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1
Mitchell, Andrew Douglass. „Shear friction behavior of high-strength concrete“. Thesis, Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/19274.
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2
Saeed, Yasir Matloob. „Behavior of Prestressed Concrete Beams with CFRP Strands“. PDXScholar, 2016. http://pdxscholar.library.pdx.edu/open_access_etds/2726.
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The high cost of repairing reinforced or prestressed concrete structures due to steel corrosion has driven engineers to look for solutions. Much research has been conducted over the last two decades to evaluate the use of Fiber Reinforced Polymers (FRPs) in concrete structures. Structural engineering researchers have been testing FRP to determine their usability instead of steel for strengthening existing reinforced concrete structures, reinforcing new concrete members, and for prestressed concrete applications. The high strength-to-weight ratio of FRP materials, especially Carbon FRP (CFRP), and their non-corrosive nature are probably the most attractive features of FRPs.
In this study, an experimental program was conducted to investigate the flexural behavior of prestressed concrete beams pre-tensioned with CFRP strands. The bond characteristics were examined by means of experimentally measuring transfer length, flexural bond length, and bond stress profiles. A total of four rectangular beams pre-tensioned with one 0.5-in. diameter CFRP strand were fabricated and tested under cyclic loading for five cycles, followed by a monotonically increasing load until failure. In investigating bond properties, the experimental results were compared to the equations available in the literature.
The results from the four flexural tests showed that the main problem of CFRP strands, in addition to their liner-elastic tensile behavior, was lack of adequate bonding between FRP and concrete. Poor bonding resulted in early failure due to slippage between FRPs and concrete. As a result, a new technique was developed in order to solve the bonding issues and improve the flexural response of CFRP prestressed concrete beams. The new technique involved anchoring the CFRP strands at the ends of the concrete beams using a new "steel tube" anchorage system. It was concluded that the new technique solved the bond problem and improved the flexural capacity by about 46%.
A computer model was created to predict the behavior of prestressed beams pre-tensioned with CFRP. The predicted behavior was compared to the experimental results. Finally, the experimental results were compared to the behavior of prestressed concrete beams pre-tensioned with steel strands as generated by the computer model. The CFRP beams showed higher strength but lower ductility.
3
Al-lami, Karrar Ali. „Experimental Investigation of Fiber Reinforced Concrete Beams“. PDXScholar, 2015. https://pdxscholar.library.pdx.edu/open_access_etds/2296.
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Shear strength of fiber reinforced concrete beams was studied in this research project. Three types of fibers were examined: hooked-end steel fiber, crimped-steel fiber, and crimped-monofilament polypropylene fibers. The experimental program included five beam specimens. Two of the beams were control specimens in which one was reinforced with minimum shear reinforcement according to ACI 318, while the other one did not have any shear reinforcement. Each one of the other three specimens was reinforced with one of the above mentioned fibers by 1% volumetric ratio. In addition to the beam specimens, three prisms were also made for each type fiber to determine their toughness.
The aim of this research was to investigate the following questions for medium-high concrete strength 1) to evaluate the effectiveness of each type of fibers on the shear strength, 2) to investigate the shear strength, toughness, crack patterns and near ultimate load crack width of each beam, and 3) to determine if using 1% volumetric ratio of fibers as shear reinforcement in beams would provide adequate strength and stiffness properties comparable to reinforcing steel used as minimum shear reinforcement.
The results showed that all three types of fibers increased the shear capacity of the beam specimens more than the beam reinforced with minimum shear reinforcement. Moreover, some of the fibers used could shift the type of failure from a pure shear failure to a combined flexural-shear or pure flexural failure.
4
Tso, Karmen, und 曹嘉雯. „Full-range behaviour of concrete beams partially prestressed with unbonded tendons“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2007. http://hub.hku.hk/bib/B38225578.
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5
Belghiti, Moulay El Mehdi. „Influence of steel fibres on response of beams“. Thesis, McGill University, 2007. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=100222.
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The following thesis presents the results of six full scale beams tests as part of a research program conducted at McGill University on the effect of steel fibres on the shear capacity of a beam with an aid ratio greater than 2.5. The test specimens had the following dimensions: 4400 mm long, 300 mm wide and 500 mm long. The beams had 4-25M bottom reinforcing bars and 2-20M top reinforcing bars. Two series were designed with different reinforcing details: the "BA" series contained transverse reinforcement spaced at 275 mm center to center while the "BB" series had no transverse reinforcement. The specimens were cast in three batches of two specimens from each series, with each batch containing concrete with respectively 0%, 0.5% and 1% fibres content by volume. The beams were simply supported and were tested with two equal point loads located at 500 mm from the centre of the beam.This research project demonstrated a clear improvement of the shear capacity resulting from the use of steel fibres for the beams without transverse reinforcement. For the beams with transverse reinforcement, displacement ductility was highly increased. This suggests that fibres have the potential to reduce the congestion of the reinforcement if fibres are designed to replace partially closely spaced transverse reinforcement. Also, it was noted that a redistribution of stresses occurred resulting in the formation of more well-controlled cracks. Finally, the strength predictions using the method developed by Aoude (Aoude, 2007) agree very well with the experimental results.
6
Peters, Timothy M. „Ultimate failure criteria for prestressed concrete T-beams“. Thesis, Queensland University of Technology, 1989. https://eprints.qut.edu.au/36455/1/36455_Peters_1989.pdf.
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The adoption of a limit states design approach for concrete
design requires a realistic assessment of the flexural
capacity of reinforced, prestressed, and partially
prestressed concrete structures at their ultimate limit
state.
The author has investigated experimentally the post-elastic
behaviour of a series of continuous partially prestressed
concrete T-beams and draws comparison to tests on similar
beams of rectangular section.
Use of photogrammetric measuring techniques to produce
moment curvature relationships was made during the testing
process.
Results have shown that partially prestressed concrete
beams of Tee section can possess sufficient rotation
capacity to allow full redistribution of bending moments.
