1、2021/11/11page. 1民治污水處理廠功能計算書一、前言 本計算書為針對東港溪流域潮萬污水下水道系統之民治污水處理廠新建工程設計工作，所進行之處理廠各單元功能計算。本計算書共分十個單元進行計算，除前處理及進流抽水站采用尖峰小時流量為功能設計基準外，其余單元原則上采用最大日流量為功能設計基準。1.00平均日流量 =22,840 cmd =0.264 cms =6.03mgd最小日流量 = 平均日流量 x0.65=14,850 cmd最大日流量 = 平均日流量 x1.33=30,400 cmd尖峰小時流量= 平均日流量 x2.00=45,700 cmd2.00進流 bod5 =200.0

2、 mg/l進流 tss =200.0 mg/l進流 nh3-n =25.0mg/l進流 tp =8.0mg/l3.設計放流水水質出流 bod5 =20.0mg/l出流 tss =20.0mg/l出流 nh3-n =10.0mg/l出流 tp =4.0mg/l4.尖峰小時流量質量平衡計算結果2021/11/11page. 2(1) 污水部份污水名稱流量tssbod5tpcmdkg/dmg/lkg/dmg/lkg/dmg/l進流污水45,7009,140200.09,140200.0365.68.0回流水合并3,2171,204.3547.6402.6183.147.521.6初沉池進流48,91

3、710,344211.59,543195.1413.18.4初沉池出流48,7634,13884.97,062144.8367.67.5二沉池出流48,095961.920.0327.06.824.00.5砂濾池出流45,805458.010.024.00.511.50.3濃縮機清洗水72.00.710.00.00.50.020.3脫水機清洗水96.01.010.00.10.50.020.3放流水45,637456.410.023.90.511.40.3濃縮濾液(回流)638.7275.9432.083.3130.417.226.9脫水濾液333.0524.31,57440.6122.0353

4、.91,062.6除磷單元出流水288.3424.51,47316.256.417.761.4(回流)砂濾反洗水(回流)2,290503.9220.0303.1132.312.65.5(2) 污泥部份污泥名稱流量tssbod5tpcmdkg/dmg/lkg/dmg/lkg/dmg/l初沉污泥154.26,20740,2412,48116,08645.4294.6廢棄活性污泥667.95,3438,0001,6642,492343.3513.9濃縮廢棄活性污泥101.25,10050,3781,58115,618326.13,221化學污泥44.82,24850,20924.4544.4336.

5、27,510消化污泥255.511,30744,2584,06215,901371.51,454消化后污泥255.57,91530,981786.93,080371.51,454脫水污泥300.210,16233,848811.32,702707.72,357脫水污泥餅63.29,700153,453770.712,193353.95,5985.最大日流量質量平衡計算結果2021/11/11page. 3(1) 污水部份污水名稱流量tssbod5tpcmdkg/dmg/lkg/dmg/lkg/dmg/l進流污水30,4006,080200.06,080200.0243.28.0回流水合并2,1

6、99802.0364.7268.2121.931.614.4初沉池進流32,5996,882211.16,348194.7274.88.4初沉池出流32,4962,75384.74,698144.6244.67.5二沉池出流32,052641.020.0218.06.816.00.5砂濾池出流30,526305.310.016.00.57.60.3濃縮機清洗水72.00.710.00.00.50.020.3脫水機清洗水96.01.010.00.10.50.020.3放流水30,358303.610.015.90.57.60.3濃縮濾液(回流)448.9183.7409.355.4123.411

7、.425.5脫水濾液253.7349.11,37627.0106.6235.4928.0除磷單元出流水223.9282.51,26210.848.311.852.6(回流)砂濾反洗水(回流)1,526335.8220.0202.0132.38.45.5(2) 污泥部份污泥名稱流量tssbod5tpcmdkg/dmg/lkg/dmg/lkg/dmg/l初沉污泥102.64,12940,2411,65116,08530.2294.6廢棄活性污泥444.23,5548,0001,1072,492228.3514.0濃縮廢棄活性污泥67.33,39250,3781,05215,618216.93,22

8、1化學污泥29.81,49550,20916.2544.5223.67,509消化污泥169.97,52144,2582,70215,900247.11,454消化后污泥169.95,26530,980523.43,080247.11,454脫水污泥199.76,76033,848539.62,702470.82,357脫水污泥餅42.06,453153,453512.612,191235.45,5986.平均日流量質量平衡計算結果(1) 污水部份2021/11/11page. 4污水名稱流量tssbod5tpcmdkg/dmg/lkg/dmg/lkg/dmg/l進流污水22,8404,568

