Journal articles: 'Concrete bridges – Testing; Concrete – Fatigue'

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Sainz-Aja, Jose, Carlos Thomas, Juan A. Polanco, and Isidro Carrascal. "High-Frequency Fatigue Testing of Recycled Aggregate Concrete." Applied Sciences 10, no. 1 (December 18, 2019): 10. http://dx.doi.org/10.3390/app10010010.

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Concrete fatigue behaviour has not been extensively studied, in part because of the difficulty and cost. Some concrete elements subjected to this type of load include the railway superstructure of sleepers or slab track, bridges for both road and rail traffic and the foundations of wind turbine towers or offshore structures. In order to address fatigue problems, a methodology was proposed that reduces the lengthy testing time and high cost by increasing the test frequency up to the resonance frequency of the set formed by the specimen and the test machine. After comparing this test method with conventional frequency tests, it was found that tests performed at a high frequency (90 ± 5 Hz) were more conservative than those performed at a moderate frequency (10 Hz); this effect was magnified in those concretes with recycled aggregates coming from crushed concrete (RC-S). In addition, it was found that the resonance frequency of the specimen–test machine set was a parameter capable of identifying whether the specimen was close to failure.

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Hillebrand, Matthias, and Josef Hegger. "Fatigue Testing of Shear Reinforcement in Prestressed Concrete T-Beams of Bridges." Applied Sciences 10, no. 16 (August 11, 2020): 5560. http://dx.doi.org/10.3390/app10165560.

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In the recent years, bridges, as an important part of the national and international infrastructure, had to comply with stricter requirements due to increased heavy load traffic. Many of these bridge structures built in the 1960s and 1970s often contain less web reinforcement than the modern required minimum web reinforcement. In this context, the shear resistance under cyclic loading is of special interest. For this reason, experimental tests were conducted on prestressed concrete beams with and without shear reinforcement at the Institute of Structural Concrete of RWTH Aachen University to investigate the shear fatigue strength. This paper describes the recent tests on ten Tshaped prestressed beams with web reinforcement. The specimens were able to resist more load cycles than predicted by the approaches implemented in the Eurocodes for bridges. Based on the test results, design models for shear under cyclic loading should be reviewed and improved, especially regarding the assessment of existing structures.

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Ov, David, and Rolf Breitenbücher. "Influence of steel fibers on the fatigue behavior of high-performance concretes under cyclic loading." Acta Polytechnica CTU Proceedings 33 (March 3, 2022): 437–43. http://dx.doi.org/10.14311/app.2022.33.0437.

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Due to the advancement of high-performance concretes, the development of filigree constructions has been improved in the last decades. However, as the demand to create more filigree designs increases, the vulnerability to fatigue loads of such structures has also become a decisive factor. Various construction projects, such as wide-span bridges or wind turbines, are exposed to fatigue loads. Especially wind turbines are permanently subjected to wind and wave loads of several hundred million load cycles during their service life. At present, the fatigue behavior of high-performance concretes under cyclic loading is still unknown. In a worst-case scenario, the significantly lower ductility can lead to a sudden failure of the entire structure. In this case, the addition of steel fibers could be advantageous, as they significantly improve the ductility of concretes. However, it is still undetermined how the material fatigue is influenced by steel fibers. Hence, systematic investigations on the fatigue behavior of various high-strength concretes with steel fibers were conducted. Since the crack-bridging effect of fibers is relevant for tensile stresses, predominantly cyclic bending tests were performed on concrete beams with different steel fiber variations. To accomplish the investigations, a test setup has been developed which allows the simultaneous testing of a total of six specimens. Based on the predetermined static concrete strengths, the specimens were subjected to cyclic loads with a defined lower stress level and various upper stress levels. During these cyclic tests, the cycles-to-failure as well as the degradation within the microstructure were detected.

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Garner, Amy, Moneeb Genedy, R. Tarefder, and Mahmoud Reda Taha. "Monitoring Fatigue Damage in PC Using Carbon Nanotubes." Advanced Materials Research 1129 (November 2015): 94–101. http://dx.doi.org/10.4028/www.scientific.net/amr.1129.94.

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Polymer concrete (PC) overlays are typically used in infrastructure applications, specifically bridges and parking structures, to provide durable protection to the structural system. However, PC suffers from cracking and crack propagation during its service life mostly due to fatigue. Fatigue cracking of PC results in limiting the service life of PC considerably. Monitoring of fatigue damage in PC can help extend PC service life.In this paper, we demonstrate the possible use of carbon nanotubes to monitor damage initiation and propagation in PC under fatigue loading. PC prisms were produced using epoxy polymer concrete with varying contents of multi-walled carbon nanotubes (MWCNTs). The percolation level of MWCNTs necessary to produce conductive PC was first determined. Fatigue testing using an AASHTO modified test set-up was conducted. Electrical conductivity of PC overlay was continuously measured during fatigue testing. Damage initiation and propagation in PC incorporating MWCNTs overlays can be detected and monitored.

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He, Zhi-Qi, Changxue Ou, Fei Tian, and Zhao Liu. "Experimental Behavior of Steel-Concrete Composite Girders with UHPC-Grout Strip Shear Connection." Buildings 11, no. 5 (April 24, 2021): 182. http://dx.doi.org/10.3390/buildings11050182.

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This paper develops a new type of shear connection for steel-concrete composite bridges using Ultra-High Performance Concrete (UHPC) as the connection grout. The UHPC-grout strip shear connection is fabricated by preforming a roughened slot in the concrete deck slab, welding an embossed steel rib longitudinally to the upper flange of the steel girder, and casting the strip void between the slot and the steel rib with UHPC grout. The structural performance of the new connection was validated by two sets of experimental tests, including push-out testing of shear connectors and static and fatigue testing of composite beams. The results of push-out testing indicate that the UHPC-grout strip shear connection exhibits a significant improvement of ductility, ultimate capacity, and fatigue performance. The interface shear strength of the UHPC-grout strip connection is beyond 15 MPa, which is about three times that of the strip connection using traditional cementitious grouts. The ultimate capacity of the connection is dominated by the interface failure between the embossed steel and the UHPC grout. The results of composite-beam testing indicate that full composite action is developed between the precast decks and the steel beams, and the composite action remained intact after testing for two million load cycles. Finally, the trail design of a prototype bridge shows that this new connection has the potential to meet the requirements for horizontal shear.

