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Journal articles on the topic 'Post-tensioned concrete bridges'

Author: Grafiati

Published: 4 June 2021

Last updated: 6 February 2022

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1

Scollard, C. R., and F. M. Bartlett. "Rehabilitation criteria for post-tensioned voided-slab bridges." Canadian Journal of Civil Engineering 31, no. 6 (December 1, 2004): 977–87. http://dx.doi.org/10.1139/l04-057.

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Current rehabilitation practices for aging, post-tensioned, voided-slab bridges typically reduce the geometric properties of the concrete cross section and so permanently increase post-tensioning stresses, change primary and secondary prestress moments, and create new primary and secondary moments because the original concrete restrains shrinkage of the new concrete. These changes affect the resistance of the rehabilitated bridge at limit states specified for new construction in the Canadian Highway Bridge Design Code (CHBDC) and may cause other limit states not currently identified in the CHBDC to govern. Rehabilitation schemes should be checked for a serviceability limit state of tensile stresses due to permanent service loads that exceed the cracking strength of the original concrete, which is typically not detailed to control crack widths. Ultimate limit states to check are (i) flexural resistance over interior supports, where the total factored demand can be increased markedly by the rehabilitation; and (ii) creep-initiated failure of concrete due to permanent compressive stresses. The application of these procedures is illustrated through example calculations for a typical continuous bridge.Key words: post-tensioned concrete, serviceability, ultimate limit state, restrained shrinkage, secondary prestress moments, critical stress, cracking.

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2

Abdelatif, Amged O., John S. Owen, and Mohammed F. M. Hussein. "Re-Anchorage of a Ruptured Tendon in Bonded Post-Tensioned Concrete Beams: Model Validation." Key Engineering Materials 569-570 (July 2013): 302–9. http://dx.doi.org/10.4028/www.scientific.net/kem.569-570.302.

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Many post-tensioned concrete bridges have been reported to have ruptured tendons due to corrosion [1] and the assessment of their residual structural capacity has to account for the possibility of re-anchorage of failed tendons. This paper presents an experimental programme to validate a numerical model developed by the authors for the re-anchorage of a ruptured tendon in post-tensioned concrete [2]. The experimental programme considered 33 post-tensioned concrete prisms, in which the rupture of tendon was simulated by releasing the tendon at one end. The full field displacement at concrete surface after release was measured using 3D Electronic Speckle Pattern Interferometry (ESPI). A wide range of parameters: tendon diameter, duct material, grout strength, concrete strength and shear reinforcement were investigated to validate the proposed model, which is found to be suitable for use in assessing post-tensioned concrete bridges with damaged tendons.

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3

Riddle, John. "Safe demolition of post-tensioned reinforced concrete bridges." Proceedings of the Institution of Civil Engineers - Civil Engineering 171, no. 4 (November 2018): 150. http://dx.doi.org/10.1680/jcien.2018.171.4.150.

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4

Wenzel, Helmut, and Robert VEIT-Egerer. "Quantification of remaining Lifetime of post-tensioned Concrete Bridges." IABSE Symposium Report 97, no. 14 (January 1, 2010): 33–39. http://dx.doi.org/10.2749/222137810796062905.

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5

Cullington, D. W., D. MacNeil, P. Paulson, and J. Elliott. "Continuous acoustic monitoring of grouted post-tensioned concrete bridges." NDT & E International 34, no. 2 (March 2001): 95–105. http://dx.doi.org/10.1016/s0963-8695(00)00034-7.

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6

Markus, Luca, and Paul Gauvreau. "Qualitative Measure of Efficiency of Post-Tensioned Concrete Bridges." Journal of Bridge Engineering 25, no. 7 (July 2020): 04020036. http://dx.doi.org/10.1061/(asce)be.1943-5592.0001568.

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7

Breen, John E. "Techniques for Improving Durability of Post-Tensioned Concrete Bridges." Arabian Journal for Science and Engineering 37, no. 2 (February 2, 2012): 303–14. http://dx.doi.org/10.1007/s13369-012-0184-7.

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8

Youn, Seok Goo, S. K. Cho, and Eun Kyum Kim. "Acoustic Emission Technique for Detection of Corrosion-Induced Wire Fracture." Key Engineering Materials 297-300 (November 2005): 2040–45. http://dx.doi.org/10.4028/www.scientific.net/kem.297-300.2040.

