technology as a bridge construction method when conditions allow. One of the prefabricated deck systems commonly used by MTO involves installing precast full-depth deck panels with pre-formed shear pockets on top of the naked steel girders, which are then made composite with the girders through shear studs installed inside the shear pockets. Construction of the deck slab is completed by filling the shear pockets with in situ concrete. Recent prefabricated bridge projects have shown an increasing tendency to concentrate the shear studs into clusters of closely-spaced studs in shear pockets that are spaced at relatively large distances apart. Concerns have been raised about the effectiveness of the resulting composite action between the precast panels and the supporting girders. As a result, MTO’s Bridge Office recently carried out a comprehensive experimental research study to investigate the issue by using reduced scale models of single composite beam systems as well as shear push-out specimens. This paper describes the laboratory research project and the tests that were carried out and discusses the results obtained. Comparisons with theoretical results are made to assess the composite action that is developed. Experimental test results indicate that closely-spaced studs in the shear pockets in the precast deck panels provide adequate composite action in composite bridge girder design.
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Mohseni, Iman, Yong Cho, and Junsuk Kang. "Live Load Distribution Factors for Skew Stringer Bridges with High-Performance-Steel Girders under Truck Loads." Applied Sciences 8, no. 10 (2018): 1717. http://dx.doi.org/10.3390/app8101717.
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Because the methods used to compute the live load distribution for moment and shear force in modern highway bridges subjected to vehicle loading are generally constrained by their range of applicability, refined analysis methods are necessary when this range is exceeded or new materials are used. This study developed a simplified method to calculate the live load distribution factors for skewed composite slab-on-girder bridges with high-performance-steel (HPS) girders whose parameters exceed the range of applicability defined by the American Association of State Highway and Transportation Officials (AASHTO)’s Load and Resistance Factor Design (LRFD) specifications. Bridge databases containing information on actual bridges and prototype bridges constructed from three different types of steel and structural parameters that exceeded the range of applicability were developed and the bridge modeling verified using results reported for field tests of actual bridges. The resulting simplified equations for the live load distribution factors of shear force and bending moment were based on a rigorous statistical analysis of the data. The proposed equations provided comparable results to those obtained using finite element analysis, giving bridge engineers greater flexibility when designing bridges with structural parameters that are outside the range of applicability defined by AASHTO in terms of span length, skewness, and bridge width.
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Wang, Chunsheng, Lan Duan, Musai Zhai, Yuxiao Zhang, and Shichao Wang. "Steel bridge long-term performance research technology framework and research progress." Advances in Structural Engineering 20, no. 1 (2016): 51–68. http://dx.doi.org/10.1177/1369433216646005.
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To ensure structural sustainability, it is necessary to conduct steel bridge long-term performance study, including bridge design, evaluation, maintenance, and reinforcement technology. The research on steel bridge long-term performance is introduced in four aspects: (1) fatigue performance experimental study for full-scale orthotropic steel bridge decks in laboratory to study its fatigue failure mechanism, in order to improve fatigue design methodology and find rational reinforcement and maintenance method; (2) conducting steel bridge out-of-plane distortion-induced fatigue performance study, and developing cold reinforcement method; (3) performance study for base material and typical joint under long-term vehicle and environmental effect in aging steel bridges, and safety assessment and maintenance of existing steel bridge; (4) temperature gradient monitoring for steel box girder model to build the temperature design mode. Meantime, in-situ tests and monitoring are conducted for steel bridge long-term performance detection, assessment, and maintenance. The study results in this article build the research framework of steel bridge long-term performance preliminarily, which is the basis for steel bridge sustainable design, maintenance, and cold reinforcement methodology system.
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McCulloch, W. J., C. Militano, and S. Rizkalla. "Behavioral load testing of the Disraeli facility." Canadian Journal of Civil Engineering 14, no. 1 (1987): 103–10. http://dx.doi.org/10.1139/l87-013.
