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Journal articles on the topic 'Prestressed concrete members'

Author: Grafiati

Published: 4 June 2021

Last updated: 7 February 2022

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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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

El-Ariss, Bilal. "Stiffness of Externally Prestressed Concrete Members." IABSE Symposium Report 87, no. 9 (January 1, 2003): 242–48. http://dx.doi.org/10.2749/222137803796329358.

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12

Pang, Ping. "Research and Analysis about Partical Compression for Individual Anchored Prestressed End Strength." Applied Mechanics and Materials 395-396 (September 2013): 841–44. http://dx.doi.org/10.4028/www.scientific.net/amm.395-396.841.

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According to the specification given, the theoretical calculation formula of the theoretical value is higher than the measured load values. Specifications given by the bureau of compressive bearing capacity formula is suitable for ordinary reinforced concrete member. For prestressed concrete members, especially scattered end anchorage of prestressed concrete member, the standard formula is not applicable.

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13

Kesavan, K., K. Ravisankar, S. Parivallal, and P. Sreeshylam. "TECHNIQUE TO ASSESS THE RESIDUAL PRESTRESS IN PRESTRESSED CONCRETE MEMBERS." Experimental Techniques 29, no. 5 (September 2005): 33–38. http://dx.doi.org/10.1111/j.1747-1567.2005.tb00238.x.

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14

Oh, Jae Yuel, Deuck Hang Lee, Sang Hum Cho, Hyun Kang, Hae-Chang Cho, and Kang Su Kim. "Flexural Behavior of Prestressed Steel-Concrete Composite Members with Discontinuous Webs." Advances in Materials Science and Engineering 2015 (2015): 1–13. http://dx.doi.org/10.1155/2015/278293.

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The corrugated webbed prestressed (CWPS) composite member was developed to improve the efficiency of the prestress introduced into the steel beam, and experimental studies were performed to examine its structural behavior. Additionally, a unified analysis model that can estimate the nonlinear flexural behavior of the composite member and the accordion effect of the corrugated webbed steel beams at the prestressing stage was proposed. As a consecutive experimental series, in this study, the discontinuous-webbed prestressed (DWPS) composite member was developed, and this innovative composite member can reduce the amount of steel materials used, compared with the former CWPS composite member. Flexural tests were carried out to investigate their structural performances, and their behaviors were analyzed in detail by a nonlinear finite element analysis.

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15

Wang, Jiawei, Jinliang Liu, Guanhua Zhang, and Yanmin Jia. "Method for computing the shear capacity of prestressed reinforced concrete beams based on truss-arch model." International Journal of Structural Integrity 9, no. 5 (October 1, 2018): 574–86. http://dx.doi.org/10.1108/ijsi-09-2017-0052.

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Purpose The calculation of the shear capacity of inclined section for prestressed reinforced concrete beams is an important topic in the design of concrete members. The purpose of this paper, based on the truss-arch model, is to analyze the shear mechanism in prestressed reinforced concrete beams and establish the calculation formula for shear capacity. Design/methodology/approach Considering the effect of the prestressed reinforcement axial force on the angle of the diagonal struts and regression coefficient of softening cocalculation of shear capacity is established. According to the shape of the cracks of prestressed reinforced concrete beams under shear compression failure, the tie-arch model for the calculation of shear capacity is established. Shear-failure-test beam results are collected to verify the established formula for shear bearing capacity. Findings Through theoretical analysis and experimental beam verification, it is confirmed in this study that the truss-arch model can be used to analyze the shear mechanism of prestressed reinforced concrete members accurately. The calculation formula for the angle of the diagonal struts chosen by considering the effect of prestress is accurate. The relationship between the softening coefficient of concrete and strength of concrete that is established is correct. Considering the effect of the destruction of beam shear plasticity of the concrete on the surface crack shape, the tie-arch model, which is established where the arch axis is parabolic, is applicable. Originality/value The formula for shear capacity of prestressed reinforced concrete beams based on this theoretical model can guarantee the effectiveness of the calculation results when the structural properties vary significantly. Engineers can calculate the parameters of prestressed reinforced concrete beams by using the shear capacity calculation formula proposed in this paper.

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16

Liu, Wei, and Zhen Fu Chen. "Experimental Study on Bearing Properties of Self-Compacting Prestressed Concrete Beams." Advanced Materials Research 163-167 (December 2010): 918–27. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.918.

