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Relevant bibliographies by topics / Partial Prestressing

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Academic literature on the topic 'Partial Prestressing'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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Journal articles on the topic "Partial Prestressing"

1

Wang, Zuohu, Zhanguang Gao, Yuan Yao, and Weizhang Liao. "Experimental investigation on the seismic behavior of concrete beams with prestressing carbon fiber reinforced polymer tendons." Science Progress 103, no. 1 (November 1, 2019): 003685041988523. http://dx.doi.org/10.1177/0036850419885235.

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Seven prestressed concrete beams and one normal concrete beam were tested to study the seismic performance of concrete beams with prestressing carbon fiber reinforced polymer tendons. The failure modes, hysteretic curves, ductility, stiffness degeneration, and energy dissipation capacity were studied systematically. This study shows that the partial prestressing ratio is the main factor that affects the seismic performance of carbon fiber reinforced polymer prestressed concrete beams. The beam is more resilient to seismic loads as the partial prestressing ratio decreases. Under the same partial prestressing ratio value, the energy dissipation capacity of prestressed concrete beams with unbonded carbon fiber reinforced polymer tendons was better than that of prestressed beams with bonded carbon fiber reinforced polymer tendons. When combining both bonded and unbonded prestressing carbon fiber reinforced polymer tendons, the ductility index of concrete beams was improved. Compared with that of fully unbonded and fully bonded carbon fiber reinforced polymer prestressed concrete beams, the ductility index of concrete beams with combined bonded and unbonded prestressing tendons increased by 26% and 12%, respectively.

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Khuranov, Valery, Aslan Kaziev, Akhmed Shogenov, and Azamat Balov. "Partial prestressing as a method of equal-strength structures bending approaching." E3S Web of Conferences 281 (2021): 01012. http://dx.doi.org/10.1051/e3sconf/202128101012.

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The use of partial prestressing as a way to save materials in building structures is observed in the article. The redesign of a typical prestressed reinforced concrete rafter beam with a span of 12 m with parallel belts, in which partial prestressing was applied, made it possible to reduce the main working high-tensile reinforcement consumption by more than 30% and increase the high-tensile reinforcement using efficiency from 0.58 to 0.74.

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3

Yin, Zhi Xiang, Li Min Tian, and Zhe Gao. "Study on Stability of a New Prestressed SINGLE-Layar Spherical Lattice Shell." Advanced Materials Research 163-167 (December 2010): 2157–61. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2157.

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Prestressing of lattice shell is realized by cable, and author put forward a new kind of layout: The prestressing has been brought to bear by hoop and radial element of single-layer lattice shell, which avoid cable's effect on architectural purpose. The element has been made to sleeve, and the magnitude of prestressing is dominated by bolt. Article shows an example of K6, K8 single-layer spherical lattice shell, and the prestressing have been exert on partial ribs and hoops. The prestressing has been calculated by element axial force under normal loading. Stability of shells have been studied, and show the deformation satisfy the criteria under normal loading; The ultimate capacity has been improved obviously, loads transfer is rational. The new layout of prestressing is a promising technique.

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Limsuwan, Ekasit, Suchart Chayochaichana, and Uthai Lerksirirat. "Partial Prestressing of Long Span Steel Truss Girder." IABSE Symposium Report 101, no. 6 (September 1, 2013): 1–4. http://dx.doi.org/10.2749/222137813808627604.

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5

Batchelor, B. deV, and Jayanth Srinivasan. "Calculation of stress in prestressing steel at ultimate conditions." Canadian Journal of Civil Engineering 16, no. 4 (August 1, 1989): 576–82. http://dx.doi.org/10.1139/l89-088.

