Relevant bibliographies by topics / Lap splice

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Academic literature on the topic 'Lap splice'

Author: Grafiati
Published: 4 June 2021
Last updated: 5 February 2022

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Journal articles on the topic "Lap splice"

1

Choi, Jun-Hyeok. "Seismic retrofit of reinforced concrete circular columns using stainless steel wire mesh composite." Canadian Journal of Civil Engineering 35, no. 2 (February 2008): 140–47. http://dx.doi.org/10.1139/l07-079.

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An experimental study on seismic retrofit of typical circular columns with lap splice details utilizing stainless steel wire mesh (SSWM) composites was conducted. One column without lap splices and two columns with different lap splice lengths were tested under “as-built” condition. Three columns retrofitted with SSWM were constructed and tested under reversed cyclic loading. Brittle failure was observed in the “as-built” model column due to the bond deterioration of the lap spliced longitudinal reinforcement. Retrofitted columns wrapped with SSWM composites in the potential plastic hinge region resulted in a stable hysteresis response with increased capacity and ductility. This study indicates that significant improvement in flexural strength and ductility can be achieved using this retrofitting method.
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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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Choi, Wonchang, Seok-Joon Jang, and Hyun-Do Yun. "Feasibility of Reduced Lap-Spliced Length in Polyethylene Fiber-Reinforced Strain-Hardening Cementitious Composite." Advances in Materials Science and Engineering 2018 (2018): 1–10. http://dx.doi.org/10.1155/2018/1967936.

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This research investigates the interfacial behavior between polyethylene (PE) fiber-reinforced strain-hardening cement composite (PE-SHCC) and reinforcing bars that are spliced in the tension region to determine feasibility of reduced lap-spliced length in PE-SHCC. Twenty test specimens were subjected to monotonic and cyclic tension loads. The variables include the replacement levels of an expansive admixture (0% and 10%), the compressive strength of the SHCC mixtures (40 MPa and 80 MPa), and the lap-spliced length in the tension region (40% and 60% of the splice length recommended by ACI 318). The PE-SHCC mixture contains polyethylene fiber to enhance the tensile strength, control the widths of the cracks, and increase the bond strength of the lap splice reinforcement and the calcium sulfo-aluminate- (CSA-) based expansive admixture to improve the tension-related performance in the lap splice zone. The results have led to the conclusion that SHCC mixtures can be used effectively to reduce the development length of lap splice reinforcement up to 60% of the splice length that is recommended by ACI 318. The addition of the calcium sulfo-aluminate-based expansive admixture in the SHCC mixtures improved the initial performance and mitigated the cracking behavior in the lap splice region.
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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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Lee, Tai-Kuang, and Cheng-Cheng Chen. "On lap splice length of lap-spliced crossties for reinforced concrete columns under cyclic loading." Advances in Structural Engineering 23, no. 12 (May 25, 2020): 2669–78. http://dx.doi.org/10.1177/1369433220919071.

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A lap-spliced crosstie comprises two J-shaped rebars, each with a 180° hook at one end and straight at the other end. Six large reinforced concrete columns subjected to lateral cyclic loading were tested. The results indicated the following: (1) the confining effect of horizontally lap-spliced crossties is similar to that of vertically lap-spliced crossties. (2) Splice length of the lap-spliced crossties that is smaller than the code requirement can also provide sufficient concrete confinement. (3) A method for determining required lap splice length for lap-spliced crossties is proposed. (4) The lap-spliced crosstie can considerably improve the constructability of the crossties. Furthermore, the construction quality of reinforced concrete column reinforcement and the seismic resistance capability of reinforced concrete structures can be significantly upgraded.
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Zhi, Qing, Binbin Zhou, Zhangfeng Zhu, and Zhengxing Guo. "Evaluation of load–deformation behavior of reinforced concrete shear walls with continuous or lap-spliced bars in plastic hinge zone." Advances in Structural Engineering 22, no. 3 (September 17, 2018): 722–36. http://dx.doi.org/10.1177/1369433218798717.

