屋盖开孔的近地空间建筑的风效应及等效静力风荷载研究
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摘要
由于使用功能和风致破坏的原因，近地空间建筑在屋盖的中心和角部会出现不同程度的开孔，如体育场馆的开合屋盖、民居和工业厂房屋盖角部的风致破坏，等等。近地空间建筑的屋盖开孔后，结构的风荷载特性将明显不同于完全封闭建筑，已有的关于结构开孔引起的风荷载效应的研究，主要针对立墙开孔建筑。本文采用风洞试验和理论分析相结合的方法，对屋盖开孔的近地空间建筑的风荷载、风致内压、极值风荷载特性、风致响应及等效静力风荷载等进行了系统的研究。主要研究内容和成果如下：
1、在满足内压的动力特性相似的基础上，以TTU建筑为原型，制作了缩尺比为1:50的刚性模型，考虑了屋盖中心和角部两种开孔形式，以及不同的开孔率，进行了多工况的测压风洞试验。首先，以无开孔工况的试验结果与现场实测结果及UWO风洞试验结果进行比较，验证了HD-2号风洞及风压测试系统的可靠性；其次，在3种屋盖中心开孔率和3种屋盖角部开孔率的试验结果的基础上，研究了屋盖开孔时风压系数、屋盖中线纵向和横向体型系数、立墙体型系数的分布规律，研究了屋盖局部体型系数的量值范围，并与规范值进行了比较。研究结果表明：现有的规范值高估了屋盖开孔近地空间建筑的风吸力，低估了风压力。
2、系统地研究了屋盖开孔近地空间建筑的风致内压。首先，研究了屋盖开孔近地空间建筑内部风压系数的相干特性，确定了建筑内部风压采用统一时程描述的方法；研究了内部风压系数分布规律，结果表明：屋盖中心开孔工况的内部负风压系数在立墙开孔试验结果和规范值范围内，屋盖角部开孔时的内部负风压则超出已有的立墙开孔结果。在此基础上，对屋盖开孔近地空间建筑的风致内压系数取值提出了建议。其次，研究了屋盖开孔的近地空间建筑的风致内压影响因素和脉动机理，基于单开孔的内压传递方程对屋盖中心开孔建筑的内压时程进行仿真，对风致内压的平均值和脉动值进行了理论估计，基于风洞试验结果和数值仿真结果，给出了风致脉动内压与脉动外压之比、极值内压与极值外压之比的关于无量纲开孔参数的拟合表达式。
3、系统地研究了屋盖开孔近地空间建筑的极值风压特性。首先，研究了屋盖上、下表面风压和净风压的高阶统计量分布规律和概率密度函数特征，结果表明：屋盖风压明显偏离高斯分布，确定拟合屋盖表面风压的最佳概率密度函数为改进Hermite级数分布。然后，基于最佳的Hermite级数分布，结合转换过程法提出了改进Hermite峰值因子法，考虑随机信号的带宽大小，使得单次采样的极值方法适应于任意带宽的结构表面风压。最后，针对多次独立采样的经典极值方法需耗费大量人力物力的缺点，提出了一种基于单次采样结合多变量相关非高斯随机过程仿真的峰值因子估计方法。对多种峰值因子估计方法对比研究表明，Davenport峰值因子法和Sadek-Simiu峰值因子法在一定程度上低估了开孔屋盖的峰值因子，改进Hermite峰值因子法可以最安全的估计开孔屋盖的峰值因子，非高斯仿真峰值因子法可以最为准确的估计开孔屋盖的峰值因子。
4、研究了屋盖开孔近地空间建筑的风致响应及其等效静力风荷载。考虑背景和共振分量之间的相关性，结合随机动力学的双输入单输出系统原理推导了考虑背景和共振分量耦合的完全三分量方法计算风致响应及单目标等效静力风荷载。将总脉动响应及脉动等效静力风荷载划分为三个分量：背景、共振以及背景共振耦合分量。在此基础上，开发了相应的结构风致响应及等效静力风荷载计算程序WindResponse，利用WindResponse计算程序的完全三分量法对中心开孔屋盖的风致响应及等效静力风荷载进行研究，研究结果表明：完全三分量法为与CQC法具有一致的理论意义的精确计算方法，而传统的三分量叠加法在垂直风向会低估脉动风致响应及等效静力风荷载，在斜风向时会高估脉动风致响应及等效静力风荷载。最后，针对开孔屋盖多目标等效的需要，提出了以完全三分量单目标等效静力风荷载为基本向量，结合约束加权最小二乘法的多目标等效静力风荷载方法，研究结果表明：该方法可以较好限制多目标等效静力风荷载在局部过大的缺点，除了能满足权值最重要的目标点精确等效外，在其它等效节点它比单目标等效静力风荷载方法更加接近于实际位移。
Closing-ground buildings usually present some openings on the center or cornerof roof because of the need of function and wind-induced damage, such as theretractable roof of stadium, skylights of houses or industrial buildings, and damage onthe roof of buildings. If a closing-ground building has a dominant opening on the roof,the wind loads would be significantly different with that of closed building. Theprevious studies about wind loads of dominant opening building mainly focused onwall-opening buildings, such as windward or leeward opening buildings. This thesismainly focuses on envelope wind loads, internal pressures, extreme wind loads,wind-induced responses, and equivalent static wind loads on the roof-openingclosing-ground buildings by means of wind tunnel tests and theoretical analysis. Themajor contents and results are listed as follows:
1.7TTU rigid models are manufactured with a scale of1:50, which are3centerroof-opening models,3corner roof-opening models as well as one no roof-openingmodel. Wind pressures of these models are tested in HD-2wind tunnel. First, thereliabilities of HD-2wind tunnel and pressure testing system are confirmed bycomparing the results of no-opening cases among the HD-2wind tunnel tests, fullscale tests, and UWO wind tunnel tests. Second, on the basis of three kinds of centerroof-opening cases and three kinds of corner roof-openings cases, the characteristicsof wind pressure coefficients on roof-opening envelopes are studied in detail. The testresults are compared with several provisions, it seems that the suction forces on theroof obtained from provisions are overestimated and the press forces areunderestimated.