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This paper reviews different methods available for the calculation of stress in prestressing steel at ultimate, ƒps, and the methods are evaluated using a nonlinear analysis computer program. The development of a nonlinear model for the analysis of partially prestressed concrete flexural members is described. The model takes the material nonlinearities into account by the use of appropriate stress–strain relationships for steel and concrete. A parametric study of partially prestressed beams was conducted to study the effect of various parameters on stress in prestressing steel at ultimate conditions. Two types of sections, rectangular and T sections, were studied. The prediction equation, recommended in the Canadian Code Can3-A23.3-M84, for calculating the stress in prestressing steel at ultimate is found to be very conservative for all the cases studied, which covered all possible ranges of partial prestressing ratio. The present restriction in the Canadian Code, for the use of their prediction equation only when the ratio of the neutral axis depth, Cu, to the depth of the centroid of prestressing steel, dps, is less than or equal to 0.3, is found to be too restrictive. An alternative equation for ƒps, suggested by Loov, is found to be more suitable than the present equation in the Canadian Code; however, a more practical upper limit for cu/dps ratio is suggested in the paper. It is shown that the proposed equation can be used conservatively over the complete range of partially prestressed concrete. Key words: analysis, concrete (prestress), flexure, partial prestressing, prestressing, strain, stress, steel.

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Ronghe, G. N., and L. M. Gupta. "Parametric Study of Tendon Profiles in Prestressed Steel Plate Girder." Advances in Structural Engineering 5, no. 2 (April 2002): 75–85. http://dx.doi.org/10.1260/1369433021502579.

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The concept of prestressing steel structures has only recently been widely considered, despite a long and successful history of prestressing concrete members. Several analytical studies of prestressed steel plate girder were reported in the literature, but much of that work was not studied with reference to different parameters like tendon profile, eccentricity, partial span to full span ratio, prestressing force, load carrying capacity etc. associated with prestressing. This paper examines analytically a comparative study of various tendon configurations and prestressing parameters on over all analysis and design of prestressed steel plate girder. The output from the computer Program for analysis and design of steel plate girder prestressed with different tendon configurations are compared among each other. As a Case-study, a prototype model of Prestressed Steel Testing Frame with straight tendon has been designed, constructed and tested in the laboratory for its safe load carrying capacity and maximum deflection.

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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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Lazzari, P. M., A. Campos Filho, F. P. S. L. Gastal, R. A. Barbieri, and R. C. Schwingel. "Automation of the evaluation of bonded and unbonded prestressed concrete beams, according to brazilian and french code specifications." Revista IBRACON de Estruturas e Materiais 6, no. 1 (February 2013): 13–54. http://dx.doi.org/10.1590/s1983-41952013000100003.

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This paper presents a suggestion for the automation of the design procedures of bonded and unbonded prestressed concrete flexural members, according to the Brazilian (NBR 6118:2007) and French (Règles BPEL 91) norm specifications. Prestressing of concrete structures has been increasingly used, mainly due to its building advantages, as well as allowing reducing crack incidence and element dimensions by the use of more resistant materials. Structure is analyzed by a numerical model that employs a hybrid type finite element for planar frames, considering geometric nonlinearity, cyclic loading and composite construction. The computational algorithm implemented considers full, partial and limited prestressing situations, evaluating in each case decompression limit state, limit state of cracking, ultimate limit state and final prestressing state. Finally, two examples comparing design situations according to the Brazilian and French norms are presented.

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9

Yolanda, Devy, and Priyanto Saelan. "Studi Analisis Batasan Persentase Prategang Parsial pada Struktur Balok Prategang (Hal. 48-59)." RekaRacana: Jurnal Teknil Sipil 4, no. 3 (September 25, 2018): 48. http://dx.doi.org/10.26760/rekaracana.v4i3.48.

