高层建筑风荷载与风致弯扭耦合响应研究
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摘要
随着高层建筑向越来越高、越来越柔的趋势发展,风荷载越来越成为高层建筑结构安全性和使用性的控制性荷载,风荷载和风致响应是超高层建筑结构设计必须关注的重要问题。虽然到目前还没有出现超高层建筑受风荷载而整体倒塌的事件,但是,超高层建筑在风暴过程中因振动过大而导致居住者不适的情况却时有发生,强风作用下,围护结构遭到破坏的事件也常有报道。因此,对高／超高层建筑的风荷载及风致响应开展深入研究是十分必要的。
本文完成了一系列一般高层建筑和绿色高层建筑刚性模型的同步测压试验。根据试验结果研究了高层建筑表面风压的一些基本特征,考虑了风向角、测点位置、截面形状、湍流度等因素的影响,对测点风压的概率特征进行了分析,利用目标概率法获得了峰值因子。矩形截面高层建筑,极大峰值因子可取2.7,极小峰值因子在立面中间区域取3.3,边缘区域取3.9。
以矩形截面高层建筑为主研究了主体结构外加风荷载的基本特性,提出了外加风荷载的数学模型,通过参数拟合形成了闭合公式,并给出了应用提出的数学模型计算结构等效静力风荷载和加速度响应的过程,算例对比结果表明,本文提出的数学模型适用性好,获得的闭合公式能用于高层建筑结构抗风的初步设计。
研究了凹角、倒角和圆角等角沿形式对风荷载的影响。与方形截面相比,极大峰值风压受角沿形式的影响较小,凹角和倒角时极小峰值风压略有减小,但圆角时极小峰值风压增大,最小极小峰值风压增大了17.03%。对方形截面建筑进行凹角、倒角和圆角处理,可以大大减小主体结构的外加风荷载,0。风向角时,凹角、倒角、圆角的顺风向平均基底弯矩系数分别减小了15.5%、19.5%、62.4%,根方差基底弯矩系数分别减小了27.8%、25.6%、73.1%,横风向根方差基底弯矩系数分别减小了54.6%、44.7%、60.4%,根方差基底扭矩系数分别减小了68.7%、77.1%、68.4%。
建立了高层建筑偏心状态下的风致弯扭耦合运动方程,给出了具体的求解过程,进行了参数分析。通过算例研究了偏心结构风致弯扭耦合响应的基本规律,并分析了多种因素的影响。与不偏心情况相比,矩形截面高层建筑的最大加速度响应,在质量双向偏心5%范围内增大5.4%-10.6%,在刚度双向偏心5%范围内增大3.9%-16.5%。
研究了开洞高层建筑在不同开洞率时洞口内风速放大的基本规律,洞口内在0°～40°风向角都有较大的风速比,独开下洞口时的最大风速比在1.31～1.39之间,独开上洞口时的最大风速比在1.28～1.35之间,对于外形确定的高层建筑,存在达到最大风速比的最优开洞率。当来流与洞口轴线方向一致时,来流入口附近的平均风压和脉动风压均很大。洞口的设置会减小主体结构的外加风荷载,以开洞率为变量,拟合得到了洞口影响系数随开洞率的变化函数。
珠江城商务写字楼开创了在高层建筑中设置洞口进行风能发电的先河,对珠江城的风荷载和风能发电进行了系统的研究。结果表明：超高层建筑中进行风能发电具有巨大的潜力,风机运行时,洞口内风能可到达10m高度处的29.5倍；为更好的利用高层建筑进行风能发电,有必要结合气候分析进行建筑的平面布局乃至选址,并优化建筑的立面,在城市中心,若能合理利用“城市峡谷”效应,也能提高风能的利用率；为进行风能发电而在建筑立面上开洞,会增大洞口附近的局部风压,但与不开洞建筑相比,开设洞口对减小结构总体风荷载是有利的。
中庭式高层建筑,当立面不开洞时,顶部气流分离是中庭内风压形成的主要原因,中庭内风压分布较为均匀,水平相关性非常高,竖直相关性也较高。立面开洞后,随着开洞率的增大,平均风压先减小后趋于稳定,脉动风压先减小后增大,针对中庭内立面风压的特点,对中庭内立面的抗风设计提出了建议方法,并给出了具体的参数取值,通过建议方法的预测结果和试验结果的对比,证实了该方法能用于工程设计。
本文以风洞试验为主,结合理论分析详细研究了高层建筑的风荷载特性和偏心状态下风致弯扭耦合响应。研究成果可为高层建筑的抗风设计及荷载规范的修订提供有用的信息和依据。
Recently, tall buildings have becoming taller and more flexible. As a result, wind loads have increasingly become the key loads in the design of tall buildings. Wind loads and wind-induced response are major concerns to the design of tall buildings. Although no super tall building collapsed by wind actions in the past, sometimes occupants feel uncomfortable because of excessive vibration and even damages of structural components during strong winds were reported. It is thus necessary to investigate the wind loads and wind-induced response of tall buildings.