9、200.04,568200.0182.78.0回流水合并1,696603.3274.3201.891.723.810.8初沉池進流24,5365,171210.84,770194.4206.58.4初沉池出流24,4592,06984.63,530144.3183.87.5二沉池出流24,125482.520.0164.16.812.10.5砂濾池出流22,976229.810.012.00.55.70.3濃縮機清洗水72.00.710.00.00.50.020.3脫水機清洗水96.01.010.00.10.50.020.3放流水22,808228.110.011.90.55.70.3濃縮濾液

10、(回流)355.1138.2389.241.6117.28.624.2脫水濾液214.5262.51,22420.394.7176.9824.7除磷單元出流水192.1212.41,1068.142.38.846.0(回流)砂濾反洗水(回流)1,149252.7220.0152.0132.36.35.5(2) 污泥部份污泥名稱流量tssbod5tpcmdkg/dmg/lkg/dmg/lkg/dmg/l初沉污泥77.13,10340,2411,24016,08422.7294.6廢棄活性污泥333.72,6698,000831.52,492171.5514.1濃縮廢棄活性污泥50.62,5485

11、0,378789.915,618163.03,222化學污泥22.41,12450,20912.2544.7168.07,508消化污泥127.75,65144,2572,03015,900185.71,454消化后污泥127.73,95630,980393.23,079185.71,454脫水污泥150.15,07933,848405.42,701353.72,357脫水污泥餅31.64,848153,453385.112,189176.95,5982021/11/11page. 5二、前處理及污水抽水站1.設計條件粗欄污柵設計采用進流之尖峰小時流量：q = 45,700 cmd進流抽水泵、

12、細欄污柵及除砂池設計采用質量平衡之尖峰小時流量：q = 48,917 cmd2.設計粗攔污柵采用設計條件如下：(請參見 m&e table 9-2)尖峰流量時柵間流速3.00fps = 0.91m/s (0.6 0.99 m/s)平均流量時柵間流速2.00fps = 0.61m/s (0.6 0.99 m/s)最大水頭損失0.50ft =0.15m ( 6 in)柵格間距0.2inchs =0.51cm(0.63 in)格柵厚度0.6inchs =1.52cm (0.20.6)選用攔污渠道數 2 (含一臺備用)渠道寬度 1.0m，總操作長度1.00m (一臺備用)有效空間 0.51cm

13、 /2.03cm =25.0%有效寬度 1.00 m x25% =0.25m尖峰流量時水深45,700 cmd /0.91m/s / 0.25m2.314 m選擇渠道深度1.6m (水深水頭損失水面上池深 )check: 如果抽水站濕井維持定水位操作, 則在平均流量時柵間流速22,840 cmd /2.31m/s / 0.25m0.457 m/s3.0選用泵浦數3 (外加一臺備用)每臺泵浦流量 48,917 cmd /3 16,306 cmd =0.19cms4.設計細攔污柵采用設計條件如下：(請參見 m&e table 9-2)最大進入流速3.00fps = 0.91m/s (0.6

14、 0.99 m/s)2021/11/11page. 6平均進入流速2.00fps = 0.61m/s (0.6 0.100 m/s)最大水頭損失1.00ft =0.30m柵格間距0.25inches = 0.64 cm(0.63 in)格柵厚度0.2inches = 0.51 cm (0.20.6)攔污渠道數2 (含一臺備用)渠道寬度1.2m，總操作長度1.20m有效空間0.64cm /1.14cm =55.6%有效寬度1.20m x55.6%=0.67m尖峰流量時水深48,917 cmd /0.91m/s / 0.67m0.929 m選擇渠道深度1.6m (水深水頭損失水面上池深 )chec

15、k:平均流量時水深24,536 cmd /0.61m/s / 0.67m0.699 m5.渦流式沉砂池(1)池體計算表面負荷120,000gpd/ft2(西圖公司設計指引)4,884 cmd/m2需要面積48,917 cmd / 4,884 cmd/ m2 =10.02 m2選擇使用池數2 每池所需面積 10.02m2 /2=5.01m2計算體積：水深 1.4 m,沉砂池直徑 2.50m選擇直徑 3.0 m每池體積 10.18 m3除砂池總體積 10.18 m3 x2=20.36 m3每池負荷 48,917cmd /2=24,459 cmdcheck:各流量下停留時間：平均流量20.36m3

