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Relevant bibliographies by topics / Tendons (Prestressed concrete) – Evaluation

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Academic literature on the topic 'Tendons (Prestressed concrete) – Evaluation'

Author: Grafiati

Published: 4 June 2021

Last updated: 15 February 2022

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Journal articles on the topic "Tendons (Prestressed concrete) – Evaluation"

1

Cai, Jiang Yong, Zhi Feng Tu, Su Min Gong, and Li Zhuang. "Evaluation of Flexural Performance for Prestressed Concrete Beams with FRP Tendons." Advanced Materials Research 383-390 (November 2011): 3128–33. http://dx.doi.org/10.4028/www.scientific.net/amr.383-390.3128.

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Prestressed concrete beams with vertically distributed FRP tendons possess some flexural performance obviously different from prestressed concrete beams with steel tendons. This paper provides a complete theoretical approach to analyze and evaluate the flexural behavior of prestressed concrete beams with FRP tendons. Calculation and analysis results show that a prestressed concrete beam with FRP tendons designed at balanced ratio reaches the maximum of its deformability. The increase of prestressing ratio and number of reinforcement layer will increase, respectively, its moment capacity but simultaneously decrease its deformability.

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Wang, Xiao Dong, Wen Zhong Zheng, and Ying Wang. "Research on Stress Increase of Unbonded Tendons at Ultimate in Prestressed Concrete Continuous Beams." Applied Mechanics and Materials 166-169 (May 2012): 1554–57. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1554.

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Rational evaluation for stress increase of unbonded tendon at ultimate is the basis to exactly compute flexural load bearing capacity of unbonded prestressed concrete beams. Moment-curvature nonlinear analysis method is adopted to compile programs for calculating stress increase at ultimate in unbonded prestressed continuous beams. The precision of the method is proved by comparing results of 16 experimental two-span unbonded prestressed continuous beams to the prediction value of stress increase at ultimate. Based on the simulation analysis, law of the influence of some basic factors to stress increase at ultimate in unbonded tendons in continuous beams is obtained, such as non-prestressed reinforcement index, prestressed reinforcement index, ratio of span to depth and loading type. Then formulas for calculating stress increase at ultimate in unbonded tendons in prestressed concrete continuous beams were established.

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3

Jo, Byung-Wan, Ghi-Ho Tae, and Byung-Yun Kwon. "Ductility Evaluation of Prestressed Concrete Beams with CFRP Tendons." Journal of Reinforced Plastics and Composites 23, no. 8 (2004): 843–59. http://dx.doi.org/10.1177/0731684404033492.

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4

Shin, Kyung-Joon, Young-Ung Park, Seong-Cheol Lee, Yun Yong Kim, and Hwan-Woo Lee. "Experimental Evaluation of Prestress Force in Tendons for Prestressed Concrete Girders using Sensors." Journal of the Computational Structural Engineering Institute of Korea 28, no. 6 (2015): 715–22. http://dx.doi.org/10.7734/coseik.2015.28.6.715.

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WATANABE, Ken, Toshiya TADOKORO, and Yukihiro TANIMURA. "Evaluation for Flexural-load Capacity of Prestressed Concrete Girders with Broken Tendons." Quarterly Report of RTRI 52, no. 4 (2011): 224–29. http://dx.doi.org/10.2219/rtriqr.52.224.

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Aziz, Mohamad Abdel, George Abdel-Sayed, Faouzi Ghrib, Nabil F. Grace, and Murty K. S. Madugula. "Analysis of concrete beams prestressed and post-tensioned with externally unbonded carbon fiber reinforced polymer tendons." Canadian Journal of Civil Engineering 32, no. 6 (2005): 1138–51. http://dx.doi.org/10.1139/l05-071.

