Relevant bibliographies by topics / Prestressed concrete members

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Prestressed concrete members'

Author: Grafiati
Published: 4 June 2021
Last updated: 7 February 2022

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Journal articles on the topic "Prestressed concrete members"

1

Fu, Qiang, Xia Cao, Ling Zhi Jin, Wan Xu Zhu, Hui Xian Yang, and Zhu Bai Shu. "Experimental Study on the Stress Increment of Prestressed Tendons of Retard-Bonded Prestressed Concrete Continuous Beams." Advanced Materials Research 163-167 (December 2010): 1431–35. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1431.

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Based on the bending experiment for two-span continuous beams of retard-bonded prestress concrete, the analysis of the stress increment of prestressed tendons is made in the loading process. The theory that the working performance of retard-bonded prestressed concrete members is as same as unbonded prestressed concrete members during the retarding period is demonstrated. It is feasible to use the formulas for the reference (Technical specification for concrete structures prestressed with unbonded tendons) to calculate σputhe ultimate stress and Δσp the Stress increment of the retard-bonded prestressed tendons and the recommended formulas are advised to use. It is also demonstrated that retard-bonded prestressed concrete members have the same working performance as bonded prestressed concrete members after the retarding period. The conclusion of this paper can provide the reference date for the design of retard-bonded prestressed concrete continuous beam.
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Batchelor, B. DeV, Jayanth Srinivasan, and Mark F. Green. "Losses in partially prestressed concrete." Canadian Journal of Civil Engineering 15, no. 5 (October 1, 1988): 890–99. http://dx.doi.org/10.1139/l88-114.

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The calculation of prestress losses by the age-adjusted effective modulus method is analyzed and compared with the Ontario highway bridge design code predictions for partially prestressed concrete. Specifically, the effect of nonprestressed reinforcement on prestress losses is studied. The age-adjusted effective modulus method for calculating prestress losses is outlined, and plots of prestress losses versus partial prestressing ratio are presented and analyzed. It is shown that prestress losses decrease with increasing amounts of nonprestressed reinforcement. Also, the Ontario highway bridge design code expressions, which are intended for use with fully prestressed sections, are not suitable for use in the design of partially prestressed concrete members. Key words: concrete (prestress), design, partial prestressing, prestress losses.
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Balevičius, Robertas, and Eugedijus Dulinskas. "EVALUATION OF CONCRETE LINEAR CREEP IN DETERMINATION OF STRESS STATE AND STEEL PRESTRESS LOSSES IN CONCRETE MEMBERS/BETONO TIESINIO VALKŠNUMO ĮVERTINIMAS, NUSTATANT GELŽBETONINIŲ ELEMENTŲ ĮTEMPIMŲ BŪVĮ IR ARMATŪROS IŠANKSTINIO ĮTEMPIMO NUOSTOLIUS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 5, no. 6 (December 31, 1999): 364–73. http://dx.doi.org/10.3846/13921525.1999.10531491.

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Determination of stress-strain state imposed by concrete linear creep and specification of steel prestress losses in linear prestressed concrete member is discussed in this article. Particularities of regulations of the Code acting in Lithuania [1] and of Eurocode [2] are analysed and a modified method for calculation of steel prestress losses due to concrete linear creep in prestressed concrete linear members suitable for assessment of Code regulations is presented. Also, the method is used for analysis of results of long-term tests of reinforced concrete members. In Lithuania, a code based on investigations of prestressed concrete members is used for calculation of steel prestress losses due to concrete creep. Therefore calculation of losses is associated with stress-strain state of the member in time t in empirical way only and time dependent stress-strain state is adjusted by additional coefficients to take into consideration concrete creep. Analogous calculations of steel prestress losses by Eurocode are presented in a more general form and are based on creep theory. It is clear that in the first [1] and the second [2] cases the same change in stress-state is evaluated by different parameters. Therefore it is important to create a general method based on concrete creep characteristics. General case of eccentrically reinforced prestressed concrete linear member under the action of prestressing forces changing with time in relation to prestress losses due to concrete creep is analysed (Fig 1). Stress-strain time dependent state of such member with the changing concrete stress σ b (t) and σ′ b (t) is determined using well-known equations of equilibrium (1–4) and integral differential equations (7–8) for evaluation of concrete creep deformations [4–8]. These equations are solved by numerical method (9–10) dividing time period considered in intervals. In reference [9] a more particular solution method evaluating variation of interval magnitude in relation to accuracy of solution is presented. In such a way it is possible to assess reduction of concrete stress (13–14) at time moment t when loss of steel prestress due to concrete creep takes place (33–34). There are many experiments performed for investigating concrete creep and determinating time dependent stress-strain state of reinforced concrete members. Various methods are applied for analysis of these data. Assumptions of these methods influence the conclusions of the analysis. In this article there is presented a general method giving opportunity to assess creep of concrete members by the same characteristics, when specific creep (51) or coefficient of creep (52) is determined by tests on eccentrically prestressed linear members (the case of axially prestressed members is presented in [9]). Pure specific creep C* (t,t 0) values determined according to the method proposed in this article and results of experimental investigations [12] of prestress in steel of eccentrically prestressed concrete members and also according to data of analysis [11] of the Code [1] are presented in Fig 2. Using the same creep characteristics method of the Code EC-2 and proposed in this article losses of prestress in steel due to concrete creep were calculated according to EC-2 and the method proposed. Values of these losses and their ratio are presented in Fig 3 and 4. In Fig 5, losses of prestress in steel due to creep predicted after 70 years were calculated in accordance with data of the Code SNiP [1] analysis [11] and regulations of the Code EC-2 [2]. Relationships (62) including (63), (64) formulas are modified EC-2 method for regulation of steel prestress loss due to concrete creep calculation for doubly reinforced members are proposed in the article. Results of analysis of regulations of Eurocode EC-2 and the Code SNiP indicate that design according to Code [2] method for steel prestress loss due concrete creep calculation in all cases gives increased values of stiffness and crack resistance characteristics of the structure, but larger amount of steel is to be used in comparison with the design according to SNiP [1].
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Przygocka, M., and R. Kotynia. "Pre-Stress Losses in FRP Pre-Stressed Reinforced Concrete – Subject Overview." Archives of Civil Engineering 64, no. 4 (December 1, 2018): 257–68. http://dx.doi.org/10.2478/ace-2018-0073.

