根據以往的研究，常見之橋樑斷面模型試驗，通常為車行橋梁斷面，因斷面寬度較大，研究顯示加設欄杆或護欄等等披覆物對整體結構之氣動力行為影響較小。人行橋一般的斷面寬度較小，其欄杆高度占整橋體深度比例非常的巨大，所帶來的影響不可忽視，因此欄杆的給人行橋橋梁帶來的氣動力效應應加以評估，以免會導致橋梁氣動力行為被錯估。
    本研究以橋樑斷面風洞試驗量測為主數值分析為輔，模擬人行橋橋樑斷面加上各式欄杆後的氣動力效應，對人行橋斷面加上不同透孔率的柵狀欄杆(70％、50％、40％)、橫向玻璃欄杆(40％、20％)、直向玻璃欄杆(40％、20％)進行風力係數、顫振導數、顫振臨界風速和抖振等實驗，再使用有限元素程式套入斷面模型所得之氣動力參數進行顫振臨界風速分析，與斷面實驗做比較。最後將所有資料同整進行交叉比對。
    在風力係數、顫振導數實驗中顯示，氣動力行為會隨著透孔率的增減和欄杆樣式而有所變化，主要影響為透孔率的變化，由於透孔率的減小會從輕薄細長的斷面逐漸轉變為鈍體斷面，玻璃欄杆斷面的H1*在低無因次化風速的時候會產生渦致振動的效應， A2*會隨著透孔率變小隨之負轉正的地方變小。
    顫振臨界風速之分析結果顯示，欄杆的透孔率為影響顫振臨界風速主因，欄杆的透孔率減少顫振臨界風速並隨之降低，數值分析也有相同的趨勢，而欄杆形式也會有所影響顫振臨界風速，柵式欄杆會優於玻璃欄杆，直向玻璃會優於橫向玻璃。加設欄杆後的斷面實驗中紊流的不一定會使臨界風速有顯著上升，甚至在部分欄杆斷面有下降的趨勢，因此在推定顫振臨界風速會應綜合各攻角與各流場的資訊。
    由顫振臨界風速與抖振之結果中顯示，負風攻角會造成顫振臨界風速下降與抖振效應放大的趨勢，因此類似斷面之橋梁坐落在受下沉氣流影響之地區或經地形風場分析常為負攻角時，應拉高實場扭轉頻率並使用高透孔率之欄杆，如有需要使用玻璃欄杆，建議使用直向玻璃欄杆。
    由本文研究所得之結果顯示，欄杆型式對於橋樑結構系統的氣動力行為、顫振臨界風速、抖振反應有相當大的影響，因此人行橋欄杆效應在整個橋梁抗風設計必須審慎考量。

Most bridge section model tests usually focus on the bridges for vehicles. Previous studies have shown that adding railings or grids has less influence on the aerodynamic behavior of these types of structures because of their large section widths. However, the pedestrian bridge has a smaller section width, and the height of the railing accounts for a large proportion of the total height of the bridge. Therefore, the impact of railings on the aerodynamic behavior of the pedestrian bridge cannot be ignored.

This study mainly investigates the influence of railings on the aerodynamic behavior of the pedestrian bridges by using section model tests and a numerical analysis. The aerodynamic wind coefficients, flutter derivatives, flutter critical wind speeds and buffeting responses of section models with different types of railings are studied. The railings with different porosities of grids(70%, 50%, 40%), horizontal glass (40%, 20%), and vertical glass (40%, 20%) are studied. 

The results show that the aerodynamic coefficients and flutter derivatives will change along with the variations of the porosities and types of railings. The main influence on the aerodynamic behavior is the change of the porosities. As the porosity decreases, the cross section gradually changes from a streamlined cross-section to a bluff section. The H1* of the models with the glass railings will produce vortex shedding effects at low normalized wind speeds, and the positive A2*will occur at lower wind speeds as the porosity decreases.