16、x1,440 min/d / 24,536 cmd1.2min最大流量20.36m3 x1,440 min/d / 32,599 cmd0.9min尖峰流量20.36m3 x1,440 min/d / 48,917 cmd2021/11/11page. 70.6min(2)砂漿泵浦選用采用設計條件如下：(西圖公司設計指引)砂礫量2.5ft3/mg, 在平均流量下 =18.7m3/106m3或7.0ft3/mg ,在尖峰流量下 =52.4m3/106m3砂礫密度2,600 kg/m3平均流量時之砂礫量18.70 m3/106m3 x24,536cmd0.46cmd1,193 kg/d尖峰流量時砂

17、礫量52.36 m3/106 m3 x48,917cmd2.56cmd6,660 kg/d假設砂漿濃度=1%(西圖公司設計指引)砂漿密度 (0.01/2,600 kg/m3 +0.99/1,000 kg/m3 ) -1=1,006kg/m3平均流量時砂漿重1,193 kg/d / 0.01=119,302kg/d尖峰流量時砂漿重6,660 kg/d / 0.01=665,984kg/d平均流量時砂漿體積119,302kg/d / 1,006kg/m3=119cmd尖峰流量時砂漿體積665,984kg/d / 1,006kg/m3=662cmd每一渦流式沉砂池選用2 臺砂漿泵浦（一臺備用）每臺泵

18、浦流量662cmd /2pumps = 331cmd假設每臺泵浦操作時間10.0min/hr則每臺泵浦相對流量331cmd x60min / 10.0min1,986 cmd2021/11/11page. 8三、初沉池1.設計條件初沉池設計流量考慮平均日,最大日及尖峰小時流量：平均日流量q24,536 cmd最大日流量q32,599 cmd尖峰小時流量q48,917 cmd設計采用去除率如下：tss去除率 60%(一般為5070%,參見m&e section 9-6)bod5去除率28%(一般為2540%,參見m&e section 9-6)初沉污泥泵送以最大日流量設計，依質量

19、平衡計算結果其性質如下：q 102.6 cmdtss 4,129 kg/d = 40,241 mg/lbod51,651 kg/d = 16,085 mg/l2.設計初沉池(1)計算初沉池長度及寬度初沉池之溢流率設計值如下：在平均日流量下 32 48 cmd/m2(m & e table 9-7)，或 30 50 cmd/m2(qasim table 12-1)在最大日流量下 80 120 cmd/m2 (m & e table 9-7)，或 70 130 cmd/m2(qasim table 12-1)在尖峰時流量下 80 120 cmd/m2 (m & e tabl

20、e 9-7)，或 70 130 cmd/m2(qasim table 12-1)采用最大日流量時溢流率 (sor)50.0cmd/m2選用矩型沉淀池數4需要面積 32,599cmd /50.0 cmd/m2 651.98 m2假設長寬比5.0: 15 w x w=652.0 m2 /4得出寬度 w 5.7m，長度 28.5m選擇寬度5.8m，長度 30.0m各池面積30.0m x5.8m =174.0 m22021/11/11page. 9總面積4x174.0 m2 =696.0 m2check:平均日流量時溢流率sor 24,536 cmd / 696.0m235.3cmd/m2okok !

21、 !最大日流量時溢流率sor 32,599 cmd / 696.0m246.8cmd/m2ok!ok!尖峰時流量溢流率sor 48,917 cmd / 696.0m270.3cmd/m2okok ! !平均日流量一池停用時溢流率sor 24,536 cmd /3 /174.0 m247.0cmd/m2okok ! !最大日流量一池停用時溢流率sor 32,599 cmd /3 /174.0 m262.5cmd/m2okok ! !尖峰時流量一池停用時溢流率sor 48,917 cmd /3 /174.0 m293.7cmd/m2okok ! !(2)計算初沉池深度初沉池池側水深一般為 3 4.

22、6m (參見 m&e table 9-8)假設平均水深3.57m初沉池設計尺寸歸納如下(長 x 寬 x 水深)：30.0m x5.8m x3.57 m體積 3.6m x174.0m2 = 621.2 m3檢查水平流速24,536cmd4x5.8m x3.57 m x1,4400.21m/min (better 0.3m/min) check:水力停留時間一般為1.52.5 hr (m&e table 9-7)，或1.02.0 hr (qasim section 12-3)平均日流量時水力停留時間621.2 m3 x4x2424,536 cmd2021/11/11page. 10

23、2.43hrokok ! !尖峰小時流量時水力停留時間621.2 m3 x4x2448,917 cmd1.22hrokok ! !(3)計算污泥量及污泥泵依最大日流量時初沉污泥量設計污泥泵假設初沉污泥濃度4.0%(412 %，m&e table 9-9)比重 1.006 kg/l污泥流量 102.6 cmd污泥 tss4,129 kg/day污泥 bod5 1,651 kg/day初沉池共計4池，每池選用污泥泵1臺，兩池另設一臺備用，每臺污泥泵每日使用時為4小時，則污泥泵容量102.6cmd /4臺 /4hr6.4m3/hr共選用污泥泵6臺(4)計算沉水式溢流管(submerged l

