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Xu, Jun. "Dynamic thermal tensioning for welding induced distortion control /". Thesis, Connect to this title online; UW restricted, 2006. http://hdl.handle.net/1773/7145.
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Nilimaa, Jonny. "Upgrading concrete bridges : post-tensioning for higher loads". Licentiate thesis, Luleå tekniska universitet, Byggkonstruktion och -produktion, 2013. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-25964.
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There are a great number of old structures around the world, some of which were designed for completely different purposes than in their current application. Swedish railway bridges were for example only designed for maximum axle loads of 200 kN in the beginning of the 20th century, while the highest axle loads of today are twice as high. The traffic intensities have also increased dramatically and the velocities are now higher than ever before. Reinforced concrete trough bridges were typically designed and built in the mid-20th century and it is still one of the most frequent railway bridge types in Sweden. The trough bridges were normally designed for traffic loads which were smaller than the loads today and in order to maintain an old structure as the loads increases, structural upgrading of the load bearing capacity might be necessary. Upgrading the load carrying capacity can be performed in two ways, namely administrative upgrading or strengthening. Administrative upgrading refers to refined design calculations, using real material data, geometry and loads, which provides a higher capacity than the original design and the bridge can thereby be upgrading with minor physical impact. Upgrading by strengthening on the other hand, refers to, often, larger physical alteration of the structure in order to enhance the original load carrying capacity.Upgrading methods for increased flexural resistance of concrete trough bridges has been developed and tested previously, but strengthening methods for increased shear resistance in the bridge deck are still absent. The objective of this thesis is therefore to find an existing- or develop a new strengthening method which can be applied in order to enhance the shear resistance of concrete trough bridge decks. The difficulties associated to strengthening of existing railway bridges include traffic during the strengthening work and concrete surfaces concealed by the ballast.The State-of-the-Art indicated that none of the existing strengthening techniques were sufficient for this application and internal unbonded post-tensioning in the transverse direction was nominated as the most promising method. The research was thereafter focused on testing the possibilities and strengthening effects of post-tensioning. Two laboratory investigations were performed during the research project and the method was finally tested in a field test on a 50 years old trough bridge in Haparanda, Sweden. The strengthening procedure of internal unbonded post-tensioning consists of four consecutive steps:1.Transverse drilling of the horizontal holes through the bottom slab.2.Installation of the prestressing system.3.Post-tensioning of the system.4.Sealing of the prestressing system.The laboratory and field tests were successful and the results proved that the internal steel reinforcement within the concrete was compressed when the trough bridge was post-tensioned. Due to the compression, a higher load could be carried by the bridge deck before the tensile reinforcement yields and the bridge fails. In other words, the flexural capacity of the bridge deck was increased. The field test actually showed that eight steel bars, post-tensioned with 430 kN per bar on the Haparanda Bridge, completely counteracted the tensile stresses caused by a train with 215 kN axle loads. The effect on the shear resistance was however not as easy to measure, but the laboratory test recorded a significant strain reduction in the tensile reinforcement which was bent up at the transition zone between the bridge deck and the main girders. The reduced strain might be interpreted as lower shear stresses and post-tensioning can thereby be considered to have a positive effect on the shear resistance of the bridge deck. Shear design according to the protocol of Eurocode 2 or BBK was however found to be restrictive in predicting the post-tensionings effect on the shear capacity and further research is proposed in chapter 8.Det finns ett stort antal gamla konstruktioner runtom i världen och många byggdes för helt andra användningsområden än vad de numera används till. Som ett exempel kan nämnas att svenska järnvägsbroar i början av 1900-talet byggdes för att klara av att bära axellaster på maximalt 200 kN, medan några av våra nybyggda broar är konstruerade för dubbelt så stora axellaster. Även traffikmängden har mångdubblats och tåghastigheterna är nu högre än någonsin. Trågbroar i armerad betong är en typisk bro som byggdes i Sverige framförallt på 50-talet och den är fortfarande en av de vanligaste brotyperna i Sverige. Trågbroarna konstruerades normalt för att bära lägre laster än vad vi har idag och för att kunna ha kvar dessa broar när lasterna ökar kan det krävas någon form av uppgradering av bärförmågan. Det finns två sätt att förbättra bärförmågan på en gammal bro, nämligen administrativ uppgradering eller förstärkning. Administrativ uppgradering innebär att nya förbättrade beräkningsmetoder används tillsammans med verkliga materialhållfastheter, geometrier och laster för att mer noggrant räkna ut brons bärförmåga. Normalt visar det sig att bärförmågan är högre än vad de ursprungliga beräkningarna antydde. På så vis höjs kapaciteten med minimal fysisk åverkan på bron. Uppgradering genom förstärkning innebär däremot att konstruktionens bärförmåga höjs genom att förändra bron ur ett rent fysiskt perspektiv. Metoder för att öka böjkapaciteten på trågbroar i betong har utvecklats och testats tidigare, men förstärkningsmetoder för att höja tvärkraftskapaciteten saknas däremot fortfarande. Målet för denna avhandling ligger därför i att utveckla en förstärkningsmetod som kan användas för att förbättra tvärkraftskapaciteten för bottenplattan på trågbroar i betong. Det finns dock några svårigheter sammankopplade med förstärkning av befintliga järnvägsbroar, t.ex. tågtraffik under förstärkningsförfarandet och att viktiga betongytor är skyddade av ballast.Inga befintliga förstärkningsmetoder bedömdes däremot som lämpliga för det avsedda användningsområdet vid ”State-of-the-Art’’ studien. Invändig efterspänning av broplattan i tvärledd bedömdes som den bäst lämpade förstärkningsmetoden och efterföljande forskning fokuserades på att reda ut möjligheter för och förstärkningseffekter av efterspänning. Två olika laboratorieförsök genomfördes under forskningsprojektet och förstärkningsmetoden testades slutligen vid ett fältförsök på en 50 år gammal järnvägsbro i Haparanda.Själva tillvägagångssättet för förstärkningsmetoden består av fyra viktigaoch sammanhängande arbetssteg:1. Borrning av horisontella hål tvärs igenom trågbrons bottenplatta.2. Installation av själva försstärkningssystemet.3. Efterspänning av förstärkningssystemet.4. Förslutning av förstärkningssystemet.Både laboratorie och fältförsöken blev lyckade och resultaten visade att stålarmeringen inuti betongen trycktes ihop när trågbron efterspänndes. Tack vare denna kompression så kan broplattan bära högre laster innan dragarmeringen börjar flyta och bron slutligen går sönder. Med andra ord så höjdes brons böjkapacitet. Fältförsöket visade att de åtta spännstagen, efterspännda med 430 kN per stag, helt och hållet motverkade dragarmeringens påkänningar av ett tåg med axellasten 215 kN. Förstärkningsmetodens effekt på tvärkraftskapaciteten är däremot inte lika lätt att påvisa men laboratorieförsöken visade att töjningen reducerades betydligt i den uppbockade dragarmeringen, i zonen där plattan fäster i huvudbalkarna. De lägre töjningsnivåerna kan tolkas som lägre skjuvpåkänningar och efterspänningen kan därmed ha en positiv effekt på broplattans tvärkraftskapacitet. Laboratorieförsöken visade däremot att både Eurokod 2 och BBK är restriktiva när det gäller att uppskatta efterspänningens effekt på tvärkraftskapaciteten. En ny förstärkningsmetod för trågbroar i betong har därmed föreslagits i och med denna avhandling, men en del frågetecken kvarstår och i kapitel 8 ges därför förslag på fortsatta forskningsområden.
Godkänd; 2013; 20130107 (jonnil); LICENTIATSEMINARIUM Ämne: Konstruktionsteknik/Structural Enginering Examinator: Professor Björn Täljsten, Institutionen för samhällsbyggnad och naturresurser, Luleå tekniska universitet Diskutant: Professor Mohammad Al-Emrani, Chalmers tekniska högskola, Göteborg Tid: Tisdag den 5 februari 2013 kl 13.00 Plats: F1031, Luleå tekniska universitet
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Hutchison, Michael John. "Corrosion of Post-Tensioning Strands in Ungrouted Ducts - Unstressed Condition". Scholar Commons, 2013. http://scholarcommons.usf.edu/etd/4905.
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Recent failures and severe corrosion distress of post-tensioned (PT) bridges in Florida have revealed corrosion of the 7-wire strands in tendons. Post-tensioned duct assemblies are fitted with multiple 7-wire steel strands and ducts are subsequently filled with grout. During construction, the length of time from the moment in which the strands have been inserted into the ducts, until the ducts are grouted, is referred to as the `ungrouted' period. During this phase, the steel strands are vulnerable to corrosion and consequently the length of this period is restricted (typically to 7 days) by construction guidelines. This investigation focuses on determining the extent of corrosion that may take place during that period, but limited to strands that were in the unstressed condition. Visual inspections and tensile testing were used to identify trends in corrosion development. Corrosion induced cracking mechanisms were also investigated via wire bending and metallographic cross section evaluation. Corrosion damage on unstressed strands during ungrouted periods of durations in the order of those otherwise currently prescribed did not appear to seriously degrade mechanical performance as measured by standardized tests. However the presence of stress in the ungrouted period, as is normally the case, may activate other mechanisms (e.g., EAC) that require further investigation. As expected in the unstressed condition, no evidence of transverse cracking was observed.
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Bruce, Trevor Louis. "Behavior of Post-Tensioning Systems Subjected to Inelastic Cyclic Loading". Thesis, Virginia Tech, 2014. http://hdl.handle.net/10919/49111.
