SPLICE BARS CODE

Instrumented splice specimens provided evidence of bond loss within the lap splice region. Removal of concrete cover at the ends of the lap splice length following testing of the specimens showed evidence of slip of the lapped bars. The formation of a large crack at one end of the lap splice length and a review of the load versus deflection behaviour indicated a sudden bond failure of the specimens. Observed cracks in the shear spans remained vertical and suggest the development of arch action within this region. An empirically derived equation to predict the bond capacity of plain steel bars was determined to be proportional to both the splice length and the nominal bar diameter.

SPLICE BARS CODE

The CEB-FIP Model Code provisions for average bond stress of plain steel bars underestimated the maximum applied load recorded for the tested specimens by 16% on average. The load capacity of two specimens reinforced with plain steel bars was 60% of the reported load resistance of specimens with identical geometry and reinforced with deformed bars.

In addition to that, a strain compatibility analysis, average bond stress distribution, and flexural section analysis within the lap splice length of the instrumented specimens are also reported.Īll of the specimens failed in bond within the lap splice length. The maximum applied load for the specimens and their observed failure behaviour are reported. Fifteen splice specimens reinforced with plain steel bars, including three specimens instrumented with both steel and concrete strain gauges, were tested under monotonically applied four-point loading to develop a database of reliable bond test results and contribute to the development of a reliability based bond provision for plain steel bars to evaluate historical concrete structures.

Splice bars