24、aunder)長度每池出水量(平均日流量)24,536 cmd /46,134 cmd沉水式溢流管負荷一般為小于 625 cmd/m (西圖公司設計指引)取溢流管負荷320.0cmd/m則溢流管長度6,134 cmd / 320.0 cmd/m19.2m選用4根溢流管,每根長度為5.0mcheck:檢查尖峰流量時溢流管負荷48,917 cmd/4 /20.0=611.5cmd/mok!ok!2021/11/11page. 11四、曝氣池1.設計條件曝氣池采用平均日流量作為設計基準，并配合檢驗尖峰小時流量時情形。依平均日質量平衡計算結果，初沉池出流水性質：q =24,459cmdtss =2,0

25、69kg/d =84.6mg/lbod5 =3,530kg/d =144.3mg/ltp =183.8kg/d =7.5mg/l依尖峰小時質量平衡計算結果，初沉池出流水性質：q =48,763cmdtss =4,138kg/d =84.9mg/lbod5 =7,062kg/d =144.8mg/ltp =367.6kg/d =7.5mg/l二沉池設計面積：二沉池面積1,257m2 =13,526ft22.計算結果摘要回流污泥(ras)q =3.95mgd =14,962cmd廢棄污泥(was)q =287.5cmd =0.076mgdtss =2,300kg/dbod5 =2,002kg/d反

26、應槽出流水q =38,581cmdtss =3,107mg/l二沉池出流水q =23,331cmd =6.16mgdtss =20.0mg/l總非溶解性 bod5 6.7mg/l溶解性 bod5 1.8mg/l總磷0.5mg/l3.設計生物反應槽2021/11/11page. 12(1)原進流水水質特性基本假設(參考theory, design and operation of nutrient removal-activated sludge process一書)a.污染負荷平均日流量時：流量，qin，mgd6.4624,459 cmdbod5 ，lb/d7,777144.3mg/l總懸浮固

27、體物，tss，lb/d4,55884.6mg/l總凱氏氮，tkn，lb/d2,15640.0mg/l總磷，tp，lb/d404.97.5mg/l堿度，lb/d as caco310,779200.0mg/l硫化氫，lb/d53.91.0mg/l尖峰小時流量時：流量，qin，mgd12.8848,763 cmdbod5 ，lb/day15,560144.8mg/l總懸浮固體物，tss，lb/d9,11784.9mg/l總凱氏氮，tkn，lb/d4,29840.0mg/l總磷，tp，lb/d810.17.5mg/l堿度，lb/d as caco321,489200.0mg/l硫化氫，lb/d107

28、.41.0mg/lb.進流水質特性總 bod/bod5, r1 =1.47難分解性總凱氏氮(%), tkn1 =4.0難分解溶解性cod(%), cod1 =12.50總懸浮固體物(tss)揮發性固體物(vss) (%), vss175.0難分解之揮發性固體物(%), vss240.0volatile content of nonbiodegradable vss (%), vss390.0cod/vss , r21.42vss之氮含量 (%,n/vss), n1vss8.0vss之磷含量 (%,p/vss), p1vss1.0cod/bod之估計值, r32.21溶解性 bod5/總 bod

29、5之估計值 (%), r475初沉池中各污染物去除率：tss 去除率 (%),rtss60bod5,rbod = rtssx進流水tss/進流水bod5xvss1x(1-vss2)xr2/r1 =2021/11/11page. 13總凱氏氮,rtkn = rtss x 進流水 tss/ 進流水tkn x vss1 x n1vss =總磷,rtp = rtss x 進流水 tss/ 進流水tp x vss1 x p1vss =(2)曝氣池中之生化反應機制常數及水質特性a.喜氣槽max 20 =10.0day-1， formax 20 =1.04max t =8.42day-1ks =50.0mg

30、/lyg =0.73mg tss/mg bod5kd 20 =0.23day-1， for kd 20 =1.04kd t =0.19day-1揮發性tss (%),vss4 =90.0難分解性vss (%), vss5 =23.0vss之氧當量數 (mg cod/mg vss) , codvss =1.42vss中之氮含量 (%, n/vss) n2vss =12.0bod5/總磷 (mg bod5/mg tp-p), r5 =15.0b.硝化槽max t =0.28day-1kn =0.40mg-n/lkdo =1.30mg/lyn =0.15mg tss/mg no3kdn t =0.0