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ABSTRAKPengurangan gaya prategang yang diperlukan pada suatu penampang beton prategang penuh (full prestressed) menyebabkan diperlukannya baja tulangan, dan beton prategang berperilaku menjadi beton prategang parsial. Pengurangan gaya prategang akan menimbulkan tegangan tarik yang bilamana tegangan tarik yang terjadi melampaui kuat tarik lentur beton maka akan terjadi retak. SNI 03-2847-2002 membolehkan penggunaan beton prategang parsial namun belum mensyaratkan batasan persentase prategang yang harus digunakan. Oleh karena itu dilakukan studi analisis untuk mengetahui persentase prategang minimal yang dapat digunakan. Studi kasus dilakukan pada persentase prategang 50, 60, 70, 80, dan 90. Dari hasil studi kasus didapatkan bahwa persentase prategang yang semakin kecil akan berakibat tegangan tarik dan lebar retak yang terjadi semakin besar. Persentase prategang harus dipilih sedemikian rupa sehingga lebar retak yang terjadi tidak melampaui lebar retak yang diizinkan. Pada kelima variabel penelitian, batasan minimal persentase prategang yang lebar retaknya tidak melebihi lebar retak yang diizinkan adalah 60%.Kata kunci: beton prategang parsial, persentase prategang, tegangan tarik, lebar retak ABSTRACTReducing the required prestressing force on a full prestressed concrete section requires the need for reinforcing steel, and prestressing concrete behaves to partial prestressed concrete. Reduction of the prestressing force will cause tensile stress when the tensile stress that goes beyond the tensile strength of the concrete will result in cracking. SNI 03-2847-2002 allows the use of partial prestressed concrete but does not require the limitation of the prestress percentage to be used. Therefore, an analytical study was conducted to determine the minimum prestressed percentage that can be used. The case study was carried out at 50, 60, 70, 80, and 90 prestressed percentages. From the case study it was found that the smaller the prestress percentage would result in greater tensile stress and crack width. The percentage of prestress shall be chosen so that the crack width does not exceed the allowable crack width. In the five research variables, the minimum limit of prestressing percentage whose crack width does not exceed the allowable crack width is 60%.Keywords: partial prestressed concrete, prestress percentage, tensile stress, crack width

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Freyermuth, Clifford L. "Practice of Partial Prestressing for Continuous Post-Tensioned Structures in North America." PCI Journal 30, no. 1 (January 1, 1985): 154–82. http://dx.doi.org/10.15554/pcij.01011985.154.182.

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Dissertations / Theses on the topic "Partial Prestressing"

1

Rizkalla, Natalie Sami. "Partial bonding and partial prestressing using stainless steel reinforcement for members prestressed with FRP." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape3/PQDD_0015/MQ53022.pdf.

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Attabi, Mohamed Mohamed Hussein. "La fissuration dans les systemes en beton precontraint." Paris 6, 1987. http://www.theses.fr/1987PA066246.

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Etude experimentale et theorique du comportement d'une membrure tendue de poutre soumise a flexion, pour determiner l'effet global de la combinaison dans un meme element d'armatures classiques et d'armatures precontraintes (precontrainte partielle), ces dernieres etant post-tendues, avec ou sans adherence, ou pretendues. Etude experimentale de l'adherence en fonction de la fissuration, et modelisation par elements finis en conditions planes

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Caloň, Radim. "Statické zajištění zámku v obci Drnovice." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225473.

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The goal of the project is a static provision design of Drnovice castle. This castle (today a municipal office and a restaurant) is violated by vertical cracks. There is a significant horizontal displacement vector. That’s why horizontal prestress redevelopment (using prestressed cables) was chosen. A drawing documentation is an integral part of the project.

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Chytková, Monika. "Stavebně technologický projekt Výzkumného centra Fakulty informačních technologií VUT v Brně." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226502.

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This Máster´s thesis deals with technological project of building a Research Center of Information Technologies VUT Brno in Brno. This work includes technical reports SY and STP, site equipment, budget, calculation, time planning, inspection and test plan, mechanical assembly, estimate,technological regulations, environmental plan, contract for work and job security for this building.

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Wei, Sisi. "The Effect of Bonded Reinforcing Steel on Increase in Stress in Unbonded Prestressing Steel at Ultimate State." Thesis, 2013. http://hdl.handle.net/1807/35145.