The rotation capacity was shown to increase as the
reinforcing index of a section decreased. A similar
relationship was found with the prestress ratio.
Softening of the section prior to failure was also observed
at the initial plastic hinge. It was also found that
torsional moments can have a significant effect on the in
plane moment-curvature relationship of a section.
7
Lam, Wai-yin, und 林慧賢. „Experimental study on embedded steel plate composite coupling beams“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B26643352.
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8
Seljen, Andreas. „Testing of Fibre Reinforced Concrete : Shear Capacity of I-Beams“. Thesis, Norges teknisk-naturvitenskapelige universitet, Institutt for konstruksjonsteknikk, 2013. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-22389.
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A series of full-scale steel fibre reinforced I-beams with varying web width has been tested in shear failure. A rectangular steel fibre reinforced beam and a conventionally reinforced I-beam have also been tested for comparison. The concrete used is a self-compacting concrete with a B45 classification. The concrete contains 1%vol (78,5kg/m3) steel fibres with end-hooks of type Dramix 3D 65/60.The load-deflection and load-shear crack opening response has been analysed for all beams and been compared with each other. A fibre count has also been conducted to investigate the influence the element size has on the fibre orientation. The results have been compared with guidelines from COIN and Model Code based on residual flexural tensile strengths from small beam tests according to NS-EN 14651. The report also gives an introduction of steel fibre reinforced concrete and design guidelines used to estimate the shear capacity.The results show that steel fibres have a significant effect on the shear capacity. All beams had more capacity than expected based on calculations made prior to testing. The ultimate shear capacity seems to be higher for I-beams than rectangular beams. A high fibre orientation factor in the longitudinal direction is found in the web in all beams, though a low representation of fibres around the tensile reinforcement. The orientation factor seems to increase with more slender elements. A good correlation between ultimate shear capacity and fibre orientation factor is not found within the range studied. However, the load at first crack seems to increase with higher longitudinal fibre orientation factor. An increase in the first crack load is also found for the SFRC beam compared to the beam with stirrups.
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Rafeeq, Ranj. „Torsional Strengthening of Reinforced Concrete Beams Using CFRP Composites“. PDXScholar, 2016. http://pdxscholar.library.pdx.edu/open_access_etds/3125.
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Few decades ago, there were no guidelines for torsion design of reinforced concrete (RC) beams. Hence, many existing beams in older buildings have a lack of adequate torsional strength since they were not properly designed for torsion. One way to regain/rehabilitate adequate torsional strength is through application of externally bonded carbon fiber reinforced polymers (CFRP). To date, American Concrete Institute (ACI) code, as well as other building codes, do not have recommendations or provisions for strengthening RC beams for torsion using fiber-reinforced polymer (FRP) composites due to the inexistence of conclusive experimental and analytical data. Of the very limited works on this behavior, the majority of the focus has been devoted to experimental works. Realistic spandrel beams in a building that lack torsional strength were modelled in this research, and strengthened to examine various behaviors such as load capacity, deflection, torque, twist, crack propagation, ductility, and failure modes. For this purpose, six RC beams were tested: four reference beams and two strengthened beams were used to observe additional capacity through the use of carbon fiber-reinforced polymer (CFRP) sheets. To strengthen the beams, one layer of sheets was completely wrapped around them. Results show an additional torsional capacity of 63% and 178% relative to their respective reference beams. Through strengthening, modes of failure of the beams changed from brittle torsion-dominated failure to shear-flexure failure in both beams. The study also included crack pattern and ductility of test beams. Cracks became smaller in width and more evenly distributed across the torsion-loaded area, and torsional ductility was enhanced by 266% and 165% respectively. Flexural ductility was also greatly enhanced by more than five folds. Finally, using ACI 318-14, ACI 440.2R-02, and available formulae in the literature, the beams were analyzed and the respective values were compared.
10
Lam, Yuet-kee Jeffery, und 林悦基. „Full-range analysis of reinforced concrete members and frames“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2009. http://hub.hku.hk/bib/B42182268.
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11
Reutlinger, Christopher George. „Direct pull-out capacity and transfer length of 06-inch diameter prestressing strand in high-performance concrete“. Thesis, Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/19026.
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12
Meyer, Karl F. „Transfer and development length of 06-inch diameter prestressing strand in high strength lightweight concrete“. Diss., Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/20727.
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13
Islam, Md Shahidul. „Shear capacity and flexural ductility of reinforced high- and normal-strength concrete beams“. Thesis, Hong Kong : University of Hong Kong, 1996. http://sunzi.lib.hku.hk/hkuto/record.jsp?B1766536X.
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14
Jewett, Jackson (Jackson Lee). „Design, fabrication, and testing of plain concrete beams using topology optimization“. Thesis, Massachusetts Institute of Technology, 2018. http://hdl.handle.net/1721.1/120634.
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Thesis: M. Eng., Massachusetts Institute of Technology, Department of Civil and Environmental Engineering, 2018.Cataloged from PDF version of thesis. Page 45 blank.
Includes bibliographical references (pages 43-44).
Topology optimization is a structural design tool that can autonomously generate efficient forms within a design domain by ascribing fabrication material to key locations of a structure while removing it from underutilized areas. It has been known to lead to new design solutions that outperform conventional low-weight designs. This has made topology optimization a popular design tool for a wide range of applications, but examples related to civil structures such as buildings, bridges, or infrastructure remain limited. This is partly because topology optimization is a free-form design technique, and often produces complex, nonlinear designs that would be difficult to fabricate on a buildings-scale. However, this tendency suggests that concrete could be an excellent building material for topology-optimized civil structures, since its initial liquid phase makes it highly formable, and it's low cost and high strength make it a ubiquitous construction material. Materially-specific topology optimization algorithms have been suggested to account for the anisotropic behavior of reinforced concrete, however they have focused on developing strut-and-tie models and improving the damage strength of the design. At current, the validity of these algorithms remains uncertain as no designs have yet been fabricated and tested. This thesis therefore presents tests of plain concrete members designed using two different topology optimization algorithms that make different assumptions about the fabrication material's behavior, and compares their performance. Although plain concrete is rarely used on a structural scale, these initial experiments were designed without reinforcement to more clearly observe how these design algorithms reckon with the complex behavior of concrete. It was found that an algorithm specifically programmed to optimize plain concrete designed specimens that failed at lower maximum forces than beams designed with an algorithm that was not materially specific. It is likely that this result is due to optimization output rounding that was necessary to produce manufacturable designs. The information obtained from these tests is intended to inform topology optimization algorithms of reinforced concrete in future research.
by Jackson Jewett.