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Xu, Jun, Huahuai Sun, Weizhen Chen, and Xuan Guo. "Experiment-Based Fatigue Behaviors and Damage Detection Study of Headed Shear Studs in Steel–Concrete Composite Beams." Applied Sciences 11, no. 18 (September 7, 2021): 8297. http://dx.doi.org/10.3390/app11188297.

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Many in-service bridges with steel–concrete composite beams are currently aging and experiencing performance deterioration. Under long-term cyclic loads from traffic on bridges, headed shear studs in steel–concrete composite beams are vulnerable to fatigue damage. The comprehensive understanding of fatigue behaviors and the feasible detection of fatigue damage of headed shear studs is, thus, crucial for the accurate numerical simulation of the fatigue crack propagation process. The paper, thus, experimentally investigates the fatigue behaviors of headed shear studs through push-out tests of three specimens. The fatigue failure modes and cyclic strain evolution of specimens are analyzed. The fatigue lives of headed shear studs are compared with the S–N curves of the AASHTO, Eurocode 4 and BS5400 codes. The fatigue crack details of shear studs in push-out tests are then detected using the ultrasonic non-destructive testing. The results show that the root fracture is the main fatigue failure mode of shear studs under fatigue loading. The fatigue life estimations based on the three current codes (i.e., AASHTO, Eurocode 4 and BS5400) can be safely guaranteed only with different safety redundancies. The strain at the shear stud with fatigue damage shows a consistent increasing trend followed by decreasing behavior after reaching the peak value with the loading cycles. Moreover, the feasibility of the ultrasonic non-destructive testing with the combination of a strain measurement for fatigue crack details detection of headed shear studs in composite beams is proved.

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Savino, Pierclaudio, Francesco Tondolo, Donato Sabia, Antonino Quattrone, Fabio Biondini, Gianpaolo Rosati, Mattia Anghileri, and Bernardino Chiaia. "Large-Scale Experimental Static Testing on 50-Year-Old Prestressed Concrete Bridge Girders." Applied Sciences 13, no. 2 (January 7, 2023): 834. http://dx.doi.org/10.3390/app13020834.

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The heritage of existing road infrastructures and in particular of bridges consists of structures that are approaching or exceeding their designed service life. Detrimental causes such as aging, fatigue and deterioration processes other than variation in loading conditions introduce uncertainties that make structural assessment a challenging task. Experimental data on their performances are crucial for a proper calibration of numerical models able to predict their behavior and life-cycle structural performance. In this scenario, an experimental research program was established with the aim of investigating a set of 50-year-old prestressed concrete bridge girders that were recovered from a decommissioned bridge. The activities included initial non-destructive tests, and then full-scale load tests followed by a destructive test on the material samples. This paper reports the experimental results of the full-scale tests conducted on the first group of four I-beams assumed to be in good condition from visual inspection at the time of testing. Loading tests were performed using a specifically designed steel reaction frame and a test setup equipment, as detailed in the present work. Due to the structural response of this first group of girders, a uniform behavior was found at both service and ultimate conditions. The failure mechanism was characterized by the crushing of the cast-in-situ top slab corresponding to a limited deflection, highlighting a non-ductile behavior. The outcomes of the experimental research are expected to provide new data for the life-cycle safety assessment of existing bridges through an extended database of validated experimental tests and models.

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McRory, Jared W., Fray F. Pozo-Lora, Zachary Benson, Raed Tawadrous, and Marc Maguire. "Behavior of Hybrid Reinforced Concrete Bridge Decks under Static and Fatigue Loading." Polymers 14, no. 23 (November 26, 2022): 5153. http://dx.doi.org/10.3390/polym14235153.

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This paper presents a new bridge deck reinforcement alternative using hybrid reinforced concrete (Hybrid) consisting of Glass Fiber Reinforced Polymer (GFRP) rebar and alkali-resistant fiberglass composite macrofibers added to the concrete mixture. Fiberglass composite macrofibers are a miniaturized GFRP reinforcing bar that is a composite of resin and glass fibers. An experimental testing program and analytical modeling were conducted to evaluate the structural performance at the service and ultimate limit states. Thirteen full-scale bridge deck specimens were constructed and tested under static and fatigue loading. The fatigue loading was applied up to two million cycles at a frequency of 4 Hz. Post-fatigue, the specimens were tested to failure to compare pre-and post-fatigue behavior. Simplified and moment-curvature analytical models were used to predict the specimens’ flexural strength at the ultimate level, and both were found to be accurate for predicting pre- and post-fatigue strength. Deflection and crack width were monitored throughout the fatigue loading, and these values were compared to the recommended AASHTO LRFD serviceability limits. Testing and analytical results showed that the Hybrid deck is a viable alternative to steel-reinforced and GFRP-reinforced bridge decks for flexural behavior. The service and ultimate level behavior of each bridge deck type was adequate as compared to the AASHTO LRFD service limits. The exceptional post-peak energy absorption demonstrated by the Hybrid adds ductility to previously elastic GFRP reinforced sections.

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Kitane, Yasuo, Amjad J. Aref, and George C. Lee. "Static and Fatigue Testing of Hybrid Fiber-Reinforced Polymer-Concrete Bridge Superstructure." Journal of Composites for Construction 8, no. 2 (April 2004): 182–90. http://dx.doi.org/10.1061/(asce)1090-0268(2004)8:2(182).

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Fathalla, Eissa, Yasushi Tanaka, and Koichi Maekawa. "Fatigue Life of RC Bridge Decks Affected by Non-Uniformly Dispersed Stagnant Water." Applied Sciences 9, no. 3 (February 12, 2019): 607. http://dx.doi.org/10.3390/app9030607.

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Stagnant water on reinforced concrete (RC) decks reduces their life significantly compared to the case of dry states. Fully submerged states have been investigated as the most severe case, which is however rarely experienced in reality. Currently, it is possible to simulate concrete–water interactions for lifetime prediction of RC decks. In this study, fatigue lifetime is systematically computed for various locations of stagnant water at the upper layer of RC decks. It is found that the patterns of wet and dry areas have a great influence on the remaining fatigue life even though the same magnitude of cracking develops. Then, a hazard map for the wetting locations with regard to the remaining fatigue life is presented based on the systematically arranged simulation. Finally, a nonlinear correlation is introduced for fatigue life prediction based upon site inspected wetting locations, which can be detected by non-destructive testing technology.