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This article presents an analysis procedure for evaluation of load–deformation behavior of reinforced concrete shear walls with continuous or lap-spliced bar connections in plastic hinge zones under horizontal loads. For the shear walls with continuous bars, the lateral deformations caused by flexure, shear, and reinforcement slip are evaluated by considering their interaction. The flexural deformation is calculated by conventional fiber model. The shear mechanism is based on modified compression field theory with a softened smeared cracked reinforced concrete membrane element. Both the flexural and shear deformations are estimated separately in the plastic hinge and non-plastic hinge regions. In addition, an approach is proposed for analysis of plastic hinge length based on fracture energies of materials. For the shear walls with lap-spliced bars, due to its complicated behavior and mechanism, a simple way to deal with the lap splice is proposed. The equations regarding bond-slip of the lap splice with minimum spliced length are established and the stress and strain states of lap splices with different spliced lengths are analyzed on the basis of equilibrium of forces with a mean bond stress model. Finally, the validity of the proposed analysis procedure is confirmed by comparing the analytical results with previous experimental data.
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Wu, Chung Hao, Ming Yuan Chen, and How Ji Chen. "Bond Behavior of Tension Bar at Lap Splice of SCC Beam." Key Engineering Materials 789 (November 2018): 126–30. http://dx.doi.org/10.4028/www.scientific.net/kem.789.126.

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This paper investigates the bond strength of tension lap splice in the ordinary concrete (OC)beam and self-compacted concrete (SCC) beam. A total of six beam specimens were cast for thebending test. Results indicate that the SCC beam and OC beam present similar bond strength at thelap splice of tension bar. Current code for the tension lap splice is available for the SCC beam. Bothof the SCC and OC beams with transverse stirrups could have ductile flexural behavior in the regionof tension lap splicer. Only minor spalling between reinforcing steel and concrete was found underservice loading, such that the corrosion resistance of the tension lap splice in the SCC and OC beamscould be preserved.
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Abdel-Kareem, Ahmed H., Hala Abousafa, and Omaia S. El-Hadidi. "Behavior Of A Confined Tension Lap Splice In High-Strength Reinforced Concrete Beams." Slovak Journal of Civil Engineering 23, no. 3 (September 1, 2015): 1–8. http://dx.doi.org/10.1515/sjce-2015-0011.

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Abstract The results of an experimental program conducted on seventeen simply supported concrete beams to study the effect of transverse reinforcement on the behavior of the lap splice of a steel reinforcement in tension zones in high-strength concrete beams are presented. The parameters included in the experimental program were the concrete compressive strength, the lap splice length, the amount of transverse reinforcement provided within the splice region, and the shape of the transverse reinforcement around the spliced bars. The experimental results showed that the displacement ductility increased and the mode of failure changed from a splitting bond failure to a flexural failure when the amount of the transverse reinforcement in the splice region increased, and the compressive strength increased up to 100 MPa. The presence of the transverse reinforcement around the spliced bars had a pronounced effect on increasing the ultimate load, the ultimate deflection, and the displacement ductility. The prediction of maximum steel stresses for spliced bars using the ACI 318-05 building code was compared with the experimental results. The comparison showed that the effect of the transverse reinforcement around spliced bars has to be considered into the design equations for lap splice length in high-strength concrete beams.
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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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Al-Quraishi, Hussein, Mahdi Al-Farttoosi, and Raad Abdulkhudhur. "Compression Splices of Reinforcing Bars in Reactive Powder Concrete." Civil Engineering Journal 5, no. 10 (October 21, 2019): 2221–32. http://dx.doi.org/10.28991/cej-2019-03091406.

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Compression splices are widely used in compression members such as columns in multi- story buildings. There are efficient design equations for compression splice of reinforcement embedded in conventional concrete proposed by design codes of practice. However, there is no design equation for compression splice in compression members made of reactive powder concrete (RPC). So, it is required to introduce a design equation to calculate the steel bars lap splice length of RPC compression members. In this study, an experimental work was conducted to investigate the effect of different variables on compression splices strength. These variables were compressive strength of concrete, transverse reinforcement amount, splice length, yield stress of reinforcement and spliced rebar diameter. The experimental results showed that; Increase in the yield stress of reinforcing bars, length of spliced bars and compressive strength of concrete result in increasing in splice strength. Meanwhile, increase in diameter of reinforcing bars result in decreasing in compression splice strength. The increase in the amount of transverse reinforcement has insignificant effect on compression spliced strength of rebar. Finite element analysis was used to analyze the tested specimens and compared between numerical and experimental result was carried out. The numerical and experimental ultimate load and load-deflection behavior is very close to each other. Finite element method was used to investigate a wide range of experimental variables values through a parametric analysis. A new proposing equation for compression splicing of rebar in RPC column is presented in this research.
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Dissertations / Theses on the topic "Lap splice"