2. The wind-induced internal pressures in roof-opening closing-ground buildingsare specially studied. First, the coherences of internal pressure coefficients are studied,which ensures the accuracy of describing the internal pressures by using onetime-history. The effects of wind directions, opening ratios, leakage ratios, turbulencetendencies and volumes of structures on internal pressure coefficients are studied indetail, and it is shown that the internal pressure coefficients of roof-opening buildingsare negative, which can not be well evaluated by the provisions, as well as the resultsobtained from wall-opening building tests. So an adaptive internal pressurecoefficient is proposed for the designing of roof opening closing-ground building. Second, the fluctuating mechanisms of internal pressures are specially studied. It isshown that the single dominant opening Helmholtz equation can be used to simulateinternal pressure. Based on the wind tunnel tests and simulating results, the empiricalformulae about the ratio between fluctuating internal pressure and external pressure,the ratio between extreme internal pressure and external pressure are fitted with thenon-dimension opening parameters.
3. The characteristics of extreme pressure coefficients for cladding componentsare specially studied. First, the distribution of skewnesses and kurtosises as well asthe characteristics of probability density function about upside, downside and netpressure coefficients are studied. It is shown that the probability density function issignificantly different from Gaussian distribution, and the modified Hermitepolynomial model is the best probability density function which is used to fit theprobability density function for roof-opening closing-ground buildings’ wind pressurecoefficients at most cases. Based on the best fitted probability density function, thispaper proposes a modified Hermite peak factor procedure, which can take accountinto the band width effects and non-Gaussian characterstic of wind pressure. Second,this paper proposes a non-Gaussian simulation peak factor procedure for overconingthe exhausting defaults of classic peak factor procedure. By means of comparing theresults obtained from these two new procedure and several traditional peak factormethods, it is shown that the peak factors of the opening roof’s wind pressure areunderestimated by Davenport peak factor method and Sadek-Simiu peak factormethod in some cases, but Modified Hermite peak factor procedure can be used to getthe peak factors safely, and Non-Gaussian simulation peak factor procedure is the bestway to get the peak factors. The results of Non-Gaussian simulation peak factorprocedure are closest to the observed peak factors.
4. The wind-induced responses and equivalent static wind loads (ESWL) arespecially studied. For taking account into the relevance of background ESWL andresonant ESWL, this paper proposes a full three-component procedure to getwind-induced responses and equivalent static wind loads by stochastic dynamicmechanism. The overall fluctaing wind-induced responses and equivalent static windloads are divided into three parts which are background component and resonantcomponent as well as background-resonant coupling component by the new procedure.By testing examples of opening roofs, it is shown that the full three-componentprocedure is an accurate method same as CQC method in theory. In normal wind anglecases the wind-induced responses and equivalent static wind loads are underestimated by the traditional three-component procedure which neglect the background-resonantcoupling component, and in oblique wind angle the results are overestimated. Lastly,for considering the equivalent of multi-object, this paper proposes a multi-objectequivalent static wind loads procedure which makes the full three-component singleESWL procedure as the basic vector and use constrained least square method to getthe results. It is shown that the new multi-object ESWL procedure can overcome thefault which is usually presenting exceptional large local ESWL by the traditionalmulti-object ESWL method, and the results of the most important object can beaccurately equivalent.