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Chen, Huating, Zhenyu Sun, Zefeng Zhong, and Yan Huang. "Fatigue Factor Assessment and Life Prediction of Concrete Based on Bayesian Regularized BP Neural Network." Materials 15, no. 13 (June 25, 2022): 4491. http://dx.doi.org/10.3390/ma15134491.

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Concrete tensile properties usually govern the fatigue cracking of structural components such as bridge decks under repetitive loading. A fatigue life reliability analysis of commonly used ordinary cement concrete is desirable. As fatigue is affected by many interlinked factors whose effect is nonlinear, a unanimous consensus on the quantitative measurement of these factors has not yet been achieved. Benefiting from its unique self-learning ability and strong generalization capability, the Bayesian regularized backpropagation neural network (BR-BPNN) was proposed to predict concrete behavior in tensile fatigue. A total of 432 effective data points were collected from the literature, and an optimal model was determined with various combinations of network parameters. The average relative impact value (ARIV) was constructed to evaluate the correlation between fatigue life and its influencing parameters (maximum stress level Smax, stress ratio R, static strength f, failure probability P). ARIV results were compared with other factor assessment methods (weight equation and multiple linear regression analyses). Using BR-BPNN, S-N curves were obtained for the combinations of R = 0.1, 0.2, 0.5; f = 5, 6, 7 MPa; P = 5%, 50%, 95%. The tensile fatigue results under different testing conditions were finally compared for compatibility. It was concluded that Smax had the most significant negative effect on fatigue life; and the degree of influence of R, P, and f, which positively correlated with fatigue life, decreased successively. ARIV was confirmed as a feasible way to analyze the importance of parameters and could be recommended for future applications. It was found that the predicted logarithmic fatigue life agreed well with the test results and conventional data fitting curves, indicating the reliability of the BR-BPNN model in predicting concrete tensile fatigue behavior. These probabilistic fatigue curves could provide insights into fatigue test program design and fatigue evaluation. Since the overall correlation coefficient between the prediction and experimental results reached 0.99, the experimental results of plain concrete under flexural tension, axial tension, and splitting tension could be combined in future analyses. Besides utilizing the valuable fatigue test data available in the literature, this work provided evidence of the successful application of BR-BPNN on concrete fatigue prediction. Although a more accurate and comprehensive method was derived in the current study, caution should still be exercised when utilizing this method.

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Zhuo, Wei Dong, Shang Guan Ping, and Yin Gu. "Flexural Fatigue Behavior of PAN Fiber Reinforced Concrete under Cyclic Loading." Advanced Materials Research 168-170 (December 2010): 2143–49. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.2143.

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The flexural fatigue performance of polyacrylonitrile (PAN) fiber reinforced concrete (PANFRC）was investigated by third-point loading tests. Based on the previous research work, optimum mixture proportions of PANFRC for highway overlays and bridge decks that satisfied both the minimum compressive and bending strengths, and showed excellent mechanical properties, were selected for fatigue testing. The experimental program included a total of 69 flexural specimens, 15 of which were plain concrete specimens, and the remaining 54 specimens were PANFRC specimens. Three mixes containing 0.0%, 0.1 %, and 0.15% of PAN fiber volume fractions were selected. For each mix, 4 different target load ranges were applied: 10–75%, 10–80%, 10–85%, and 10–90% of the ultimate flexural capacity, as obtained from the corresponding control static test. The bending fatigue life of PANFRC specimens under various stress ratios are proved to follow two-parameter Weibull distribution. Both a semi-logarithm and a double-logarithm P-S-N equations with various failure probabilities are derived from the experimental measurements. The denifition of the fatigue damage variable and damage evolution equation for PANFRC are furtherly proposed based on theory of continuum damage mechanics.

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Rai, Gopal L. "Advanced Active Prestressed CFRP in RCC Structures." Advanced Materials Research 1129 (November 2015): 290–97. http://dx.doi.org/10.4028/www.scientific.net/amr.1129.290.

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. The need for rehabilitation of reinforced concrete structures is rapidly increasing. Fibre reinforced polymer (FRP) composite materials for concrete structures have high strength-to-weight ratios that can provide high prestressing forces while adding minimal additional weight to a structure. They also have good fatigue properties and exhibit low relaxation losses, both of which can increase the service lives and the load carrying capacities of reinforced concrete structures. Carbon fiber reinforced polymer (CFRP) composite system is integrated system based on carbon fibres and epoxy resins. By prestressing the CFRP laminates, the material is used more efficiently as a part of its tensile capacity is utilised and it contributes to the load bearing capacity under both service and ultimate load condition. This is an ideal technique as it combines the advantage of using noncorrosive and lightweight advanced composite material in the form of FRP laminates with high efficiency offered by external prestressing. An innovative mechanical anchorage system was developed to prestress the FRP laminates directly by jacking and reacting against the RCC structure.This paper describes the use of Prestressed CFRP laminates for strengthening of RCC structures including practical applications on slabs and bridges. Also it elucidates the post strengthening testing carried out for the validation of this technique.

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Issa, Mohsen A., Mohammad A. Alhassan, and Hameed I. Shabila. "Low-Cycle Fatigue Testing of High-Performance Concrete Bonded Overlay–Bridge Deck Slab Systems." Journal of Bridge Engineering 12, no. 4 (July 2007): 419–28. http://dx.doi.org/10.1061/(asce)1084-0702(2007)12:4(419).

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Asaue, Tomoki Shiotani Hisafumi, Takahiro Nishida, Takuya Maeshima, and Yasushi Tanaka. "Evolution of Fatigue Damage in Wheel-Loading Tests Evaluated by 3D Elastic-Wave Tomography." Journal of Disaster Research 12, no. 3 (May 29, 2017): 487–95. http://dx.doi.org/10.20965/jdr.2017.p0487.

