基于城市中心区实测风场的高层建筑风荷载特性

韩振; 李波; 甄伟; 田玉基; 李晨

doi:10.6052/j.issn.1000-4750.2022.04.0316

基于城市中心区实测风场的高层建筑风荷载特性

韩振^1,,
李波^{1, 2, ,},
甄伟^3,,
田玉基^{1, 2,},
李晨^1,

1.
北京交通大学土木建筑工程学院，北京 100044
2.
结构风工程与城市风环境北京市重点实验室，北京 100044
3.
北京市建筑设计研究院有限公司，北京 100045

基金项目: 国家自然科学基金项目(51878041)；高等学校学科创新引智计划项目(B13002)

详细信息

作者简介:
韩　振(1993−)，男，辽宁鞍山人，博士生，主要从事结构风工程研究(E-mail: 395294060@qq.com)

甄　伟(1978−)，男，河北保定人，教授级高工，博士，主要从事结构工程研究(E-mail: zhenwei@biad.com.cn)

田玉基(1967−)，男，山东泰安人，教授，博士，博导，主要从事结构风工程研究(E-mail: yujitian@bjtu.edu.cn)

李　晨(1990−)，男，辽宁沈阳人，博士生，主要从事结构风工程研究(E-mail: lichen_110613@163.com)

通讯作者:
李　波(1978−)，男，湖北武汉人，教授，博士，博导，主要从事结构风工程研究(E-mail: libo_77@163.com)

中图分类号: TU973+.213
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出版历程
- 收稿日期: 2022-04-09
- 修回日期: 2022-07-16
- 网络出版日期: 2022-08-04
- 刊出日期: 2024-03-24

CHARACTERISTICS OF WIND LOADS ACTING ON TALL BUILDINGS BASED ON THE MEASURED WIND FIELD IN URBAN CENTER

HAN Zhen^1,,
LI Bo^{1, 2, ,},
ZHEN Wei^3,,
TIAN Yu-ji^{1, 2,},
LI Chen^1,

1.
School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China
2.
Beijing’s Key Laboratory of Structural Wind Engineering and Urban Wind Environment, Beijing 100044, China
3.
Beijing Institute of Architectural Design Co.,Ltd., Beijing 100045, China

摘要

摘要:
风剖面是影响高层建筑风荷载特性的主要因素。为了探究城市中心区风场下高层建筑的风荷载特性，选取了北京气象塔2013年−2017年连续观测的实测风速数据，采用指数率模型并结合城市边界层分层结构对实测风场风剖面进行了拟合。通过刚性模型风洞测压试验得到了宽厚比D/B=1, 2, 4三种超高层建筑在实测风场下的风荷载，并将试验结果同规范中的B、D类风场进行了对比。研究表明：基于分层结构，采用指数率模型拟合得到的实测风场幂指数为0.35，其平均风速剖面同D类风场相似，湍流度剖面则大于D类风场；与B、D类风场下的风荷载相比，实测风场对超高层建筑的平均风荷载影响较小，对脉动风荷载的影响较大，且建筑宽厚比增大后，其在实测风场下的脉动风效应显著增强；建筑基底横风向和扭转向力矩系数间具有较强的相关性，且存在极值相关性，特别是90°风向角时的D/B=4建筑，两种相关性在实测风场下均显著增强。
- 超高层建筑 /
- 实测风场 /
- 风洞试验 /
- 风压系数 /
- 层风力系数 /
- 基底力矩系数
Abstract:
The wind profile is a main factor affecting wind load characteristics of tall buildings. To investigate characteristics of wind loads acting on tall buildings in urban central wind field, the measured wind speed data observed continuously from the Beijing Meteorological Tower during 2013-2017 was selected and the power-law was used to fit the measured wind profile based on the layered structure of the urban boundary layer. Wind loads of super-tall buildings with side ratios D/B=1, 2 and 4 in the measured wind field were obtained by carrying out a pressure test of rigid models in a wind tunnel and the results were compared with B and D wind fields in the code. The researches show that based on the layered structure, the power exponent of the measured wind field fitted by the power-law is 0.35. The mean wind velocity profile is similar to the D wind field, while the turbulence profile is larger than that of the D wind field. Compared with the wind load in B and D wind fields, the measured wind field has less effect on the mean wind load of super-tall buildings but a greater effect on the fluctuating wind load. Moreover, with the increase of the building side ratio, the fluctuating wind effect is enhanced significantly under the measured wind field. There is a strong correlation between the across-wind and torsional moment coefficients at the base, and correlation in the extreme values exists, especially for the building with D/B=4 at 90° wind direction, while two kinds of correlations are both enhanced in the measured wind field.
- super-tall building /
- measured wind field /
- wind tunnel test /
- wind pressure coefficient /
- local wind force coefficient /
- base moment coefficient