M. Eng.
15
Dupuis, Kenneth J. „Nondestructive testing of concrete box girder bridges using thermal imaging“. Online access for everyone, 2008. http://www.dissertations.wsu.edu/Thesis/Spring2008/K_Dupuis_040908.pdf.
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16
Lam, Wai-yin, und 林慧賢. „Plate-reinforced composite coupling beams: experimental and numerical studies“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2006. http://hub.hku.hk/bib/B37311797.
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17
Sasher, William C. „Testing, assessment and FRP strengthening of concrete T-beam bridges in Pennsylvania“. Morgantown, W. Va. : [West Virginia University Libraries], 2008. https://eidr.wvu.edu/etd/documentdata.eTD?documentid=5876.
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Thesis (M.S.)--West Virginia University, 2008.Title from document title page. Document formatted into pages; contains viii, 177 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 130-136).
18
Chau, Siu-lee, und 周小梨. „Effects of confinement and small axial load on flexural ductility of high-strength reinforced concrete beams“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B31997661.
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19
Chan, Ka-ho Enoch, und 陳家灝. „Experimental and numerical studies of concrete beams prestressed with unbonded tendons“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2008. http://hub.hku.hk/bib/B40988004.
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20
Olimb, Ane Marte. „Testing of Fibre Reinforced Concrete Structures : Shear Capacity of Beams with Openings“. Thesis, Norges teknisk-naturvitenskapelige universitet, Institutt for konstruksjonsteknikk, 2012. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-18527.
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The thesis examines the use of fibre reinforced concrete in carrying structures. The basis of the project is shear capacity of beams with openings which is a very common structural element. It has been carried out full-scale tests of one reference beam and three beams with openings reinforced with different reinforcement combinations.The first part of the report consists of a literature study based on earlier research and published material on fibre reinforced concrete and its use in carrying structures. Different fibres and their properties are described as well as the components in concrete and their effect. As of today there are no official set of rules for designing fibre reinforced structures, but there are several suggestions for rules which are described in the report. The most important set of rules for this project is made by COIN (Concrete Innovation Centre). The calculations done in the project are based on the COIN-report.The concrete used in the tests were delivered by Unicon and the castings were done in two days, one casting with plain concrete (reference beam and one beam with openings with traditional shear reinforcement) and one casting with fibre reinforcement (Dramix 80/60). The fibre reinforced beams with openings consisted of one beam with a combination of fibre and traditional shear reinforcement and one with only fibres as shear reinforcement. The casting of the fibre reinforced concrete proved difficult as the fibres were lumping together and deteriorated the flowability. Therefore the FRC required a lot of work while being cast.In addition to the full-scale beams standard beams and testing cubes were cast. These were later tested to establish the strength properties of the concrete. The tests showed that both the compressive strength and the residual tensile strength were higher than the theoretical values used in the pre-testing calculations, so post-testing calculations were carried out as well.The full-scale beams were tested at the structural laboratory at NTNU. The testing was done in a rig with a four point testing set-up with two symmetrical loads. The beams were instrumented to measure the midspan vertical displacement as well as the crack openings beneath the openings and a computer registered the measured values. Both the fibre reinforced beams proved to have better capacity and ductility than the plain concrete beams. This indicates that steel fibre reinforcement is a good solution for shear reinforcement for beams with openings.Most of the calculations done were in good accordance with the test results although they were a bit on the conservative side. The calculations for the beam with only fibre reinforcement were not very good, and post-testing calculations were done to find the width of a theoretical tensile trajectory based on the real capacity. All in all the tests showed that the use of FRC in beams with openings might be a good solution in the future. More research should be done on this subject to develop design rules for FRC beams with openings.
21
El, Masri Evelyne. „Wave propagation in reinforced concrete beams with application to non-destructive testing“. Thesis, University of Southampton, 2018. https://eprints.soton.ac.uk/426440/.
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Steel reinforcements bars (rebars) are vital to reinforced concrete (RC) structures and their damage leads to catastrophic failure. Most damage occurs due to corrosion and delamination, and an early detection is necessary. Wave based methods are popular for detecting the damage remotely. However, most of these techniques require direct contact with the rebars. The aim of this project is to exploit guided waves to detect damage of the rebars via measurements only on the concrete surface. The Wave Finite Element (WFE) is well suited to predict the wave characteristics of RC waveguides. It requires knowledge of the mass and stiffness matrices of only a segment of the waveguide which can be obtained from conventional FE analysis. A new RC model approach using embedded reinforcements is suggested and compared to conventional FE models. Next, the WFE methodology is discussed including associated numerical and ill conditioning errors. Wave solutions for RC beams with and without prestress, in the form of dispersion curves and mode shapes, were found to be similar. Having established free wave solutions for an undamaged RC waveguide, one can couple it to a damaged segment that can be modelled in FE. Alternatively, if the damage is modelled as a reduction in rebar diameter over a certain length, then this permits the WFE coupling approach to couple damaged and undamaged RC models for better computational efficiency. High magnitudes for the reflection coefficients due to damage are found, which are associated with evanescent waves at their cut-on frequencies. Based on these findings, a new damage identification algorithm is proposed in which the amplitudes of left and right propagating waves are estimated from surface measured forced responses. The experimental based methodology was successful in detecting rebar reduction without any prior knowledge of the dispersion relations. Experimental validation of the algorithm is found to be successful and in good agreement with simulations. The potential and limitations of the algorithm for practical structures are discussed.