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Currently, for proper maintenance of infrastructures, preventive and proactive measures for prognosis of infrastructures are preferable in comparison with reactive/corrective maintenances of structures that are highly deteriorated. This is so because vast sums are generally necessary for recovering the performance of the highly damaged structures. Therefore, prognostic maintenance must be conducted to establish economic and efficient management systems for the existing concrete infrastructures to complete their designed service life and to even extend them. Severe deterioration of aging infrastructures is currently a critical issue. In particular, the damage and deterioration of concrete slabs in bridges and highways are regarded as a critical issue worldwide. These components are often so fatigue-damaged under conditions of heavy traffic that repair and retrofit work definitely require regulating the traffic, thereby severely disrupting their function for the users. Consequently, preventive and proactive maintenances of concrete slabs that are in service are being urgently demanded for establishing the prognosis for civil engineering. To decide the maintenance systems based on the prognosis of concrete slabs, evolution of the fatigue damage and internal defects should be evaluated properly, if possible, visually. In this respect, Acoustic Emission (AE) tomography and elastic-wave tomography is under investigation and development as innovative nondestructive testing (NDT) methods. By determining the three-dimensional velocity distribution inside a slab via the above methods, the damaged or deteriorated areas are identified. Until now, regulated on-site visual inspections are only performed for the slab components of in-service infrastructures. However, the recent methods can predict the internal defects before the deteriorations physically emerge on the surface. Therefore, inspection methods to identify internal defects in concrete are to be readily implemented prior to the repair works. In the present work, a comparative study is performed during the internal progress of the fatigue damage induced by wheel-loading to identify the damaged area quantitatively via elastic-wave tomography, followed by a comparison with resultant surface crack conditions. The results show a good agreement between the predicted low-velocity zones and the damaged areas estimated by crack distributions, displacements, and strains. In particular, at locations where cracks are intensely observed, the velocities decrease below 3400 m/s. Furthermore, the areas with velocities below 2700 m/s are also observed in the slab corresponding to the attainment of the fatigue limit.

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Nie, Wen, Duanyi Wang, Yangguang Sun, Wei Xu, and Xiaoquan Xiao. "Integrated Design of Structure and Material of Epoxy Asphalt Mixture Used in Steel Bridge Deck Pavement." Buildings 12, no. 1 (December 23, 2021): 9. http://dx.doi.org/10.3390/buildings12010009.

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To comprehensively investigate the integrated structural and material design of the epoxy asphalt mixture used in steel bridge deck pavement, the following works have been conducted: 1. The strain level of steel bridge deck pavement was calculated; 2. The ultimate strain level of fatigue endurance for epoxy asphalt concrete was measured; 3. The effect of water tightness of epoxy asphalt mixture on the bonding performance of steel plate interface was tested. 4. For better performance evaluation, quantitative analysis of the anti-skid performance of epoxy asphalt mixture was carried out by testing the structure depth using a laser texture tester. Results show the following findings: 1. The fatigue endurance limit strain level of epoxy asphalt mixture (600 με) was higher than that of the steel bridge deck pavement (<300 με), indicating that the use of epoxy asphalt concrete has better flexibility and can achieve a longer service life in theory; 2. The epoxy asphalt concrete has significant water tightness to protect the steel plate interface from corrosion and ensure good bonding performance; 3. The porosity of epoxy asphalt mixture used in steel bridge deck paving should be controlled within 3%; 4. In terms of anti-skid performance of bridge deck pavement, the FAC-10 graded epoxy asphalt mixture is recommended when compared with EA-10C.

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Klowak, C., A. Memon, and A. A. Mufti. "Static and fatigue investigation of innovative second-generation steel-free bridge decks." Canadian Journal of Civil Engineering 34, no. 3 (March 1, 2007): 331–39. http://dx.doi.org/10.1139/l06-139.

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This paper outlines the static and fatigue behavior of cast-in-place, second-generation steel-free bridge decks. Although cast monolithically, the first bridge deck was divided into three segments. The first segment was reinforced with steel, according to conventional design. The other two segments were steel-free designs with internal crack-control grids, one consisting of carbon-fibre-reinforced polymer (CFRP) and the other consisting of glass-fibre-reinforced polymer (GFRP). This hybrid CFRP or GFRP and steel strap design is called the second generation of the steel-free concrete bridge deck. The hybrid system limits the width of any longitudinal cracks that develop and eliminates corrosion from within the deck slab. All three segments were tested under cyclic loads of 222 and 588 kN to investigate fatigue behavior. The second bridge deck comprises an internal panel and two cantilevers and also incorporates a complete civionics system. The static tests outlined in this paper are useful in the development of the fatigue theory, which was derived from the fatigue testing of the first bridge deck.Key words: steel-free, cantilever, fatigue testing, static testing, glass-fibre-reinforced polymer, carbon-fibre-reinforced polymer, civionics.

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Hojatkashani, Ata, and Mohammad Zaman Kabir. "Innovative experimental and finite element assessments of the performance of CFRP-retrofitted RC beams under fatigue loading." Science and Engineering of Composite Materials 25, no. 4 (July 26, 2018): 661–78. http://dx.doi.org/10.1515/secm-2016-0101.

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Abstract Numerous experimental studies have proven the efficiency of externally bonded fiber-reinforced polymer (FRP) systems on structural concrete elements, such as reinforced concrete (RC) beams. The current paper presents an analytical formulation of mechanical constants based on the results of experimental data, which were acquired from fatigue testing of intact and CFRP-retrofitted RC beams. A total of six scaled RC beams were prepared for the test, three of which were strengthened with carbon fiber-reinforced polymers (CFRPs). A specific finite element model coupled with experimental results from the proposed RC beams made it possible to compare the theoretical and experimental fatigue behavior of RC beams with and without composite reinforcement. The developed numerical model was then extended to evaluate a higher number of fatigue load cycles, as recommended by bridge codes. This was carried out to monitor the performance of CFRP-retrofitted RC beams in terms of flexural stiffness deterioration and damage propagation. The relationships presented in this paper were calibrated to the tested specimens. Moreover, they were useful for the design of RC and CFRP-retrofitted RC beams and for predicting fatigue performance, including the damage behavior of constituent materials.

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Gillespie, J. W., D. A. Eckel, W. M. Edberg, S. A. Sabol, D. R. Mertz, M. J. Chajes, H. W. Shenton, et al. "Bridge 1-351 over Muddy Run: Design, Testing, and Erection of an All-Composite Bridge." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (January 2000): 118–23. http://dx.doi.org/10.3141/1696-52.