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AbstractFiber reinforced polymers (FRPs) due to their specific high-strength properties become more and more popular and replace traditional structural materials like conventional steel in prestressed concrete structures. FRP reinforced structures are relatively new when compared to structures prestressed with steel tendons. For that reason only several studies and applications of pre-tensioned FRP reinforcement have been conducted until now. Moreover, researchers only considered short-term behavior of FRP reinforced concrete members. The precise information about long-term behavior of FRP reinforcement is necessary to evaluate the prestress losses, which should be taken into account in the design of prestressed RC structures. One of the most important factor influencing long term behavior of FRP reinforcement is stress relaxation. The overview of experimental tests results described in the available literature considering the prestress losses obtained in FRP prestressed concrete members is presented herein.
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Kraľovanec, Jakub, František Bahleda, Jozef Prokop, Martin Moravčík, and Miroslav Neslušan. "Verification of Actual Prestressing in Existing Pre-Tensioned Members." Applied Sciences 11, no. 13 (June 27, 2021): 5971. http://dx.doi.org/10.3390/app11135971.

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In the case of prestressed concrete structures, information about the actual state of prestressing is an important basis for determining their load-carrying capacity as well as remaining service life. During the service life of the prestressed concrete structure, the initial level of prestressing is inevitably reduced as a result of the actions of various factors. These reductions of prestressing force are considered as prestress losses, which are influenced by construction stages, used materials, prestressing technology, or required length of service life. Available standards enable the determination of the expected values of prestress losses. Ultimately, their calculation is part of the design procedure of every prestressed concrete structure. However, aging and often neglected infrastructure in Europe is also exposed to factors, such as environmental distress, that are not considered in standard calculations. Therefore, verified and reliable methods for determining the actual state of prestressing are needed. This paper presents an experimental program of an indirect method for the evaluation of the value of prestressing force in seven prestressed concrete sleepers. Particularly, the non-destructive saw-cut method as a pivotal object of this study is performed and assessed. Furthermore, the Barkhausen noise technique is used as a comparative method. Subsequently, the experimental campaign is supported by the numerical analysis performed in the ATENA 3D software. Finally, the experimentally determined values of residual prestressing force are compared to the expected level of prestressing according to Eurocodes.
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Pang, Ping. "Research on Strength Calculation for Local Area under Pressure." Applied Mechanics and Materials 395-396 (September 2013): 837–40. http://dx.doi.org/10.4028/www.scientific.net/amm.395-396.837.

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Here individual anchored strength of prestressed end with local area under pressure was studied, the damaged mechanism of local area under pressure was discussed. The ferrule effect of peripheral concrete upon the concrete under local pressure loading is not obvious. For prestressed concrete members, especially scattered end anchorage of prestressed concrete member, the standard formula is not applicable.
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Yu, Tong-Hua. "Concrete trussed arch bridges in China." Canadian Journal of Civil Engineering 14, no. 6 (December 1, 1987): 820–27. http://dx.doi.org/10.1139/l87-120.

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In this paper, the following points are presented: the valuable advantages of the concrete trussed arch bridge; the design consideration and simplified analysis of the bridge; the level of secondary stresses induced in the ends of truss members; the application of prestress to tensile members and bending sections of trusses; and different ways of construction of the bridge.A five-span prestressed concrete trussed arch bridge named the Zhushanlu Road Bridge at Jingdezhen City, Jiangxi Province, is described as an example of medium span bridges of the type popularly adopted in Chinese highway system and the municipal construction since the late sixties. Key words: prestressed concrete, hinged truss, thrust, secondary stress, anchorage, pretensioning, precast.
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Fenwick, R. C., and S. C. Lee. "Anchorage zones in prestressed concrete members." Magazine of Concrete Research 38, no. 135 (June 1986): 77–89. http://dx.doi.org/10.1680/macr.1986.38.135.77.

