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Journal articles on the topic 'Bonded post-tensioning'

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Author: Grafiati
Published: 10 December 2022
Last updated: 28 January 2023

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1

Sayed-Ahmed, Ezzeldin Y., and Nigel G. Shrive. "A new steel anchorage system for post-tensioning applications using carbon fibre reinforced plastic tendons." Canadian Journal of Civil Engineering 25, no. 1 (January 1, 1998): 113–27. http://dx.doi.org/10.1139/l97-054.

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During the past half century, the use of prestressing in different structures has increased tremendously. One of the most important techniques of prestressing is post-tensioning. The main problem associated with post-tensioning in different structures is the corrosion of the prestressing steel tendons even with well-protected steel. New materials, fibre reinforced plastics or polymers (FRP), which are more durable than steel, can be used for these tendons/strands and thus overcome the corrosion problem. However, different shortcomings appear when FRP tendons are introduced to post-tensioning prestressing applications. For carbon fibre plastic tendons (CFRP), there is no suitable anchorage system for post-tensioning applications. Some of the anchorages developed by others for use with FRPs are therefore described and assessed. A new anchorage system developed by the authors, which can be used with bonded or unbonded CFRP tendons in post-tensioning applications, is described. The results of direct tension and fatigue tests on CFRPs anchored with the new system are presented.Key words: anchorage system, cyclic loading, fatigue, fibre reinforced plastics, finite element analysis, post-tension, prestressed concrete, prestressed masonry, strands, tendons.
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2

Aziz, Mohamad Abdel, George Abdel-Sayed, Faouzi Ghrib, Nabil F. Grace, and Murty K. S. Madugula. "Analysis of concrete beams prestressed and post-tensioned with externally unbonded carbon fiber reinforced polymer tendons." Canadian Journal of Civil Engineering 32, no. 6 (December 1, 2005): 1138–51. http://dx.doi.org/10.1139/l05-071.

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Fiber reinforced polymer (FRP) tendons are being increasingly used nowadays in prestressing and (or) post-tensioning concrete structures. However, designers are faced with lack of practical analysis procedure that leads to proper evaluation of their structural performance, especially when bonded prestressing is combined with unbonded post-tensioning. This paper presents an analytical procedure for these beams. It examines the load–defelction characteristics and proceeds to estimate the ultimate load carrying capacity by taking into consideration the change of stress that occurs in the externally unbonded tendons during different stages of loading. The analytical procedure uses the concept of effective moment of inertia of concrete beams. The equations used are developed by ACI Committee 440, the Intelligent Sensing for Innovative Structures (ISIS) Canada Research Network, and the Comité Euro-International du Béton - Fédération International de la Précontrainte (CEB-FIP), for calculating the deflection of beams reinforced with carbon fiber reinforced polymer (CFRP) tendons. Finite element analyses have been conducted to verify the proposed analytical method. Two experimental programs were used to validate the proposed analytical method. The experimental findings of two box beams reinforced with bonded and unbonded external tendons are compared with finite element analyses and the analytical results. A full-scale test for an internally and externally prestressed double-T beam was undertaken at Construction Technology Laboratories Inc., Skokie, Illinois. The results from this experimental work were used to validate the analytical procedure.Key words: bonded CFRP tendons, concrete, post-tensioning, unbonded CFRP tendons.
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3

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

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Prestressing is widely used technic all over the world for constructions of buildings, bridges, towers, offshore structures etc. due to its efficiency and economy for achieving requirements of long span with small depth. It is used for flexural strengthening of reinforced concrete structures for improving cracking loads and decreasing deflections due to service loads. There are two methods for prestressing (pre-tensioning and post-tensioning). In this paper, a three-dimensional nonlinear Finite Element (FE) method is used to determine the behaviour of Post-Tensioned (PT) concrete cantilever beams with different tendon profiles. Numerical analyses ANSYS package program is used for analysis of beams. The results from FE analysis is verified by experimental reference test result and good agreement is achieved. This paper is focused on the effect of different tendon profiles on the flexural behaviour of Bonded Post Tensioned (BPT) reinforced concrete cantilever beams. Six models with different tendon profiles are investigated. These models are without tendons, two tendons at the bottom, middle, top, parabolic tendons with one draped point and two draped points. Failure loads, deflections, and load versus deflection relationships for all models are examined and it is seen that the beam with one draped tendon profile shows a highest performance.
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4

Cupać, Jagoda, Christian Louter, and Alain Nussbaumer. "Post-tensioning of glass beams: Analytical determination of the allowable pre-load." Glass Structures & Engineering 6, no. 2 (March 30, 2021): 233–48. http://dx.doi.org/10.1007/s40940-021-00150-0.