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Post-tensioning (PT) strands have been employed in a number of self-centering seismic force resisting systems as part of the restoring force mechanism which virtually eliminates residual building drifts following seismic loading. As a result of the PT strands large elastic deformation capability, they have been proven to work efficiently in these types of systems. Although typically designed to stay elastic during design basis earthquake events, strands may experience inelastic cyclic loading during extreme earthquakes. Furthermore, the yielding and fracture behavior of PT strand systems is central to the collapse behavior of self-centering systems. The loading conditions to which PT strands are typically subjected in prestressed/post-tensioned concrete applications are vastly dissimilar, and only limited research has explored the behavior of PT strands as subjected to inelastic cyclic loading.
The testing program conducted to characterize the behavior of PT strand systems as they might be applied in self-centering applications incorporated more than fifty tests, including monotonic and cyclic tests to failure. Variations in the test configuration included strand obtained from two manufacturers, single-use and multiple-use anchorage systems, and variations in initial post-tensioning strand stress. Characteristics of the response that were investigated included seating losses, deformation capacity prior to initial fracture, additional deformation capacity after initial fracture, and the overall load-deformation behavior. Data was analyzed to provide recommendations for PT strand system usage in self-centering seismic force resisting systems. It was concluded that significant strength and ductility allow PT strand systems to consistently provide self-centering systems with reliable restoring force capability.Master of Science
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Yang, Xiong. "Use of Fiber Reinforced Polymer Composite Cable for Post-tensioning Application". FIU Digital Commons, 2015. http://digitalcommons.fiu.edu/etd/2259.
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Corrosion of steel tendons is a major problem for post-tensioned concrete, especially because corrosion of the steel strands is often hard to detect inside grouted ducts. Non-metallic tendons can serve as an alternative material to steel for post-tensioning applications. Carbon fiber reinforced polymer (CFRP), given its higher strength and elastic modulus, as well as excellent durability and fatigue strength, is the most practical option for post-tensioning applications.
The primary objective of this research project was to assess the feasibility of the use of innovative carbon fiber reinforced polymer (CFRP) tendons and to develop guidelines for CFRP in post-tensioned bridge applications, including segmental bridges and pier caps.
An experimental investigation and a numerical simulation were conducted to compare the performance of a scaled segmental bridge model, post-tensioned with two types of carbon fiber strands and steel strands. The model was tested at different prestress levels and at different loading configurations. While the study confirms feasibility of both types of carbon fiber strands for segmental bridge applications, and their similar serviceability behavior, strands with higher elastic modulus could improve structural performance and minimize displacements beyond service loads.
As the second component of the project, a side-by-side comparison of two types of carbon fiber strands against steel strands was conducted in a scaled pier cap model. Two different strand arrangements were used for post-tensioning, with eight and six strands, respectively representing an over-design and a slight under-design relative to the factored demand. The model was tested under service and factored loads. The investigation confirmed the feasibility of using carbon fiber strands in unbonded post-tensioning of pier caps. Considering both serviceability and overload conditions, the general performance of the pier cap model was deemed acceptable using either type of carbon fiber strands and quite comparable to that of steel strands.
In another component of this research, creep stress tests were conducted with carbon fiber composite cable (CFCC). The anchorages for all the specimens were prepared using a commercially available expansive grout. Specimens withstood 95% of the guaranteed capacity provided by the manufacturer for a period of five months, without any sign of rupture.
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Tofangchi, Mahyari Abbas-Ali. "Static and seismic rehabilitation of concrete gravity dams by post-tensioning". Thesis, McGill University, 1994. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=26430.
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Post-tensioning rehabilitation technique is often used to improve the static and dynamic stability of concrete gravity dams. The required post-tensioning force has often been estimated from the gravity method using simple static rigid body equilibrium. However, the application of linear and nonlinear (fracture) analysis techniques using the finite element method could be advantageous to optimize the design of post-tensioning strengthening schemes, specially under seismic loads where controlled damage is an acceptable performance criterion.In this study, the flood and seismic safety evaluations of prestressed dams were carried out using the gravity method, and linear and fracture finite element methods. Two typical concrete gravity dam models, 35 m and 90 m in heights, were examined. The performance of different post-tensioning modelling techniques such as the equivalent force method, and bonded/unbonded cable elements was examined in finite element analyses. A new nonlinear analysis methodology using displacement control was studied to determine the required amount of post-tensioning forces under flood condition. Sliding stability (local and global), overstressing, and controlled damage requirements were considered to develop post-tensioning design criteria in rehabilitation of concrete gravity dams. Various schemes of post-tensioning cable layouts were examined in seismic analyses.
The different prestressing modelling techniques present almost identical static and seismic structural behaviours. The material properties of the horizontal joint at the dam-foundation interface, and the tendon layouts were found the key prestressing design parameters. Linear finite element analyses predict higher required prestressing forces compared to other analysis methods. In general, flood resistant: design of prestressing also presents adequate seismic performance for small dams. However, additional partial prestressing is required near the downstream face of higher dams to prevent cracking at this location.
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Mortazavi, A. A. "Behaviour of confined concrete columns with and without lateral pre-tensioning". Thesis, University of Sheffield, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.524999.
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Lazzarini, Daniel Louis. "Seismic Performance of Unreinforced Masonry Walls Retrofitted with Post-Tensioning Tendons". DigitalCommons@CalPoly, 2009. https://digitalcommons.calpoly.edu/theses/143.
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Unreinforced masonry (URM) structures have historically been regarded as structurally unsound in response to seismic events. The tendency for URM walls to collapse out-of-plane in a brittle manner is continually cause for concern. Retrofit of these walls is necessary in order to prevent severe damage and injury to occupants.
This paper is concerned with the retrofit of unreinforced masonry (URM) walls in response to out-of-plane loading. A retrofit design was developed and verified through structural testing. The selected retrofit technique incorporates vertical coring of URM walls to allow for the insertion of a single post-tensioning (PT) tendon. Tendons are spaced at a regular interval and anchored at the top of the wall parapet and at the lower diaphragm level. Tensioning of the tendons imparts a compressive stress to the wall that effectively increases the wall cracking moment strength, ultimate moment strength and displacement capacity. Additionally, the insertion of PT tendons allows the wall to behave in a ductile manner in response to out-of-plane ground motion.
Extensive research was conducted in order to accurately portray the material properties and construction methods of unreinforced masonry walls in San Luis Obispo, California. Various mortar mix designs were generated and tested so that a mix design could be selected to best reflect the target URM structures. Seismic parameters were generated to reflect a URM structure in San Luis Obispo.
An unreinforced masonry wall was constructed by a professional mason using the established mortar mix proportions and salvaged bricks from the 1920 era. Having a pin-pin unsupported height of 11 feet, the wall constructed for testing was reflective of the configuration of URM walls in many downtown San Luis Obispo structures. The wall was loaded in the out-of-plane direction by 4 equal point loads mimicking a uniformly distributed load. The testing program consisted of cycling the wall through target internal moments and target displacements.
It was verified through testing that post-tensioning tendons can be successfully introduced in URM walls to resist out-of-plane bending. Testing showed that the addition of PT tendons significantly increased the wall’s cracking moment capacity, giving it the elastic strength to resist twice the forces imposed by the design-level ground motion. PT tendons also increased the nominal strength of the wall, allowing the wall to achieve large displacements without collapse. It was also found that PT tendons provided a restoring force to the wall returning it to almost no residual displacement after each displacement cycle. Thus, the URM wall retrofitted with PT tendons demonstrated significant integrity as a structural system, providing for improved strength and ductility with no residual displacement.
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Kajewski, Stephen L. "Post-tensioning and its effect on multi-level formwork load distribution". Thesis, Queensland University of Technology, 1998. https://eprints.qut.edu.au/36033/8/36033_Digitised_Thesis.pdf.
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Multi-level concrete buildings requrre substantial temporary formwork
structures to support the slabs during construction. The primary function of
this formwork is to safely disperse the applied loads so that the slab being
constructed, or the portion of the permanent structure already constructed, is
not overloaded. Multi-level formwork is a procedure in which a limited
number of formwork and shoring sets are cycled up the building as
construction progresses. In this process, each new slab is supported by a
number of lower level slabs. The new slab load is, essentially, distributed to
these supporting slabs in direct proportion to their relative stiffness.
When a slab is post-tensioned using draped tendons, slab lift occurs as a
portion of the slab self-weight is balanced. The formwork and shores
supporting that slab are unloaded by an amount equivalent to the load
balanced by the post-tensioning. This produces a load distribution inherently
different from that of a conventionally reinforced slab.
Through , theoretical modelling and extensive on-site shore load
measurement, this research examines the effects of post-tensioning on multilevel
formwork load distribution. The research demonstrates that the load
distribution process for post-tensioned slabs allows for improvements to
current construction practice. These enhancements include a shortening of
the construction period; an improvement in the safety of multi-level
form work operations; and a reduction in the quantity of form work materials
required for a project.
These enhancements are achieved through the general improvement in
safety offered by post-tensioning during the various formwork operations.
The research demonstrates that there is generally a significant improvement
in the factors of safety over those for conventionally reinforced slabs. This
improvement in the factor of safety occurs at all stages of the multi-level
formwork operation. The general improvement in the factors of safety with
post-tensioned slabs allows for a shortening of the slab construction cycle
time. Further, the low level of load redistribution that occurs during the
stripping operations makes post-tensioned slabs ideally suited to reshoring
procedures. Provided the overall number of interconnected levels remains
unaltered, it is possible to increase the number of reshored levels while
reducing the number of undisturbed shoring levels without altering the
factors of safety, thereby, reducing the overall quantity of formwork and
shoring materials.
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Taha, Mahmoud Reda. "A new non-metallic anchorage system for post-tensioning applications using CFRP tendons". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape3/PQDD_0022/NQ49541.pdf.
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Richards, David George. "Control of Residual Stresses in Welding A1-Aerospace Alloys by Machanical /Thermal Tensioning". Thesis, University of Manchester, 2009. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.518882.