A series of rigid typical tall building models were used in wind tunnel tests for simultaneous pressure measurements. Characteristics of wind-induced pressures on the surfaces of the tall building models were studied based on the test results. The effects of incident wind direction and turbulence intensity, model shapes and configurations on the pressure distributions were investigated. The probability characteristics of the surface pressures were analyzed and the peak factors were calculated by the target probability method. For rectangular tall buildings, max peak factor is preferable to be2.7, min peak factor can be taken as3.3in the middle areas of the model facades and3.9in the edge regions, respectively.
Characteristics of wind loads on rectangular tall buildings were studied based on the wind tunnel test results. Mathematical models of wind loads on typical tall buildings were proposed and closed-form formulas were presented by parameter fitting. The procedures of applying the mathematical models to calculate the equivalent static wind loads and acceleration response were presented. The comparison results show that the mathematical models can be used for the wind-resistant design of tall buildings at the preliminary design stage.
Additional wind tunnel tests were conducted to investigate the effects of corner configurations on wind loads on tall buildings. Compared with square section, the max pressure coefficients were not significantly affected by the shape modifications such as recessed, beveled, rounded corners. Meanwhile, the minimum pressure coefficients were also not significantly affected by the shape modifications, except that the magnitude of minimum pressure coefficients increased approximately17.03%due to modification to the rounded corners. The overall wind loads on tall buildings were reduced significantly by the corner shape modifications. For0°wind direction, the along-wind mean base moment coefficients were reduced by15.5%,19.5%and62.4%, respectively. Accordingly RMS base moment coefficients were reduced by27.8%,25.6%and73.1%. Moreover, the same results were obtained for the across-wind RMS base moment coefficients and RMS base torque coefficients. Taking0°wind direction for an example, across-wind RMS base moment coefficients were reduced by54.6%,44.7%and60.4%, respectively, and RMS base torque coefficients were reduced by68.7%,77.1%and68.4%accordingly.
The equations of motion of lateral-torsional coupled tall buildings were derived and parametric analyzes was conducted. For a case study, detailed analyses of the effects of the parameters were conducted to investigate the characteristics of wind-induced lateral-torsional coupled responses of tall buildings. Compared with the results of non-eccentricity, the maximum resultant acceleration response of rectangular tall buildings increased from5.4%to10.6%under mass two-way eccentric range of5%. On the other hand, the maximum resultant acceleration response of rectangular tall buildings increased from3.9%to16.5%under stiffness two-way eccentric range of5%.
The wind speed amplification effects inside holes in tall buildings with different opening ratios were investigated based on wind tunnel tests. The maximum wind speed ratio in an upper hole, with value of1.28to1.35, was found when a lower hole was closed. The value of1.31to1.39in a lower hole was observed when the upper hole was closed. The wind speed amplification effects varied with the opening ratio, and there was an optimal opening ratio for a tall building. The mean and fluctuating wind pressures around the entrances of the holes were very large when the approaching wind flow was paralleled to the axis of a hole, but the existence of holes was beneficial to decrease the overall wind loads. And the influence coefficient as a function of opening ratio was thus proposed.
Pearl River Tower (PRT), located in Guangzhou, China, created a precedent on power generation in tall buildings with installation of wind turbines in wind tunnels. The wind loads and possibility for wind power generation with wind turbines installed in the wind tunnels inside PRT were systematically studied based on wind tunnel tests. The results showed that the wind power obtained from the tunnels could be29.5times than that got at height of10m, and it is potential to get wind power from the tall building. It is necessary to consider the plane direction of the tall building to be consistent with the frequent wind speed directions based on the local wind climate analysis results and the optimal elevations of the tunnels'locations, to obtain more wind power from the tall building. Moreover, the use of the "urban canyon" effect is also a good way to get the wind power in the center of city. Meanwhile, the local wind pressures near the opening holes increase, but the overall wind loads reduce due to the opening of the holes.
The formation of flow separation on the top of the facade of tall buildings with atrium plays a critical role in the wind pressure generations on atrium facade of tall buildings without open hole. Meanwhile, Wind pressure distribution on the atrium facades was in uniform. Moreover, the horizontal and vertical correlation of pressure coefficient appears that an overall higher correlation at most locations on atrium facade. The mean wind pressures first decreased and then stabilized, and the fluctuating wind pressures first decreased and then increased, with the increasing of the opening holes. A method for the wind-resistant design of Atrium facade was proposed, and the results predicted by the method was in good agreement with those obtained from the wind tunnel tests, indicating that the proposed method can be used in engineering applications.
