Relevant bibliographies by topics / Lap-splices

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  2. Dissertations / Theses
  3. Books
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Academic literature on the topic 'Lap-splices'

Author: Grafiati
Published: 4 June 2021
Last updated: 15 February 2022

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Journal articles on the topic "Lap-splices"

1

Rezansoff, Telvin, James A. Zacaruk, and Jeffrey G. Afseth. "High cycle (fatigue) resistance of reinforced concrete beams with lap splices." Canadian Journal of Civil Engineering 20, no. 4 (August 1, 1993): 642–49. http://dx.doi.org/10.1139/l93-081.

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Full-scale specimens were tested so that lap spliced bottom bars were subjected to cyclic tension loading. The major variable was the degree of transverse confining reinforcement (stirrups) provided along the lap. Lap splices were confined either with the maximum transverse reinforcement deemed to be effective for static loading, permitting the use of shorter lap splice lengths, or with stirrups spaced at approximately one half the effective depth of the beam, requiring the use of a longer lap length. Failure in all specimens with heavier stirrups (shorter laps) occurred with fatiguing of the reinforcing steel, showing fatigue resistances that were comparable with the results for continuous bars tested in flexure. With the lighter (nominal) stirrups, fatigue loading usually produced a splice failure, where the confining concrete split away from the lap in a typical bond failure after fewer load cycles. For comparable bond resistance under static loading, the beams with the heavier stirrup confinement along a shorter lap length were superior under fatigue loading. As previously shown with low cycle, high intensity reversal (seismic) loading, the current study shows that it is prudent to provide a high degree of transverse reinforcing confinement to lap splices that are subjected to fatigue loading. Key words: concrete, reinforcement, lap splices, fatigue, bond, beams, confinement, stirrups, tension.
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Rezansoff, T., and B. F. Sparling. "Correlation of the bond provisions of CSA A23.3-94 with tests on tension lap splices in beams." Canadian Journal of Civil Engineering 22, no. 4 (August 1, 1995): 755–69. http://dx.doi.org/10.1139/l95-086.

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Data on beams with tension lap splices tested under static loading at the same institution over the past two decades are correlated with the bond provisions of the Canadian concrete standard CAN/CSA A23.3-94 (detailed design approach), as well as with the recommendations of ACI Committee 408, on which the Canadian standard appears to be largely based. The correlations show that transverse reinforcement is more effective than the new bond provisions allowed in cases where the bond failure is governed by splitting rather than bar pullout. Extending the effective limits for confinement provides a more accurate estimate of the bond resistance available at higher levels of confinement, resulting in a more uniform factor of safety over a wide range of confinements. Lap splices with no transverse confinement showed relatively poorer performance than lap splices with varying degrees of transverse confinement when correlated with resistances predicted on the basis of the new CAN/CSA A23.3-94 provisions. Weaker relative splice performance in the absence of transverse confinement raises a concern for the development lengths required by the CAN/CSA A23.3-94 provisions. With highly stressed lap splices, a class factor of 1.3 is applied to the basic development length to determine the lap length. Published information, on the other hand, has shown that lap splice lengths and development lengths should be the same for transferring or developing the same level of stress in tension reinforcement when the same level of confinement is provided along the anchorage. In contrast, the ACI Committee 408 recommendations use a larger factor of safety on development length and lap splice length, rather than applying class factors for splices only, making splice and development lengths the same for the same confinement and required strength transfer. For the data considered, required lap lengths are similar using both the CSA Standard CAN/CSA A23.3-94 (including the 1.3 class factor) and the ACI 408 recommendations, and only small differences in overall prediction accuracy were found. Differences in the definition of the concrete confinement term for close bar spacing by the two design models, different limits on the total confinement that can be considered effective, as well as a further modification factor for bar size in the CAN/CSA A23.3-94 provisions, result in only small differences in lap length requirements for most of the data considered. Key words: anchorage (structural), bond, confinement, lap splices, reinforced concrete, standards, static loading, tension.
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Tastani, S. P., E. Brokalaki, and S. J. Pantazopoulou. "State of Bond along Lap Splices." Journal of Structural Engineering 141, no. 10 (October 2015): 04015007. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001243.

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ICHINOSE, Toshikatsu, and Kenji MURATA. "ANALYSIS OF R/C LAP SPLICES." Journal of Structural and Construction Engineering (Transactions of AIJ) 61, no. 481 (1996): 81–88. http://dx.doi.org/10.3130/aijs.61.81_1.

