To see the other types of publications on this topic, follow the link: Lap splice.
Journal articles on the topic 'Lap splice'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the top 50 journal articles for your research on the topic 'Lap splice.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Browse journal articles on a wide variety of disciplines and organise your bibliography correctly.
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.
Full textAbstract:
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.
2
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.
Full textAbstract:
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.
3
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.
Full textAbstract:
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.
4
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.
Full textAbstract:
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.
5
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.
Full textAbstract:
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.
6
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.
Full textAbstract:
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.
7
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.
Full textAbstract:
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.
8
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.
Full textAbstract:
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.
9
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.
Full textAbstract:
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.
10
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.
Full textAbstract:
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.
11
Sparling, B., and T. Rezansoff. "The effect of confinement on lap splices in reversed cyclic loading." Canadian Journal of Civil Engineering 13, no. 6 (December 1, 1986): 681–92. http://dx.doi.org/10.1139/l86-103.
Full textAbstract:
Twelve large-scale tests (7 m beams with 30 mm main reinforcement) were made to investigate the performance of lap splices in reinforced concrete beams subjected to reversed cyclic loading which produced yielding in the main reinforcement. Load history and various configurations of splice confinement were the major parameters considered. Performance was judged on the basis of strength, ductility, and several degradation indicators.Behavior was dependent on the degree of splice confinement. Specimens containing superior splice confinement, provided either by closely spaced stirrups or by closely fitting spirals, were more ductile and sustained more load cycles, on average, prior to failure. It was advantageous to provide more splice confinement than the amount considered to be effective under static loading. Tensile splices designed with superior confinement according to proposed seismic specifications achieved ductility ratios (failure deflection divided by first yield deflection with no splice) which averaged 2.66.Reversed cyclic loading was more damaging than repeated unidirectional or monotonic loading. The number of reversed load cycles to failure decreased as the intensity of loading increased. Under load reversals, the reduction in stiffness, the increase in energy dissipation, and the gain in damping capacity were used to examine the degradation that could be sustained before failure. Key words: reinforced concrete, beams, bond, splices, cyclic loads, ductility, seismic design, joints, deflection, strength, stiffness, damping.
12
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.
Full textAbstract:
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.
13
Joo, Hyung Joong, Seung Sik Lee, Soon Jong Yoon, Joo Kyung Park, and Sun Kyu Cho. "Seismic Performance of Bridge Pier with FRP Wrapping." Key Engineering Materials 326-328 (December 2006): 1717–20. http://dx.doi.org/10.4028/www.scientific.net/kem.326-328.1717.
Full textAbstract:
This paper presents the results of an experimental study on the seismic performance of reinforced concrete (RC) bridge piers wrapped with FRP at the lap-spliced region. It is well known that the FRP wrapping on the surface of concrete bridge pier can prevent concrete cover from spalling and it can reduce the slip displacement of lap-spliced longitudinal re-bars due to confinement. In order to develop the effective way of strengthening the concrete bridge pier with poor lap-spliced longitudinal re-bars, which is not designed under seismic design consideration, a series of pier test under seismic loading condition is conducted. As a result, FRP wrapped bridge pier under seismic loading exhibits ductile behavior with plastic deformation at lap-spliced region. Half-scaled six circular and nine square pier specimens were tested under uniform concentric axial compression and quasi-static lateral loading at the top of the pier. For the purpose of comparison, two piers without lap-splice and two piers with lap-splice were not wrapped with FRP and tested under same loading condition. Other experimental parameters were the height of FRP wrapping and the reinforcing method. The experimental results showed that the FRP wrapping could significantly increase ductility of piers with lap-spliced longitudinal re-bars at the potential plastic hinge region.
14
Kim, Hyeong-Yeol, Young-Jun You, and Gum-Sung Ryu. "Reinforced Concrete Slabs Strengthened with Lap-Spliced Carbon TRC System." Materials 14, no. 12 (June 17, 2021): 3340. http://dx.doi.org/10.3390/ma14123340.
Full textAbstract:
Construction with precast or prefabricated elements requires the connecting of structural joints. This study presents an accelerated construction method to strengthen reinforced concrete (RC) slab-type elements in flexure using precast lap-spliced textile-reinforced concrete (TRC) panels. The objectives of this study are to identify the tensile behavior of a TRC system with lap-spliced textile, and to experimentally validate the performance of the proposed connecting method by flexural failure test for the concrete slabs strengthened by TRC panels with lap-spliced textile. Twenty-one coupon specimens were tested in tension with two different matrix systems and three different lap splice lengths. The influence of the lap splice length and matrix properties on the tensile performance of the TRC system was significant. Five full-scale RC slabs were strengthened by the precast TRC panels with and without the lap splice, and was tested in flexure. The results of the failure test for the strengthened specimens showed that the ultimate load of the strengthened specimen with the TRC panel increased by a maximum of 24%, compared to that of the unstrengthened specimen. Moreover, the failure-tested specimens were re-strengthened by a new TRC panel system and tested again in flexure. The objective of the re-strengthening of the damaged RC slabs by the TRC panel is to investigate whether the yielded steel reinforcement can be replaced by the TRC panel. The initial cracking load and the stiffness of the re-strengthened specimens were significantly increased by re-strengthening.
