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Article(id=1228634335327220637, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228634329748796239, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.2024.08.010, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1666713600000, receivedDateStr=2022-10-26, revisedDate=1670860800000, revisedDateStr=2022-12-13, acceptedDate=null, acceptedDateStr=null, onlineDate=1770858852464, onlineDateStr=2026-02-12, pubDate=1724774400000, pubDateStr=2024-08-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770858852464, onlineIssueDateStr=2026-02-12, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770858852464, creator=13701087609, updateTime=1770858852464, updator=13701087609, issue=Issue{id=1228634329748796239, tenantId=1146029695717560320, journalId=1225147924628267009, year='2024', volume='37', issue='8', pageStart='1269', pageEnd='1450', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1770858851134, creator=13701087609, updateTime=1770859054135, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1228635181259620818, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228634329748796239, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1228635181263815123, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228634329748796239, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=1359, endPage=1367, ext={EN=ArticleExt(id=1228634335578878888, articleId=1228634335327220637, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Field measurements and wind tunnel experimental investigations of typhoon effects on Shenzhen New World Center, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In this paper，the characteristics of structural response and modal parameters of Shenzhen New World Center （height 238 m） are analyzed based on the field data during five typhoons in the last 10 years. The field results are further compared with the wind tunnel test results when the roughness exponent α is 0.22，0.30 and 0.35 respectively. The field results show that the building exhibits obvious crosswind vibration when reaching its maximum vibration amplitude，and the corresponding vibration is in the north-south direction. The measured maximum acceleration is 17.28 cm/s2，which meets the requirement of residential comfort. During the five typhoons，the modal frequencies are shown to be evidently amplitude dependent and time-varying，and it is more reasonable to describe the variation of modal frequency with time than the variation with amplitude. The modal frequency first decreases with time and reaches its minimum at the peak wind speed，and then returns to the normal value. The modal damping ratios tend to be scattered in the middle- and low-amplitude region，and rise slightly with increase in the amplitude. The maximum damping ratios in the alongwind and crosswind directions are 1.9% and 1.2%，respectively. The wind tunnel test results for α=0.35 are in good agreement with the field measured results，indicating that the wind tunnel test results for terrain category C are conservative.

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依据近10年来监测到的5次强台风过境期间深圳新世界中心的实测响应数据，分析了该建筑结构在台风影响下的响应特点和模态参数变化特性，并将实测结果与粗糙度指数α分别为0.22，0.30和0.35地形下的风洞试验结果进行了比较。结果表明：历次台风影响下实测建筑达到最大振幅附近时均表现为明显的横风向振动，且最大振动方向均为南北方向；实测最大峰值加速度为17.28 cm/s2，满足舒适度要求；台风过境时，建筑结构模态频率表现出明显的振幅依赖性和时变特性，采用“时变”方式描述更加合理，几次台风过程的结构模态频率均是随时间先减小，在最大风速时达到最小值，然后增大并恢复到常态值；结构模态阻尼比在中低振幅区域分布较为离散，随着振幅的增加，阻尼比有所增大，顺风向和横风向的阻尼比最大分别为1.9%和1.2%；实测结果更接近于α为0.35地貌的风洞试验结果，显示C类地貌的风洞试验结果偏于保守。

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谢壮宁（1963―），男，博士，教授。E-mail：。
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林旭盛（1997—），男，硕士研究生。E-mail：。

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林旭盛（1997—），男，硕士研究生。E-mail：。

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Basic information of the five typhoons

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台风登陆时间站点最大风速/(m·s‒1)最大风速对应时段
纳沙2011-9-29 14:00福田站11.92011-9-29 04:00
韦森特2012-7-24 04:15盐田站26.12012-7-24 02:00
天鸽2017-8-23 12:50流浮山21.82017-8-23 09:00
平安塔37.8
帕卡2017-8-27 09:00流浮山17.12017-8-27 07:00
平安塔33.8
山竹2018-9-16 17:00内伶仃岛40.72018-9-16 13:00
平安北塔33.7
), ArticleFig(id=1228634352901353897, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228634335327220637, language=CN, label=表1, caption=