31、5day-1揮發性tss (%), vss6 =90.0vss中之氮含量 (%, n/vss), n3vss12.0vss中之磷含量 (%, p/vss), p3vss2.0硝化菌之 mcrt ,mcrtn4.3dayc.硝化作用單位需氧量(mg o2/mg no3 generated) =4.60堿度消耗量(mg as caco3/mg no3) =7.20d.脫硝作用單位需氧量 (mg o2/mg no3 denitrified) =2.86堿度產生量 (mg as caco3/mg no3) =3.60e.硫化氫氧化作用2021/11/11page. 14單位需氧量 (lb o2/lb

32、h2s) =2.00(3)操作參數由于設計一vip生物處理法所須考慮之設計參數相當多，除一般活性污泥法所常采用之mlss、f/m及hrt外，尚考慮硝化液回流率(nrcy)，厭氣池回流率(arcy)，回流污泥(ras)等，西圖公司以多年發展vip系統之經驗，建議各參數之設計準則如下：f/m (kg tbod/kg mlvss-day)0.10.2srt (days)515mlss (mg/l)20003500hrt (hours)厭氧槽1.00缺氧槽1.00好氧槽4.010.0合計6.012.0ras (%)4080nrcy(%)100arcy(%)50100a.基本設計條件假設依據民治污水處理

33、廠的背景條件，假設各項操作參數如下。水中溶氧 =2.0mg/l細胞停留時間(mcrt) =10ph =7.20units水溫 =15mlss =3,000mg/l好氧槽脫硝率anr =10廢棄污泥濃度8,000mg/lnrcy =120b.反應槽體積計算依前述設計準則，假設好氧槽之hrt =6.0hours缺氧槽之hrt =1.0hours厭氧槽之hrt =1.0hours則可得好氧槽總體積 (aer vol)qin x taer6.46mgd x6.0hours1.62mganaanaanxanaanxanxare2021/11/11page. 15缺氧槽總體積 (anx vol)qin x

34、 tanx6.46mgd x1.0hours0.27mg厭氧槽總體積 (ana vol)qin x tana6.46mgd x1.0hours0.27mg已知初沉池出流水 =24,459cmdras = (qin x mlss - q2nd x bodout - qwas x was) / (was - mlss)=3.73mgd =14,122cmd總進流量24,459cmd +14,122cmd38,581cmd =10.19mgd選擇反應槽池數 =4池選擇反應槽水深 =6.0m已知各槽體之體積如下:總體積 (tot vol) 2.15mg =8,153 m3好氧槽總體積 (aer vol

35、) 1.62mg =6,115 m3厭氧槽總體積 (ana vol) 0.27mg =1,019 m3缺氧槽總體積 (anx vol) 0.27mg =1,019 m3選擇四個反應槽總寬度32.0m每一反應槽寬度 =32.0 m /4=8.0 選擇反應槽的渠道數 =1每一渠道寬度 =8.0 m /1=8.0每一反應槽之好氧槽長度 =6,115m3 /6.0m /8.0m /4 31.8m選擇好氧槽之長度28.0m好氧槽每一分區長度28.0/4=7.0缺氧槽及厭氧槽長度1,019.1m3 /6.0m /4.0m /123.5m選擇厭氧槽或缺氧槽之長度為3.5m每一反應槽總長度 =28.0m +3

36、.5m +3.5m +3.538.5manaanaanxanaanxanxare2021/11/11page. 16每一渠道長度 =38.5m /1=38.5m厭氧槽總體積 (ana vol)3.50m x4.00m x6.00m x121,008m3 =0.27mg缺氧槽總體積 (anx vol)3.50m x4.00m x6.00m x121,008m3 =0.27mg好氧槽總體積 (aer vol)7.00m x8.00m x6.00m x165,376m3 =1.42mg反應槽總體積 (tot vol)7,392m3 =1.95mgcheck :厭氧槽之hrtana vol/ qin

37、=0.99 hours缺氧槽之hrtanx vol/ qin =0.99 hours好氧槽之hrtaer vol/ qin =5.27 hours反應槽之總 hrt =7.25hoursmlss = (total tss x mcrt)/(8.34 x total vol) =3,107mg/l(其中total tss系指廢棄污泥中之tss量，請見4.固體物產量)f/m = bod loading/ (tot vol x mlss ) =0.11缺氧槽之 f/m =0.81day-1好氧槽之 mcrtaer = (aer vol/tot vol) x mcrt =7.27c.脫氮計算脫氮速率常