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5

Teguh, Mochamad, and Novia Mahlisani. "Experimental Study on Flexural Behavior of Reinforced Concrete Beams with Variety Lap Splices of Reinforcing Steel Bars." Applied Mechanics and Materials 845 (July 2016): 132–39. http://dx.doi.org/10.4028/www.scientific.net/amm.845.132.

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The limited lengths of reinforcing bars have been commonly found in the practical construction of most reinforced concrete structures. The required length of a bar may be longer than the available stock of steel length. For maintaining desired continuity of the reinforcement in almost all reinforced concrete structures, some reinforcing bars should be carefully spliced. In the case of long flexural beam, bar installers end up with two or even more pieces of steel that must be spliced together to accomplish the desired steel length. An experimental study was conducted to investigate flexural behavior of reinforced concrete beams utilizing a variety lap splices of reinforcing steel bars under two-point loading. Five variations of lap splices of reinforcing steel bars positioned at midspan of tensile reinforcement of the beam were investigated. Welded joints and overlapped splices were used to construct the variation of lap splices of reinforcing steel bars. The general trend in crack pattern, the load deflection characteristics and the mode of failure of flexural beams under two-point loading were also observed. The flexural strength comprising load-displacement response, flexural crack propagation, displacement ductility is briefly discussed in this paper.
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MacKay, B., D. Schmidt, and T. Rezansoff. "Effectiveness of concrete confinement on lap splice performance in concrete beams under reversed inelastic loading." Canadian Journal of Civil Engineering 16, no. 1 (February 1, 1989): 36–44. http://dx.doi.org/10.1139/l89-005.

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Proposals from Cornell University for seismic design of lap splices, where the strength provided to the lap splice by the concrete confinement is considered insignificant, were evaluated. The concrete confining the splice length is assumed to deteriorate after high-intensity (inelastic) reversed load cycling so that the performance is mainly dependent on the amount of transverse reinforcement provided to confine the lap splice. Lap lengths of 30–40 bar diameters are proposed, along with heavy transverse reinforcement. Longer lap lengths are considered to be less effective. By contrast, for static loading the concrete confining the splice is known to play a major role in transferring load between the bars along the splice.The current program consisted of testing six reinforced concrete beams under fully reversed cycled loading. The three similar beams in each of the two series contained equal stirrup confinement (number of stirrups) along the lap length to satisfy the Cornell University recommendations for seismic loading for the measured reinforcing yield strength, while the splice length was varied. Splices were located in the bottom face of the test beams and were positioned in a region of maximum moment to ensure severe stressing. Each series of specimens exhibited only small strength gains with increasing splice lengths; however, the performance, when evaluated on the basis of the ductility achieved and the hysteretic energy absorbed prior to failure, was superior with long splices. Since the main reinforcement in the test beams was loaded past yielding, large increases in deformation capacity resulted in only small increases in load.Full reversal inelastic load cycling is very detrimental to the concrete that confines the splice region when compared to static (monotonic) loading or one-directional repeated loading to failure. Splice failure loads under reversal loading in the current study were below predicted static strengths for the same beam configurations, and with the longer lap lengths, static failure would have been flexural rather than in the splice. Key words: reinforced concrete, beams, splices (lap), confinement, seismic design, cycled loading, ductility, strength.
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Tarquini, Danilo, João P. Almeida, and Katrin Beyer. "Uniaxial Cyclic Tests on Reinforced Concrete Members with Lap Splices." Earthquake Spectra 35, no. 2 (May 2019): 1023–43. http://dx.doi.org/10.1193/041418eqs091dp.

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This data paper presents the quasi-static uniaxial cyclic tests of 24 reinforced concrete members, of which 22 feature lap splices and 2 are reference units with continuous reinforcement. The objective of the experimental program is to investigate the influence of lap splice length ( ls), confining reinforcement, and loading history on the behavior of lap splices. Particular attention is placed on the measurement of local deformation quantities, such as lap splice strains and rebar-concrete slip. Details of the geometry and reinforcement layout of the specimens as well as the employed test setup, instrumentation, and loading protocols are provided. The global behavior of the test units, including the observed crack pattern and failure modes, are discussed. The organization of the experimental data, which are made available for public use under DOI: 10.5281/zenodo.1205887, is outlined in detail.
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Canbay, Erdem. "Comparison of code provisions on lap splices." Structural Engineering and Mechanics 27, no. 1 (September 10, 2007): 63–75. http://dx.doi.org/10.12989/sem.2007.27.1.063.