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Five different types of self-compacting unbonded prestressed concrete beams are designed to study the bearing properties of self-compacting prestressed concrete flexural members. And experimental studies are conducted on their cracking loads, flexural strengths, ductility of members and failure forms. The testing results provide references for design and establishing related codes of self-compacting prestressed concrete structures.

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17

Batchelor, B. deV, and M. El Shahawi. "A review of cracking of partially prestressed concrete members." Canadian Journal of Civil Engineering 12, no. 3 (September 1, 1985): 645–52. http://dx.doi.org/10.1139/l85-071.

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A selective review of cracking of partially prestressed concrete members is presented. The main studies, together with the resulting methods for calculating maximum crack width, are critically examined. From an analysis of published test results it is shown that, in the light of the sparse data available, there is no point in using a complicated crack width formula for partially prestressed members. A simple expression for calculating crack width is proposed, which involves only the calculation of stress in the non-prestressed reinforcement. A strong case is made for further research in this area so that effects of the controlling parameters may be considered, where necessary. Key words: concrete (prestressed), cracking, crack width, partial prestressing.

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18

Dilger, Walter H., and K. M. Suri. "Steel Stresses in Partially Prestressed Concrete Members." PCI Journal 31, no. 3 (May 1, 1986): 88–112. http://dx.doi.org/10.15554/pcij.05011986.88.112.

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19

Shen, Kongjian, Shui Wan, YL Mo, and Xiayuan Li. "A softened membrane model for prestressed concrete composite box girders with corrugated steel webs under pure torsion." Advances in Structural Engineering 22, no. 2 (August 3, 2018): 384–401. http://dx.doi.org/10.1177/1369433218788597.

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Torsion can be regarded as a principal factor in some cases, such as in curved girders and eccentrically loaded girders, when conducting the structural analysis of prestressed concrete composite box girders with corrugated steel webs. Recently, a rational model, called the softened membrane model for torsion, was proposed for the torsional analysis of reinforced concrete members; thereafter, this model was extended to prestressed concrete members under pure torsion and called softened membrane model for torsion prestressed concrete. This article presents a modified model, the softened membrane model for torsion prestressed concrete for prestressed concrete composite box girders with corrugated steel webs, to analyze full torsional behavior. To build the model, the softened membrane model for torsion in reinforced concrete members is first extended to perform the torsional analysis of prestressed concrete composite box girders with corrugated steel webs by incorporating the torsional contribution of corrugated steel webs. Afterward, the initial stresses and strains due to prestressing are considered to extend the softened membrane model for torsion to softened membrane model for torsion prestressed concrete for prestressed concrete composite box girders with corrugated steel webs by modifying the equilibrium equations, convergence criteria, and constitutive laws of materials. The modified model is validated by experimental data and is proven to be capable of predicting the overall torque–twist curve, especially the precracked branch and postcracked ascending branch. In addition, a comparison between the softened membrane model for torsion and softened membrane model for torsion prestressed concrete indicates that the torque values before and after concrete cracking will be overestimated and underestimated, respectively, without considering the effect of the initial stresses and strains. Finally, another comparison shows that the softened membrane model for torsion prestressed concrete is superior to the rotating-angle truss model for torsion in its ability to predict the precracked branch of the torque–twist curve.

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20

El-Hacha, Raafat, and Khaled Soudki. "Prestressed near-surface mounted fibre reinforced polymer reinforcement for concrete structures — a review." Canadian Journal of Civil Engineering 40, no. 11 (November 2013): 1127–39. http://dx.doi.org/10.1139/cjce-2013-0063.

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The specialized application of prestressing the near-surface mounted (NSM) fibre reinforced polymer (FRP) reinforcement for strengthening reinforced concrete (RC) structures combines the benefits of the FRP reinforcement with the advantages associated with external prestressing. By applying a prestress to the NSM FRP the material is used more efficiently since a greater portion of its tensile capacity is employed. This paper presents a comprehensive review on the performance of RC members strengthened using prestressed NSM FRP reinforcement. Several techniques and anchorage systems developed to prestress the NSM FRP are presented. The static flexural and fatigue performance of RC beams strengthened using prestressed NSM FRP in comparison to non-prestressed NSM is presented. Research on the long-term performance under freeze–thaw exposures and sustained loading is also presented.