The analysis of the flutter critical wind speed shows that the porosity of the railings is the main factor affecting the flutter critical wind speed. The flutter critical wind speed decreases with the reduction of the porosity of the railing. The numerical analysis also shows the same trend. The flutter critical wind speed varies with different types of the railing. For example, grid railings have better performances than the glass railings, and the vertical glass railings have better performances than the horizontal glass railings etc. In general, turbulent flow increases the flutter critical wind speed in most cases as we expected. However, this trend is reversed in some cases. 

The results also show that the flutter critical wind speeds decrease and the buffeting responses increase as the angles of wind attack are negative. If the bridges are possibly attacked by winds at negative angles from the wind field analysis, then the torsional frequency of the bridge should be increased and the railings with high porosities should be used. If glass railings are used, the vertical glass railings are suggested.

The results obtained from the experiment shows that the different types of railings greatly affect the aerodynamic behavior of the footbridges. Therefore, we should take the railing effect of the pedestrian bridge into consideration in the wind resistance design.

目錄
第一章	緒論	1
1-1	前言	1
1-2	研究動機	1
1-3	研究方法	2
1-4	論文架構	3
第二章	文獻回顧	5
2-1	前言	5
2-2	風力係數及顫振導數	5
2-2-1	風力係數	6
2-2-2	顫振導數（Flutter Derivatives）	8
2-3	橋樑氣動力效應	8
2-3-1	顫振效應(Flutter)	9
2-3-2	抖振效應(Buffeting)	10
2-3-3	渦流顫動(Vortex Shedding)	11
2-3-4	扭轉不穩現象(Torsion Instability)	11
2-3-5	風馳效應(Galloping)	12
2-4	風洞實驗之文獻參考	12
2-4-1	均勻紊流場之模擬	12
2-4-2	端板效應(End Plate Effect)	13
2-4-3	阻塞比效應(Blockage Ratio Effect)	14
2-5	橋梁之欄杆相關研究	14
第三章	理論背景	16
3-1	均勻紊流場之特性	16
3-1-1	紊流強度(Turbulence Intensity)	16
3-1-2	紊流長度尺度(Turbulence Length Scale)	16
3-1-3	均勻紊流場之模擬	17
3-2	橋樑受風力現象之理論背景	18
3-2-1	自身擾動力(Self-Excited Force)	19
3-2-1-1MITD簡介與顫振導數之識別	20
3-2-2	抖振力(Buffeting Force)	24
3-3	數值模型建立與推導	25
3-3-1 橋梁顫振臨界風速識別分析方法	26
3-3-2抖振效應之分析方法	30
第四章	實驗設置與數值分析	33
4-1	前言	33
4-2	風洞實驗室與儀器介紹	33
4-2-1	風洞實驗室特性	33
4-2-2	皮托管	33
4-2-3	壓力轉換器	34
4-2-4	雷射位移計	34
4-3	流場配置	35
4-3-1	平滑流場(Smooth Flow)	35
4-3-2	均勻紊流場(Homogeneous Turbulence Flow)	35
4-4	橋樑斷面模型製作	36
4-4-1	斷面模型（Deck Section Model）簡介	36
4-4-2	斷面模型製作原理	37
4-4-3	斷面模型之縮尺	38
4-4-4	斷面模型之製作	38
4-4-5	模型轉動慣量之求得	39
4-5	欄杆模型製作	40
4-6	實驗架設	40
4-6-1	風力係數	40
4-6-2	顫振導數	41
4-6-3	抖振反應	41
4-7	數值模型之建立	42
第五章	實驗結果與討論	43
5-1	前言	43
5-2	風力係數之實驗結果	43
5-3	顫振導數之實驗結果	44
5-4	顫振臨界風速分析	47
5-4-1	平滑流上比較各種欄杆的影響	47
5-4-2	均勻紊流上比較各種欄杆的影響	49
5-4-3	欄杆因流場特性的影響	50
5-4-4	平滑流場下實驗與數值比較	51
5-5	抖振反應分析	53
5-5-1	紊流場下比較各種欄杆的影響	53
5-5-2	風攻角變化比較各種欄杆的影響	54
第六章	結論與建議	56
6-1	結論	56
6-2	建議	58
參考文獻	59
附表	64
附圖	71