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The Disraeli facility, which was completed in 1960, consists of several overpasses utilizing rolled steel beam construction and a riveted steel plate girder bridge crossing the Red River in Winnipeg, Manitoba. The total length of the facility is approximately 707 m (2320 ft). In 1984, the City of Winnipeg commissioned Reid Crowther and Partners Limited to perform a load test on the facility to ascertain the possibility of increasing the maximum gross vehicle weight limit. The tests were performed on three consecutive Sundays, from September 23 to October 7, 1984.Three spans were tested. One normal and one skewed span were selected for the overpasses to study possible differences in their behavior along the exterior span of a three-span continuous riveted plate girder bridge over the Red River. The test was designed to determine the structural response of the bridges at different load levels, to determine the load distribution characteristics, and to investigate dynamic impact values for the test vehicles.This paper describes the instrumentation layout, data acquisition system, test vehicles, and testing procedures. Test results and comparisons with the predicted values utilizing conventional analysis are included.
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Lee, H. M., Y. H. Kwon, Hyo Seon Park, and I. Lee. "Displacement Measurement of an Existing Long Span Steel Box-Girder Using Terrestrial Laser Scanning." Key Engineering Materials 347 (September 2007): 511–16. http://dx.doi.org/10.4028/www.scientific.net/kem.347.511.
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To make use of a new technology in the field of structural health monitoring, various displacement measuring techniques such as a global positioning system (GPS) and vision-based techniques have been studied and proposed. It was previously introduced a new displacement measuring technique using terrestrial laser scanning (TLS) that remotely samples the surface of an object using laser pulses and generates the three-dimensional (3D) coordinates of numerous points on the surface. In this paper, for an assessment of the capabilities of the measuring technique about existing structures, the field tests for vertical displacement measurement of an existing long span steel box-girder are experimentally carried out. The performance of the technique is evaluated by comparing the displacements obtained from TLS system and displacements directly measured from linear variable displacement transducer (LVDT).
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Zhou, Man, Yunyi Liu, Wenqin Deng, Mostafa Fahmi Hassanein, and Hong Zhang. "Transverse analysis of full-scale precast segmental box girder segments with corrugated steel webs: Experimental tests and FE modelling." Engineering Structures 187 (May 2019): 231–41. http://dx.doi.org/10.1016/j.engstruct.2019.02.072.
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Schilling, Charles G. "Moment‐Rotation Tests of Steel Bridge Girders." Journal of Structural Engineering 114, no. 1 (1988): 134–49. http://dx.doi.org/10.1061/(asce)0733-9445(1988)114:1(134).
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Gao, Hao, Yanchen Song, Junjie Wang, and Huijie Liu. "Design Criterion and a Technical Approach for the Controlled Seismic Behavior of Continuous Girder Bridges." Shock and Vibration 2019 (October 30, 2019): 1–17. http://dx.doi.org/10.1155/2019/4568732.
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Seismic design involving “fuse components” between the superstructure and substructure can improve the seismic performance of continuous girder bridges during strong earthquakes by ensuring an elastic working state. The mechanical properties of the “fuse components” directly affect the seismic behavior of continuous girder bridges, and many theoretical and experimental studies of isolation devices to achieve the controlled seismic behavior of continuous girder bridges have been carried out, and some devices are in use in large-scale construction projects. However, there is a lack of evidence from structures that have been subject to earthquakes. Test results show that the shear behavior of isolation bearings is unpredictable and the friction behavior is uncontrollable. Further, limiting devices often suffer from an insufficient deformation capacity and have large space requirements. Therefore, we propose a new type of spherical steel bearing and two kinds of large-stroke steel damping devices with different space requirements. The full-scale test results reveal that the bearing has strong controllability with respect to shearing, stable friction behavior after fracture, and little unpredictability in the friction-based processes. Furthermore, the large-stroke steel damping device shows a full hysteresis curve and excellent energy dissipation characteristics. Finally, using a continuous girder bridge as an example and combined with the results of mechanical tests, the effectiveness of the controlled design criterion was verified using numerical simulations. The calculated results show that, compared with conventional fixed bearings, the shear and bending moments are decreased by 60% and 53%, respectively, and the ratio of both the shear and bending moment response of the pier bottom to its capacity is less than 0.5. However, the ratio of the maximum deformation of the damper to its capacity is only 0.28, and the residual displacement is 0.01 m. Therefore, an alternative scheme is provided for postearthquake maintenance and replacement.