15
Rakhshanimehr, Mehrollah, M. Reza Esfahani, M. Reza Kianoush, B. Ali Mohammadzadeh, and S. Roohollah Mousavi. "Flexural ductility of reinforced concrete beams with lap-spliced bars." Canadian Journal of Civil Engineering 41, no. 7 (July 2014): 594–604. http://dx.doi.org/10.1139/cjce-2013-0074.
Full textAbstract:
In this paper, the flexural ductility of lap-spliced reinforced concrete (RC) beams is experimentally investigated. Twenty-four specimens were designed and manufactured for laboratory experiments. Concrete compressive strength, amount of transverse reinforcement over the splice length, and the diameter of longitudinal bars were selected as the main variables. The ductility of tested specimens is evaluated based on a previously defined ductility ratio. Results show that concrete strength and amount of transverse reinforcement over the splice have major effects on ductility. With an appropriate amount of transverse reinforcement, a satisfactory ductility response for different concrete strengths can be obtained. The CSA-A23.3-04 Standard provisions on bond strength and ductility of lap-spliced RC beams are evaluated and discussed. This study shows that the provisions in predicting the bond strength of lap-spliced concrete beams are adequate but may not achieve a satisfactory performance for ductility. An equation is proposed to achieve the appropriate ductility.
16
Tri Cahyani, Rizki Amalia. "CYCLIC BEHAVIOUR OF LIGHTLY REINFORCED CONCRETE COLUMNS WITH NON-DUCTILE LAP SPLICES." Jurnal Media Teknik Sipil 16, no. 1 (June 11, 2018): 42. http://dx.doi.org/10.22219/jmts.v16i1.5110.
Full textAbstract:
Experimental testing of lightly reinforced concrete column was conducted to investigate the collapse behavior of such column under cyclic lateral loading. Six column specimens, which have low longitudinal reinforcement and lack of confinement, were detailed with no lap splice, and non-ductile lap splice within or outside critical region. Placing the short, unconfined column's lap splice within critical region caused peak moment to fall short under its nominal moment capacity. In contrast, moment capacity of the specimen containing non-ductile lap splice outside critical region was in close agreement with those of specimen without lap splice. However, its inelastic damage region was moving away from the beam-column interface, resulted in degradation of drift capacity and rapid degradation of lateral strength. The presence of non-ductile lap splice outside critical region also potentially shift column's collapse mechanism from flexure to flexure-shear critical. The ability of lightly reinforced concrete columns to maintain its axial load carrying capacity to large drift ratios despite heavy damage and significant loss of lateral load carrying capacity indicates that lap splice failure does not create sudden collapse hazard.
17
Aurick, Kevin, and Arianti Sutandi. "STUDI PERBANDINGAN SAMBUNGAN TULANGAN KOLOM DENGAN METODE LAP SPLICE DAN METODE MECHANICAL SPLICE PADA PROYEK INDONESIA 1." JMTS: Jurnal Mitra Teknik Sipil 1, no. 1 (August 2, 2018): 214. http://dx.doi.org/10.24912/jmts.v1i1.2259.
Full textAbstract:
Ada dua jenis sambungan tulangan pada pekerjaan kolom yaitu: lap splice dan mechanical splice. Sambungan lap splice adalah metode tradisional untuk menyambungkan kedua tulangan. Sambungan lap splice bergantung pada kekuatan beton kolom, gaya yang diterima pada satu tulangan dilanjutkan pada beton kolom dan kemudian diterima pada sambungan tulangan. Sambungan mechanical splice adalah sambungan metode terbaru untuk menyambungkan kedua tulangan dengan menggunakan coupler. Sambungan mechanical tidak bergantung dengan kekuatan beton pada kolom, sehingga sambungan ini lebih kuat dibandingkan dengan sambungan lap splice. Dalam analisis ini dibandingkan 2 metode sambungan tulangan, dibandingkan dari segi durasi dan biaya. Pengumpulan data dilakukan dengan metode observasi kemudian dilakukan perhitungan menggunakan metode arithmetic mean dan harmonic mean. Dari hasil perhitungan, bahwa sambungan tulangan kolom menggunakan metode mechanical splice membutuhkan total durasi selama 11,16 jam dan membutuhkan total biaya sebesar Rp. 5.727.067,-. Pada sambungan tulangan kolom meggunakan metode lap splice membutuhkan total durasi selama 9,73 jam dan membutuhkan total biaya sebesar Rp. 4.531.767,-.
18
Rezansoff, T., U. S. Konkankar, and Y. C. Fu. "Confinement limits for tension lap slices under static loading." Canadian Journal of Civil Engineering 19, no. 3 (June 1, 1992): 447–53. http://dx.doi.org/10.1139/l92-054.
Full textAbstract:
In tension lap splices, the benefit provided to the lap by stirrups placed to intercept longitudinal cracking due to bond splitting action is recognized by the American Concrete Institute code (ACI 318-89) and the design recommendations of ACI Committee 408, on which the American code provisions are partially based. However, a limit exists on the benefit that can be derived from this confinement. In Canada, Canadian Standards Association Standard CAN3 A23.3 M-84 does not directly recognize the confinement benefit provided by stirrups placed along a lap splice. The current study shows that the ACI limit of 1 bar diameter of equivalent concrete cover provided by the transverse reinforcement confinement is too restrictive under static loading. When the concrete cover is small, much larger transverse reinforcement confinement, up to 2-2.5 bar diameters of equivalent concrete cover, can be utilized, in lieu of requiring very long lap lengths. The tests also show that total confinement (actual concrete confinement plus equivalent concrete confinement provided by stirrups) is effective beyond the current limit of 3 main bar diameters, when stirrups are provided. Good performance was found with confinements of 4-4.5 bar diameters, and correspondingly shorter lap splice lengths. Key words: concrete, reinforcement, lap splices, beams, confinement, stirrups, tension, static loading.