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Bridge 1.351 on Business Route 896 in Glasgow, Delaware, was replaced with one of the first state-owned all-composite bridges in the nation. Composites are lightweight construction materials that do not corrode, which results in benefits such as ease of construction and reduced maintenance costs. A summary of the design, large-scale testing, fabrication, erection, and monitoring of this bridge is presented. The bridge was designed to AASHTO load and resistance factor design specifications. A methodology was developed to incorporate the engineering properties of these unique composite materials into the design. The bridge consists of two 13 × 32 ft (3.96 × 9.75 m) sections joined by a unique longitudinal joint. The sections have sandwich construction consisting of a core [28 in. (71.12 cm) deep] and facesheets [0.4 to 0.6 in. (10.16 to 15.24 mm) thick] that provide shear and flexural rigidity, respectively. The composite bridge was fabricated with E-glass preforms and vinyl-ester resin, which offers excellent structural performance and long-term durability. Each of the sections was fabricated to near-net shape in a single step by a vacuum-assisted resin transfer molding process. The overall structural behavior has been accurately predicted with simple design equations based on sandwich theory for anisotropic materials. Large-scale testing of full-sized subcomponents was conducted to prove that the design satisfied deflection, fatigue, and strength limit states. A redundant longitudinal joint was designed that consisted of both an adhesively bonded vertical joint between sections and splice plates. Assembly procedures were developed, and transverse testing of the full-sized joint was conducted. Final bridge sections were proof-tested to the strength limit state. The construction phase included section positioning, joint assembly, and application of a latex-modified concrete wear surface. The bridge was reopened to traffic on November 20, 1998. Results from the long-term monitoring effort will be documented.

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Abdou, Samia, Wuzhen Zhang, and John W. Fisher. "Orthotropic Deck Fatigue Investigation at Triborough Bridge, New York." Transportation Research Record: Journal of the Transportation Research Board 1845, no. 1 (January 2003): 153–62. http://dx.doi.org/10.3141/1845-17.

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The Triborough Bridge connects the boroughs of Manhattan, Queens, and the Bronx in New York City. The bridge has suspended spans with a total length of 2,700 ft (823 m). The existing concrete deck is being replaced with an orthotropic steel deck to reduce the overall dead load. Before deck replacement, a prototype steel orthotropic deck was installed on the main span for a length of 120 ft (36.6 m). About 300 strain gauges were installed at critical locations to investigate the fatigue strength under static and dynamic loads of the AASHTO fatigue truck and under normal traffic. The strain gauge testing was done in three phases, and structural refinements were made to the deck system between phases. Traffic monitoring was conducted for the most critical locations over a 30-day period during Phase III. The results from three phases of the strain gauge testing, including influence lines and traffic monitoring data, were used to calculate fatigue stress ranges and the fatigue life for each detail. In addition to strain gauge testing, a finite element analysis of the orthotropic deck was performed with loading criteria set by AASHTO load and resistance factor design. The results from the finite element analysis were compared with the results obtained from the strain gauge testing. It was concluded that the heavy trucks on the bridge cause fatigue stresses higher than what had been anticipated by AASHTO. The investigation assisted in modifying the design to obtain a longer service life for the deck system under heavy-truck traffic.

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FRÝBA, Ladislav, Christian BOUSQUET, Eugen BRÜHWILER, Lennart ELFGREN, and FranÇois MANCEL. "Fatigue Investigations of Concrete Railway Bridges." IABSE Congress Report 16, no. 9 (January 1, 2000): 1177–83. http://dx.doi.org/10.2749/222137900796313898.

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Al-Zaid, Rajeh Z., and Andrzej S. Nowak. "Fatigue strength of prestressed concrete girder bridges." Canadian Journal of Civil Engineering 15, no. 2 (April 1, 1988): 199–205. http://dx.doi.org/10.1139/l88-027.

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A model for evaluating the fatigue life of a prestressed concrete girder bridge is presented. Experimental studies indicate that fatigue is a random phenomenon. Therefore, the approach is based on probabilistic methods. The fatigue life of the prestressed concrete girder is estimated from the fatigue properties of its components, namely, the cast-in-place slab, precast beam, prestressing steel, and, if partially prestressed, the tension reinforcement. The model utilizes the available S–N curves for structural materials and Miner's rule to evaluate the fatigue life under variable amplitude loading. A model for determining the distribution function of time to first cracking is also presented. To demonstrate the developed models, a typical prestressed concrete girder bridge is analyzed. On the basis of this investigation, it is concluded that fatigue in prestressed concrete girder bridges designed according to the American Association of State Highway and Transportation Officials specifications is not a limiting design criterion. Key words: bridges, fatigue, prestressed concrete, structural reliability.

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Szerszen, Maria M., and Andrzej S. Nowak. "Fatigue Evaluation of Steel and Concrete Bridges." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (January 2000): 73–80. http://dx.doi.org/10.3141/1696-10.

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The fatigue limit state is one of the important considerations in the design of bridges. Accumulated load cycles can cause cracking or even failure. An approach to evaluation of steel and concrete bridges with regard to fatigue is presented. The method for prediction of the remaining life of a bridge superstructure is based on the load model and the procedure to estimate fatigue degradation of materials. In the case of steel girders, degradation of material is considered using S-N curves. For reinforced concrete beams, degradation of concrete in the compressive zone is described by the rheological fatigue model. Reliability analysis is performed for the fatigue limit state function of flexure. Prediction of the remaining fatigue life for steel and concrete beams is illustrated on examples of existing bridge girders.

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Teworte, Frederik, and Josef Hegger. "Shear Fatigue Assessment of Prestressed Concrete Bridges." IABSE Symposium Report 99, no. 7 (May 6, 2013): 1671–78. http://dx.doi.org/10.2749/222137813806521388.

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Crespo-Minguillón, César, and Juan R. Casas. "Fatigue Reliability Analysis of Prestressed Concrete Bridges." Journal of Structural Engineering 124, no. 12 (December 1998): 1458–66. http://dx.doi.org/10.1061/(asce)0733-9445(1998)124:12(1458).

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Gao, Ruofan, Jie Li, and Alfredo H. S. Ang. "Stochastic analysis of fatigue of concrete bridges." Structure and Infrastructure Engineering 15, no. 7 (February 10, 2019): 925–39. http://dx.doi.org/10.1080/15732479.2019.1569073.

