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Journal articles on the topic 'Lap-splices'

Author: Grafiati

Published: 4 June 2021

Last updated: 15 February 2022

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1

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

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Full-scale specimens were tested so that lap spliced bottom bars were subjected to cyclic tension loading. The major variable was the degree of transverse confining reinforcement (stirrups) provided along the lap. Lap splices were confined either with the maximum transverse reinforcement deemed to be effective for static loading, permitting the use of shorter lap splice lengths, or with stirrups spaced at approximately one half the effective depth of the beam, requiring the use of a longer lap length. Failure in all specimens with heavier stirrups (shorter laps) occurred with fatiguing of the reinforcing steel, showing fatigue resistances that were comparable with the results for continuous bars tested in flexure. With the lighter (nominal) stirrups, fatigue loading usually produced a splice failure, where the confining concrete split away from the lap in a typical bond failure after fewer load cycles. For comparable bond resistance under static loading, the beams with the heavier stirrup confinement along a shorter lap length were superior under fatigue loading. As previously shown with low cycle, high intensity reversal (seismic) loading, the current study shows that it is prudent to provide a high degree of transverse reinforcing confinement to lap splices that are subjected to fatigue loading. Key words: concrete, reinforcement, lap splices, fatigue, bond, beams, confinement, stirrups, tension.

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2

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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3

Tastani, S. P., E. Brokalaki, and S. J. Pantazopoulou. "State of Bond along Lap Splices." Journal of Structural Engineering 141, no. 10 (October 2015): 04015007. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001243.

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4

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

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5

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

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The limited lengths of reinforcing bars have been commonly found in the practical construction of most reinforced concrete structures. The required length of a bar may be longer than the available stock of steel length. For maintaining desired continuity of the reinforcement in almost all reinforced concrete structures, some reinforcing bars should be carefully spliced. In the case of long flexural beam, bar installers end up with two or even more pieces of steel that must be spliced together to accomplish the desired steel length. An experimental study was conducted to investigate flexural behavior of reinforced concrete beams utilizing a variety lap splices of reinforcing steel bars under two-point loading. Five variations of lap splices of reinforcing steel bars positioned at midspan of tensile reinforcement of the beam were investigated. Welded joints and overlapped splices were used to construct the variation of lap splices of reinforcing steel bars. The general trend in crack pattern, the load deflection characteristics and the mode of failure of flexural beams under two-point loading were also observed. The flexural strength comprising load-displacement response, flexural crack propagation, displacement ductility is briefly discussed in this paper.

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6

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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7

Tarquini, Danilo, João P. Almeida, and Katrin Beyer. "Uniaxial Cyclic Tests on Reinforced Concrete Members with Lap Splices." Earthquake Spectra 35, no. 2 (May 2019): 1023–43. http://dx.doi.org/10.1193/041418eqs091dp.

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This data paper presents the quasi-static uniaxial cyclic tests of 24 reinforced concrete members, of which 22 feature lap splices and 2 are reference units with continuous reinforcement. The objective of the experimental program is to investigate the influence of lap splice length ( ls), confining reinforcement, and loading history on the behavior of lap splices. Particular attention is placed on the measurement of local deformation quantities, such as lap splice strains and rebar-concrete slip. Details of the geometry and reinforcement layout of the specimens as well as the employed test setup, instrumentation, and loading protocols are provided. The global behavior of the test units, including the observed crack pattern and failure modes, are discussed. The organization of the experimental data, which are made available for public use under DOI: 10.5281/zenodo.1205887, is outlined in detail.

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8

Canbay, Erdem. "Comparison of code provisions on lap splices." Structural Engineering and Mechanics 27, no. 1 (September 10, 2007): 63–75. http://dx.doi.org/10.12989/sem.2007.27.1.063.

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9

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

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10

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

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

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11

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.

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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.

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12

Canbay, Erdem, and Dogu Bozalioglu. "Evaluation of tension lap splices for code provisions." Proceedings of the Institution of Civil Engineers - Structures and Buildings 165, no. 8 (September 2012): 443–53. http://dx.doi.org/10.1680/stbu.10.00065.

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13

ElGawady, Mohamed, Mesay Endeshaw, David McLean, and Ronald Sack. "Retrofitting of Rectangular Columns with Deficient Lap Splices." Journal of Composites for Construction 14, no. 1 (February 2010): 22–35. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000047.

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14

Nawaz, Waleed, Sherif Yehia, and Mohamed Elchalakani. "Lap splices in confined self-compacting lightweight concrete." Construction and Building Materials 263 (December 2020): 120619. http://dx.doi.org/10.1016/j.conbuildmat.2020.120619.