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BROWN, A., and P. STRAZNICKY. "Simulating fretting contact in single lap splices." International Journal of Fatigue 31, no. 2 (February 2009): 375–84. http://dx.doi.org/10.1016/j.ijfatigue.2008.07.012.

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Pantazopoulou, Stavroula J., Michael F. Petrou, Vasiliki Spastri, Nikos Archontas, and Christos Christofides. "The performance of corroded lap splices in reinforced concrete beams." Corrosion Reviews 37, no. 1 (January 28, 2019): 31–44. http://dx.doi.org/10.1515/corrrev-2017-0086.

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AbstractThis article presents the results of an extensive experimental program containing 22 beams with tension lap splices in the central region. The beams were preconditioned under simulated corrosion up to specific levels of bar section steel loss and cover cracking in the lap region. They were subsequently tested under four-point loading so as to place the corroded lap splice zones in tension. To prevent corrosion outside the study region, the beams were wrapped with fiber-reinforced polymers outside the laps – this also served to protect them from premature shear failure as the objective was to study failure in the lap zone. The objective of the experiment was to assess the residual anchorage capacity of such zones. The parameters of the experimental study were the extent of corrosion and the available length of lap splicing of longitudinal tension reinforcement. Corroded bond strength was determined from the short-length lap splices, where it may be assumed that stresses are uniformly distributed over the lapped zone; longer specimens were considered in order to examine how the redundancy provided by the longer contact length may improve the resilience and deformation capacity of the corrosion-damaged component prior to bond failure.
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Dissertations / Theses on the topic "Lap-splices"

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Grant, James Philip. "Non-Contact Lap Splices in Dissimilar Concretes." Thesis, Virginia Tech, 2015. http://hdl.handle.net/10919/56585.

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Non-contact lap splices placed within a single concrete placement are often used and have been studied in previous research projects. However, non-contact lap splices used with each bar in a different concrete placement such that there is a cold joint between the bars, have not been investigated. This situation is found in the repair of adjacent box beam bridges and in the construction of inverted T-beam systems, among others. It is vital to understand whether the same mechanisms are present across a cold joint with two different types of concrete as are present in traditional non-contact lap splices. In this research, eight T-beam specimens with non-contact lap splices were tested. The spacing between the bars, the splice bar blockout length, and presence of transverse bars were varied to study the effectiveness of the splices. The beams were tested in four point bending so that the splice region was under constant moment and the tension forces in the spliced bars were constant. End and midspan deflections were measured along with surface strain measurements at midspan and at the quarter span points, top and bottom. Gap openings were also measured at the ends of the blockouts. The main conclusions found from this research are that beams containing non-contact lap splices were able to develop nominal capacity with the bar spacing less than or equal to 4 in. and the blockout between 17 and 20 in. long. Extending the blockouts and adding transverse bars underneath the splices did not add to the capacity.
Master of Science
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Wallace, J. L. "Behaviour of beam lap splices under seismic loading." Thesis, University of Canterbury. Civil Engineering, 1996. http://hdl.handle.net/10092/9638.

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The results of an investigation into the performance of reinforced concrete beam-column subassemblages containing lap spliced reinforcement in the potential plastic hinge region of a beam are presented. Two specimens were tested with simulated seismic loading. One specimen complied with the New Zealand Concrete Design Code, NZS 3101:1982, except for the placement of the lap splices. The second specimen contained beam reinforcement details from a building constructed in the early 1960s. Current concrete design codes specify lap splices should not be placed in beam potential plastic hinge regions where inelastic reversing stresses are possible during seismic events. During testing the transverse steel specified for the confinement of the lap splices was unable to prevent bond deterioration between the spliced bars once inelastic bar strains had developed at one end of the splice. The failure of the lap splices led to a loss of lateral load capacity and a low level of ductility from the specimen. Reinforced concrete buildings designed to pre-1970s codes may be considered inadequate when viewed in light of the provisions in current codes for seismic design. The testing of beam details taken from one such building indicates insufficient anchorage existed for the plain longitudinal beam bars in the joint. The loss of bond for the plain bars began in the initial load cycles of the test and led to a lack of specimen stiffness and lateral load capacity. The presence of the lap splices is considered to have accelerated the loss of bond from the bars. Testing investigating the performance available from plain bar reinforced subassemblages should use anchorage for the bars that represent the conditions in the existing structure. The rapid loss of bond from the bars during cyclic loading can lead to the member end connections influencing the test results.
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De, Vial Christophe. "Performance of reinforcement lap splices in concrete masonry." Pullman, Wash. : Washington State University, 2009. http://www.dissertations.wsu.edu/Thesis/Fall2009/C_de-Vial_11024236.pdf.