19
Zheng, Yongfeng, Zhangfeng Zhu, Zhengxing Guo, and Peng Liu. "Behavior and Splice Length of Deformed Bars Lapping in Spirally Confined Grout-Filled Corrugated Duct." Advances in Materials Science and Engineering 2019 (November 11, 2019): 1–11. http://dx.doi.org/10.1155/2019/5280986.
Full textAbstract:
This paper discusses the behavior of grouted noncontact lap splices under monotonic tension load. Deformed bars lapped through a grout-filled corrugated duct, and a spiral reinforcement was preembedded in the connection to improve tensile strength of the splice. The experimental results show that bond failure splices are always failed by the pullout of the preembedded bar other than the grouted bar. As the spiral pitch distance is not greater than 75 mm, the tensile strength generally improves with the increment of volumetric spiral reinforcement ratio due to the higher confinement provided by the spiral bar. Compared with the spiral bar diameter, the spiral pitch distance provides more dominant effect on the tensile strength of the connection. Based on the experimental results and the development length specified in ACI 318-14, a revised equation with a reduction factor of 0.76 was proposed to predict the required minimum lap length of spirally confined lap splice.
20
Alabduljabbar, Hisham, Rayed Alyousef, Hossein Mohammadhosseini, and Tim Topper. "Bond Behavior of Cleaned Corroded Lap Spliced Beams Repaired with Carbon Fiber Reinforced Polymer Sheets and Partial Depth Repairs." Crystals 10, no. 11 (November 9, 2020): 1014. http://dx.doi.org/10.3390/cryst10111014.
Full textAbstract:
The present research investigated the bond behavior of a cleaned corroded reinforcing bar repaired with a partial depth concrete repair and a partial depth concrete repair followed by the application of fiber-reinforced polymer (FRP) sheets. Twelve lap splice beams were cast and tested under static loading. The test variables considered were a partial depth repair with prepackaged self-consolidating concrete (SCC) for six lap splice beams and additional confinement with carbon fiber reinforced polymer (CFRP) sheets for another six beams. The test results for the repaired lap splice beams were compared with those for a monolithic lap splice beam. This research found that the average bond strength increased as the bar mass loss increased for all bonded lengths. The lap splice beams repaired with partial depth were able to repair concrete with similar properties to those of the monolithic concrete. However, they had higher concrete strength than the monolithic beams which showed a higher average bond strength than the monolithic lap splice beams. The beams confined with FRP sheets showed a rise in the bond strength and the equivalent slip by 34–49%, and 56–260% as compared to the unconfined beams, respectively.
21
S., Sulastri, Ilham Nurhuda, and Antonius A. "Variation of Splice Length with Bending Behavior of Reinforced Concrete Beams." Journal of Advanced Civil and Environmental Engineering 2, no. 1 (August 9, 2019): 25. http://dx.doi.org/10.30659/jacee.2.1.25-36.
Full textAbstract:
The splice length of the distribution depends on the concrete stress with reinforcement, generally the bond stress is tested by pull out testing where pull out testing can provide a good comparison between the efficiency of the attachment of various types of reinforcement surfaces. However, the bending behavior of the beam is very different from the pure tensile pull out test. This study presents the effects of variations of lap splice (30db, and 40db) in the area of beam pull. The first test object was a beam BN - 0 (non splice length) which was a normal beam. The second test object was a beam BN - 30db with the splices length(ld) of 480 mm and the third test object was a 40db beam with the splice length (ld) of 640 mm. The test used a pure bending test method with loading of Two Point Loads on a simple support beam. The results gained from this study obtained flexural capacity in BN-0 (non lap splices) of 115.15 kN, flexural capacity of BN - 30db of 90.484 kN, and beam flexural capacity of BN-40db of 124.848 kN. The displacement ductility at BN-30db decreased 35% to BN-0 and displacement ductility at BN-40db increased 48% to BN-0, the bond strength attached to BN-40db increased 2.92% to BN-30db. The splice length (ld) 40db was able to develop the ability to achieve yield stress loads and the spread of crack concentration around the joints.
22
Truong, Gia Toai, Sung-Ho Park, and Kyoung-Kyu Choi. "Tensile Behaviors of Lap-Spliced Carbon Fiber-Textile Reinforced Mortar Composites Exposed to High Temperature." Materials 12, no. 9 (May 9, 2019): 1512. http://dx.doi.org/10.3390/ma12091512.
