加裝阻尼器來減緩地震對於結構之傷害一直是常見的做法，根據Kasai的三個彈簧建立簡化的非線性剪力梁模型，用來模擬加裝單斜撐金屬阻尼器結構之耐震行為，並比較與評估原結構與剪力梁模型的有效性與適用性。
使用經過修正後之El Centro地震來分析5、10及20樓結構與其剪力梁模型，其中剪力梁模型是根據第一模態動力分析所得側向力再由靜力側推分析所建立，主要研究內容包含原結構與其剪力梁模型之位移包絡線、層位移包絡線、層剪力包絡線與層加速度包絡線，並比較兩者誤差，由分析結果可知：(1)對於結構本身5%阻尼並使用100% 之1940NS El Centro地震其5、10及20樓結構與其剪力梁模型誤差分別為9%、8%及10%。(2)對於加裝非線性阻尼器之結構，使用100%之1940NS El Centro地震其5、10及20樓結構與其剪力梁模型平均誤差分別為：8.4%、9.3%及10.7%。(3) 對於加裝非線性阻尼器之結構，使用36%之1940NS El Centro地震其5、10及20樓結構與其剪力梁模型平均誤差分別為：7.3%、7.2%及12.2%。
由本研究分析結果可知，剪力梁模型對於模擬單斜撐阻尼結構有良好的效果，研究成果可歸納出以下結論：

(1) 大型地震下：非線性剪力梁模型(有阻尼器，結構本身無阻尼)對於五、十及二十樓結構總平均誤差為9.5%。
(2) 中小地震下：非線性剪力梁模型(有阻尼器，結構本身無阻尼)對於五、十及二十樓結構總平均誤差為9%。
(3) 線彈性剪力梁模型(無阻尼器，結構本身5%阻尼)對於五、十及二十樓結構總平均誤差為9.4%。
(4) 剪力梁模型模擬五、十及二十樓結構總平均誤差分別為8.3%、8.2%與11.3%，可知二十樓結構與其剪力梁模型誤差最大。
(5) 由三種動力分析後所得包絡線可知，原結構與其剪力梁模型在層加速度包絡線上會產生較大的誤差，特別是在高樓層。

Adding nonlinear dampers to structures to mitigate the seismic damage has been a common practice. A simplified nonlinear shear beam model based on Kasai’s three springs model was adopted to investigate the dynamic seismic behavior of the structures with braced dampers. The effectiveness of the shear beam models are then evaluated compared to the full model of the structure.

Behavior of three typical 5, 10 and 20 story structures subjected to modified 1940NS El Centro Earthquake were thoroughly studied with full structure model and shear beam model. The nonlinear shear beam models are established by first mode static pushover analysis. The difference of the resulted story displacement, story shear, story drift, and story acceleration of the shear beam model and full structure model were investigated. Three types analysis are conducted on 5, 10, 20 storys structures and the overall average result differences are : (1) for structure with 5% damping ratio subjected 100% EL Centro are: 9%, 8%,10%, (2) for structure with nonlinear damper subjected to 100% El Centro are:8.4、9.3%及10.7%, (3) for structure with nonlinear damper subjected to 36% El Centro are 7.3%、7.2%及12.2%.

For the cases studied, the shear beam model appear to very effective as a model for structure with braced damper. The result of the study were summarized as following:
(1) The nonlinear shear beam model results an overall 9.2% error in analysis result for all 5, 10,20 storys structures.
(2) The linear shear beam model results an overall 9.4% error.
(3) The shear beam model results an overall 8.3%、8.2%與11.3% for three different strory height with the error for 20 story structures marginally larger.
(4) The shear beam model results significant larger difference in story acceleration than other parameters studied, especially for taller structures.

【1】 笠井和彥,岩崎介，「各種型式制振構造系統的簡化式和剪力
彈簧模型轉換法」，第605號，日本建築學會構造系論文集，2006
【2】 石井正人,笠井和彥，「剪力彈簧模型在多層樓制振構造建築的時間歷時分析」，第647號，日本建築學會構造系論文集，2010
【3】 吳晉頡，「各類阻尼器系統之比較研究」，國立台灣科技大學營建所碩士論文，2013
【4】 許少瓏，「新偏心斜撐對結構耐震行為之影響」，國立台灣科技大學營建所碩士論文，2012
【5】 陳生金，「鋼結構行為與設計」，科技圖書，2008
【6】 聯邦工程顧問公司、李森冉，「SAP2000結構設計實(V8&V9)」，科技圖書，2005
【7】 Applied Technology Council, “Seismic Evaluation & Retrofit of Concrete Buildings”, ATC-40, Report No SSC 96-01, 1996
【8】 Building Seismic Safety Council. NEHRP “Guidelines for the Seismic Rehabilitation of Buildings”，FEMA-273, 1997
【9】 Building Seismic Safety Council. NEHRP “Pre-standard and Commentary for the Seismic Rehabilitation of Buildings”, FEMA-356, 2000