specimens SCC1 and SCG2 respectively. For loads higher than the above values up to

peak the strain gages recorded large increases in the strain. Typically the strain located

close to the south load location recorded larger strains than the gage located close to the

north load location. The difference in the recorded strains was due to the different

sectional properties between the locations where the gages were attached. The south side

of the specimen had a smaller diameter cross-section than the north side. Therefore,

failure occurred at the south side of the constant moment region which was confirmed by

the data. This trend was typical for all other specimens even though the strain values

recorded were different in each specimen. The peak strain recorded at the south side of

the constant moment region for specimen SCC1 was higher than the strain recorded for

specimen SCG1. This was also typical for all specimens. The lower strains recorded for

the specimens reinforced with the CFRP grid were due to the restrain that the grid

provided to the lateral expansion of the concrete. The reduction in the lateral

displacement of the grid specimens resulted in lower strains.


 S1
 -- $- S2






 Figure 6-40. Typical compression zone strain profile for specimens SCC3 and SCG3S2
 --S3
 Fgr6- yI p









Figure 6-40. Typical compression zone strain profile for specimens SCC3 and SCG3