【水處理計(jì)算書(shū)+公式】A2O工藝計(jì)算

1、,A2/O工藝計(jì)算,一、工藝流程,二、主要設(shè)計(jì)參數(shù),三、設(shè)計(jì)計(jì)算,項(xiàng)目,設(shè)計(jì)流量(m3/d),COD (mg/l),BOD5 S0(mg/l),TSS（mg/l),VSS (mg/l),MLVSS/MLSS,TN (mg/l),NH3-N (mg/l),TP (mg/l),堿度S (mg/l),PH,最底水溫（）,最高水溫（）進(jìn)水,3600,300,150,150,105,0.7,30,25,3,280,7.07.5,14,25出水,60,20,20,15,8,1.5,（活性污泥法）,（1）判斷是否可采用A2O法（用污泥負(fù)荷法）,COD/TN=,10,8,TP/BOD5=,0.02,0.06,

2、符合要求,(2) 有關(guān)設(shè)計(jì)參數(shù),1、BOD5污泥負(fù)荷N=,0.13,kgBOD5/(kgMLSSd),2、回流污泥濃度XR=,6600,mg/L,3、污泥回流比R=,100,%,4、混合液懸浮固體濃度X=RXR/(1+R),3300,mg/L,5、混合液回流比R內(nèi),TN去除率tx=(TN0-TNe)/TN0100%=,50,%,混合液回流比R內(nèi)TN/(1-TN)100%=,100,%,取R內(nèi),150,%,（3）反應(yīng)池容積V,m3,V=QS0/NX=,1258.74,m3,反應(yīng)池總水力停留時(shí)間：,t=V/Q=,0.35 ,(d)=,8.40 ,(h),各段水力停留時(shí)間和容積：,厭氧：缺氧：好氧1

3、：1：3,厭氧池水力停留時(shí)間t厭=,1.68 ,(h),池容V厭,251.7,(m3),缺氧池水力停留時(shí)間t缺=,1.68 ,(h),池容V缺,251.7,(m3),好氧池水力停留時(shí)間t好=,5.04 ,(h),池容V好,755.2,(m3),(4)校核氮磷負(fù)荷，kgTN/(kgMLSSd),好氧段總氮負(fù)荷=QTN0/（XV好）,0.043335901,kgTN/(kgMLSSd),0.05,符合要求,厭氧段總磷負(fù)荷=QTP0/（XV厭）,0.013002492,kgTP/(kgMLSSd),100mg/l,(以CaCO3計(jì)）,可維持PH7.2.,（7）反應(yīng)池主要尺寸,反應(yīng)池總?cè)莘eV,1258

4、.74 ,m3,設(shè)反應(yīng)池,2,組，單組池容V單,629.37,m3,有效水深h=,4,m；,單組有效面積S單=,157.3425,m2,采用,5,廊道式推流式反應(yīng)池，廊道寬b=,2.5,m=,2500,mm,單組反應(yīng)池長(zhǎng)度LS單/B=,18 ,(m)=,18000,mm,(實(shí)?。?單組反應(yīng)池長(zhǎng)度LS單/B=,13 ,(m),（計(jì)算需要）,校核：b/h=,0.6,(不能滿足b/h=12）,L/b=,7.2,(滿足L/B=510）,取超高為：,1,m,則反應(yīng)池總高H=,5,(m),(8)反應(yīng)池進(jìn)、出水系統(tǒng)計(jì)算,1、進(jìn)水管,單組反應(yīng)池進(jìn)水管設(shè)計(jì)流量Q1,0.021,(m3/s),管道流速V=,0.8

5、,m/s；,管道過(guò)水?dāng)嗝娣eA=,0.02625,(m2),管徑d=,0.182864678,(m),取進(jìn)水管管徑DN,200,mm,2、回流污泥管,單組反應(yīng)池回流污泥管設(shè)計(jì)流量Qk,0.020833333,(m3/s),管道流速V=,0.8,m/s；,管道過(guò)水?dāng)嗝娣eA=,0.026041667,(m2),管徑d=,0.182137579,(m),取進(jìn)水管管徑DN,200,mm,3、進(jìn)水井,反應(yīng)池進(jìn)水孔尺寸：,進(jìn)水孔過(guò)流量Q2,0.041666667,(m3/s),孔口流速V=,0.6,m/s,孔口過(guò)水?dāng)嗝娣eA,0.069444444,(m2),孔口尺寸取為,0.4,m,0.2,m=,0.08,