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21

Rashid, Muhammad U., Liaqat A. Qureshi, and Muhammad F. Tahir. "Investigating Flexural Behaviour of Prestressed Concrete Girders Cast by Fibre-Reinforced Concrete." Advances in Civil Engineering 2019 (April 1, 2019): 1–11. http://dx.doi.org/10.1155/2019/1459314.

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The main objective of this research was to investigate the effect of adding polypropylene and steel fibres on flexural behaviour of prestressed concrete girders. Although the construction industry is frequently using prestressed concrete to increase the load-carrying capacity of structures, it can be further enhanced by using fibres. In this paper, experimental work was carried out to encourage the construction industry in utilizing fibres in prestressed concrete members to improve the mechanical properties of these members. As past investigations on fibre-reinforced prestressed beams were limited, the present work was done on small-scale fibre-reinforced I-shaped prestressed concrete girders. Six small-scale prestressed concrete girders were cast comprising a control girder, a hybrid girder, two girders with varying percentages of steel fibres, and two girders with varying percentages of polypropylene fibres. These girders were tested by centre point loading up to failure. It was concluded that, by the addition of small volume fraction of fibres, not only the ductility but also the tensile strength and flexural strength of FRC girders could be improved. It also altered the failure pattern positively by enhancing large strains in concrete and steel. Steel fibre-reinforced concrete showed higher energy absorption and deflection at ultimate loads in comparison to other specimens.

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22

Sim, Chungwook, Maher Tadros, David Gee, and Micheal Asaad. "Flexural design of precast, prestressed ultra-high-performance concrete members." PCI Journal 65, no. 6 (November 2020): 35–61. http://dx.doi.org/10.15554/pcij65.6-02.

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Ultra-high-performance concrete (UHPC) is a special concrete mixture with outstanding mechanical and durability characteristics. It is a mixture of portland cement, supplementary cementitious materials, sand, and high-strength, high-aspect-ratio microfibers. In this paper, the authors propose flexural design guidelines for precast, prestressed concrete members made with concrete mixtures developed by precasters to meet minimum specific characteristics qualifying it to be called PCI-UHPC. Minimum specified cylinder strength is 10 ksi (69 MPa) at prestress release and 18 ksi (124 MPa) at the time the member is placed in service, typically 28 days. Minimum flexural cracking and tensile strengths of 1.5 and 2 ksi (10 and 14 MPa), respectively, according to ASTM C1609 testing specifications are required. In addition, strain-hardening and ductility requirements are specified. Tensile properties are shown to be more important for structural optimization than cylinder strength. Both building and bridge products are considered because the paper is focused on capacity rather than demand. Both service limit state and strength limit state are covered. When the contribution of fibers to capacity should be included and when they may be ignored is shown. It is further shown that the traditional equivalent rectangular stress block in compression can still be used to produce satisfactory results in prestressed concrete members. A spreadsheet workbook is offered online as a design tool. It is valid for multilayers of concrete of different strengths, rows of reinforcing bars of different grades, and prestressing strands. It produces moment-curvature diagrams and flexural capacity at ultimate strain. A fully worked-out example of a 250 ft (76.2 m) span decked I-beam of optimized shape is given.

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23

Fabris, Nicola, Flora Faleschini, and Carlo Pellegrino. "Bond Modelling for the Assessment of Transmission Length in Prestressed-Concrete Members." CivilEng 1, no. 2 (June 30, 2020): 75–92. http://dx.doi.org/10.3390/civileng1020006.

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Transmission of the prestressing force to concrete by prestressing tendons is a topic of discussion within the fib Task Group 2.5: Bond and Material Models. Particularly, the extensive use of pretensioned prestressed-concrete (PC) requires adequate knowledge of bond development at the steel–concrete interface after prestress release. The transmission length, representing the distance from the free-end of the beam necessary to transmit the fully effective prestressing-force to the surrounding concrete, is a design parameter of paramount importance for PC members detailing. This contribution presents the analytical modelling of the transmission length based on the thick-walled cylinders (TWC) theory, considering anisotropic behaviour of the concrete. To derive the optimal friction coefficient between steel and concrete, the theoretical model has been calibrated according to an experimental database of transmission lengths collected from the literature, encompassing 130 data points from 7 different campaigns. Additionally, local behaviour has been analysed by assessing radial cracking and bond stress development along the transmission length.