22
Yuan, Lie Ping. „Partial interaction behaviour of bolted side plated reinforced concrete beams“. Title page, abstract and contents only, 2003. http://web4.library.adelaide.edu.au/theses/09PH/09phl7161.pdf.
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Includes bibliographical references (p. 185-189) Aims to determine the effect of partial interaction on the behaviour of the concrete beam, plate and bolt connector components of the composite plated beam. Develops design rules for the determination of the ultimate capacity for bolted plate reinforced composite beams.
23
Wilkinson, Sean M. „Shear design theories for reinforced concrete : an experimental analysis of the state-of-the-art“. Thesis, Queensland University of Technology, 1991.
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24
Al-Obaidi, Salam. „Behavior of Reinforced Concrete Beams Retrofitted in Flexure Using CFRP-NSM Technique“. PDXScholar, 2015. https://pdxscholar.library.pdx.edu/open_access_etds/2294.
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A variety of retrofitting methods are used to upgrade existing structures. For example, steel plates and Fiber Reinforced Polymer (FRP) jackets are externally bonded to members to increase their capacity in flexure and shear. However, due to the issue of corrosion these strengthening systems may lose their efficiency with time. FRP materials have been used to strengthen many structural components of different shapes and types. FRP jackets, FRP Strips, and FRP rods have commonly been used to rehabilitate existing structural components. The many advantages of using FRP as strengthening materials have made this material an attractive alternative: advantages such as lightweight, high strength, and ease of setting up. Among the many applications using FRP, Near Surface Mounted -- Fiber Reinforced polymer (NSM-FRP) is a promising technique used to strengthen concrete members. However, de-bonding issues have to be overcome to make this technique efficient and reliable. The NSM-FRP technique consists of making a groove along the surface of the concrete member to be retrofitted with depth less than the cover of the member. After cleaning the groove, epoxy paste is used to fill two-thirds of the groove's depth. The FRP element is then mounted in the groove. Finally, the groove is filled with epoxy and the excessive epoxy is leveled with surface of the concrete. This technique makes the FRP material completely covered by epoxy in the cover of the concrete. This method can be used for strengthening both the positive and negative moment regions of girders and slabs. Groove size, paste, concrete, and rods properties are the main variables that control the efficiency of the NSM-FRP rods. The main objective of this research project is to determine the behavior of reinforced concrete beams that are strengthened with NSM-CFRP reinforcement bars. In this research project, the bond characteristics of NSM-CFRP reinforcement bars are first determined from pullout tests. Then, NSM-CFRP rods are installed in reinforced concrete beams and the beams are tested. Loads, strains, and deflections are measured and theoretical and measured capacities are compared. Finally, the reliability and efficiency of using NSM-CFRP rods technique in retrofitting existing structures is observed.
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Nordbrøden, Hanna Haugen, und Siri Hansen Weydahl. „Testing of Fibre Reinforced Concrete Structures : Shear Capacity of Beams with Corbel-End“. Thesis, Norges teknisk-naturvitenskapelige universitet, Institutt for konstruksjonsteknikk, 2012. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-18561.
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Fibre reinforcement as a substitute for conventional bar reinforcement provides for a more efficient construction and building industry, and is therefore of high interest. Today, several countries are developing rules and regulations for the use of fibre reinforced concrete in load carrying structures.The aim of this thesis was to consider the use of fibre reinforcement in load carrying concrete structures, and the main focus was on shear capacity of corbel-end beams. The thesis was divided into two parts: A theoretical part and an experimental part. A full-scale laboratory testing was performed on ten corbel-ends, and on one reference beam without corbel-ends. Different fibre types, material properties, mechanical behaviour of fibre reinforced concrete and test methods were emphasized, in addition to relevant formulas and mechanical relations. Throughout laboratory testing of full-scale beams, different reinforcement layouts were compared with traditional layout. The capacity, ductility, cracking load and crack pattern were investigated. Furthermore, evaluation of the results against current design methods, guidelines and previous results concerning shear problems in corbel-ends were done.Test results proved that the calculated fibre effect was too high. The contribution of vertical stirrups could be directly related to the calculated capacity of the vertical stirrups. The capacity of the fiber reinforced beams was lower than the traditionally reinforced beam, but they had higher ductility and obtained higher load-carrying capacity at large strains. One beam was cast with an optimized casting procedure, and the results indicated that a favourable fibre orientation and distribution was obtained in this beam. All design guidelines gave generally conservative capacities based on the theoretical residual tensile strength, but too high capacities based on the measured residual flexural tensile strength.The overall conclusion of this thesis is that fibre reinforcement may be used as a fully or partly substitute for traditional shear reinforcement in load carrying corbel-end beams. More research on the field is still needed to validate the design guidelines.
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Yosefani, Anas. „Flexural Strength, Ductility, and Serviceability of Beams that Contain High-Strength Steel Reinforcement and High-Grade Concrete“. PDXScholar, 2018. https://pdxscholar.library.pdx.edu/open_access_etds/4402.
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Utilizing the higher capacity steel in design can provide additional advantages to the concrete construction industry including a reduction of congestion, improved concrete placement, reduction in the required reinforcement and cross sections which would lead to savings in materials, shipping, and placement costs. Using high-strength reinforcement is expected to impact the design provisions of ACI 318 code and other related codes.
The Applied Technology Council (ATC-115) report "Roadmap for the Use of High-Strength Reinforcement in Reinforced Concrete Design" has identified key design issues that are affected by the use of high-strength reinforcement. Also, ACI ITG-6, "Design Guide for the Use of ASTM A1035 Grade 100 Steel Bars for Structural Concrete" and NCHRP Report 679, "Design of Concrete Structures Using High-Strength Steel Reinforcement" have made progress towards identifying how code provisions in ACI 318 and AASHTO could be changed to incorporate high-strength reinforcement.
The current research aims to provide a closer investigation of the behavior of beams reinforced with high-strength steel bars (including ASTM A615 Grade 100 and ASTM A1035 Grades 100 and 120) and high-strength concrete up to 12000 psi. Focus of the research is on key design issues including: ductility, stiffness, deflection, and cracking.
