影响桥梁及建筑结构风洞试验结果若干因素研究
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摘要
重大土木工程结构，如大跨度桥梁、高耸建筑以及大跨空间建筑结构都处于近地风边界层中，风洞试验是目前解决重大工程风工程问题公认的最有效的方法。近地风引起的重大工程风效应研究目前以及将来很长一段时间还会依赖于物理风洞试验。如何提高风洞试验结果的可靠性与稳定性是从事风工程研究人员关心的重要问题。因此，为提高工程结构风致效应研究的水平，对重大工程进行精细化研究，需要深入、系统研究风洞试验技术的基本问题及各参数对结构风洞试验结果的影响规律及误差修正方法。
本文首先总结了影响桥梁及建筑结构风洞试验结果的若干因素。针对众多影响因素选择了以下几种进行专门研究。对16种不同的格栅进行局部紊流风场模拟，总结格栅条宽度、格栅条间距对风洞不同断面紊流强度、紊流积分尺度及脉动风功率谱的影响规律。依据风场试验结果，选择合适风特性参数研究紊流强度、紊流积分尺度等参数对不同缩尺比桥梁主梁断面及方形建筑结构表面压力分布影响规律。针对方形建筑结构的Jensen数效应进行风洞试验，总结其对方形建筑结构不同风向角平均风荷载、脉动风荷载及其频域特性的影响规律。制作带有附属结构（如栏杆、检修车轨道）的桥梁断面，研究附属结构对桥梁主梁雷诺数效应的影响。通过节段模型风洞试验，研究二元端板、长宽比等因素对不同类型桥梁断面试验结果的影响。通过以上试验，总结局部紊流风场模拟规律及不同参数对桥梁及建筑结构风洞试验结果的影响规律。研究结果表明：
（1）当固定格栅中心方孔尺寸后，紊流强度随格栅宽度的增大而增大，格栅越窄，紊流强度越低，数据的稳定性越好。紊流积分尺度的变化规律不如紊流强度变化规律明显，但基本符合随格栅宽度增大而增大的规律。当格栅中心孔尺寸为30cm—40cm时，格栅宽度与中心孔的尺寸比为0.5左右时会出现较大的紊流积分尺度，最大紊流积分尺度基本和中心方孔的尺寸相当。并给出了通过格栅宽度与格栅中心孔尺寸估算紊流强度与紊流积分尺度的经验公式；
（2）方形建筑结构及桥梁结构表面负压区平均风压均会随来流紊流强度增大而减小，脉动风压会随来流紊流强度增大而增大，外形规则的方形建筑结构表面平均风压与脉动风压随来流紊流强度变化而变化的幅值比较规律，可以通过公式进行估算。来流紊流强度增大10%，会使迎风面平均风压变化10%—16%，侧风面平均风压变化16%—20%，背风面变化20%左右。外形较复杂的桥梁等其它结构表面平均风压与脉动风压随紊流强度的变化幅值会受风向角、风攻角、特征紊流等多重因素影响，不便对其进行定量估算。平均风压的绝对值会随紊流积分尺度增大而增大，但变化幅值没有明显规律。脉动风压受紊流积分尺度的影响很小。
（3）Jensen数变化对方形建筑脉动风荷载的影响不可忽略。Jensen数由6000减小到1200，方形建筑顺风向脉动风荷载、横风向脉动风荷载及基底脉动风扭矩明显增大，增大幅度约2倍—2.5倍，Jensen数变化对顺风向、横风向及基底扭矩平均风荷载的影响均很小，最大变化幅度不超过30%。
（4）结构表面平均风压如为正压，会随雷诺数增大而增大；如为负压，会随雷诺数增大而减小。脉动风压会随雷诺数增大而减小。来流紊流积分尺度越大，结构侧风面及背风面平均风压与脉动风压的雷诺数效应越明显。三分力系数—雷诺数曲线对检修车轨道和栏杆表现出不同敏感特性。进行测压风洞试验时，应尽可能避开雷诺数的临界区，在超临界区平均风压系数与脉动风压系数的雷诺数效应趋于减弱。
（5）节段模型静三分力试验合适的长宽比应该大于2:1，长宽比越大，得到的静三分力数据越稳定，可靠性越好。但节段模型长宽比大于2:1后，不同断面间的展向相关性会逐渐减低，为了保证主梁具有较好的展向相关性，建议节段模型最佳的长宽比应大于2:1、小于4:1。静三分力系数对长宽比的敏感程度明显大于对二元端板的敏感程度。长宽比越大，受二元端板的影响程度越小。
Important civil engineering structures such as long-span bridges, high-rise building andlong-span space structures are located at the atmospheric boundary layer. Wind tunnel test isrecognizes that the most effective method to solve the wind engineering problem of importantengineering project at present. The study of wind effects of important engineering projectinduced by the atmospheric boundary layer still dependent on the wind tunnel test at presentand a long period in future. How to improve reliability and stability of the wind tunnel testresults is an important issue concerned by the researcher of wind engineering. Therefore, inorder to improve the research level of wind effects of structure and refine research theimportant engineering project, the basic issue of wind tunnel test techniques and the rules ofdifferent parameters influence on the wind tunnel test results and the error correction methodshould be studied systematically and deeply.
