本論文主要在建立三維非線性有限元素數值模型，用來模擬三組火害前與火害後實尺寸圓弧切削減弱式H型梁-箱型柱梁柱彎矩接頭試體於梁柱接頭反覆載重試驗下的結構行為，並將數值模擬結果與實際試驗結果進行比較，藉以驗證數值模型之正確性。本研究團隊製作三組完全相同的圓弧切削減弱式梁柱接頭試體，為了模擬火害前後梁柱接頭的材質變化，將此三組試體分別進行「未受火害」、「受900°C火害後空冷」、「受900°C火害後水冷」三種不同的溫度處理。本論文之數值模擬結果顯示：「未受火害」與「受900°C火害後空冷」之梁柱接頭試體數值模型，皆能模擬兩組真實試體在實際試驗中符合AISC耐震規範(2010)規定之結果，且兩組試體數值模型所模擬之破壞時機皆比真實試體在實際試驗的破壞時機提早半個層間位移角的歷程；用來模擬「受900°C火害後水冷」梁柱接頭試體的四組數值模型，在使用相同的破壞準則判定下，皆能模擬真實試體在實際試驗中未能符合AISC耐震規範(2010)規定之結果，然而，四組數值模型的梁翼板與柱板接合之FCAW銲道被判定斷裂的時機各不相同，但是皆較為保守。

This thesis mainly builds three-dimensional nonlinear finite-element numerical models to simulate the structural behaviors of the three pre-fire and post-fire full-scale radius-cut RBS H-beam-to-box-column moment connection specimens under cyclic beam-to-column loading tests. In addition, the numerical simulation results compares with the actual test results to verify the correctness of the built numerical models. Our research team fabricated three identical radius-cut RBS H-beam-to-box-column moment connection specimens, but performed three different temperature treatments, including no fire exposure, air-cooling after 900°C fire exposure and water-cooling after 900°C fire exposure, to simulate the pre-fire and post-fire material variations. The numerical simulation results show that the numerical models with no fire exposure and air-cooling after 900°C fire exposure temperature treatments are able to simulate the actual test results meeting the requirements of 2010 AISC seismic provisions, and the both simulated failure timings of the two numerical models are earlier than the actual failure timings by half an inter-story drift respectively. The four numerical models employed to simulate the test specimen with water-cooling after 900°C fire exposure are able to simulate the actual test result that could not meet the requirements of 2010 AISC seismic provisions. However, the judged broken timings of the beam flange-to-column plate FCAW weld of the four numerical models are different but are more conservative than the actual FCAW weld broken timing.

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