38、數 (specific denitrification rate, sdrn) 系指單位時間之單位mlss所能去除之氮量，其計算式為：sdnr20 = 0.03 x f/m + 0.029 (在 20oc下)sdnrt = sdnr20 x 1.06 (t-20)因此本反應槽之sdnr15 =1.87mg/g/hrnox-n (mg/l)濃度計算:無脫硝反應時dno(1+mcrt x kdnt) x nitrifier tss/(qin x 8.34 x yn) = 20.2(其中 nitrifier tss 系指廢棄污泥中由硝化反應產生之tss量,請見(4)固體物產量)2021/11/11p

39、age. 17考慮好氧槽脫硝反應時dn1(1- anr) x dno =18.2考慮缺氧槽脫硝反應時dn1 - sdnr x anx hrt x mlss / 1000 =12.4考慮回流nrcy時dn1 /(1+ ras/qin + nrcy/100) =8.3d.回流污泥量計算已知假設回流污泥濃度 =8,000mg/lras = (qin x mlss - q2nd x bodout - qwas x was) / (was - mlss)=3.95mgd =14,962cmdarea =13,526ft2sor =477.7 cmd/m2ras cap =3.60mgd = 19.4sl

40、r =12.4lb/sf-day =2.52kg/m2-hr(4)固體物產量，solids production (lb/d)a.初沉污泥，primary sludgetss = 進流水tss x rtss =6,834lb/d =3,107kg/dvss = 進流水tss x rtss x vss1 =5,126lb/d =2,330kg/d生物可分解性vss = 進流水tss x rtss x vss1 x (1-vss2) =3,075lb/d =1,398kg/db.廢棄污泥，waste activated sludge (was)(a)進流之難分解固體物vssa= 進流水 tss x

41、 (1-rtss) x vss1 x vss2 =1,367lb/d =621.3kg/dtss = 進流水 tss x(1-rtss)x(1-vss1/vss3x(1-vss2) =2,278lb/d =1,036kg/d(b)好氧槽之固體物活性tss = 進流水 bod5 x (1-rbod)-qin x bodeff x 8.34) xyg /(mcrt + (1/mcrt+kdt) =1,849lb/d =840.4kg/d2021/11/11page. 18非活性tss = 活性tss x kdt x vss5 x mcrt = =823.5lb/d =374.3kg/d(c)硝化槽

42、tss = yn x (1- n3vss x vss6) x ( 進流水tkn x (1-rtkn)-vssa x n1vss - 好氧槽固體物 x vss4 x n2vss - qin x nh3eff x 8.34 -tkn x tkn1) /(mcrt x (1/mcrt+kdnt) =108.8lb/d =49.4kg/d總固體物，total tss =5,059lb/d = 2,300 kg/d凈污泥產生率 = total tss / (進流bod5x(1- rbod)0.91lb tss/lb bod5 applied總 bod5 = 總固體物 / 凈污泥產生率5,578lb/d

43、=2,535kg/d廢棄污泥所含bod5 =總固體物 x 0.9 x 1.42 x 0.68 + 液體中所含 bod51,999kg/d +2.5kg/d2,002kg/d揮發性固體物比率 =(vssa+好氧槽固體物xvss4+硝化槽tssxvss6)/ (total tss)76.5%活性tss比率 = 活性tss / total tss =36.5%硝化槽污泥比率 = 硝化槽 tss / total tss =2.2%n-content = (vssa x n1vss+好氧槽固體物 x n2vss x vss4+硝化槽tss x vss6 x n3vss) / (硝化槽揮發性固體物比率 x

44、 total tss)10.6%，n/vssp-content = ( 進流水tp x(1-rtp)- qin x 出流水之tp) /(硝化槽揮發性固體物比率 x total tss)8.6%，p/vss(5)出流水水質預估水質項目平均日流量尖峰時流量bod5 (mg/l)難分解性6.77.6溶解性1.82.7tss (mg/l)，假設值20.020.02021/11/11page. 19tkn-n (mg/l)4.013.1nh3-n (mg/l)0.89.9nox-n (mg/l)12.47.9tn (mg/l)16.421.0total-p (mg/l)0.50.5alkalinity

45、(mg/l as caco3)82.6123.2note: residual alkalinity less than 50 mg/l as caco3 indicate need for supplemental alkalinity.附注 : bodeff=出流水之溶解性bod=ks x (1/mcrt+kdt)/(maxt-1/mcrt-kdt)=1.8mg/lnh3eff = 出流水之nh3=knx(1/mcrtaer+kdnt)/(maxt-1/mcrtaer-kdnt)=0.8mg/ltkneff = 出流水之tkn=nh3eff +進流水tkn x tkn1 / (qin x 8