Full textAbstract:
The tensile behaviors of textile-reinforced mortar (TRM) composites made with carbon fiber textile and alumina cement-based mortar were investigated through direct tensile tests. Three different surface treatment details in the lap splice area were used to improve the tensile behaviors of the TRM composites: carbon fiber textile impregnated by epoxy, carbon fiber textile coated with aluminum oxide powder following epoxy impregnation, and carbon fiber textile coated with aluminum oxide powder following both carbon fiber fabric attachment and epoxy impregnation. Three different lap splice lengths were used 180, 200, and 220 mm. In addition, the tensile properties of TRM composites following exposure to high temperature were investigated as well. In this test, TRM test specimens were exposed to two different temperature histories with maximum values of 250 and 350 °C. The results of the test specimens according to the test parameters were analyzed in terms of initial stiffness, cracking strength, corresponding strain at cracking, modulus of elasticity in the cracked stage, peak strength, and ultimate strain. The influence of lap splice length on the tensile behaviors of the TRM composites was analyzed and discussed. The surface treatment in the overlapping region showed ductile behavior and resulted in a significant improvement of the peak strength and ultimate strain over the untreated lap splice textile. Following exposure to high temperature, the TRM composites showed a reduction of tensile responses compared to those cured at room temperature. In addition, a prediction model developed in the previous study was used to predict the tensile behaviors of the lap-spliced carbon fiber-textile reinforced mortar composites exposed to high temperature, and the prediction by the model showed a good agreement with the experimental results.
23
Truong, Gia Toai, Ngoc Hieu Dinh, Sang Hyun Park, Seung Jae Lee, Joo Young Kim, and Kyoung Kyu Choi. "Influence of Coating on Mechanical Performance of Lap-Spliced Carbon Fiber-Textile Reinforced Mortar (TRM)." Materials Science Forum 972 (October 2019): 64–68. http://dx.doi.org/10.4028/www.scientific.net/msf.972.64.
Full textAbstract:
In this study, the effect of coating methods in the lap splice area on mechanical performance of lap-spliced carbon textile reinforced mortar (TRM) composites was investigated. The coating methods included textile reinforcement coated with epoxy, textile reinforcement coated with aluminum oxide powder and epoxy, and textile reinforcement coated with aluminum oxide powder, epoxy, and carbon fiber fabrics. It appears that the coated specimens showed higher peak strength and ultimate strain than those of the uncoated one.
24
Yun, Hyo Jin, Hyun Ki Choi, and Chang Sik Choi. "An Analytical Study on Evaluation of Lap Splice Length of GFRP Rebar According to Reinforcement Ratio." Applied Mechanics and Materials 204-208 (October 2012): 799–802. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.799.
Full textAbstract:
In this study, 2D finite-element study was performed to evaluate the lap spliced length of GFRP rebar of concrete beam designed according to requirements of the current design codes. The analysis models using the general-purpose computer program ABAQUS 6.10-1(2010) are based on the test results of previous researcher. The effects of spliced length and GFRP reinforcement ratio of concrete beam were described in this paper. Total 63 analytical models were considered and nonlinear Finite Element Method (FEM) analysis was conducted. From the analytical results, lap splice length of GFRP rebar was evaluated according to flexural reinforcement ratio.
25
Wu, Chung Hao, Yu Feng Lin, How Ji Chen, and Ming Yuan Chen. "Confined Effect of Spiral Steel on the Bond Strength of Tension Lap Splice in SCC Beam." Materials Science Forum 947 (March 2019): 222–27. http://dx.doi.org/10.4028/www.scientific.net/msf.947.222.
Full textAbstract:
This study investigates the bond strength of tension lap splice of self-compacted concrete (SCC) beam with various confining reinforcement. Four beam specimens were cast with SCC for test, in which three kinds of confined conditions were selected. Results indicate that the spiral steel at the tension lap splice presents similar confined effect as that of the transverse stirrups with same pitch. The beam reinforced with moderate stirrups in addition to the spiral steel may increase the confining effect. SCC beam should arrange proper amount of stirrups at the region of tension lap splice to preserve the flexural ductility of the beam.
26
Pacholka, K., T. Rezansoff, and B. F. Sparling. "Stirrup distribution across the beam width in tension lap splices." Canadian Journal of Civil Engineering 26, no. 1 (February 1, 1999): 83–95. http://dx.doi.org/10.1139/l98-047.
Full textAbstract:
The influence of the distribution of transverse confining steel on the strength of tension lap splices was investigated experimentally in this study. Beam specimens contained three lap-spliced No. 35 bars placed in one layer. Either two or three stirrup legs were placed across the beam width to provide splitting confinement. Both configurations were designed to provide similar stirrup resistances for intercepting horizontal bond splitting. The effectiveness of the different stirrup configurations was compared by investigating the performance of beams subjected to static, fatigue, and fully reversed inelastic loading. Twenty-three full-size beam specimens were tested with the lap splice placed symmetrically within a maximum moment, zero-shear region. Specimens were constructed and tested in six different series (concrete batches). Within each series, the total bond resistance, as evaluated on the basis of CSA A23.3-94, was similar even though the lateral distribution of transverse steel was varied. Nine specimens were tested under monotonically increasing (static) loading to failure, six specimens were subjected to fatigue load cycling between 25% and 75% of their ultimate static strength, and eight specimens were subjected to fully reversed inelastic load cycling. Test results for six similar specimens from a previous study were also included in the current investigation analysis. Test results indicated that using three vertical stirrup legs across the beam width to provide a more uniform distribution of stirrup confinement significantly enhances post yield ductility under fully reversed inelastic load cycling. Meanwhile, specimens tested under static loading showed that CSA A23.3-94 provisions provide a consistent and conservative prediction of lap-splice strength for the specimen configurations investigated, regardless of the distribution of stirrup confinement across the beam width. Finally, the performance of fatigue specimens indicated a slight improvement with the use of the three-leg stirrup configuration. However, this result does not agree with previous observations made at the same institution where it was suggested that stirrup confinement intercepting vertical splitting plays a more significant role in defining fatigue resistance.Key words: reinforced concrete, bond, confinement, lap splices, stirrups, static loading, fatigue load cycling, inelastic load reversal.