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Tasligedik, Ali Sahin. "Lap Splice Behavior And Strength Of Cfrp Rolls." Master's thesis, METU, 2008. http://etd.lib.metu.edu.tr/upload/12609694/index.pdf.

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Behavior of lap splices formed by CFRP rolls has been studied. CFRP rolls have been prepared by using CFRP sheets of a certain width. Strengthening methods that use CFRP rolls as reinforcement may require an epoxy anchored lap splice due to the conditions at the strengthening regions. It may not always be possible to strengthen the region by using only one roll fan anchored at both ends, but using two rolls from opposite faces of the member and lap splicing them at the middle so that they act as a single roll. Lap splice behavior can be studied best by using flexural beam bond specimens if the reinforcing material is steel. Therefore, it has initially been suggested that flexural beam specimens reinforced for flexure with CFRP rolls as tension reinforcement can be used in studying the lap splice behavior. However, due to the difficulties encountered in the beam tests, another type of test specimen was introduced, which was a direct pull-out specimen. In this type of test specimen, lap spliced CFRP rolls have been tested under direct tension, in which the tension has been applied by making use of concrete end blocks that transfer the tension to the rolls. Eleven tests have been made in total. Full material capacity of the rolls could not be achieved due to premature failures. However, important conclusions and recommendations have been made for future studies.
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Bozalioglu, Dogu. "Evaluation Of Minimum Requirements For Lap Splice Design." Master's thesis, METU, 2007. http://etd.lib.metu.edu.tr/upload/12608284/index.pdf.

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Minimum requirements for lap splices in reinforced concrete members, stated in building codes of TS-500 and ACI-318, have a certain factor of safety. These standards have been prepared according to research results conducted previously and they are being updated according to results of recent studies. However the reliability of lap splices for minimum requirements needs to be investigated. For this purpose, 6 beam specimens were prepared according to minimum provisions of these standards. The test results were investigated by analytical procedures and also a parametric study was done to compare two standards. For smaller diameter bars both standards give safe results. Results showed that the minimum clear cover given in TS500 is insufficient for lap spliced bars greater than or equal to 26 mm diameter.
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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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Bowdey, Thomas S. "Lap Splice Development Length of Rebar in Stabilized Hollow Interlocking Compressed Earth Blocks." DigitalCommons@CalPoly, 2016. https://digitalcommons.calpoly.edu/theses/1720.

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This thesis investigates the tensile performance of unconfined lap splices in specimens constructed from interlocking compressed earth block (ICEB) units. All lap splice specimens were constructed from hollow ICEB half units with one side grouting channel. ICEB units used in this research were exclusively produced from the Soeng Thai Model BP6 block press. The BP6 block press is currently manufactured in Thailand under the guidance and direction of the Center of Vocational Building Technologies (CVBT). All ICEB units and grout constructed for this research were created from mix proportions of soil, sand, cement, and water. Rebar bar sizes were restricted to M10 (#3) and M13 (#4) for all lap splice specimens due to the limited area of the hollow 2-inch diameter rebar cavity of the ICEB unit. The limited size and strength of the ICEB units also made the use of larger bar diameters impractical. Three ICEB unit types of varying strengths (3.78 MPa, 7.81 MPa, and 11.38 MPa) and three grout types of varying strengths (1.35 MPa, 7.47 MPa, and 15.50 MPa) were developed and used to construct all specimens. The measured ICEB lap splice specimen strengths were compared against the predicted strength calculated from the Masonry Standards Joint Committee (MSJC). Findings suggested that the MSJC design equation did not adequately predict the lap splice strength of specimens, particularly for specimens constructed from weaker materials. The measured ICEB lap splice results were used to create a new ICEB lap splice design equation. This paper also investigates the compressive performance of fully grouted ICEB prisms constructed from the range of ICEB unit and grout strengths stated above. Findings suggested that the compressive strength of fully grouted ICEB prisms were exclusively controlled by the compressive strength of the ICEB units used to construct the prism. The strength of the grout had no discernable effect on the strength of the fully grouted prism. A design equation was proposed to calculate prism strengths based on measured strength results of ICEB units.
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Ghasabeh, Mehran. "Bond Of Lap-spliced Bars In Self-compacting Concrete." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615530/index.pdf.