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Geßner, Stephan [Verfasser], Josef [Akademischer Betreuer] Hegger i Joost [Akademischer Betreuer] Walraven. "Bond and anchorage of pre-tensioning tendons / Stephan Geßner ; Josef Hegger, Joost Walraven". Aachen : Universitätsbibliothek der RWTH Aachen, 2017. http://d-nb.info/1192375424/34.
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Bowers, Susan Elizabeth. "Recommendations for Longitudinal Post-Tensioning in Full-Depth Precast Concrete Bridge Deck Panels". Thesis, Virginia Tech, 2007. http://hdl.handle.net/10919/32644.
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Full-depth precast concrete panels offer an efficient alternative to traditional cast-in-place concrete for replacement or new construction of bridge decks. Research has shown that longitudinal post-tensioning helps keep the precast bridge deck in compression and avoid problems such as leaking, cracking, spalling, and subsequent rusting on the beams at the transverse panel joints. Current design recommendations suggest levels of initial compression for precast concrete decks in a very limited number of bridge configurations. The time-dependent effects of creep and shrinkage in concrete and relaxation of prestressing steel complicate bridge behavior, making the existing recommendations for post-tensioning in precast deck panels invalid for all bridges with differing girder types, sizes, spacings, and span lengths. Therefore, the development of guidelines for levels of post-tensioning applicable to a variety of bridge types is necessary so designers may easily implement precast concrete panels in bridge deck construction or rehabilitation.
To fulfill the needs described, the primary objective of this research was to determine the initial level of post-tensioning required in various precast concrete bridge deck panel systems in order to maintain compression in the transverse panel joints until the end of each bridgeâ s service life. These recommendations were determined by the results of parametric studies which investigated the behavior of bridges with precast concrete decks supported by both steel and prestressed concrete girders in single spans as well as two and three continuous spans. The three primary variables in each parametric study included girder type, girder spacing, and span length. The age-adjusted effective modulus method was used to account for the ongoing effects of creep and shrinkage in concrete. Results from the Mathcad models used in the parametric studies were confirmed through comparison with results obtained from finite element models generated in DIANA.
Initial levels of post-tensioning for various bridge systems are proposed based on the trends observed in the parametric studies. The precast decks of the simple span bridges with steel girders and the one, two, and three span bridges with prestressed concrete girders needed only 200 psi of initial post-tensioning to remain in compression under permanent and time-dependent loads throughout each bridgeâ s service life. The precast decks of the two and three span continuous bridges with steel girders, however, needed a significantly higher level of initial compression due to the negative moments created by live loads.Master of Science
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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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Suntharavadivel, Thuraichamy Guganesan. "Behaviour of shear damaged reinforced concrete beams strengthened with external post-tensioning and clamping". University of Southern Queensland, Faculty of Engineering and Surveying, 2008. http://eprints.usq.edu.au/archive/00006254/.
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[Abstract]Over the last few decades, there has been a rapid increase in the volume and weight of heavy vehicles using national road networks. More than half of the bridges around the world are over forty years old. The deterioration of these existing bridges due to increased traffic loading, progressive structural aging, and reinforcement corrosion from severe environmental conditions has become a major problem in most countries. Several techniques have been used to strengthen these structures around the world. External post-tensioning is one of the widely used strengthening techniques in many countries due to its advantages over other methods. Furthermore, flexural strengthening using external post-tensioning has become a well established technique over the past few decades. However, when external post-tensioning is used to strengthen shear damaged reinforced concrete members, unlike flexural damage, the efficiency is significantly reduced by existing shear cracks.This research study was carried out to investigate the behaviour of reinforced concrete beams with existing shear cracks when strengthened by external means. The study consists of two parts: experimental investigations of reinforced concrete beams with different parameters and numerical analysis of reinforced concrete beams usingsimplified theoretical formulation and finite element modelling.To study the behaviour of shear damaged concrete beams, two different strengthening techniques, namely external post-tensioning and external clamping, were used. In addition to the strengthening, the effect of cracks on the behaviour of reinforced concrete beams was investigated by repairing such cracks using epoxy resin injection. Experimental results showed that existing shear cracks have a substantial effect on the member capacity when strengthened by external posttensioning. Although there are concerns about the practical applications of externalclamping, the experimental results suggest that external clamping could be a more effective technique than external post-tensioning to reduce the effect of existing shear cracks on the behaviour of concrete beams. Furthermore, proper repair of the shear cracks could significantly reduce their impact.In the numerical analysis, a simplified mathematical approach was developed to estimate the capacity of shear damaged reinforced concrete beam by expanding themodified compression field theory (MCFT). In addition to the simplified theoretical formulation, a finite element model was developed using the commercial finite element package, Abaqus. Comparison between the predicted behaviour using finite element analysis (FEA) and the experimental data illustrated that the developed finite element model could be used as a reliable tool to estimate the capacity of shear damaged reinforced concrete beams. A parametric study was conducted to investigate the effect of different parameters such as concrete strength, amount of shear reinforcement and crack width, using the developed finite element model. From the numerical study, it was concluded that the simplified approach developedin this study can be used as a reliable and conservative technique to predict the member capacity of a cracked reinforced concrete beam strengthened by external means. Furthermore, the parametric study showed that crack width is the most sensitive parameter that affects the capacity of a cracked beam strengthened by external post-tensioning.Based on this research study it can be concluded that existing shear cracks have a substantial effect on the behaviour of reinforced concrete beams strengthened byexternal post-tensioning. The simplified mathematical approach developed in this study can be used to estimate the capacity of such beams.
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Riad, Amr H. "Rehabilitation of HC-type bridge girders using CFRP-sheets/strips or external post-tensioning". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp03/MQ38640.pdf.
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Kam, Weng Yuen. "Selective Weakening and Post-Tensioning for the Seismic Retrofit of Non-Ductile RC Frames". Thesis, University of Canterbury. Department of Civil and Natural Resources Engineering, 2010. http://hdl.handle.net/10092/5237.
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This research introduces and develops a counter-intuitive seismic retrofit strategy, referred to as “Selective Weakening” (SW), for pre-1970s reinforced concrete (RC) frames with a particular emphasis on the upgrading of exterior beam-column joints. By focusing on increasing the displacement and ductility capacities of the beam-column joints, simple retrofit interventions such as selective weakening of the beam and external post-tensioning of the joint can change the local inelastic mechanism and result in improved global lateral and energy dissipation capacities.
The thesis first presents an extensive review of the seismic vulnerability and assessment of pre-1970s RC frames. Following a review of the concepts of performance-based seismic retrofit and existing seismic retrofit solutions, a thorough conceptual development of the SW retrofit strategy and techniques is presented. A “local-to-global” design procedure for the design of SW retrofit is proposed. Based on the evaluation of the hierarchy of strength at a subassembly level, a capacity-design retrofit outcome can be achieved using various combinations of levels of beam-weakening and joint post-tensioning. Analytical tools for the assessment and design of the SW-retrofitted beam-column joints are developed and compared with the test results.
Nine 2/3-scaled exterior joint subassemblies were tested under quasi-static cyclic loading to demonstrate the feasibility and effectiveness of SW retrofit for non-ductile unreinforced beam-column connections. Parameters considered in the tests included the presence of column lap-splice, slab and transverse beams, levels of post-tensioning forces and location of beam weakening. Extensive instrumentation and a rigorous testing regime allowed for a detailed experimental insight into the seismic behaviour of these as-built and retrofitted joints. Experimental-analytical comparisons highlighted some limitations of existing seismic assessment procedures and helped in developing and validating the SW retrofit design expressions. Interesting insights into the bond behaviour of the plain-round bars, joint shear cracking and post-tensioned joints were made based on the experimental results.
To complement the experimental investigation, refined fracture-mechanic finite-element (FE) modelling of the beam-column joint subassemblies and non-linear dynamic time-history analyses of RC frames were carried out. Both the experimental and numerical results have shown the potential of SW retrofit to be a simple and structurally efficient structural rehabilitation strategy for non-ductile RC frames.
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Pacheco, Alexandre Rodrigues. "Evaluating the corrosion protection of post-tensioning grouts : standardization of an accelerated corrosion test". reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2003. http://hdl.handle.net/10183/170210.
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Post-tensioning grouts, typically a mixture of cement and water (sand, mineral chemical admixtures can also be used), are not only designed to transfer stresses between cables and precast concrete, but also to protect prestressing strands against corrosive phenomena. A recent concern regarding post-tensioned structures is the possibility that corrosive agents may reach grouted steel tendons and start a sequence of events culminating in catastrophic collapse. This possible scenario motivated the creation of the Accelerated Corrosion Test (ACT) intended to measure the degree of corrosion protection for grouts used in post-tensioning applications. This test is currently recommended by the Post-Tensioning Institute (PTI). Although already in use, the ACT is not fully developed and researchers have been pointing out the need for further studies to evaluate the influence of the IR drop effect on ACTs (a loss in the applied potential due to the resistivity of corrosion cells) because this phenomenon is likely to skew results for grouts of significant different resistivity. Five different categories of grout (plain, prepackaged, with corrosion inhibitors, with silica fume, and with fly ash) were tested in an electrochemical setup capable of compensating for IR drop effects. Procedures are recommended for adoption in an improved version of the ACT standard.
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Musgrove, Ryan Ross. "Nondestructive detection of post-tensioning tendons and simulated voids in concrete specimens using thermal imaging". Online access for everyone, 2006. http://www.dissertations.wsu.edu/Thesis/Spring2006/r%5Fmusgrove%5F012506.pdf.
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Ponton, Charles B. "Finite Element Analysis of Industrial Circular Sawblade With Respect to Tensioning, Rotating, Cutting, and Expansion Slots". Thesis, Virginia Tech, 2007. http://hdl.handle.net/10919/31279.
