近年國內外地震頻繁發生，本研究針對採用1990年代前常見之翼板全滲透焊接、腹板螺栓接合形式(Welded Unreinforced Flange-Bolted Web, WUF-B)梁柱接頭的抗彎矩鋼構架系統，以震損修復及耐震性能提升兩種方式提升結構安全性，前者屬構件層次，針對前述的結構接頭震損提出有效修復方式，後者為系統層次，在結構底層增設隔震裝置提高耐震性能。梁柱接頭震損修復方面透過具備樓板、足尺寸且具早期接合細節的試體進行實驗驗證，評估修復方法以及樓板存在對於修復性能影響。此外，因應頻繁出現大型餘震的地震型態，本研究以損傷控制的概念提出可經歷多次修復的工法，將塑性破壞區集中於可更換之阻尼板上，以便在主震或後續餘震後迅速更換。整體實驗過程分為兩個階段：第一階段先測試早期梁柱接頭的性能，加載到試體發生破壞；第二階段將此接頭修復補強並再次加載評估修復成果。隔震裝置方面，將在一抗彎矩鋼結構下方安裝新型雙曲面摩擦單擺式隔震系統(Friction Pendulum System, FPS)，透過足尺三層樓鋼結構的振動台試驗評估動態反應以及減震效果，重點如下：
1. 具有早期非韌性設計細節的梁柱接頭的反覆載重試驗結果顯示，在具備樓板的情形下接頭在未達目標最大位移前在下翼板發生斷裂，未能滿足現行規範要求達到4%層間變位角的韌性要求。
2. 斷裂接頭分別經新翼板與IFS修復補強後，試體韌性及強度優於修復前的接頭，皆達到目標最大變形，最後於第二個4%層間變位循環載重下，於柱面與新翼板熱影響區發生斷裂，且下翼板於斷裂前出現局部挫屈。接頭的初期剛度與修復前接頭接近，但極限強度與韌性有明顯提升。
3. 具有可更替阻尼板的接頭韌性修復試驗中，第一次修復後加載實驗顯示出優良的韌性與強度，遲滯曲線穩定且剛度與極限強度皆恢復至原始試體水準，符合規範韌性要求。替換阻尼板後，第二次加載實驗之遲滯曲線與首次修復幾乎相同 ，說明多次修復後仍能保持穩定且可預測之性能。
4. SSB 隔震基礎透過降低梁柱接頭層剪力，上部試體全程維持彈性且變形顯著小於基礎固定時的試體，可有效減少地震加速度並降低結構損傷。

This study focuses on the brittle bottom-flange fractures observed during past major earthquakes in Welded Unreinforced Flange-Bolted Web (WUF-B) beam-to-column connections that were widely used in steel buildings constructed before the 1990s. Two complementary research thrusts are pursued: Component level – developing effective post-earthquake repair strategies for damaged connections. System level – installing seismic isolation devices in the building system and evaluating the resulting seismic performance.
For the component-level work, previously proposed repair techniques were verified using specimens that replicated the original joint size and detailing with a composite floor slab, so that the slab’s influence on repair effectiveness could be assessed. In addition, a damage-control repair scheme is advanced for situations where aftershocks are expected: the damaged region is rapidly isolated and plastic deformations are forced to concentrate in replaceable damping plates, which can be swapped out quickly after an aftershock.
At the system level, a novel double-concave Friction Pendulum System (FPS) isolator was installed beneath a full-scale three-story steel frame. Shake-table tests quantified the building’s dynamic response and the isolation system’s ability to reduce seismic demands.

K.M. Duane. Lessons learned from the Northridge earthquake. Engineering Structures, 1998, 20(4/5/6): 249–260.
S.A. Mahin. Lessons from damage to steel buildings during the Northridge earthquake. Engineering Structures, 1998, 20(4–6): 261–270.
N.F.G. Youssef, D. Bonowitz, J.L. Gross, A survey of steel moment-resisting frame buildings affected by the 1994 Northridge earthquake, Report no. NISTIR 5625, National Institute of Standards and Technology, Washington, DC, 1995.