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There is currently a need to evaluate the non-destructive techniques that are used to detect the fracture of stressed steel wires in grouted post-tensioned concrete bridges. Although continuous acoustic emission (AE) monitoring technique has been developed to detect wire breaks in unbonded tendons, it is not established as the on-site monitoring tools for grouted post-tensioned concrete bridges. In this study, AE measurements were conducted to detect corrosion-induced wire fractures inside a grouted post-tensioned beam. The test beam was drilled with 5mm drill bit to expose individual wires and a reservoir filled with corrosive solution of NaCl and NaOH was formed on the side of the beam. During the experiment, the corrosion site was anodically polarized to + 200mV using a potentiostat and it was continuously monitored and the data obtained were processed with an AE monitoring system. The outcome of this research shows that the continuous AE monitoring system successfully identified and located an individual corrosion-induced wire fracture in a fully grouted post-tensioned concrete beam.

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9

Gąćkowski, Roman, and Jacek Selejdak. "Assessment of the Effect of the Pre-cast Beams IG Axial Spacing on the Effort Bridge Span." Quality Production Improvement - QPI 1, no. 1 (July 1, 2019): 281–88. http://dx.doi.org/10.2478/cqpi-2019-0038.

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Abstract In designing of reinforced concrete bridges are often used pre-cast of pre-tensioned or post-tensioned prestressed members. In professional practice, when designing bridge span pre-cast of pre-tensioned prestressed beams IG type, different axial beams spacing’s are used and they are joined by a reinforced concrete slab. The paper presents a comparative analysis of an influence of the axial spacing of IG type beams in the cross-section of the bridge, on the bridge span effort, using standards PN-85/S-10042 and PN-EN 1992-2:2010. The optimal axial spacing of pre-cast IG type beams is presented, while maintaining the standard conditions of ULS (Ultimate Limit State). Such a solution has a positive impact on the costs of the entire project, significantly lowering the global investment cost.

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10

Bonopera, Marco, Kuo-Chun Chang, Chun-Chung Chen, Yu-Chi Sung, and Nerio Tullini. "Feasibility Study of Prestress Force Prediction for Concrete Beams Using Second-Order Deflections." International Journal of Structural Stability and Dynamics 18, no. 10 (October 2018): 1850124. http://dx.doi.org/10.1142/s0219455418501249.

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The safety and sustainability of prestressed concrete bridges can be improved with accurate prestress loss prediction. Considerable loss of the prestress force may imply damages hidden in the bridge. In this study, a prestress force identification method was implemented for concrete beams. Based on the Euler–Bernoulli beam theory, the procedure estimates the prestress force by using one or a set of static displacements measured along the member axis. The implementation of this procedure requires information regarding the flexural rigidity of the beam. The deflected shape of a post-tensioned concrete beam, subjected to an additional vertical load, was measured in a short term in several laboratory experiments. The accuracy of the deflection measurements provided favorable prestress force estimates. In particular, the “compression-softening” theory was validated for uncracked post-tensioned concrete beams.

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11

Kuusela, Mikko, Olli Asp, and Anssi Laaksonen. "Cracking of the End Diaphragm of a Post-tensioned Beam Bridge." Nordic Concrete Research 60, no. 1 (June 1, 2019): 89–104. http://dx.doi.org/10.2478/ncr-2019-0001.

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Abstract In concrete beam bridges, the end diaphragm at the end of the bridge is a common structural component that connects the main beams and transfers the beam loads to the bridge bearings. In integral bridges the end diaphragm also retains the soil of embankments due to the absence of abutments. Cracking of the front surface on the end diaphragm has been detected in post-tensioned beam bridges in Finland and Sweden. Presumably the post-tensioning of the bridge and the shaping and detailing of the connection of the end diaphragm and main beam have an effect on cracking tendency. The aim of this study is to examine the structural behaviour and the cracking potential of end diaphragms using linear analysis of the post-tensioned bridge and to find measures to prevent the cracking. The observations collected through field surveys are compared to results of linear FE analysis to clarify the cause of the cracking. The verification of model is performed by comparison of patterns of cracking observed in field surveys and the distribution of maximum tensile stresses in the FE model. With model variations, the effectiveness of measures for the prevention of cracking are observed.

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12

Cavell, D. G., and P. Waldron. "A residual strength model for deteriorating post-tensioned concrete bridges." Computers & Structures 79, no. 4 (February 2001): 361–73. http://dx.doi.org/10.1016/s0045-7949(00)00150-4.

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13

Jalonen, Kimmo, Joonas Tulonen, and Anssi Laaksonen. "Influence of Cracking on Effects of Restrained Deformations in a Post-tensioned Concrete Bridge." Nordic Concrete Research 59, no. 1 (December 1, 2018): 95–110. http://dx.doi.org/10.2478/ncr-2018-0017.