The research includes an extensive review of current literature, an analytical study and conforming experimental tests, and is directed to provide a number of recommendations and design guidelines for design of beams reinforced with high-strength concrete and high-strength steel. Topics investigated include: strain limits (tension-controlled and compression-controlled, and minimum strain in steel); possible change for strength reduction factor equation for transition zone (Φ); evaluation of the minimum reinforcement ratio (þmin); recommendations regarding limiting the maximum stress for the high-strength reinforcement; and prediction of deflection and crack width at service load levels. Moreover, this research includes long-term deflection test of a beam made with high grade concrete and high-strength steel under sustained load for twelve months to evaluate the creep deflection and to insure the appropriateness of the current ACI 318 time-dependent factor, λ, which does not consider the yield strength of reinforcement and the concrete grade.
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Haines, Robert Anthony. „Shear Testing of Prestressed High Performance Concrete Bridge Girders“. Thesis, Georgia Institute of Technology, 2005. http://hdl.handle.net/1853/7120.
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This report details the design and construction of an AASHTO Type IV prestressed girder and a PCI BT-56 prestressed girder. It also details the shear testing and shear performance of the BT-56 girder. The results are compared with results from previous research dating back to 1986. Finally, all research was compared with the AASHTO Standard (2002), AASHTO LRFD (1998) and AASHTO LRFD (2004) Specifications to examine thier overall accuracy in predicting shear strengths.
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Bhutta, Salman Ahmed. „Analytical modeling of hybrid composite beams“. Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-11102009-020112/.
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29
Mukalay, J. N. „Structural bond behaviour of ribbed GFRP rebars in concrete beams under dynamic loading“. Thesis, Vaal University of Technology, 2019. http://hdl.handle.net/10352/461.
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M.Tech. (Department of Civil Engineering, Faculty of Engineering and Technology), Vaal University of TechnologyThis research investigated the structural bond strength of GFRP rebars in concrete beams under dynamic loading with the aim to characterize the structural bond behaviour and evaluate the limitations of the GFRP rebars under dynamic loading. The dynamic loading in this study was set at 500 repeating cycles to simulate a more realistic dynamic loading scenario such as earthquake since most dynamic loading studies are carried under ten repeating cycles. The experimental work was divided into 2 main tests which were firstly, the tensile tests of the GFRP rebars in order to evaluate the tensile strength of the rebars and characterize their properties. Secondly, the flexural tests of GFRP and steel reinforced concrete beams in order to evaluate the bond strength of GFRP and steel rebars, to characterize the average bond strength of GFRP and steel reinforced concrete beams under dynamic loading and finally to compare the average bond strength of GFRP rebars to Steel rebars in both dynamic and static loadings. The tensile tests were carried out using a Universal Testing Machine (UTM) and the results of the tensile tests of the GFRP rebars showed that the average experimental tensile strength of GFRP rebars was only 56.65% of the nominal tensile strength provided on the supplier data sheet. As for flexural tests, they were carried out through a four-point bending test using a UTM in conjunction with a universal dynamic shaker to create the dynamic loading set up. Steel reinforced concrete beams were used as control beams during the tests and factors such as the tensile strength of the GFRP rebars, the slip of the rebars, the load-deflection relationship and the stress-strain relationship were investigated. The results of the tests showed that the tensile strength of the GFRP rebar is strongly proportional to the maximum beam load bearing capacity and the maximum stresses of GFRP reinforced concrete beams. The results also showed that the average bond strength of GFRP rebars in static loading (8.44 MPa) was only 80% of the average bond strength in dynamic loading (10.95 MPa). Moreover, the experimental work showed that the failure of GFRP reinforced concrete beams depicted large deflections (19 mm) and slips (5 mm to 12.5 mm) when compared to steel reinforced concrete beams (for which the maximum deflection was 9.66 mm at failure and slippage values of 2 mm to 10 mm). Based on that it could be stipulated that the tensile strength of GFRP rebars is one determinant factor to the bond strength behaviour of GFRP rebars in concrete. Hence, the structural bond behaviour of GFRP rebars could be well-defined if more studies were done on the bond behaviour of GFRP rebars in concrete beams under dynamic loading using another type of GFRP rebars that would consist of a relatively high tensile strength as compared to the ones used in this study and different surface texture.
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Xu, Jiangong Barnes Robert W. „Nondestructive evaluation of prestressed concrete structures by means of acoustic emissions monitoring“. Auburn, Ala, 2008. http://hdl.handle.net/10415/1429.
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Lee, Tuan Kuan 1976. „Shear strength of reinforced concrete T-beams strengthened using carbon fibre reinforced polymer (CFRP) laminates“. Monash University, Dept. of Civil Engineering, 2003. http://arrow.monash.edu.au/hdl/1959.1/6647.
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O'Malley, Curtis John. „Experimental testing, analysis, and strengthening of reinforced concrete pier caps by exterior post tensioning“. Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/41076.
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Condition assessment of existing concrete bridge pier caps using the general shear provisions of the AASHTO LRFD Bridge Design Specification has caused the Georgia Department of Transportation (GDOT) to post a large number of bridges in the State of Georgia. Posting of bridges disrupts the free flow of goods within the region served by the bridge and has a negative economic impact. To prevent structural deterioration, diagonal cracking or failure of concrete pier caps in shear, the GDOT employs an in-situ strengthening technique that utilizes an external vertical post-tensioning system. However, the fundamental mechanics of this system and its effectiveness under service load have not been examined previously.