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Little research has been done to determine the stress states developed in an industrial sawblade for various operating conditions. The stresses are developed from the forces generated during the cutting of materials, and also from the vibration of the sawblade. The difficulty of analyzing these stresses and vibrations results from the sawbladeâ s high speed of rotation, which make it difficult to instrument the sawblade for analysis. Stress and vibration can ruin the sawblade from loss of material properties due to heat build-up and fatigue failure. The sawblade industry raised natural frequencies away from the operating frequencies to overcome the vibrations.
To raise the natural frequencies of the sawblades away from the operating frequencies, residual stresses have been intentionally induced in the sawbody. The residual stresses come from plastically deforming the sawbody with one or more concentric rings. Experts who determine the location, depth, and number of residual stress rings are called â saw doctorsâ . This thesis quantifies the residual stresses induced by saw doctors.
Developing and evaluating finite element models of an industrial sawblade while undergoing the effects from rotating and cutting are also included in the thesis. In addition, the effects on the sawblades performance due to various numbers and lengths of expansion slots and sawblade tensioning are explored. Models of the sawblade are plastically deformed leaving residual stresses which are analyzed to determine the natural frequencies of the sawblade. The thesis quantifies the above mechanisms for a sawblade under the loads developed from rotation and a load case representing the cutting process. The work developed in this thesis is a first step toward characterizing the effects of specific mechanisms which can be used to design better, longer lasting sawblades.Master of Science
21
Nayal, Rim. "Post-tensioning the inverted-t bridge system for improved durability and increased span-to-depth ratio". Diss., Manhattan, Kan. : Kansas State University, 2006. http://hdl.handle.net/2097/240.
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Sule, Jibrin. "Application of local mechanical tensioning and laser processing to improve structural integrity of multi-pass welds". Thesis, Cranfield University, 2015. http://dspace.lib.cranfield.ac.uk/handle/1826/9564.
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Multi-pass fusion welding by a filler wire (welding electrode) is normally carried out to join thick steel sections used in most engineering applications. Welded joints in an installation, is the area of critical importance, since they are likely to contain a higher density of defects than the parent metal and their physical properties can differ significantly from the parent metal. Fusion arc welding process relies on intense local heating at a joint where a certain amount of the parent metal is melted and fused with additional metal from the filler wire. The intense local heating causes severe transient thermal gradients in the welded component and the resulting uneven cooling that follows produces a variably distributed residual stress field. In multi-pass welds, multiple thermal cycles resulted in a variably distribution of residual stress field across the weld and through the thickness. These complex thermal stresses generated in welds are undesirable but inevitable during fusion welding. Presence of such tensile residual stresses can be detrimental to the service integrity of a welded structure. In addition to a complex distribution of residual stress state, multi-pass welds also forms dendritic grain structure, which are repeatedly heated, resulting in segregation of alloying elements. Dendritic grain structure is weaker and segregation of alloying elements would result in formation of corrosion microcells as well as reduction in overall corrosion prevention due to depletion of alloying elements.
23
Icaza, Aguirre Juan José. "Factors affecting friction losses in multi-strand post-tensioning tendons including the effect of emulsifiable oils". Full-text Adobe Acrobat (PDF) file, 2004. http://www.engr.utexas.edu/research/fsel/FSEL_reports/Thesis/Aguirre,%20Juan%20Jose%20Icaza.pdf.
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Kataria, Suresh. "Assessment of grouts for constructability and durability of post-tensioned bridges". [College Station, Tex. : Texas A&M University, 2008. http://hdl.handle.net/1969.1/ETD-TAMU-2008-08-50.
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Newcombe, Michael Paul. "Seismic Design of Post-Tensioned Timber Frame and Wall Buildings". Thesis, University of Canterbury. Department of Civil and Natural Resources Engineering, 2011. http://hdl.handle.net/10092/6399.
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Currently there is a worldwide renaissance in timber building design. At the University of Canterbury, new structural systems for commercial multistorey timber buildings have been under development since 2005. These systems incorporate large timber sections connected by high strength post-tensioning tendons, and timber-concrete composite floor systems, and aim to compete with existing structural systems in terms of cost, constructability, operational and seismic performance.
The development of post-tensioned timber systems has created a need for improved lateral force design approaches for timber buildings. Current code provisions for seismic design are based on the strength of the structure, and do not adequately account for its deformation. Because timber buildings are often governed by deflection, rather than strength, this can lead to the exceedence of design displacement limitations imposed by New Zealand codes. Therefore, accurate modeling approaches which define both the strength and deformation of post-tensioned timber buildings are required. Furthermore, experimental testing is required to verify the accuracy of these models.
This thesis focuses on the development and experimental verification of modeling approaches for the lateral force design of post-tensioned timber frame and wall buildings.
The experimentation consisted of uni-direcitonal and bi-directional quasi-static earthquake simulation on a two-thirds scale, two-storey post-tensioned timber frame and wall building with timber-concrete composite floors. The building was subjected to lateral drifts of up to 3% and demonstrated excellent seismic performance, exhibiting little damage. The building was instrumented and analyzed, providing data for the calibration of analytical and numerical models.
Analytical and numerical models were developed for frame, wall and floor systems that account for significant deformation components. The models predicted the strength of the structural systems for a given design performance level. The static responses predicted by the models were compared with both experimental data and finite element models to evaluate their accuracy.
The frame, wall and floor models were then incorporated into an existing lateral force design procedure known as displacement-based design and used to design several frame and wall structural systems. Predictions of key engineering demand parameters, such as displacement, drift, interstorey shear, interstorey moment and floor accelerations, were compared with the results of dynamic time-history analysis.
It was concluded that the numerical and analytical models, presented in this thesis, are a sound basis for determining the lateral response of post-tensioned timber buildings. However, future research is required to further verify and improve these prediction models.
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Sullivan, Sean Robert. "Construction and Behavior of Precast Bridge Deck Panel Systems". Diss., Virginia Tech, 2007. http://hdl.handle.net/10919/27479.
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A bridge with precast bridge deck panels was built at the Virginia Tech Structures Laboratory to examine constructability issues, creep and shrinkage behavior, and strength and fatigue performance of transverse joints, different types of shear connectors, and different shear pocket spacings. The bridge consisted of two AASHTO type II girders, 40 ft long and simply supported, and five precast bridge deck panels. Two of the transverse joints were epoxied male-female joints and the other two transverse joints were grouted female-female joints. Two different pocket spacings were studied: 4 ft pocket spacing and 2 ft pocket spacing. Two different shear connector types were studied: hooked reinforcing bars and a new shear stud detail that can be used with concrete girders.
The construction process was well documented. The change in strain in the girders and deck was examined and compared to a finite element model to examine the effects of differential creep and shrinkage. After the finite element model verification study, the model was used to predict the long term stresses in the deck and determine if the initial level of post-tensioning was adequate to keep the transverse joints in compression throughout the estimated service life of the bridge. Cyclic loading tests and shear and flexural strength tests were performed to examine performance of the different pocket spacings, shear connector types and transverse joint configurations. A finite element study examined the accuracy of the AASHTO LRFD shear friction equation for the design of the horizontal shear connectors.
The initial level of post-tensioning in the bridge was adequate to keep the transverse joints in compression throughout the service life of the bridge. Both types of pocket spacings and shear connectors performed exceptionally well. The AASHTO LRFD shear friction equation was shown to be applicable to deck panel systems and was conservative for determining the number of shear connectors required in each pocket. A recommended design and detailing procedure was provided for the shear connectors and shear pockets.Ph. D.
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Zhang, Burong. "Experimental and theoretical investigations of a new bond-type anchorage system for post-tensioning applications with FRP tendons". Thèse, Université de Sherbrooke, 2001. http://savoirs.usherbrooke.ca/handle/11143/1732.
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Fiber reinforced polymer (FRP) composite rods appear very promising to be used as an alternative to steel in prestressed concrete structures and ground anchors, especially for applications exposed to corrosive environments. The objectives of this study are to investigate the bond behavior of FRP rods to grout filled in steel tubes and hence to develop a competent bond-type anchorage system for post-tensioning applications with FRP multirod tendons. The research program includes pullout tests of grouted FRP rods and proving tests of the developed anchorage system for post-tensioning applications. Modeling the bond behavior and predicting the load bearing capacity of bond-type anchorage systems are also involved. Numerous (over 50) pullout tests were conducted and discussed to better understand bond mechanisms and the influence of type of fiber, outer surface, and other significant parameters (i.e., confining stiffness, grout type and curing condition) on bond performance. Modeling of bond-slip behavior of grouted FRP rods is examined to assess its adequacy to reproduce the experimental bond behavior. Based on the monitoring results of strain distribution along the bonded length, the working mechanism of bond-type anchorages for FRP tendons is discussed. A conceptual model for calculating the bond stress at the tendon-grout interface and the tensile capacity of bond-type anchorages for FRP tendons is established. A new bond-type anchorage system has been developed for post-tensioning applications with FRP tendons. Evaluations of the developed anchorage system have been conducted in anchorage models with CFRP mono- and 9- rod tendons under tensile and sustained loading conditions. Furthermore, the developed anchorage system has also been used as an anchor head for post-tensioning of a full-scale FRP anchor model. Primary test results have indicated that the developed bond-type anchorage performs well for post-tensioning applications with FRP tendons. Conclusions and recommendations are made on the design of bond-type anchorages and post-tensioning applications of FRP tendons. Six related papers have been published in referred journals or international conferences, including two papers in the ASCE Journal of Composites for Construction , one in Construction and Building Materials (UK), one in the Canadian Journal of Civil Engineering , and two in the international conferences.
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McAlpine, Patrick Charles. "Evaluation of the Effect of a Modified Wedge Geometry on the Behavior of Mono-Strand Post-Tensioning Anchorages". Thesis, Villanova University, 2016. http://pqdtopen.proquest.com/#viewpdf?dispub=10185436.
