含鋼板阻尼器構架耐震設計與分析

Seismic Design, Tests and Analysis of Steel Panel Dampers for Steel Moment Frames

10.6849/SE.201706_32(2).0001

許仲翔(Chung-Hsiang Hsu)；李昭賢(Chao-Hsien Li)；金步遠(Pu-Yuan Chin)；蔡克銓(Keh-Chyuan Tsai)

鋼板阻尼器 ； 容量設計 ； 耐震設計 ； 有限元素模型分析 ； 非線性結構分析 ； steel panel damper ； capacity design ； seismic design ； finite element model analysis ； non-linear structural analysis

結構工程

32卷2期（2017 / 06 / 01）

5 - 34

繁體中文

鋼板阻尼器(Steel Panel Damper, SPD)為耐震間柱的一種，在抗彎構架(Moment Resisting Frame, MRF)中設置SPD可增加結構的側向勁度、強度與韌性。本文利用兩組SPD試體說明SPD的構造原理與力學特性，介紹三段式SPD容量設計與延遲塑性挫屈加勁設計方法。另介紹含鋼板阻尼器構架(SPD-MRF)的耐震設計，與邊界梁容量設計，並設計一棟六層SPD-MRF範例，來闡明SPD-MRF塑鉸產生機制與非線性動力歷時分析結果。分析證實ABAQUS有限元素、PISA3D結構模型均能準確模擬試體之反覆受力變形反應。統計非線性動力歷時分析結果可得MCE級地震作用下，SPD核心段最大剪變形角平均值加標準差為0.055弧度，而兩組SPD試體反覆載重試驗結果核心段最大剪變形角皆可達0.11弧度，且累積塑性變形可達127以上，約可承受4次MCE級地震才可能產生破壞。顯示本文所提之三段式SPD具備足夠的耐震容量。最後本文提出以等效單構件模擬三段式SPD的建模方法，並探討連接段相對長度與勁度對整體SPD彈性勁度、降伏側位移角與降伏後勁度之影響，說明設計適當之上下連接段不僅能確保彈性反應，還能在保持SPD的強度下，調節整體SPD之降伏側位移角、彈性與降伏後勁度。

A ductile vierendeel frame can be constructed by incorporating the steel panel dampers (SPDs) into the moment resisting frame (SPD-MRF). Thus, the lateral stiffness, strength and energy dissipation capacity of the building can be enhanced. This paper presents the mechanical properties, capacity design procedures and the buckling-delaying stiffeners for the proposed 3-segment SPDs using two specimens subjected to cyclic increasing deformations. This paper also discusses the seismic design procedures of the SPD itself and the boundary beams connected to the SPDs in typical SPD-MRFs. Tests confirm that the proposed SPDs possess excellent ductility and energy dissipation capacities. The cyclic force vs. deformation relationships of the two SPD specimens can be accurately predicted using either the ABAQUS or PISA3D model analyses. This paper also investigates the seismic performance of a 6-story example SPD-MRF by using nonlinear response history analysis procedures and 240 ground accelerations. Results indicate that under the 80 MCE ground accelerations, the mean plus one standard deviation shear deformation of the SPD inelastic core segment is 0.055 radian, substantially less than the 0.11 radian capacity observed from both two SPD specimens. In addition, the cumulative plastic deformation of the proposed SPD is 127 times the yield deformation, capable of sustaining the MCE at least 4 times before failure. This paper concludes the method of using one equivalent element for effective modeling of the 3-segment SPD. The effects of the core segment relative length and stiffness on the overall SPD elastic, post-elastic stiffness, elastic deformation limit and inelastic deformational demand are discussed.

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