 
表目錄
表3-1	各項顫振導數所代表之物理意義	64
表4-1	柵板流場配置圖	64
表4-2	柵板紊流強度在垂直向之均勻性	65
表4-3	柵板紊流強度在水平向之均勻性	65
表5-1	各式欄杆在平滑流場之顫振臨界風速	66
表5-2	各式欄杆在均勻紊流場之顫振臨界風速	66
表5-3	平滑流與紊流之顫振臨界風速比較	67
表5-4	平滑流下各欄杆實驗與數值之比較	67
表5-5	平滑流下各欄杆實驗與數值之比較	68
表5-6	與裸橋相比抖振增量反應百分比(0°風攻角)	68
表5-7	與裸橋相比抖振增量反應百分比(+3°風攻角)	69
表5-8	與裸橋相比抖振增量反應百分比(-3°風攻角)	69
表5-9	與自身0度角相比抖振增量反應百分比(+3°風攻角)	70
表5-10	與自身0度角相比抖振增量反應百分比(-3°風攻角)	70

 
圖目錄
圖2-1	各橋梁斷面受風示意圖	71
圖2-2	各型橋梁斷面的風力係數與顫振導數之（一）	72
圖2-3	各型橋梁斷面的風力係數與顫振導數之（二）	73
圖2-4	端板架構配置圖	74
圖2-5	Robby Permata BD20加欄杆造型實驗圖	74
圖2-6	Micheal等人實驗架設與結果圖	75
圖3-1	Huot 、Rey、 Arbey等人實驗之架設圖	76
圖3-2	橋面版節點與單位長度受風力之示意圖	76
圖4-1	風力係數與顫振導數之實驗儀器配置流程圖	77
圖4-2	斷面模型照片(一)	78
圖4-3	斷面模型照片(二)(上圖為負攻角，下圖為正攻角)	79
圖4-4	柵狀人行橋欄杆	80
圖4-5	橫向玻璃人行橋欄杆	80
圖4-6	直向玻璃人行橋欄杆	81
圖4-7	欄杆尺寸(柵狀欄杆70％)	81
圖4-8	欄杆尺寸(柵狀欄杆50％)	82
圖4-9	欄杆尺寸(柵狀欄杆40％)	82
圖4-10	欄杆尺寸(直向玻璃欄杆20％)	83
圖4-11	欄杆尺寸(直向玻璃欄杆40％)	83
圖4-12	欄杆尺寸(橫向玻璃欄杆20％)	84
圖4-13	欄杆尺寸(橫向玻璃欄杆40％)	84
圖4-14	欄杆造型	85
圖4-15	欄杆完成架設圖(一)	85
圖4-16	欄杆完成架設圖(二)	86
圖4-17	力感應器作用於模型上之幾何示意圖	87
圖4-18	風力係數實驗架構圖	88
圖4-19	斷面模型加設端板照片	89
圖4-20	矩形斷面BD8之風力係數	90
圖4-21	矩形斷面BD5之風力係數	91
圖4-22	耦合顫振導數實驗架構圖	92
圖4-23	數值模型架構圖	93
圖5-1	垂直向風力係數	94
圖5-2	垂直向風力係數	94
圖5-3	扭轉向風力係數	95
圖5-4	顫振導數H1*	96
圖5-5	顫振導數H2*	96
圖5-6	顫振導數H3*	97
圖5-7	顫振導數H4*	97
圖5-8	顫振導數A1* 	98
圖5-9	顫振導數A2*	98
圖5-10	顫振導數A3* 	99
圖5-11	顫振導數A4*	99
圖5-12	各欄杆平滑流場下垂直向位移平均值(0°)	100
圖5-13	各欄杆平滑流場下扭轉向扭轉角平均值(0°)	100
圖5-14	各欄杆在平滑流場下垂直向位移平均值(+3°)	101
圖5-15	各欄杆在平滑流場下扭轉向扭轉角平均值(+3°)	101
