現今隨著經濟的迅速發展以及建造建物技術的進步，高層建築有效解決都市用地狹小、人口稠密之問題，加上工程材料及施工技術之改良，部分建築也有往山坡地開發的趨勢。近年高層建築的設計高度逐漸增高，故對位處於強風盛行地區的台灣，高層建築所受的橫向側力除了地震力之外，風力之影響也日趨重要。
本研究主要以鄉鎮地形其地況係數為0.24，陡坡坡度為11.3˚的條件下作為逼近流場，分別量測平地與陡坡的風速剖面與紊流強度。從實驗結果顯示風速剖面在陡坡的情況下會有逐漸加速的現象產生，而紊流強度則逐漸減小。並選用深寬比1，高寬比3之矩柱模型，以進行量測建築物表面風壓之風洞試驗。
平均風壓係數之分佈則由等壓線圖得知在有陡坡情況下平均風壓係數不論在迎風面、側風面和背風面與平地結果相近，擾動風壓則可看出陡坡在側風面的部分明顯大於平地。橫風向風力頻譜在0.1的位置有明顯的窄頻尖峰其原因為渦散作用於模型體所造成。有陡坡的頻譜數值則明顯大於平地，說明了在陡坡的影響下橫風向渦散現象的影響更為顯著。在高頻處平地與陡坡趨於一致，代表共振部分影響很小，對低層建築設計風力影響較大，反之高層建築則影響較小。另根據實驗計算出建築物在有陡坡的情況下順風向設計風力、橫風向設計風力和矩扭轉向設計風力均與現行《建築物耐風設計規範》做比較，從結果得知規範在順風向雖有考慮加速現象但在迎風面與背風面外風壓係數仍比實驗值小，故在順風向風力規範趨於保守，橫風向因規範低估建築物在陡坡渦散效應的影響所以較不保守，扭轉向的部分差異不大，其原因為正方形結構體較不容易受到扭矩的影響有關。

Due to the progress of architectural technology and building materials, high-rise buildings became a viable solution to the irreversible trend of urbanization and population concentration. To overcome the short of land or for getting better view, many tall buildings are built on hill top or escarpment. However, the design wind loads for those tall buildings are based on same procedure for buildings on flat terrain with some adjustment on wind speed. This thesis studied the wind profile and aerodynamic characteristics of a square shaped tall building on an escarpment.
	 Firstly, wind tunnel experiment was carried out to study the flow field characteristics of wind passing over an upwind slope of 11.3˚ escarpment in suburban terrain (α=0.24). The mean wind speed and turbulence statistics are investigated. Results indicate that wind speed-up phenomenon (increase of speed) occurred significantly around the tip of the upwind slope. The turbulence intensity decreases gradually as the wind flows from the toe of upwind slope. 
An acrylic square shaped building model with side ratio of L/B=1 and aspect ratio h/√A=3 was constructed for wind pressure measurement. Results indicate that the escarpment casts little effects on the mean pressure coefficients. The R.M.S. pressure coefficients are significantly larger in the case of escarpment than on ground level. The acrosswind force spectrum exhibits distinct peak at reduced frequency fB/UH=0.1 due to vortex shedding. Square building has larger spectral peak when locates on escarpment than on the ground. However, both cases has similar spectral estimates in the higher frequency region that close to the building natural frequencies. In other words, the resonance part doesn’t have much influence, hence, it doesn’t has much influence on the acrosswind design wind load of high-rise buildings. Then, the alongwind, acrosswind and torsional design wind loads were calculated based on the wind tunnel measurements and compared with those of building wind code. The results show that the current wind code tends to significantly underestimate the alongwind design wind load.

目錄	I
圖目錄	IV
表目錄	VI
第一章　緒論	1
1.1　前言	1
1.2　研究內容與方法	2
1.3　本文內容簡述	3
第二章　文獻回顧	4
2.1　風洞實驗之模擬	4
2.1.1　大氣邊界層模擬	4
2.1.2　阻塞效應(blockage effect)	5
2.1.3　雷諾數效應	5
2.2　陡坡之流場特性	6
2.3　矩柱之風力特性	7
2.3.1　模型幾何形狀對風力係數之影響	7
(1)對拖曳力係數之影響	7
(2)對昇力係數之影響	8
(3)對扭力係數之影響	8
2.3.2　紊流對風力係數之影響	9
(1)對拖曳力係數之影響	9
(2)對昇力係數之影響	10
(3)對扭力係數之影響	10
2.3.3　風力之相互關係	10
第三章　理論背景	12
3.1　大氣邊界層	12
3.1.1　平均風速剖面	12
3.1.2　紊流強度	13
3.1.3　紊流長度尺度(Length scales of turbulence)	14
3.1.4　縱向擾動風速頻譜	15
3.1.4　縱向擾動風速交相關頻譜(cross-spectra)	17
3.2　風與結構體的相互關係	18
3.2.2　風力作用下的反應	19
3.3　散漫數據分析	22
第四章　風洞實驗配置與量測分析	24
4.1　實驗設備	24
4.1.1　風洞	24
4.1.2　量測儀器	25
4.2　逼近流場	29
4.3　風壓模型	30
4.4　參考風速量測	33
4.5　訊號處理與數據分析	33
4.5.1　風壓訊號之管線修正	33
4.5.2 數據採樣技術	36
4.5.3 數據分析之方法	36
第五章　分析結果與討論	38
5.1風速剖面量測	38
5.2 風速剖面與規範比較	44
5.3風壓係數	46
5.3.1 平均風壓係數	48
5.2.2 擾動風壓係數	50
5.4風力頻譜	52
5.4.1 順風向基底彎矩無因次化頻譜	53
5.4.2 橫風向基底彎矩無因次化頻譜	54
5.4.3 扭轉向基底扭矩無因次化頻譜	55
5.5設計風載重計算模式	56
5.5.1 順風向設計風力模式	56
5.5.2 橫風向設計風力模式	58
5.5.3 扭轉向設計風力模式	59
5.5.4 規範與實驗設計風力之比較	60
第六章	結論與展望	62
6.1 結論	62
6.2 展望	64
參考文獻	65
圖目錄
圖3- 1紊流長度尺度參數C、W與高度Z0的關係圖	15