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Thesis (M.S. in in civil engineering)--Washington State University, December 2009.
Title from PDF title page (viewed on Jan. 26, 2010). "Department of Civil and Environmental Engineering." Includes bibliographical references (p. 42).
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Mjelde, Jon Zachery. "Performance of lap splices in concrete masonry shear walls." Online access for everyone, 2008. http://www.dissertations.wsu.edu/Thesis/Spring2008/Jon_Mjelde.042508.pdf.

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Lin, Wesley Wei-chih. "Modelling Effects Of Insufficient Lap Splices On A Deficient Reinforced Concrete Frame." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615584/index.pdf.

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assessed and strengthened. Performance evaluation of deficient buildings has become a major concern due to devastating earthquakes in the past. In order to justify new provisions in design and assessment codes, experiments and analyses are inherently necessary. In this thesis study, investigations into the behaviour of two deficient reinforced concrete frames built at Middle East Technical University&rsquo
s Structural and Earthquake Laboratory and tested via pseudo-dynamic tests were made. These frames were modelled on the OpenSees platform by following methods of analyses outlined in the Turkish Earthquake Code of 2007 (TEC 2007) and ASCE/SEI-41-06. Both deficient frames were essentially the same, with the only difference being the presence of insufficient lap splices, which was the focus of the study. Time history performance assessments were conducted in accordance to TEC 2007&rsquo
s damage state limits and ASCE/SEI 41-06&rsquo
s performance limits. The damages observed matched the performance levels estimated through the procedure outlined in TEC 2007 rather well. Specific to the specimen with lap splice deficiencies, ASCE/SEI 41-06 was overly conservative in its assessments. TEC 2007&rsquo
s requirements for lap splice lengths were found to be conservative in the laboratory and are able to tolerate deficiencies up to 25% of the required length. With respect to mathematical models, accounting for materials in deficient systems by using nominal but reduced strength properties is not very efficient and unless joint deformations are explicitly accounted for, local deformations cannot be captured.
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Wakeman, R. Brett (Robert Brett) Carleton University Dissertation Engineering Mechanical and Aerospace. "Interaction of multiple site fatigue damage and corrosion in fuselage lap splices." Ottawa, 1996.

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7

Corbett, Brandon Richard. "A Pilot Study to Determine the Performance of Tension Lap Splices in Reinforced Masonry Made with Light-Weight Grout." BYU ScholarsArchive, 2015. https://scholarsarchive.byu.edu/etd/5661.

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The use of light-weight building materials in modern construction has resulted in efficient designs and considerable cost savings by reducing structural weight and supporting sections. This has only been possible because of many years of research to better understand the properties of the light-weight material, and its structural behaviors. However, light-weight grout is a relatively new building material in reinforced masonry construction and little is known about its structural properties. The main objective of this study was to determine if the use of light-weight grout would impact the performance of reinforcing steel, specifically development length, in masonry construction.The research included testing masonry wallettes made with normal and light-weight grout containing No. 4 (12 mm) bars with splice lengths as prescribed by the current design equation as well as splices with a modification factor. The modification factor was based on preliminary grout testing, using the procedure given in the concrete building code. The wallettes were tested in a tension test to determine if the splices were of sufficient length to fully develop the yield stress of the reinforcement.For small bar sizes, No. 4 or smaller, it is not necessary to include a modification factor when calculating development length. The minimum length of lap of 12 in. governs when No. 4 or smaller bars are used, and provides sufficient length to fully develop the yield stress of the reinforcement both for normal and light-weight grout types.
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Bournas, Dionysios A., Thanasis C. Triantafillou, and Catherine G. Papanicolaou. "Retrofit of Seismically Deficient RC Columns with Textile- Reinforced Mortar (TRM) Jackets." Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1244049636138-65944.