圖5-16	各欄杆在平滑流場下垂直向位移平均值(-3°)	102
圖5-17	各欄杆在平滑流場下扭轉向扭轉角平均值(-3°)	102
圖5-18	各欄杆在平滑流場下垂直向位移RMS值(0°)	103
圖5-19	各欄杆在平滑流場下扭轉向扭轉角RMS值(0°)	103
圖5-20	各欄杆在平滑流場下垂直向位移RMS值(+3°)	104
圖5-21	各欄杆在平滑流場下扭轉向扭轉角RMS值(+3°)	104
圖5-22	各欄杆在平滑流場下垂直向位移RMS值(-3°)	105
圖5-23	各欄杆在平滑流場下扭轉向扭轉角 RMS 值  (-3°)	105
圖5-24	各欄杆在均勻紊流場下垂直向位移平均值(0°)	106
圖5-25	各欄杆在均勻紊流場下扭轉向扭轉角平均值(0°)	106
圖5-26	各欄杆在均勻紊流場下垂直向位移平均值(+3°)	107
圖5-27	各欄杆在均勻紊流場下扭轉向扭轉角平均值(+3°)	107
圖5-28	各欄杆在均勻紊流場下垂直向位移平均值(-3°)	108
圖5-29	各欄杆在均勻紊流場下扭轉向扭轉角平均值   (-3°)	108
圖5-31	各欄杆在均勻紊流場下扭轉向扭轉角RMS值(0°)	109
圖5-32	各欄杆在均勻紊流場下垂直向位移RMS值(+3°)	110
圖5-33	各欄杆在均勻紊流場下扭轉向扭轉角RMS值(+3°)	110
圖5-34	各欄杆在均勻紊流場下垂直向位移RMS值   (-3°)	111
圖5-35	各欄杆在均勻紊流場下扭轉向扭轉角RMS值   (-3°)	111
圖5-36	流場比較－裸橋RMS值	112
圖5-37	流場比較－柵70％RMS值	113
圖5-38	流場比較－柵50％RMS值	114
圖5-39	流場比較－柵40％RMS值	115
圖5-40	流場比較－直40％RMS值	116
圖5-41	流場比較－直20％RMS值	117
圖5-42	流場比較－橫40％RMS值	118
圖5-43	流場比較－橫20％RMS值	119
圖5-44	風攻角比較－裸橋垂直向位移RMS值	120
圖5-45	風攻角比較－裸橋扭轉向扭轉角RMS值	120
圖5-46	風攻角比較－柵70％垂直向位移RMS值	121
圖5-47	風攻角比較－柵70％扭轉向扭轉角RMS值	121
圖5-48	風攻角比較－柵50％垂直向位移RMS值	122
圖5-49	風攻角比較－柵50％扭轉向扭轉角RMS值	122
圖5-50	風攻角比較－柵40％垂直向位移RMS值	123
圖5-51	風攻角比較－柵40％扭轉向扭轉角RMS值	123
圖5-52	風攻角比較－直40％垂直向位移RMS值	124
圖5-53	風攻角比較－直40％扭轉向扭轉角RMS值	124
圖5-54	風攻角比較－直20％垂直向位移RMS值	125
圖5-55	風攻角比較－直20％扭轉向扭轉角RMS值	125
圖5-56	風攻角比較－橫40％垂直向位移RMS值	126
圖5-57	風攻角比較－橫40％扭轉向扭轉角RMS值	126
圖5-58	風攻角比較－橫20％垂直向位移RMS值	127
圖5-59	風攻角比較－橫20％扭轉向扭轉角RMS值	127

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