5次台风基本信息

, figureFileSmall=null, figureFileBig=null, tableContent=
台风登陆时间站点最大风速/(m·s‒1)最大风速对应时段
纳沙2011-9-29 14:00福田站11.92011-9-29 04:00
韦森特2012-7-24 04:15盐田站26.12012-7-24 02:00
天鸽2017-8-23 12:50流浮山21.82017-8-23 09:00
平安塔37.8
帕卡2017-8-27 09:00流浮山17.12017-8-27 07:00
平安塔33.8
山竹2018-9-16 17:00内伶仃岛40.72018-9-16 13:00
平安北塔33.7
), ArticleFig(id=1228634353018794415, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228634335327220637, language=EN, label=Tab.2, caption=

Basic information on the wind-induced acceleration response during the five typhoons

, figureFileSmall=null, figureFileBig=null, tableContent=
台风加速度数据时段时长/hax-max/(cm·s‒2)ay-max/(cm·s‒2)
纳沙2011-09-28 08:13~09-30 19:5359.70.982.98
韦森特2012-07-24 00:03~02:0321.985.66
天鸽2017-08-23 01:52~08-24 05:52282.324.89
帕卡2017-08-27 00:11~19:5219.73.055.19
山竹2018-09-15 23:34~09-28 01:2049.87.1617.28
), ArticleFig(id=1228634353111069105, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228634335327220637, language=CN, label=表2, caption=

5次台风期间结构顶部风致加速度响应基本信息

, figureFileSmall=null, figureFileBig=null, tableContent=
台风加速度数据时段时长/hax-max/(cm·s‒2)ay-max/(cm·s‒2)
纳沙2011-09-28 08:13~09-30 19:5359.70.982.98
韦森特2012-07-24 00:03~02:0321.985.66
天鸽2017-08-23 01:52~08-24 05:52282.324.89
帕卡2017-08-27 00:11~19:5219.73.055.19
山竹2018-09-15 23:34~09-28 01:2049.87.1617.28
), ArticleFig(id=1228634353224315320, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228634335327220637, language=EN, label=Tab.3, caption=

Ratios of frequency change during different typhoons

, figureFileSmall=null, figureFileBig=null, tableContent=
台风模态频率变化率/%
x方向y方向
纳沙2.311.24
天鸽3.341.61
帕卡2.381.07
山竹5.532.78
), ArticleFig(id=1228634353316590012, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228634335327220637, language=CN, label=表3, caption=

不同台风期间频率变化率

, figureFileSmall=null, figureFileBig=null, tableContent=
台风模态频率变化率/%
x方向y方向
纳沙2.311.24
天鸽3.341.61
帕卡2.381.07
山竹5.532.78
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台风作用下深圳新世界中心风致响应实测与风洞试验研究
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林旭盛 1, 3 , 张乐乐 1, 2 , 谢壮宁 1 , 王飞 2 , 石碧青 1
振动工程学报 | 2024,37(8): 1359-1367
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振动工程学报 | 2024, 37(8): 1359-1367
台风作用下深圳新世界中心风致响应实测与风洞试验研究
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林旭盛1, 3 , 张乐乐1, 2, 谢壮宁1 , 王飞2, 石碧青1
作者信息
  • 1华南理工大学亚热带建筑与城市科学全国重点实验室,广东　广州　510641
  • 2中国建筑第二工程局有限公司华南公司,广东　深圳　518040
  • 3珠海华发实业股份有限公司,广东　珠海　519020

    • 林旭盛（1997—），男，硕士研究生。E-mail：。

通讯作者:

谢壮宁（1963―），男，博士，教授。E-mail：。
Field measurements and wind tunnel experimental investigations of typhoon effects on Shenzhen New World Center
Xu-sheng LIN1, 3 , Le-le ZHANG1, 2, Zhuang-ning XIE1 , Fei WANG2, Bi-qing SHI1
Affiliations
  • 1State Key Laboratory of Subtropical Building and Urban Science, South China University of Technology, Guangzhou 510641, China
  • 2South China Company, China Construction Second Engineering Bureau Co. , Ltd., Shenzhen 518048, China
  • 3Zhuhai Huafa Properties Co., Ltd., Zhuhai 519020, China
出版时间: 2024-08-28 doi: 10.16385/j.cnki.issn.1004-4523.2024.08.010
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摘要
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依据近10年来监测到的5次强台风过境期间深圳新世界中心的实测响应数据，分析了该建筑结构在台风影响下的响应特点和模态参数变化特性，并将实测结果与粗糙度指数α分别为0.22，0.30和0.35地形下的风洞试验结果进行了比较。结果表明：历次台风影响下实测建筑达到最大振幅附近时均表现为明显的横风向振动，且最大振动方向均为南北方向；实测最大峰值加速度为17.28 cm/s2，满足舒适度要求；台风过境时，建筑结构模态频率表现出明显的振幅依赖性和时变特性，采用“时变”方式描述更加合理，几次台风过程的结构模态频率均是随时间先减小，在最大风速时达到最小值，然后增大并恢复到常态值；结构模态阻尼比在中低振幅区域分布较为离散，随着振幅的增加，阻尼比有所增大，顺风向和横风向的阻尼比最大分别为1.9%和1.2%；实测结果更接近于α为0.35地貌的风洞试验结果，显示C类地貌的风洞试验结果偏于保守。

超高层建筑  /  现场实测  /  风洞试验  /  参数识别  /  地貌粗糙度

In this paper，the characteristics of structural response and modal parameters of Shenzhen New World Center （height 238 m） are analyzed based on the field data during five typhoons in the last 10 years. The field results are further compared with the wind tunnel test results when the roughness exponent α is 0.22，0.30 and 0.35 respectively. The field results show that the building exhibits obvious crosswind vibration when reaching its maximum vibration amplitude，and the corresponding vibration is in the north-south direction. The measured maximum acceleration is 17.28 cm/s2，which meets the requirement of residential comfort. During the five typhoons，the modal frequencies are shown to be evidently amplitude dependent and time-varying，and it is more reasonable to describe the variation of modal frequency with time than the variation with amplitude. The modal frequency first decreases with time and reaches its minimum at the peak wind speed，and then returns to the normal value. The modal damping ratios tend to be scattered in the middle- and low-amplitude region，and rise slightly with increase in the amplitude. The maximum damping ratios in the alongwind and crosswind directions are 1.9% and 1.2%，respectively. The wind tunnel test results for α=0.35 are in good agreement with the field measured results，indicating that the wind tunnel test results for terrain category C are conservative.