This research examines the behavior of reinforced concrete pier caps that utilize the above strengthening system in a combined analytical and experimental program. In the experimental part of the study, two groups of full-scale reinforced concrete deep beam specimens were tested. The first group consisted of six deep beams with shear span/depth ratios of approximately 1.0, which is typical of bridge pier caps; of these six, two included the external post-tensioning system. In the second group, nine deep beam specimens that included a segment of the column representing the pier were tested; four of those tests included the external post-tensioning system. The tests revealed that the shear capacity computed using the AASHTO LRFD Bridge Design Specifications provided a conservative estimate of the specimen capacity in all but one case when compared to the experimental results. However, the AASHTO strut and tie provisions were found to provide a much closer assessment of the load carrying mechanism in the pier cap than the general shear provisions, in that they were able to predict the load at which yielding of the tension reinforcement occurred as well as the angle of the compression strut. The presence of the column segment in the second group had a significant impact on the failure mechanism developed in the specimen near ultimate load. The stress concentration at the reentrant corner between the pier cap and column interface served as an attractor for the formation of diagonal shear cracks, a mechanism not observed in previous deep beam tests in shear. The research has led to recommendations for improving the design of pier caps and the external post-tensioning system, where required, based on mechanics which are consistent with the results of the experimental program.
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Brindley, Monika. „Shear assessment and strengthening of reinforced concrete T-beams with externally bonded CFRP sheets“. Thesis, University of Bath, 2018. https://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.761006.
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Existing reinforced concrete bridges may be deemed inadequate to carry the ever-increasing traffic loads according to the current codes and standards before they reach the end of their design life. It may therefore be required to either strengthen or replace these structures, which can be costly and causes disruptions to the infrastructure. This work investigates experimentally the possibilities to extend the useful life of existing reinforced concrete slab-on-beam structures deficient in shear by means of structural strengthening with fibre-reinforced polymers (FRP). The experimental campaign involved mechanical testing of ten full-scale T-beam specimens, representative of typical existing slab-on-beam bridges. Two sizes of test specimen were used to investigate the effect of size on the ultimate shear capacity of the beams. The investigated shear-strengthening configurations included externally bonded carbon fibre reinforced polymer (CFRP) sheets in a U-wrap configuration with and without end-anchorage and deep embedded CFRP bars. Unstrengthened control specimens were also tested to provide baseline for comparison. The results from the experimental programme revealed that while the deep embedment strengthening solution provides an increase in shear capacity of up to 50%, the strengthening with CFRP U-wraps results in reduced capacity compared with the underlying control beam. This presents a major implication in terms of safe design predictions of shear capacity of reinforced concrete T-beams strengthened with CFRP sheets as this is the most commonly used shear-strengthening scheme in practice. The study also demonstrated that greater contribution from the externally bonded CFRP U-wraps can be achieved using end-anchorage systems, which delay the debonding of the CFRP. The applicability of current codes of standards and guidelines was studied as well as appropriateness of using advanced numerical methods for assessment of existing reinforced concrete structures. It was found that while the standards used for assessment greatly under-predict the shear capacity, the guidelines for FRP-strengthened beams either under- or over-predict the shear capacity of the tested beams. More accurate predictions are possible using advanced fracture mechanics-based methods for both the unstrengthened as well as the strengthened beams.
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Crane, Charles Kennan. „Shear and shear friction of ultra-high performance concrete bridge girders“. Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/34745.
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Ultra-High Performance Concrete (UHPC) is a new class of concrete characterized by no coarse aggregate, steel fiber reinforcement, low w/c, low permeability, compressive strength exceeding 29,000 psi (200 MPa), tensile strength ranging from 1,200 to 2,500 psi (8 to 17 MPa), and very high toughness. These properties make prestressed precast UHPC bridge girders a very attractive replacement material for steel bridge girders, particularly when site demands require a comparable beam depth to steel and a 100+ year life span is desired.
In order to efficiently utilize UHPC in bridge construction, it is necessary to create new design recommendations for its use. The interface between precast UHPC girder and cast-in-place concrete decks must be characterized in order to safely use composite design methods with this new material.
Due to the lack of reinforcing bars, all shear forces in UHPC girders have to be carried by the concrete and steel fibers. Current U.S. codes do not consider fiber reinforcement in calculating shear capacity. Fiber contribution must be accurately accounted for in shear equations in order to use UHPC.
Casting of UHPC may cause fibers to orient in the direction of casting. If fibers are preferentially oriented, physical properties of the concrete may also become anisotropic, which must be considered in design.
The current research provides new understanding of shear and shear friction phenomena in UHPC including:
*Current AASHTO codes provide a non-conservative estimate of interface shear performance of smooth UHPC interfaces with and without interface steel.
*Fluted interfaces can be created by impressing formliners into the surface of plastic UHPC. AASHTO and ACI codes for roughened interfaces are conservative for design of fluted UHPC interfaces.
*A new equation for the calculation of shear capacity of UHPC girders is presented which takes into account the contribution of steel fiber reinforcement.
*Fibers are shown to preferentially align in the direction of casting, which significantly affects compressive behavior of the UHPC.
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Tasnimi, A. A. „Prediction of forces within prestressed sections : The behavior of simply supported prestressed concrete beams with boned and unbonded tendons predicted by mathematical model and investigated by testing to destruction using two point load“. Thesis, University of Bradford, 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.384298.
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Cuoghi, Giulia. „Theoretical and experimental behavior of prestressed natural stone beams“. Master's thesis, Alma Mater Studiorum - Università di Bologna, 2018.
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L’obiettivo di molte ricerche attuali riguarda nuove soluzioni costruttive per l'edilizia futura. In particolare, la ricerca si focalizza sullo sviluppo tecnologico di materiali naturali preesistenti con lo scopo di realizzare strutture innovative, sicure ed ecosostenibili.
La presente tesi si propone di studiare la possibilità di utilizzare materiali naturali, come la pietra, per la costruzione di strutture portanti. Il calcare Cabouca è stato scelto per la realizzazione di una trave a blocchi, resa resistente e compatta attraverso la tecnica della precompressione.
Le prove meccaniche sui campioni di pietra e successivamente, la costruzione e la prova a flessione della trave sono stati effettuati presso il Laboratório de Estruturas Pesadas, Faculdade de Ciências e Tecnologia, presso l'Università di Lisbona.