In this study, the combination of wind tunnel tests and theoretical analysis was adopted to investigate the wind effects and lateral-torsional couple responses of tall buildings. The results presented in this thesis are expected to provide valuable information and reference for the wind-resistant design of tall buildings and load code revision in the future.
本文完成了一系列一般高层建筑和绿色高层建筑刚性模型的同步测压试验。根据试验结果研究了高层建筑表面风压的一些基本特征,考虑了风向角、测点位置、截面形状、湍流度等因素的影响,对测点风压的概率特征进行了分析,利用目标概率法获得了峰值因子。矩形截面高层建筑,极大峰值因子可取2.7,极小峰值因子在立面中间区域取3.3,边缘区域取3.9。
以矩形截面高层建筑为主研究了主体结构外加风荷载的基本特性,提出了外加风荷载的数学模型,通过参数拟合形成了闭合公式,并给出了应用提出的数学模型计算结构等效静力风荷载和加速度响应的过程,算例对比结果表明,本文提出的数学模型适用性好,获得的闭合公式能用于高层建筑结构抗风的初步设计。
研究了凹角、倒角和圆角等角沿形式对风荷载的影响。与方形截面相比,极大峰值风压受角沿形式的影响较小,凹角和倒角时极小峰值风压略有减小,但圆角时极小峰值风压增大,最小极小峰值风压增大了17.03%。对方形截面建筑进行凹角、倒角和圆角处理,可以大大减小主体结构的外加风荷载,0。风向角时,凹角、倒角、圆角的顺风向平均基底弯矩系数分别减小了15.5%、19.5%、62.4%,根方差基底弯矩系数分别减小了27.8%、25.6%、73.1%,横风向根方差基底弯矩系数分别减小了54.6%、44.7%、60.4%,根方差基底扭矩系数分别减小了68.7%、77.1%、68.4%。
建立了高层建筑偏心状态下的风致弯扭耦合运动方程,给出了具体的求解过程,进行了参数分析。通过算例研究了偏心结构风致弯扭耦合响应的基本规律,并分析了多种因素的影响。与不偏心情况相比,矩形截面高层建筑的最大加速度响应,在质量双向偏心5%范围内增大5.4%-10.6%,在刚度双向偏心5%范围内增大3.9%-16.5%。
研究了开洞高层建筑在不同开洞率时洞口内风速放大的基本规律,洞口内在0°～40°风向角都有较大的风速比,独开下洞口时的最大风速比在1.31～1.39之间,独开上洞口时的最大风速比在1.28～1.35之间,对于外形确定的高层建筑,存在达到最大风速比的最优开洞率。当来流与洞口轴线方向一致时,来流入口附近的平均风压和脉动风压均很大。洞口的设置会减小主体结构的外加风荷载,以开洞率为变量,拟合得到了洞口影响系数随开洞率的变化函数。
珠江城商务写字楼开创了在高层建筑中设置洞口进行风能发电的先河,对珠江城的风荷载和风能发电进行了系统的研究。结果表明：超高层建筑中进行风能发电具有巨大的潜力,风机运行时,洞口内风能可到达10m高度处的29.5倍；为更好的利用高层建筑进行风能发电,有必要结合气候分析进行建筑的平面布局乃至选址,并优化建筑的立面,在城市中心,若能合理利用“城市峡谷”效应,也能提高风能的利用率；为进行风能发电而在建筑立面上开洞,会增大洞口附近的局部风压,但与不开洞建筑相比,开设洞口对减小结构总体风荷载是有利的。
中庭式高层建筑,当立面不开洞时,顶部气流分离是中庭内风压形成的主要原因,中庭内风压分布较为均匀,水平相关性非常高,竖直相关性也较高。立面开洞后,随着开洞率的增大,平均风压先减小后趋于稳定,脉动风压先减小后增大,针对中庭内立面风压的特点,对中庭内立面的抗风设计提出了建议方法,并给出了具体的参数取值,通过建议方法的预测结果和试验结果的对比,证实了该方法能用于工程设计。
本文以风洞试验为主,结合理论分析详细研究了高层建筑的风荷载特性和偏心状态下风致弯扭耦合响应。研究成果可为高层建筑的抗风设计及荷载规范的修订提供有用的信息和依据。
Recently, tall buildings have becoming taller and more flexible. As a result, wind loads have increasingly become the key loads in the design of tall buildings. Wind loads and wind-induced response are major concerns to the design of tall buildings. Although no super tall building collapsed by wind actions in the past, sometimes occupants feel uncomfortable because of excessive vibration and even damages of structural components during strong winds were reported. It is thus necessary to investigate the wind loads and wind-induced response of tall buildings.