super-tall building  /  field measurement  /  wind tunnel test  /  parameter identification  /  ground roughness
林旭盛, 张乐乐, 谢壮宁, 王飞, 石碧青. 台风作用下深圳新世界中心风致响应实测与风洞试验研究. 振动工程学报, 2024 , 37 (8) : 1359 -1367 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.08.010
Xu-sheng LIN, Le-le ZHANG, Zhuang-ning XIE, Fei WANG, Bi-qing SHI. Field measurements and wind tunnel experimental investigations of typhoon effects on Shenzhen New World Center[J]. Journal of Vibration Engineering, 2024 , 37 (8) : 1359 -1367 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.08.010
正文
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引言
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随着现代建筑结构高度记录的不断刷新，高层结构的实测研究也越来越受到重视。从20世纪80年代初至今，实时监测系统逐步完善，国内外学者开展了大量的针对高层建筑的健康监测工作。He等［1］对深圳平安金融中心（600 m）在台风“海马”通过期间的结构响应进行了现场实测，分析识别得到的固有频率随响应幅值的增大而减小，而阻尼比随响应幅值的增大有波动；Xie等［2］对超强台风“山竹”期间广州西塔（532 m）的结构动力特性研究分析后同样发现，模态频率具有明显的振幅依赖性但阻尼比与振幅无明显的相关性；Huang等［3］基于2011年至2016年上海环球金融中心（SWFC，492 m）顶层的加速度响应实测数据，分析了邻近上海中心大厦不同施工阶段对SWFC结构动力特性的影响，研究得出随着上海中心大厦施工高度以及施工振幅的增加，SWFC前两阶模态频率缓慢下降，而模态阻尼比有所增加，作者认为是由于土体与结构的相互作用，相邻建筑会在不同程度上影响主体建筑的动力特性；Pan等［4］采用快速贝叶斯FFT方法对深圳卓越世纪中心（ZCC，280 m）在4次台风和微风条件下风致振动实测数据进行分析，结果表明阻尼比与振动幅值没有明显的非线性关系；Zhang等［5］在超强台风“山竹”期间对深圳地区4座超高层建筑结构的模态参数进行分析，识别结果显示在低幅值区域模态频率存在多值问题，采用“时变”描述可以较好地体现模态参数的变化特征。相同台风期间，Zhou等［6］对一栋392.5 m的超高层建筑结构实测分析，结果进一步表明“时变”方式比“幅值相关”更适合描述台风期间高层建筑结构模态参数的变化；Wan等［7］在台风“圆规”期间对深圳平安金融中心的现场实测研究中发现，随着时间的推移，模态频率先减小后增大，阻尼比呈现先增大后减小的趋势。
现场实测是验证风洞试验结果准确性的最可靠手段。谢壮宁等［8］在4次不同台风期间对高度441.8 m的深圳京基100进行实测研究，并与风洞试验结果进行对比，结果显示结构横风向实测响应和风洞试验计算峰值加速度响应相差4.2%，说明了风洞试验的可靠性；Li等［9］对367 m的香港某超高层建筑结构的实测研究与风洞试验的对比中指出风洞试验结果大于实测结果，偏于保守；Liu等［10⁃11］将超强台风“山竹”过境期间ZCC风致加速度和风洞试验对比，发现风洞试验结果偏于保守，ZCC项目通过使用平安北塔顶部600 m高处的风速仪记录的风速数据，推算出较低的来流风速作为风场参考。这种方法使得风洞试验结果与实际测量结果更为接近［10］。这和他所研究的同样风况下位于深圳湾的另一栋超高层建筑结构的实测结果和风洞试验结果吻合良好的结论［11］形成鲜明对比，显示ZCC风洞试验所选用的粗糙度是偏于保守的。