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Skogman, Brian C., Maher K. Tadros, and Ronald Grasmick. "Flexural Strength of Prestressed Concrete Members." PCI Journal 33, no. 5 (September 1, 1988): 96–123. http://dx.doi.org/10.15554/pcij.09011988.96.123.

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Rao, A. S. Prasada. "Direct Analysis of Prestressed Concrete Members." Journal of Structural Engineering 116, no. 12 (December 1990): 3432–47. http://dx.doi.org/10.1061/(asce)0733-9445(1990)116:12(3432).

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Dissertations / Theses on the topic "Prestressed concrete members"

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Lee, Jaeman. "Flexural and Shear Failure Mechanisms of Precast/Prestressed Concrete Members." 京都大学 (Kyoto University), 2013. http://hdl.handle.net/2433/174917.

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So, Kin Man Peter. "The behaviour of thin stemmed precast prestressed concrete members with dapped ends /." Thesis, McGill University, 1989. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=61762.

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Mitchell, Chad S. "A review of initial end slip as criteria of acceptable strand bond quality and the relationship between strand diameter and transfer length for prestressed concrete members." Laramie, Wyo. : University of Wyoming, 2008. http://proquest.umi.com/pqdweb?did=1594486111&sid=1&Fmt=2&clientId=18949&RQT=309&VName=PQD.

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El-Zaroug, Omer Ramadan. "Behavior of FRP reinforced and partially prestressed concrete members under the effects of temperature gradients." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape3/PQDD_0015/MQ47819.pdf.

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Momeni, Amir Farid. "Effect of concrete properties and prestressing steel indentation types on the development length and flexural capacity of pretensioned concrete members." Diss., Kansas State University, 2016. http://hdl.handle.net/2097/32682.

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Doctor of Philosophy
Civil Engineering
Robert J. Peterman
A study was conducted to determine the effect of different concrete properties and prestressing steel indentation types on development length and flexural capacity of pretensioned members. Wires and strands commonly used in the manufacturing of prestressed concrete railroad ties worldwide were selected for the study. Thirteen different 5.32-mm-diameter prestressing wire types and six different strands (four, seven-wire strands and two, three-wire strands) were used to cast prisms with a square cross section. The ratio of concrete to prestressed steel in the test prism’s cross section was representable of typical concrete railroad ties. Thus, geometrical and mechanical properties of test prisms were representative of actual ties in the railroad industry. To understand the effect of concrete-release strengths and slumps on development length, all parameters were kept constant in the prisms except concrete-release strength and slump. To manufacture prisms with different release strengths, all four wires/strands were pulled and detensioned gradually when the concrete compressive strength reached 3500 (24.13 MPa), 4500 (31.03 MPa), and 6000 (41.37 MPa) psi. To determine the effect of different slumps on development length, prisms with different slumps of 3 in. (7.6 cm), 6 in. (15.2 cm), and 9 in. (22.9 cm) were manufactured and all other parameters were kept constant in prisms. All prisms were tested in three-point bending at different spans to obtain estimations of development length based on type of reinforcement, concrete-release strength, and concrete slump. Lastly, a design equation was developed based on experimental data for prediction of development length. In the last phase of load tests, cyclic-loading tests were conducted on the prisms manufactured with wires to evaluate the bond performance of wires with different indentation types under cyclic loading. A total of 210 load tests, including 14 cyclic tests, were conducted. The monotonic-load tests revealed a large difference in the development length of pretensioned concrete members manufactured with different wire/strand types and different concrete-release strengths. Also, the cyclic-load tests revealed a significant difference in bond performance of different wire types under cyclic loading compared to monotonic loading.
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Fernandes, Bertrand. "Development of a Magnetic Field Sensor System for Nondestructive Evaluation of Reinforcing Steel in Prestressed Concrete Bridge Members." University of Toledo / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1352760825.

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Seraj, Salek Muhammad. "Reinforced and prestressed concrete members designed in accordance to the compressive-force path concept and fundamental material properties." Thesis, Imperial College London, 1991. http://hdl.handle.net/10044/1/7685.

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Herbrand, Martin [Verfasser], Josef [Akademischer Betreuer] Hegger, Viet Tue [Akademischer Betreuer] Nguyen, and Karl-Heinz [Akademischer Betreuer] Reineck. "Shear strength models for reinforced and prestressed concrete members / Martin Herbrand ; Josef Hegger, Viet Tue Nguyen, Karl-Heinz Reineck." Aachen : Universitätsbibliothek der RWTH Aachen, 2017. http://d-nb.info/1162498811/34.