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AbstractThe effectiveness of post-tensioning in enhancing the fracture resistance of glass beams depends on the level of compressive pre-stress introduced at the glass edge surface that will in service be exposed to tensile stresses induced by bending. Maximum pre-load that can be applied in a post-tensioned glass beam system, yielding maximum compressive pre-stress, is limited by various failure mechanisms which might occur during post-tensioning. In this paper, failure mechanisms are identified for a post-tensioned glass beam system with a flat stainless steel tendon adhesively bonded at the bottom glass edge, including the rupture of the tendon, glass failure in tension and adhesive/glass failure in the load introduction zone. Special attention is given to the load introduction failure given that the transparent nature of glass limits the use of vertical confinement usually applied in concrete. An analytical model for determination of the allowable pre-load in post-tensioned glass beams is proposed, based on the model applied for externally post-tensioned concrete beams. The model is verified with the results of a numerical model, showing good correlation, and applied in a parametric study to determine the influence of various beam parameters on the effectiveness of post-tensioning glass beams.
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5

Mohammed, Khaleel, M. Jameel, Zainah Ibrahim, and Chee Tan. "Performance of a Ductile Hybrid Post-Tensioned Beam-to-Column Connection for Precast Concrete Frames under Seismic Loads: A Review." Applied Sciences 11, no. 16 (August 16, 2021): 7497. http://dx.doi.org/10.3390/app11167497.

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The performance of precast concrete frame structures against seismic loads mainly depends on the beam-to-column connection. A ductile hybrid connection consists of unbonded post-tensioning steel and bonded reinforcement bars, both of which provide overall moment resistance to the frame. Post-tensioning steel acts as a restoring force which brings the structure back to its initial position upon unloading. Mild steel acts as an energy dissipator which yields in tension and compression. To evaluate the performance of precast frame structures, the structural engineer requires extensive knowledge of the complex nonlinear behavior of the connection. Standardization to mass produce is one of the benefits of precast construction, but with standardization in design there is severe risk. All previous earthquakes have clearly shown that continuous repetition of accepted practice without proper engineering review can lead to disaster. It is important to understand how different parameters of the connection influence the behavior and performance of the frame against seismic loads. The present study helps structural engineers and researchers with a detailed review of hybrid post-tensioned connections. This review is focused mainly on precast beam-to-column connections, studies on the development of hybrid connections, performance evaluations of hybrid connections, and the performance evaluation of precast frames with hybrid connections.
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6

Rocha, Jorge, Eduardo Pereira, and José Sena-Cruz. "Feasibility of mechanical post-tensioning of annealed glass beams by activating externally bonded Fe-SMA reinforcement." Construction and Building Materials 365 (February 2023): 129953. http://dx.doi.org/10.1016/j.conbuildmat.2022.129953.

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7

Al-Baghdadi, Nadher H., and Balqees A. Ahmed. "Field tests of grouted ground anchors in the sandy soil of Najaf, Iraq." Open Engineering 12, no. 1 (January 1, 2022): 905–17. http://dx.doi.org/10.1515/eng-2022-0359.

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Abstract This article presents test results documentation for four grouted ground anchors embedded in sandy soil. Three anchors were trial, while one was a working anchor. One trial anchor is instrumented with eight resistance-type strain gauges glued on the corrugated pipe and embedded within the grouted body. An acceptance test was made for all anchors to determine the working load. Acceptance criteria suggested by the Post-Tensioning Institute were applied, and the working anchor did not pass the creep criterion, so it was taken out of service. The strain measurements indicated that the compression stresses were generated along the free length, while the tension stresses were generated along the bonded length. The transition point, which is the point with zero axial stress within the grouted body, was located at a distance of 10–12% of the bonded length, measured from the proximal end of the bonded length. The skin friction distribution along the grouted body was nonuniform, and it had a peak at the transition point. The maximum measured value of the skin friction is almost compatible with the estimated one by Fujita’s formula. The skin friction developed along the free length indicates a significant contribution of the free length to the pullout capacity.
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8

Sayed-Ahmed, Ezzeldin Y., Amr H. Riad, and Nigel G. Shrive. "Flexural strengthening of precast reinforced concrete bridge girders using bonded carbon fibre reinforced polymer strips or external post-tensioning." Canadian Journal of Civil Engineering 31, no. 3 (June 1, 2004): 499–512. http://dx.doi.org/10.1139/l04-005.

