柱基連接是鋼鐵或SRC結構從結構成功地轉移力量的基礎上，防止建築物倒塌嚴重的地震非常重要的。在具有大的列結構中，傳統的柱基板連接可能不能夠抵抗高剪切力和力矩的連接。該鋼具有要被嵌入在混凝土基座，並在嵌入鋼材部分被提供抗剪栓釘的力傳遞到RC基座。但是，由於縱向剪切由於施加彎矩載荷傳遞機制仍然是未知的[1]，因此在嵌入式鋼柱由於力矩載荷傳遞機制目前還不清楚。這表明，需要這種連接的待分析，應該提出適當的設計方法。分析模型建立並與以前的分析結果和3D分析驗證。結果表明，在鋼塔和RC基座的剪切力遠高於所施加的負荷大，並且抗剪栓釘的存在下能夠顯著降低剪切力。設計指南提出，並與非線性分析驗證，後來用的實驗研究證實。
理論分析和實驗結果表明：（1）EBSC-2D模型可用於鋼筋混凝土基座無剪力釘分析嵌入式鋼柱; （2）修改後的設計指南是安全，可以用來設計在RC嵌入式基座鋼管柱無剪力釘; （3）軸承的實力無法與剪力釘“最大強度進行添加，因為軸承失效將發生在一個相對小紙條不是實現剪力釘最大強度所需要的滑; （4）一個不尋常的剪切力傳遞機制是存在於實驗;由於執政的故障模式是RC剪切破壞（5）RC底座的循環行為是不好的。

A column base connection is very important in the steel or SRC structures for transferring the forces successfully from the structure to the foundation, and preventing structural collapse in severe earthquakes. In structures with large columns, the conventional column-baseplate connection would not be able to resist high shear and moments in the connection. The steel has to be embedded in the RC pedestal, and shear studs are provided in the embedded steel part to transfer the forces into the RC pedestal. However, since the load transfer mechanism of longitudinal shear due to applied bending moment is still unknown [1], therefore the load transfer mechanism in the embedded steel column due to moment is still unclear. This indicates that this kind of connection needs to be analyzed and a proper design method should be proposed. An analytical model was established and verified with previous analytical results and 3D analysis. The results showed that the shear forces in steel column and RC pedestal were far larger than the applied load, and the presence of shear studs were able to reduce the shear forces significantly. A design guide was proposed and verified with nonlinear analysis, and later verified with an experimental study.
Analytical and experimental results showed that: (1) The EBSC-2D model can be used for analyzing embedded steel column in RC pedestal without shear studs; (2) The modified design guide is safe to be used for designing embedded steel column in RC Pedestal without shear studs; (3) Bearing strength cannot be added with shear studs’ maximum strength, since bearing failure would occur at a relatively small slip than the slip required to achieve shear studs maximum strength; (4) An unusual shear force transfer mechanism was present in the experiments; (5) Cyclic behavior of the RC pedestal is not good since the governing failure mode is RC shear failure.

[1] American Institute of Steel Construction (AISC) (2010), “Specification for Structural Steel Buildings (AISC 360-10),” Chicago, IL.
[2] Pertold, J., Xiao, R.Y., Wald, F. (2000a). “Embedded Steel Column Bases – I. Experiments and Numerical Simulation.” Journal of Constructional Steel Research, Vol 56, pp. 253-270.
[3] Pertold, J., Xiao, R.Y., Wald, F. (2000b). “Embedded Steel Column Bases – II. Design Model Proposal.” Journal of Constructional Steel Research, Vol 56, pp. 271-286.
[4] Roeder, C.W., Chmielowski, R., Brown, C.B. (1999). “Shear Connector Requirements for Embedded Steel Sections,” Journal of Structural Engineering, ASCE, Vol 125, No. 2, February 1999, pp. 142-151.
[5] Grauvilardell, J.E., Lee, D., Hajjar, J.F., Dexter, R.J. (2005). “Synthesis of Design, Testing and Analysis Research on Steel Column Base Plate Connections in High Seismic Zones,” Structural engineering report no. ST-04-02. Minneapolis (MN): Department of Civil Engineering, University of Minnesota.
[6] Nakashima, S., Igarashi, S., (1986). “Behavior of Steel Square Tubular Column Bases Embedded in Concrete Footings under Bending Moment and Shearing Force: Part 1 – Test Program and Load-Displacement relations,” Journal of Structural and Construction Engineering, Transactions of AIJ, No. 366, pp. 106-118.
[7] Morino, S., Kawaguchi, J., Tsuji, A., and Kadoya, H. (2003). “Strength and Stiffness of CFT Semi-embedded Type Column Base,” Proceedings of ASSCCA 2003 Conference, Sydney, Australia, A. A. Balkema, Sydney, Australia.
[8] Hitaka, T., Suitaa K., and Kato M. (2003). “CFT Column Base Design and Practice in Japan,” Proceedings of the International Workshop on Steel and Concrete Composite Construction (IWSCCC-2003), Report No. NCREE-03-026, National Center for Research in Earthquake Engineering, Taipei, Taiwan, October 8-9, 2003, National Center for Research in Earthquake Engineering, Taipei, Taiwan, pp. 35-45.
[9] Architectural Institute of Japan (AIJ) (2001). “Recommendations for Design of Connections in Steel Structures”, Tokyo (in Japanese).
[10] American Concrete Institute (ACI) (2011). “Building Code Requirements for Structural Concrete and Commentary (ACI 318-11),” Farmington Hills, MI.