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The effectiveness of a new structural material, namely textilereinforced mortar (TRM), was investigated experimentally in this study as a means of confining old-type reinforced concrete columns with limited capacity due to bar buckling or due to bond failure at lap splice regions. Comparisons with equal stiffness and strength fiber-reinforced polymer (FRP) jackets allow for the evaluation of the effectiveness of TRM versus FRP. Tests were carried out on full scale non-seismically detailed RC columns subjected to cyclic uniaxial flexure under constant axial load. Thirteen cantilever-type specimens with either continuous longitudinal reinforcement (smooth or deformed) or lap splicing of longitudinal bars at the floor level were constructed and tested. Experimental results indicated that TRM jacketing is quite effective as a means of increasing the cyclic deformation capacity of old-type RC columns with poor detailing, by delaying bar buckling and by preventing splitting bond failures in columns with lap spliced bars. Compared with their FRP counterparts, TRM jackets used in this study were found to be equally effective in terms of increasing both the strength and deformation capacity of the retrofitted columns. From the response of specimens tested in this study, it can be concluded that TRM jacketing is an extremely promising solution for the confinement of reinforced concrete columns, including poorly detailed ones with or without lap splices in seismic regions.
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Alberson, Ryan M. "Performance of Reinforced Concrete Column Lap Splices." 2009. http://hdl.handle.net/1969.1/ETD-TAMU-2009-08-7068.

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Cantilevered reinforced concrete columns with a lap splice of the longitudinal reinforcement near the base can induce high moment demands on the splice region when lateral loads are present on the structure. Code design specifications typically require a conservative splice length to account for these high moment demands and their consequences of bond failure. The required splice length is calculated as a function of required development length, which is a function of the bond between the reinforcement and the surrounding concrete, and a factor depending on the section detailing. However, the effects of concrete deterioration due to alkali silica reaction (ASR) and/or delayed ettringite formation (DEF) may weaken the bond of the splice region enough to overcome the conservative splice length, potentially resulting in brittle failure of the column during lateral loading. This thesis presents the following results obtained from an experimental and analytical program. * Fabrication of large-scale specimens of typical column splice regions with concrete that is susceptible to ASR/DEF deterioration * Measurement of the large-scale specimen deterioration due to ASR/DEF accelerated deterioration * Analytical model of the column splice region based on flexure theory as a function of the development length of the reinforcement and a factor to account for deterioration of the bond due to ASR/DEF * Experimental behavior of two large-scale specimens that are not influenced by premature concrete deterioration due to ASR/DEF (control specimens). This experimental data is also used to calibrate the analytical model. The conclusions of the research are that the analytical model correlates well with the experimental behavior of the large-scale control specimens not influenced by ASR/DEF. The lap splice region behaved as expected and an over-strength in the splice region is evident. To account for ASR/DEF damage, the analytical model proposes a reduction factor to decrease the bond strength of the splice region to predict ultimate performance of the region with different levels of premature concrete deterioration.
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Pereira, Tiago Miguel Nico. "Experimental Campaign Addressing Lap-Splices under Cyclic Loading." Master's thesis, 2017. http://hdl.handle.net/10362/27891.

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Many existing bridges were built before modern seismic design guidelines were written. This means that particularly in countries with moderate seismicity where another type of loads such as gravity, wind or snow are more demanding, the seismic hazard may have been underestimated in the past years. Past experience shows that critical details, including lap-splices on the potential plastic hinge region above the foundation and low transverse reinforcements ratios, can lead to a small deformation capacity of the existing bridge piers and therefore to a possible major structural damage. The performance of RC members featuring lap splices was extensively studied in the past. However, a large number of authors focused on the force capacity of lap splices while their deformation capacity was rather neglected. This topic has become a target of interest only recently. This dissertation represents the first part of a research project developed at École Polytechnique Fédérale de Lausanne that has the final goal of presenting a constitutive law capable of predicting the lap splice behavior, in particular its deformation capacity. The dissertation presents an experimental campaign regarding the lap splice performance under cyclic loading. This experimental campaign gives continuity to the experimental campaigns presented by Bimschas (2010) and Hannewald et al. (2013), where three large-scale piers featuring lap splices near the foundation were tested. Three specimens representing a boundary region of the previously specimens are presented in this dissertation. The test specimens subjected to the same cyclic load history only differ regarding the transversal reinforcement. Particular attention is given to the slippage between the rebars and the steel strains in the lap splice zone. These tests along with the results of future specimens intend to create a database that will allow to validate the future expression mentioned above.
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Books on the topic "Lap-splices"

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McLean, David I. Noncontact lap splices in bridge column-shaft connections. [Olympia]: Washington State Dept. of Transportation, 1997.

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Lin, Yongqian. Seismic behavior of bridge column non-contact lap splices. Urbana, Ill: University of Illinois at Urbana-Champaign, Dept. of Civil and Environmental Engineering, 1998.