This paper first research on the effect of several factors on the wind tunnel test results ofbridge and building structure. Among these, the following factors have been selected tospecially research。Sixteen different grids have been used to simulate the local turbulent flowfield, and summarize the rules of width and space of grids influence on the turbulenceintensity, turbulence integral scale and fluctuating wind power spectra at different wind-tunnelcross section. According to the results of wind field test, choosing proper wind characteristicparameters study the rules of turbulence intensity and turbulence integral scale influence onthe wind pressure distribution on different scale of bridge section and rectangular buildingstructure. Wind tunnel test is carried out to study the Jensen number effects on the rectangularbuilding structure, and summarize the rules of Jensen number effects influence on the meanwind load, fluctating wind load and its frequency characteristics of rectangular buildingstructure. Bridge sections with attachment structure (railing and track of inspection vehicle)have been made to study the attachment structure influence on the Reynolds number effects ofbridge section. The factors of two dimensional end plate and length-width ratio influence onthe wind tunnel test results of different kinds of bridge have been studied through wind tunneltest of section model. According to the above tests, simulation rules of the local turbulent flowfield and the rules of different parameters influence on the results of wind tunnel test of bridgeand building structure are summarized. The results show that:
(1) When the size of the square hole in the center formed by grids fixed, turbulenceintensity increase with the increase of the grid’s width. Narrower the width of grids, lower theturbulence intensity, and better the data stability. The variation of the turbulence integral scale is not obvious compare with the turbulence intensity, but basically accord with the law ofincrease with the increase of the grid’s width. Larger turbulence integral scale would appearwhen the size of the square hole in the center formed by grids is30cm to40cm and the ratioof grid’s width to the size of square hole is0.5. The largest turbulence integral scale is close tothe size of square hole. An empirical formula is for evaluating the turbulence intensity andturbulence integral scale through the grid’s width and the size of the square hole in the centerformed by grids has been obtained.
(2) The mean wind pressure on the negative pressure region of square building structureand bridge decrease with the increase of turbulence intensity, and the fluctuating windpressure increase with the increase of turbulence intensity. The mean wind pressure andfluctuating wind pressure of square building structure change with the turbulence intensityshow regular variation, and can be estimated by empirical formula. Turbulence intensityincrease10%, the mean wind pressure on windward side change10%—16%, broadsidechange16%—20%and leeward side change about20%. The mean wind pressure andfluctuating wind pressure of bridge and other complex shape structure change with theturbulence intensity can be influenced by many factors, such as wind directions, wind attackangles and signature turbulence, so it is difficult to estimate. The absolute value of mean windpressure increase with the increase of turbulence integral scale, but the amplitude changesrandomly. The fluctuating wind pressure has little influence by turbulence integral scale.
(3) The impacts of Jensen number change on the fluctuating wind load of square buildingstructure can’t be ignored. Jensen number reduced from6000to1200, along fluctuating windload, across fluctuating wind load and torsional fluctuating wind load of square buildingstructure increase significantly, increase about2times to2.5times. There is little impact ofJensen number change on along mean wind load, across mean wind load and torsional meanwind load of square building structure, the max amplitude less than30%.
(4) If the mean pressure of structure surface is positive, it is increase with the increase ofReynolds number. If the mean pressure is negative, it is decrease with the increase ofReynolds number. The fluctuating wind pressure will decrease with the increase of Reynoldsnumber. Larger size of turbulence integral scale leads to the Reynolds number effects of themean wind pressure and the fluctuating wind pressure on broadside and leeward side will bemore obvious. The influence of Reynolds number on the different position is different.Sensitivity of different degree appeared in the law of tri-component force varying withReynolds number to railing and track of inspection vehicle. Pressure measurement test in thewind tunnel should avoid the critical zone of Reynolds number as far as possible. The Reynolds number effects of mean and fluctuating wind pressure coefficient decreased in thesupercritical zone.