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Self-compacting concrete is an innovative construction material
its priority to normal vibrated concrete is that there is not any vibration requirement. Bond strength of reinforcement is one of the key factors that ensures the usefulness of any reinforced concrete structure. In this study, 6 full-scale concrete beams spliced at the mid-span were tested under two-point symmetrical loading. Test variables were bottom cover, side cover, free spacing between longitudinal reinforcement, lap-splice length and presence of transverse reinforcements within the lap-splice region. Specimen SC_22_44_88_800 had cover dimensions close to the code limits and had 36db lap splice length. This specimen showed flexural failure. Specimen SC_44_44_44_710 had 32db lap splice and cover dimensions greater than code minimums. This specimen showed yielding primarily. With the increasing loading, however, bond failure occurred with side splitting. ACI 408 descriptive equation for normal vibrated concrete predicted bar stresses of the unconfined specimens produced with self-compacting concrete acceptably well. The predicted values were lower than the measured values to be on the safe side. The error varied between 3.4% and 6.5%. All predictions of the ACI408 descriptive equation was higher than the measured bar stresses of the confined specimens produced with SCC. All the calculated values were unsafe. The error varied between 10.6% and 34.5%. Specimen SC_44_22_22_530_T4 with 24db lap splice length had side cover and spacing between bars 63.3% and 56.7% less than the ACI 318 limits. The calculated bar stress was 21.6% higher than the measured value. The main reason of the deviation was inadequate cover dimensions. In specimen SC_44_22_22_530_T6, number transverse reinforcement was increased to 6 stirrups to overcome the small cover and spacing problem. However, increased number of stirrups inside a small side and face cover caused weak plane and measured bar stress decreased.
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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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Adkins, Keith A. "A Model for Prediction of Fracture Initiation in Finite Element Analyses of Welded Steel Connections." University of Cincinnati / OhioLINK, 2014. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1399624062.

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Wright, Timothy R. "Full-scale seismic testing of a reinforced concrete moment frame using mobile shakers." Diss., Georgia Institute of Technology, 2015. http://hdl.handle.net/1853/54414.

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A prototype reinforced concrete moment frame representative of low-rise office buildings in the Central and Eastern United States from the 1950s-1970s was designed and selected for evaluation under seismic loads. A plane frame specimen from the prototype was incorporated into the design of a test-bed of four full-scale, side-by-side nominally identical structures that could be evaluated independently. The testing of the first frame serves as the topic of this dissertation. The specimen was two bays x two stories x 9-ft. wide. A new method for testing full-scale structures under seismic loads was proposed that used a hydraulic linear inertial shaker (LIS) to impart seismic loads. The response of the structure was monitored using 155 strain gages, 38 linear variable differential transformers, six string potentiometers, and 42 accelerometers. The response of the frame to a series of 25 load histories using the nees@UCLA LIS was marked by gradual structural softening and minimal yielding of the steel reinforcing throughout the structure. At a first interstory drift of 1.5% some yielding of the reinforcing bars was measured. Between 1.5% and 2% first interstory drift, a global sway mechanism formed when the failure of a splice at the base of the first story west column led to a cascading set of failures within other first-story column splices. The experimental behavior suggests previous scaled testing of similar structures may have inadequately represented the vulnerability column splices. The design of the test-bed, response of the structure to seismic loads, qualitative evaluation of the test method, and implications on future research are discussed.
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Cintra, Danielli Cristina Borelli. "Análise experimental de emenda em armadura longitudinal de pilares curtos de concreto." Universidade Federal do Espírito Santo, 2013. http://repositorio.ufes.br/handle/10/6182.