46、.34) +(硝化槽之揮發性固體物比率 x n-content x 出流水tss) =4.0mg/lpeak nox possible =23.36max f/m =1.62srdn =2.72nox w/ sim denite =12.1nox based on denite =7.9nox based on recycle =7.54.空氣需求量 理論需氧量為碳水化合物分解、硝化作用及硫化氫氧化各項需氧量之和，再扣除脫硝之釋氧量，由下表計算： oxygen requirements (lb/day)item日平均值每日尖峰值(average)(diurnal peak)carbonaceo

47、us5,81711,695nitrogeneous5,0046,640denitrification credit1,1961,701h2s108215net9,73316,849carbonaceous oxygen demand1.04lb o2/lb bod5 applied2021/11/11page. 20total oxygen demand1.74lb o2/lb bod5 applieddiurnal peaking factor1.73理論需氧量(取每日尖峰值)tor =16,849lb/d =7,649kg/d依下式計算標準需氧量sor =toralpha x (beta

48、x cw x dc)- cl x theta (tw-20)c20 x dc其中：alpha=0.8dc=1.06beta =0.9cl=1.0cw =9.17c20 =9.17theta=1.024tw =20計算標準需氧量sor =7,649 /0.64=11,995kg/d傳氧效率ote設為0.28空氣密度為1.20kg/m3空氣中氧含量為23%(重量比)計算空氣量11,995kg/d0.28x1.20kg/m3x0.23x1,440105.6cmm各曝氣池需要空氣量105.6cmm /4=26.42021/11/11page. 212021/11/11page. 2228.3(參考th

49、eory, design and operation of nutrient removal-activated sludge2021/11/11page. 2319.011.32021/11/11page. 24天%anaanaanxanaanxanxare2021/11/11page. 25 mmmanaanaanxanaanxanxare2021/11/11page. 26okok ! !okok ! !okok ! !okok ! !okok ! !days脫氮速率常數 (specific denitrification rate, sdrn) 系指單位時間之單2021/11/11pa

50、ge. 272021/11/11page. 282021/11/11page. 29每日尖峰值(diurnal peak)lb o2/lb bod5 applied2021/11/11page. 30min/dcmmlb o2/lb bod5 applied2021/11/11page. 21五、二沉池1.設計條件二沉池采用平均日流量作為設計基準，并配合檢驗尖峰小時流量時情形。依前節曝氣池計算結果，二沉池進流性質如下：進流水q =38,581 cmdtss =3,107 mg/ltp =183.8 kg/d回流污泥q =14,962 cmdtss =8,000 mg/l尖峰進流流量qp =62

51、,200 cmd依前節曝氣池計算結果，廢棄污泥性質如下：廢棄污泥q =287.5 cmdtss =2,300 kg/dbod5 =2,002 kg/d出流水質依前節曝氣池計算結果：總非溶解性 bod5 =6.7mg/l = 156.8 kg/d溶解性 bod5 =1.8mg/l =42.2kg/dtss =20.0mg/l = 466.6 kg/dtp =0.5mg/l =11.7kg/d2.設計二沉池以試誤法解得二沉池出流水量=23,331 cmd假設 was 比重1.000 kg/lwas流量 2,300 kg/d x 1,000287.5 cmd8,000 mg/l x 1.000二沉池

52、出流水二沉池進流 ras was=38,581 cmd 14,962 cmd 287.5 cmd=23,331 cmd選擇圓型二沉池數42021/11/11page. 22假設溢流率22m3/m2-d (typical 1632, m&e, table 10-12)假設堰負荷200m3/m-d (typical 125250, m&e, p.591)總面積出流量=23,331=1,061 m2溢流率22每池面積1,061=265.1 m24每池直徑18.4m選擇直徑 d 20.0m假設深度3.6m總面積4x /4 x d2 1,257 m213,526 ft2每池出流量(平均日

53、) 23,331 cmd /4=5,833 cmd表面溢流率(sor) =18.6m3/m2-dokok ! !已知堰負荷200.0 cmd/m (125 - 250 cmd/m, m&e, p.591)堰長 x d =62.8m堰負荷92.8m3/m-dcheck:檢查下列情況二沉池之固體負荷及溢流率(1)平均日流量a. 固體負荷 = 38,581 cmd x3,107 mg/l1,257 m2 x1,000=3.97kg/m2-hr (4.06.0 kg/m2-hr, m&e, table 10-12)b. 溢流率 =23,331 cmd /1,257m2= 18.57 c