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Abstract Imposed and restrained deformations cause stresses in continuous concrete bridges, and in analyses of the superstructure these stresses are usually reduced to some degree due to creep and cracking of concrete. This study examines cracking and redistribution of stresses in a bridge superstructure under the loads and load combinations used in the original bridge design. The subject of this study is a three-span post-tensioned continuous concrete cantilever beam bridge. The bridge was analysed with non-linear calculation utilising the general force method and moment-curvature relationships. The analysis yielded the bending stiffness of the post-tensioned bridge superstructure as a function of bridge length under different loads. It was discovered that the secondary moment from prestressing force increased as the bending stiffness of the central span decreased due to cracking under external loads, which is not normally considered in design. The bending moment effects of linear temperature difference and support settlement decreased as expected as the superstructure bending stiffness decreased. The analysis provided new information on the effects of secondary moment from the prestressing force and on the difference between the cracked state and the linear elastic analysis of the concrete bridge superstructure.

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14

Chang, Byungik, Kamal Mirtalaei, Seungyeol Lee, and Kenneth Leitch. "Optimization of Post-Tensioned Box Girder Bridges with Special Reference to Use of High-Strength Concrete Using AASHTO LRFD Method." Advances in Civil Engineering 2012 (2012): 1–8. http://dx.doi.org/10.1155/2012/673821.

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With the Federal Highway Administration-mandated implementation of the LRFD specifications, many state departments of transportation (DOTs) have already started implementing LRFD specifications as developed by the AASHTO. Many aspects of the LRFD specifications are being investigated by DOTs and researchers in order for seamless implementation for design and analysis purposes. This paper presents the investigation on several design aspects of post-tensioned box girder bridges designed by LRFD Specifications using conventional or High-Strength Concrete (HSC). A computer spreadsheet application was specifically developed for this investigation. It is capable of analysis, design, and cost evaluation of the superstructure for a cast-in-place post-tensioned box girder bridge. Optimal design of a post-tensioned box girder is achievable by correct selection of design variables. Cost evaluation of superstructures with different geometrical and material configurations has led to the development of optimum design charts for these types of superstructures. Variables used to develop these charts include, among others, span length, section depth, web spacing, tendon profile, and concrete strength. It was observed that HSC enables the achievement of significantly longer span lengths and/or longer web spacing that is not achievable when using normal strength concrete.

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15

Penadés-Plà, Vicent, David Martínez-Muñoz, Tatiana García-Segura, Ignacio J. Navarro, and Víctor Yepes. "Environmental and Social Impact Assessment of Optimized Post-Tensioned Concrete Road Bridges." Sustainability 12, no. 10 (May 22, 2020): 4265. http://dx.doi.org/10.3390/su12104265.

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Most of the definitions of sustainability include three basic pillars: economic, environmental, and social. The economic pillar has always been evaluated but not necessarily in the sense of economic sustainability. On the other hand, the environmental pillar is increasingly being considered, while the social pillar is weakly developed. Focusing on the environmental and social pillars, the use of methodologies to allow a wide assessment of these pillars and the integration of the assessment in a few understandable indicators is crucial. This article is structured into two parts. In the first part, a review of life cycle impact assessment methods, which allow a comprehensive assessment of the environmental and social pillars, is carried out. In the second part, a complete environmental and social sustainability assessment is made using the ecoinvent database and ReCiPe method, for the environmental pillar, and SOCA database and simple Social Impact Weighting method, for the social pillar. This methodology was used to compare three optimized bridges: two box-section post-tensioned concrete road bridges with a variety of initial and maintenance characteristics, and a pre-stressed concrete precast bridge. The results show that there is a high interrelation between the environmental and social impact for each life cycle stage.

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16

Fanous, F. S., B. M. Farmer, and F. W. Klaiber. "Collapse Load Test of 1:3 Shell Bridge Model." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (January 1997): 73–83. http://dx.doi.org/10.3141/1594-08.

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Previous analytical and experimental work by the authors has determined that integrated shell-deck segments can be used to construct short- or medium-span bridges. This system consisted of integrated shell-deck concrete segments that are post-tensioned together to form a simply supported bridge. A 1:3-scale segmental concrete shell bridge model was tested to failure. The bridge model was subjected to increasing load until failure occurred. Before failure, excessive deflection, cracking, and buckling of some of the steel elements connecting the deck to the shell edge beams were observed. Failure of the model resulted from the formation of excessive diagonal shear cracks in the shell portion of one of the segments. The fabrication and the behavior of the bridge model indicated that shell bridges can be used to construct short- and medium-span segmental bridges.