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Made available in DSpace on 2016-12-23T14:05:54Z (GMT). No. of bitstreams: 1 Danielli Cristina Borelli Cintra.pdf: 4222911 bytes, checksum: 0db55771987e1317b678d8aff9ba3ab7 (MD5) Previous issue date: 2013-11-28
The lap splice of the longitudinal reinforcement of columns positioned at the base, widely used in the execution of multiple floors structures in reinforced concrete floors, is the most vulnerable point in the pathological manifestations columns of buildings, compromising the structural performance and durability of the building. This region suffers from the stage of concrete, the high concentration of bars and high altitude release of concrete that promote segregation of the aggregate, and hinder access to the consolidation. During the life of the structure, is a region of high concentration of efforts, especially in columns bracing and often exposed to aggressive agents, such as the accumulation of waste chemicals, cleaning and humidity. The present work is an experimental and statistical study of the behavior at break of 31 short columns reinforced concrete subjected to concentric compression. All columns possessed cross section of 19cm x 19cm, height 170cm, concrete strength around 30MPa and longitudinal geometric rate of 0.88%. Varied only the position and the length of the lap splice to analyze the influence of these two factors and the interaction between them in the capacity of the columns. Are analyzed qualitatively manufacturing procedures samples of columns, which were close to the conditions of execution of the columns in the works. We used a factorial design to statistically analyze the experimental results, which confirmed the hypothesis that none of the factors applied, even the interaction between them, would be significant for the load capacity of the columns
A emenda por traspasse de armadura longitudinal posicionada na base de pilares, largamente utilizada na execução de estruturas de múltiplos pavimentos em concreto armado, consiste num dos pontos mais vulneráveis às manifestações patológicas em pilares de edifícios, comprometendo o desempenho estrutural e durabilidade da edificação. Tal região é prejudicada, desde a etapa de concretagem, pela alta concentração de armadura e pela altura elevada de lançamento do concreto, que promovem a segregação do agregado, além de dificultarem o acesso para o adensamento. Durante a vida útil da estrutura, é uma região de alta concentração de esforços e geralmente exposta a agentes agressivos, como o acúmulo de resíduos de produtos químicos, de limpeza e umidade. O presente trabalho trata-se de um estudo experimental e estatístico do comportamento até a ruptura de 31 pilares curtos de concreto armado, submetidos à compressão centrada. Todos os pilares possuíam seção transversal de 19cm x 19cm, altura de 170cm, resistência do concreto em torno de 30MPa e taxa geométrica de armadura longitudinal de 0,88%. Variou-se apenas a posição da emenda e o comprimento de traspasse da armadura longitudinal para analisar a influência desses dois fatores e da interação entre eles na capacidade de carga dos pilares. São analisados qualitativamente os procedimentos de fabricação das amostras de pilares, que foram próximos às condições de execução de pilares em obras. Utilizou-se um planejamento fatorial para analisar estatisticamente os resultados experimentais, que confirmou as hipóteses de que nenhum dos fatores adotados, nem mesmo a interação entre eles, seriam significativos para a capacidade de carga dos pilares
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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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Books on the topic "Lap splice"

1

Piascik, Robert S. The characteristics of fatigue damage in the fuselage riveted lap splice joint. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1997.

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Willard, Scott A. A record of all marker bands found in the upper rivet rows of 2 adjacent bays from a fuselage lap splice joint. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1995.

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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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Dai lai hao yun jie yi shi pin. Taibei Xian Banqiao Shi: Shou yi jia shu ju, 1999.

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Qi fu zhuan yun jie bian shi wu: Dai lai hao yun, jie yi shi pin. Taibei Xian Banqiao Shi: Min sheng wen hua shi ye gu fen you xian gong si, 1999.

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Ghosh, Kumar Kanti. Seismic upgrade with CFRP of RC columns containing lap spliced rebars in plastic hinge regions. Ottawa: National Library of Canada, 2002.

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Javaid, Usman. Seismic upgrade with GFRP of RC columns containing lap spliced rebars in plastic hinge regions. Ottawa: National Library of Canada, 2003.