1、在满足内压的动力特性相似的基础上，以TTU建筑为原型，制作了缩尺比为1:50的刚性模型，考虑了屋盖中心和角部两种开孔形式，以及不同的开孔率，进行了多工况的测压风洞试验。首先，以无开孔工况的试验结果与现场实测结果及UWO风洞试验结果进行比较，验证了HD-2号风洞及风压测试系统的可靠性；其次，在3种屋盖中心开孔率和3种屋盖角部开孔率的试验结果的基础上，研究了屋盖开孔时风压系数、屋盖中线纵向和横向体型系数、立墙体型系数的分布规律，研究了屋盖局部体型系数的量值范围，并与规范值进行了比较。研究结果表明：现有的规范值高估了屋盖开孔近地空间建筑的风吸力，低估了风压力。
2、系统地研究了屋盖开孔近地空间建筑的风致内压。首先，研究了屋盖开孔近地空间建筑内部风压系数的相干特性，确定了建筑内部风压采用统一时程描述的方法；研究了内部风压系数分布规律，结果表明：屋盖中心开孔工况的内部负风压系数在立墙开孔试验结果和规范值范围内，屋盖角部开孔时的内部负风压则超出已有的立墙开孔结果。在此基础上，对屋盖开孔近地空间建筑的风致内压系数取值提出了建议。其次，研究了屋盖开孔的近地空间建筑的风致内压影响因素和脉动机理，基于单开孔的内压传递方程对屋盖中心开孔建筑的内压时程进行仿真，对风致内压的平均值和脉动值进行了理论估计，基于风洞试验结果和数值仿真结果，给出了风致脉动内压与脉动外压之比、极值内压与极值外压之比的关于无量纲开孔参数的拟合表达式。
3、系统地研究了屋盖开孔近地空间建筑的极值风压特性。首先，研究了屋盖上、下表面风压和净风压的高阶统计量分布规律和概率密度函数特征，结果表明：屋盖风压明显偏离高斯分布，确定拟合屋盖表面风压的最佳概率密度函数为改进Hermite级数分布。然后，基于最佳的Hermite级数分布，结合转换过程法提出了改进Hermite峰值因子法，考虑随机信号的带宽大小，使得单次采样的极值方法适应于任意带宽的结构表面风压。最后，针对多次独立采样的经典极值方法需耗费大量人力物力的缺点，提出了一种基于单次采样结合多变量相关非高斯随机过程仿真的峰值因子估计方法。对多种峰值因子估计方法对比研究表明，Davenport峰值因子法和Sadek-Simiu峰值因子法在一定程度上低估了开孔屋盖的峰值因子，改进Hermite峰值因子法可以最安全的估计开孔屋盖的峰值因子，非高斯仿真峰值因子法可以最为准确的估计开孔屋盖的峰值因子。
4、研究了屋盖开孔近地空间建筑的风致响应及其等效静力风荷载。考虑背景和共振分量之间的相关性，结合随机动力学的双输入单输出系统原理推导了考虑背景和共振分量耦合的完全三分量方法计算风致响应及单目标等效静力风荷载。将总脉动响应及脉动等效静力风荷载划分为三个分量：背景、共振以及背景共振耦合分量。在此基础上，开发了相应的结构风致响应及等效静力风荷载计算程序WindResponse，利用WindResponse计算程序的完全三分量法对中心开孔屋盖的风致响应及等效静力风荷载进行研究，研究结果表明：完全三分量法为与CQC法具有一致的理论意义的精确计算方法，而传统的三分量叠加法在垂直风向会低估脉动风致响应及等效静力风荷载，在斜风向时会高估脉动风致响应及等效静力风荷载。最后，针对开孔屋盖多目标等效的需要，提出了以完全三分量单目标等效静力风荷载为基本向量，结合约束加权最小二乘法的多目标等效静力风荷载方法，研究结果表明：该方法可以较好限制多目标等效静力风荷载在局部过大的缺点，除了能满足权值最重要的目标点精确等效外，在其它等效节点它比单目标等效静力风荷载方法更加接近于实际位移。
Closing-ground buildings usually present some openings on the center or cornerof roof because of the need of function and wind-induced damage, such as theretractable roof of stadium, skylights of houses or industrial buildings, and damage onthe roof of buildings. If a closing-ground building has a dominant opening on the roof,the wind loads would be significantly different with that of closed building. Theprevious studies about wind loads of dominant opening building mainly focused onwall-opening buildings, such as windward or leeward opening buildings. This thesismainly focuses on envelope wind loads, internal pressures, extreme wind loads,wind-induced responses, and equivalent static wind loads on the roof-openingclosing-ground buildings by means of wind tunnel tests and theoretical analysis. Themajor contents and results are listed as follows:
1.7TTU rigid models are manufactured with a scale of1:50, which are3centerroof-opening models,3corner roof-opening models as well as one no roof-openingmodel. Wind pressures of these models are tested in HD-2wind tunnel. First, thereliabilities of HD-2wind tunnel and pressure testing system are confirmed bycomparing the results of no-opening cases among the HD-2wind tunnel tests, fullscale tests, and UWO wind tunnel tests. Second, on the basis of three kinds of centerroof-opening cases and three kinds of corner roof-openings cases, the characteristicsof wind pressure coefficients on roof-opening envelopes are studied in detail. The testresults are compared with several provisions, it seems that the suction forces on theroof obtained from provisions are overestimated and the press forces areunderestimated.