北京气象塔建塔选址应该是偏于B类地貌，在经历近20年城市化发展之后，Li等［12］通过沿塔体不同高度的多个风速仪记录得到的风速分析得到周边地貌实际的粗糙度指数为0.32，已经超过GB 50009—2012规定的D类地貌粗糙度指数；全涌等［13］在风洞中模拟了同济大学桥梁馆WNW方向8 km长、1.8 km宽的矩形区域的真实地貌，结果发现其地面粗糙度指数达到0.50~0.75。以上说明风洞试验中按规范模拟的地貌粗糙度可能存在与实际发展中地貌粗糙度不符合的问题，需要进一步研究。
本文基于近10年来5次主要台风期间深圳新世界中心（SNWC）的实测加速度响应数据，分析了建筑结构的响应特点，并从振幅和时间两个维度分析了建筑结构模态参数的变化规律；最后，将台风“山竹”期间实测建筑结构的最大峰值加速度与三种地貌下的风洞试验结果进行了对比，分析不同地貌粗糙度对结构风致响应的影响。
1　台风简介
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近10年对深圳地区影响较大的台风共有5次，分别为台风“纳沙”“韦森特”“天鸽”“帕卡”和“山竹”。图1为这5次台风的移动路径，除台风“纳沙”外，其余4次台风的登陆地点均离深圳较近。
表1总结了这5次台风的基本信息，包括登陆时间、登陆地点及最大风速等。台风均在登陆前达到最大风速，而台风“山竹”的最大风速明显高于其他台风，其对实测建筑结构的影响是本文关注的重点，因此这里对台风“山竹”过境时的风况进行详细介绍。
超强台风“山竹”期间平安北塔（PAFC）站点实测最大风速仅为33.7 m/s，在近600 m高空下这个风速值对于该强度级别的台风而言过小，说明PAFC站点镂空层设备箱的遮挡作用对风速测量有着较大的影响，因此本文选取内伶仃岛气象站实测风速进行研究。图2给出了台风“山竹”过境时，内伶仃岛气象站（NLDI）监测到的10 min平均风速风向变化，图中0时对应2018⁃9⁃16 0：00：00。由图2可见，NLDI站点观测得到的最大10 min平均风速为40.7 m/s，对应风向角为52°，次大平均风速为39.1 m/s，对应风向角为84°。Duan等［14］采用风洞试验和CFD数值模拟方法研究了NLDI的局部风环境特征，发现在30°~90°风向下海岛效应对观测风速有加速效应，并对此进行了修正，修正后的84°风向角对应风速为34.9 m/s，对应B类地貌10 m高度处的速压为0.526 kPa。
2　实测响应
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深圳新世界中心（SNWC）位于中国深圳福田区益田路，塔楼离地约238 m，共53层，建筑平面标准层为梯形。为进一步评价该建筑的实际风效应，了解实际结构的动力特性，本文作者团队于2011年在该建筑52层安装了一台低频高精度双轴无线加速度传感器测量系统LAC⁃I，系统安装高度为231.5 m，安装位置位于建筑平面中心处。监测设备量程为±1.28 m/s2，分辨率高于2×10-6g，采样频率为25 Hz，可对该超高层建筑实施长时不间断的同步实时测量，所有采集数据通过有线网络被同步传输至广州华南理工大学中心服务器进行集中处理。通过二阶盲源分离方法（SOBI）［15］获得建筑结构的前两阶振型矩阵为，可以判定建筑结构模态主轴与实测仪器监测方向x和y基本重合，其中，建筑结构第一阶模态主轴沿y方向，第二阶模态主轴沿x方向，如图3所示。
监测得到了5次台风过境时SNWC顶部风致加速度响应时程数据，表2给出了其基本信息。台风“纳沙”移动路径离深圳较远，故实测建筑结构的风致加速度响应较小，而其余4次台风影响下实测建筑结构顶部最大峰值加速度均超过了4 cm/s2，特别在“山竹”作用下达到了17.28 cm/s2。这些近10年5次强台风过境时的完整实测数据十分宝贵，建筑结构实测响应未超过高层建筑混凝土结构技术规程［16］规定的限值，且由于台风山竹的风压为0.526 kPa，已超过规程［16］规定的深圳地区10年重现期基本风压，故可以判定该建筑结构满足舒适度要求。