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Brand, W. W. (Willem Wouter). "Reliability assessment of a prestressed concrete member." Thesis, Stellenbosch : Stellenbosch University, 2001. http://hdl.handle.net/10019.1/52430.

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Thesis (MScEng)--University of Stellenbosch, 2001.
ENGLISH ABSTRACT: First-order second-moment structural reliability methods are used to assess the reliability of a prestressed concrete beam. This beam was designed for imposed office floor loads and partitions following the limit states design method as provided for by the applicable South African structural codes, viz SABS 0100-1:1992 and SABS 0160:1989. The reliability is examined at two limit states. At the ultimate limit state of flexure the ultimate moment of resistance must exceed the applied external moment at the critical section, while at the serviceability limit state of deflection the deflection must satisfy the codespecified deflection criteria. Realistic theoretical models are selected to express the flexural strength and deflection of the prestressed concrete member, while appropriate probabilistic models are gathered from the literature for loading, resistance and modelling uncertainties. The calculated reliability index at the ultimate limit state of flexure (3.10) is lower than expected in view of the fact that this represents a non-critical limit state in the case of a Class 2 prestressed concrete member. This condition can be explained with reference to the relatively high uncertainty associated with the modelling error for flexural strength. The calculated reliability index at the serviceability limit state of deflection (l.67) compares well with acceptable practice. The study further focuses on the sensitivity of the reliability at the two limit states of interest to uncertainty in the various design parameters. The ultimate limit state of flexure is dominated by the uncertainty associated with the modelling error for flexural strength, while the contribution to the overall uncertainty of the ultimate strength and area of the prestressing steel and the effective depth is less significant. In comparison the reliability at the serviceability limit state of deflection is not dominated by the uncertainty associated with a single basic variable. Instead, the uncertainty associated with the modelling error, creep factor and prestress loss factor are all significant. It was also demonstrated that the variability in beam stiffness is not a major source of uncertainty in the case of a Class 2 prestressed concrete member. It is recommended that the present code provisions for ultimate strength and deflection should be reviewed to formulate theoretical models with reduced systematic and random errors. The effect of the uncertainty associated with the creep and prestressed loss factors should also be adressed by adjustment of the partial material factor for concrete at the serviceability limit state of deflection. Furthermore, research must be directed towards formulating an objective failure criterion for deflection. The uncertainty in the deflection limit must therefore be quantified with a probability distribution.
AFRIKAANSE OPSOMMING: Eerste-orde tweede-moment struktuur betroubaarheid metodes word ingespan om die betroubaarheid van 'n voorspanbeton balk te bereken. Hierdie balk is ontwerp vir opgelegte kantoor vloerbelasting en partisies volgens die grenstoestand ontwerp metode soos beskryf in die toepaslike Suid-Afrikaanse boukodes, naamlik SABS 0100-1: 1992 en SABS 0160: 1989. Die betroubaarheid word ondersoek by twee grenstoestande. By die swiglimiet van buiging moet die weerstandsmoment die eksterne aangewende moment oorskrei by die kritieke balksnit, terwyl die defleksie die kriteria soos voorgeskryf deur die kode moet bevredig by die dienslimiet van defleksie. Realistiese teoretiese modelle word gebruik om die buigsterkte en defleksie van die voorspanbeton balk te bereken. Verder is geskikte waarskynlikheid modelle uit die literatuur versamelom die belasting, weerstand en modelonsekerhede te karakteriseer. Die betroubaarheid indeks soos bereken vir die swiglimiet van buiging (3.10) is laer as wat verwag sou word in die lig van die feit dat hierdie nie 'n kritieke grenstoestand verteenwoordig in die geval van 'n Klas 2 voorspan element nie. Dit kan verklaar word met verwysing na die relatiewe groot onsekerheid wat geassosieer word met die modellering fout vir buigsterkte. Die berekende betroubaarheid indeks vir die dienslimiet van defleksie (1.67) vergelyk goed met aanvaarde praktyk. Die studie fokus verder op die sensitiwiteit van die betroubaarheid by die twee grenstoestande onder beskouing ten opsigte van die onsekerheid in die verskillende ontwerp parameters. By die swiglimiet van buiging word die onsekerheid oorheers deur die bydrae van die modelering fout vir buigsterkte. Die bydraes tot die totale onsekerheid deur die swigsterkte en area van die voorspanstaal sowel as die effektiewe diepte is minder belangrik. By die dienslimiet van defleksie word die betroubaarheid nie oorheers deur die onsekerheid van 'n enkele basiese veranderlike nie. In stede hiervan is die onsekerheid van die modellerings fout, kruipfaktor en voorspan verliesfaktor almal noemenswaardig. Daar word verder aangetoon dat die veranderlikheid in balkstyfheid nie 'n belangrike bron van onsekerheid in die geval van 'n Klas 2 voorspan element is nie. Daar word aanbeveel dat die bestaande voorskrifte in die kode vir buigsterkte en defleksie aangespreek moet word deur teoretiese modelle met klein modelonsekerhede te formuleer. Die uitwerking van die onsekerheid van die kruip- en voorspan verliesfaktore kan aangespreek word deur 'n aanpassing te maak in die parsiële materiaalfaktor vir beton in die geval van die dienslimiet van defleksie. Navorsing moet verder daarop gemik wees om 'n objektiewe falingskriterium vir defleksie te formuleer. Die onsekerheid van die toelaatbare defleksie moet dus gekwatifiseer word deur 'n waarskynlikheidsverdeling.
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Van, Wijk Heinrich. "Validation of the deck behaviour due to post-tension loading of Ashton arch bridge." Master's thesis, Faculty of Engineering and the Built Environment, 2019. https://hdl.handle.net/11427/31783.