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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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Goldberger, Moshe. Knots on Shabbos: Laws of tying knots on Shabbos. Staten Island, N.Y: M. Goldberger, 1988.

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Book chapters on the topic "Lap splice"

1

Rose, Joseph L., Aleksander Pilarski, and Krishna M. Rajana. "Ultrasonic Guided Waves for Lap Splice Joint Inspection in Aging Aircraft." In Review of Progress in Quantitative Nondestructive Evaluation, 1417–24. Boston, MA: Springer US, 1995. http://dx.doi.org/10.1007/978-1-4615-1987-4_182.

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Newman, J. C., and R. Ramakrishnan. "Fatigue Analyses of Riveted Lap-Splice Joints in a Narrow-Body Aircraft." In ICAF 2011 Structural Integrity: Influence of Efficiency and Green Imperatives, 289–302. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1664-3_23.

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Mayville, Ronald A., and Thomas J. Warren. "A Laboratory Study of Fracture in the Presence of Lap Splice Multiple Site Damage." In Springer Series in Computational Mechanics, 263–73. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/978-3-642-84364-8_18.

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Karadogan, Faruk, Ercan Yuksel, and Alper Ilki. "Structural Behaviour of Ordinary RC Bare and Brittle Partitioned Frames with and without Lap Splice Deficiency." In Seismic Assessment and Rehabilitation of Existing Buildings, 335–56. Dordrecht: Springer Netherlands, 2003. http://dx.doi.org/10.1007/978-94-010-0021-5_16.

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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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Sigurdsson, Halldór Ármann. "The Split T Analysis." In Linguistik Aktuell/Linguistics Today, 79–92. Amsterdam: John Benjamins Publishing Company, 2016. http://dx.doi.org/10.1075/la.231.03sig.

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Emmott, Catherine. "“Split selves” in fiction and in medical “life stories”." In Cognitive Stylistics, 153–81. Amsterdam: John Benjamins Publishing Company, 2002. http://dx.doi.org/10.1075/lal.1.09emm.

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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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Taylor, Ann, and Susan Pintzuk. "Chapter 8. Split coordination in Early English." In Linguistik Aktuell/Linguistics Today, 155–83. Amsterdam: John Benjamins Publishing Company, 2017. http://dx.doi.org/10.1075/la.243.08tay.

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Tappe, Hans Thilo. "A Note on Split Topicalization in German." In Linguistik Aktuell/Linguistics Today, 159–79. Amsterdam: John Benjamins Publishing Company, 1989. http://dx.doi.org/10.1075/la.6.11tap.

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Conference papers on the topic "Lap splice"

1

Zhao, Dehui, Lishan Tian, Wenqiang Jiang, Liqiang An, and Ziyang Zhang. "Experimental study of lap splice bolted connection." In Seventh International Conference on Electronics and Information Engineering, edited by Xiyuan Chen. SPIE, 2017. http://dx.doi.org/10.1117/12.2265977.

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HWANG, HYEON JONG. "Local Bond Strength based Lap Splice Length Model of Reinforcing Bars." In Second International Conference on Advances in Civil, Structural and Mechanical Engineering - ACSM 2015. Institute of Research Engineers and Doctors, 2015. http://dx.doi.org/10.15224/978-1-63248-074-3-32.

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Nguyen, Hai, Hiroshi Mutsuyoshi, Wael Zatar, and Tatsuya Ishihama. "Experimental Investigation of Double-Lap Bonded-and-Bolted Splice Joints of Pultruded Hybrid FRP I-Beams." In Fourth International Conference on Sustainable Construction Materials and Technologies. Coventry University, 2016. http://dx.doi.org/10.18552/2016/scmt4s256.

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Moussavi Nadoushani, Zahra Sadat, Ahmed W. A. Hammad, and Ali Akbarnezhad. "A Framework for Optimizing Lap Splice Positions within Concrete Elements to Minimize Cutting Waste of Steel Bars." In 33th International Symposium on Automation and Robotics in Construction. International Association for Automation and Robotics in Construction (IAARC), 2016. http://dx.doi.org/10.22260/isarc2016/0054.