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Fitzka, Michael, Ulrike Karr, Maximilian Granzner, Tomáš Melichar, Martin Rödhammer, Alfred Strauss, and Herwig Mayer. "Ultrasonic fatigue testing of concrete." Ultrasonics 116 (September 2021): 106521. http://dx.doi.org/10.1016/j.ultras.2021.106521.

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Wang, Chung Sheng, Xiao Hong Dong, Wen Hui Miao, and Gan Li. "Fatigue Safety Evaluation of Existing Reinforced Concrete Bridges." Key Engineering Materials 413-414 (June 2009): 749–56. http://dx.doi.org/10.4028/www.scientific.net/kem.413-414.749.

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Generally, fatigue has not been considered as a key problem in the design of reinforced concrete bridges. Until the 1960s, reinforcement was mild steel and the stresses permitted in the steel bar and the concrete were such that fatigue and fracture failure was believed to be impossible. With the developments of reinforced concrete structures, higher working stresses were permitted and, in particular, high yield reinforcing bars were introduced. Design rules were issued to control cracking and to prohibit welding of reinforcement unless the risk of fatigue was negligible. In recent years, great deals of researches have been carried out, leading to a better understanding of the fatigue behaviors in concrete structures. Some studies showed that fatigue could occur in reinforced concrete structures in combination with other causes of deterioration. In the past eight years, considerable increases in traffic intensity and wheel loads have caused obviously fatigue damage in reinforced concrete structures in China. Some reinforced concrete bridges were damaged seriously, leading to the whole bridge collapse sometimes because of overloading and oversize trucks. So how to evaluate the fatigue safety of existing reinforced concrete bridges is an urgent problem in China. In the current paper, the assessment models of existing reinforced concrete bridges based on S-N curve and fracture mechanics approach were proposed considering the effect of overloading and oversize trucks. Finally the assessment method based on S-N curve and in-situ monitoring data was applied to a case study bridge.

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Li, Shi Bin, Hong Wei Tang, and Xin Wang. "Fatigue Behavior of Corroded Reinforced Concrete Beams-a Review." Applied Mechanics and Materials 94-96 (September 2011): 1523–26. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.1523.

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Reinforced concrete (RC) structures are widely used in civil engineering for their merits. A good-quality concrete provides a highly alkaline environment that forms a passive film on reinforcement surface, preventing steel bars from corroding. Due to chloride attack or concrete carbonization, corrosion of embedded reinforcement in concrete members is common for RC structures. Much importance should be attached to the fatigue of corroded concrete bridges because they bear not only static loads but also alternate loads. Followed along with the aging of bridge structures, the increase of traffic volumes, the augment of vehicle loads as well as the deterioration of service environment, many corroded concrete bridges are urgently needed security appraisal and residual fatigue life forecast. Fatigue of corroded RC beams is a key problem for the existing corrosion-damaged concrete bridges. But the interrelated research was little. Based on the most new study information, the production on fatigue of corroded concrete beams was listed and analyzed, and the problems on fatigue of corroded concrete beams were indicated.

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Wang, Chun Sheng, Gan Li, Guo Dong Guan, and Yu Jiao Wang. "Fatigue Truck Load and Fatigue Life Evaluation of Concrete Bridges for Shaanxi Province." Advanced Materials Research 255-260 (May 2011): 1299–302. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1299.

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In the past ten years, considerable increases in traffic volume and vehicle loads have caused obviously fatigue damage in existing highway reinforced concrete bridges in China. Some highway reinforced concrete bridges were damaged seriously, leading to the whole bridge collapse sometimes because of overloading and oversize trucks. In order to observe the highway load character in Shaanxi province, truck weigh device is set up in highway pavement to measure axle weights and axle spacing. Based on these data, it can be classified and generalized the different classes of vehicles, and drawn out the simplifying fatigue truck model in Shaanxi province. Furthermore, the fatigue truck model was used to evaluate the fatigue life and service safety of typical concrete bridges.

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Wang, Chunsheng, Peijie Zhang, Lan Duan, Qian Wang, and Musai Zhai. "Fatigue Performance Evaluation of Existing Concrete Girder Bridges." Structural Engineering International 28, no. 3 (July 3, 2018): 280–87. http://dx.doi.org/10.1080/10168664.2018.1461540.

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Casas, Joan R., and Cesar Crespo-Minguillon. "Probabilistic response of prestressed concrete bridges to fatigue." Engineering Structures 20, no. 11 (November 1998): 940–47. http://dx.doi.org/10.1016/s0141-0296(97)00187-9.

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Tang, Hong Wei, and Shi Bin Li. "Experimental Study on Fatigue Behavior of Low-Strength Concrete Beams." Applied Mechanics and Materials 94-96 (September 2011): 795–98. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.795.

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Reinforced concrete (RC) structures taking full advantages of concrete and reinforcing steel bars are widely applied in civil engineering. Concrete bridges are subjected to alternate loads as well as static loads, much importance should be attached to their fatigue. Reinforced concrete beams are the elementary members of concrete bridges. Fatigue failure mode and fatigue life prediction of normal or high-strength RC beams were the research focus at home. The fatigue behavior of low-strength RC beams was studied through four-point bending fatigue test in the paper. The test results indicated that all beams fractured for concrete shear failure, which made the fatigue life of low-strength concrete beams drop greatly compared to that of normal or high-strength concrete beams, because the fatigue failure of normal or high-strength concrete beams were caused by the fracture of one or more reinforcing steel bars; the mid-span deflection development of low-strength RC beams had three phases, and the middle phase occupied about 90% of whole fatigue life, also in the second phase the mid-span deflection developed linearly with the increasing of cycle numbers. This research work provides necessary basis for the fatigue life deterioration of low-strength RC beams.

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Lantsoght, Eva O. L., Rutger Koekkoek, Cor van der Veen, and Henk Sliedrecht. "Fatigue Assessment of Prestressed Concrete Slab-Between-Girder Bridges." Applied Sciences 9, no. 11 (June 5, 2019): 2312. http://dx.doi.org/10.3390/app9112312.

