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(1 廣東省建筑設(shè)計(jì)研究院有限公司， 廣州 510010； 2 廣州大學(xué)工程抗震研究中心， 廣州 510405)

［摘要］對(duì)景觀塔的結(jié)構(gòu)選型與減震方案比選進(jìn)行了闡述，研發(fā)了一體化兩級(jí)變阻尼電渦流調(diào)諧質(zhì)量阻尼器，模擬了脈動(dòng)風(fēng)和橫風(fēng)共振時(shí)風(fēng)速時(shí)程，對(duì)有控和無(wú)控結(jié)構(gòu)進(jìn)行了脈動(dòng)風(fēng)與橫風(fēng)共振作用下風(fēng)振響應(yīng)分析，得到了調(diào)諧質(zhì)量阻尼器（TMD）在10，50，100年脈動(dòng)風(fēng)與橫風(fēng)共振作用下的減振效果。進(jìn)行了振動(dòng)臺(tái)試驗(yàn)，驗(yàn)證了結(jié)構(gòu)選型的合理性。結(jié)果表明：景觀塔結(jié)構(gòu)能有效抵御脈動(dòng)風(fēng)，但10年脈動(dòng)風(fēng)與橫風(fēng)共振作用下，結(jié)構(gòu)頂層不滿足舒適度要求；兩級(jí)變阻尼電渦流調(diào)諧質(zhì)量阻尼器能有效控制脈動(dòng)風(fēng)和橫風(fēng)共振作用下的結(jié)構(gòu)響應(yīng)，減振效果隨樓層的增高而增大。設(shè)置TMD后，10年脈動(dòng)風(fēng)和橫風(fēng)共振作用下，頂層位移分別減小34.3%，82.5%，頂點(diǎn)加速度分別減小42.9%，80.8%；50年脈動(dòng)風(fēng)作用下，樓層位移和頂層加速度最大分別減小43.04%，32.44%；100年脈動(dòng)風(fēng)作用下，樓層位移和頂層加速度最大分別減小32.23%，23.23%。航管塔、氣象塔等要求高的高聳結(jié)構(gòu)，適合用TMD的減振措施。高寬比大的高聳結(jié)構(gòu)采用TMD減振滿足舒適度要求時(shí)，結(jié)構(gòu)選型應(yīng)優(yōu)先選擇第一振型參與系數(shù)高的結(jié)構(gòu)體系。 

［關(guān)鍵詞］景觀塔；兩級(jí)變阻尼；調(diào)諧質(zhì)量阻尼器；減振；舒適度 

中圖分類號(hào)：TU398-7 文獻(xiàn)標(biāo)識(shí)碼：A文章編號(hào)：1002-848X(2021)13-0139-06

Analysis and experimental research on vibration reduction of landscape tower with two-stage variable damping eddy current TMD 

OU  Tong1,  LIN  Songwei1,  LIU  Yanhui2,  ZHOU  Fulin2 

(1 Guangdong Architectural Design & Research Institute Co., Ltd., Guangzhou 510010， China；2 Earthquake Engineering Research and Test Center, Guangzhou 510405， China) 

Abstract: The structural system selection and vibration reduction scheme selection of a landscape tower were described. An integrated two-stage variable damping eddy current tuned mass damper（TMD） was developed, and the wind speed time history of the fluctuating wind and the transverse wind resonance were simulated. The wind vibration response of the controlled and TMD control structures under the fluctuating wind and the transverse wind resonance was analyzed. The damping effects of the TMD under the resonance of fluctuating wind and transverse wind for 10, 50 and 100 years were obtained. Shaking table tests were carried out to verify the rationality of the structure selection. The results show that the landscape tower structure can resist the fluctuating wind effectively, but the top of the structure does not meet the comfort requirements under the fluctuating wind and the transverse wind resonance for 10 years. The two-stage variable damping eddy current tuned mass damper can effectively control the structural response under the action of fluctuating wind and transverse wind resonance, and the damping effect increases with the increase of floors. After setting TMD, the top displacement decreases by 34.3% and 82.5%, and the top acceleration decreases by 42.9% and 80.8%, respectively, under the resonance of fluctuating wind and transverse wind for 10 years. Under the action of 50 years of fluctuating wind, the maximum floor displacement and top acceleration decrease by 43.04% and 32.44%, respectively. Under the action of 100 years of fluctuating wind, the maximum floor displacement and top acceleration decrease by 32.23% and 23.23% respectively. The high-rise structure of air traffic control tower, meteorological tower, etc. with high requirements is suitable for the vibration reduction measures of TMD. When the high-rise structure with high aspect ratio adopts TMD to reduce vibration and meet the requirements of comfort, the structural system with high participation coefficient of the first mode should be preferred. 

Keywords:landscape tower； two-stage variable damping； tuned mass damper； vibration reduction； comfort

*國(guó)家自然科學(xué)基金項(xiàng)目（51778163），國(guó)家重點(diǎn)研發(fā)計(jì)劃重點(diǎn)專項(xiàng)（2017YFC0703601）。

 作者簡(jiǎn)介：區(qū)彤，學(xué)士，高級(jí)工程師，一級(jí)注冊(cè)結(jié)構(gòu)工程師，Email：ot@gdadri.com；通信作者：林松偉，碩士，工程師，Email：lswcjx@126.com。