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Gao, Pu, Kuan Li, and Yuanxun Zheng. "Experimental Study on Fatigue Performance of Negative Bending Moment of Steel-Concrete Continuous Composite Box Girder." Advances in Civil Engineering 2020 (July 9, 2020): 1–17. http://dx.doi.org/10.1155/2020/8879746.
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The experimental work presents results on the fatigue performance of composite beams in the negative moment region and the changes of stiffness and deformation of composite beams under repeated loads; fatigue tests were carried out on two double-layer composite beams. The fatigue performance of composite beams with different reinforcement ratios under complete shear connection and the variation of deflection, strain of the reinforcement, strain of steel beam, and crack growth under fatigue load were obtained. The results showed that the fatigue resistance performance of concrete slab with low reinforcement ratio was much lower than that of concrete slab with high reinforcement ratio whereas, under the fatigue load, the stress of the welding nail in the negative moment region was small and the slip was almost negligible. The degradation of stiffness and the development of cracks were mainly due to the degradation of bond-slip between the concrete and reinforcement. The fatigue failure mode was the fracture of the upper reinforcement in negative moment region. The results obtained in this study are helpful in the design of composite beam.
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Lawver, Andrew, Catherine French, and Carol K. Shield. "Field Performance of Integral Abutment Bridge." Transportation Research Record: Journal of the Transportation Research Board 1740, no. 1 (2000): 108–17. http://dx.doi.org/10.3141/1740-14.
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The behavior of an integral abutment bridge near Rochester, Minnesota, was investigated from the beginning of construction through several years of service by monitoring more than 180 instruments that were installed in the bridge during construction. The instrumentation was used to measure abutment horizontal movement, abutment rotation, abutment pile strains, earth pressure behind abutments, pier pile strains, prestressed girder strains, concrete deck strains, thermal gradients, steel reinforcement strains, girder displacements, approach panel settlement, frost depth, and weather. In addition to determining the seasonal and daily trends of bridge behavior, live-load tests were conducted. All of the bridge components performed within the design parameters. The effects from the environmental loading of solar radiation and changing ambient temperature were found to be as large as or larger than live-load effects. The abutment was found to accommodate superstructure expansion and contraction through horizontal translation instead of rotation. The abutment piles appeared to be deforming in double curvature, with measured pile strains on the approach panel side of the piles indicating the onset of yielding.
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Sokołowski, D., and M. Kamiński. "FEM Study of a Steel Corrugated Web Plate Girder Subjected to Fire." International Journal of Applied Mechanics and Engineering 26, no. 2 (2021): 201–18. http://dx.doi.org/10.2478/ijame-2021-0028.
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Abstract The main aim of this work is a computational nonlinear analysis of a high strength steel corrugated-web plate girder with a very detailed and realistic mesh including vertical ribs, all the fillet welds and supporting areas. The analysis is carried out to verify mechanical structural response under transient fire temperature conditions accounting for an efficiency and accuracy of three various transient coupled thermo-elastic models. All the resulting stress distributions, deformation modes and their time variations, critical loads and eigenfrequencies as well as failure times are compared in all these models. Nonlinearities include material, geometrical and contact phenomena up to the temperature fluctuations together with temperature-dependent constitutive relations for high strength steel. They result partially from steady state and transient experimental tests or from the additional designing rules included in Eurocodes. A fire scenario includes an application of the normative fire gas temperature curve on the bottom flange of the entire girder for a period of 180 minutes. It is computed using sequentially coupled thermo-elastic Finite Element Method analyses. These account for heat conductivity, radiation and convection. The FEM model consists of a combination of 3D hexahedral and tetrahedral solid finite elements and uses temperature-dependent material and physical parameters, whose values are taken after the experiments presented in Eurocodes. Numerical results presented here demonstrate a fundamental role of the lower flange in carrying fire loads according to this scenario and show a contribution of the ribs and of the welds to the strength of the entire structure.
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Mon, Thu Ya, and Janani Selvam. "Buckling Behaviors of Cold-Formed Steel Built-Up Columns under Axial Compression Tests: Review Paper." International Journal of Recent Technology and Engineering 10, no. 1 (2021): 7–11. http://dx.doi.org/10.35940/ijrte.a5593.0510121.