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To investigate the benefit induced by adding a small amount of bonded reinforcing steel into a fully unbonded prestressed concrete beam, two well-founded and straightforward approaches for predicting tendon stress are proposed. The primary approach utilizes a flexural analysis to calculate member deformation. The supplementary approach employs a truss model to consider the additional member deformation due to shear force. Both approaches use a simplified iterative method. With these two approaches, a systematic parametric study is conducted to investigate the effects of various factors. The results indicate that adding little bonded reinforcement does significantly increase the stress increment in unbonded tendons at ultimate state for one-point loading as expected. Moreover, a lower span-to-depth ratio, the use of high-strength concrete, and a smaller mechanical reinforcement ratio also raise the stress increment.

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Books on the topic "Partial Prestressing"

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Z, Cohn M., and North Atlantic Treaty Organization. Scientific Affairs Division., eds. Partial prestressing, from theory to practice. Dordrecht: M. Nijhoff, 1986.

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2

Cohn, M. Z., ed. Partial Prestressing, From Theory to Practice. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1.

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3

Cohn, M. Z. Partial Prestressing, From Theory to Practice: Volume I. Survey Reports. Dordrecht: Springer Netherlands, 1986.

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Cohn, M. Z. "Partial Prestressing, From Theory to Practice": Volume I. Survey Reports. Springer, 2011.

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Book chapters on the topic "Partial Prestressing"

1

Cohn, M. Z. "Bibliography of Partial Prestressing." In Partial Prestressing, From Theory to Practice, 345. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_13.

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2

Levi, Franco. "Problems of Partial Prestressing." In Partial Prestressing, From Theory to Practice, 65–77. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_3.

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3

Cohn, M. Z. "Some Problems of Partial Prestressing." In Partial Prestressing, From Theory to Practice, 15–63. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_2.

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Cohn, M. Z. "Introductory Report." In Partial Prestressing, From Theory to Practice, 1–13. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_1.

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5

Menn, Christian. "Secondary Moments and Temperature Effects in the Design of Partially Prestressed Concrete Structures." In Partial Prestressing, From Theory to Practice, 289–302. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_10.

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6

Freyermuth, Clifford L. "Practice of Partial Prestressing for Continuous Post-Tensioned Structures." In Partial Prestressing, From Theory to Practice, 303–27. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_11.

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7

Jenny, Daniel P. "Partial Prestressing for Pretensioned Concrete Products in U.S. and Canada." In Partial Prestressing, From Theory to Practice, 329–43. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4438-1_12.

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8

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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9

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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10

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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Conference papers on the topic "Partial Prestressing"

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Choudhary, Kirti, and Saleem Akhtar. "Application of partial prestressing for crack control in reinforced concrete structures." In PROCEEDINGS OF THE INTERNATIONAL CONFERENCE ON SUSTAINABLE MATERIALS AND STRUCTURES FOR CIVIL INFRASTRUCTURES (SMSCI2019). AIP Publishing, 2019. http://dx.doi.org/10.1063/1.5127151.

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Carlucci, Alberto, Mariona Pahisa, and Kelvin Moneypenny. "An innovative methodology to determine the partial load factor for prestressing in cable supported bridges." In IABSE Congress, Stockholm 2016: Challenges in Design and Construction of an Innovative and Sustainable Built Environment. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2016. http://dx.doi.org/10.2749/stockholm.2016.0032.

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<p>The design of cable supported bridges of short to medium spans requires the resolution of how to separate the load and effect of the major components of permanent loading: Gravity and Prestressing. <p>The Eurocode allows to use the same Ultimate Limit State factor for the Gravity “G” and the Prestressing “P” for flexible bridges and prescribes to use different factors for stiff bridges. <p>However, there is no clear definition in the Eurocode of when a bridge can be considered flexible. The paper introduces the concept of the Stay Force Response Index (SFRI) to define the degree of flexibility of the bridge and describes a method for the definition of the prestressing partial factor derived through a parametric analysis of concrete cable supported bridge. <p>This method, which is generally applicable beyond the Eurocode, would allow the designer to have the confidence in undertaking optimized hence, more economic and more sustainable designs.

