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(1 北京建筑大學(xué)土木與交通工程學(xué)院, 北京 100044; 2 北京建筑大學(xué)大型多功能振動臺陣實驗室, 北京 100044; 3 北京市建筑設(shè)計研究院有限公司, 北京 100045;4 江蘇力匯振控科技有限公司, 南京 210008)
摘要: 以位于 8 度區(qū)(0. 30g)的某 13 層 RC 框架-剪力墻結(jié)構(gòu)作為研究對象,基于《建筑抗震韌性評價標準》 (GB/T 38591—2020),對其減震前后的抗震韌性水準進行了對比分析. 結(jié)果表明:結(jié)構(gòu)在減震前的抗震韌性等級為零星,修復(fù)時間控制了韌性等級,加速度敏感型非結(jié)構(gòu)構(gòu)件的修復(fù)費用主導(dǎo)了總修復(fù)費用,結(jié)構(gòu)構(gòu)件的修復(fù)時間主導(dǎo)了總修復(fù)時間;采用黏滯阻尼器減震技術(shù)后,結(jié)構(gòu)在大震下最大層間位移角和樓面絕對加速度峰值分別降低了23. 5%和 16. 8%; 結(jié)構(gòu)構(gòu)件的損傷得到控制,從而有效控制了結(jié)構(gòu)構(gòu)件的修復(fù)時間,結(jié)構(gòu)抗震韌性等級提升至一星. 雖然減震后的樓面絕對加速度也得到了較好的控制,但仍高于加速度敏感型非結(jié)構(gòu)構(gòu)件的損傷閾值,導(dǎo)致減震前后該類構(gòu)件的修復(fù)時間和修復(fù)費用變化不大.
關(guān)鍵詞: 高烈度區(qū); RC 框架-剪力墻結(jié)構(gòu); 黏滯阻尼器; 減震結(jié)構(gòu); 損傷閾值; 抗震韌性評價
中圖分類號:TU375 文獻標志碼:A 文章編號:1002-848X(2023)03-0034-07
DOI:10. 19701 / j. jzjg. 20211140
Comparative study on seismic resilience of a RC frame-shear wall structure before and after seismic reduction in high seismic region
XIE Linlin1,2, XU Tianci1,2, AN Nan1,2, LIU Qianmin3, WANG Xinyu1,2, LI Wei4
(1 School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing100044, China; 2 Multi-Functional Shaking Tables Laboratory, Beijing University of Civil Engineering andArchitecture, Beijing 100044, China; 3 Beijing Institute of Architectural Design, Beijing 100045, China;4 Jiangsu Forceset Vibration Control Technology Co. , Ltd. , Nanjing 210008, China)
Abstract: A RC frame-shear wall structure with 13 stories located in the 8 degree ( 0. 30g) region was selected as theresearch object, based on Standard for seismic resilience assessment of buildings ( GB/ T 38591—2020 ), the seismicresilience level of the structure before and after seismic reduction were compared and analyzed. The results indicate that theseismic resilience level of the structure before seismic reduction is zero star. The resilience level is controlled by repairtime, the repair cost of acceleration-sensitive non-structural components (ASNSCs) dominates the total repair cost, therepair time of structural components dominates the total repair time. After using the viscous damper seismic reductiontechnology, the maximum inter-story drift angle and floor absolute acceleration peak value of the structure under rareearthquake are reduced by 23. 5% and 16. 8% respectively. The damage of structural components is controlled, so that therepair time of structural members is effectively controlled, and the seismic resilience level of the structure is improved toone star. Although the floor absolute acceleration after seismic reduction is also well controlled, it remains much larger thanthe damage threshold of ASNSCs, resulting in slight change of the repair time and repair cost of such components before andafter seismic reduction.
Keywords:high seismic region; RC frame-shear wall structure; viscous damper; seismic reduction structure; damagethreshold; seismic resilience assessment
∗國家自然科學(xué)基金(52178268),建大英才項目(JDYC20200306).
第一作者:解琳琳,博士,教授,主要從事高層減隔震和地震韌性研究,Email: xielinlin@ bucea. edu. cn.
[引用本文] 解琳琳,許天賜,安楠,等. 高烈度區(qū)某 RC 框架-剪力墻結(jié)構(gòu)減震前后抗震韌性對比研究[J]. 建筑結(jié)構(gòu),2023,53(3):34-40. XIE Linlin,XU Tianci,AN Nan,et al. Comparative study on seismic resilience of a RC frame-shearwall structure before and after seismic reduction in high seismic region[J]. Building Structure,2023,53(3):34-40.