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Fiber reinforced polymer (FRP) tendons are being increasingly used nowadays in prestressing and (or) post-tensioning concrete structures. However, designers are faced with lack of practical analysis procedure that leads to proper evaluation of their structural performance, especially when bonded prestressing is combined with unbonded post-tensioning. This paper presents an analytical procedure for these beams. It examines the load–defelction characteristics and proceeds to estimate the ultimate load carrying capacity by taking into consideration the change of stress that occurs in the externally unbonded tendons during different stages of loading. The analytical procedure uses the concept of effective moment of inertia of concrete beams. The equations used are developed by ACI Committee 440, the Intelligent Sensing for Innovative Structures (ISIS) Canada Research Network, and the Comité Euro-International du Béton - Fédération International de la Précontrainte (CEB-FIP), for calculating the deflection of beams reinforced with carbon fiber reinforced polymer (CFRP) tendons. Finite element analyses have been conducted to verify the proposed analytical method. Two experimental programs were used to validate the proposed analytical method. The experimental findings of two box beams reinforced with bonded and unbonded external tendons are compared with finite element analyses and the analytical results. A full-scale test for an internally and externally prestressed double-T beam was undertaken at Construction Technology Laboratories Inc., Skokie, Illinois. The results from this experimental work were used to validate the analytical procedure.Key words: bonded CFRP tendons, concrete, post-tensioning, unbonded CFRP tendons.

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Yang, Ze Ying, Yu Zhao, and Zhi Sheng Liu. "Research on Stretching Order of Tendons in PC Curved Box Girder Bridge." Advanced Materials Research 219-220 (March 2011): 487–91. http://dx.doi.org/10.4028/www.scientific.net/amr.219-220.487.

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This paper is based on an existed bridge---ramp bridge A of Mu-Shi interlinked flyover on Zao-Mu Freeway. The model of curved Box Girder Bridge was built using finite element method to simulate the stretching of prestressed tendons. To start with, several different alternative stretching orders were proposed, and afterwards, mechanical reflection of bridge under different stretching orders was calculated and evaluated respectively by commonly used finite element analysis software Midas. Additionally, evaluation principle was to avoid the appearance of tension in the concrete and to minimize stress fluctuation during stretching. To sum up, optimal stretching sequence was put forward after comparison of the calculation results based on the proposed evaluation principle. Moreover, the optimum sequence referred in this paper and the research approach can provide some valuable referential information about the stretching of prestressed tendons of bridges in the same style.

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Klier, Tomáš, Tomáš Míčka, Michal Polák, Tomáš Plachý, Milan Hedbávný, and Lenka Krejčíková. "New information about practical application of the modified magnetoelastic method." MATEC Web of Conferences 310 (2020): 00026. http://dx.doi.org/10.1051/matecconf/202031000026.

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In the technical practice there is very often a need of axial force determination in the important structural elements of a building during its construction or operational state with adequate precision. The magnetoelastic method is one of the five experimental techniques usually used for that purpose in civil engineering practice. The modified magnetoelastic method is especially aimed on experimental evaluation of the axial forces in the prestressed steel reinforcements on prestressed concrete structures and it is usable not only for newly built structures but in particular for existing ones. New information and knowledge about practical application of the new approach based on the magnetoelastic principle is introduced in the paper. The results of three experiments are summarized, which were realized on the full locked cable PV 150 standardly used as a cable stay strand, on the MUKUSOL threadbar 15FS 0000 generally applied as a temporary prestressed reinforcement and on some prestressed tendons of an existing concrete road bridge, which is about thirty years old.

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Cao, Zhiliang, Hao Wang, and Tong Guo. "Fragility analysis of self-centering prestressed concrete bridge pier with external aluminum dissipators." Advances in Structural Engineering 20, no. 8 (2016): 1210–22. http://dx.doi.org/10.1177/1369433216673376.

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A novel self-centering prestressed concrete pier with external energy dissipators has been developed to realize seismic resilient performance and enhanced corrosion-resisting property. Self-centering capacity of the pier is provided by the unbonded post-tensioned tendons and damage is mostly concentrated on the replaceable dissipators. To investigate the seismic behavior of the proposed pier, a detailed analytical model considering interface opening and dissipator deformation was developed and verified through existing cyclic load tests. Based on the proposed model, a prototype reinforced concrete pier and a self-centering prestressed concrete pier with similar backbone curves are designed, and fragility analyses are conducted on the two piers through incremental dynamic analysis. One maximum drift-based performance limit state (i.e. collapse prevention) and two residual drift-based performance limit states (i.e. emergent usage and reconstruction) are defined for seismic capacity evaluation. Fragility curves indicate that the self-centering prestressed concrete pier has a slightly higher peak drift demand owing to its inferior dissipating capacity as compared with the reinforced concrete pier, while sustains a much lower residual drift demand due to its inherent self-centering characteristic.