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15

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.

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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.

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16

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.

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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.

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17

Opabola, Eyitayo A., and Kenneth J. Elwood. "Seismic assessment of reinforced concrete columns with short lap splices." Earthquake Spectra 37, no. 3 (March 29, 2021): 1726–57. http://dx.doi.org/10.1177/8755293021994834.

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Existing reinforced concrete (RC) columns with short splices in older-type frame structures are prone to either a shear or bond mechanism. Experimental results have shown that the force–displacement response of columns exhibiting these failure modes are different from flexure-critical columns and typically have lower deformation capacity. This article presents a failure mode-based approach for seismic assessment of RC columns with short splices. In this approach, first, the probable failure mode of the component is evaluated. Subsequently, based on the failure mode, the force–displacement response of the component can be predicted. In this article, recommendations are proposed for evaluating the probable failure mode, elastic rotation, drift at lateral failure, and drift at axial failure for columns with short splices experiencing shear, flexure, or bond failures.

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18

Chun, Sung-Chul, and Jin-Gon Lee. "Strengths of Lap Splices Anchored by SD600 Headed Bars." Journal of the Korea Concrete Institute 25, no. 2 (April 30, 2013): 217–24. http://dx.doi.org/10.4334/jkci.2013.25.2.217.

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19

Wanhill, R. J. H., and M. F. J. Koolloos. "Fatigue and corrosion in aircraft pressure cabin lap splices." International Journal of Fatigue 23 (2001): 337–47. http://dx.doi.org/10.1016/s0142-1123(01)00147-5.

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20

Villalobos, Enrique, David Escolano-Margarit, Ana Luisa Ramírez-Márquez, and Santiago Pujol. "Seismic response of reinforced concrete walls with lap splices." Bulletin of Earthquake Engineering 15, no. 5 (November 21, 2016): 2079–100. http://dx.doi.org/10.1007/s10518-016-0051-0.

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21

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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22

Chun, Sung Chul, and Taehun Ha. "Cyclic Behavior of Wall-Slab Joints with Lap Splices of Cold-Straightened Rebars and Mechanical Splices." Journal of Structural Engineering 141, no. 2 (February 2015): 04014101. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001064.

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23

Rousakis, Theodoros, Evgenia Anagnostou, and Theodora Fanaradelli. "Advanced Composite Retrofit of RC Columns and Frames with Prior Damages—Pseudodynamic Finite Element Analyses and Design Approaches." Fibers 9, no. 9 (September 6, 2021): 56. http://dx.doi.org/10.3390/fib9090056.

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This study develops three-dimensional (3D) finite element (FE) models of composite retrofits in deficient reinforced concrete (RC) columns and frames. The aim is to investigate critical cases of RC columns with inadequate lap splices of bars or corroded steel reinforcements and the beneficial effects of external FRP jacketing to avoid their premature failure and structural collapse. Similarly, the RC-frame FE models explore the effects of an innovative intervention that includes an orthoblock brick infill wall and an advanced seismic joint made of highly deformable polymer at the boundary interface with the RC frame. The experimental validation of the technique in RC frames is presented in earlier published papers by the authors (as well as for a four-column structure), revealing the potential to extend the contribution of the infills at high displacement ductility levels of the frames, while exhibiting limited infill damages. The analytical results of the advanced FE models of RC columns and frames compare well with the available experimental results. Therefore, this study’s research extends to critical cases of FE models of RC frames with inadequate lap splices or corroded steel reinforcements, without or with brick wall infills with seismic joints. The advanced pseudodynamic analyses reveal that for different reinforcement detailing of RC columns, the effects of inadequate lap-spliced bars may be more detrimental in isolated RC columns than in RC frames. It seems that in RC frames, additional critical regions without lap splices are engaged and redistribution of damage is observed. The detrimental effects of corroded steel bars are somewhat greater in bare RC frames than in isolated RC columns, as all reinforcements in the frame are considered corroded. Further, all critical cases of RC frames with prior damages at risk of collapse may receive the innovative composite retrofit and achieve higher base shear load than the original RC frame without corroded or lap-spliced bars, at comparable top displacement ductility. Finally, the FE analyses are utilized to propose modified design equations for the shear strength and chord rotation in cases of failure of columns with deficiencies or prior damages in RC structures.

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24

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.

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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.

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25

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.

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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.

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26

Klymovych, I. M., and Yu O. Nesterenko. "Use of an international experience of mechanical reinforcement bars splicing in Ukraine." Наука та будівництво 23, no. 1 (March 2, 2020): 36–43. http://dx.doi.org/10.33644/01104.

