![]() ![]() The required splice length was about 170 mm for the single fabrics and it was about 310 mm for the double fabrics. From the lap-splice tests in direct tension, an increased lap-splice length was required for the double fabrics over that for the single fabrics. Full strength of the carbon fabric was developed in all tensile tests while the C-FRCM with two fabric layers (with axial fiber amount = 0.59% by vol.) showed pseudo-ductile behavior. Nominal strength of the C-FRCM with two fabric layers was 11.0 MPa while it was 7.4 MPa with one fabric layer in tension. Test variable for the tensile test was number of fabric layers (one or two layers). Test plans were developed in due consideration of prefabricated C-FRCM for strengthening concrete columns: 14 tensile tests, 12 lap-splice tests, and 6 uniaxial compression tests of plain concrete specimens confined by C-FRCM were performed. Green high-strength mortar was used in this study which actively utilized recycled fine aggregate and fine waste glass powder to partially substitute cementitious binder. The comparison of bond strengths calculated by existing equations and those of tested specimens indicated that the results agreed well.ĪbstractResults of an experimental study aimed to evaluate tensile performance, lap-splice length of carbon fabric-reinforced cementitious matrix system (C-FRCM), and performance of concretes confined by C-FRCM are presented. The effect of this concentration was investigated based on test results. Stress flow discontinuity occurred at the loaded end and caused stress concentration. 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. 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 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. 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. Twelve full-scale reinforced concrete beams with two tension lap splices were constructed and tested under a four-point loading test. ![]()
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