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Della Sala, Lucio, Rosario Cerone, Alberto Gennari Santori, and Mauro Tommasini. "Assessment, Strengthening and Validation of Prestressed Damaged Beams." Key Engineering Materials 413-414 (June 2009): 359–66. http://dx.doi.org/10.4028/www.scientific.net/kem.413-414.359.

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The paper describes the evaluation of the actual conditions, the repairing design criteria and procedures, and the final validation tests carried out on a severely damaged prestressed bridge in southern Italy. In the first phases several release tests have been performed on damaged and, for comparison, on sound beams, with the aim of evaluating the residual prestressing stress acting both on concrete and on tendons. In particular, the tests on concrete have been carried out by extracting cores which have been previously instrumented with strain-gages; in a similar way, the strands were tested by gluing a micro strain-gage on a singular wire of a strand and the cutting the wire itself. The test results were used for optimising the design of an adjunctive prestressing system, consisting in 6 external unbounded cables and in a continuous FRC reinforcing of the bottom wing. The tensioning procedure of the external cables of each beam was then monitored by means of 12 strain-gages installed on concrete at mid span and at the two support sections, and by measuring the vertical deflection using laser optical levels. The validation of the repairing works was finally performed by a static load acceptance test, performed using the same apparatus previously adopted for the tensioning monitoring.

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Dissertations / Theses on the topic "Tendons (Prestressed concrete) – Evaluation"

1

Tso, Karmen. "Full-range behaviour of concrete beams partially prestressed with unbonded tendons." Click to view the E-thesis via HKUTO, 2007. http://sunzi.lib.hku.hk/hkuto/record/B38225578.

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Osimani, Filippo. "The Use of Unbonded Tendons for Prestressed Concrete Bridges." Thesis, KTH, Bro- och stålbyggnad, 2004. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-37000.

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Chan, Ka-ho Enoch. "Experimental and numerical studies of concrete beams prestressed with unbonded tendons." Click to view the E-thesis via HKUTO, 2008. http://sunzi.lib.hku.hk/hkuto/record/B40988004.

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Tso, Karmen, and 曹嘉雯. "Full-range behaviour of concrete beams partially prestressed with unbonded tendons." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2007. http://hub.hku.hk/bib/B38225578.

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Gauvreau, Douglas Paul. "Ultimate limit state of concrete girders prestressed with unbonded tendons /." [S.l.] : [s.n.], 1993. http://e-collection.ethbib.ethz.ch/show?type=diss&nr=9995.

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Ariyawardena, T. M. D. Nihal. "Prestressed concrete with internal or external tendons, behaviour and analysis." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape3/PQDD_0019/NQ54766.pdf.

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Icaza, Aguirre Juan José. "Factors affecting friction losses in multi-strand post-tensioning tendons including the effect of emulsifiable oils." Full-text Adobe Acrobat (PDF) file, 2004. http://www.engr.utexas.edu/research/fsel/FSEL_reports/Thesis/Aguirre,%20Juan%20Jose%20Icaza.pdf.

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8

Chan, Ka-ho Enoch, and 陳家灝. "Experimental and numerical studies of concrete beams prestressed with unbonded tendons." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2008. http://hub.hku.hk/bib/B40988004.

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9

Chambers, John Joseph. "Parallel-lay aramid ropes for use as tendons in prestressed concrete." Thesis, Imperial College London, 1986. http://hdl.handle.net/10044/1/8327.

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10

Perkins, Jake. "Concrete fluidity effects on bond of prestressed tendons for lightweight bridge girders." Thesis, Manhattan, Kan. : Kansas State University, 2008. http://hdl.handle.net/2097/1080.

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Books on the topic "Tendons (Prestressed concrete) – Evaluation"

1

Tensioning of tendons: Force-elongation relationship. T. Telford, 1986.

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2

Mattock, Alan H. Application of fiber reinforced plastic rods as prestrssing [i.e. prestressing] tendons in concrete structures: Final report, Research Project GC 8286, Task 25, fiberglass tendons. Washington State Dept. of Transportation, Planning, Research and Public Transportation Division, in cooperation with the U.S. Dept. of Transportation, Federal Highway Administration, 1989.

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3

Gauvreau, Paul. Ultimate limit state of concrete girders prestressed with unbonded tendons. Birkhauser Verlag, 1993.