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24

Savić, Adrijana, Aref Shafiei Dastgerdi, Robert J. Peterman, and B. Terry Beck. "The Influence of Wire Type Indentation on Longitudinal Splitting in Pre-Stressed Concrete." Advanced Materials Research 1165 (July 23, 2021): 65–86. http://dx.doi.org/10.4028/www.scientific.net/amr.1165.65.

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The important characteristic in the creation of longitudinal splitting cracks in pretensioned concrete members has found to be the geometry of the pre-stressing wire indents. Longitudinal splitting along prestressing tendons can result in severe splitting of prestressed member in the field under loading over time. The research evaluated the influence of wire type indentation on the longitudinal splitting in prestressed concrete members fabricated with different concrete mixtures and different compressive strength of concrete. A key objective was to find the best type of wire to avoid failures in the field. A study was conducted at Kansas State University to understand the effect of wire type on the longitudinal splitting between prestressing steel and prestressed concrete. Three different types of wires will be presented in this paper denoted as “WB”, “WF” and “WQ”. The wires have different parameters which include indent depth, indent width, indent sidewall angle, indent pitch and indent volume.

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25

Feng, Xin, and Xian Yan Zhou. "Experimental Research on Crack Width of Retard-Bonded Partially Prestressed Concrete Beams." Advanced Materials Research 639-640 (January 2013): 211–15. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.211.

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Retard-bonded prestressed concrete which has appeared in recent twenty years is a new and distinctive prestressed system. For the research on mechanical behavior and service property of retard-bonded prestressed concrete members, retard-bonded prestressed strands were made by manual work in this paper. Experimental research and theoretical analysis of three retard-bonded partially prestressed concrete T-beams were carried out under static loadings. The law of crack development and distribution both with the relationship between load and maximum crack width were studied in the paper. Test results were contrasted with experimental studies of two traditional partially prestressed concrete T-beams, and the characters and merits of retard-bonded partially prestressed concrete T-beams were obtained. It provides theoretical reference for the actual project application of the new retard-bonded prestressed concrete system.

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26

Yi, Ya Min, and Dong Hui Cheng. "Experiment and Finite Element Analysis of Partially Prestressed with Non-Bonded Fiber Reinforcement Polymer Tendon under Four Points." Advanced Materials Research 838-841 (November 2013): 416–23. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.416.

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Carbon fiber reinforcement polymer could be used to replace steel tendon to bear loads together with concrete to solve the problem of steel tendon corrosion in concrete members. To study mechanical behavior of this kind of member, four concrete beams of partially prestressed with non-bonded carbon fiber reinforcement tendon were fabricated. In these beams, the reinforcement was taken as non prestressed tendon and carbon fiber reinforcement polymer tendon was taken as non-bonded prestressed tendon. Four points bending experiment were completed. Then the mechanical behavior of these beams has been studied through finite element analysis. The results show that a good agreement between experimental and finite element analysis results.

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27

Ali, MS Mohamed. "Analytical models to predict structural behaviour of reinforced concrete beams bonded with prestressed fibre-reinforced polymer laminates." Advances in Structural Engineering 21, no. 4 (October 6, 2017): 532–44. http://dx.doi.org/10.1177/1369433217732666.

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The strengthening of reinforced concrete members with prestressed fibre-reinforced polymer laminates has been investigated by researchers due to major improvements in member serviceability characteristics. Currently, analytical models generally employ mostly empirical procedures in predicting member behaviour, and as a result, the analytical results exhibit poor correlation to experimental investigations. In this article, an analytical model is developed using new and existing theoretical techniques to critically analyse strengthened reinforced concrete beams for a range of loading scenarios to generate moment–rotation and load–deflection relationships. The prestress level and the intermediate crack debonding strain of the prestressed fibre-reinforced polymer laminate with the inclusion of mechanical end anchorage were highlighted as key parameters within the model. The proposed model adopts closed-form solutions to allow for a wide range of beams with varying steel and fibre-reinforced polymer reinforcement ratios and dimensions. The model incorporates calibrated crack spacing theory to predict the crack width and spacing as well as the length of the cracked region in the beam. The models have good correlation with collected experimental data and thus can be used for the analysis of reinforced concrete beams strengthened with prestressed fibre-reinforced polymer, throughout all stages of loading from serviceability to failure.

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28

Peterson, David N., and Maher K. Tadros. "Simplified Flexural Design of Partially Prestressed Concrete Members." PCI Journal 30, no. 3 (May 1, 1985): 50–69. http://dx.doi.org/10.15554/pcij.05011985.50.69.