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The objective of this study is to create and evaluate if finite element modeling is a feasible approach to modeling different wedge geometries of post tensioned systems by comparing the experimental data from two wedges to analytical data. The motivation to develop an accurate finite element model of a wedge, tendon, and anchor system is to better understand the internal stresses the system is subjugated to and the interactions between components. By not fully understanding what is occurring within the anchor, the most efficient anchor cannot be designed. This can lead to premature failures of the strand which can result in total collapse of the structure. In recent years the applications of post tensioned strands have grown rapidly. Some of these applications require the strand to withstand higher strains than can currently be reached. An example of one of these applications is a shear rocking wall in earthquake prone areas. To date there is some experimental data on strand testing, but very little research has been conducted examining a modified geometry wedge. There is even less in depth literature on finite element modeling of the interactions between the components. One reason for this lack of research is because of the great variability in anchor and wedge configurations. Therefore, the focus of this research is to develop the interaction laws for one type of anchorage from one manufacturer. Once these laws are established and considered scientifically sound, the most efficient anchor wedge mechanism can be designed.
This thesis presents one of the stepping stone models needed to help converge on the interaction laws. The experimental component of this report evaluated two different wedge geometries. In the experimental trials the modified wedges preformed more efficiently than the standard wedges. The modified wedges were able to reach much higher strains. These geometries were modeled in a finite element program and the experimental results were replicated by adjusting the interaction relationships. The starting point for the relationships were based off of the studies found in the literature review. The results from analytical model of the standard wedges matched the experimental results very accurately. The analytical model of the modified wedge requires refinement. The results of the analytical model did not match the experimental observations as well as they should. However, the results still support the theory that the computer software can differentiate between standard and modified wedge geometries.
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Burgoon, Justin Eugene. "Post-tensioned ribbed mat foundations on highly expansive soils". Manhattan, Kan. : Kansas State University, 2007. http://hdl.handle.net/2097/498.
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Pino, Merino Denis Ademir. "Dynamic response of post-tensioned timber frame buildings". Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2011. http://hdl.handle.net/10092/6598.
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An extensive research program is on-going at the University of Canterbury, New Zealand to develop new technologies to permit the construction of multi-storey timber buildings in earthquake prone areas. The system combines engineered timber beams, columns and walls with ductile moment resisting connections using post-tensioned tendons and eventually energy dissipaters.
The extensive experimental testing on post-tensioned timber building systems has proved a remarkable lateral response of the proposed solutions. A wide number of post-tensioned timber subassemblies, including beam-column connections, single or coupled walls and column-foundation connections, have been analysed in static or quasi-static tests.
This contribution presents the results of the first dynamic tests carried out with a shake-table. Model frame buildings (3-storey and 5-storey) on one-quarter scale were tested on the shake-table to quantify the response of post-tensioned timber frames during real-time earthquake loading. Equivalent viscous damping values were computed for post-tensioned timber frames in order to properly predict their response using numerical models. The dynamic tests were then complemented with quasi-static push and pull tests performed to a 3-storey post-tensioned timber frame.
Numerical models were included to compare empirical estimations versus dynamic and quasi-static experimental results. Different techniques to model the dynamic behaviour of post-tensioned timber frames were explored. A sensitivity analysis of alternative damping models and an examination of the influence of designer choices for the post-tensioning force and utilization of column armouring were made.
The design procedure for post-tensioned timber frames was summarized and it was applied to two examples. Inter-storey drift, base shear and overturning moments were compared between numerical modelling and predicted/targeted design values.
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van, Beerschoten Wouter Adrian. "Structural Performance of Post-tensioned Timber Frames under Gravity Loading". Thesis, University of Canterbury. Department of Civil and Natural Resources engineering, 2013. http://hdl.handle.net/10092/8735.
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A new structural system for multi-storey timber buildings has been developed over the last seven years at the University of Canterbury. The system incorporates large timber structural frames, whereby semi-rigid beam-column connections are created using post-tensioning steel tendons. This system can create large open floor plans required for office and commercial buildings.
Several material properties of the engineered timber used were determined based on small-scale experimental testing. Full-scale testing of beams, connections and frames resulted in a more comprehensive understanding of the behaviour of such systems. Numerical, analytical and framework models also led to the development of design equations and procedures which were validated with the acquired experimental data.
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Swenty, Matthew Kenneth. "The Investigation of Transverse Joints and Grouts on Full Depth Concrete Bridge Deck Panels". Diss., Virginia Tech, 2009. http://hdl.handle.net/10919/30214.
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A set of experimental tests were performed at Virginia Tech to investigate
transverse joints and blockouts on full depth concrete bridge deck panels. The joints
were designed on a deck replacement project for a rural three span continuous steel girder
bridge in Virginia. Two cast-in-place and four post-tensioned joints were designed and
tested in cyclical loading. Each joint was tested on a full scale two girder setup in
negative bending with a simulated HS-20 vehicle. The blockouts were built as hollow
concrete rings filled with grout and left to shrink under ambient conditions. Thirteen
combinations of different surface conditions and grouts were designed to test the bond
strength between the materials. The strain profile, cracking patterns, and ponding results
were measured for all specimens. A finite element analysis was performed and calibrated
with the laboratory results.
The cast-in-place joints and the two post-tensioned joints with 1.15 MPa (167 psi)
of initial stress experienced cracking and leaked water by the end of the tests. The two
post-tensioned joints with 2.34 MPa (340 psi) initial stress kept the deck near a tensile
stress of 1.5â (f'c) and performed the best. These transverse joints did not leak water, did
not have full depth cracking, and maintained a nearly linear strain distribution throughout
the design life. Full depth deck panel may be effectively used on continuous bridges if a
sufficient amount of post-tensioning force is applied to the transverse joints. The finite
element model provides a design tool to estimate the post-tensioning force needed to
keep the tensile stresses below the cracking limit.
The blockouts with a roughened surface or an epoxy and a grout equivalent to
Five Star Highway Patch grout had the highest bond stresses, did not leak water, and had
smaller cracks at the grout-concrete interface than the control samples. A minimum bond
strength of 2.5â (f'c) was maintained for all of the specimens with a grout equivalent to
Five Star Highway Patch. A pea gravel additive in the grout reduced shrinkage and
reduced the bond strength. The finite element model provides a design tool to estimate
cracking at the grout-surface interface.Ph. D.
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Axson, Daniel Peter. "Ultimate Bearing Strength of Post-tensioned Local Anchorage Zones in Lightweight Concrete". Thesis, Virginia Tech, 2008. http://hdl.handle.net/10919/33711.
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Currently, NCHRP Report 356 has published an equation to estimate the ultimate strength of the
local zone in normal weight concrete. The local zone is the area of concrete directly ahead of the
bearing plate. The equation can be broken into two distinct parts: unconfined bearing strength of
concrete enhanced by the A/Ab ratio and the enhancement of strength due to the presence of
confining. Research has shown that the strength enhancement of the A/Ab ratio and confining
reinforcing is less in lightweight concrete than in normal weight concrete.
To determine the strength of the local zone in lightweight concrete 30 reinforced prisms, 2
unreinforced prisms, and concrete cylinders were tested. The dimensions of the prisms were 8
in. x 8 in. x 16 in. and the cylinders were 4 in. x 8 in. cylinders. The simulated reinforcing in the
prisms extended only through the top 8 in. of the prism and consisted of either ties or spirals with
different spacing or pitch, respectively. To determine the effect of the A/Ab ratio for each
spacing or pitch arrangement of the reinforcing, one of two different size bearing plates were
used.
From the testing performed in this research and other research, it is apparent that the NCHRP
equation is unconservative when estimating the ultimate strength of the local zone in lightweight
concrete. By modifying both parts of the NCHRP equation it is possible to conservatively
predict the ultimate strength of the local zone in lightweight concrete.
Also investigated in this thesis are equations to predict the splitting cylinder strength and
modulus of elasticity of lightweight concrete. For a sand-lightweight concrete, as defined by
ACI 318-05 Building code and Commentary, the splitting tensile strength can be accurately
predicted by multiplying the square root of the compressive strength by 5.7.Master of Science
34
Dinevski, Elizabeth. "Randomized clinical trial assessing the effects of graft tensioning using semitendinosus and gracilis tendons in anterior cruciate ligament reconstruction". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0005/MQ42140.pdf.
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Woerheide, Andrew James. "Structural Performance of Longitudinally Post-Tensioned Precast Deck Panel Bridges". Thesis, Virginia Tech, 2012. http://hdl.handle.net/10919/34126.
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As the aging bridges and infrastructure within the US continue to deteriorate, traffic delays due to
construction will become more and more common. One method that can reduce delays due to bridge
construction is to use precast deck panels. Precast deck panels can significantly reduce the overall
length of the construction project. The panels can be manufactured ahead of time, and with higher
quality control than is possible in the field. One of the reasons precast deck panels are not widely
accepted is because of a lack of research concerning the required post-tensioning force, shear stud
pocket placement, and proper joint design.
In a recent dissertation (Swenty 2009) numerous recommendations were made for joint design, shear
stud pocket design, and post-tensioning force for full-depth precast deck panel bridges. Design
drawings were included for the replacement of a bridge located in Scott County, Virginia. The research
in this report focuses on the short-term and long-term testing of this bridge. The short-term testing
involved performing a live load test in which two trucks of known weight and dimensions were
positioned on the bridge in order to maximize the negative moment at the joints over the piers and
document strains and deflections at a number of other critical locations. The long-term testing involved
monitoring the strains within the deck and on one of the six girders for a number of months in order to
document the changes in strain due to creep and shrinkage. The results of these tests were compared
to 2D beam-line models and to the parametric study results of Bowersâ research on prestress loss within
full-depth precast deck panel bridges. It was determined that the bridge was acting compositely and
that the post-tensioning force was sufficient in keeping the joints in compression during testing.Master of Science
36
Holthaus, Phillip Mathew. "Behavior at the Corners of Skewed, Single-Span, Cast-in-place, Post-tensioned Box Girder Bridges". OpenSIUC, 2009. https://opensiuc.lib.siu.edu/theses/420.