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Strengthening of reinforced concrete bridge girders has become a major concern. Many reinforced concrete highway bridges were constructed in Canada using precast reinforced concrete girders, and currently many of them need rehabilitation. Thus, two techniques for flexural strengthening of precast reinforced concrete bridge girders (HC-type) were investigated experimentally. The first technique involved bonding carbon fibre reinforced polymer (CFRP) strips to the soffits of the girders. The second technique was classical external post-tensioning with steel bars. A simple, yet innovative method was developed for applying the external prestressing to these girders. The experimental investigation was performed on full-scale girders from a dismantled bridge in Alberta (Canada). Outcomes of the experimental investigation led to the conclusion that classical methods of flexural strengthening (e.g., external prestressing) should not be completely disregarded. Also, an additional mode of failure needs to be added to currently available prediction models for estimating the gain in flexural strength of reinforced concrete girders retrofitted using bonded CFRP strips.Key words: bridges, CFRP, flexure strengthening, precast girders, post tension, prestressing, rehabilitation.
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9

Azad, Fathima. "Analysis of Columns Strengthened using Fibre Reinforced Cementitious Matrix Jackets." International Journal for Research in Applied Science and Engineering Technology 9, no. 9 (September 30, 2021): 1795–800. http://dx.doi.org/10.22214/ijraset.2021.38272.

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Abstract: Maintenance, repair and strengthening of existing concrete structures, either reinforced or prestressed,are important activities of civil engineers. Nowadays different techniques are available for the strengthening. Various techniques were adopted for strengthening RC structures, namely, steel plates, external post tensioning, externally bonded Fibre-Reinforced Polymer (FRP), and near- surface-mounted FRP systems to increase shear and flexural capacity. During the last few decades, strengthening of concrete structural elements by fibre-reinforced polymer has become a widely used technique. But it has several disadvantages due to the epoxy resin like debonding of FRP from the concrete structure, unstable nature of the epoxy at higher temperatures etc. To overcome this, an upgraded system was introduced as an alternative for FRP known as Fibre Reinforced Cementitious Matrices (FRCM). The objective of this paper is to investigate the feasibility of Fibre-Reinforced Cementitious-Matrix materials as an alternative external strengthening technique for RC members. Columns with circular geometry were wrapped with different fibre materials using cementitious matrix. The analysis was done using ANSYS software. Keywords: RC columns, FRCM, Strengthening, fibre, ANSYS
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10

Zhang, Burong, and Brahim Benmokrane. "Large model test of prestressed carbon fibre reinforced polymer ground anchors." Canadian Journal of Civil Engineering 32, no. 6 (December 1, 2005): 1064–74. http://dx.doi.org/10.1139/l05-058.

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This paper presents a full-scale prestressed ground anchor model test with carbon fibre reinforced polymer (CFRP) 9-bar tendons. The main objectives of this laboratory study were to evaluate the serviceability of the developed bond-type anchorage for post-tensioning applications with CFRP multibar tendons and to study load transfer mechanism of CFRP multibar tendons to surrounding rock mass. A cement-based mortar-filled steel tube was used to simulate a rock mass environment. Extensive instrumentation including resistance strain gauges, fibre optic sensors, embedded strain gauges, and linear variable displacement transducers (LVDTs) were used to monitor the behaviour of the anchor. The test results show that the tested CFRP 9-bar anchor presents an acceptable tensile behaviour under a load of 0.6fpu in accordance with existing codes. The CFRP multibar anchor presents a similar strain distribution profile as that for conventional steel anchors, except giving a shorter load transfer length. It is expected that CFRP 9-bar anchors require a minimum anchor bonded length of 2000 mm with plain cement grouts.Key words: anchor, anchorage, FRP, tendon, slip.
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11

Daraj, A. J., and A. H. Al-Zuhairi. "The Combined Strengthening Effect of CFRP Wrapping and NSM CFRP Laminates on the Flexural Behavior of Post-Tensioning Concrete Girders Subjected to Partially Strand Damage." Engineering, Technology & Applied Science Research 12, no. 4 (August 7, 2022): 8856–63. http://dx.doi.org/10.48084/etasr.5008.