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29

Moustafa, Saad E. "Nonlinear Analysis of Reinforced and Prestressed Concrete Members." PCI Journal 31, no. 5 (September 1, 1986): 126–47. http://dx.doi.org/10.15554/pcij.09011986.126.147.

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30

Skogman, Brian C., Maher K. Tadros, and Ronald Grasmick. "Ductility of Reinforced and Prestressed Concrete Flexural Members." PCI Journal 33, no. 6 (November 1, 1988): 94–107. http://dx.doi.org/10.15554/pcij.11011988.94.107.

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31

Tadros, Maher K., Amin Ghali, and Arthur W. Meyer. "Prestressed Loss and Deflection of Precast Concrete Members." PCI Journal 30, no. 1 (January 1, 1985): 114–41. http://dx.doi.org/10.15554/pcij.01011985.114.141.

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32

Barbieri, Ranier A., Francisco P. S. L. Gastal, and Américo Campos Filho. "Numerical Model for Prestressed Composite Concrete Flexural Members." Journal of Advanced Concrete Technology 1, no. 2 (2003): 201–10. http://dx.doi.org/10.3151/jact.1.201.

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33

Luccioni, B. M., J. C. Reimundín, and R. Danesi. "Thin-Walled Prestressed Concrete Members under Combined Loading." Journal of Structural Engineering 122, no. 3 (March 1996): 291–97. http://dx.doi.org/10.1061/(asce)0733-9445(1996)122:3(291).

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34

Deng, Yaohua, George Morcous, and Zhongguo John Ma. "Strand bond stress–slip relationship for prestressed concrete members at prestress release." Materials and Structures 49, no. 3 (January 30, 2015): 889–903. http://dx.doi.org/10.1617/s11527-015-0546-1.

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35

Páez, Pablo M., and Beradi Sensale. "Improved prediction of long-term prestress loss in unbonded prestressed concrete members." Engineering Structures 174 (November 2018): 111–25. http://dx.doi.org/10.1016/j.engstruct.2018.07.038.

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36

Savić, Adrijana, Aref Shafiei Dastgerdi, Terry Beck, Robert J. Peterman, and Aaron Robertson. "The Influence of Concrete Cover, Type of Wire Indentation and Concrete Mix on Bond between Steel and Concrete in Prismatic Prestressed Concrete Members." Advanced Engineering Forum 39 (February 2021): 103–26. http://dx.doi.org/10.4028/www.scientific.net/aef.39.103.

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This research was focused on evaluating the influence of the different variables that affectsplitting in prestressed concrete members, particularly prestressed concrete ties. These include the thickness of concrete cover, release strength of concrete, and the type of wire indentation. Different combinations of these variables can affect splitting. This research was focused on finding the best possible material characteristics to avoid potential failures in the field. The objective of this research was to set the minimum value of the thickness of concrete cover, for different wire types used in manufacturing having given types of aggregate for concrete mixture. The importance of this research was to identify the best materials and the best system (concrete, wire, cover) designs before the production of prestressed concrete ties. Splitting test results presented in this research were focusedon three different thicknesses of concrete cover, three different concrete mixes, a 4500psi concrete release strength, and seven different indented wire types.

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37

Ramirez-Garcia, Alberto T., Royce W. Floyd, W. Micah Hale, and J. R. Martí-Vargas. "Influence of concrete strength on development length of prestressed concrete members." Journal of Building Engineering 6 (June 2016): 173–83. http://dx.doi.org/10.1016/j.jobe.2016.03.005.

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38

Jokūbaitis, Aidas, Gediminas Marčiukaitis, and Juozas Valivonis. "Experimental Research on the Behavior of the Rail Seat Section of Different Types of Prestressed Concrete Sleepers." Materials 13, no. 11 (May 26, 2020): 2432. http://dx.doi.org/10.3390/ma13112432.

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Nowadays, prestressed concrete sleepers are the most common type of sleepers. In different countries all over the world prestressed concrete sleepers are designed with different shapes, with different types of prestressed reinforcement and arrangements in cross-section. Additionally, different manufacturing methods and techniques are used for prestressed concrete sleepers. These railway members are stiff, durable and can withstand heavy loads. Despite that, damaged or deteriorated prestressed concrete sleepers appear on railway tracks even before the end of their service life. Therefore, there is a need for better understanding of the behavior of different types of prestressed concrete sleepers to optimize their design. The rail seat section of the sleeper is the most affected part of sleeper. Therefore, analysis of experimental results of bearing capacity, cracking, and deformation of the rail seat section of sleeper under static and dynamic loads are provided in this article. Furthermore, different types, diameters, and anchoring methods of prestressed reinforcement were analyzed in this article. Additionally, comparison of experimental results of different types of prestressed concrete sleepers is discussed.

