使用計算流體力學的FLUENT軟體，模擬板新淨水廠設備的反應澄清池，先建立澄清池幾何結構和網格，給與進水流速和濃度、葉輪轉速和污泥毯的操作條件，再使用Eulerian二相流紊流模式，對淨水廠內的流場流動加以計算分析。分別探討不同清況下的流場變化並與過去澄清池層流研究做比較：一、進水濃度不同下的探討比較。二、不同葉輪轉速之影響比較。三、不同污泥毯層的厚度的影響與比較。四、使用離散相（DPM）模式模擬顆粒走向。五、改變澄清池結構的影響與比較。六、使用自定義黏度公式模擬澄清池流場。藉由以上分析和計算的結果，以求得更良好的出水品質。
	本研究的結果顯示，紊流模式比層流模式較穩定且不易擾動。高轉速的葉輪，污泥毯易懸浮翻騰。高進水濃度，泥毯翻騰速度快，長時間後出水品質衰退小。污泥毯厚，泥毯翻騰快，出水品質衰退多。改變幾何結構上，膠羽顆粒在反應罩內的時間變久。在自定義黏度公式上，得知黏度計算被參數particle dissipation energy控制。

This study uses the software FLUENT(used for computational fluid dynamics) to simulate reaction clarifier blanket inside Bansin water treatment plant. We first establish the geometric structure and mesh of the clarifier blanket, then provide feed velocity, concentration, impeller rotation, and operation conditions for the sludge blanket. Then we use the Eulerian multiphased turbulent model to calculate and analyze the flow field inside the water treatment plant. Next we explore flow field alterations and compare it with the clarifier researches in the past. 1.the compare in different feed concentration 2.the compare in different impeller rotational velocity 3.the compare in sludge blanket height, 4 simulate particle’s path by DPM 5.the compare in clarifier blanket structure 6.simulate the flow field in the clarifier by the viscosity function defined myself. Using the above calculations and analysis, we hope to obtain better water quality.
This study shows that turbulent model isn’t easy agitate than laminar model. High impeller rotational velocity causes the sludge blanket easily to agitate. With high concentration feed, the sludge blanket to agitate fast.; The height blanket the sludge blanket to agitate fast.; Regarding changes in the geometric structure, we find the longer the solid particles stay in the reaction well. A parameter called particle dissipation energy control the viscosity calculation that the defined viscosity function.

目錄
中文摘要…………………………………………………………………I
英文摘要…………………………………………………………………II
目錄……………………………………………………………………III
圖目錄……………………………………………………………………….V
表目錄……………………………………………………………………..VIII

第一章 前言…………………………………………………………………1
1.1  研究動機…………………………………………………………..1
1.2  研究目的…………………………………………………………..3
第二章 文獻回顧……………………………………………………………4
2.1  反應澄清池………………………………………..........................4
2.2  反應膠凝澄清池與污泥毯的操控特性…………………………..6
2.3  原水異常水質的處理對策………………………………………..8
第三章  理論模式………………………………………………………….10
3.1  軟體模擬與計算模式介紹……………………………………….10
3.2  澄清池網格建立與邊界條件…………………………………….10
3.3  紊流模式統御方程式…………………………………………….16
3.4  Eulerian多相流模式統御方程式………………………………..17
		3.4.1  體積分率…………………………………………………...17
  		3.4.2  守恆方程式………………………………………………18
3.5  離散相模式(Discrete Phase Models）……………………………26
3.6  自定義函數（User Defined Function）…………………………28
第四章 結果與討論………………………………………………………30
4.1 原始反應澄清池的流場分析…………………………………….30
4.2 進水濃度不同對出水品質和污泥毯的影響…………………45
4.3 不同葉輪轉速對出水品質和污泥毯的影響…………………57
4.4 污泥毯的高度對出水品質和污泥毯的影響…………………69
4.5 離散相模式(Discrete Phase Model)，來預估流場內顆粒走向…….86
4.6 改變反應罩幾何結構，對顆粒流向的影響……………………91
4.7 外加黏度公式來模擬反應澄清池的流場………………………99
第五章 結論與建議………………………………………………………105
符號說明…………………………………………………..….…………107
參考文獻……………………………………………………………..……109