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The studies on unbonded post-tensioned concrete members strengthened with Carbon Fiber Reinforced Polymers (CFRPs) are limited and the effect of strengthening on the strain of unbonded pre-stressed steel is not well characterized. Estimating the flexural capacity of unbound post-tensioned members using the design methodology specified in the design guidelines for FRP strengthening techniques of bonded post-tensioned members does not provide a reliable evaluation. This study investigates the behavior of unbonded post-tensioned concrete members with partial strand damage (14.3% and 28.6% damage) and strengthened with CFRP laminates using a near-surface mounted technique with and without U-wrap anchorages. The experimental results showed that the use of CFRP laminates significantly affects strand strain, especially with the use of anchors. The CFRP reinforcement affected flexural strength, crack width, and midspan deflection. However, the flexural stiffness of strengthened members during the serviceability phases is critical as strand damage ratios increase. In comparison with the nondamaged girder, the NSM-CFRP laminates enhanced the flexural capacity by 11% and 7.7% corresponding to strand damage of 14.3% and 28.6% respectively. Additionally, semiempirical equations were proposed to predict the actual strain of unbonded strands whilst considering the effects of FRP laminates. The suggested equations are simple to apply and provide accurate predictions with little variance.
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12

"Grouts for Bonded Post-Tensioning in Corrosive Environments." ACI Materials Journal 98, no. 4 (2001). http://dx.doi.org/10.14359/10722.

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13

Deng, Zhikang, Vlad-Alexandru Silvestru, Julien Michels, Lingzhen Li, Elyas Ghafoori, and Andreas Taras. "Performance of Glass to Iron-based Shape Memory Alloy Adhesive Shear Joints with Different Geometry." Challenging Glass Conference Proceedings 8 (June 20, 2022). http://dx.doi.org/10.47982/cgc.8.397.

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Previous research has shown that glass beams with external, mechanical post-tensioning along their edges show better structural performance than glass beams without any such reinforcement. The initial and post-fracture load-bearing capacity of glass beams can be increased by reinforcing them with stainless steel or fiber-reinforced plastic (FRP) tendons that are post-tensioned and connected to the beam edges. However, post-tensioning of stainless steel or FRP bars or strips is complex and challenging because it often requires special setups, such as hydraulic jacks. Iron-based shape memory alloys (Fe-SMAs) are promising post-tensioning materials due to their efficient activation procedure and good mechanical properties. The target prestress level can be introduced by heating the Fe-SMA to a specific temperature followed by cooling down naturally to ambient temperature. As a contribution to assessing the feasibility of strengthening glass elements with adhesively bonded Fe-SMA strips, this paper focuses on the bond behavior of glass-to-Fe-SMA lap-shear joints based on numerical investigations. A finite element model is developed to evaluate the effect of adhesive thickness, Fe-SMA strip thickness and bond length on the structural behavior of glass to Fe-SMA lap-shear joints.
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14

N, Ajay, Harsha S, Chethan Kumar S, and Vittal Kashyap J. "Feasibility Studies on Performance of Post-Tensioning (Bonded) Flat Slab for Residential Building." SSRN Electronic Journal, 2022. http://dx.doi.org/10.2139/ssrn.4137506.

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15

"COMPARATIVE STUDY OF BONDED & UNBONDED POST-TENSIONING FOR LONG SPAN BEAM IN BUILDING." International Journal of Advance Engineering and Research Development 4, no. 04 (April 30, 2017). http://dx.doi.org/10.21090/ijaerd.57986.

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16

Rocha, Jorge, Eduardo N. B. Pereira, and José Sena-Cruz. "Feasibility of Mechanical Post-Tensioning of Annealed Glass Beams by Activating Externally Bonded Fe-Sma Reinforcement." SSRN Electronic Journal, 2022. http://dx.doi.org/10.2139/ssrn.4266806.

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17

Silvestru, Vlad-Alexandru, Zhikang Deng, Julien Michels, Lingzhen Li, Elyas Ghafoori, and Andreas Taras. "Application of an iron-based shape memory alloy for post-tensioning glass elements." Glass Structures & Engineering, July 12, 2022. http://dx.doi.org/10.1007/s40940-022-00183-z.

