本論文為瞭解國內鋼構建築中常見之減弱式梁柱彎矩接頭在受到高溫火害並以消防水柱澆灌冷卻之後，其能否提供如未受火害前之耐震性能。本研究團隊製作兩組相同之實尺寸梁柱彎矩接頭試體，並於托梁之翼板處進行減弱式圓弧切削，RBS-R2代表未受火害之圓弧切削試體，是為對照組；RBS-W9代表以升溫至900˚C後水冷之之圓弧切削試體，用模擬火害後以消防水柱澆灌冷卻之情形，是為實驗組，兩試體進行相同的梁柱接頭反覆載重試驗。試驗結果顯示： RBS-R2試體可以通過AISC耐震規範(2010)之規定，於層間位移角5%時柱面彎矩下降破壞，RBS-W9試體在層間位移角3.23%時發生未預期的南翼板續接處銲道之斷裂破壞，但是透過各項量測結果的檢視與分析計算後，本論文合理推測RBS-W9試體將在層間位移角4%以前因柱面銲道斷裂而破壞，無法通過AISC耐震規範(2010)之規定，整體來說RBS-W9試體能提供較大的柱面彎矩，但延展性、韌性與耐震性能皆較RBS-R2試體為差。本論文亦將RBS-W9試體之反覆載重試驗結果與受到相同溫度處理但梁柱接頭形式不同的STD-W9試體相比較，結果顯示：兩組試體皆未能通過AISC耐震規範(2010)之規定，於相同層間位移角下RBS-W9試體之延展性、韌性、塑性變形能力皆較STD-W9試體差，但RBS-W9試體在梁翼板圓弧切削之作用下，試體翼板之應變較STD-W9試體來得小，銲道破壞時機亦較STD-W9試體晚，試體可承受之層間位移角較STD-W9試體為大，整體來說RBS-W9試體之延展性、韌性、耐震性皆較STD-W9試體為佳。

In order to understand whether the commonly-used radius-cut RBS beam-to-column connections in domestic steel buildings after high-temperature fire and water-cooled by fire hosing could provide the same pre-fire seismic-resistant performance, our research team fabricated two full-scale beam-to-column moment connection specimens with the same dimensions and made the radius-cut RBS profile on the stub-beam flanges. The RBS-R2 specimen, which represented the specimen without any fire exposure was the control group. The RBS-W9 specimen, which represented the specimen heated to 900°C and then water-cooled to room temperature in order to simulate the scenario of fire hosing the beam-to-column connections of a steel structure building on fire, is the experimental group. The two specimens were tested by the same beam-to-column cyclic loading procedure. The test results showed that the RBS-R2 specimen conformed to the requirements of 2010 AISC seismic provisions and failed at the 5% inter-story drift angle due to the column face moment strength decreasing. For the RBS-W9 specimen, an unexpected fracture occurred at the continuing groove weld joint of the south beam flange the 3.23% inter-story drift angle. Through the detailed investigation and analysis for the test results, this thesis reasonably inferred that the RBS-W9 specimen would failure before the 4% inter-story drift angle due to the weld pass fracture in the column face. As a result, it could not meet the requirements of 2010 AISC seismic provisions. In general, the RBS-W9 specimen could provide the larger column-face flexural strength, but poorer ductility, toughness and seismic-resistant performance than those of the RBS-R2 specimen. Besides, this thesis also compared the test results of RBS-W9 specimen with that of STD-W9 specimen. The comparison results showed that two specimens both could not meet the requirements of 2010 AISC seismic provisions. At the same inter-story drift angle, the RBS-W9 specimen had the poorer ductility, toughness and plastic deformation ability than those of the STD-W9 specimen. However, due to the effect of the radius-cut profile on the beam flanges of the RBS-W9 specimen, the strains on the beam flanges were smaller than those of the STD-W9 specimen. The weld pass fracture timing of the RBS-W9 specimen was also later than that of the STD-W9 specimen, and the RBS-W9 specimen could sustain a larger inter-story drift angle than that of the STD-W9 specimen. In general, the ductility, toughness and seismic-resistant performance of the RBS-W9 specimen were better than those of the STD-W9 specimen.

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