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In modern-day construction industry, cold-formed steel channels have been more interested as the conventional structural materials in place of hot-rolled steel members in order to reduce the weight of beams and girders without reducing their strength. Cold-formed steel becomes extensively used as structural and non-structural materials in building construction and engineering presentations. Various types of buckling behaviors usually govern the design strength of cold-formed steel channel sections. Because of their complex behaviors, the design guides for cold-formed steel are insufficient to be provided. This leads the questions to investigate the governing modes of failure of cold-formed steel built-up sections in both horizontal and vertical profiles. This article reviews the recent researches on cold-formed steel built up columns of diverse geometric shapes and connections under axial compression load. The objective is to summarize various modes of buckling in each built-up column. At the end of the study, the results are compared in detail through their geometric sections and provide recommendation for further studies.
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Jiao, Jialong, Huilong Ren, and Christiaan Adika Adenya. "Experimental and Numerical Analysis of Hull Girder Vibrations and Bow Impact of a Large Ship Sailing in Waves." Shock and Vibration 2015 (2015): 1–10. http://dx.doi.org/10.1155/2015/706163.
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It is of great importance to evaluate the hull structural vibrations response of large ships in extreme seas. Studies of hydroelastic response of an ultra large ship have been conducted with comparative verification between experimental and numerical methods in order to estimate the wave loads response considering hull vibration and water impact. A segmented self-propelling model with steel backbone system was elaborately designed and the experiments were performed in a tank. Time domain numerical simulations of the ship were carried out by using three-dimensional nonlinear hydroelasticity theory. The results from the computational analyses have been correlated with those from model tests.
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Siekierski, Wojciech. "Analysis of gusset plate of contemporary bridge truss girder." Baltic Journal of Road and Bridge Engineering 11, no. 3 (2016): 188–96. http://dx.doi.org/10.3846/bjrbe.2016.22.
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Trussed structures in modern bridge building usually have “W” bracing. Structural joints are often based on application of gusset plates. Experimental tests of stress distribution in such gusset plates are rather sparse. Lab testing of scaled bridge truss girder was carried out in Poznań University of Technology in Poznań. Investigation into stress distribution in gusseted joint was carried out. Test results were put against results obtained from analyses of two finite element models: beam-element model and shell-element model. Normal stress and Huber-Mises equivalent stress distributions within gusseted joint were analysed. General conclusions are: a) normal stress distribution in gusseted joint cross-section, perpendicular to truss flange axis, is nonlinear and extreme stresses occur near cross-section edges, b) Huber-Mises equivalent stress distribution in the cross-section of gusset plate near its connection to truss flange is nonlinear and extreme stresses occur near centre of the cross-section, c) assessment of normal stresses in gusseted joints should not be carried out with an aid of beam-element modelling, d) it is possible to assess Huber-Mises equivalent stresses in gusset plate near its welded connection to rigid flange with an aid of beam-element modelling if non-uniform distribution of shear stress is taken into account, e) shell-element modelling of gusseted joint provides satisfactory accuracy of normal and equivalent stress assessment, f) beam-element modelling of friction grip bolts is sufficiently accurate for shell-element models of steel joints analysed within elastic range of behaviour.
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Li, Zhengyuan, Xiaowei Ma, Jiansheng Fan, and Xin Nie. "Overhanging Tests of Steel–Concrete Composite Girders with Different Connectors." Journal of Bridge Engineering 24, no. 11 (2019): 04019098. http://dx.doi.org/10.1061/(asce)be.1943-5592.0001481.
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Naser, Ali Fadhil, and Zong Lin Wang. "Field Damage Inspection and Static Load Test Analysis of Jiamusi Highway Prestressed Concrete Bridge in China." Advanced Materials Research 163-167 (December 2010): 1147–56. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1147.