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17

Kamaitis, Z. "Field Investigation of Joints in Precast Post-Tensioned Segmental Concrete Bridges." Baltic Journal of Road and Bridge Engineering 3, no. 4 (December 11, 2008): 198–205. http://dx.doi.org/10.3846/1822-427x.2008.3.198-205.

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18

Zilch, Konrad, and Erwin Penka. "Fatigue resistance evaluation for couplers of existing post-tensioned, concrete bridges." Structure and Infrastructure Engineering 10, no. 7 (February 2013): 901–10. http://dx.doi.org/10.1080/15732479.2012.761247.

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19

Yepes, Víctor, Eloy Pérez-López, Tatiana García-Segura, and Julián Alcalá. "Optimization of high-performance concrete post-tensioned box-girder pedestrian bridges." International Journal of Computational Methods and Experimental Measurements 7, no. 2 (March 31, 2019): 118–29. http://dx.doi.org/10.2495/cmem-v7-n2-118-129.

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20

Jeon, Chi-Ho, and Chang-Su Shim. "Flexural Behavior of Post-Tensioned Concrete Beams with Multiple Internal Corroded Strands." Applied Sciences 10, no. 22 (November 11, 2020): 7994. http://dx.doi.org/10.3390/app10227994.

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The corrosion of prestressing steel in prestressed concrete bridges is a critical safety issue. To evaluate the strength of a prestressed concrete beam with corroded strands, it is necessary to know the mechanical properties of the corroded strands in terms of their tensile strength and ductility. In this study, material models were suggested using tensile tests of corroded strands which had been taken from existing bridges. Five prestressed concrete beams with multiple internal corroded strands of different corrosion levels and locations were fabricated and tested using the three-point bending test. The beams with corroded strands near the support did not show meaningful flexural behavior changes, while the beams with corrosion in the mid-span showed significant strength reduction. In order to suggest the appropriate evaluation of the flexural strength of a prestressed concrete beam with corroded strands, material models of the corroded strands were divided into two model categories: a bi-linear material model and a brittle material model. Strength evaluations of the corroded prestressed concrete beams according to fps approximation and strain-compatibility using OpenSEES were conducted. Results suggested the use of the strain compatibility method only when the section loss was greater than 5%.

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21

Kamaitis, Zenonas. "DAMAGE TO CONCRETE BRIDGES DUE TO REINFORCEMENT CORROSION." TRANSPORT 17, no. 4 (August 31, 2002): 137–42. http://dx.doi.org/10.3846/16483840.2002.10414030.

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Corrosion of reinforcement initiated by concrete carbonation and chloride contamination is the most common type of deterioration of concrete bridges. Based on the author's experience a number of cases is reported in which the corrosion of ordinary and prestressed reinforcement as well as the causes and consequences of deterioration observed are presented. Investigations have shown that the main reasons are: insufficient concrete cover, poor quality of concrete, and ingress of aggressive salts. The carbonation depth must be related to the histogram ofrebar cover depths and the probability of their coincidence can be predicted. The monitoring of tendon conditions in prestressed concrete precast post-tensioned segmental bridge decks shows that the voids and the water are often present in the ducts leading to the local rusting of tendons. The wires used in tendons are liable to fail in tension that was observed in some prestressed concrete bridges. Unfortunately, no reliable procedures of determining the condition of prestressing steel in existing structures are available.

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22

Han, Kyoung-Bong, and Sun-Kyu Park. "Parametric study of truss bridges by the post-tensioning method." Canadian Journal of Civil Engineering 32, no. 2 (April 1, 2005): 420–29. http://dx.doi.org/10.1139/l04-096.

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The post-tensioning method has been successfully used to improve the performance of existing concrete structures. Applications of the method are rare in steel structures, however. Post-tensioning using high-strength cables or bars can be effectively used to increase the working load carrying capacity of steel structures. In this paper, the elastic behavior of post-tensioned trusses with straight and draped tendon profiles for truss strengthening is examined. The effects of design parameters such as the tendon profile, truss type, prestressing force, and tendon eccentricity on working load and deflection of trusses are studied. The results show that the allowable load of a truss increases proportionally with the increase in prestressing force and eccentricity. Post-tensioning enlarges the elastic range, increases the redundancy, and reduces the deflection and member stresses, eventually increasing the load-carrying capacity of truss bridges.Key words: post-tensioning method, steel structures, post-tensioned trusses, truss strengthening, design parameters, load-carrying capacity.