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4

Gauvreau, Paul. Load tests of concrete girders prestresses with unbonded tendons. Birkhäuser, 1992.

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5

American Association of State Highway and Transportation Officials. and United States. Federal Highway Administration., eds. Durability of prestressed concrete highway structures. Transportation Research Board, National Research Council, 1988.

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6

Osborn, A. E. N. Acceptance tests for surface characteristics of steel strands in prestressed concrete. Transportation Research Board, 2008.

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7

Corrosion protection of unbonded tendons: FIP recommendations. T. Telford, 1986.

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8

Maffei, Joseph R. Instrumentation and behavior of prestressed concrete pavements. The Center, 1986.

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9

Shanafelt, George O. Guidelines for evaluation and repair of prestressed concrete bridge members. Transportation Research Board, National Research Council, 1985.

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10

Tadros, Maher K. Evaluation and repair procedures for precast/prestressed concrete girders with longitudinal cracking in the web. Transportation Research Board, 2010.

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Book chapters on the topic "Tendons (Prestressed concrete) – Evaluation"

1

Tassios, T., and K. Aligizaki. "Evaluation of an Old Prestressed Concrete Bridge." In Bridge Evaluation, Repair and Rehabilitation. Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-009-2153-5_32.

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2

Manisekar, R. "Ductility of Concrete Members Partially Prestressed with Unbonded and External Tendons." In Advances in Structural Engineering. Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2187-6_170.

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3

Pham, T. M., T. D. Le, and H. Hao. "Flexural Performance of Precast Segmental Concrete Beams Prestressed with CFRP Tendons." In Lecture Notes in Civil Engineering. Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8079-6_62.

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4

Olson, S. A., C. W. French, and R. T. Leon. "Prestressed Concrete Girders after 20 Years in Service." In Bridge Evaluation, Repair and Rehabilitation. Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-009-2153-5_29.

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5

Chatelain, J., B. Godart, and J. L. Duchene. "Detection, Diagnosis, and Monitoring of Cracked Prestressed Concrete Bridges." In Bridge Evaluation, Repair and Rehabilitation. Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-009-2153-5_11.

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Wolff, R., and H. J. Miesseler. "Applications with Optical Fiber Sensor System for Monitoring Prestressed Concrete Structures." In Bridge Evaluation, Repair and Rehabilitation. Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-009-2153-5_9.

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7

Duncan, P. J., P. A. Gaydecki, and F. M. Burdekin. "Ultrasonic NDT Prototype for the Inspection of Ducted Post Stressing Tendons in Concrete Beams." In Review of Progress in Quantitative Nondestructive Evaluation. Springer US, 1996. http://dx.doi.org/10.1007/978-1-4613-0383-1_235.

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8

Pessiki, Stephen, and Jinlu Wang. "A Coring Method for the Nondestructive Evaluation of Effective Prestress Force in Prestressed Concrete Structures." In Review of Progress in Quantitative Nondestructive Evaluation. Springer US, 1996. http://dx.doi.org/10.1007/978-1-4613-0383-1_239.

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9

Donolato, Tommaso, Neryvaldo Pereira, and José C. Matos. "Long Term Evaluation of the Structural Reliability of an Existing Concrete Prestressed Bridge." In Lecture Notes in Civil Engineering. Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-73616-3_38.

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10

Alraie, Ali, Nikhil Garg, and Vasant Matsagar. "Pseudo-Ductility through Progressive Rupture of Basalt Fiber-Reinforced Polymer Tendons in Partially Prestressed Functionally-Graded Concrete Beam." In Emerging Trends of Advanced Composite Materials in Structural Applications. Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-1688-4_4.

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Conference papers on the topic "Tendons (Prestressed concrete) – Evaluation"

1

Wang, Shen, and Javeed A. Munshi. "Evaluation of Tendon Anchorage Zone Stresses in Prestressed Concrete Nuclear Containment Using Detailed Finite Element Analysis." In 2012 20th International Conference on Nuclear Engineering and the ASME 2012 Power Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/icone20-power2012-54014.