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The new Ashton Bridge is a concrete tied-arch structure with a cable-supported deck, which spans 110 metres below the arching ribs. The tie-beam members, connecting the arch ribs, each have six longitudinal tendons that have primarily straight profiles. The author set out to validate the structural behaviour of the tie-beams, after the post-tensioning construction stage. This objective was achieved by validating selected finite element model parameters with field conducted tests. The input parameter, which is the prestress loading onto the structure, was validated with tendon elongation measurements and tendon lift-off tests. The output parameter, which is the strain and displacement response of the structure, was verified by measuring the elastic deck shortening and the strain gauge readings. Lower tendon extensions were encountered during tensioning. This required calibration of the friction coefficients and model updating. Lift-off tests and deck shortening measurements provided and order size estimation of the structural behaviour, but was not adequate for model validation. The strain gauge readings showed a close correlation with the expected strain state of the structure and offered insight into the behaviour of the structure during post-tensioning. The methods described in this dissertation may be used for validating the structural behaviour of concrete bridges subject to post-tensioning. Suggestions for improving tendon lift-off tests and deck shortening measurements are also presented.
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Books on the topic "Prestressed concrete members"

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

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Mattock, Alan H. Strength of members with dapped ends. Chicago, Ill: Prestressed Concrete Institute, 1986.

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Ghosh, S. K. Exceptions of precast, prestressed members to minimum reinforcement requirements (of American Concrete Institute standard ACI 318-83). Chicago, IL: Fintel/Ghosh, Inc., Structural Advisory Services, 1986.

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Shanafelt, George O. Guidelines for Evaluation and Repair of Damaged Prestressed Concrete Bridge Members. Transportation Research Board National Resear, 1986.

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Mbwambo, William J. Structural response of prestressed concrete members subjected to elevated temperatures. 1995.

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Magnetic-based NDE of prestressed and post-tensioned concrete members: The MFL system. McLean, VA: U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 2000.

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Center, Turner-Fairbank Highway Research, ed. Magnetic-based NDE of prestressed and post-tensioned concrete members: The MFL system. McLean, VA (6300 Georgetown Pike, McLean 22101-2296): U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 2000.

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Long-term effects of cathodic protection on prestressed concrete bridge members: Publication no. FHWA-RD-98-075. McLean, VA (6300 Georgetown Pike, McLean 22101-2296): U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 1998.

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Center, Turner-Fairbank Highway Research, ed. Magnetic-based NDE of prestressed and post-tensioned concrete members: The MFL system. McLean, VA (6300 Georgetown Pike, McLean 22101-2296): U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 2000.

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Magnetic-based NDE of prestressed and post-tensioned concrete members: The MFL system. McLean, VA: U.S. Dept. of Transportation, Federal Highway Administration, Research and Development, Turner-Fairbank Highway Research Center, 2000.

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Book chapters on the topic "Prestressed concrete members"

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Dolan, Charles W., and H. R. Hamilton. "Axially Loaded Members." In Prestressed Concrete, 331–42. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97882-6_12.

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Libby, James R. "Connections for Precast Members." In Modern Prestressed Concrete, 536–66. Boston, MA: Springer US, 1990. http://dx.doi.org/10.1007/978-1-4615-3918-6_12.

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Libby, James R. "Erection of Precast Members." In Modern Prestressed Concrete, 734–52. Boston, MA: Springer US, 1990. http://dx.doi.org/10.1007/978-1-4615-3918-6_18.

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Libby, James R. "Direct Stress Members, Temperature, and Fatigue." In Modern Prestressed Concrete, 501–35. Boston, MA: Springer US, 1990. http://dx.doi.org/10.1007/978-1-4615-3918-6_11.

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Bennett, E. W. "Partially Prestressed Concrete Members: Repeated Loading." In Partial Prestressing, From Theory to Practice, 135–49. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_6.

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Lacroix, Roger. "Partially Prestressed Concrete Members Under Static Loading." In Partial Prestressing, From Theory to Practice, 125–34. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_5.