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The problematic of reinforcement bars splicing by overlap tying and by the way of welding is described, as well as alternative splicing by the mechanical compression couplers as a way of its solution. Lap splicing showed good results in structures with small nominal dimensions of steel bars, low rate yield strength and in buildings not higher than 15 floors. Welding is the more flexible method of steel bars splicing but its use brings to rising costs and complicity of construction work. The quality of welded splices depends on many factors mainly on the existing problems in welding process. The analysis of world construction practice shows a more reliable, technological and effective way of splicing reinforcement bars it means the use of connecting couplers i.e. mechanical rebar coupling. Successful international experience of applying mechanical steel bars splicing in USA, Japan, China, Kazakhstan, UAE, etc. is described. It must be noted that with the advance of the enactment of DBN V 2.6-98 and DSTU B V.2.6-156, standard acceptable methods of steel bars splicing in Ukraine are lap splicing, welded connections and mechanical splicing. General technical requirements of the connections of reinforcement were analyzed and systematized, as well as general advantages of mechanical splices were proved. Analysis of international and native regulations showed that in Ukraine it should be taken more strict requirements for mechanical splices. Methodology and test results of mechanical splices were covered. A number of regulation documents were developed as a result of large scale theoretical and experimental research of mechanical connections. The technology of coupling of reinforcement bars was applied at many construction projects as well as in seismic regions.

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27

Klymovych, I. M., and Yu O. Nesterenko. "Use of an international experience of mechanical reinforcement bars splicing in Ukraine." Наука та будівництво 23, no. 1 (March 2, 2020): 36–43. http://dx.doi.org/10.33644/scienceandconstruction.v23i1.125.

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The problematic of reinforcement bars splicing by overlap tying and by the way of welding is described, as well as alternative splicing by the mechanical compression couplers as a way of its solution. Lap splicing showed good results in structures with small nominal dimensions of steel bars, low rate yield strength and in buildings not higher than 15 floors. Welding is the more flexible method of steel bars splicing but its use brings to rising costs and complicity of construction work. The quality of welded splices depends on many factors mainly on the existing problems in welding process. The analysis of world construction practice shows a more reliable, technological and effective way of splicing reinforcement bars it means the use of connecting couplers i.e. mechanical rebar coupling. Successful international experience of applying mechanical steel bars splicing in USA, Japan, China, Kazakhstan, UAE, etc. is described. It must be noted that with the advance of the enactment of DBN V 2.6-98 and DSTU B V.2.6-156, standard acceptable methods of steel bars splicing in Ukraine are lap splicing, welded connections and mechanical splicing. General technical requirements of the connections of reinforcement were analyzed and systematized, as well as general advantages of mechanical splices were proved. Analysis of international and native regulations showed that in Ukraine it should be taken more strict requirements for mechanical splices. Methodology and test results of mechanical splices were covered. A number of regulation documents were developed as a result of large scale theoretical and experimental research of mechanical connections. The technology of coupling of reinforcement bars was applied at many construction projects as well as in seismic regions.

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28

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.

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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.

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29

KADORIKU, Junichi, and Reiji TANAKA. "EVALUATION OF TEST DATA ON LAP SPLICES OF DEFORMED BARS." Journal of Structural and Construction Engineering (Transactions of AIJ) 435 (1992): 131–39. http://dx.doi.org/10.3130/aijsx.435.0_131.

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30

Lundgren, K. "FE analyses and tests of lap splices in frame corners." Structural Concrete 3, no. 2 (June 2002): 47–57. http://dx.doi.org/10.1680/stco.2002.3.2.47.

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31

Lee, Chang Seok, Yi Seul Park, and Sang Whan Han. "Bidirectional Lateral Loading of RC Columns with Short Lap Splices." Journal of the Earthquake Engineering Society of Korea 24, no. 1 (January 31, 2020): 19–27. http://dx.doi.org/10.5000/eesk.2020.24.1.019.

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32

MIURA, Takashi, and Tomohiro SUZUKI. "Effect of transverse reinforcement on the strength of lap splices." Doboku Gakkai Ronbunshu, no. 378 (1987): 53–59. http://dx.doi.org/10.2208/jscej.1987.378_53.

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33

Lagier, Fabien, Bruno Massicotte, and Jean-Philippe Charron. "3D Nonlinear Finite-Element Modeling of Lap Splices in UHPFRC." Journal of Structural Engineering 142, no. 11 (November 2016): 04016087. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001549.