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Nuclear containments serve the critical function of providing a leak proof boundary for containment of radiation in nuclear power plants. The containments are, generally, steel, reinforced concrete or prestressed concrete depending upon the diameter and internal design pressure. Prestressed concrete containments are used in large nuclear containments with significant design internal pressure. In these situations, the externally applied prestressing serves to counter internal design pressure due to LOCA (loss of coolant accident) and other accident loads thus reducing the required thickness and reinforcement demand. The prestressing tendons are placed in sheathing within the concrete. After the concrete achieves its required strength, the tendons are stretched and locked off against the ends of the concrete called anchorage zones. These anchorage zones are thus subjected to substantial compressive and splitting stresses and need to be properly designed and detailed. Since anchorage zones are the primary location of the prestressing force transfer to concrete, they experience very large and localized bearing and splitting stresses which can have significant safety and structural consequences for the containment integrity. Simple analysis based on strut-and-tie model is generally used for design of prestressed concrete anchorage zones. But because of the stress concentrations and potential impact to structural integrity, it is prudent to utilize detailed finite element method to verify and/or substantiate the results from simple analysis. The finite element (FE) analysis of tendon anchorage zone requires a refined mesh in order to capture the geometry of details surrounding tendons. This paper presents a detailed and practical finite element model used to perform a comprehensive stress analysis of an anchorage zone of a large post-tensioned containment. Both local and general anchorage zones are evaluated. A fictitious case of tendon anchorage zone is established as an example case based on typical parameters of nuclear plants. A 3D finite element model is then developed using ANSYS Version 13.0, in which the effect of tendon sleeve / sheathing into concrete is modeled explicitly. This paper also discusses anchorage zone analysis approaches in various state-of-the-practice codes and standards using hand calculations. The result of finite element analysis are compared with analyses using various hand calculation approaches. In particular, importance of adequate reinforcement design and detailing in anchorage regions is discussed based on the stress profiles from FE analysis and compared with hand calculation methods. It is concluded that a detailed finite element evaluation of anchorage regions is necessary to develop a level of confidence required for ensuring safety and integrity of nuclear containments. The FE modeling also serves as verification for results from simple hand calculation methods.

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2

Scott, James D., Aaron A. Robertson, Robert J. Peterman, B. Terry Beck, Kyle A. Riding, and John Wu. "Determining the Remaining Prestress Force in a Prestressed Concrete Crosstie." In 2017 Joint Rail Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/jrc2017-2287.

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The research presented herein focuses on determining the amount of internal prestressing force and bending resistance that is necessary to provide a durable long-term concrete railroad tie. In order to accomplish this, the researchers conducted a systematic evaluation of existing concrete ties that successfully withstood over 25 years of service in track. An experimental method for determining the remaining prestress force in these existing prestressed concrete railroad ties is currently under development. The ties are first loaded in the upside-down orientation, with supports located at the rail seats, and two point loads applied at the center of the tie. A loading rate of 1,000 lb/min was used to initiate flexural cracking in the center of the tie. Once cracking was observed, the ties underwent 200 cycles of loading to reduce the friction between the prestressing tendons and the concrete. When the cycling was completed, the existing crack was instrumented with an extensometer to measure the Crack Opening Displacement (COD). The ties were loaded once more at 1,000 lb/min to develop a Load vs. COD relation. A systematic method of determining the load required to reopen the crack from the Load vs. COD relation is being developed using ties cast at a manufacturing plant that were instrumented with internal vibrating-wire strain gages. Using the load required to reopen the crack, along with the known cross-sectional properties at the center of the tie, the remaining prestress force is calculated through equilibrium of forces. This method allows for the determination of the remaining prestress force in a member with known section properties to be obtained through load testing.

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BALAFAS, I., and C. J. BURGOYNE. "OPTIMAL COST DESIGN FOR BEAMS PRESTRESSED WITH FRP TENDONS." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0134.

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Cai, Dahua, Yonghuan Wang, Jiangtao Zhang, et al. "Prestressed Time-Limited Aging Analyses of Concrete Containment Structure." In 2017 25th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/icone25-67107.

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For prestressed concrete containment structure, prestress loss is a key factor that affects the performance of containment structure. Therefore, prestressed time-limited aging analysis (TLAA) is essential for containment structures. The main objective of prestressed TLAA is to assess the safety of containment structures after prestress loss occurred over time. This paper takes the in-service containment structure as an example to investigate the method of TLAA for grounted prestressed containment structure. Firstly, it introduces methods for prestressed TLAA. Secondly, a finite element model of containment structure is established to calculate the minimum required value (MRV) of prestress. The numerical model is verified by the pressure test results. Thirdly, prestress loss of tendons is calculated. Finally, the residual prestress of tendons are compared with the MRV of prestress to confirm whether the containment can service in a certain period. This study can provide guidance for goouted prestressed TLAA of containment structures.