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In today's textbooks, analyzing prestressed members and bridges takes a two-dimensional approach. Two-dimensional analysis is the only way to analyze prestressed bridges and members because otherwise the hand calculations are extremely difficult. Skewed bridges, however, need to be analyzed and designed three-dimensionally. Based on engineering inspection, it is possible to tell how a non-skewed symmetric bridge will behave. However, the knowledge of how a skewed bridge will behave cannot be obtained by inspection only. Finite element analysis can be used to model a bridge and discover how the bridge will react to dead loads and post-tensioning forces. When a bridge is built on a skew, the acute corners of the bridge support much less concrete weight than the obtuse corners of the bridge. If the post-tensioning force causes a decrease in load at the acute corners of the skewed bridge and if the skew of the bridge is great enough, there is a concern that there could be uplift at these acute corners of the bridge. Uplift at any corner of the bridge should not be allowed. The objective of this study is to investigate a simple span skewed box girder bridge to see if any uplift occurs at the acute corners of the bridge due to post-tensioning forces. After careful study of a skewed simple span cast-in-place post-tensioned box girder bridge, it was found that the post-tensioning force actually transfers more downward force into the acute corners of the bridge. Based on this study, the post-tensioning force will not cause uplift in the acute corners of the skewed bridge.
37
Karam, Andrew. "Chloride Ingress into Submerged Concrete Under Sustained Load". Thèse, Université d'Ottawa / University of Ottawa, 2014. http://hdl.handle.net/10393/30484.
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A harsh, cold, and icy environment is of no surprise to the conditions of a winter climate, where the wide use of de-icing salts on roads and highways allows for the initiation of chloride-induced corrosion of the reinforcement of concrete structures; a reduced service life, loss of structural integrity, visible damages, and ultimately structural failure are among the many unwanted effects of rebar corrosion. Chloride ingress into concrete has been extensively studied for the last four decades; however, most of the relevant research to date does not take into account the effects of sustained loading on chloride transport properties. Therefore, the objectives of this study were to investigate the influence of sustained compressive and tensile stresses on chloride ingress into concrete, and ultimately to understand what the effect of sustained stress is on chloride penetration depth, on chloride concentration by % weight of concrete, and on apparent diffusion coefficients by comparing results to those of unloaded control specimens.
To achieve these objectives, six post-tensioned and four non-reinforced control concrete beams were constructed with different water-to-cement (w/c) ratios and completely submerged in a 4-5% de-icing salt (NaCl) solution for 12 weeks, allowing chloride transfer to be completely governed by continuous diffusion. The effects of supplementary cementing material on chloride ingress are also studied. Concrete beams were post-tensioned to induce variable sustained compressive and tensile stresses along the beam. After 12 weeks of exposure, beams were fractured at specific locations and sprayed with a 0.1N silver nitrate (AgNO3) solution to determine average penetration depths; chloride concentration profiles were obtained from potentiometric titration of grinded powder samples.
Apparent chloride diffusion coefficients were then obtained from the results of spraying AgNO3 and titration, the latter by non-linear regression curve-fitting to Fick’s second law of diffusion. A good agreement between results from both methods reveals that the use of AgNO3 in field is acceptable in predicting the rate of chloride ingress in concrete sustaining stress. The chloride diffusivity for each profile, relative to that of the unstressed section, was related to the compressive and tensile stresses in the concrete section. The experimental results indicate the dependence of chloride ingress and concentration on the type and level of sustained stress. An analysis of the results to study the effects of the w/c ratio using colourimetric (silver nitrate spray) and potentiometric titration methods was also completed.
38
Piyasena, Ratnamudigedara, i n/a. "Crack Spacing, Crack Width and Tension Stiffening Effect in Reinforced Concrete Beams and One-Way Slabs". Griffith University. School of Engineering, 2003. http://www4.gu.edu.au:8080/adt-root/public/adt-QGU20030606.165418.
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An analytical method for determining the crack spacing and crack width in reinforced concrete beams and one-way slabs is presented in this thesis. The locations and the distribution of cracks developed in a loaded member are predicted using the calculated concrete stress distributions near flexural cracks. To determine the stresses, a concrete block bounded by top and bottom faces and two transverse sections of the beam is isolated and analysed by the finite element method. Two types of blocks are analysed. They are: (i) block adjacent to the first flexural crack, and (ii) block in between successive cracks. The calculated concrete stress distribution adjacent to the first flexural crack is used to predict the locations of primary cracks (cracks formed at sections where the stresses have not been influenced by nearby cracks). The concrete stress distributions in between successive cracks, calculated for various crack spacings and load levels, are used to predict the formation of secondary cracks in between existing cracks. The maximum, minimum and the average crack spacing at a given load level are determined using the particular crack spacing that would produce a concrete tensile stress equal to the flexural strength of concrete. The resulting crack width at reinforcement level is determined as the relative difference in elastic extensions of steel and surrounding concrete. The accuracy of the present method is verified by comparing the predicted spacing and width of cracks with those measured by others. The analytical method presented in this thesis is subsequently used to investigate the effects of various variables on the spacing and width of cracks, and the results are presented. These results are used to select the set of parameters that has the most significant effect. A parametric study is then carried out by re-calculating the spacing and width of cracks for the selected parameters. Based on the results of this parametric study, new formulas are developed for the prediction of spacing and width of cracks. The accuracy of these formulas is ascertained by comparing the predicted values and those measured by other investigators on various types of beams under different load levels. The calculated stress distributions between successive cracks are also used to develop a new method of incorporating the tension stiffening effect in deflection calculation. First, curvature values at sections between adjacent cracks are determined under different load levels, using the concrete and steel stresses. These results are used to develop an empirical formula to determine the curvature at any section between adjacent cracks. To verify the accuracy of the new method, short-term deflections are calculated using the curvature values evaluated by the proposed formula for a number of beams, and the results are compared with those measured by others.
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Srour, Mahdi. "Rocking system for seismic protection of reinforced concrete structures". Master's thesis, Alma Mater Studiorum - Università di Bologna, 2012. http://amslaurea.unibo.it/3255/.
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Piyasena, Ratnamudigedara. "Crack Spacing, Crack Width and Tension Stiffening Effect in Reinforced Concrete Beams and One-Way Slabs". Thesis, Griffith University, 2003. http://hdl.handle.net/10072/366060.
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An analytical method for determining the crack spacing and crack width in reinforced concrete beams and one-way slabs is presented in this thesis. The locations and the distribution of cracks developed in a loaded member are predicted using the calculated concrete stress distributions near flexural cracks. To determine the stresses, a concrete block bounded by top and bottom faces and two transverse sections of the beam is isolated and analysed by the finite element method. Two types of blocks are analysed. They are: (i) block adjacent to the first flexural crack, and (ii) block in between successive cracks. The calculated concrete stress distribution adjacent to the first flexural crack is used to predict the locations of primary cracks (cracks formed at sections where the stresses have not been influenced by nearby cracks). The concrete stress distributions in between successive cracks, calculated for various crack spacings and load levels, are used to predict the formation of secondary cracks in between existing cracks. The maximum, minimum and the average crack spacing at a given load level are determined using the particular crack spacing that would produce a concrete tensile stress equal to the flexural strength of concrete. The resulting crack width at reinforcement level is determined as the relative difference in elastic extensions of steel and surrounding concrete. The accuracy of the present method is verified by comparing the predicted spacing and width of cracks with those measured by others. The analytical method presented in this thesis is subsequently used to investigate the effects of various variables on the spacing and width of cracks, and the results are presented. These results are used to select the set of parameters that has the most significant effect. A parametric study is then carried out by re-calculating the spacing and width of cracks for the selected parameters. Based on the results of this parametric study, new formulas are developed for the prediction of spacing and width of cracks. The accuracy of these formulas is ascertained by comparing the predicted values and those measured by other investigators on various types of beams under different load levels. The calculated stress distributions between successive cracks are also used to develop a new method of incorporating the tension stiffening effect in deflection calculation. First, curvature values at sections between adjacent cracks are determined under different load levels, using the concrete and steel stresses. These results are used to develop an empirical formula to determine the curvature at any section between adjacent cracks. To verify the accuracy of the new method, short-term deflections are calculated using the curvature values evaluated by the proposed formula for a number of beams, and the results are compared with those measured by others.Thesis (PhD Doctorate)
Doctor of Philosophy (PhD)
School of Engineering
Full Text
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Hockerman, Samantha Jo. "Laboratory testing of precast bridge elements, verification of post-tensioning forces and construction documentation of the Boone County IBRC accelerated bridge replacement project". [Ames, Iowa : Iowa State University], 2007.
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Lopez-Molina, America Maria. "The Effect of Steel Strapping Tensioning Technique and Fibre-Reinforced Polymer on the Performance of Cross-Laminated Timber Slabs Subjected to Blast Loads". Thesis, Université d'Ottawa / University of Ottawa, 2018. http://hdl.handle.net/10393/38247.
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Engineered wood products (EWP) are becoming extremely popular and a viable material option for the construction of residential, commercial, and hybrid buildings. Cross-laminated timber (CLT) is among one of the many EWP available in North America, which can be utilized for many different applications such as: walls, floors, and roofs. Despite the available requirements in the Canadian blast design standard (CSA, 2012) with regard to the design of wood structures, there are currently no provisions on how to retrofit timber structures to improve their performance when subjected to blast loads. The current study is aimed at investigating the effect of different retrofitting alternatives in order to improve the overall behaviour of CLT when exposed to out-of-plane bending.