(5) The appropriate length-width ratio of force measurement wind tunnel test of sectionmodel should be greater than2:1. The larger of the length-width ratio, the more stable theresults and the better reliability. But the spanwise correlation of different sections coulddecrease when the length-width ratio is greater than2:1. In order to ensure the better spanwisecorrelation, the best length-width ratio of section model should be greater than2:1and lessthan4:1. The three-component coefficients’sensitivity to length-width ratio has significantlygreater than the two dimensional end plate. The larger of the length-width ratio, the smallerimpaction of the two dimensional end plate.
本文首先总结了影响桥梁及建筑结构风洞试验结果的若干因素。针对众多影响因素选择了以下几种进行专门研究。对16种不同的格栅进行局部紊流风场模拟，总结格栅条宽度、格栅条间距对风洞不同断面紊流强度、紊流积分尺度及脉动风功率谱的影响规律。依据风场试验结果，选择合适风特性参数研究紊流强度、紊流积分尺度等参数对不同缩尺比桥梁主梁断面及方形建筑结构表面压力分布影响规律。针对方形建筑结构的Jensen数效应进行风洞试验，总结其对方形建筑结构不同风向角平均风荷载、脉动风荷载及其频域特性的影响规律。制作带有附属结构（如栏杆、检修车轨道）的桥梁断面，研究附属结构对桥梁主梁雷诺数效应的影响。通过节段模型风洞试验，研究二元端板、长宽比等因素对不同类型桥梁断面试验结果的影响。通过以上试验，总结局部紊流风场模拟规律及不同参数对桥梁及建筑结构风洞试验结果的影响规律。研究结果表明：
（1）当固定格栅中心方孔尺寸后，紊流强度随格栅宽度的增大而增大，格栅越窄，紊流强度越低，数据的稳定性越好。紊流积分尺度的变化规律不如紊流强度变化规律明显，但基本符合随格栅宽度增大而增大的规律。当格栅中心孔尺寸为30cm—40cm时，格栅宽度与中心孔的尺寸比为0.5左右时会出现较大的紊流积分尺度，最大紊流积分尺度基本和中心方孔的尺寸相当。并给出了通过格栅宽度与格栅中心孔尺寸估算紊流强度与紊流积分尺度的经验公式；
（2）方形建筑结构及桥梁结构表面负压区平均风压均会随来流紊流强度增大而减小，脉动风压会随来流紊流强度增大而增大，外形规则的方形建筑结构表面平均风压与脉动风压随来流紊流强度变化而变化的幅值比较规律，可以通过公式进行估算。来流紊流强度增大10%，会使迎风面平均风压变化10%—16%，侧风面平均风压变化16%—20%，背风面变化20%左右。外形较复杂的桥梁等其它结构表面平均风压与脉动风压随紊流强度的变化幅值会受风向角、风攻角、特征紊流等多重因素影响，不便对其进行定量估算。平均风压的绝对值会随紊流积分尺度增大而增大，但变化幅值没有明显规律。脉动风压受紊流积分尺度的影响很小。
（3）Jensen数变化对方形建筑脉动风荷载的影响不可忽略。Jensen数由6000减小到1200，方形建筑顺风向脉动风荷载、横风向脉动风荷载及基底脉动风扭矩明显增大，增大幅度约2倍—2.5倍，Jensen数变化对顺风向、横风向及基底扭矩平均风荷载的影响均很小，最大变化幅度不超过30%。
（4）结构表面平均风压如为正压，会随雷诺数增大而增大；如为负压，会随雷诺数增大而减小。脉动风压会随雷诺数增大而减小。来流紊流积分尺度越大，结构侧风面及背风面平均风压与脉动风压的雷诺数效应越明显。三分力系数—雷诺数曲线对检修车轨道和栏杆表现出不同敏感特性。进行测压风洞试验时，应尽可能避开雷诺数的临界区，在超临界区平均风压系数与脉动风压系数的雷诺数效应趋于减弱。
（5）节段模型静三分力试验合适的长宽比应该大于2:1，长宽比越大，得到的静三分力数据越稳定，可靠性越好。但节段模型长宽比大于2:1后，不同断面间的展向相关性会逐渐减低，为了保证主梁具有较好的展向相关性，建议节段模型最佳的长宽比应大于2:1、小于4:1。静三分力系数对长宽比的敏感程度明显大于对二元端板的敏感程度。长宽比越大，受二元端板的影响程度越小。
Important civil engineering structures such as long-span bridges, high-rise building andlong-span space structures are located at the atmospheric boundary layer. Wind tunnel test isrecognizes that the most effective method to solve the wind engineering problem of importantengineering project at present. The study of wind effects of important engineering projectinduced by the atmospheric boundary layer still dependent on the wind tunnel test at presentand a long period in future. How to improve reliability and stability of the wind tunnel testresults is an important issue concerned by the researcher of wind engineering. Therefore, inorder to improve the research level of wind effects of structure and refine research theimportant engineering project, the basic issue of wind tunnel test techniques and the rules ofdifferent parameters influence on the wind tunnel test results and the error correction methodshould be studied systematically and deeply.