27
Kelln, Roanne D., and Lisa R. Feldman. "Bar size factors for lap splices in block walls subjected to flexure." Canadian Journal of Civil Engineering 42, no. 8 (August 2015): 521–29. http://dx.doi.org/10.1139/cjce-2015-0024.
Full textAbstract:
An experimental investigation was conducted to evaluate bar size factors used for the calculation of required lap splice lengths according to US and Canadian codes for concrete block masonry walls subjected to out-of-plane loads. Wall splice specimens were constructed in running bond with all cells fully grouted, and were tested under monotonically increasing four-point loading. Specimens were longitudinally reinforced with either No. 15, 20, or 25 reinforcing bars with varying lap splice lengths that were sufficiently short to ensure that a bond failure would precede a failure in flexure. Modifications to the bar size factors included in both codes were derived from the resulting test data. The evaluation of the test data shows that decreases to lap splice lengths could be considered for walls subjected to out-of-plane loads, which would facilitate construction.
28
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.
Full textAbstract:
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.
29
Kim, Seung Hun, Yong Taeg Lee, T. S. Kim, Soo Yeon Seo, S. K. Baek, and Young Sang Cho. "Lap Strength of Headed Steel Reinforcements with Confinement." Key Engineering Materials 452-453 (November 2010): 17–20. http://dx.doi.org/10.4028/www.scientific.net/kem.452-453.17.
Full textAbstract:
In this research, the experimental works were conducted to study the lap strength of the headed reinforcements with confinement provided by stirrups or tie-down bars. Five lap splice specimens were tested. Wide beam specimens were fabricated with a lap splice at mid-span. They were loaded in flexure, placing the lap splice in tension. The variables in this study were: confinement details (stirrups, tie-down bars with stirrups) and lap length (10, 14 times the diameter of reinforcement). Specimens were instrumented to measure the load on the specimen, strain along the reinforcements with in the lap zone, and mid-span deflection. The cracking behavior was also observed and recorded. The following conclusions were drawn from the test results in this study; 1) The initial crack of the specimens lapped developed at the heads of reinforcements. The specimens failed by the crack with the struts acting between the opposing heads of lapped reinforcements. 2) Bond stress and confinement details contributed to increase strength and deformation. 3) CCD method evaluated the maximum strength as 4.95∼6.87 times the test maximum strength. The ratios of the test maximum strength and the maximum strength assumed by ACI 318-08 for headed deformed bars were 1.38∼2.01.
30
Ha, Sang Su, and Seung Hun Kim. "Flexural Performance of U-Shaped Precast Concrete Beams with Non-Contact Lapped Splice." Key Engineering Materials 385-387 (July 2008): 349–52. http://dx.doi.org/10.4028/www.scientific.net/kem.385-387.349.
Full textAbstract:
In this study, new moment-resisting precast concrete beam-column joint is proposed for moderate seismic regions. The new joint includes the connection reinforcing bars, penetrated the joint and lap-spliced with the bottom bars of precast U-beam. To evaluate the performance for non-contact lapped splice, experimental and analytical work were conducted, for major variables of the length of lap and the diameter of connection reinforcing bars(D19, D22, and D25). Results of experimental and analytical works show that these variables have much influence on flexural strength and ductility, and deformation of lapped joint. Using nonlinear finite element method, analytic research was performed for investigating crack and fracture patterns, load-deflection curve, comparison of internal force, evaluation of ductility, stains of reinforcement bar.
31
Lecce, Maura, and Jeffrey A. Packer. "Lap Splice Steel Connections with Stainless Steel Nails." Journal of Structural Engineering 129, no. 9 (September 2003): 1250–58. http://dx.doi.org/10.1061/(asce)0733-9445(2003)129:9(1250).
Full text
32
Mahmoud, Akram S., and Ziadoon M. Ali. "Behaviour of reinforced GFRP bars concrete beams having strengthened splices using CFRP sheets." Advances in Structural Engineering 24, no. 11 (March 22, 2021): 2472–83. http://dx.doi.org/10.1177/13694332211001515.
Full textAbstract:
When glass fibre-reinforced polymer (GFRP) bar splices are used in reinforced concrete sections, they affect the structural performance in two different ways: through the stress concentration in the section, and through the configuration of the GFRP–concrete bond. This study experimentally investigated a new method for increasing the bond strength of a GFRP lap (two GFRP bars connected together) using a carbon fibre-reinforced polymer (CFRP) sheet coated in epoxy resin. A new splicing method was investigated to quantify the effect of the bar surface bond on the development length, with reinforced concrete beams cast with laps in the concrete reinforcing bars at a known bending span length. Specimens were tested in four-point flexure tests to assess the strength capacity and failure mode. The results were summarised and compared within a standard lap made according to the ACI 318 specifications. The new method for splicing was more efficient for GFRP splice laps than the standard lap method. It could also be used for head-to-head reinforcement bar splices with the appropriate CFRP lapping sheets.