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39

Wang, Zhong Qiang, and Zhi Wu Yu. "The Experimental Research and Theoretical Analysis of Unbonded Prestressed Concrete Flat Beams at High Temperature." Advanced Materials Research 250-253 (May 2011): 2242–52. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2242.

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The experiments of 26 unbonded prestressed concrete flat beams under fire with elevating the temperature according to the ISO time-temperature standard curve were accomplished in the large structures electrical heating furnace that was manufactured independently. The macroscopical phenomena of water penetration, the lube flowing, the spalling of concrete and the corlor change of aspect were observed. The laws of behaviors such as temperature distribution on section,the deformation characteristic and stress varieties of prestressed tendons were investigated through the tests. The experiments indicated that temperature distribution was not uniform, the dynamic continuous deformation and the complicated varieties of prestressed stress occurred at high temperature. Based on the increment temperature-stress coupling constitutive models and chief deformation compatibility of the unboded prestressed tendons, the nonlinear finite element calculation formula took the unknown nodes displacements and the tensile forces in the unbonded tendons as unsolved column matrix simultaneously. The Increment format of nonlinear finite element method and calculation model for whole process analysis of unbonded prestressed concrete flexural members at high temperature were presented. The solution of nonlinear equilibrium equations for unboded prestressed concrete flexural members at high tempure was proposed, and a FORTRAN program named NAUPCLF was developed also and the results were in good agreement. The conclusions can supply the way and basis for further fire-resistant design and analysis of prestressed concrete structures.

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Wang, Zuo Hu, Xiu Li Du, and Jing Bo Liu. "Shear Behavior of CFRP Prestressed Concrete Beams without Stirrups." Advanced Materials Research 266 (June 2011): 126–29. http://dx.doi.org/10.4028/www.scientific.net/amr.266.126.

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Five beams were tested up to failure to study the shear behavior of concrete beams prestressed with fiber reinforced polymer (FRP). Different factors were taken into consideration: the type of prestressing tendons and the shear span ratio. The shear failure modes and the influence of different factors on shear behavior were investigated in details. The test results showed that FRP prestressed beams without stirrups had two shear failure modes: diagonal compression failure and shear compression failure; the shear span ratio was the most important factor to determine the failure mode and shear capacity of the prestressed beams. The shear capacity of concrete members prestressed with FRP tendons was lower than that of concrete beams prestressed with steel cables.

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Ji, Lei, and Xin Sheng Yin. "Strut- and- Tie Model Method for Partial Compression about Prestressed Tendon Constraint Concrete." Applied Mechanics and Materials 351-352 (August 2013): 1004–7. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.1004.

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Prestressed tendon constraint partial compression concrete is a new approach to solve the phenomenon of insufficient bearing capacity in partial compression concrete members .The keystone of Strut-and-tie theory is presented.The development of strut-and-tie model is in-depth analyzed based on the description of the stress distribution in the members , the author considers that this theory can yet be regard as an ideal calculation method in partial compression members which is constrained by prestressed tendon or steel mesh.

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Otsmaa, Vello, and Tiit Pedak. "PRACTICAL METHOD OF FLEXURAL STRENGTH CALCULATION OF REINFORCED AND PRESTRESSED CONCRETE MEMBERS." Technological and Economic Development of Economy 13, no. 4 (December 31, 2007): 314–22. http://dx.doi.org/10.3846/13928619.2007.9637817.

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In this paper the flexural strength analysis of reinforced and prestressed concrete members with symmetrical cross‐sections loaded in the plane of symmetry is performed. A new practical method for determining the height of the compression zone is proposed. The method is valid for normal and high‐strength concretes and for different distributions of bars along the section. It is based on the assumptions, simplifications and material properties of Eurocode 2. Design equations have been developed for the rectangular stress distribution in the concrete compression zone and for the steel stress‐strain diagrams with a horizontal and inclined top branch. A numerical example is presented to show the method usage.