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34

Muin, Resmi Bestari, and Muchammad Sholeh. "Assessment on Tension Bar Lap Splices of Concrete Reinforcement Steel." IOP Conference Series: Materials Science and Engineering 453 (November 29, 2018): 012068. http://dx.doi.org/10.1088/1757-899x/453/1/012068.

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35

Dagenais, Marc-André, and Bruno Massicotte. "Tension Lap Splices Strengthened with Ultrahigh-Performance Fiber-Reinforced Concrete." Journal of Materials in Civil Engineering 27, no. 7 (July 2015): 04014206. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0001169.

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36

Bonacci, J. F. "Discussion: Confinement limits for tension lap splices under static loading." Canadian Journal of Civil Engineering 20, no. 4 (August 1, 1993): 715–16. http://dx.doi.org/10.1139/l93-089.

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37

Rezansoff, T., U. S. Konkankar, and Y. C. Fu. "Reply: Confinement limits for tension lap splices under static loading." Canadian Journal of Civil Engineering 20, no. 4 (August 1, 1993): 716. http://dx.doi.org/10.1139/l93-090.

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38

Rezansoff, T., S. Zhang, and B. F. Sparling. "Influence of different stirrup configurations on lap splices in beams." Canadian Journal of Civil Engineering 24, no. 1 (February 1, 1997): 106–14. http://dx.doi.org/10.1139/l96-094.

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39

Chowdhury, Sharmin Reza, and Kutay Orakcal. "An analytical model for reinforced concrete columns with lap splices." Engineering Structures 43 (October 2012): 180–93. http://dx.doi.org/10.1016/j.engstruct.2012.05.019.

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40

Zanuy, Carlos, and Iván M. Díaz. "Stress distribution and resistance of lap splices under fatigue loading." Engineering Structures 175 (November 2018): 700–710. http://dx.doi.org/10.1016/j.engstruct.2018.08.067.

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41

Tarabia, Ahmed M., Zaki I. Mahmoud, Mohie S. Shoukry, and Amhmed A. Abudina. "Performance of R.C. slabs with lap splices using headed bars." Alexandria Engineering Journal 55, no. 3 (September 2016): 2729–40. http://dx.doi.org/10.1016/j.aej.2016.05.018.

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42

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.

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Abstract:

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.

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43

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.

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Abstract:

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.

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44

Chun, Sung-Chul, Jin-Gon Lee, and Tae-Hun Ha. "Cyclic Behavior of Wall-Slab Joints with Lap Splices of Coldly Straightened Re-bars and with Mechanical Splices." Journal of the Korea Concrete Institute 24, no. 3 (June 30, 2012): 275–83. http://dx.doi.org/10.4334/jkci.2012.24.3.275.

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45

KADORIKU, Junichi. "THE BEHAVIOR OF LAP SPLICES IN HIGH-STRENGTH REINFORCED CONCRETE MEMBERS." Journal of Structural and Construction Engineering (Transactions of AIJ) 453 (1993): 123–30. http://dx.doi.org/10.3130/aijsx.453.0_123.

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46

KIM, InSung, James O. JIRSA, and Oguzhan BAYRAK. "Use of CFRP to Strengthen Lap Splices of Reinforced Concrete Columns." IABSE Congress Report 17, no. 27 (January 1, 2008): 88–89. http://dx.doi.org/10.2749/222137908796291877.

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47

Karabinis, Athanasios I. "Reinforced concrete beam-column joints with lap splices under cyclic loading." Structural Engineering and Mechanics 14, no. 6 (December 25, 2002): 649–60. http://dx.doi.org/10.12989/sem.2002.14.6.649.

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48

Grether, A., C. Scheuerlein, A. Ballarino, and L. Bottura. "Electromechanical behaviour of REBCO tape lap splices under transverse compressive loading." Superconductor Science and Technology 29, no. 7 (June 3, 2016): 074004. http://dx.doi.org/10.1088/0953-2048/29/7/074004.

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49

Kim, T. H., B. S. Kim, Y. S. Chung, and H. M. Shin. "Seismic performance assessment of reinforced concrete bridge piers with lap splices." Engineering Structures 28, no. 6 (May 2006): 935–45. http://dx.doi.org/10.1016/j.engstruct.2005.10.020.

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50

Lee, Chang Seok, Chang Dae Heo, Hyeyoung, Koh, and Sang Whan Han. "Cyclic Behavior of Existing RC Columns with Lap Splices under Biaxial Bending." Journal of the Korea Concrete Institute 30, no. 5 (October 31, 2018): 473–80. http://dx.doi.org/10.4334/jkci.2018.30.5.473.

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