鋼筋混凝土造結構採用預鑄工法，配合以SD490 鋼筋取代SD420作為構件主筋時，能有效減少主筋支數、降低鋼筋壅塞情形，以增進預鑄工法之施工性。以場鑄工法及預鑄工法製作之梁柱交會區耐震能力及比較其差異。本研究共進行六組梁柱構件尺寸均相同之梁柱接頭試驗(三組場鑄工法、三組預鑄工法)，探討使用較大號且更高強度的鋼筋情形下，其梁端保護層厚度仍維持4 cm時是否依舊滿足設計的條件，與場鑄工法或預鑄工法製作之梁柱接頭耐震能力及其比較差異。試驗結果，六組試體均能順利發展梁塑鉸，且發揮其極限彎矩強度，當梁主筋使用#12時，除梁柱接頭之耐震能力符合需求外，能適度減少鋼筋用量，有利於施工品質提升；預鑄工法與場鑄工法製作於淨保護層厚度為4公分之條件下，其彎矩強度、鋼筋降伏及韌性等皆為相當。

When the main bars can be used to replace SD 420 with SD 490 in structural members and reinforced concrete (RC) structures are performed by the precast construction method, not only amounts of reinforcement can be reduced, but also the bars congestion problem in beam-column joints can be resolved. Additionally, it can improve the construction quality and efficiency by the precast construction method.
This issues on whether the RC structure members adopt larger size and higher strength headed bars in the condition of changing clear cover thickness for beam members in field-cast and pre-cast construction, the seismic performance of beam-column joints compared tothe specified seismic requirements are discussed. This study totally performs six tests on the same full-size beam-column joints (three for field-cast and three for pre-cast).
The test results indicate that the plastic hinge and ultimate moment of beam can be smoothly developed for all beam-column joints specimens. When the main bars using #12 (D39) in beam members, the seismic performance satisfy the specified seismic requirements and amounts of reinforcement can be reduced. Additionally, in the condition of clear cover thickness is 4 cm for beam members in field-cast and pre-cast construction, the moment strength, trend of bars yielding and ductility are almost similar.

[1] 中華民國國家標準(CNS)，2005，CNS560鋼筋混凝土用鋼筋。
[2] 中國土木水利工程學會，混凝土工程設計與解說(土木401-100)，科技圖書，台北(2011)。
[3] ACI-ASCE Committee 352, “Recommendations for Design of Beam-Column Joints in Monolithic Reinforced Concrete Structures”, ACI Journal, Proceedings, 2002.
[4] ASTM A970/A970M-97, “Standard Specification for Headed Steel Bars for Concrete Reinforcement”, American Society for Testing and Materials, West Conshohocken, Pennsylvania, 1997.
[5] ACI Committee 318, “Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary (ACI 318R-08)”, American Concrete Institute, Farmington Hills, Mich. (2008).
[6] 中國土木水利工程學會，混凝土工程設計與解說(土木401-86)，科技圖書，台北(1997)。
[7] 鋼筋續接器續接規範，中華民國結構工程學會，報告編號CSSE 96-01，台北(2007)。
[8] 鉄筋定着、継手指針，日本土木學會叢書第128卷，東京(2007)。
[9] TCI高強度鋼筋續接及錨定頭接合性能評估基準草案，台灣混凝土學會新高強度鋼筋混凝土技術委員會報告，台北(2009)。
[10] ASTM A1034/A1034M-10a, “Standard Test Methods for Testing Mechanical Splices for Steel Reinforcing Bars” , American Society for Testing and Materials, West Conshohocken, Pennsylvania, 2010.
[11] 林克強、陳政宇，「高拉力鋼筋擴頭錨定樑柱接頭行為研究」，第十屆中華民國結構工程研討會，桃園，民國99年12月。
[12] 高文良，「T頭鋼筋錨定於樑柱接頭之行為研究」，碩士論文，國立臺灣科技大學營建工程所，台北 (2012)。
[13] 內政部營建署，「混凝土結構設計規範」[S]，臺灣，民國一百年六月。
[14] 東京鉄鋼：http://www.tokyotekko.co.jp/
[15] ASTM A970/A970M-09, “Standard Specification for Headed Steel Bars for Concrete Reinforcement”, American Society for Testing and Materials, West Conshohocken, Pennsylvania, 2009.
[16] Ker-Chun Lin and Kai-Ning Chi, “Anchorage Behavior of T Headed bars within High-Strength Concrete.”, The Tenth National Conference on Structural Engineering, Paper No. 295, 1-3 Dec. 2010,Tao-Yuan, Taiwan (in Chinese). 2010.
[17] Ker-Chun Lin and Jung-Yu Chen, “Anchorage Behavior of T Headed Reinforcements in Bean-Column Connection.”, The Tenth National Conference on Structural Engineering, Paper No. 277, 1-3 Dec. 2010,Tao-Yuan, Taiwan (in Chinese). 2010.
[18] 中華民國國家標準(CNS)，CNS2111金屬材料拉伸試驗法。
[19] ACI Committee 374.1-05,’’Acceptance Criteria for Moment Frames Based on Structural Testing and Commentary.’’,2005.