This paper first research on the effect of several factors on the wind tunnel test results ofbridge and building structure. Among these, the following factors have been selected tospecially research。Sixteen different grids have been used to simulate the local turbulent flowfield, and summarize the rules of width and space of grids influence on the turbulenceintensity, turbulence integral scale and fluctuating wind power spectra at different wind-tunnelcross section. According to the results of wind field test, choosing proper wind characteristicparameters study the rules of turbulence intensity and turbulence integral scale influence onthe wind pressure distribution on different scale of bridge section and rectangular buildingstructure. Wind tunnel test is carried out to study the Jensen number effects on the rectangularbuilding structure, and summarize the rules of Jensen number effects influence on the meanwind load, fluctating wind load and its frequency characteristics of rectangular buildingstructure. Bridge sections with attachment structure (railing and track of inspection vehicle)have been made to study the attachment structure influence on the Reynolds number effects ofbridge section. The factors of two dimensional end plate and length-width ratio influence onthe wind tunnel test results of different kinds of bridge have been studied through wind tunneltest of section model. According to the above tests, simulation rules of the local turbulent flowfield and the rules of different parameters influence on the results of wind tunnel test of bridgeand building structure are summarized. The results show that:
(1) When the size of the square hole in the center formed by grids fixed, turbulenceintensity increase with the increase of the grid’s width. Narrower the width of grids, lower theturbulence intensity, and better the data stability. The variation of the turbulence integral scale is not obvious compare with the turbulence intensity, but basically accord with the law ofincrease with the increase of the grid’s width. Larger turbulence integral scale would appearwhen the size of the square hole in the center formed by grids is30cm to40cm and the ratioof grid’s width to the size of square hole is0.5. The largest turbulence integral scale is close tothe size of square hole. An empirical formula is for evaluating the turbulence intensity andturbulence integral scale through the grid’s width and the size of the square hole in the centerformed by grids has been obtained.
(2) The mean wind pressure on the negative pressure region of square building structureand bridge decrease with the increase of turbulence intensity, and the fluctuating windpressure increase with the increase of turbulence intensity. The mean wind pressure andfluctuating wind pressure of square building structure change with the turbulence intensityshow regular variation, and can be estimated by empirical formula. Turbulence intensityincrease10%, the mean wind pressure on windward side change10%—16%, broadsidechange16%—20%and leeward side change about20%. The mean wind pressure andfluctuating wind pressure of bridge and other complex shape structure change with theturbulence intensity can be influenced by many factors, such as wind directions, wind attackangles and signature turbulence, so it is difficult to estimate. The absolute value of mean windpressure increase with the increase of turbulence integral scale, but the amplitude changesrandomly. The fluctuating wind pressure has little influence by turbulence integral scale.
(3) The impacts of Jensen number change on the fluctuating wind load of square buildingstructure can’t be ignored. Jensen number reduced from6000to1200, along fluctuating windload, across fluctuating wind load and torsional fluctuating wind load of square buildingstructure increase significantly, increase about2times to2.5times. There is little impact ofJensen number change on along mean wind load, across mean wind load and torsional meanwind load of square building structure, the max amplitude less than30%.
(4) If the mean pressure of structure surface is positive, it is increase with the increase ofReynolds number. If the mean pressure is negative, it is decrease with the increase ofReynolds number. The fluctuating wind pressure will decrease with the increase of Reynoldsnumber. Larger size of turbulence integral scale leads to the Reynolds number effects of themean wind pressure and the fluctuating wind pressure on broadside and leeward side will bemore obvious. The influence of Reynolds number on the different position is different.Sensitivity of different degree appeared in the law of tri-component force varying withReynolds number to railing and track of inspection vehicle. Pressure measurement test in thewind tunnel should avoid the critical zone of Reynolds number as far as possible. The Reynolds number effects of mean and fluctuating wind pressure coefficient decreased in thesupercritical zone.
(5) The appropriate length-width ratio of force measurement wind tunnel test of sectionmodel should be greater than2:1. The larger of the length-width ratio, the more stable theresults and the better reliability. But the spanwise correlation of different sections coulddecrease when the length-width ratio is greater than2:1. In order to ensure the better spanwisecorrelation, the best length-width ratio of section model should be greater than2:1and lessthan4:1. The three-component coefficients’sensitivity to length-width ratio has significantlygreater than the two dimensional end plate. The larger of the length-width ratio, the smallerimpaction of the two dimensional end plate.
引文
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