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In the Netherlands, the assessment of existing prestressed concrete slab-between-girder bridges has revealed that the thin, transversely prestressed slabs may be critical for static and fatigue punching when evaluated using the recently introduced Eurocodes. On the other hand, compressive membrane action increases the capacity of these slabs, and it changes the failure mode from bending to punching shear. To improve the assessment of the existing prestressed slab-between-girder bridges in the Netherlands, two 1:2 scale models of an existing bridge, i.e., the Van Brienenoord Bridge, were built in the laboratory and tested monotonically, as well as under cycles of loading. The result of these experiments revealed: (1) the static strength of the decks, which showed that compressive membrane action significantly enhanced the punching capacity, and (2) the Wöhler curve of the decks, showed that the compressive membrane action remains under fatigue loading. The experimental results could then be used in the assessment of the most critical existing slab-between-girder bridges. The outcome was that the bridge had sufficient punching capacity for static and fatigue loads and, therefore, the existing slab-between-girder bridges in the Netherlands fulfilled the code requirements for static and fatigue punching.

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Guan, Guo Dong, Chun Sheng Wang, Gan Li, and Yu Jiao Wang. "Study on Fatigue Load and Fatigue Life Estimation for Concrete Bridges." Advanced Materials Research 243-249 (May 2011): 1536–39. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1536.

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Using truck weigh device, the data of traffic stream was collected from a toll station in Shaanxi province for 24 hours. A standard fatigue truck was developed based on the regular traffic data. Then S-N curves and Palgrem-Miner summation method was introduced in assessing fatigue life of the reinforcement in negative region of one continuous concrete bridge. It was concluded that the welding detail of reinforcement in negative region had long service life under normal traffic state. The fatigue life of reinforcement would be weakened considering overloading vehicles.

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Jiang, Chao, and Jing Fang. "Time-Dependent Reliability-Based Service Life Assessment of RC Bridges Subjected to Carbonation under a Changing Climate." Sustainability 12, no. 3 (February 6, 2020): 1187. http://dx.doi.org/10.3390/su12031187.

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This paper assessed the service life of RC bridges subjected to carbonation under a changing climate based on time-dependent reliability analysis. First, a simplified carbonation model and the corresponding incremental method were briefly reviewed. Then, the fatigue damage prediction model and climate model were briefly introduced. Afterward, the Monte Carlo simulation-based time-dependent reliability analysis procedure for service life assessments was presented, which integrated the carbonation depth prediction model, fatigue damage prediction model and climate model. Based on the analysis procedure, a comprehensive case study was conducted to estimate the effects of climate change, fatigue damage, concrete cover thickness and concrete grade on the service life under different reliability levels. The case study showed that the service life under a reliability level of 2 is around half of that under the reliability level of 1. Under the reliability level of 1.5, the service life under RCP8.5 (a high emission scenario defined by Intergovernmental Panel on Climate Change) can be 28 years shorter than that under no climate changes. The service life at girder top undergoing compressive fatigue damage can be 49% shorter than that without fatigue damage and 25 years shorter than that at girder bottom undergoing tensile fatigue damage. The service life at girder top with a concrete cover thickness of 45 mm can reach 2.6 times that with a concrete cover thickness of 25 mm. The service life of C50 concrete can reach approximately 2–3 times that of C30 concrete. These findings inform civil engineers that for existing RC bridges, the effects of climate change and fatigue damage should be properly considered when the remaining service life of RC bridges is concerned. Moreover, for planned RC bridges, higher concrete grade and thicker concrete cover are two effective choices to achieve a longer service life.

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Fehlmann, Patrick, and Thomas Vogel. "Experimental Investigations on the Fatigue Behavior of Concrete Bridges." IABSE Symposium Report 96, no. 5 (January 1, 2009): 45–54. http://dx.doi.org/10.2749/222137809796088396.

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Pimentel, M., E. Brühwiler, and J. Figueiras. "Fatigue life of short-span reinforced concrete railway bridges." Structural Concrete 9, no. 4 (December 2008): 215–22. http://dx.doi.org/10.1680/stco.2008.9.4.215.

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39

Hansen, Michael. "Determination and assessment of fatigue stresses on concrete bridges." Structural Concrete 21, no. 4 (February 6, 2020): 1286–97. http://dx.doi.org/10.1002/suco.201900432.

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40

Yin, Li Hui, and Zong Lin Wang. "Review of Studying on Fatigue Damage of Concrete Bridge." Advanced Engineering Forum 5 (July 2012): 207–10. http://dx.doi.org/10.4028/www.scientific.net/aef.5.207.

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Fatigue is the decay process of the structure stress performance under the action of repeated load. The fatigue essence is the material fatigue damage accumulation process along with the increase in the number of fatigue loading. Because of the structural fatigue damage caused by the great dangers, the fatigue damage problem has been studied by many researchers at home and abroad. In this paper, it systematically reviews the research status of fatigue damage of concrete bridges on the basis of previous studies and the problems for further research are discussed. From the bridge component materials perspective, the paper analyses the status and the development direction of the dynamic constitutive models. At the same time, the paper summarizes the fatigue cumulative damage theory and analyses the advantages and disadvantages of the various theories. The main contents of this paper include: the research history and status of fatigue damage of concrete bridges, the damage variable selection, the fatigue cumulative damage theory, the problems for further research on the fatigue damage of concrete bridge.

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Yuan, Ming, Yun Liu, Donghuang Yan, and Yongming Liu. "Probabilistic fatigue life prediction for concrete bridges using Bayesian inference." Advances in Structural Engineering 22, no. 3 (September 17, 2018): 765–78. http://dx.doi.org/10.1177/1369433218799545.

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A probabilistic fatigue life prediction framework for concrete bridges is proposed in this study that considers the stress history from the construction stage to the operation stage. The proposed fatigue analysis framework combines the fatigue crack growth-based material life prediction model and a nonlinear structural analysis method. A reliability analysis is proposed using the developed probabilistic model to consider various uncertainties associated with the fatigue damage. A Bayesian network is established to predict the fatigue life of a concrete bridge according to the proposed framework. The proposed methodology is demonstrated using an experimental example for fatigue life prediction of a concrete box-girder. Comparison with experimental data of fatigue life shows a satisfactory accuracy using the proposed methodology, and the ratio of the posterior predicted mean (updating time n = 8) to the test value decreases to 33%–1% in the current investigation.