The experimental program examined the behaviour of seventeen reinforced CLT slabs. Testing was conducted at the University of Ottawa by means of a shock tube capable of simulating high strain rates similar to those experienced during a blast event. The current study was divided into two phases. The first consisted of CLT slabs retrofitted with steel straps where strap spacing, location, and order of installation was investigated. The second phase focused on the development of dynamic properties of CLT panels when reinforced with GFRP. Lay-up configuration and fabric orientation were among the parameters explored.
The results from the experimental program show that reinforcing the panels with steel straps had minimal effect on the ultimate strength, but significant levels of post peak resistance and ductility was achieved. The horizontal straps were able to restrict the failure to small regions and to promote flexural failure by preventing rolling shear failure. It also eliminated flying debris and enhanced the ultimate strength, stiffness as well as ductility. Applying GFRP layers enhanced the overall behaviour of the slab resulting in a significant increase in peak resistance, ductility, and stiffness when compared to the dynamic results of an unretrofitted panel. The post peak resistance was also greatly improved. In particular, applying stacked quadraxial lay-up configuration significantly improved the ductility and resulted in the greatest post peak resistance. The effect of steel straps on damaged and retrofitted was relatively minimal, and only partial recovery of the resistance and the stiffness was achieved. GFRP with full confinement yielded better performance compared to the unretrofitted and undamaged counterpart. More work is needed to quantify the benefits of using GFRP in these applications.
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Erdogdu, Murat. "In Plane Seismic Strengthening Of Brick Masonry Walls Using Rebars". Master's thesis, METU, 2008. http://etd.lib.metu.edu.tr/upload/12610114/index.pdf.
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About half of the total building stock in Turkey is masonry type building.
Masonry buildings in Turkey, especially in rural areas, are constructed without any
engineering knowledge mostly by their own residents. They generally have heavy
roofs. Masonry type buildings also have thick and heavy wall materials. Heavy
roof and wall material generate large inertial forces in the case of an earthquake.
Brittle failure of walls leads to total failure of whole system followed by sudden
collapse of heavy roof. The aim of this thesis is to understand failure mechanisms
of brick masonry walls, prevent their brittle failure and allow the walls to dissipate
energy during an earthquake. Furthermore, ultimate capacity increase was also
targeted by using low cost and easy to obtain material.
In order to find an economical and effective way in strengthening of brick masonry
walls in their in-plane direction, steel rebars were used as post-tensioning materials
in brick masonry walls and house tests. Springy connections were utilized in the
reinforcing and post-tensioning bars in order to prevent early loss of post-tension
due to wall cracking or rebar yielding. Separate tests were conducted with and
without rebars and springs in order to compare their results.
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The test results indicated that the ultimate lateral load capacity of 6m long brick
masonry house increased up to about 6 times with respect to its nominal value.
Energy dissipation also increased up to about 10 times of the original house.
Lateral load capacity increase in 2m long rebar post-tensioned brick masonry walls
were measured as about 17 times when compared with the original wall. The
energy dissipation capacity was also increased about 30 times the nominal value.
A general procedure was developed to assess the vulnerability of single storey
masonry houses, which calculates the earthquake demand acting on each wall
segment. Comparison of capacity versus demand enables evaluation of wall
segments and leads strengthening calculations if necessary. Derived formulas were
used to calculate post-tensioning force and design vertical and diagonal rebars. The
procedure was demonstrated using properties of an existing house and
strengthening cost was found to be about 10% of the building cost.
The results of the conducted tests have shown that rebar post-tensioning of brick
masonry walls is an effective and cost-efficient way of strengthening the walls in
their in-plane direction and can be used as an economical and simple technique for
seismically vulnerable masonry houses. Spring based connection detail has
improved the post cracking performance of the walls at large deformations by
keeping the wall reaction higher after ultimate strength has reached as well as
increased the energy dissipation capacity of the walls.
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Teixeira, Fernando Ferrari. "Efeitos da radiação em transistores 3D tensionados". Universidade de São Paulo, 2014. http://www.teses.usp.br/teses/disponiveis/3/3140/tde-19032015-165733/.
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Os efeitos causados pela radiação de raios X em transistores MOS com canal n e p, de porta tripla, com e sem tensionamento mecânico foram estudados teórica e experimentalmente. Após a irradiação de raios X, com doses totais acumuladas de 150Mrad e 3Mrad, em 12 dispositivos diferentes, foi constatada uma grande variação em algumas de suas características, como por exemplo um aumento de 40mV/dec na inclinação de limiar nos dispositivos mais largos, devido a criação de cargas positivas nos óxidos, tanto no enterrado quanto de porta. As cargas geradas no óxido enterrado apresentaram grande influência na condução de corrente pela segunda interface (silício/óxido enterrado), uma vez que o óxido enterrado é espesso (145nm), que por sua vez afetou significativamente diversos outros parâmetros. A formação de cargas positivas no óxido enterrado causou variações distintas no valor da tensão de limiar referente à segunda interface, em função do canal do transistor. No caso dos transistores MOS com canal n, foi observado um aumento na condução parasitária proveniente da segunda interface, enquanto que nos dispositivos MOS com canal p essa corrente foi minimizada devido aos efeitos da radiação, gerando uma melhora do desempenho destes dispositivos (é possível observar uma redução da inclinação de sublimiar de 60 a 80mV/dec no caso dos dispositivos mais largos). Entretanto, como o óxido de porta é mais fino que o óxido enterrado, não foram observadas grandes variações causadas pelas cargas formadas no mesmo. Quando comparada com a literatura, a dose total acumulada foi muito alta, então foi realizada uma nova rodada de radiação em que a distância entre a amostra e o feixe e a taxa de exposição foram alterados. Com isso, foi possível observar o mesmo efeito descrito anteriormente, porém com uma dose total acumulada cerca de 50 vezes menor. Em ambos os casos a exposição foi realizada sem a presença de polarização nos dispositivos, usada normalmente para reduzir a recombinação de portadores aumentando assim o efeito da radiação. Para realizar a polarização dos dispositivos durante a exposição de radiação, é preciso que os dispositivos estejam encapsulados, porém a etapa de encapsulamento poderia danificar os dispositivos utilizados.The effects caused by the X-ray radiation in n and p channel triple gate transistors, with and without mechanical tensioning, were theoretically and experimentally studied. After X-ray irradiation on the devices, it was observed a large variation in some of their characteristics, such as an increase in the slope of 40mV/dec threshold in larger devices, due to the creation of positive charges in the oxides, both for the buried oxide as for the gate oxide. The charges generated in the buried oxide had great influence on the current conduction through the back interface (silicon / buried oxide), since the buried oxide is thicker (145nm), which in turn significantly affected many other parameters. The formation of positive charges in the buried oxide caused distinct variations in the threshold voltage on the second interface, depending on the channel type of the transistor. In the case of n-channel MOS transistors, it was observed an increase in parasitic conduction from the second interface, whereas for p-channel MOS devices the current was minimized - due to the effects of radiation - generating an improvement in performance of such devices (it is possible to observe a reduction of subthreshold slope of 60 to 80mV/dec in the case of larger devices).. However, as the gate oxide is thinner than the buried oxide, large variations caused by the generated charges were not observed. When compared to the literature, the total accumulated dose was very high, therefore, a new round of radiation were performed, in which the distance between the sample and beam, and the exposure rate were changed. Thus, it was possible to observe the same effect described above, but with a total accumulated dose about 50 times lower. In both cases, the bias was not used during the radiation exposure, normally used to reduce the recombination, thereby increasing the the radiation effect.
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Monteiro, Tiago Carvalho Leite. "Análise comparativa dos fatores influentes na tensão última de protensão em cabos aderentes e não aderentes". reponame:Biblioteca Digital de Teses e Dissertações da UFRGS, 2008. http://hdl.handle.net/10183/15300.