6、(m2),進(jìn)水井平面尺寸取為1m2.5m,4、出水堰及出水井,按矩形堰流量公式計(jì)算：,式中,Q3=(1+R+R內(nèi))*Q/n=,0.072916667,(m3/s),b堰寬，,b=,2.5,m；,H堰上水頭，m。,H,0.062649254,(m),出水孔過(guò)流量Q4=Q3=,0.072916667,(m3/s),孔口流速v=,0.6,m/s,孔口過(guò)水?dāng)嗝娣eAQ/V=,0.121527778,(m2),孔口尺寸取為,0.7,m,0.2,m=,0.14,(m2),出水井平面尺寸取為1m2.5m,5、出水管,反應(yīng)池出水管設(shè)計(jì)流量Q5Q2,0.041666667,(m3/s),管道流速v=,0.8,m/

7、s,管道過(guò)水?dāng)嗝娣eA=,0.052083333,(m2),管徑d=,0.257581434,(m),取進(jìn)水管管徑DN,300,mm,校核管道流速v=Q5/A=,0.589761736,m,9、曝氣系統(tǒng)設(shè)計(jì)計(jì)算,1、設(shè)計(jì)需氧量AOR,AOR=去除BOD5需氧量-剩余污泥中BOD5氧當(dāng)量+NH3-N硝化需氧量-剩余污泥中NH3-N的氧當(dāng)量-反硝化脫氮產(chǎn)氧量,碳化需氧量,=,492.56 ,(kgO2/d),硝化需氧量,=,287.0789817,(kgO2/d),反硝化脫氮產(chǎn)生的氧量,D32.86NT=,106.4162364,(kgO2/d),總需氣量AORD1+D2-D3=,673.22 ,(

8、kgO2/d)=,28.05086574,(kgO2/h),最大需氧量與平均需氧量之比為1.4,則,AORmax=1.4R=,942.509089,(kgO2/d)=,39.27121204,(kgO2/h),去除每1kgBOD5的需氧量=AOR/Q(S0-S)=,1.438505936,(kgO2/kgBOD5),2、標(biāo)準(zhǔn)需氧量,采用鼓風(fēng)曝氣，微孔曝氣器。曝氣器敷設(shè)于池底，距池底0.2m，淹沒(méi)深度,3.8,m，氧轉(zhuǎn)移效率EA=,20%,計(jì)算溫度T,25,。,將實(shí)際需氧量AOR換算成標(biāo)準(zhǔn)狀態(tài)下的需氧量SOR。,工程所在地區(qū)實(shí)際大氣壓為,1.02,105,Pa,1.006910168,；,CL曝

9、氣池內(nèi)平均溶解氧，取CL=,2,mg/L；,查表得水中溶解氧飽和度：,Cs(20)=,9.17,mg/l,Cs(25)=,8.38,mg/l.,空氣擴(kuò)散氣出口處絕對(duì)壓為：,Pb=,1.3854,105,（Pa),空氣離開(kāi)好氧反應(yīng)池時(shí)氧的百分比：,17.53653445,%,好氧反應(yīng)池中平均溶解氧飽和度,=,9.118342412,(mg/l),標(biāo)準(zhǔn)需氧量：,SOR=,978.2095122,(kgO2/d)=,40.75872968,(kgO2/h),相應(yīng)最大時(shí)標(biāo)準(zhǔn)需氧量：,SORmax=,1.4SOR=,1369.493317,(kgO2/d)=,57.06222155,(kgO2/h),好

10、氧反應(yīng)池平均時(shí)供氣量：,679.3121613,(m3/h),最大時(shí)的供氣量,Gsmax=1.4Gs=,951.0370258,(m3/h)=,15.8506171,(m3/min),3、所需空氣壓力p(相對(duì)壓力）,ph1+h2+h3+h4+h,式中,h1+h2,供風(fēng)管道沿程與局部阻力之和，取h1+h2=,0.2,m；,h3,曝氣器淹沒(méi)水頭，,h3=,4.5,m；,h4,曝氣器阻力，取,h4=,0.4,m；,h,富余水頭,h=,0.5,m；,P=,5.6,(m),4、曝氣器數(shù)量計(jì)算(以單組反應(yīng)池計(jì)算）,按供氧能力計(jì)算所需曝氣器數(shù)量。,式中,h1按供氧能力所需曝氣器個(gè)數(shù),個(gè)；,qc曝氣器標(biāo)準(zhǔn)狀態(tài)

