| 摘要(英) |
ABSTRACT
This research of a state-of-the-art structural system with aseismic columns and three-hinged dampers (THDs) in the first story (isolated story) has been accomplished.
At first, the configurations of the newly patented damping devices were introduced. Then, their mechanical properties of several different types of THDs were investigated through both mathematical simulation and experimentation in order to obtain the corresponding design parameters. Finally, parametric studies with different aspect ratios of THDs were fulfilled to clarify the relationship among the stain, strength, stiffness and ductility, which will be beneficial to the aseismic design of building structures.
To explain in detail the design procedure of the new aseismic structural system, a design example of 6-story building with one-story basement was demonstrated. During the structural analysis, the piers and spandrels of the building were modelled by using the frame members. In addition, the junctions between piers and spandrels were modelled by using the rigid member. After completing the structural modeling, the seismic lateral loadings were applied on the building according to the non-linear static pushover method to evaluate the performance-based design. Besides, the non-linear dynamic time-history analyses were carried out based on the same base-shear forces with the corresponding pushover cases.
Observed from the analytical results, building with aseismic columns and THDs in the ground story can survive more than the design maximum credible earthquakes. When the practical building subjected to severe vibration, the plastic rotations of the aseismic columns are within the life-safety performance and the relative displacements of the isolated story are also within the low-ductility range. Owing to the plasticity can happen on both the aseismic columns and THDs when the strong earthquake shakes the building, the seismic forces in the upper stories are approximately constant. So, the upper part of the well-designed structure can deform elastically without resulting in apparent concrete cracks.
KEYWORDS: base-isolation, damper, ANSYS, ETABS, SAP2000,
pushover analysis, time-history analysis, slab - wall structure.
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| 參考文獻 |
參考文獻
[1] 建築物耐震設計規範及解說 ，內政部建築管理組，100年1月。
[2] 蘇源峰，「加勁阻尼結構的耐震反應」，中華民國結構工程學會，結構工程，第六卷第一期，第75頁(1991)。
[3] 蘇源峰，「含加勁阻尼板鋼構架抗震試驗研究」，中興工程科技研究發展基金會，報告編號SFRDEST R-93-ST-01-2(1992)。
[4] ANSYS, Inc., ANSYS Help System, version. 13. 0. 1, 2010.
[5] CSI Analysis Reference Manual for SAP2000, ETABS and SAFE, Computers and Structures Inc. , April,( 2007)
[6] Weber, F., Feltrin, G. and Huth, O. “Guidelines for Structural Control,” SAMCO Final Report 2006, Dubendorf, Switzerland(2006).
[7] Constantinou, M. C., and Symans, M. D., “Experimental Fluid Dampers,” The Structural Design of Tall Buildings, Vol.2,pp.93-132(1993).
[8] 徐德修、李永峰， 「結構液體阻尼器之設計與應用」，結構工程，第十三卷，第二期，pp.31-42(1998)。
[9] 劉承泰，「安裝增效式阻尼裝置鋼筋混凝土樓房之非彈性地震反應」，國立中央大學土木工程學研究所碩士論文，指導教授 唐治平博士 (2006)。
[10] Skinner, R. I., Kelly, J. M., and Heine, A. J., “Hysteretic Dampers for Earthquake Resistant Structure,” Earthquake Engineering and Structure Dynamics, Vol.3,pp.287-297(1975).
[11] Naoki, T., Takuji, K., Toshikazu, Y., and Toshiyuki, F., “A Study on Steel Plate Damper with Honeycomb-Shaped Openings Subjected to Low Cycle Fatigue,” 構造工學論文集, Vol. 37, pp.1-23 (1989).
[12] 吳宏麟，「變厚度X形消能裝置初步研究」，國立中央大學土木工程學研究所碩士論文，指導教授 蘇源峰博士、王勇智博士 (2006)。
[13] Whittaker, A. S., Bertero, V. V., and Thompson, C. L., Alonso, L., “Seismic Testing of Steel Plate Energy Disspation Devices,” Earthquake Spectra, Vol. 7, pp. 563-604 (1991).
[14] Tasi, K. C., Chen, H. W., Hong, C. P.and Su, Y. F., “Design of Triangular Plate Energy Absorbers for Seismic-Resistant Construction,” Earthquake Spectra ,Vol.9 ,pp.505-528(1993).
[15] 蘇源峰、蔡克銓、洪志評，「加勁阻尼版鋼構架動力試驗研究」，中興工程科技研究發展基金會，報告編號：SFRDEST R-93-ST-01-02(1993)。
[16] 莊德興、鐘年修、陳慧慈、蘇源峰，「加勁阻尼的耐震設計」，結構工程，第十六卷，第二期，pp. 77-96 (2001)。
[17] 蔡克銓、蘇源峰、洪志評，「含加勁阻尼裝置構架之耐震試驗研究」，台灣大學地震工程研究中心，CEER 編號 R80-08 (1992)。
[18] 蔡克銓，「三角形鋼鈑消能器之理論、實驗與應用」，結構工程，第八卷，第四期，pp. 3-19 (1993)。
[19] Yamanouchi, H., Mikorikawa, M., Nishyama, I., and Watabe, M., “Seismic Behavior of Full-ScaleConcentrically Braced Steel Building Structure,” Journal of Structural Engineering, Vol. 115, No. 8, pp. 719-724, August (1989).
[20] 陳正誠，「韌性同心斜撐構架與韌性斜撐構材之耐震行為與設計」，結構工程，第十五卷，第一期，pp. 53-78 (2000)。
[21] 蔡克銓、黃彥智, 「含挫屈束制消能支撐構架耐震性能之試驗分析研究」,國立台灣大學地震工程研究中心報告，CEER 編號 R91-03 (2002)。
[22] Skinner, R. I., Robinson, W. H. and McVerry, G. H. “An Introduction to Seismic Isolation,” John Wiley&Sons(1993).
[23] Anoop S. M., Navinchandra, A., Michael C. C., Victor Zayas. “Seismic Isolation Retrofit of Large Historic Building,” Journal of Structural Engineering , Vol. 122, No. 3, pp. 298-308 (1996).
[24] 湯勛華，「鋼筋混凝土構架制震設計與分析」，國立中央大學土木工程學研究所碩士論文，指導教授 蘇源峰博士、陳慧慈博士 (2010)。
[25] Applied Technology Council（ATC）, “ Seismic Evaluation and Retrofit of Concrete Buildings,” Vol. 1, ATC 40, Redwood City, CA., 1996.
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