本論文主要探討受到高溫火害後空冷的圓弧切削減弱式梁柱接頭，其耐震能力與火害前之差異，故製作兩組相同的實尺寸H型梁-箱型柱彎矩接頭試體，其中一組未受火害之RBS-R2試體為對照組，另外一組受到900°C高溫火害後於空氣中自然冷卻之RBS-A9試體為實驗組，藉以比較兩組試體火害前後之耐震行為與能力之異同處。本研究之梁柱接頭試體母材為SN490B耐震鋼材，梁與柱接合處採用FEMA-350報告中WUF-W型式之銲接孔，托梁之梁翼板也採用FEMA-350建議之圓弧切削型式，兩組試體皆進行相同的梁柱接頭反覆載重試驗，試驗結果顯示：不論是RBS-R2試體或是RBS-A9試體皆能通過AISC耐震規範(2010)之規定，皆屬於擁有良好延展性與韌性的梁柱接頭。兩組試體之柱面彎矩強度直到層間位移角5%時才開始下降，由於RBS-A9試體之鋼材強度下降，故在相同層間位移角下RBS-A9試體之柱面彎矩強度皆低於RBS-R2試體，比較兩組試體層間位移角0%至5%之累積總消散能量，發現RBS-A9試體略低於RBS-R2試體2.2%，顯示RBS-A9試體與RBS-R2試體在反覆載重作用下，韌性接近。此外，本論文也比較STD-A9與RBS-A9兩組梁柱接頭試體耐震行為之差異，試驗結果顯示：RBS-A9試體的撓曲勁度皆略小於STD-A9試體，兩組試體之柱面彎矩強度皆於達到層間位移角5%時才開始下降，由於STD-A9試體之梁翼板發生較嚴重的局部挫屈，故其柱面彎矩強度下降的幅度也較大，RBS-A9試體之應變計讀值顯示梁翼板在圓弧切削處之應變較靠近柱面處為大，顯示圓弧切削處能順利形成塑性鉸，且可降低柱面銲道之應力，進而保護柱面銲道。

This thesis mainly investigated the seismic-resistant performance of the radius-cut RBS beam-to-column connection which was subjected to high-temperature fire and then air-cooled to room temperature. The differences of structural behaviors between the pre-fire and post-fire radius-cut RBS beam-to-column connections were also discussed. Hence, two full-scale H-beam to box-column moment connection specimens identical in dimensions were fabricated. The RBS-R2 specimen without any fire exposure was the control group. The RBS-A9 specimen subjected to 900°C high-temperature fire and then air-cooled to room temperature was the experimental specimen. The differences between the pre-fire and post-fire seismic-resistant behaviors and performances of the radius-cut RBS beam-to-column connections were obtained by the comparisons of RBS-R2 and RBS-A9 specimens. The base material of the two specimens was SN490B seismic-resistant steel. The WUF-W type weld access hole and the radius-cut RBS connection type suggested in FEMA-350 report were utilized in the specimen fabrication of this research. The two specimens were tested by the same beam-to-column cyclic loading procedure. The test results showed that both of the RBS-R2 and RBS-A9 specimens could meet the requirements of 2010 AISC seismic provisions, and belonged to the beam-to-column connections with good ductility and toughness. The column-face moment strengths of the two specimens started to decrease at the 5% inter-story drift angle. Due to the slight material strength decreasing of the RBS-A9 specimen, the column-face moment strength of the RBS-A9 specimen was lower than that of the RBS-R2 specimen under the same inter-story drift angle. After comparing the total accumulated dissipated energy of the two specimens from 0% to 5% inter-story drift angles, it was found that the RBS-A9 specimen was only 2.2% slightly lower than the RBS-R2 specimen. This comparison showed that the toughness values obtained from the two specimens under cyclic loading action were close. In addition, this thesis also compared the seismic-resistant performances of the STD-A9 and RBS-A9 specimens, and the test results showed that the flexural stiffness of RBS-A9 specimen was slightly lower than that of the STD-A9 specimen and the column-face moment strengths of the two specimens both decreased after reaching 5% inter-story drift angle. Due to more serious local buckling at the beam flanges of the STD-A9 specimen, the decreasing slope of column-face moment strength of STD-A9 specimen is steeper than the RBS-A9 specimen. For the RBS-A9 specimen, the strains on the radius-cut zone of beam flanges are much greater than those of the STD-A9 specimen. This result showed that the radius-cut zone could successfully form a plastic hinge, reduced the stresses on the column face weld passes, and protected the column face weld passes.

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