圖4- 1 淡江大學一號邊界層風洞實驗室	25
圖4- 2IFA-300智慧型風速儀、探針及校正儀	26
圖4- 3 壓力量測系統[文獻4-1]	27
圖4- 4 壓力訊號處理系統(RADBASE3200)[文獻4-1]	28
圖4- 5 64頻道壓力感應器模組[文獻4-1]	28
圖4- 6 α=0.24逼近流場平均風速、紊流強度及長度尺度剖面	30
圖4- 7風壓模型幾何尺寸、風壓孔佈設位置及實驗配置	31
圖4- 8本實驗X座標	32
圖4- 9 陡坡風壓實驗配置	32
圖4- 10本文130cm風壓管之管線修正使用之頻率域轉換函數	35

圖5- 1 0cm、25cm無因次化風速剖面	39
圖5- 2 50cm、75cm無因次化風速剖面	39
圖5- 3 100cm無因次化風速剖面	39
圖5- 4 115、155cm無因次化風速剖面	40
圖5- 5 175cm無因次化風速剖面	41
圖5- 6 0cm、25 cm紊流強度剖面	41
圖5- 7 50、75 cm紊流強度剖面	42
圖5- 8 100cm 、115 cm紊流強度剖面	42
圖5- 9 155cm、175 cm紊流強度剖面	43
圖5- 10 115cm無因次化風速剖面與規範比較	44
圖5- 11 155cm無因次化風速剖面與規範比較	44
圖5- 12 175cm無因次化風速剖面與規範比較	45
圖5- 13 來流方向與建築物示意圖	46
圖5- 14無因次化平均風壓係數	48
圖5- 15無因次化平均風壓係數(相對於平地)	49
圖5- 16無因次化擾動風壓係數	50
圖5- 17無因次化擾動風壓係數(相對於平地)	51
圖5- 18順風向基底彎矩無因次化頻譜	53
圖5- 19橫風向基底彎矩無因次化頻譜	54
圖5- 20扭轉向基底彎矩無因次化頻譜	55

表目錄
表3- 1不同地況之指數率參數	13

表5- 1 實驗與規範各方向設計風力	60
表5- 2 相同地形下實驗與規範各方向風力之差異	60
表5- 3有陡坡情況下實驗與規範各方向風力之差異	60

第一章
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第二章
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2-31	Y. Nakamura, Y. Ohya, (1984), “The effect of turbulence on the mean fiow past two dimensional rectangular cylinders’’ , J. of Fluid Mech., Vol.149, pp.255-273. 
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第三章
3-1	A. G. Davenport, (1956), "The Relationship of Wind Structure to Wind Loading", Proc. Symp. on Wind Effects on Buildings and Structures, Vol.1, National Physical Laboratory, Teddington, U.K. Her Majesty's Stationary Office, London, p53-102.
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3-8	A. Kareem, (1981), “Wind excited response of buildings in higher modes”, J. Struct. Div., ASCE, vol. 107, no. ST4, pp. 701-706.

第四章
4-1　“RAD3200 System Instruction and Service Manual”, Scanivalve Corp.

第五章
5-1　鄭啟明,王人牧,(2012),“設計風載重資料庫之應用研究”,內政部建築研究所委託報研究報告.
5-2	鄭啟明,蔡明樹,(2006),“高層建築順風向設計風載重之修正研究”,中華民國第八屆結構工程研討會,Sep.1-3,2006.
5-3	鄭啟明,蔡明樹,(2006),“高層建築順風向設計風載重分析模式語風洞實驗之研究”,九十六年電子計算機於土木水利工程應用研討會.
5-4	蔡明樹,(2008),“高層建築順風向等值靜態設計風載重之研究”,淡江大學土木工程學系博士班論文,Jun.2008.
5-5	賴子晴,(2013),“不同矩形斷面之高層建築設計風荷載研究”,淡江大學土木工程學系碩士班論文,Jun.2013.