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A protensão não-aderente caracteriza-se pela liberdade de deslocamento relativo entre o cabo de protensão e a fibra de concreto adjacente. A tensão na armadura de protensão no estado limite último é de difícil obtenção, não sendo dependente apenas das deformações em uma determinada seção transversal, mas sendo função de todas as deformações que ocorrem no concreto adjacente ao perfil de protensão. Para que seja obtida a tensão última, é necessária a integração das curvaturas ao longo de todo o elemento a fim de se obter o alongamento no cabo de protensão, o que se consegue com precisão apenas recorrendo-se a ferramentas numéricas, devido às não-linearidades físicas envolvidas no problema. O método construtivo com protensão não aderente vem sendo cada vez mais utilizado na execução de edifícios no Brasil. O principal sistema de protensão não aderente é o que utiliza a mono-cordoalha engraxada e plastificada, que alia os benefícios da protensão e a simplicidade necessária às obras moldadas no local. Apesar disso, não há no Brasil um volume de pesquisa sobre o comportamento dos elementos com protensão não aderente, compatível com a demanda da indústria da construção civil. Visando contribuir para o desenvolvimento das formulações nacionais de projeto dos elementos com protensão não aderente, o presente trabalho é a continuação de uma pesquisa que vem sendo realizada no Programa de Pós-Graduação em Engenharia Civil – PPGEC/UFRGS, a qual foi iniciada com a implementação de um modelo numérico capaz de analisar elementos com protensão não aderente e seguida de uma análise paramétrica sobre as principais variáveis que influenciam na tensão última na armadura de protensão. O trabalho que ora se apresenta traçou uma correlação entre os resultados não-aderentes obtidos da análise paramétrica com resultados aderentes, os quais são de mais fácil obtenção, pois se baseiam na compatibilidade de deformações na seção transversal. Foram feitas análises numéricas e analíticas com aderência dos mesmos protótipos estudados anteriormente sem aderência. Os resultados obtidos mostraram incrementos de tensão maiores no caso aderente, bem como maiores capacidades portantes. Estudou-se também uma metodologia capaz de computar a tensão última na armadura não aderente com análises do tipo compatibilidade de deformações, com a utilização de um coeficiente Lo/L redutor de aderência. Os resultados iniciais mostraram-se bons para carregamento nos terços, mas insatisfatórios para carregamentos distribuído e concentrado. Através de um ajuste no coeficiente Lo/L baseando-se nos dados da pesquisa precedente, bons resultados foram obtidos para todos os tipos de carregamento. A metodologia apresentada foi validada pela comparação com diferentes protótipos analisados numericamente, bem como protótipos ensaiados experimentalmente por diversos autores.Unbonded post-tensioning is characterized for allowing relative displacement between the tendon and the concrete adjacent fiber. The ultimate stress in the unbonded tendon is difficult to be obtained, because it is not only dependent on the deformed shape of a cross section, but on the whole deformations occurring in the tendon profile adjacent concrete. To evaluate this ultimate stress, it is necessary to integrate all curvatures along the whole element, in order to obtain the total tendon elongation. This can only be precisely obtained using numerical tools, due to the non-linear factors involved in the problem. Unbonded post-tensioning is becoming ever more used in Brazilian building construction. The main unbonded post-tensioning system uses the unbonded mono-strand, that joins the benefits of prestressing with the necessary building simplicity. Nevertheless, there is no research effort in Brazil compatible with the construction industry demand. This study seeks to contribute to the development of the national formulations design of unbonded posttensioning elements. This work is a continuation of a research being undertaken at PPGEC/UFRGS. A numerical model able to determine the behavior of unbonded posttensioned elements was first developed, followed by a parametric study about the main parameters influencing the ultimate stress in unbonded tendons. The present work traced a correlation between the results for unbonded elements, obtained from the parametric analysis, with results for bonded elements. The latter are easily obtained, because they are based on the compatibility of strains in the cross section. Numerical and analytical calculations were performed for the same prototypes studied in the previous research, but now considering the existence of bond in the tendons. The results showed greater increments in stress for the bonded cases and also greater ultimate resistance. It was also devised a calculation method able to determine the ultimate stress in the unbonded tendon using an analysis similar to strain compatibility, but with a reduction bond coefficient Lo/L. The initial results obtained for a third-point loading showed a good agreement, but that not happened for the results of distributed and concentrated loads. However, by an adjustment of the Lo/L coefficient, based on the data of the previous research, good agreement was observed for all loading types. The presented methodology was validated by comparing results with other prototypes analyzed by the numerical model, and also results of experimental studies carried out by several authors.
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Giraldo-Londono, Oliver. "Finite Element Modeling of the Load Transfer Mechanism in Adjacent Prestressed Concrete Box-Beams". Ohio University / OhioLINK, 2014. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1397145708.
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Maurya, Abhilasha. "Experimental and Computational Investigation of a Self-Centering Beam Moment Frame (SCB-MF)". Diss., Virginia Tech, 2016. http://hdl.handle.net/10919/70866.
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In the past two decades, there have been significant advances in the development of self-centering (SC) seismic force resisting systems. However, examples of SC systems used in practice are limited due to unusual field construction practices, high initial cost premiums and deformation incompatibility with the gravity framing. A self-centering beam moment frame (SCB-MF) has been developed that virtually eliminates residual drifts and concentrates the majority of structural damage in replaceable fuse elements. The SCB consists of a I-shaped steel beam augmented with a restoring force mechanism attached to the bottom flange and can be shop fabricated. Additionally, the SCB has been designed to eliminate the deformation incompatibility associated with the self-centering mechanism.
The SCB-MF system is investigated and developed through analytical, computational, and experimental means. The first phase of the work involves the development of the SCB concepts and the experimental program on five two-thirds scale SCB specimens. Key parameters were varied to investigate their effect on global system hysteretic response and their effect on system components. These large-scale experiments validated the performance of the system, allowed the investigation of detailing and construction methods, provided information on the behavior of the individual components of the system. The experimental results also provided data to confirm and calibrate computational models that can capable of capturing the salient features of the SCB-MF response on global and component level.
As a part of the second phase, a set of archetype buildings was designed using the self-centering beam moment frame (SCB-MF) to conduct a non-linear response history study. The study was conducted on a set of 9 archetype buildings. Four, twelve and twenty story frames, each with three levels of self-centering ratios representing partial and fully self-centering systems, were subjected to 44 ground motions scaled to two hazard levels. This study evaluated the performance of SCB-MFs in multi-story structures and investigated the probabilities of reaching limit states for earthquake events with varying recurrence period.
The experimental and computational studies described in this dissertation demonstrate that the SCB-MF for steel-framed buildings can satisfy the performance goals of virtually eliminating residual drift and concentrating structural damage in replaceable fuses even during large earthquakes.Ph. D.
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Krauser, Gaelyn B. "Optimization of Two-Way Post-Tensioned Concrete Floor Systems". DigitalCommons@CalPoly, 2009. https://digitalcommons.calpoly.edu/theses/181.
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This thesis investigates a parametric study of a flat plate floor system designed using post-tensioning. The load balanced by the post-tensioning, the slab depth, and the strength of concrete were varied to create the parametric study of a hotel/condominium grid layout. In order to perform the parametric study, research was conducted on the development of post-tensioning, methods of analysis for two-way slab design, and post-tensioning methods of analysis. Design was conducted by hand through a series of Excel spreadsheets and compared to results found using the computer analysis program, ADAPT-PT. The designs found in the parametric study were then used to perform a cost analysis across ten cities in the United States: Atlanta, Boston, Chicago, Denver, Houston, Los Angeles, Miami, Phoenix, San Francisco, and Seattle.
The designs from the hand analysis and the ADAPT-PT model provided similar results for the post-tensioning, and both methods provide an adequate design. The use of ADAPT-PT is recommended because of its ease of use and quick calculation capabilities. The designs of the hand analysis were quantified and along with unit prices gathered from contractors and suppliers the cost analysis found that the design with 100% of the dead load balanced provided the least expensive solution for all the cities, and the design using a 6000 psi strength concrete provide the most expensive solution for all cities. The least expensive slab design was $9.02 per square foot in Atlanta, Georgia, and the most expensive slab design was $24.96 per square foot in Miami, Florida. A more rigorous parametric study in the future may provide a better optimization for the hotel/condominium slab investigated as the parametric study of this thesis found costs which varied by less than 10% between the most expensive and least expensive slabs in the ten cities.
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Lima, Vanessa dos Santos. "Projeto de superestruturas de pontes de concreto protendido aplicando a técnica de balanços progressivos". Universidade Federal de São Carlos, 2011. https://repositorio.ufscar.br/handle/ufscar/4657.
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Previous issue date: 2011-05-16This dissertation deals with main considerations on design of bridge superstructures, applying the cantilever balanced technique, bringing a procedure to be followed during pre-dimensioning this type of bridge. Presents the literature review used as the basis to dissertation, with the theories already studied on the subject. Based on these studies is drawn up the roadmap, involving the step of choosing the geometry, defining the structural scheme, the calculation of structural strain, calculating the losses of prestress, predimensioning of the prestressing steel considering the ultimate limit state and the service limit state, evaluation of the moment of closure and some important items for the detail section with steel. A numerical example is solved to illustrate the use of the concepts presented throughout the dissertation. Ends with considerations on the results obtained in the example and work and presents suggestions for future work.
Esta dissertação trata das principais considerações num projeto de superestruturas de pontes aplicando a técnica em balanços progressivos, fornecendo um procedimento para pré-dimensionamento deste tipo de ponte. Apresenta-se a revisão bibliográfica utilizada como base para dissertação, com as teorias já estudadas sobre o assunto. Com base nestas pesquisas elaborou-se um procedimento, envolvendo a etapa de escolha da geometria, definição do esquema estrutural, cálculo dos esforços solicitantes, cálculo das perdas de protensão, pré-dimensionamento da armadura de protensão levando em consideração o estado limite último e o estado limite de serviço, avaliação do momento de fechamento e alguns itens importantes para o detalhamento da seção com armadura. Um exemplo numérico é resolvido de forma a ilustrar a utilização dos conceitos apresentados ao longo da dissertação. Finaliza-se com as considerações sobre os resultados obtidos no exemplo e no trabalho e apresenta-se sugestões para trabalhos futuros..
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Menegatti, Marcelo. "A protensão como um conjunto de cargas concentradas equivalentes". Universidade de São Paulo, 2005. http://www.teses.usp.br/teses/disponiveis/3/3144/tde-12052005-222648/.
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O presente trabalho faz um estudo da representação da protensão em estruturas de barras através de um Conjunto de Cargas Concentradas Equivalentes para determinação dos esforços solicitantes e dos deslocamentos, gerados pela protensão. O trabalho aborda a conceituação de protensão, forças de desvio e perdas imediatas de protensão. Na sequência discute-se alguns métodos para determinação de esforços de protensão, inclusive para o caso de peças hiperestáticas, como por exemplo o método dos esforços solicitantes iniciais e o da carga distribuída equivalente. A seguir discute-se o algoritmo em estudo - Conjunto de Cargas Concentradas Equivalentes, CCCE (também conhecido como Método da Força Variável), suas vantagens e aplicações. Na parte final compara-se, através de exemplos, a aplicabilidade e precisão do CCCE com alguns dos métodos mais tradicionais citados anteriormente assim como as vantagens e desvantagens de cada um deles.This work is a study about the representation of the prestressing through a CELG (Concentrated Equivalent Loads Group) in order to determine the internal forces and displacements in prestressed structures, due to prestressing. This study considers the concept of prestressing, deviation forces and immediate loss of prestressing. Furthermore some alternative methods to determine forces of prestressing are discussed including the case of hiperestatic structures e.g. initial forces and equivalent distributed loads. Next, the studied algorithm is discussed - CELG, (also known as Variable Force Method), its advantages and uses. Finally the use and precision of CELG is compared to some of the most traditional methods quoted beforehand and also its advantages and disadvantages.