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42

Resende Mascarenhas, Fernando Júnior, André Luis Christoforo, Fernando Menezes de Almeida Filho, Roberto Chust Carvalho, Alfredo Manuel Pereira Geraldes Dias, and José Afonso Pereira Vitório. "Fatigue design in reinforced concrete bridges according to Brazilian code." International Journal for Innovation Education and Research 9, no. 3 (March 1, 2021): 257–79. http://dx.doi.org/10.31686/ijier.vol9.iss3.2994.

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There has been an increase in the flow of freight vehicles commuting on Brazilian highways. Then, special attention to the structural performance of bridges regarding the fatigue in beams is needed. Brazil has neither normative metrology to study real data flow of vehicles, nor specific fatigue load train models and coefficients to the analysis and design of road bridges. The same load train that is used for general dimensioning, TB 450, is used for the fatigue verification. Hence, this work aims to verify if the current TB 450 is representative of the freight heavy vehicles with 2 to 9 axles concerning the effects of fatigue in the longitudinal reinforcement of beams of theoretical reinforced concrete bridges with two, three, and five beams. This verification is performed analyzing the stress variations found in the longitudinal reinforcement of vehicles with 2 to 9 axles and the TB 450. Based on the results, the longitudinal steel reinforcement was more susceptible to fatigue's effects. Freight vehicles with 5, 6, 8 and 9 axles presented the most significant stress, therefore, they tend to cause more deleterious effects. Hence, the adoption of a Brazilian normative fatigue specific load train and coefficients is necessary to analyze pre-existing road bridges and design new ones most accurately.

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43

Vébr, Ludvík, Bohuslav Novotný, and Petr Pánek. "Experimental Investigation on Concrete Slab Fatigue Resistance." Advanced Materials Research 1054 (October 2014): 54–57. http://dx.doi.org/10.4028/www.scientific.net/amr.1054.54.

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The paper summarizes results of pilot fatigue testing of concrete slabs resting on granular base in testing box. The project aimed at verification of recent findings that fatigue resistance of concrete slabs is much higher than that predicted by using concrete fatigue characteristics from beam testing. Paper presents additional testing results that confirm enhanced fatigue resistance of concrete slabs. Further research is envisioned to supplement pilot testing results and to receive new results also on fatigue resistance under concrete recycling scheme.

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Roesler, Jeffery R., and Ernest J. Barenberg. "Fatigue and Static Testing of Concrete Slabs." Transportation Research Record: Journal of the Transportation Research Board 1684, no. 1 (January 1999): 71–80. http://dx.doi.org/10.3141/1684-09.

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Maropoulos, S., D. Fasnakis, Ch Voulgaraki, S. Papanikolaou, A. Maropoulos, and A. Antonatos. "Fatigue testing of reinforced-concrete steel bars." IOP Conference Series: Materials Science and Engineering 161 (November 2016): 012067. http://dx.doi.org/10.1088/1757-899x/161/1/012067.

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Wang, Chun Sheng, Mu Sai Zhai, and Lei Tian. "Damage Monitoring and Evaluation Using AE Sensors for Existing Concrete Bridges." Key Engineering Materials 525-526 (November 2012): 141–44. http://dx.doi.org/10.4028/www.scientific.net/kem.525-526.141.

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The existing concrete bridges are often required to carry an increasing volume of traffic, higher speed and heavier trucks, so the bridge owners pay more attention to the actual fatigue damage and service safety of such structures. In this paper, Acoustic Emission (AE) sensors are used to monitor and evaluate the fatigue and damage of Yaoxian Bridge, which is the first field AE monitoring using Physical Acoustics Company equipment and sensors in China existing concrete bridge. This AE sensor has fine frequency bandwidth of interest to bridge monitoring, which is applicable to local cracking and damage positions and can monitor fatigue cracks and damage in close-range. In the field inspection, healthy monitoring was conducted at several locations, including the box concrete girder webs, bottom plates and deck plates using AE sensors. Based on AE monitoring data, the fatigue and damage conditions of box concrete girders was analyzed in order to propose theoretical basis and the rational advices for Yaoxian Bridge maintenance.

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Flores, Elsy Y., Jordan Varbel, Craig M. Newtson, and Brad D. Weldon. "Ultra-High-Performance Concrete Shear Keys in Concrete Bridge Superstructures." MATEC Web of Conferences 271 (2019): 07006. http://dx.doi.org/10.1051/matecconf/201927107006.

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Many existing bridges have adjacent girders that utilize grouted shear keys to transfer loads laterally across the superstructure. Cracking and leaking often cause degradation of the shear key and the girder. This work investigates the potential for using non-proprietary ultra-high performance concrete (UHPC) as a grouting material for repair of deteriorated shear keys by testing bond strength between UHPC and substrate concrete surfaces that were either formed or scarified by chipping. Bond strengths were adequate for both surface textures even though texture depth was substantially less than recommended by ACI 546. Scanning electron microscopy has also been used to investigate the bonded area. This microscopic scanning has shown fly ash residue remaining on the substrate after bond failure, indicating that the supplementary cementitious materials produce much of the bond. Ongoing work for this project also includes full-scale testing of UHPC shear keys between pre-stressed channel girders.

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Tajalli, S. M. A., and S. R. Rigden. "Partially and non-destructive testing of 40 concrete bridges." Proceedings of the Institution of Civil Engineers - Structures and Buildings 140, no. 1 (February 2000): 25–38. http://dx.doi.org/10.1680/stbu.2000.140.1.25.

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Wipf, Terry J., F. Wayne Klaiber, J. Scott Ingersoll, and Douglas L. Wood. "Field and Laboratory Testing of Precast Concrete Channel Bridges." Transportation Research Record: Journal of the Transportation Research Board 1976, no. 1 (January 2006): 88–94. http://dx.doi.org/10.1177/0361198106197600110.

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Wahab, M. M. Abdel, and G. De Roeck. "Dynamic Testing of Prestressed Concrete Bridges and Numerical Verification." Journal of Bridge Engineering 3, no. 4 (November 1998): 159–69. http://dx.doi.org/10.1061/(asce)1084-0702(1998)3:4(159).

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Journal articles on the topic 'Concrete bridges – Testing; Concrete – Fatigue'

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