HTML全文

图 1 北京气象塔观测平台

Figure 1. Beijing Meteorological Tower

下载: 全尺寸图片幻灯片

图 2 北京气象塔实测风场拟合结果及与规范风场的比较

Figure 2. Fitting results of the measured wind field in the Beijing Meteorological Tower and comparison with wind fields in the code

下载: 全尺寸图片幻灯片

图 3 试验风场

Figure 3. Testing wind flows

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图 4 试验模型

Figure 4. Testing models

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图 5 不同风场下，建筑2/3高度处风压系数分布

Figure 5. Distribution of wind pressure coefficients at the 2/3 height of buildings in different wind fields

下载: 全尺寸图片幻灯片

图 6 不同风场下，建筑层风力系数沿高度的分布

Figure 6. Distribution of local wind force coefficients along the height of buildings in different wind fields

下载: 全尺寸图片幻灯片

图 7 不同风场下，建筑基底力矩系数随风向角的变化

Figure 7. Variation of base moment coefficients of buildings with wind angles in different wind fields

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8 建筑基底力矩系数极值与同步比值

8. Maximum and simultaneous ratio of base moment coefficients of buildings

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表 1 不同分层结构的风剖面拟合结果

Table 1 Fitting results of wind profiles with different layered structures

拟合使用的高度组合/m	高度组合所在的分层结构情况	幂指数α	可决系数 R²/(%)
A组：32 47 64 80	粗糙子层	0.32	97.97
B组：32 47 64 80 140	粗糙子层，惯性子层	0.37	98.23
C组：32 47 64 80 140 　　 200 280	粗糙子层，惯性子层，混合层	0.35	98.23

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表 2 建筑典型高度处的特征湍流度

Table 2 Characteristic turbulence intensity at typical heights of buildings /(%)

高度	风场类型
高度	B类	D类	实测
0.25 H_r	11.8	20.3	23.0
0.50 H_r	10.4	18.0	20.2
0.63 H_r	10.0	17.0	19.2
0.75 H_r	9.6	16.1	18.4
1.00 H_r	9.1	14.7	16.9
1.25 H_r	8.9	13.7	15.6

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表 3 建筑基底力矩间的相关系数

Table 3 Correlation coefficients between the base moments of buildings

风向角/ (°)	基底方向	D/B=1			D/B=2			D/B=4
风向角/ (°)	基底方向	B类	D类	实测	B类	D类	实测	B类	D类	实测
0	M_x-M_y	0.01	0.02	0.03	0.00	0.01	0.00	0.01	0.00	0.00
	M_x-M_t	0.60	0.54	0.54	0.73	0.69	0.68	0.50	0.47	0.49
	M_y-M_t	0.04	0.05	0.06	0.02	0.01	0.00	0.01	0.01	0.02
90	M_x-M_y	0.01	0.03	0.04	0.03	0.00	0.00	0.00	0.04	0.06
	M_x-M_t	0.04	0.03	0.06	0.05	0.04	0.07	0.01	0.04	0.04
	M_y-M_t	0.58	0.52	0.50	0.49	0.32	0.28	0.53	0.79	0.81

下载: 导出CSV

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