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Naaman, Antoine E. "Partially Prestressed Concrete Members under Static Loading: American Perspective." In Partial Prestressing, From Theory to Practice, 79–124. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_4.

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Bertero, Vitelmo V. "Partially Prestressed Concrete Members for Earthquake-Resistant Design and Construction." In Partial Prestressing, From Theory to Practice, 151–88. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_7.

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Manisekar, R. "Ductility of Concrete Members Partially Prestressed with Unbonded and External Tendons." In Advances in Structural Engineering, 2241–57. New Delhi: Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2187-6_170.

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"Composite members." In Design of Prestressed Concrete to AS3600-2009, 400–449. CRC Press, 2016. http://dx.doi.org/10.1201/b19123-14.

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Conference papers on the topic "Prestressed concrete members"

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Masetti, Filippo, Gloriana Arrieta Martinez, and Sean M. O’Brien. "Evaluation of Fire Effects on Precast, Prestressed Concrete Members." In Eighth Congress on Forensic Engineering. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784482018.039.

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Hollý, I., I. Abrahoim, and A. Ondak. "CONCENTRATED LOAD IN ANCHORAGE ZONES OF PRESTRESSED CONCRETE MEMBERS." In Engineering Mechanics 2020. Institute of Thermomechanics of the Czech Academy of Sciences, Prague, 2020. http://dx.doi.org/10.21495/5896-3-194.

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Bodapati, Naga Narendra B., Weixin Zhao, Robert J. Peterman, Chih-Hang John Wu, B. Terry Beck, Mark Haynes, and Joseph R. Holste. "Influence of Indented Wire Geometry and Concrete Parameters on the Transfer Length in Prestressed Concrete Crossties." In 2013 Joint Rail Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/jrc2013-2463.

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A study was conducted to determine the variation in the transfer length of prestressed concrete railroad ties with different indented wire geometries and different concrete properties, including slump and release strength. The study included 12 different reinforcement wire types that are used in concrete railroad ties worldwide. This paper presents the results from transfer length measurements on 96 pretensioned concrete members that were cast in the laboratory. In order to replicate the wire-to-concrete proportions commonly used in prestressed concrete railroad ties, small (3 1/2″ (88.9 mm) × 3 1/2″ (88.9 mm)) prestressed concrete prisms were fabricated and each contained four 5.32-mm-diameter indented wires. A special jacking arrangement was used to ensure that each of the wires was tensioned to the same jacking force. The wires were initially tensioned to 7000 pounds (31.14 kN) each, and the transfer of prestress force into the members was accomplished by a gradual release method replicating the one used in most prestressed concrete crosstie manufacturing plants. The study consisted of two phases. In the first phase, 36 concrete prisms were cast to investigate the effect of different wire indent geometry in a 6-inch (152.4mm) slump concrete mix with 4500 psi (31.03 MPa) release strength. In the second phase, a total of 60 prisms were used to investigate the effect of 4 different concrete parameters with a select group of 5 indented wire types. The second phase included concrete release strengths of 3500 psi (24.13 MPa) and 6000 psi (41.37 MPa), and concrete consistencies (slumps) of 3 (76.2) and 9 inches (228.6 mm). The results have shown that there is a significant variation in transfer lengths for the different indented wires at the same release strength. Additionally, the results show that the transfer lengths decreased significantly with modest increases in the concrete release strength. However, there was no correlation observed between transfer lengths and different concrete slumps for mixes having the same water-to-cementitious (w/c) ratio. For each concrete pour, the splitting tensile strength and modulus of elasticity were measured at the time of prestress transfer. All wire indents were measured according to ASTM A-881 [1] and the results of both phases are presented.
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Jeng, Chyuan-Hwan, Hao-Jan Chiu, and Cho-Sheng Chen. "Modeling the Initial Stresses in Prestressed Concrete Members under Torsion." In Structures Congress 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41130(369)162.

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Savic, Adrijana, B. Terry Beck, Aaron A. Robertson, Robert J. Peterman, Jeremiah Clark, and Chih-Hang (John) Wu. "Effects of Cover, Compressive Strength, and Wire Type on Bond Performance in Prismatic Prestressed Concrete Members." In 2018 Joint Rail Conference. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/jrc2018-6153.