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23

Breen, J. E., and S. Kashima. "Verification of load distribution and strength of segmental post-tensioned concrete bridges." Engineering Structures 13, no. 2 (April 1991): 113–27. http://dx.doi.org/10.1016/0141-0296(91)90046-f.

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24

He, Zhi-Qi, Yonghui Li, Tian Xu, Zhao Liu, and Zhongguo John Ma. "Crack-based serviceability assessment of post-tensioned segmental concrete box-girder bridges." Structures 30 (April 2021): 1097–108. http://dx.doi.org/10.1016/j.istruc.2021.01.062.

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25

Kim, Haena, Byungkyu Moon, Xinyu Hu, Hosin (David) Lee, Gum-Sung Ryu, Kyung-Taek Koh, Changbin Joh, Byung-Suk Kim, and Brian Keierleber. "Construction and Performance Monitoring of Innovative Ultra-High-Performance Concrete Bridge." Infrastructures 6, no. 9 (August 30, 2021): 121. http://dx.doi.org/10.3390/infrastructures6090121.

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The application of Ultra-High-Performance Concrete (UHPC) materials in rehabilitating bridges and constructing primary bridge components is increasing rapidly across the world because of their superior strength and durability characteristics when compared to regular concretes. However, there have been few new bridges constructed using UHPC materials with regular formworks, ready-mix trucks, and construction equipment. This paper presents a comprehensive report encompassing the design, construction, and performance monitoring of a new bridge constructed in Iowa using a unique UHPC technology that includes steel fibers of two different lengths embedded in the concrete. By using optimized lengths of steel fibers, both the tensile strength and the toughness were increased. The UHPC material was produced with local cement and aggregates in the US using typical ready-mix concrete equipment. This paper discusses the experience gained from the design and construction process including mix design, batching, delivery of steel fibers to the ready-mix concrete batch unit, and post-tensioning of precast slabs at the jobsite. For four years after construction, the joints of the bridge decks were monitored using strain sensors mounted on both sides of the deck joints. The strain values were quite similar between the two sides of each joint, indicating a good load transfer between precast bridge girders. A bridge was successfully constructed using a unique UHPC technology incorporating two different lengths of steel fibers and utilizing local cement and aggregates and a ready-mix truck, and has been performing satisfactorily with a good load transfer across post-tensioned precast girder joints.

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26

Hartt, William H. "Technical Note: Failure Projection of Corroding Bridge Post-Tensioned Tendons Considering Partitioned Attack." Corrosion 77, no. 4 (January 27, 2021): 376–81. http://dx.doi.org/10.5006/3728.

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Post-tensioning (PT) has evolved to become an important technology for affecting integrity of large, increasingly sophisticated reinforced concrete structures. In the case of bridges, however, tendon failures resulting from wire/strand corrosion have been reported as early as two years post construction. In response to this, a recent study introduced, evaluated, and used an analytical modeling approach that projects timing of such failures, given statistics which characterize the distribution of wire corrosion rate. These efforts all considered that corrosion penetration is normally distributed across the entire population of wires comprising all tendons. However, it has been reported that corrosion, resultant wire and strand fractures, and tendon failures can be confined to a specific location on a bridge structure as a result of variations in material properties or construction improprieties (or both). Also, the distribution of corrosion rates can differ within individual tendons because of, first, variations in grout structure and composition and, second, presence of voids and free water. The present research extends these previous efforts and addresses such situations; that is, those where the corrosion rate distribution is spatially variable. The results are discussed within the context of better assuring structural integrity for PT bridges.

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27

García-Segura, Tatiana, Víctor Yepes, and Dan M. Frangopol. "Multi-objective design of post-tensioned concrete road bridges using artificial neural networks." Structural and Multidisciplinary Optimization 56, no. 1 (February 9, 2017): 139–50. http://dx.doi.org/10.1007/s00158-017-1653-0.

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28

McDaid, Eleanor, Guan Sing Loh, Jon Shave, Donald Pearson-Kirk, John Bennetts, and Pierfrancesco Valerio. "Half-joint, deck hinge and post-tensioned concrete bridges: risk management and assessment." Proceedings of the Institution of Civil Engineers - Bridge Engineering 174, no. 3 (September 2021): 205–18. http://dx.doi.org/10.1680/jbren.20.00023.

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29

Jalal, Shafiq, and Zahid. "Investigating the Effects of Fiber Reinforced Concrete on the Performance of End-Zone of Pre-Stressed Beams." Materials 12, no. 13 (June 28, 2019): 2093. http://dx.doi.org/10.3390/ma12132093.