2. The wind-induced internal pressures in roof-opening closing-ground buildingsare specially studied. First, the coherences of internal pressure coefficients are studied,which ensures the accuracy of describing the internal pressures by using onetime-history. The effects of wind directions, opening ratios, leakage ratios, turbulencetendencies and volumes of structures on internal pressure coefficients are studied indetail, and it is shown that the internal pressure coefficients of roof-opening buildingsare negative, which can not be well evaluated by the provisions, as well as the resultsobtained from wall-opening building tests. So an adaptive internal pressurecoefficient is proposed for the designing of roof opening closing-ground building. Second, the fluctuating mechanisms of internal pressures are specially studied. It isshown that the single dominant opening Helmholtz equation can be used to simulateinternal pressure. Based on the wind tunnel tests and simulating results, the empiricalformulae about the ratio between fluctuating internal pressure and external pressure,the ratio between extreme internal pressure and external pressure are fitted with thenon-dimension opening parameters.
3. The characteristics of extreme pressure coefficients for cladding componentsare specially studied. First, the distribution of skewnesses and kurtosises as well asthe characteristics of probability density function about upside, downside and netpressure coefficients are studied. It is shown that the probability density function issignificantly different from Gaussian distribution, and the modified Hermitepolynomial model is the best probability density function which is used to fit theprobability density function for roof-opening closing-ground buildings’ wind pressurecoefficients at most cases. Based on the best fitted probability density function, thispaper proposes a modified Hermite peak factor procedure, which can take accountinto the band width effects and non-Gaussian characterstic of wind pressure. Second,this paper proposes a non-Gaussian simulation peak factor procedure for overconingthe exhausting defaults of classic peak factor procedure. By means of comparing theresults obtained from these two new procedure and several traditional peak factormethods, it is shown that the peak factors of the opening roof’s wind pressure areunderestimated by Davenport peak factor method and Sadek-Simiu peak factormethod in some cases, but Modified Hermite peak factor procedure can be used to getthe peak factors safely, and Non-Gaussian simulation peak factor procedure is the bestway to get the peak factors. The results of Non-Gaussian simulation peak factorprocedure are closest to the observed peak factors.
4. The wind-induced responses and equivalent static wind loads (ESWL) arespecially studied. For taking account into the relevance of background ESWL andresonant ESWL, this paper proposes a full three-component procedure to getwind-induced responses and equivalent static wind loads by stochastic dynamicmechanism. The overall fluctaing wind-induced responses and equivalent static windloads are divided into three parts which are background component and resonantcomponent as well as background-resonant coupling component by the new procedure.By testing examples of opening roofs, it is shown that the full three-componentprocedure is an accurate method same as CQC method in theory. In normal wind anglecases the wind-induced responses and equivalent static wind loads are underestimated by the traditional three-component procedure which neglect the background-resonantcoupling component, and in oblique wind angle the results are overestimated. Lastly,for considering the equivalent of multi-object, this paper proposes a multi-objectequivalent static wind loads procedure which makes the full three-component singleESWL procedure as the basic vector and use constrained least square method to getthe results. It is shown that the new multi-object ESWL procedure can overcome thefault which is usually presenting exceptional large local ESWL by the traditionalmulti-object ESWL method, and the results of the most important object can beaccurately equivalent.
引文
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