图4给出了在5次台风作用下该建筑结构顶部达到最大振幅附近2 h加速度时程曲线。建筑结构在5次台风作用下均多次达到较大振幅且持续时间较长。最大峰值加速度与表1中各台风对应站点的实测最大风速出现的时间基本一致。此外，在最大振幅时段，5次台风作用下的y方向峰值加速度均显著大于x方向，意味着该建筑结构的主振动方向为南北方向。图5进一步给出了台风“山竹”影响下建筑结构达到最大振幅附近的2 h加速度迹线，对应时段为2018⁃09⁃16 13：30：14~15：30：14，其余4个台风相应的迹线图与之类似，这里不再重复给出，可以看出建筑结构达到最大振幅时主要沿南北方向振动。
3　参数识别结果
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对实测加速度时程信号进行模态参数识别可获取强风下被测建筑结构的动力特性。图6为新世界中心大厦在台风“山竹”影响下达到最大加速度附近2 h加速度功率谱密度。每个基阶模态都仅有一个峰值，表明建筑结构的前两阶模态在高风速时段并未出现耦合。此外，在对数坐标下，尽管x和y方向加速度高阶频率峰值均比较明显，但是与相应方向基阶频率（f1和f2）峰值相比差距均在两个数量级以上，这表明该超高层建筑在台风侵袭时的响应由基阶模态主导，而高阶模态的影响基本可以忽略。
首先将实测得到的加速度时程数据按照时间顺序分成2 h/段，经带通滤波器滤波处理后，出于谨慎考虑，仍采用SOBI方法将每段时程信号解耦得到独立的模态时程信号，最后使用改进的贝叶斯谱密度法（MBSDA）［17］对每段模态信号进行识别获得结构的前两阶模态频率和阻尼比，分别对应时段峰值加速度和时段中心时刻得到模态频率和阻尼比随振幅和时间的变化。
3.1　模态频率
图7给出了5次台风作用下实测建筑结构前两阶模态频率随峰值加速度的变化。从图7中可以看出，结构前两阶模态频率随峰值加速度的增大整体呈现下降的趋势，在最大峰值加速度处达到最小值，呈现明显的振幅依赖性。另外，随着峰值加速度的增加，结构前两阶模态频率的下降趋势会变缓。
需要注意的是，结构模态频率在低振幅区域存在明显的多值问题，即同一个峰值加速度对应两个或多个不同的模态频率值。这可能和同一振幅下不同频率值所对应时间段的风速风向不同有关，风速风向变化会影响建筑结构的气动刚度，进而影响结构模态参数。采用“频率⁃时间”模式描述模态频率的变化则显示较好的规律性，如图8所示。由图8可见，不同台风期间，建筑结构前两阶模态频率随着时间的推移均逐渐减小，当达到最大风速时段时，模态频率达到最小值，这也是建筑结构达到最大振幅时段所对应的模态频率，随后随着风速逐渐减弱结构前两阶模态频率开始缓慢回升。可以看出，模态频率回升速度明显小于最大风速前的下降速度。最大风速前后模态频率变化率的差异是模态频率随振幅变化出现多值性问题的原因，较小频率值均出现在最大风速之后风速逐渐减小的时间段。经持续观测，结构模态频率在台风影响过后均可以恢复至初始值，表明结构没有产生损伤。
表3给出了不同台风期间实测建筑模态频率的变化率（（最大值-最小值）/最大值）。由于“韦森特”只有一个数据时间段，故不计入统计。建筑第一阶模态频率（y方向）的变化率在不同台风期间均小于第二阶模态（x方向）。且建筑在强度最大的“山竹”期间的频率变化率明显大于其他3个台风。
3.2　模态阻尼比
图9给出了实测建筑结构模态阻尼比随最大峰值加速度的变化，其中，x方向阻尼比变化范围为0.57%~1.93%，y方向阻尼比变化范围为0.42%~1.23%。从整体上看，阻尼比对振动加速度大小存在一定的依赖性，但其分布较为离散，规律性并不强，且这种离散性在中低振幅区域（0~6 cm/s2）更加明显；随着振幅（>6 cm/s2）的增加，x方向阻尼比逐渐增大，在建筑结构达到最大峰值加速度时达到最大值，y方向阻尼比呈现先增大后稳定的趋势。相较于弱振下的阻尼比，实测建筑结构在强振下的阻尼比有所增大，但总体上随振幅波动较大。
对比文献［2，4⁃7］中关于SNWC，ZCC，PAFC和广州西塔等7栋超高层建筑结构在超强台风作用下结构动力参数的研究，均可发现超高层建筑结构在台风期间模态频率具有明显的振幅相关性，但采用其时变方式所显示的规律性更好；模态阻尼比与振幅相关性相对较弱，特别是在低振幅区域分布更为离散。