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This paper presents the results of the behavior of end zone of post-tensioned (PT) beams made of fiber reinforced concrete (FRC). The principal aim of using FRC was to enhance the ductility and post-cracking behavior of end-zone of post-tensioned beams. A stronger and tougher end-zone of PT-beams is necessary when it is subjected to dynamic loading. Post-tensioned (PT) beams are typically used for the construction of bridges and industrial buildings, which are often subjected to vibrations and cyclic loading. Pre-mature cracking of the end zone (EZ) of a PT-beam is considered the type of problem that may cause the structural collapse. In this research program, polyvinyl alcohol (PVA) and copper-coated steel (CCS) fibers were used in concrete for improving the EZ performance of PT-beams. The use of FRC caused a 50% reduction in the shear reinforcement within the end zone of the PT-beam, which also avoided the congestion of steel in the end zone. Hence, the concrete was placed homogeneously, and smooth finished surfaces of the beams were obtained. FRC controlled the bursting of the end zone during the transfer of the full pre-stress force, and approximately 25% increment in the strain energy of the end zone was observed, which was also found efficient in strain diminution along the length of the beam.

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30

Mohammed, Abbas, Khattab Saleem Abdul-Razzaq, Nildem Tayşi, and Awat FAQE. "Modelling of Bonded Post-Tensioned Concrete Cantilever Beams under Flexural Loading." Civil Engineering Journal 3, no. 7 (July 30, 2017): 463–79. http://dx.doi.org/10.28991/cej-2017-00000105.

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Prestressing is widely used technic all over the world for constructions of buildings, bridges, towers, offshore structures etc. due to its efficiency and economy for achieving requirements of long span with small depth. It is used for flexural strengthening of reinforced concrete structures for improving cracking loads and decreasing deflections due to service loads. There are two methods for prestressing (pre-tensioning and post-tensioning). In this paper, a three-dimensional nonlinear Finite Element (FE) method is used to determine the behaviour of Post-Tensioned (PT) concrete cantilever beams with different tendon profiles. Numerical analyses ANSYS package program is used for analysis of beams. The results from FE analysis is verified by experimental reference test result and good agreement is achieved. This paper is focused on the effect of different tendon profiles on the flexural behaviour of Bonded Post Tensioned (BPT) reinforced concrete cantilever beams. Six models with different tendon profiles are investigated. These models are without tendons, two tendons at the bottom, middle, top, parabolic tendons with one draped point and two draped points. Failure loads, deflections, and load versus deflection relationships for all models are examined and it is seen that the beam with one draped tendon profile shows a highest performance.

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31

Cavell, D. G., and P. Waldron. "Parametric study of the residual strength of deteriorating simply-supported post-tensioned concrete bridges." Proceedings of the Institution of Civil Engineers - Structures and Buildings 146, no. 4 (November 2001): 341–52. http://dx.doi.org/10.1680/stbu.2001.146.4.341.

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32

Podolny, Walter. "The Cause of Cracking in Post-Tensioned Concrete Box Girder Bridges and Retrofit Procedures." PCI Journal 30, no. 2 (March 1, 1985): 82–139. http://dx.doi.org/10.15554/pcij.03011985.82.139.

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33

Tortolini, Paolo, and Marco Petrangeli. "Analysis, Design and Construction of Two Extremely Skewed and Slender Post-Tensioned Concrete Bridges." Structural Engineering International 23, no. 3 (August 2013): 332–35. http://dx.doi.org/10.2749/101686613x13439149157605.

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34

Pillai, R. G., M. D. Hueste, P. Gardoni, D. Trejo, and K. F. Reinschmidt. "Time-variant service reliability of post-tensioned, segmental, concrete bridges exposed to corrosive environments." Engineering Structures 32, no. 9 (September 2010): 2596–605. http://dx.doi.org/10.1016/j.engstruct.2010.04.032.

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35

García-Segura, Tatiana, Víctor Yepes, Julián Alcalá, and Eloy Pérez-López. "Hybrid harmony search for sustainable design of post-tensioned concrete box-girder pedestrian bridges." Engineering Structures 92 (June 2015): 112–22. http://dx.doi.org/10.1016/j.engstruct.2015.03.015.

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36

Treacy, Mark A., and Eugen Brühwiler. "Action effects in post-tensioned concrete box-girder bridges obtained from high-frequency monitoring." Journal of Civil Structural Health Monitoring 5, no. 1 (December 2, 2014): 11–28. http://dx.doi.org/10.1007/s13349-014-0097-0.