33
Liu, Yun-Lin, Jing-Jing Shi, Jun-Qi Huang, Guang-Shuo Wei, and Zhi-Xin Wu. "Grouting Defect Detection of Lapped Bar Connections Based on Impact-Echo Method." Shock and Vibration 2019 (October 14, 2019): 1–14. http://dx.doi.org/10.1155/2019/1934240.
Full textAbstract:
Grouted lap-splice connections are widely used for connecting precast concrete components. Grouting defects in the connections significantly influence the structural performance of the whole connection, which leads to the need for grouting defect detection. In this study, the impact-echo (IE) method was used for detecting defects in grouted lap-splice connections. Grouted connections with different levels of artificial grout defects were prepared in a shear wall, and the IE method was used to measure the frequency response. In addition, finite element (FE) analysis based on ABAQUS was conducted to simulate the tests. Based on the validated FE model, a parametric study was conducted to investigate the effect of the depth of the grout hole on the amplitude spectrum. The results indicated that (1) the IE method offered a good potential for grouting defect detection in grouted lap-splice connections; (2) the proposed FE model could well predict the frequency response of the grouting hole; and (3) the measured frequency and amplitude of the grouting hole in an impact-echo test would be considerably influenced by the hole depth.
34
Tabatabaei, Amirhomayoon, Abolfazl Eslami, Hamdy M. Mohamed, and Brahim Benmokrane. "Strength of compression lap-spliced GFRP bars in concrete columns with different splice lengths." Construction and Building Materials 182 (September 2018): 657–69. http://dx.doi.org/10.1016/j.conbuildmat.2018.06.154.
Full text
35
Chun, Sung-Chul, Sung-Ho Lee, and Bo-Hwan Oh. "Simplified Design Equation of Lap Splice Length in Compression." International Journal of Concrete Structures and Materials 4, no. 1 (June 30, 2010): 63–68. http://dx.doi.org/10.4334/ijcsm.2010.4.1.063.
Full text
36
Lagier, F., B. Massicotte, and J. P. Charron. "Bond strength of tension lap splice specimens in UHPFRC." Construction and Building Materials 93 (September 2015): 84–94. http://dx.doi.org/10.1016/j.conbuildmat.2015.05.009.
Full text
37
Rameshni, Ramin, Stefano Arcovio, Mark Green, and Colin MacDougall. "Experimental and numerical study of adhesively bonded glass fibre-reinforced polymer – to-steel double-shear lap splices." Canadian Journal of Civil Engineering 40, no. 11 (November 2013): 1140–49. http://dx.doi.org/10.1139/cjce-2012-0508.
Full textAbstract:
This study investigates, experimentally and using finite element analysis, the adhesive bond between glass fibre-reinforced polymer (GFRP) and steel. Seventeen double-shear lap-splice were fabricated and tested in tension. The results show that the methacrylate adhesive used had higher bond strengths than the epoxy adhesive. A finite element model for selected test specimens was developed to analyze the stress within the adhesive. The model was verified by comparison with strain data from the shear lap-splice tests. The model was used to determine the maximum principal stress in the epoxy adhesive and the maximum shear strain in the methacrylate adhesive at failure, and thus quantify the characteristic strength of these adhesives. It was shown that the ductility of the methacrylate adhesive allowed it to yield at locations of stress concentrations, providing higher splice capacity, despite having a lower nominal shear strength as compared with the epoxy adhesive.
38
Aly, Ragi. "Stress along tensile lap-spliced fibre reinforced polymer reinforcing bars in concrete." Canadian Journal of Civil Engineering 34, no. 9 (September 1, 2007): 1149–58. http://dx.doi.org/10.1139/l07-046.
Full textAbstract:
A theoretical study was carried out to investigate stress along tensile lap-spliced spaced or bundled fibre reinforced polymer (FRP) bars in concrete. R. Tepfers developed a mathematical model, which could be applied for any type of reinforcing bar, based on the modulus of displacement theory. The mathematical model can predict the bond stress and stresses in the reinforcing bars and the surrounding concrete. In this paper, the model developed by Tepfers was represented by applying the modulus of displacement theory, and theoretical predictions are compared with the experimental results from testing 16 large-scale concrete beams. Good agreement between the theoretical values and experimental results was observed at three stages of loading. Recommendations for investigating the modulus of displacement from pullout tests have been included. Lastly, the maximum average bond stress of spliced FRP bars can be estimated using the ultimate failure pattern analysis, in which the contributions of the splitting resistance were included.Key words: beams, fibre reinforced polymer (FRP) bars, bundled bars, concrete, tensile lap-splice, pullout tests, modulus of displacement, flexural tests.
39
Menegon, Scott J., John L. Wilson, Nelson T. K. Lam, and Emad F. Gad. "Experimental testing of reinforced concrete walls in regions of lower seismicity." Bulletin of the New Zealand Society for Earthquake Engineering 50, no. 4 (December 31, 2017): 494–503. http://dx.doi.org/10.5459/bnzsee.50.4.494-503.