4　实测和风洞试验的对比验证
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利用台风“山竹”过境期间测到SNWC最大振动时段的加速度时程信号识别得到的结构动力特性和最大风速风向数据，根据前期C类地貌下的风洞试验数据进行重分析，显示实测值明显小于风洞试验的结果。参考文献［10］的结果和以上分析，本文重新模拟了3种不同类型的风场对SNWC重新进行了风洞试验并进行相应的分析和对比。
4.1　风场类型、模拟结果及试验模型
风洞试验的几何缩尺比为1∶350，模型高度为0.68 m。通过粗糙元、尖劈和挡板等被动装置模拟共模拟了《建筑结构荷载规范》GB 50009—2012规定的C类、D类地貌风场以及一种更加粗糙的风场（本文称之为E类风场），这3种风场的平均风速剖面指数分别为0.22，0.30和0.35，相应的湍流积分尺度分别为270，269和300 m，其中0.35的平均风速剖面是本文自定义的，称之为E类。图10为这3种风场的模拟结果和规范建议值的对比。图11为风洞试验照片与参考坐标系。
4.2　试验数据预处理及响应计算方法
本文试验采用高频底座测力天平（HFFB）方法，由于天平⁃模型系统（BMS）的共振抖振效应会导致气动信号发生产生畸变，采用文献［18］的方法对测得的畸变信号进行修正。首先对气动荷载进行小波包分解，得到各频段的小波包系数并建立小波包系数与功率谱密度估计的关系；然后，通过单自由度信号修正方法对第一个畸变频率段的共振峰值进行修正并拟合，得到气动力参考曲线，进一步根据单自由度修正后的信号功率谱与参考曲线的比值调整待修正频段对应的小波包系数；最后通过小波包重构得到修正后的气动荷载时程信号。
图12给出了90°风向角结构顺风向及横风向对应的修正前后基底弯矩功率谱的对比。由图12可见，修正后由于BMS共振抖振所引起的多峰信号被完全消除，这为后续风致响应计算的准确性提供了保证。
假定超高层建筑结构的基阶振型沿高度线性分布，根据高频底座力天平原理［19］可知，结构顶部加速度响应为：
式中　 和分别为结构的固有频率和阻尼比；为经过修正后在固有频率处的基底弯矩功率谱密度值；mp为广义质量；为峰值因子，；H为结构高度；为基本风压的取值时距，通常取600 s。
结构风振计算时所采用的前两阶固有频率和阻尼比为台风“山竹”期间实测得到的建筑结构最大振幅时段对应的自振频率（fx=0.275 Hz和fy=0.217 Hz）和阻尼比（ζx=1.93%和ζy=1.15%）。基本风压采用NLDI实测的修正结果即0.526 kPa，考虑到风向容易受到复杂的地形的影响，相应的最大风速所对应的风向采用平安北塔顶部风速仪的测量结果［10］为93°。
4.3　风振重分析和实测结果的对比
根据不同地貌下的风洞试验数据，结合以上计算方法和计算参数，得到该建筑结构测试设备安装高度处的峰值加速度在不同风向角的结果，并与台风“山竹”期间建筑结构实测最大峰值加速度进行比较，结果如图13所示。考虑到人体的感觉是由两个方向合成的总加速度，故图中加速度采用总加速度方式。由图13可见：由于结构形状沿y轴对称，三类地貌试验中结构峰值加速度响应在90°风向角和270°风向角下均较为接近；建筑正南正北均有一栋超高层建筑阻挡来流风向，但总体上看，加速度在180°风向角下大于0°风向角，这是因为一方面建筑北立面迎风面较南立面窄，且两侧为斜面，北风风向所产生的涡激力要弱于南风风向。
由于周边建筑群所产生的复杂干扰效应、不同风场平均风速和湍流度的差异，导致在风向不在90°（东风）附近的其他风向的不同风场下（尤其是C，D类），结构峰值加速度的规律性看起来都较差，如在大部分斜风的情况下，D类地貌的加速度明显高于C类地貌情况，这或许和模拟的D类风场的湍流度明显高于规范值有关（见图10（b）），而在210°~220°和10°~30°风向角C类地貌的加速度显著比另外两种风场的大，这主要是和上游建筑（对应以上两组风向的上游干扰建筑分别为深交所、江苏大厦）所产生的干扰效应有关，对于湍流度相对较低的C类地貌风场，上游建筑所产生的干扰效应要明显高于湍流度更大的其他地貌类型，相应其加速度响应也更大，这符合群体超高层建筑干扰效应的一般规律［20］。