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AbstractPrevious research has evidenced that by adding a ductile reinforcement on the tension side of a glass beam, for instance by adhesive bonding, its post-cracking behaviour and redundancy were improved, while an additional pre-stressing of this reinforcement further helped to increase the initial cracking resistance. Past investigations used steel tendons or stainless steel strips, which required rather complex setups and procedures for mechanical pre-stressing. This study aims to introduce an easier-to-apply procedure with strips made of an iron-based shape memory alloy (Fe-SMA), which has the property of remembering its initial shape after a phase transformation from austenite to martensite. The Fe-SMA strips can be anchored to a parent structure as pre-strained strips, in case of a glass substrate by adhesive bonding. After activation of the Fe-SMA through a heating and cooling process, a tensile stress is generated in the strip, which applies a compressive stress field into the parent structure. This work discusses the results from first feasibility investigations dealing with the choice of adhesive and identifying a suitable activation procedure for Fe-SMA strips adhesively bonded to glass elements. The effective bond length, which needs to be considered when defining the anchorage length, was determined for two structural adhesives. While for the high-strength, brittle 2c-epoxy adhesive SikaPower®-1277, shorter bond lengths of a little more than 120 mm were sufficient, for the more ductile 2c-methacrylate adhesive Araldite® 2047-1, longer bond lengths were necessary for the same load level (more than 240 mm). Furthermore, an activation procedure by electrical resistive heating was applied, which (i) allowed sufficient heating of the Fe-SMA for activation, (ii) avoided too high instant temperature changes in the glass and (iii) did not affect the required anchorage bond length.
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18

Piątek, Bartosz, and Tomasz Siwowski. "Experimental study on flexural behaviour of reinforced concrete beams strengthened with passive and active CFRP strips using a novel anchorage system." Archives of Civil and Mechanical Engineering 22, no. 1 (January 14, 2022). http://dx.doi.org/10.1007/s43452-021-00364-7.

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AbstractThe paper presents the research on reinforced concrete (RC) beams strengthened with carbon fibre reinforced polymer (CFRP) strips with various configurations in terms of anchoring and tensioning. The five full-scale RC beams with the total length of 6.0 m were strengthened with passive strips, without and with mechanical anchorages at their ends, as well as with strips tensioned by the novel prestressing system with three various prestressing levels ranging from 30 to 50% of the CFRP tensile strength. All RC beams were tested under static flexural load up to failure and they were investigated in a full range of flexural behaviour, including the post-debonding phase. The main parameters considered in this study include the use of mechanical anchorages, the effect of tensioning the strips and the influence of the various prestressing levels. Several performance indicators have been established to evaluate the beams’ behaviour. The study revealed that the RC beams strengthened using tensioned CFRP strips exhibited a higher cracking, yielding and ultimate moments as compared to the beams with passively bonded CFRP strips. Moreover, increasing the beams’ prestressing level has a significant positive influence on the performance of strengthened beams. However, it did not affect the ultimate load-bearing capacity of the beams. The optimal prestressing level for the novel system has been determined as 60% of CFRP tensile strength.
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19

Sainsbury, Reece, Vasudeva Upadhyaya Raghavendra, T. G. Suntharavadivel, and Kai Duan. "EFFECT OF FLY ASH CONTENT IN MBC BONDER FOR SUSTAINABLE CFRP RETROFIT." Proceedings of International Structural Engineering and Construction 4, no. 1 (July 2017). http://dx.doi.org/10.14455/isec.res.2017.85.

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The rehabilitation and strengthening of reinforced concrete structures have been attracting increasing attention due to various factors including increase in traffic volume and weight, structural aging and environmental impact. Various techniques such as grouting, guniting and external post-tensioning are being used to retrofit or strengthen deteriorated members. With recent developments in the application of fiber composites in structural engineering, externally bonded Fiber Reinforced Polymer (FRP) system has become one widely used repair techniques because of its durability and long-term cost-effectiveness. In the FRP bonded retrofit technique, epoxy is often used as the bonding material. Because of environmental impact and health issues, construction sector is always looking for sustainable alternative bonding materials for FRP retrofit. A new trend on using Mineral Based Composites (MBC) has garnered the attention for a possible alternative to replace the use of harmful epoxy in FRP retrofit. MBC is formed by mixing the cement with some other minerals together and some concrete admixtures. As a part of a project to investigate optimum mix for the MBC, a series of tests were carried out to study the effect of fly ash content in the MBC mix as a partial replacement of cement. This paper discusses the results from this experimental program and evaluates the optimum fly ash content for the MBC and its associated properties.
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