Full textAbstract:
This paper provides an overview and the results of a recent experimental study testing the lateral cyclic displacement capacity of limited ductile reinforced concrete (RC) walls. The experimental program included one monolithic cast in-situ rectangular wall specimen and one monolithic cast in-situ box-shaped building core specimen. The specimens were tested using the MAST system at Swinburne University of Technology. They were tested under cyclic in-plane unidirectional lateral load with a shear-span ratio of 6.5. The specimens were detailed to best match typical RC construction practices in regions of lower seismicity, e.g. Australia, which generally results in a ‘limited ductile’ classification to the Australian earthquake loading code. This reinforcement detailing consisted of constant-spaced horizontal and vertical bars on each face of the wall and lap splices of the vertical reinforcement at the base of the wall in the plastic hinge region. The rectangular wall and building core specimens both achieved a relatively good lateral displacement capacity given the limited ductile reinforcement detailing adopted. The lap splice at the base of the specimens resulted in a somewhat different post-yield curvature distribution being developed. Rather than a typical plastic hinge with distributed cracks being developed, a ‘two crack’ plastic hinge was formed. This consisted of one major crack at the base of the wall and another at the top of the lap splice, with only hairline cracks developing between these two major cracks. The majority of the plastic rotation was concentrated in each of these two major cracks.
40
Kim, Jung Han, Ick-Hyun Kim, and Jin Ho Lee. "Experimental Study on the Behavior of Existing Reinforced Concrete Multi-Column Piers under Earthquake Loading." Applied Sciences 11, no. 6 (March 16, 2021): 2652. http://dx.doi.org/10.3390/app11062652.
Full textAbstract:
When a seismic force acts on bridges, the pier can be damaged by the horizontal inertia force of the superstructure. To prevent this failure, criteria for seismic reinforcement details have been developed in many design codes. However, in moderate seismicity regions, many existing bridges were constructed without considering seismic detail because the detailed seismic design code was only applied recently. These existing structures should be retrofitted by evaluating their seismic performance. Even if the seismic design criteria are not applied, it cannot be concluded that the structure does not have adequate seismic performance. In particular, the performance of a lap-spliced reinforcement bar at a construction joint applied by past practices cannot be easily evaluated analytically. Therefore, experimental tests on the bridge piers considering a non-seismic detail of existing structures need to be performed to evaluate the seismic performance. For this reason, six small scale specimens according to existing bridge piers were constructed and seismic performances were evaluated experimentally. The three types of reinforcement detail were adjusted, including a lap-splice for construction joints. Quasi-static loading tests were performed for three types of scale model with two-column piers in both the longitudinal and transverse directions. From the test results, the effect on the failure mechanism of the lap-splice and transverse reinforcement ratio were investigated. The difference in failure characteristics according to the loading direction was investigated by the location of plastic hinges. Finally, the seismic capacity related to the displacement ductility factor and the absorbed energy by hysteresis behavior for each test were obtained and discussed.
41
Kalogeropoulos, George, and Alexander-Dimitrios Tsonos. "Cyclic Performance of RC Columns with Inadequate Lap Splices Strengthened with CFRP Jackets." Fibers 8, no. 6 (June 13, 2020): 39. http://dx.doi.org/10.3390/fib8060039.
Full textAbstract:
The cyclic performance of non-seismically designed reinforced concrete (RC) columns, strengthened with carbon fiber reinforced polymer (CFRP) jackets, was analytically and experimentally investigated herein. Three cantilever column specimens were constructed, incorporating design parameters of the period 1950s–1970s, namely with concrete of a low compressive strength, plain steel bars, widely-spaced ties and inadequate lap splices of reinforcement. The specimens were strengthened using CFRP jackets and were subsequently subjected to cyclic inelastic lateral displacements. The main parameters examined were the length of the lap splices, the acceptable relative bar slipping value and the width of the jackets. The hysteresis behaviors of the enhanced columns were compared, while also being evaluated with respect to those of two original columns and to the seismic performance of a control specimen with continuous reinforcement, tested in a previous work. An analytical formulation was proposed for accurately predicting the seismic responses of the column specimens, comparing the actual shear stress value with the ultimate shear capacity of the concrete in the lap splice region. The test results verified the predictions of the analytical model, regarding the seismic performance of the strengthened columns. Moreover, the influences of the examined parameters in securing the ductile hysteresis performance were evaluated.
42
Mohammed, Abbas Sadiq, and Ali Laftah Abbas. "Effect of Using Recycled Coarse Aggregate to the Bond Stress in Term of Beam Splice Specimens." Civil Engineering Journal 5, no. 10 (October 21, 2019): 2180–97. http://dx.doi.org/10.28991/cej-2019-03091403.
Full textAbstract:
In fact, demolition west disposal represents a serious problem in the civil engineering work since such materials are accumulated in large quantities. In this way, using these materials in new construction is considered a good sustainable and cost effective solution. The basic objective of this study is to investigate the behavior of lap splice when recycled coarse aggregate is used in structural members by experimental program. This program comprises casting 12 beam splice specimens. Two mix designs are proposed with nominal compressive strength of 20 and 30 MPa, more precisely, the degrees of coarse recycled aggregate partial replacement ratio that taken throughout this study are 0, 50 and 100% respectively using a crushed concrete casted with the same original mixes defined. Since a considerable lack of information was observed about the role of recycled coarse aggregate when the bond stress is taken into account, the beam splice specimens during this study were devoted to investigate lap splice bond strength in both singly and doubly beams to discover the desired behavior in tension and compression. The results showed that the degree of recycled coarse aggregate decreases the consequent bond stress in term of beam splice specimens for singly and doubly beams. The brittle failure behavior is evident in the entire beam specimens that conducted throughout this study.