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Roach, Dennis, and David Jeong. "Experimental and analytical program to determine strains in 737 lap splice joints subjected to normal fuselage pressurization loads." In 37th Structure, Structural Dynamics and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1996. http://dx.doi.org/10.2514/6.1996-1558.

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McMullen, Kevin F., and Zachary Haber. "Effect of Steel Reinforcement Type and Diameter on the Strength of Non-Contact Lap Splice Connections using UHPC." In Second International Interactive Symposium on UHPC. Iowa State University Digital Press, 2019. http://dx.doi.org/10.21838/uhpc.9640.

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Gioioso, Paul M., and Jorge Rodriguez. "A Numerical Study of Non Uniform Multiple Site Cracks Emanating From a Two Dimensional Rivet Hole Array." In ASME 1993 International Computers in Engineering Conference and Exposition. American Society of Mechanical Engineers, 1993. http://dx.doi.org/10.1115/cie1993-0042.

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Abstract A study was performed to assess the effect of multiple site damage (MSD), which has been observed in a number of aging aircraft, on the fatigue life of lap splice joints in fuselage structures. Numerical modeling was used to simulate various MSD occurrences in models similar to riveted aircraft structures (e.g. rows of 5/32″ diameter holes separated by a finite distance, for a T2024-T3 aluminum material) under simulated fatigue loading. Several geometric factors were examined, and their effect on MSD propagation investigated. Nonuniform MSD was also modeled, and all effects were compared on a global scale. Results indicate that a tighter array configuration allowed for a shorter fatigue life, as did the introduction of the nonuniform crack. However, the effect of the staggered offset was negligible in comparison to the effect of the rivet spacing and the location of the nonuniform crack. The size and initial location of the nonuniform crack had the greatest influence on the stress distribution and the fatigue life.
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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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Sotoud, S., and R. S. Aboutaha. "Flexural Strength of Corroded Lap Spliced RC Bridge Column Section." In Structures Congress 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413357.028.

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Park, Sung-Yong, Hoon-Hee Hwang, Keun-Hee Cho, Sung-Tae Kim, and Hyo-Jeong Yun. "Structural behavior of lap-spliced joints in UHPC bridge deck slabs." In First International Interactive Symposium on UHPC. Ames, Iowa, USA: Iowa State University, 2016. http://dx.doi.org/10.21838/uhpc.2016.94.

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Reports on the topic "Lap splice"

1

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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Vásquez, Diego Mauricio, and Luis Fernando Melo-Velandia. Estimación de la estructura a plazos de las tasas de interés en Colombia por medio del método de funciones B-spline cúbicas. Bogotá, Colombia: Banco de la República, May 2002. http://dx.doi.org/10.32468/be.210.

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Williams, Michael, Marcial Lamera, Aleksander Bauranov, Carole Voulgaris, and Anurag Pande. Safety Considerations for All Road Users on Edge Lane Roads. Mineta Transportation Institute, March 2021. http://dx.doi.org/10.31979/mti.2021.1925.

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Edge lane roads (ELRs), also known as advisory bike lanes or advisory shoulders, are a type of shared street where two-way motor vehicle (MV) traffic shares a single center lane, and edge lanes on either side are preferentially reserved for vulnerable road users (VRUs). This work comprises a literature review, an investigation of ELRs’ operational characteristics and potential road user interactions via simulation, and a study of crash data from existing American and Australian ELRs. The simulation evaluated the impact of various factors (e.g., speed, volume, directional split, etc.) on ELR operation. Results lay the foundation for a siting criterion. Current American siting guidance relies only upon daily traffic volume and speed—an approach that inaccurately models an ELR’s safety. To evaluate the safety of existing ELRs, crash data were collected from ELR installations in the US and Australia. For US installations, Empirical Bayes (EB) analysis resulted in an aggregate CMF of .56 for 11 installations observed over 8 years while serving more than 60 million vehicle trips. The data from the Australian State of Queensland involved rural one-lane, low-volume, higher-speed roads, functionally equivalent to ELRs. As motor vehicle volume grows, these roads are widened to two-lane facilities. While the authors observed low mean crash rates on the one-lane roads, analysis of recently converted (from one-lane to two-lane) facilities showed that several experienced fewer crashes than expected after conversion to two-lane roads.
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