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The main purpose of damage inspection of the bridge components is to ensure the safety of a bridge and to identify any maintenance, repair, or strengthening which that need to be carried out. The essential damages that occur in reinforced concrete bridge include different type of cracks, scalling and spalling of concrete, corrosion of steel reinforcement, deformation, excessive deflection, and stain. The main objectives of this study are to inspect the appearance of Jiamusi highway prestressed concrete bridge and describe all the damages in the bridge structural components, and to evaluate the structural performance of the bridge structure under dead and live loads. The field tests that are adopted in this study are the depth of concrete carbonation test, compressive strength of concrete test, corrosion of steel reinforcement test, and static load test. According to inspection of the bridge structure appearance, the overall states of bridge structure in good and there are not serious damages, but there are diagonal and longitudinal cracks in the inside web of box girder within block No.8 and 9. Expansion joints suffer from serious damage such as deformation of expansion joint rubber, dislocating, shedding, and cracking. The field test results show that the concrete of the bridge structure has not carbonation; the strength of concrete in good state; there is not corrosion in steel reinforcement; The values of load test for vertical deflection, strain, and stress are less than the theoretical values and the results of cracks observation show that there is not changing in the length of diagonal cracks in the web of box girder when the load test is applied. This indicates that the working state and carrying capacity of the bridge structure in good state.
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Benmokrane, Brahim, Ehab El-Salakawy, Amr El-Ragaby, and Sherif El-Gamal. "Performance evaluation of innovative concrete bridge deck slabs reinforced with fibre-reinforced-polymer bars." Canadian Journal of Civil Engineering 34, no. 3 (2007): 298–310. http://dx.doi.org/10.1139/l06-173.
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This paper presents the construction details, field testing, and analytical results of six innovative concrete bridges reinforced with fibre-reinforced-polymer (FRP) bars recently constructed in North America, namely Wotton, Magog, Cookshire-Eaton, Val-Alain, and Melbourne bridges in Quebec, Canada, and Morristown bridge in Vermont, USA. All six bridges are girder type, with main girders made of either steel or prestressed concrete. The main girders are supported over spans ranging from 26.2 to 50.0 m. The deck is a 200–230 mm thick concrete slab continuous over spans of 2.30–3.15 m. Different types of glass- and carbon-FRP reinforcing bars and conventional steel were used as reinforcement for the concrete deck slab. The six bridges are located on different highway categories, which means different traffic volume and environmental conditions. The bridges are well instrumented at critical locations for internal temperature and strain data collection using fibre optic sensors. These sensors are used to monitor the deck behaviour from the time of construction to several years after the completion of construction. The bridges were tested for service performance using calibrated truckloads. In parallel, a finite element analysis (FEA) was conducted and verified against the results of the field load tests. The FEA was then used to run parametric studies to investigate the effect of several important parameters such as FRP reinforcement type and ratio on the service and ultimate behaviour of these bridge decks. The analytical and field results under real service conditions, in terms of deflections, cracking, and strains in reinforcement and concrete, were comparable to those of concrete bridge deck slabs reinforced with steel.Key words: bridges deck slabs, fibre-reinforced-polymer (FRP) bars, field testing, finite element analysis.
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Wang, Feng, Chuan Xiong, Zijian Wang, Congmin Guo, Hua Bai, and Jiawu Li. "A Quick Assessment and Optimization Method for a Flutter Aerodynamic Measure of a Typical Flat Box Girder." Shock and Vibration 2020 (August 12, 2020): 1–11. http://dx.doi.org/10.1155/2020/8823921.
Full textAbstract:
Flutter is one of the most serious wind-induced vibration phenomena for long-span bridges and may cause the collapse of a bridge (e.g., the Old Tacoma Bridge, 1940). The selection and optimization of flutter aerodynamic measures are difficult in wind tunnel tests. It usually takes a long time and consumes more experimental materials. This paper presents a quick assessment and design optimization method for the flutter stability of a typical flat box girder of the long-span bridges. Numerical analysis could provide a reference for wind tunnel tests and improve the efficiency of the test process. Based on the modal energy exchange in the flutter microvibration process, the global energy input and local energy input are analyzed to investigate the vibration suppression mechanism of a flat steel box girder with an upper central stabilizer. Based on the comparison between the experimental and numerical data, a quick assessment method for the optimization work is proposed. It is practical to predict the effects of flutter suppression measures by numerical analysis. Thus, a wind tunnel test procedure for flutter aerodynamic measures is proposed which could save time and experimental materials.