43
Lee, Gi-Yeol, Woo Kim, and Hwa-Min Lee. "Tension Lap Splice Length in High-Strength Concrete Flexural Members." Journal of the Korea Concrete Institute 21, no. 6 (December 31, 2009): 753–61. http://dx.doi.org/10.4334/jkci.2009.21.6.753.
Full text
44
Ginting, Arusmalem. "Kajian Sambungan Lewatan Jenis Contact Lap Splice pada Beton Bertulang." Jurnal Teknik Sipil 4, no. 2 (March 26, 2019): 105–14. http://dx.doi.org/10.28932/jts.v4i2.1300.
Full textAbstract:
Karena keterbatasan dalam proses pengangkutan (transportasi) maka panjang batang tulangan bajahasil industri yang tersedia di pasaran umumnya dibatasi. Keterbatasan panjang batang tulangan bajaini mengakibatkan perlunya diadakan penyambungan tulangan. Sambungan yang umum digunakanadalah sambungan lewatan karena harganya lebih ekonomis. Panjang sambungan lewatan yangdibutuhkan harus diperhitungkan untuk menghindari keruntuhan atau kegagalan sambungan. Tujuandari penelitian ini adalah untuk mengetahui pengaruh panjang sambungan lewatan jenis contact lapsplice terhadap kuat lentur balok beton bertulang. Pada penelitian ini digunakan 18 buah benda ujibalok dengan dimensi 20 x 20 x 120 cm. Benda uji balok dibagi menjadi 9 variasi panjang sambunganlewatan yang masing-masing variasi terdiri dari 2 benda uji. Variasi panjang sambungan lewatan yangdigunakan adalah: 0, 7.50, 11.25, 15.00, 19.50, 22.50, 25.50, 30.00 cm, dan balok dengan tulanganutuh tanpa sambungan sebagai pembanding. Pengujian balok dilakukan dengan cara pembebanan duatitik pada loading frame yang dilengkapi dengan hydraulic jack dan load cells untuk memberikanbeban. Dari hasil penelitian ini didapat kuat tekan rata-rata silinder beton sebesar 29 MPa. Teganganluluh rata-rata tulangan D7,32 sebesar 344,50 MPa. Peningkatan panjang sambungan lewatan daripanjang sambungan lewatan minimum yang diperlukan tidak memberikan pengaruh yang berartiterhadap peningkatan kuat lentur balok. Balok dengan panjang sambungan lewatan yang mencukupidapat mempunyai kuat lentur yang sama atau lebih dari balok dengan tulangan utuh tanpa sambungan.
45
Sumi, A., H. Kimura, M. Yamada, and Y. Miyauti. "The development of the new lap splice with headed anchor." Concrete Journal 39, no. 2 (2001): 36–42. http://dx.doi.org/10.3151/coj1975.39.2_36.
Full text
46
Soliman, Eslam M., Usama F. Kandil, and Mahmoud M. Reda Taha. "Investigation of FRP Lap Splice Using Epoxy Containing Carbon Nanotubes." Journal of Composites for Construction 19, no. 2 (April 2015): 04014045. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000504.
Full text
47
Ali, Waleed A., and Rana Elnakeeb. "Behavior of Lap Splice Reinforcement Bars in Light weight Concrete." International Journal of Engineering and Technology 12, no. 1 (February 29, 2020): 16–28. http://dx.doi.org/10.21817/ijet/2020/v12i1/201201003.
Full text
48
Aboutaha, Riyad S., Michael D. Engelhardt, James O. Jirsa, and Michael E. Kreger. "Retrofit of Concrete Columns with Inadequate Lap Splices by the Use of Rectangular Steel Jackets." Earthquake Spectra 12, no. 4 (November 1996): 693–714. http://dx.doi.org/10.1193/1.1585906.
Full textAbstract:
This paper describes an experimental research program on the use of rectangular steel jackets for seismic retrofit of non-ductile reinforced concrete frame columns. Eleven large scale columns were tested to examine the effectiveness of various types of steel jackets for improving the ductility and strength of columns with an inadequate lap splice in the longitudinal reinforcement. Response of the columns before and after being strengthened with steel jackets was examined. Several types of steel jackets were investigated, including rectangular solid steel jackets with and without adhesive anchor bolts. The test results indicate that a thin rectangular steel jacket combined with adhesive anchor bolts can be a highly effective retrofit measure for reinforced concrete columns with an inadequate lap splice. Design guidelines for the use of rectangular steel jackets as a seismic retrofit for non-ductile reinforced concrete columns are presented.
49
Kim, Chul-Goo, Hong-Gun Park, Tae-Wan Kim, and Tae-Sung Eom. "Effects of Lap Splice Details on Seismic Performance of RC Columns." Journal of the Earthquake Engineering Society of Korea 20, no. 6 (November 1, 2016): 351–60. http://dx.doi.org/10.5000/eesk.2016.20.6.351.
Full text
50
HIRAISHI, Hisahiro, Munenori YAMADA, and Ryohei SAITO. "DEVELOPMENT OF HINGE ISOLATED REINFORCED CONCRETE MEMBERS WITH LAP SPLICE SYSTEM." Journal of Structural and Construction Engineering (Transactions of AIJ) 70, no. 592 (2005): 159–65. http://dx.doi.org/10.3130/aijs.70.159_1.
Full text