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SUGIYAMA, M., and T. UOMOTO. "RESEARCH ON STRENGTH AND DURABILITY OF GFRP RODS FOR PRESTRESSED CONCRETE TENDONS." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0068.

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Zhou, Xuan, and Kai Yuan. "Preliminary Analysis of Pressure Bearing Capacity for a Typical Prestressed Concrete Containment." In 2017 25th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/icone25-67707.

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In this paper, the pressure bearing capacity of containment is analyzed to support the severe accident management guidelines development. The finite element model of containment is established. The concrete, the steel liner, and the prestressed tendons models are developed. The ordinary steel bars are in an integrated model with concrete. The prestressed tendons and concrete are connected by constraint equations. Self-weight case, prestressing load case, and internal pressure loads cases are analyzed. Results show that in the self-weight case, the containment is compressed slightly, which can improve the pressure capacity of the containment. In the prestressing loads case, the containment is much more compressed comparing with the self-weight case. In the internal pressure cases, the high stress areas occurred around the equipment hatch.

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7

Zuohu Wang and Xiuli Du. "Research on reasonable position of FRP tendons in concrete beams prestressed with bonded and/or unbonded FRP tendons." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5774394.

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ZOU, P. X. W., and S. T. SMITH. "TIME-DEPENDENT FLEXURAL CRACK WD3TH PREDICTION OF CONCRETE BEAMS PRESTRESSED WITH CFRP TENDONS." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0098.

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9

Xie, Jun, Jin Quan Zhang, and Xiao Hua Zheng. "Prestress Tendons Layout Considering Spatial Stress Characteristics of Prestressed Concrete Box-Girder Bridges." In 11th International Conference of Chinese Transportation Professionals (ICCTP). American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41186(421)303.

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Savic, Adrijana, B. Terry Beck, and Robert J. Peterman. "Proposed Qualification Test Procedure to Identify Prestressed Concrete Ties That May Be Susceptible to End-Splitting Cracks." In 2021 Joint Rail Conference. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/jrc2021-58007.

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Abstract Prestressed concrete ties could develop end-splitting cracks along tendons due to lateral bursting stresses. The lateral bursting stresses can form due to Hoyer effect (change in diameter of the prestressing tendons due to Poisson’s ratio, the jacking force in the tendons, geometrical features, and indent characteristics of the prestressing tendons. End-splitting cracks can occur immediately after de-tensioning procedure in some cases, but they also can be developed during the first weeks after de-tensioning procedure due to sustained lateral stresses exerted by the prestressing tendons. The ability of concrete to resist these bursting stresses without cracking is primarily the function of the thickness of concrete cover, the type of concrete mixture used and the maximum compressive strength of the concrete. The test purpose was to identify tie designs that may be susceptible to end-splitting cracks. The Qualification test will be great tool to identify tie designs that have ability to form end-splitting cracks. The System Qualification Test involves six pre-tensioned concrete prisms with the same prestressing tendons and concrete mixture that is used in the concrete ties, except that the edge distance for the prisms is reduced by approximately 25 percent. If this reduction in edge distance results in longitudinal splitting cracks along the prestressing tendons, then the system (tie design and material selection) may be susceptible to concrete end-splitting cracks. In this case, changes to the design and/or material selection should be made prior to mass production of ties.

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Reports on the topic "Tendons (Prestressed concrete) – Evaluation"

1

Hawkins, David, and John Hanson. Testing and Evaluation of a Dapped-End Prestressed Concrete Pocketed Spandrel Beam. Precast/Prestressed Concrete Institute, 2000. http://dx.doi.org/10.15554/pci.rr.comp-019.

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2

Morrison, Jeffrey, and John Hanson. Testing and Evaluation of a Uniform-Depth, Prestressed Concrete Pocketed Spandrel Beam. Precast/Prestressed Concrete Institute, 1999. http://dx.doi.org/10.15554/pci.rr.comp-021.

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