圖目錄
UUU第二章
圖2.1 反應澄清池的結構圖…………………………………………………5
圖2.2 反應澄清池流向示意圖………………………………………………5
UUU第三章
圖3.1反應澄清池規格圖…………………………………………………12
圖3.2 葉輪、葉片及轉軸的網格幾何圖形…………………………………13
圖3.3 反應井、反應罩及進料管的網格幾何圖形…………………………13
圖3.4 為圖3.2與3.3之組合圖……………………………………………14
圖3.5 反應澄清池整體的網格幾何圖形…………………………………15
圖3.6 UDF求解流程圖……………………………………………………29
UUU第四章
圖4.1 y=0固體體積分率圖…………………………………………………31
圖4.2 OG在y=0切面上，固體體積分率隨時間變化圖…………………34
圖4.3 OG在y=0與z=2切面上，固體體積分率隨時間變化圖……………35
圖4.4 OG在出水面上，固體平均體積分率趨勢圖………………………36
圖4.5 層流OG與紊流OG固體體積分率比較……………………………38
圖4.6 層流OG與紊流OG在t=600 s的速度分佈圖…………………….41
圖4.7 層流OG與紊流OG在t=2400 s的速度分佈圖……………………42
圖 4.8紊流OG在t=2400 s的紊流黏度分佈圖……………………………43
圖4.9 層流與紊流OG在出水面上，固體平均體積分率趨勢圖…………44
圖4.10 C01在y=0切面上，固體體積分率隨時間變化圖…………………46
圖4.11 C01在出水面上，固體平均體積分率趨勢圖……………………47
圖4.12 C05在y=0切面上，固體體積分率隨時間變化圖………………49
圖4.13 C05在出水面(outlet)上，固體平均體積分率趨勢圖……………50
圖4.14層流C05與紊流C05固體體積分率比較…………………………52
圖4.15 層流C05與紊流C05的速度分佈圖………………………………54
圖 4.16紊流C05在t=2400 s的紊流黏度分佈圖……………………….…55
圖4.17 進料濃度不同的體積分率趨勢圖………………………………56
圖4.18 R01在y=0切面上，固體體積分率隨時間變化圖………………58
圖4.19 R01在出水面(outlet)上，固體平均體積分率趨勢圖……………59
圖4.20 R03在y=0切面上，固體體積分率隨時間變化圖………………61
圖4.21 R03在出水面(outlet)上，固體平均體積分率趨勢圖……………62
圖4.22在y=0與z=2切面上，層流R03與紊流R03體積分率比較圖…64
圖4.23 層流R03與紊流R03速度分佈圖…………………………………66
圖4.24紊流R03在t=2400 s的紊流黏度分佈圖……………………….…67
圖4.25 葉輪轉速不同的體積分率趨勢圖…………………………………68
圖4.26 Z03在y=0切面上，固體體積分率隨時間變化圖………………70
圖4.27 Z03在出水面(outlet)上，固體平均體積分率趨勢圖……………71
圖4.28 Z01在y=0切面上，固體體積分率隨時間變化圖………………73
圖4.29 Z01在出水面(outlet)上，固體平均體積分率趨勢圖………………74
圖4.30層流Z01與紊流Z01的體積分率比較圖…………………………..76
圖4.31層流Z01與紊流Z01的速度分佈圖………………………………78
圖4.32紊流Z01在t=2400 s的紊流黏度分佈圖……………………….…79
圖4.33 污泥毯高度不同的體積分率趨勢圖………………………………80
圖4.34 Z3R03在y=0切面上，固體體積分率隨時間變化圖………………82
圖4.35 Z3R03在出水面上，固體平均體積分率趨勢圖…………………83
圖4.36 Z3R03與Z03在600  與2400  固體體積分率比較…………84
圖4.37 Z3R03與Z03在出水面上的固體平均體積分率趨勢圖…………85
圖4.38 粒子注入面示意圖…………………………………………………86
圖4.39 單一各粒子繞行流場所需的整體時間……………………………87
圖4.40 單一各粒子離開反應罩所需的時間………………………………88
圖4.41 單一各粒子行走軌跡圖……………………………………………89
圖4.41(續) 單一各粒子行走軌跡圖……………………………………….90
圖4.42 NRW在y=0切面上，固體體積分率隨時間變化圖……………92
圖4.43 OG與NRW在600  與2400  固體體積分率比較……………93
圖4.44 固體通量計算面位置圖……………………………………………94
圖4.45 OG與NRW在A、B兩面的固體通量……………………………95
圖4.46 OG與NRW在C、D兩面的固體通量……………………………95
圖4.47 單一各粒子離開反應罩所需的時間………………………………96
圖4.48 單一各粒子行走軌跡圖……………………………………………97
圖4.48(續) 單一各粒子行走軌跡圖………………………………………98
圖4.49 OG和UDFMU的固體體積分率隨時間變化圖…………………100
圖4.50 OGGT1與UDFGT1的固體體積分率變化圖……………………102
圖4.51 OGGT1與UDFGT1的固體體積分率比較圖……………………104

 
表目錄
UUU第一章
表1  歷年颱風造成石門水庫重大土沙災害…………………………2
表2  污泥毯控制條件…………………………………………………7
表3  各種控制條件的代號…………………………………………105

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