A series of rigid typical tall building models were used in wind tunnel tests for simultaneous pressure measurements. Characteristics of wind-induced pressures on the surfaces of the tall building models were studied based on the test results. The effects of incident wind direction and turbulence intensity, model shapes and configurations on the pressure distributions were investigated. The probability characteristics of the surface pressures were analyzed and the peak factors were calculated by the target probability method. For rectangular tall buildings, max peak factor is preferable to be2.7, min peak factor can be taken as3.3in the middle areas of the model facades and3.9in the edge regions, respectively.
Characteristics of wind loads on rectangular tall buildings were studied based on the wind tunnel test results. Mathematical models of wind loads on typical tall buildings were proposed and closed-form formulas were presented by parameter fitting. The procedures of applying the mathematical models to calculate the equivalent static wind loads and acceleration response were presented. The comparison results show that the mathematical models can be used for the wind-resistant design of tall buildings at the preliminary design stage.
Additional wind tunnel tests were conducted to investigate the effects of corner configurations on wind loads on tall buildings. Compared with square section, the max pressure coefficients were not significantly affected by the shape modifications such as recessed, beveled, rounded corners. Meanwhile, the minimum pressure coefficients were also not significantly affected by the shape modifications, except that the magnitude of minimum pressure coefficients increased approximately17.03%due to modification to the rounded corners. The overall wind loads on tall buildings were reduced significantly by the corner shape modifications. For0°wind direction, the along-wind mean base moment coefficients were reduced by15.5%,19.5%and62.4%, respectively. Accordingly RMS base moment coefficients were reduced by27.8%,25.6%and73.1%. Moreover, the same results were obtained for the across-wind RMS base moment coefficients and RMS base torque coefficients. Taking0°wind direction for an example, across-wind RMS base moment coefficients were reduced by54.6%,44.7%and60.4%, respectively, and RMS base torque coefficients were reduced by68.7%,77.1%and68.4%accordingly.
The equations of motion of lateral-torsional coupled tall buildings were derived and parametric analyzes was conducted. For a case study, detailed analyses of the effects of the parameters were conducted to investigate the characteristics of wind-induced lateral-torsional coupled responses of tall buildings. Compared with the results of non-eccentricity, the maximum resultant acceleration response of rectangular tall buildings increased from5.4%to10.6%under mass two-way eccentric range of5%. On the other hand, the maximum resultant acceleration response of rectangular tall buildings increased from3.9%to16.5%under stiffness two-way eccentric range of5%.
The wind speed amplification effects inside holes in tall buildings with different opening ratios were investigated based on wind tunnel tests. The maximum wind speed ratio in an upper hole, with value of1.28to1.35, was found when a lower hole was closed. The value of1.31to1.39in a lower hole was observed when the upper hole was closed. The wind speed amplification effects varied with the opening ratio, and there was an optimal opening ratio for a tall building. The mean and fluctuating wind pressures around the entrances of the holes were very large when the approaching wind flow was paralleled to the axis of a hole, but the existence of holes was beneficial to decrease the overall wind loads. And the influence coefficient as a function of opening ratio was thus proposed.
Pearl River Tower (PRT), located in Guangzhou, China, created a precedent on power generation in tall buildings with installation of wind turbines in wind tunnels. The wind loads and possibility for wind power generation with wind turbines installed in the wind tunnels inside PRT were systematically studied based on wind tunnel tests. The results showed that the wind power obtained from the tunnels could be29.5times than that got at height of10m, and it is potential to get wind power from the tall building. It is necessary to consider the plane direction of the tall building to be consistent with the frequent wind speed directions based on the local wind climate analysis results and the optimal elevations of the tunnels'locations, to obtain more wind power from the tall building. Moreover, the use of the "urban canyon" effect is also a good way to get the wind power in the center of city. Meanwhile, the local wind pressures near the opening holes increase, but the overall wind loads reduce due to the opening of the holes.
The formation of flow separation on the top of the facade of tall buildings with atrium plays a critical role in the wind pressure generations on atrium facade of tall buildings without open hole. Meanwhile, Wind pressure distribution on the atrium facades was in uniform. Moreover, the horizontal and vertical correlation of pressure coefficient appears that an overall higher correlation at most locations on atrium facade. The mean wind pressures first decreased and then stabilized, and the fluctuating wind pressures first decreased and then increased, with the increasing of the opening holes. A method for the wind-resistant design of Atrium facade was proposed, and the results predicted by the method was in good agreement with those obtained from the wind tunnel tests, indicating that the proposed method can be used in engineering applications.
In this study, the combination of wind tunnel tests and theoretical analysis was adopted to investigate the wind effects and lateral-torsional couple responses of tall buildings. The results presented in this thesis are expected to provide valuable information and reference for the wind-resistant design of tall buildings and load code revision in the future.
引文
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