| Summary: | 碩士 === 國立台灣工業技術學院 === 營建工程技術研究所 === 85 === The current design procedures of the beam-column joints
are not convincing because of poor understanding of
joint behavior. The ACI 318-95 code sets up the limits of the
individual design parameter to insure indirectly the
satisfaction of the demand of structural behavior based on the
test results with the normal strength concrete (NSC). However,
with the development of technology of the high strength concrete
(HSC), whether the limits of design parameters in the ACI code
are suitable is still controversial.
This research first summarized the deign codes of United States,
Japan, and New Zealand, and the different tendency of design
parameters with increasing concrete strength among different
codes was discussed. We found that the demands of transverse
reinforcement in the joint region among codes are obvious
different. Then, a data-bank composed of the test results of 89
exterior beam-column joints was established. Further, we defined
the standard of failure-mode classification, based on the
performance criteria of joint behavior. According to the
investigation on the design parameters of HSC and NSC corner
beam-column joints, we recommended the ACI code to revise the
provision on the effective shear area of the exterior joint.
With this modification, the demand of transverse reinforcement
for the ACI code can possibly reduce 25%. Besides, the data-bank
is used to check a joint shear-resistant model based on the
diagonal strut concept, and it is found that the model is
unsuitable for the beam-column joint with hightrength concrete.
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