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Mirvish, Anthony. The effects of bi-axial tension on the behavior of lap splices in high-strength reinforced concrete shell elements. Ottawa: National Library of Canada, 1996.

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Book chapters on the topic "Lap-splices"

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Satveli, Radhika, John C. Moulder, and James H. Rose. "Eddy-Current Detection of Pitting Corrosion in Aircraft Lap-Splices." In Review of Progress in Quantitative Nondestructive Evaluation, 1755–62. Boston, MA: Springer US, 1996. http://dx.doi.org/10.1007/978-1-4613-0383-1_229.

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Mitra, S., P. S. Urali, E. Uzal, J. H. Rose, and J. C. Moulder. "Eddy-Current Measurements of Corrosion-Related Thinning in Aluminium Lap Splices." In Review of Progress in Quantitative Nondestructive Evaluation, 2003–10. Boston, MA: Springer US, 1993. http://dx.doi.org/10.1007/978-1-4615-2848-7_257.

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Patton, T. C., and D. K. Hsu. "Investigation of Corrosion in Aluminum/Adhesive Lap-Splices Using Pulse-Echo Ultrasonic Techniques." In Review of Progress in Quantitative Nondestructive Evaluation, 1995–2002. Boston, MA: Springer US, 1993. http://dx.doi.org/10.1007/978-1-4615-2848-7_256.

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Bournas, Dionysios, and Thanasis Triantafillou. "Bond Strength of Lap Splices in FRP and TRM Confined Concrete: Behavior and Design." In Seismic Evaluation and Rehabilitation of Structures, 203–19. Cham: Springer International Publishing, 2013. http://dx.doi.org/10.1007/978-3-319-00458-7_12.

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Harinkhede, Sanjivkumar, and Valsson Varghese. "Investigation on Design of New Techniques in Mechanical Rebar Coupler as an Alternative to Lap Splices." In Lecture Notes in Mechanical Engineering, 57–61. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-8025-3_7.

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Conference papers on the topic "Lap-splices"

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Gangolu, Appa Rao, Priyanka Reddy S., and Eligehausen Rolf. "Prediction of Analytical Bond Strength of Lap Splices in Tension." In 9th International Conference on Fracture Mechanics of Concrete and Concrete Structures. IA-FraMCoS, 2016. http://dx.doi.org/10.21012/fc9.213.

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Chronopoulos, Petros, and Miltiadis Chronopoulos. "COMPARISON OF BOND BEHAVIOR MODELS FOR LAP-SPLICES CONFINED BY TRANSVERSE REINFORCEMENT." In 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2019. http://dx.doi.org/10.7712/120119.7292.19489.

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Rose, James H., Erol Uzal, and John C. Moulder. "Pulsed eddy-current characterization of corrosion in aircraft lap splices: quantitative modeling." In OE/LASE '94, edited by Robert A. Buhrman, John T. Clarke, Ken Daly, Roger H. Koch, Jerome A. Luine, and Randy W. Simon. SPIE, 1994. http://dx.doi.org/10.1117/12.180999.

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Hsu, David K., Thadd C. Patton, Heshmat A. Aglan, and S. Shroff. "Fatigue-induced disbonds in adhesive lap splices of aluminum and their ultrasonic detection." In SPIE's 1993 International Symposium on Optics, Imaging, and Instrumentation, edited by Michael T. Valley, Nancy K. Del Grande, and Albert S. Kobayashi. SPIE, 1993. http://dx.doi.org/10.1117/12.163850.

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Chronopoulos, Petros, Evangelos Astreinidis, and Stefanos Giokaris. "Experimental behaviour of externally confined RC columns with inadequate lap splices under fully reversed cyclic loading." In IABSE Congress, Stockholm 2016: Challenges in Design and Construction of an Innovative and Sustainable Built Environment. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2016. http://dx.doi.org/10.2749/stockholm.2016.1567.

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Lepine, B. A. "Interpretation of pulsed eddy current signals for locating and quantifying metal loss in thin skin lap splices." In QUANTITATIVE NONDESTRUCTIVE EVALUATION. AIP, 2002. http://dx.doi.org/10.1063/1.1472828.

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Reports on the topic "Lap-splices"

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Patton, Thadd. Low frequency ultrasonic nondestructive inspection of aluminum/adhesive fuselage lap splices. Office of Scientific and Technical Information (OSTI), January 1994. http://dx.doi.org/10.2172/10161679.

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