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43

Zhao, Jun, and Di Tao Niu. "Study on Corroded Detection of Bridge Prestressed Reinforcement Based on the Magnetic Flux Leakage Method." Applied Mechanics and Materials 105-107 (September 2011): 1241–44. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1241.

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As the pretressed reinforcement of prestressed concrete structure leads to rust, it would bring serious disadvantage effect to load capacity of the concrete members and reduce the reliability of all concrete structure greatly more than that of ordinary steel caused. If the prestressed reinforcement can be detected in time, the prestressed concrete structure would be got effective maintenance. In the paper, magnetic leakage testing method used in ordinary steel detection is applied to test the simulation corrosion bug of the prestressed reinforcement in bridge with nondestructive mode. The result of experiment indicates that in the distance of 100 mm from the concrete surface the magnetic leakage testing method can detect effectively the loss ratio of cross-section more than 20 percent of a hank of prestressed strands caused by a part of prestressed strands corroded to break. At last, the paper also puts forward the experiment problems in existence and the improvement methods.

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44

Yang, Yumin, and John J. Myers. "Prestress Loss Measurements in Missouri's First Fully Instrumented High-Performance Concrete Bridge." Transportation Research Record: Journal of the Transportation Research Board 1928, no. 1 (January 2005): 118–25. http://dx.doi.org/10.1177/0361198105192800113.

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Prestress losses have a direct impact on concrete stress development and deflection behavior of highway bridge members. A poor estimate of prestress losses can result in a structure in which allowable stresses are exceeded or camber and deflection behavior is poorly predicted, such that the serviceability of a structure may be adversely affected. This paper reports the prestress losses observed throughout fabrication, shipment, erection, and the first 2 years of service for the first high-performance superstructure concrete bridge in Missouri. The prestress losses investigated included prerelease losses, elastic shortening losses, relaxation losses, creep losses, and shrinkage losses. Results from the study were compared with eight commonly used loss estimate models for total prestress losses, including AASHTO and Prestressed Concrete Institute methods. Recommendations were proposed by the authors for the most appropriate methodology to use to predict prestress losses in high-strength concrete girders accurately.

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45

Zamblauskaitė, Renata, Gintaris Kaklauskas, and Darius Bačinskas. "DEFORMATIONAL ANALYSIS OF PRESTRESSED HIGH‐STRENGTH CONCRETE MEMBERS USING FLEXURAL CONSTITUTIVE MODEL." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 11, no. 2 (June 30, 2005): 145–51. http://dx.doi.org/10.3846/13923730.2005.9636344.

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In this paper, an attempt has been made to extend application of the recently proposed Flexural constitutive model to short‐ and long‐term deformational analysis of flexural partially prestressed concrete members. The effect of tension stiffening and non‐linear time effects of creep and shrinkage are taken into account. Effective modulus method is used for modelling long‐term deformations. The proposed calculation technique is based on the layered approach and use of material stress‐strain relationships. Curvatures prediction results were tested against experimental data of partially prestressed concrete beams reported in literature.

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SERAJ, S. M., M. D. KOTSOVOS, and M. N. PAVLOVIC. "NON-LINEAR FINITE-ELEMENT ANALYSIS OF PRESTRESSED CONCRETE MEMBERS." Proceedings of the Institution of Civil Engineers - Structures and Buildings 94, no. 4 (November 1992): 403–18. http://dx.doi.org/10.1680/istbu.1992.21504.

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47

Debernardi, P. G., and M. Taliano. "Span-to-height ratio limits for prestressed concrete members." Structural Concrete 11, no. 1 (March 2010): 35–43. http://dx.doi.org/10.1680/stco.2010.11.1.035.

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48

Au, F. T. K., J. S. Du, and Y. K. Cheung. "Service load analysis of unbonded partially prestressed concrete members." Magazine of Concrete Research 57, no. 4 (May 2005): 199–209. http://dx.doi.org/10.1680/macr.2005.57.4.199.

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49

Arlyawardena, Nihal Don, and Amin Ghali. "Design of Precast Prestressed Concrete Members Using External Prestressing." PCI Journal 47, no. 2 (March 1, 2002): 84–94. http://dx.doi.org/10.15554/pcij.03012002.84.94.

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50

Naaman, Antoine E., Muhamed H. Harajii, and James K. Wight. "Analysis of Ductility in Partially Prestressed Concrete Flexural Members." PCI Journal 31, no. 3 (May 1, 1986): 64–87. http://dx.doi.org/10.15554/pcij.05011986.64.87.

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