目前現行的規範對於預力混凝土梁柱接頭的設計還沒有一套完整的規定可以依循，只能套用ACI 318-02[1]規範來設計梁柱接頭，用此方法來設計梁柱接頭無法完全符合預力混凝土結構物實際的行為發展與破壞情形。
本研究測試三種不同型式的預鑄混凝土梁對梁塑鉸區和接頭區的影響，其一是比較內部接頭在右梁放置螺箍筋左梁放置橫箍筋情況下，左右梁塑鉸區的抗壓與破壞情形。其二是在預鑄混凝土梁內放置鋼筋並使鋼筋穿透接頭，之後灌無收縮水泥砂漿將鋼筋錨定，觀察鋼筋的消能效果，並探討此種型式與傳統預力梁柱接合系統的差異性。其三是在預鑄混凝土梁外加裝消能板，實驗規劃的測試參數為消能板長度和施加預力大小，觀察在不同參數下消能板的消能效果和對梁塑鉸區、接頭區的影響。

In this research, five reinforced concrete specimens with or without energy dissipating devices were tested to study the energy dissipating capacity and the damage of concrete. Three exterior joint specimens LPTC, HPTC and HPTC-M used steel plates as the energy dissipating device. Interior joint specimen PTC had different lateral steel configurations for the left and right connected beams. Another interior joint specimen Hybrid PTC used partially unbonded mild steel bars as the energy dissipating device.
The RC column dimensions were 650×650 mm and the RC beam dimensions were 500×600 mm. The spacing of lateral reinforcement #4 was 100mm in the region of beam-column joint to avoid shear failure. The ends of columns were held with actuators to simulate hinge ends. The force was applied to beam ends under displacement control. The displacement followed a cyclic loading history from small drift levels to large drift levels.
The energy dissipating devices suggested in this research can be used in the unbonded post-tensioned precast reinforced concrete beam-column joints and the specimens performed good self-centering ability and good energy dissipating ability. The steel plates used to protect the contact surfaces of beam-column joints caused the concrete only had minor cracks. The steel plates used as energy dissipators need special cares to prevent their buckling and sliding.

[1]ACI Committee 318, “Building Code Requirements for Structural Concrete (ACI 318-02) and Commentary (ACI 318R-02),” American Concrete Institute, Farmington Hills, Michigan, 2002, 443 pp.
[2]Ricles, J. M., Sause , R., Pebg S. W.,and Lu, L. W.(2002). ”Experimental Evaluation of earthquake resistant posttensioned connections.” Journal of Structural Engineering, July, 850-859 pp.2002
[3]Constantin Christopous, Andre Filiatrault, Chia-Ming Uang, and Bryan Folzy, “Posttension Energy Dissipating Connections for Moment-Resisting Steel Frames”, Journal of Structural Engineering, Sep, 1111-1120 pp. 2002.
[4]Priestley, M. J. N., MacRae, G. A., “Seismic tests of precast beam-to-column joint subassemblages with unbonded tendons” Report SSRP 94/10, University of California, San Diego, CA, 1994.
[5]Pampanin, S., Priestley, M. J. N., and Sritharan, S., “Frame Direction Modeling of the Five-Story PRESSS Precast Test Building” Report SSRP 99/20, University of California, San Diego, CA, 1999.
[6]蔡克銓等， “鋼構架梁柱接頭之耐震行為” ，國立台灣大學工學院地震工程研究中心，1990。