I risultati soddisfacenti hanno evidenziato un sostanzioso incremento della capacità flessionale della trave precompressa rispetto a quella non armata, potendo quindi dimostrare che la precompressione è efficace nella pietra naturale come nel calcestruzzo.
Il presente lavoro si propone come un punto di partenza valido per l'evoluzione di strutture portanti in pietra precompressa eleganti, sicure e conformi ai principi del Green building.
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Zerkane, Ali S. H. „Cyclic Loading Behavior of CFRP-Wrapped Non-Ductile Reinforced Concrete Beam-Column Joints“. PDXScholar, 2016. http://pdxscholar.library.pdx.edu/open_access_etds/3000.
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Use of fiber reinforced polymer (FRP) material has been a good solution for many problems in many fields. FRP is available in different types (carbon and glass) and shapes (sheets, rods, and laminates). Civil engineers have used this material to overcome the weakness of concrete members that may have been caused by substandard design or due to changes in the load distribution or to correct the weakness of concrete structures over time specially those subjected to hostile weather conditions. The attachment of FRP material to concrete surfaces to promote the function of the concrete members within the frame system is called Externally Bonded Fiber Reinforced Polymer Systems. Another common way to use the FRP is called Near Surface Mounted (NSM) whereby the material is inserted into the concrete members through grooves within the concrete cover. Concrete beam-column joints designed and constructed before 1970s were characterized by weak column-strong beam. Lack of transverse reinforcement within the joint reign, hence lack of ductility in the joints, and weak concrete could be one of the main reasons that many concrete buildings failed during earthquakes around the world. A technique was used in the present work to compensate for the lack of transverse reinforcement in the beam-column joint by using the carbon fiber reinforced polymer (CFRP) sheets as an Externally Bonded Fiber Reinforced Polymer System in order to retrofit the joint region, and to transfer the failure to the concrete beams. Six specimens in one third scale were designed, constructed, and tested. The proposed retrofitting technique proved to be very effective in improving the behavior of non-ductile beam-column joints, and to change the final mode of failure. The comparison between beam-column joints before and after retrofitting is presented in this study as exhibited by load versus deflection, load versus CFRP strain, energy dissipation, and ductility.
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Graeff, Matthew Kent. „The Repair of Laterally Damaged Concrete Bridge Girders Using Carbon Fiber Reinforcing Polymers (CFRP)“. UNF Digital Commons, 2012. http://digitalcommons.unf.edu/etd/592.
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In recent years the use of carbon fiber reinforcing polymers (CFRP) to repair damaged structural components has become more accepted and practiced. However, the current reference for designing FRP systems to repair and strengthen reinforced concrete (RC) and prestressed concrete (PSC) girders has limitations. Similarly, very few resources address solutions for the debonding problem associated with CFRP laminates or the use of CFRP laminates to repair structural members with pre-existing damage. The included experimental program consists of testing both RC and PSC girders with simulated lateral damage and CFRP repairs. A total of 34 RC beams were statically tested under a 4-point loading until failure and had cross-section dimensions of 5” x 10” (14cm x 25.4cm), were 8’ long (2.44m), and were reinforced with either #3 or #4 mild steel rebar. 13 PSC girders having cross-section dimensions representing a half-scaled AASHTO type II shape, were 20’ long (6.1m), and were prestressed with five 7/16” (11.1mm) diameter low-lax 7-wire strands. Ten of the PSC girders were statically loaded until failure under a 4-point testing setup, but 3 PSC girders were dynamically tested under fatigue loading using a 3-point arrangement. Different configurations of CFRP laminates, number and spacing of CFRP transverse U-wraps, and amount of longitudinal CFRP layers are studied. The results present the flexural behavior of all specimen including load-deflection characteristics, strain characteristics, and modes of failure. Ultimately, results are used to recommend important considerations, needed criteria, and proper design procedures for a safe and optimized CFRP repair configuration.
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Schönbeck, Sofie, und Anna Johansson. „Experimentell provning av sprintlyft för att lyfta betongbalkar“. Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-67083.
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Sprintlyftet är ett vanligt lyft som används på byggarbetsplatser idag för att montera betongbalkar och det används dessutom när betongbalkarna hanteras i fabriken där de tillverkats. Allt fler prefabricerade byggelement tillverkas och det leder till att lyftens kapacitet behöver säkerställas. I den här studien provades kapaciteten experimentiellt i ett specifikt lyft, sprintlyftet. Det är ett lyft som Abetong använder till sina betongbalkar. Det som under studien kontrollerades var om betongbalkarna idag klarar mer än vad de gjorde vid motsvarande provning för 42 år sedan. En jämförelse mellan provningar som gjordes av Abetong år 1975 och den här studiens provning visar att sprintlyften som används idag klarar av mer last än vad provningarna från 1975 gjorde. Förklaringen till det är främst att kvalitén av betongen har utvecklats under åren.The sprint lift is a common lift used on construction sites today to mount concrete beams and it is also used when the concrete beams are handled in the factory where they were manufactured. More and more prefabricated building elements are manufactured and this means that the lifts capacity needs to be ensured. In this study, capacity was experimentally tested in a specific lift, the sprint lift. It is a lift that Abetong uses for its concrete beams. What was checked during the study was if the concrete beams today manage more than they did in the corresponding test 42 years ago. A comparison of tests made by Abetong in 1975 and this study's test show that the sprint lift used today is capable of more load than what the 1975 tests did. The explanation for this is primarily that the quality of the concrete has developed over the years.
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Thölken, Denise. „Efeito da rigidez de pilar parede no comportamento sísmico de edifício de concreto armado“. Universidade Tecnológica Federal do Paraná, 2013. http://repositorio.utfpr.edu.br/jspui/handle/1/962.