11、下，與好氧反應(yīng)池工作條件接近時(shí)的供氧能力,kgO2/(h個(gè)）,采用微孔曝氣器，參照有關(guān)手冊(cè)，工作水深4.3m，在供風(fēng)量13m2/(h個(gè)）時(shí)，曝氣器氧利用率EA20%，服務(wù)面積0.30.75m2,充氧能力qc=0.14kgO2/(h個(gè)）。則：,h1=,204,(個(gè)）,以微孔曝氣器服務(wù)面積進(jìn)行校核：,f=F/h1=,0.441176471,(m2),0.75(m2),符合要求,5、供風(fēng)管道計(jì)算,供風(fēng)干管采用環(huán)狀布置。,流量Qs=0.5Gsmax=,475.5185129,(m3/h)=,0.132088476,(m3/s),流速v=,10,m/s；,0.129717221,(m),取干管管徑為DN

12、,150,mm,單側(cè)供氣（向單側(cè)廊道供氣）,流量Qs單=0.5Gsmax/3=,158.506171,(m3/h)=,0.044029492,(m3/s),流速v=,10,m/s；,0.074892272,(m),取支管管徑為DN,60,mm,雙側(cè)供氣（向兩側(cè)廊道供氣）,流量Qs雙=Gsmax/3=,317.0123419,(m3/h)=,0.088058984,(m3/s),流速v=,10,m/s；,0.105913667,(m),取支管管徑為DN,100,mm,10、厭氧池設(shè)備選擇（以單組反應(yīng)池計(jì)算）,厭氧池設(shè)導(dǎo)流墻，將厭氧池分成3格，每格內(nèi)設(shè)潛水?dāng)嚢铏C(jī)1臺(tái)，所坱功率按5W/m3池容計(jì)算。

13、,厭氧池有效容積V厭,180,m3,混合全池污水所需功率為,900,w,11、缺氧池設(shè)備選擇（以單組反應(yīng)池計(jì)算）,缺氧池設(shè)導(dǎo)流墻，將缺氧池分成3格，每格內(nèi)設(shè)潛水?dāng)嚢铏C(jī)1臺(tái)，所坱功率按5W/m3池容計(jì)算。,缺氧池有效容積V缺,180,m3,混合全池污水所需功率為,900,w,12、污泥回流設(shè)備,污泥回流比,R,100,%,污泥回流量,QR=,RQ=,3600,m3/d,=,150,(m3/h),設(shè)混合液回流泵房,1,座,每座泵房?jī)?nèi)設(shè),3,臺(tái)潛污泵,2,用,1,備,單泵流量QR單0.5QR=,75,(m3/h),水泵揚(yáng)程,污泥回流總管設(shè)計(jì)流量Q污回,150,(m3/h),污泥回流管設(shè)計(jì)流速采用V,

14、1.2,m/s,總管道過(guò)水?dāng)嗝娣eAQ污回/v=,0.034722222,m2,管徑d=,0.21031436,(m),污泥回流管徑管徑DN,200,mm,校核管道流速v=,1.326963907,(m/s),13、混合液回流設(shè)備,（1）混合液回流泵,混合液回流比R內(nèi)=,150,%,混合液回流量QR=R內(nèi)Q=,5400,m3/d,=,225,(m3/h),設(shè)混合液回流泵房,1,座,每座泵房?jī)?nèi)設(shè),3,臺(tái)潛污泵,2,用,1,備,單泵流量QR單=,112.5,(m3/h),(2)混合液回流管。,回流混合液由出水井重力流至混合流液回流泵房，經(jīng)潛污泵提升后送至缺氧段首端。,混合液回流管設(shè)計(jì)流量Q6R內(nèi)Q/2=,0.03125,(m3/s),泵房進(jìn)水管設(shè)計(jì)流速采用V,0.8,m/s,管道過(guò)水?dāng)嗝娣eAQ6/v