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The bond between wire and concrete is crucial for transferring the stresses between the two materials in a prestressed concrete member. Furthermore, bond can be affected by such variables as thickness of concrete cover, type of pre-stressing (typically indented) wire used, compressive (release) strength of the concrete, and concrete mix. This work presents current progress toward the development of a testing procedure to get a clear picture of how all these parameters can ruin the bond and result in splitting. The objective is to develop a qualification test procedure to proof-test new or existing combinations of pre-stressing wire and concrete mix to ensure a reliable result. This is particularly crucial in the concrete railroad crosstie industry, where incompatible conditions can result in cracking and even tie failure. The goal is to develop the capability to readily identify compatible wire/concrete designs “in-plant” before the ties are manufactured, thereby eliminating the likelihood that defectively manufactured ties will lead to in-track tie failures due to splitting. The tests presented here were conducted on pre-tensioned concrete prisms cast in metal frames. Three beams (prismatic members) with different cross sections were cast simultaneously in series. Four pre-stressing wires were symmetrically embedded into each concrete prism, resulting in a common wire spacing of 2.0 inches. The prisms were 59.5in long with square cross sections. The first prism was 3.5 × 3.5in with cover 0.75in, the second was 3.25 × 3.25in with cover 0.625in and the third prism in series was 3.0 × 3.0 in with cover 0.50in. All pre-stressing wires used in these initial tests were of 5.32 mm diameter and were of the same wire type (indent pattern) denoted by “WE”, which had a spiral-shaped geometry. This is one of several wire types that are the subject of the current splitting propensity investigation. Others wire types include variations of the classical chevron shape, and the extreme case of smooth wire with no indentions. The wires were initially tensioned to 7000 pounds (31.14 KN) and then gradually de-tensioned after reaching the desired compressive strength. The different compressive (release strength) strength levels tested included 3500 psi (24.13 MPa), 4500psi (31.03 MPa), 6000 psi (41.37 MPa) and 12000psi (82.74MPa). A consistent concrete mix with water-cement ratio 0.38 was used for all castings. Geometrical and mechanical properties of test prisms were representative of actual prestressed concrete crossties used in the railroad industry. Each prism provided a sample of eight different and approximately independent splitting tests of concrete cover (four wire cover tests on each end) for a given release strength. After de-tensioning, all cracks that appeared on the prisms were marked, and photographs of all prism end surfaces were taken to identify the cracking field. During the test procedure longitudinal surface strain profiles, along with live-end and dead-end transfer lengths, were also measured using an automated Laser-Speckle Imaging (LSI) system developed by the authors. Both quantitative and qualitative assessment of cracking behavior is presented as a function of cover and release strength. In addition to the identification of whether cracking took place at each wire end location, measurements of crack length and crack area are also presented for the given WE wire type. The influence of concrete cover and release strength are clearly indicated from these initial tests. The influence of indented wire type (indent geometry) will also be discussed in this paper, along with a presentation of some preliminary test results. This work represents a successful first step in the development of a qualification test for validating a given combination of wire type, concrete cover, and release strength to improve the reliability of concrete railroad crosstie manufacturing.
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Haynes, Mark D., Chih-Hang John Wu, Matthew Arnold, Naga Narendra B. Bodapati, B. Terry Beck, and Robert J. Peterman. "Bond Index Numbers of Prestressed Concrete Reinforcement Wires and Their Relationships to Transfer Lengths and Pull-Out Forces." In 2016 Joint Rail Conference. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/jrc2016-5787.

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The purpose of this research is to establish mathematical models that predicts the bond strength of a reinforcement wire in prestressed concrete members, given the known geometrical features of the wire. A total of nineteen geometrical features of the reinforcement wire were measured and extracted by a precision non-contact profilometer. With these mathematical models, prestressing reinforcement wires can now be analyzed for their bond strength without destructive testing. These mathematical models, based upon a large collection of empirical data via prestressing reinforcement wires from various wire manufacturers in US and Europe, have the potential to serve as quality assessment tools in reinforcement wire and prestressed concrete member production. Most of these models are very simple and easy to implement in practice, which could provide insight into which reinforcement wires provide the greatest bond strength and which combinations of geometrical features of the reinforcement wire are responsible for providing the bond strength. Our various empirical models have shown that the indent side-wall angle, which is suggested by the ASTM-A881/A881M, may not be the only significant geometrical feature correlated to the transfer length and bond strengths. On the contrary, features such as the indent surface area, indent width, indent edge surface area, indent volume, and release strengths do have significant correlations with the ultimate transfer lengths of the prestressed concrete members. Extensive experiments and testing performed at the Structures Laboratory in Kansas State University, as well as field tests at Transportation Technology Center, Inc. (TTCI) and one Prestressed Concrete Railroad Tie manufacturing facility, have been used to confirm the model predictions. In addition, our experimental results suggest that the maximum pull out force in the un-tensioned pullout testing has significant correlation with the ultimate transfer length. This finding could provide reinforcement wire manufactures with a quality assurance tool for testing their wires prior to the production. The resultant mathematical model relating the wire geometrical features to transfer length is referred to as the Bond Index Number (BIN). The BIN is shown to provide a numerical measure of the bond strength of prestressing steel reinforcement wire, without the need for performing destructive tests with the reinforcement wire. We believe that with the BIN and the maximal pull-out forces from the un-tensioned pull-out tests, one can have better insight into the optimal reinforcement wire design by testing the performance of wires before they are put into production lines.
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Manica Lazzari, Paula, Américo Campos Filho, and Francisco De Paula Simões Lopes Gastal. "Automatization of Design Procedures for Prestressed Concrete Members According to the Brazilian and French Code Specifications." In Research, Development and Practice in Structural Engineering and Construction. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-08-7920-4_st-12-0061.