陳純森, 鋼結構工程實務 第五版, 2009.
林克強, 梁翼切削與加蓋板補強支鋼梁與箱型柱抗彎接頭之設計與施建物，國家地震研究中心, 2008.
Lee CH, Uang CM. Analytical modeling and seismic design of steel moment connections with welded straight haunch, 2001.
Lee CH, Jung JH, Oh MH, Koo ES. Cyclic seismic testing of steel moment connections reinforced with welded straight haunch, 2003.
Tsai KC, Chen CY. Performance of Ductile Steel Beam‐Column Moment Connections, 1996.
Chung-Che Chou, Keh-Chyuan Tsai1, Yuang-Yu Wang and Chih-Kai Jao, Seismic rehabilitation performance of steel side plate moment connections, 2009.
Chung-Che Chou and Jun‐Hen Chen, Seismic design and shake table tests of a steel post‐tensioned self‐centering moment frame with a slab accommodating frame expansion, 2011.
FEMA352 Recommended postearthquake evaluation and repair criteria for welded steel moment-frame buildings,2000.
何耕州, 早期鋼結構梁柱接頭耐震能力及修復補強性能研究, 2023.
USGS, Magnitude 9.0 – Near the East Coast of Honshu, Japan. United States Geological Survey, 2011.
USGS, Magnitude 8.6 – off the West Coast of Northern Sumatra. United States Geological Survey, 2013.
Seismic capacity of retrofitted beam–column connections in high‐rise steel frames when subjected to long‐period ground motions, Yu‐Lin Chung, Takuya Nagae, Tomohiro Matsumiya and Masayoshi Nakashima, 2011.
Chung-Che Chou and Chih-Kai Jao, Seismic rehabilitation of Welded Steel Beam-to-Box column Connections Utilizing Internal Flange Stiffeners, 2010.
ANSI/AISC. Seismic provisions for structural steel buildings. Chicago, USA: American Institute of Steel
FEMA350- Recommended seismic design criteria for new steel moment-frame buildings,2000.
Junxian Zhao, Seismic resilient steel moment connections with top shear tabs and bottom replaceable metallic fuse: Analytical and experimental study, 2024
Anoop Mokha, Experimental Study Of Friction-Pendulum Isolation System, 1991
Daniel M. Fenz, Behaviour of the double concave Friction Pendulum bearing, 2006
竹內徹, 偏心および浮き上がりを考慮した球面すべり支承の振動台実験, 2015
鋼構造建築物鋼結構設計技術規範, 2010
M.D. Engelhardt. Design of Reduced Beam Section Moment Connections, Proceedings - 1999 North American Steel Construction Conference, AISC, 1999.
T. Yan, J. Jin, T. Nagae, Y.L. Chung. Seismic behavior of WUF-B connections repaired and strengthened using field welded wing plates. Journal of Constructional Steel Research. 2025; 224: 109089.
J. Zhao, H. Qin, T. Okazaki, F. Hu, Z. Cai, Seismic resilient steel moment connections with top shear tabs and bottom replaceable metallic fuse: Analytical and experimental study. Engineering Structures, 2024; 306: 117789.
X. Lin, Y. Chen, J. Yan, Y. Hu. Seismic behavior of welded beam-to-column joints of high-strength steel-moment frame with replaceable damage-control fuses. Journal of Structural Engineering, ASCE, 2020, 146(8): 04020143.
D. Zheng, H. Guo, S. Xu. Y. Liu. Theoretical study of earthquake resilient beam-column joint in high-strength steel. Journal of Constructional Steel Research. 2023, 204: 107831.
Spherical Sliding Bearing, NS-SSB®, Low Friction Type, Nipponsteel & Sumikin Engineering Technical Report Vol. 9 (2018)
Koji Nishimoto, Hideji Nakamura, Naoya Wakita, Development of Spherical Sliding Bearing, NIPPON STEEL & SUMITOMO METAL TECHNICAL REPORT No. 115 JULY 2017.