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Este trabalho tem como objeto o estudo do efeito da rigidez de pilar parede no comportamento estrutural de edifícios de concreto armado submetidos a sismos. Foram consideradas as premissas da norma brasileira ABNT NBR15421:2006, que apresenta os critérios para projeto de estruturas resistentes a sismo. A análise linear com emprego dos métodos da norma - método das forças horizontais equivalentes, método espectral e histórico de aceleração no tempo - foi aplicada em edifícios com dois tipos de sistemas estruturais, sendo eles pórtico de concreto e sistema dual pórtico de concreto e pilar parede. Os resultados foram analisados nos pórticos de extremidade das estruturas nos sentidos longitudinal (x) e transversal (y), comparando-se os deslocamentos de cada pavimento e esforços cortantes, momento fletor e normal nas bases dos pilares. A comparação foi realizada entre os três métodos aplicados e os sistemas estruturais analisados.The aim of this work is to study the stiffness effect of wall columns on structural behavior of reinforced concrete buildings subjected to seismic action. The premises of the Brazilian standard ABNT NBR14521:2006 were considered, which presents criteria for earthquake resistant design of structures. The linear analysis employed the methods of the Brazilian standard - equivalent static load method, response spectrum analysis and time history method - were applied to buildings with two types of structural systems, namely concrete frame and dual system concrete frame and wall columns. The results were analyzed in edge frames structures in the longitudinal and transverse directions, comparing the displacement of each floor and shear, bending moment and axial forces on the bases of the columns. A comparison was made between the three methods applied and the structural systems analyzed.
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Broderick, Brian Michael. „Seismic testing, analysis and design of composite frames“. Thesis, Imperial College London, 1994. http://hdl.handle.net/10044/1/7366.
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Chouman, Mustapha M. „The effect of additional reinforcement on time-dependent behaviour of partially prestressed concrete“. Thesis, University of Leeds, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.252940.
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Justice, Adam L. „Testing and assessment of FRP strengthened concrete T-beam bridges in Pennsylvania“. Morgantown, W. Va. : [West Virginia University Libraries], 2010. http://hdl.handle.net/10450/11255.
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Thesis (M.S.)--West Virginia University, 2010.Title from document title page. Document formatted into pages; contains ix, 223 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 138-141).
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Huffman, Jonathan M. „Destructive Testing of a Full-Scale 43 Year Old Adjacent Prestressed Concrete Box Beam Bridge: Middle and West Spans“. Ohio University / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1331319933.
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Setty, Clinton J. „Truck Testing and Load Rating of a Full-Scale 43-Year-Old Prestressed Concrete Adjacent Box Beam Bridge“. Ohio University / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1331318991.
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Murahidy, Alexander Gustav. „Design, construction, dynamic testing and computer modelling of a precast prestressed reinforced concrete frame building with rocking beam-column connections and ADAS elements“. Thesis, University of Canterbury. Department of Civil Engineering, 2004. http://hdl.handle.net/10092/2514.
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Following a major earthquake event, essential public amenities such as medical facilities and
transport networks need to remain functional - not only to fulfil their ongoing role in serving
the community but also to cope with the added and immediate demand of a population
affected by a natural disaster. Furthermore, the economic implications of wide spread damage
to housing and commercial facilities should not be discounted. A shift in design approach is
required that is consistent with current trends towards performance based building design. The
present aim is to achieve seismic energy dissipation during the earthquake event, without the
aftermath of damage to structural elements, whilst maintaining design economies.
Structures permitted to rock on their foundations and provide recoverable rotations at the
beam-column interfaces offer significant advantages over those using conventional ductile
detailing. A jointed construction philosophy can be applied whereby structural elements are
connected with unbonded prestressing tendons. Supplemental damping is provided by
replaceable flexural steel components designed to deform inelastically. For this research a
multi-storey test building of one quarter scale has been constructed and tested on an
earthquake simulator at the University of Canterbury. A computer model has been developed
and a set ofpreliminary design procedures proposed.
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Fernandes, Bertrand. „Development of a Magnetic Field Sensor System for Nondestructive Evaluation of Reinforcing Steel in Prestressed Concrete Bridge Members“. University of Toledo / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1352760825.
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Šnédar, Jaroslav. „Průzkum a hodnocení železobetonové mostní konstrukce“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409961.
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The aim of this thesis is to evaluate the real condition of reinforced concrete beam bridge located in Brno Jundrov. In order to evaluate this condition, there was made the main bridge inspection. Subsequently, a number of diagnostic methods were used, such as hardness tests, concrete stress strenght, ultrasonic pulse method, including their evaluation. In terms of the main inspection, the condition of construction of the bridge was evaluated as V - bad. We found out that the concrete from which the bridge is built of is in very good condition. The problem, however, is the condition of the reinforcement located on the bridge. Based on its condition there must be expected lifespan within the next 5-10 years.
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Výpustek, Libor. „Průzkum a hodnocení mostu na dálnici D2“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-225738.
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This thesis deals with the exploration and evaluation of the existing bridge carried him on the highway D2. The work is divided into theoretical and practical parts. The theoretical part focuses on the technical surveys, diagnosis of building structures and some methods of investigation and testing of building structures. In the practical part the visual inspection and diagnosis of disorders of the highway bridge substructures ev. No. D2-058, to determine material characteristics substructure and evaluate the state of the bridge. In conclusion, the practical part of the recommendations for the design and method of repairing the bridge.
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Muhammad, Rashid Raizal Saifulnaz. „Shear capacity of fiber reinforced polymer strengthened reinforced concrete beams“. 2007. http://hdl.handle.net/2440/57409.
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Title page, abstract and table of contents only. The complete thesis in print form is available from the University of Adelaide Library.The major contribution of this thesis is towards the shear capacity and shear failure mechanism of reinforced concrete beams with adhesively bonded transverse near surface mounted fiber reinforced plastic plates. In shear strengthening, there are two forms of plate debonding that interact with each other consisting of intermediate crack debonding that is governed by the axial forces in the plate are induced by shear deformations. This research considers both forms of debonding and in particularl their interaction. -- From abstract.
http://proxy.library.adelaide.edu.au/login?url= http://library.adelaide.edu.au/cgi-bin/Pwebrecon.cgi?BBID=1283733
Thesis (Ph.D.) -- University of Adelaide, School of Civil and Environmental Engineering, 2007