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Lazzari, Paula Manica, Américo Campos Filho, and Francisco De Paula Simõ Es Lopes Gastal. "Comparison Between Brazilian And French Code Specifications Of Verification Of Bonded And Unbonded Prestressed Concrete Members." In The Seventh International Structural Engineering and Construction Conference. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-5354-2_st-1-2.

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Momeni, Amir Farid, Robert J. Peterman, B. Terry Beck, Chih-Hang John Wu, and Naga Narendra B. Bodapati. "Effect of Concrete Release Strength on the Development Length and Flexural Capacity of Members Made With Different Prestressing Wires Commonly Used in Pretensioned Concrete Railroad Ties." In 2015 Joint Rail Conference. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/jrc2015-5736.

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A study was conducted to determine the effect of concrete release strength on the development length and flexural capacity of members utilizing five different 5.32-mm-diameter prestressing wires that are commonly used in the manufacture of prestressed concrete railroad ties worldwide. These included two chevron-indented wires with different indent depths, one spiral-indented wire, one dot-indented wire, and one smooth wire (with no surface indentation). A consistent concrete mixture was used for the manufacture of all test specimens, and the different release strengths were obtained by allowing the specimens to cure for different amounts of time prior to de-tensioning. Each prismatic specimen (prism) had a 3.5″ (88.9 mm) × 3.5″ (88.9 mm) square cross section with four wires arranged symmetrically. The prisms were identical except for the wire type and the compressive strength at the time of de-tensioning. All four wires were each initially tensioned to 7000 pounds (31.14 KN) and then de-tensioned gradually when the concrete compressive strength reached 3500 (24.13 MPa), 4500 (31.03 MPa) and 6000 (41.37 MPa) psi. Precise de-tensioning strengths were ensured by testing 4-in.-diameter (101.6 mm) × 8-in.-long (203.2 mm) compression strength cylinders that were temperature match-cured. The prisms were loaded in 3-point-bending to determine the ultimate bond characteristics of each reinforcement type for the different concrete release strengths. A loading rate of 300 lb/min (1334 N/min) was applied at mid-span and the maximum sustained moment was calculated for each test. Two 69-in.-long (175.26 cm) prisms, each having different concrete release strength, were tested with each of the 5 wire types. These prisms were tested at both ends, with a different embedment length assessed at each end. Thus, for each wire type and concrete release strength evaluated, a total of 4 tests were conducted for a total of 60 tests (5 wire types × 3 release strengths × 4 tested embedment lengths). Test results indicate that the concrete compressive strength at de-tensioning can have a direct impact on the ultimate flexural capacity of the members, and this has significant design implications for pretensioned concrete railroad ties. Results are discussed and recommendations made.
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Lepourry, Clemence, Hugues Somja, Pisey Keo, Piseth Heng, and Franck Palas. "An innovative concrete-steel structural system allowing for a fast and simple erection." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7014.

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In usual concrete buildings, medium to long span slabs can only be achieved by using prestressed beams. However, these elements are heavy, making their handling expensive; the cladding of these beams to vertical elements creates several difficulties, particularly in case of moment resisting frames; at last, their precamber implies a cautious management of the concreting and is a source of defects. Steel-concrete composite beams may offer an alternative, with similar performances. However they are not considered by concrete builders, because specific tools and skills are needed to erect them on site. Moreover usual composite members require a supplementary fire protection, which is costly and unsightly. This article presents an innovative steel-concrete moment resisting portal frame that overcomes these difficulties. It is based on composite tubular columns, and a composite beam made of a U-shaped steel profile used as permanent formwork to encase a concrete beam. This steel-concrete duality of beams allows an erection on site without any weld or bolt by a wise positioning of the construction joints. Moreover, as the resistance to fire is ensured by the concrete beam, the system does not require any additional fire protection. Finally, as only steel elements have to be handled on site, there is no need of heavy cranes. This system has been used to build a research center near Rennes, in France. As it is not covered in present norms, an experimental validation was required. After a detailed description of the structural system, the full-scale tests which have been performed are presented : - A series of asymmetrical push-out tests in order to determine the behaviour and resistance of shear connectors; - One 6-point bending test made to investigate the resistance of the USCHB under sagging bending moment; Two tests of the beam-column joint.
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Reports on the topic "Prestressed concrete members"

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Frosch, Robert, and Tyler Wolf. Simplified Shear Design of Prestressed Concrete Members. West Lafayette, IN: Purdue University, 2003. http://dx.doi.org/10.5703/1288284313315.

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Development of Rational Design Methodologies for Dapped Ends of Prestressed Concrete Thin-Stemmed Members. Precast/Prestressed Concrete Institute, 2015. http://dx.doi.org/10.15554/pci.rr.comp-006.

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