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37

Jeon, Chi-Ho, Cuong Duy Nguyen, and Chang-Su Shim. "Assessment of Mechanical Properties of Corroded Prestressing Strands." Applied Sciences 10, no. 12 (June 12, 2020): 4055. http://dx.doi.org/10.3390/app10124055.

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The corrosion of prestressing steel in prestressed concrete bridges is a critical issue for bridge maintenance. To assess structures with corroded strands, it is necessary to define the mechanical properties of the strands and their influence on the structural behavior. In this study, corroded strands were taken from external tendons in existing post-tensioned concrete bridges and tested to determine the effects of corrosion on their tensile properties. Empirical equations for the tensile strength and ductility of the corroded strands were proposed using test results. The most corroded wire governs the mechanical properties of the strand. Experiments on prestressed concrete beams with a single corroded strand were conducted to investigate their structural behavior. A reduction in the flexural strength and maximum deformation was observed in these experiments. According to the section loss of a wire in a strand and its location in a beam, the flexural capacity can be evaluated using the proposed equation. The reduced ultimate strain of the corroded strand can be the governing factor of the flexural strength.

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Cao, Jian An, Mei Xin Ye, and Wen Qi Hou. "Long Term Deformation Control of Long-Span Pre-Stressed Concrete Continuous Rigid Frame Bridge with Ballastless Track." Advanced Materials Research 163-167 (December 2010): 1515–19. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1515.

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Aiming to Ronggui Bridge (RGB) on Guangzhou-Zhuhai Intercity Rapid Rail Transit (GZIRRT), long term deformation control of long-span pre-stressed concrete continuous rigid frame bridge with ballastless track was studied. Comparing with the non-controlled deformation, extend track laying six months later after bridge construction, reserve 48 post-tensioned cables in middle spans and tension 12 external tendons after tracking laying were all effective in decreasing the long term deformation of RGB with individual application. Taking bridge construction and railway service in consideration, applying the foregoing three measures in combination, deformation of RGB 20 years later after track laying was effectively controlled within 12.8mm in the side spans and 21.9mm in the middle spans, which is less than the deformation limitation of bridges with ballastless track. The combined measure has been adopted in the actual construction of RGB.

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Braml, Thomas H., Maximilian M. Fuchs, and Manfred W. Keuser. "Evaluating Existing Post-Tensioned Concrete Bridges Equipped with Prestressing Steel Susceptible to Stress Corrosion Cracking." IABSE Symposium Report 96, no. 6 (January 1, 2009): 1–9. http://dx.doi.org/10.2749/222137809796088288.

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Penadés-Plà, Vicent, José V. Martí, Tatiana García-Segura, and Víctor Yepes. "Life-Cycle Assessment: A Comparison between Two Optimal Post-Tensioned Concrete Box-Girder Road Bridges." Sustainability 9, no. 10 (October 17, 2017): 1864. http://dx.doi.org/10.3390/su9101864.

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Kaveh, A., M. Maniat, and M. Arab Naeini. "Cost optimum design of post-tensioned concrete bridges using a modified colliding bodies optimization algorithm." Advances in Engineering Software 98 (August 2016): 12–22. http://dx.doi.org/10.1016/j.advengsoft.2016.03.003.

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Halder, Rudhra, Terry Y. P. Yuen, Wang-Wen Chen, Xiangming Zhou, Trissa Deb, Hexin Zhang, and Tzu-Han Wen. "Tendon stress evaluation of unbonded post-tensioned concrete segmental bridges with two-variable response surfaces." Engineering Structures 245 (October 2021): 112984. http://dx.doi.org/10.1016/j.engstruct.2021.112984.

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Viviescas Jaimes, Alvaro, Leonardo Herrera Rey, and Sebastián Arenas Páez. "Determinación de la capacidad resistente de puentes viga-losa en concreto postensado mediante pruebas de vibración ambiental: Caso de estudio Puente El Ramo." INGE CUC 13, no. 1 (January 1, 2017): 32–41. http://dx.doi.org/10.17981/ingecuc.13.1.2017.03.

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Lin, Jian Jun, Denis Beaulieu, and Mario Fafard. "Parametric study on noncomposite slab-on-girder bridges with enforced frictional contact." Canadian Journal of Civil Engineering 21, no. 2 (April 1, 1994): 237–50. http://dx.doi.org/10.1139/l94-027.