54、md/m2 (1632, m&e, table 10-12)okok ! !(2)尖峰小時流量a.固體負荷62,200 cmd x3,106.54mg/l1,257 m2 x1,000=6.41kg/m2-hr (9.5 kg/m2-hr, m&e, table 10-12)okok ! !b.溢流率 47,238cmd /1,257 m2=37.59 cmd/m2 (4050, m&e, table 10-12)okok ! !(3)平均日流量于一池停機(維護狀態)a.固體負荷38,581 cmd x 3,107 mg/l314.2 m2 x3x1,0002021/1

55、1/11page. 23=5.30kg/m2-hr (4.06.0 kg/m2-hr, m&e, table 10-12)okok ! !b.溢流率 23,331cmd314.2 m2 x3=24.76 cmd/m2 (1632, m&e, table 10-12)okok ! !(4)尖峰小時流量于一池停機時(緊急狀態)a.固體負荷 =62,200 cmd x 3,107 mg/l314.2 m2 x3x1,000=8.54kg/m2-hr (9.5 kg/m2-hr, m&e, table 10-12)okok ! !b. 溢流率 =47,238 cmd314.2m

56、2 x3= 50.12 cmd/m2 (4050, m&e, table 10-12)okok ! !每一池體積 =3.6m x314.2m2 =1,131 m3(5)平均日流量時水力停留時間水力停留時間 1,131 m3 x4 /38,581 cmd x 24=2.81hrs(6)尖峰小時流量時水力停留時間水力停留時間 1,131 m3 x4 /62,200 cmd x 24=1.75hrs2021/11/11page. 24六、砂濾池1.設計條件根據質量平衡計算結果，砂濾池進流性質如下：最大日流量q32,052 cmdtss641.0 kg/d =20.0mg/lbod5 =218

57、.0 kg/d =6.8mg/l平均日流量q24,125 cmd依最大日流量質量平衡計算結果，砂濾池出流水質如下：tss303.6 kg/d =10.0mg/lbod5 =15.9kg/d =0.5mg/l2.設計砂濾池假設濾率3.0gpm/ft2176.0 m3/m2-d (117-350 m3/m2-d, m&e 11-5)計算所需濾池面積32,052 cmd / 176.0 m3/m2-d182.1 m2選擇使用池數2池選擇長度20.0m選擇寬度5.0m長寬比4.0: 1總過濾面積2x20.0m x5.00m= 200.0 m22,153 ft2check:平均日流量實際濾率 2

58、4,125 /200.0 120.6 m3/m2-dokok ! !最大日流量實際濾率 32,052 /200.0 160.3 m3/m2-dokok ! !平均日流量一池停用實際濾率 24,125 /100.0 = 241.3 m3/m2-dokok ! !最大日流量一池停用實際濾率 32,052 /100.02021/11/11page. 25 = 320.5 m3/m2-dokok ! !3.計算出流水及反沖洗水水質假設出流水tss10.0mg/lbod5去除率50%反沖洗水需要 5%之過濾液1,526 cmd出流水q30,526 cmdtss 出流量 20.0mg/l 10.0mg/l

59、 = 10.0mg/l= 305.3 kg/d出流水bod5 = 6.8mg/l 6.3mg/l 0.5mg/l=16.0kg/d假設砂濾中并不累積bod5及tss，計算反洗水水質如下：tss335.8 kg/d =220.0 mg/lbod5 =202.0 kg/d =132.3 mg/l2021/11/11page. 26七、加氯消毒池1.設計條件依最大日流量質量平衡計算結果，消毒池進流性質如下：q30,526 cmd大腸菌數200,000count/ml依平均日流量質量平衡計算結果，消毒池平均日流量時進流量如下：q22,976 cmd設計放流水質：放流水標準中大腸菌數之規定2,000 c

60、ount/ml選擇較安全之大腸菌數設計值1,000 count/ml2.設計加氯消毒池假設最大日流量時 dt =22.5min選擇使用池數2池深：寬：長1.0:1.0:40.0池體積 =30,526 cmd /2 /1,440 min/d x22.5min238.5 m3深度 = (238.5 m3 /40.0) 1/3 = 1.81m選擇深度 =2.0m寬度 =1.81選擇寬度 =1.8m長度 =238.5 m3 /1.80m /1.80m = 73.6m選擇長度 =70.0m消毒總體積2x2.0m x1.8m x70.0m504.0 m3平均日流量時停留時間504.0 m3 /30,526 cmd=23.8min選擇出流渠道數 = 5每一渠道長度70.0m /5=14.0mcheck :平均日流量下停留時間31.6min2021/11/11pag