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Almeida, Pedro, Maruska L. S. Holanda, and Ronaldo O. Almeida. "The structural rehabilitation of the Costa e Silva bridge in Brasília, DF, Brazil." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0638.

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<p>The structural rehabilitation of bridges is generally motivated by the premature aging of the structures and the increased daily traffic of vehicles. In the case of the Costa e Silva Bridge, the rehabilitation was conceived by the Federal District Government due to the partial collapse of the viaduct over the “Galeria dos Estados”, occurred in February 2018, with the same age and the same structural system and due to the relevance for Brasília's transportation system. Also, it was designed by the renowned architect Oscar Niemeyer and the only one designed by him that was built. The bridge is part of the world heritage site of the "Plano Piloto" of Brasília, by UNESCO. The investigation of the structural behavior of the bridge, to verify the need for rehabilitation, was made from visual inspections, geometric and topographic surveys, photographic records, extraction of samples of concrete, analysis of the original building design and after some occurrences along the way of time, structural monitoring. As a result of these investigations, several damages were identified, in particular: cracks in the webs of the box girders, concreting failures, increased permanent overload due to the thickness of the current pavement layer, leaching of concrete and, mainly, approximately 40 cm of deflection at cantilever beams. All of these damages were simulated in the numerical model of the bridge, proving that the excessive deflection at central span is resulted in the loss of prestressing due to stress corrosion and fatigue, reducing structural stiffness and can lead to sudden collapse. As the solution for rehabilitation of the structure was designed a reinforcement with external prestressing to reduce the cracking process and to neutralize the loss of prestressing, due to strands corrosion that can result in broken wires.</p>

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Zhao, Weixin, B. Terry Beck, Robert J. Peterman, Chih-Hang John Wu, Naga Narendra B. Bodapati, and Grace Lee. "Reliable Transfer Length Assessment for Real-Time Monitoring of Railroad Crosstie Production." In 2014 Joint Rail Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/jrc2014-3830.

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Automated in-plant diagnostic testing of prestressed concrete railroad crossties is now within reach due to recent progress in robust surface strain measurement techniques. The newly developed non-contact Laser Speckle Imaging (LSI) technique has been shown to provide rapid and accurate surface strain profile measurement, which is a key requirement for rapid transfer length assessment. Accurate determination of transfer length is critical for maintaining continuous production quality in the modern manufacture of prestressed concrete railroad crossties. Conventional assessment of transfer length generally presumes the underlying existence of a bilinear prestressing force distribution and a corresponding bilinear surface strain profile. Furthermore, it is well-known that this bilinear profile is smoothed due to the effects of finite gauge length during the process of measuring surface strain. In addition, recent extensive crosstie measurements in concrete railroad tie plants have shown significant departures from this simple bilinear profile, which bring to question the general validity and reliability of the traditional 95% AMS (95% Average Maximum Strain) method. Deviations from the simple bilinear profile shape were shown to be partially due to the non-prismatic shape of typical concrete railroad ties. In addition, extensive comparisons between predicted and measured surface strain profiles on numerous crossties suggest that the underlying strain distribution for crossties is best represented by an exponential strain profile, with an asymptotic approach to the fully-developed compressive strain. This is in contrast with extensive testing of prisms with fixed cross-section and fixed prestressing wire eccentricity, for which the surface strain appears to be best represented by the simple bilinear strain profile. Clearly, departures from non-prismatic behavior have added complexity to transfer length measurement. If accurate and reliable measurements of this important quality control parameter are to be realized, these issues of transfer length uncertainty need to be addressed. This paper provides an experimental comparison of several possible alternative transfer length assessment procedures, in an attempt to answer important uncertainty questions which need to be addressed if rapid real-time transfer length is to be achieved. It is shown that in spite of considerable differences in the transfer length processing methods, and significant departures from prismatic behavior, the averaged results are in many cases consistent with the simple bilinear underlying strain profile assumption. Bias in the measurement of crosstie transfer length due to non-prismatic behavior will also be investigated in this paper.

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