Abstract
Twelve full-scale reinforced concrete beams with two tension lap splices were constructed and tested under a four-point loading test. Half of these beams had shorter lap splices than that recommended by American Concrete Institute Building Code ACI 318-19; they failed by bond loss between steel and concrete at the lap splice region before rebar yielding. The other half of the beams were designed with a lap splice length slightly exceeding that recommended by ACI 318-19; they failed by rebar yielding and exhibited a ductile behavior. Several strain gauges were attached to the longitudinal bars in the lap splice region to study the local behavior of deformed bars during loading. The strain in a rebar was maximum at the loaded end of the lap splice and progressively decreased toward the unloaded end because the rebar at this end could not sustain any load. Stress flow discontinuity occurred at the loaded end and caused stress concentration. The effect of this concentration was investigated based on test results. The comparison of bond strengths calculated by existing equations and those of tested specimens indicated that the results agreed well.
Highlights
The strain gauge data of stirrups in lapspliced specimens show that transverse reinforcement yielding is extremely rare, so it does not contribute to the bond strength of the lap splice [4,5,6,7,8,9]
If transverse reinforcement is spaced apart outside the lap splice region, splitting cracks can propagate toward this region; their widths can exceed those of cracks inside the lap splice region [13]
Several strain gauges were attached to the beam rebars to study the local behavior of lap splices that undergo yield or bond failure; all specimens were tested under four-point loading
Summary
Wu et al [17], Garcia et al [18], and Gaurav and Singh [19] studied the strain behavior of lap-spliced bars by attaching steel strain gauges just outside the ends of the splice. They found that the lap bond can bars of different deformation patterns They found that the lap splice bond strength can be increased using high relative rib area bars. Reinforcement yield strength, coarse lapbars, spliceconcrete length, compressive and bar deformation They formulated an aggregate empirical type, lap splice length, and bar deformation pattern. Because bond of orrebars yield failure can occur inconcrete the lap along splicesthe of lap RC splice structures that the mechanical behavior and surrounding length is resist flexural moments, localfailure strain along lap-spliced rebars canofconsiderably necessary. The tested bond strengths of the beams are compared with existing bond strength empirical models reported in the literature, i.e., Orangun et al [2], Darwin et al [24], and Esfahani and Kianoush [30]
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