在本文关注的东风（即90°）风向，SNWC的试验转盘区域内的上游建筑都比较矮、不存在能起到明显干扰影响的建筑（见图11（a）），因而试验得到的C，D，E三种地貌的加速度分别为23.1，21.3和16.8 cm/s2，相对于实测结果的误差（定义为：|实测值-试验值|/实测值）分别为33.5%，23.3%和3.1%；由此可见E类地貌的结果最接近实测的结果。
由以上计算分析结果可见，只有当上游地貌的粗糙度指数达到0.35时，其结果才较好地接近实测值，这说明对于该建筑以东的密集建筑群所形成的真实地貌，其真实的粗糙度指数可能会远大于C类地貌（0.22），若按照规范中C类地貌对该地貌进行处理，计算结果将偏于保守。考虑到SNWC位于深圳市中心，来流方向所经地带高楼林立，建筑十分密集，如图14所示。
参考文献［12］对北京气象塔的数据分析结果，由于SNWC位于深圳市中心区，所关注SNWC东面上游建筑程度会比北京气象塔周边的建筑更高和密集，因此其地貌粗糙度会更高，以上推测的SNWC东面上游地貌的平均风速剖面指数为0.35应该是合理的，并且这个结果还远未达到全涌等［13］采用风洞试验研究得到的大城市中心地带地貌的地面粗糙度指数的结果（0.50~0.75）。在现有规范的框架内，对于深圳市区区域的地貌粗糙度可按D类选取。
5　结论和建议
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本文基于近10年来数次台风作用下深圳新世界中心的实测响应数据，分析了该建筑结构模态参数的变化规律，对比了风洞试验和现场实测结果，得到以下结论：
（1）建筑结构在5次台风作用下均表现出明显的横风效应，且最大振动方向均为南北方向，其最大峰值加速度为17.28 cm/s2，满足风振舒适度要求。
（2）建筑结构模态频率具有明显的振幅依赖性，但由于该描述方式下存在的多值性问题，采用“时变特征”的描述方式较优；超强台风期间，结构模态频率随时间先减小后增大，在最大风速附近达到最小值，最大风速以后以较慢的上升速度恢复至初始值。
（3）建筑结构模态阻尼比在中低振幅区域分布较为离散，随着振幅的增加，阻尼比有所增大，最大顺风向和横风向的阻尼比分别为1.9%和1.2%。
（4）地貌粗糙度指数为0.35的风洞试验结果与实测值吻合较好，该建筑以东数千米的密集建筑群地貌粗糙度指数远大于C类地貌的0.22。C类地貌下的试验结果偏于保守。
（5）在现有规范的框架内，对于深圳市区区域来流风向的地貌粗糙度根据具体情况可按D类选取。
基金
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  • 国家自然科学基金资助项目(52378513)
  • 国家自然科学基金资助项目(51908226)
文献
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2024年第37卷第8期
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doi: 10.16385/j.cnki.issn.1004-4523.2024.08.010
  • 接收时间：2022-10-26
  • 首发时间：2026-02-12
  • 出版时间：2024-08-28
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  • 收稿日期：2022-10-26
  • 修回日期：2022-12-13
基金
国家自然科学基金资助项目(52378513)
国家自然科学基金资助项目(51908226)
作者信息
    1华南理工大学亚热带建筑与城市科学全国重点实验室,广东　广州　510641
    2中国建筑第二工程局有限公司华南公司,广东　深圳　518040
    3珠海华发实业股份有限公司,广东　珠海　519020

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谢壮宁（1963―），男，博士，教授。E-mail：。
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