For the SEGB specimens developed in the laboratory, the optimal CB filler content was 47.5%.
The exposed specimens developed various levels of corrosion pits in and around the holes.
Strengthened specimens developed the nominal flexural strength, and hence, the observed maximum base shear was controlled by flexure.
In terms of failure modes, concrete specimens developed severe crushing and spalling near the shear plane, whereas only a dominant crack was formed in ECC specimens.
The test results indicate that all specimens developed a large inelastic rotation capacity of more than 0.05 rad with stable hysteretic response.
All the specimens developed plastic rotations in excess of 3% rad, suggesting that the ductility capacity of the specimens exceeds the requirements for special moment frame connections in the AISC seismic provisions.
The test results showed that the steel beams of all specimens developed satisfactory plastic rotation capacity and that the surfaces of the concrete in the connection zone remained in a sound condition without major cracks.
The results showed that drying of unrestrained specimens develop few and randomly distributed cracks, neither connected to each other nor to the specimen surface, with short extensions into the slab depth.
ECC specimens developed higher peak load compared to their NC counterparts.
However, since the main reinforcements of these specimens were yielded when the specimens developed the maximum displacements at mid-span, the bond-slip effect and the loading history of constituent materials are expected to deliver considerable influence on the structural behavior.