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Using post-tensioned steel rods for strengthening noncomposite slab-on-steel girder bridges has the beneficial effects of both stabilizing the steel girders laterally and developing partial composite action longitudinally. The stabilizing effect and development of partial composite action are achieved by taking advantage of friction developed at the steel–concrete interface. A bridge reinforced by this technique is expected to have a higher load-carrying capacity and better load distribution under heavy traffic loads. Prestressed rods have been successfully used to strengthen 1/3 scale noncomposite bridge models in laboratory.The concrete slab-on-steel girder bridge models reinforced by prestressed rods are analyzed numerically in this paper by the use of the finite element method. Corresponding noncomposite models are also simulated for comparison to investigate the efficiency of this strengthening technique. The effects of variables such as the number of rods, prestressing level, type of load, slab thickness, steel girder slenderness, girder spacing, and ratio of radii of gyration of steel girders on the strengthening efficiency are studied by the finite element method. A full-scale bridge is analyzed to demonstrate the effect of the proposed reinforcing technique. Key words: bridge, composite action, contact, finite element, friction, parametric study, strengthening.

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ABDEL-MOHTI, AHMED, and GOKHAN PEKCAN. "EFFECT OF SKEW ANGLE ON SEISMIC VULNERABILITY OF RC BOX-GIRDER HIGHWAY BRIDGES." International Journal of Structural Stability and Dynamics 13, no. 06 (July 2, 2013): 1350013. http://dx.doi.org/10.1142/s0219455413500132.

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In this study, the seismic vulnerability of post-tensioned reinforced concrete box-girder highway bridges with moderate-to-large skew angles to various levels of ground motion intensity is investigated. The fragility curves are generated by performing incremental nonlinear dynamic analysis (IDA) on the bridges of skew angles of 0, 30, and 60°s. A total of 45 ground motion pairs are considered to develop the fragility curves. The damage states are presented and quantified based on the column rotational ductility and superstructure displacements at the abutments. Furthermore, the fragility curves constructed are compared against those recommended by HAZUS. It is demonstrated that as the skew angle increases, skew bridges become more vulnerable to seismically induced damages. It is also shown that the HAZUS fragility curves may not lead to a consistent prediction of the vulnerability of skewed bridges.

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Shiravand, M. R., and P. Parvanehro. "Numerical study on damage mechanism of post-tensioned concrete box bridges under close-in deck explosion." Engineering Failure Analysis 81 (November 2017): 103–16. http://dx.doi.org/10.1016/j.engfailanal.2017.07.033.

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García-Segura, Tatiana, and Víctor Yepes. "Multiobjective optimization of post-tensioned concrete box-girder road bridges considering cost, CO2 emissions, and safety." Engineering Structures 125 (October 2016): 325–36. http://dx.doi.org/10.1016/j.engstruct.2016.07.012.

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Haider, Muhammad A., Mustafa Batikha, and Taha Elhag. "Precast versus cast in‐situ concrete in the construction of post‐tensioned box‐girder bridges: Span effect." Structural Concrete 21, no. 1 (July 31, 2019): 56–64. http://dx.doi.org/10.1002/suco.201800263.

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Kim, Jihwan, and Junho Song. "Time-Dependent Reliability Assessment and Updating of Post-tensioned Concrete Box Girder Bridges Considering Traffic Environment and Corrosion." ASCE-ASME Journal of Risk and Uncertainty in Engineering Systems, Part A: Civil Engineering 7, no. 4 (December 2021): 04021062. http://dx.doi.org/10.1061/ajrua6.0001188.

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Nucera, Claudio, and Francesco Lanza di Scalea. "Monitoring load levels in multi-wire strands by nonlinear ultrasonic waves." Structural Health Monitoring 10, no. 6 (January 11, 2011): 617–29. http://dx.doi.org/10.1177/1475921710395812.

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Monitoring load levels in multi-wire steel strands is relevant to ensuring the proper structural performance of post-tensioned concrete structures, suspension bridges, and cable-stayed bridges. This article investigates the use of ultrasonic nonlinearity as a means to determine the level of load applied to the strands. Since an axial load on a multi-wire strand generates proportional contact stresses between adjacent wires, ultrasonic nonlinearity from the inter-wire contact must be related to the level of axial load. This article shows that the higher harmonic generation of ultrasonic guided waves propagating in individual wires of the strand indeed changes monotonically with the applied load, with smaller higher harmonic amplitudes with increasing load levels. This trend is consistent with known studies on higher harmonic generation from ultrasonic plane waves incident on a contact interface under a changing contact pressure. The article presents experimental studies on free strands and embedded strands, and numerical studies (nonlinear Finite Element Analysis) on free strands.

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