國家地震工程研究中心十三層增建大樓耐震性能分析

Seismic Analysis of NCREE Office Building Extension

10.6849/SE.202112_36(4).0003

林冠泓(Guan-Hong Lin)；莊明介(Ming‐Chieh Chuang)；蔡克銓(Keh-Chyuan Tsai)；林瑞良(Jui-Liang Lin)

複合結構 ； 鋼筋混凝土結構 ； 鋼結構 ； 鋼筋混凝土剪力牆 ； 複合材料補強 ； 挫屈束制支撐 ； 鋼板阻尼器 ； 油壓阻尼器 ； PISA3D ； 非線性反應歷時分析 ； Composite structure ； RC structure ； Steel structure ； RC shear wall ； FRP strengthening ； BRB ； SPD ； FVD ； PISA3D ； Nonlinear response history analysis

結構工程

36卷4期（2021 / 12 / 01）

51 - 84

繁體中文

本研究針對國家地震工程研究中心增建後的結構進行耐震分析。增建案是在既有的六層RC建築上，擴建為十三層RC與鋼構的複合結構；此外建築基地面積也增大以容納一樓至十三樓鋼結構服務核。舊有一樓至六樓的RC建築結構加厚或新增剪力牆，並採複合材料補強RC短梁，另外為增加結構耐震能力，也採用BRB、SPD及FVD等消能元件。為了解增建後之耐震行為，本研究採PISA3D程式建立結構模型，在RC梁、RC柱、RC剪力牆、鋼梁、鋼柱、BRB及SPD等構件分別採用雙線性、衰減、硬化等不同材料模型，二至七樓新舊樓板採雙質心雙剛性樓板，並在交界節點採6自由度接點元素來分析新舊樓板交界面受力情形，進行模態與非線性反應歷時分析。結果顯示前三個振態的週期相近，分別為長向平移1.24s、短向平移並旋轉1.19s及旋轉1.05s。非線性歷時分析採21組三向地震紀錄，放大兩水平方向反應譜的幾何平均以擬合臺北二區設計反應譜（DBE），定比係數約在2.22～6.35之間，其中921地震在TAP042測站下的定比放大反應譜最接近設計反應譜。將DBE三向地震除以3.5或乘以1.3以得中小度地震（SLE）、最大考量地震（MCE）危害度之地震加速度歷時。採用ASCE/SEI 4-16強震段定義的愛氏震度5%至75%區間擷取地震歷時，每組非線性歷時分析花費約一小時。在21組SLE、DBE、MCE作用下，長向最大層間側移角發生在七樓且各層側移角最大值分布較為均勻，平均值分別為0.35、1.21、1.61%弧度，短向則發生在五樓且七樓以下反應較大，平均值分別為0.34、1.12、1.52%弧度，並且二至七樓板有明顯旋轉反應。結果顯示，在DBE作用下兩向最大層間側移均小於ASCE/SEI 7-10如講堂等建築之1.5%弧度（Risk3）的層間側移角限制，在MCE作用下，也小於 FEMA 356 Life Safety性能所限制的2%層間側移角，梁柱構件、消能元件與基樁也不致破壞，顯示增建案之耐震性能應可滿足未來使用上的需求。

This study conducts the seismic analysis of NCREE office building extension. The extended NCREE building becomes a composite structure including the original six-story RC structure with RC shear walls and FRP strengthened beams, vertically added seven-story steel structure with BRBs, SPDs and FVDs. In addition, a service core was extended from the first floor to the roof at the north side of the building. PISA3D program was used for conducting the modal and nonlinear response history analyses (NRHAs). Bilinear, degrading, hardening material models were adopted for RC beam and column, RC shear wall, steel members, BRB and SPD. Maxwell model was applied on FVDs. In order to gain insight into the force transfers between the RC structure and steel service core interfaces, dual rigid diaphragms with two individual mass centers and several 6DOF joint elements were incorporated into the lower six floors of the structural model. Single rigid diaphragm and mass center were considered in all other floors. Modal analysis results show that the first three natural periods are 1.24s (longitudinal translation), 1.19s (transverse translation and rotation) and 1.05s (rotation), respectively. A total of 21 sets of ground accelerations and scaling factors were chosen in fitting the Taipei Zone 2 DBE design spectrum. The scale factors range from 2.22 to 6.35. 0921TAP042 earthquake scaled spectrum is closest to the design spectrum among all selected earthquake records. SLE and MCE earthquake hazard levels are 0.29 and 1.3 times of DBE, respectively. Under three different earthquake hazard (SLE, DBE, MCE) levels, maximum story drifts (SD) are distributed evenly in the LG direction but unevenly in the TR direction and coupled with rotation. Obvious story rotations occurred from the 2nd to the 7th floor. The averaged SDs occur at the LG 7th floor and TR 5th floor, which are 0.35, 1.22, 1.61% radians and 0.34, 1.12, and 1.52% radians respectively. In the DBEs, the SDs are less than 1.5% radians, and within the ASCE/SEI 7-10 limitation of the risk3 category having an importance between hospital and general buildings. In the MCEs, SDs are less than 2% radians within the FEMA356 performance limitation for life safety. Through the results of NRHAs, the satisfactory seismic performance of the extended NCREE building can be demonstrated.

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