某啤酒廢水處理畢業(yè)設(shè)計(jì)p

1、SBR工藝工程設(shè)計(jì)計(jì)算書,計(jì)算項(xiàng)目：,計(jì)算人：,資料來源：,(2005/04),序號,計(jì)算項(xiàng)目,符號,單位,舉例數(shù)據(jù),項(xiàng)目數(shù)據(jù),計(jì)算公式或備注本計(jì)算書有海利環(huán)保根據(jù)給水排水Vol.31天津市政和華北市政“推薦一種新的SBR工藝設(shè)計(jì)計(jì)算方法”整理、編制。,1,外部條件,1.1,設(shè)計(jì)規(guī)模,Q,m3/d,50000,10000,1.2,日變化系數(shù),Kd,1.17,1.26,1.3,總變化系數(shù),KT,1.38,1.46,1.4,進(jìn)水BOD5,Lj,mg/L,150,124,1.5,進(jìn)水CODCr,Cj,mg/L,330,318,1.6,進(jìn)水SS,Sj,mg/L,200,165,1.7,進(jìn)水TN,Nj,

2、mg/L,35,29.8,1.8,出水BOD5,Lch,mg/L,20,20,1.9,出水CODCr,Cch,mg/L,100,100,1.10,出水SS,Sch,mg/L,20,20,1.11,出水TN,Nch,mg/L,15,15,1.12,設(shè)計(jì)最低水溫,T,10,14.6,1.13,污泥指數(shù),SVI,mL/g,150,160,2,選定參數(shù),2.1,周期時(shí)長,TC,h,6,4,一個(gè)完整周期的時(shí)間2.2,周期數(shù),N,次/天,4,6,每天單池最多運(yùn)行周期次數(shù)2.3,反應(yīng)時(shí)間,TF,h,4,2,僅指反應(yīng)池反應(yīng)階段的時(shí)間2.4,沉淀時(shí)間,Ts,h,1,1,僅指沉淀池(亦反應(yīng)池)沉淀階段的時(shí)間2.5

3、,潷水時(shí)間,Tch,h,1,1,僅指沉淀池(亦反應(yīng)池)潷水階段的時(shí)間2.6,池水深度,H,m,5,4.5,設(shè)計(jì)沉淀池最高水位與最低水位的差值2.7,安全高度,Hf,m,0.7,0.7,防止污泥被帶出的堰口至污泥層的高度2.8,保護(hù)層水深,Hp,m,0.25,0.25,防止浮渣被帶出的堰口淹沒深度3,計(jì)算污泥量,3.1,設(shè)計(jì)水量,Qd,m3/d,58500,12600,Qd=KdQ3.2,好氧泥齡,CN,d,8.0 ,5.1 ,CN=3.4F1.10315-T 其中： BOD51200kg/d,F=1.8; BOD56000kg/d,F=1.45)3.3,反應(yīng)泥齡試算值,CF,d,11.9 ,7

4、.2 ,CF=CN/(1-2.9Nd/(0.75Lj*OVc),式中：Nd=Nj-0.05(Lj-Lch)-NCH,OVc=0.56+0.151.072T-15/(0.67/CN+0.171.072T-15)3.3,反應(yīng)泥齡,CF,d,11.9 ,7.2 ,OVc=0.56+0.151.072T-15/(1/CF+0.171.072T-15)3.4,缺氧泥齡,CD,d,3.8 ,2.1 ,CD=CF-CN3.5,總泥齡,C,d,17.8 ,14.4 ,C=CFTC/TF3.6,污泥產(chǎn)率系數(shù),Y,kgSS/kgBOD5,1.137 ,1.161 ,Y=K(0.75+0.6Sj/Lj-0.8*0.

5、17*0.75CF1.072T-15 /(1+0.17CF1.072T-15); 其中：K=0.90.953.7,反應(yīng)池污泥總量,ST,kg,154191.015,21924 ,ST=QdCY(Lj-Lch)/10004,計(jì)算反應(yīng)池池容,4.1,給定最高日最高時(shí)流量,Qh,m3/h,2880,669 ,4.2,實(shí)際沉淀時(shí)間,Ts,h,1.83 ,1.83 ,Ts=Ts+Tch-1/64.3,反應(yīng)池池容,V,m3,51194 ,7515 ,V=STSVIHf+Hp+(Hf+Hp)2+62400QhHTs/(STSVI N)1/2/(1300Ts),5,其他參數(shù),5.1,缺氧反應(yīng)時(shí)段,TD,h,1

6、.3 ,0.6 ,TD=TF/(1+CN/CD)5.2,好氧反應(yīng)時(shí)段,TO,h,2.7 ,1.4 ,TO=TF-TD5.3,間歇進(jìn)水潷水深度,H,m,1.69 ,1.60 ,H=24QhH/(NV),連續(xù)進(jìn)水潷水深度,H,m,1.41 ,1.20 ,H=24QhH/(NV)(1-TC/Tch)5.4,高水位時(shí)污泥濃度,NWT,g/L,3.01 ,2.92 ,NWT=ST/V5.5,低水位時(shí)污泥濃度,NWL,g/L,4.55 ,4.53 ,NWL=STH/(VHL)5.6,污泥負(fù)荷,FW,kgBOD5/kgMLSSd,0.085 ,0.143 ,FW=Lj/CY(Lj-Lch)TC/TF5.7,

7、水力停留時(shí)間,t,h,21.0 ,14.3 ,t=24V/Qd5.8,間歇進(jìn)水方式池?cái)?shù)選擇,n,格,6 ,4 ,盡可能同時(shí)滿足：（1）n2, （2）n=k1TC, （3）n=k2Tc/Tch, （4）n=k3Tc/To5.9,單池容積,Vi,m3,8532 ,1879 ,Vi=V/n5.10,單池面積,Fi,m2,1706 ,417 ,Fi=Vi/H5.11,單池貯水容積,Vi,m3,2880 ,669 ,Vi=ViH/H5.12,計(jì)算最低水位,HL,m,3.31 ,2.90 ,HL=H-H5.13,計(jì)算最低泥位,Hs,m,2.64 ,2.35 ,Hs=H-Hp-H-Hf5.14,單池寬度,B

8、,m,16.9 ,10.2 ,按方形池分割方案：B=(Fi/n)1/25.15,單池長度,L,m,101.2 ,40.9 ,L=Fi/B5.16,方形池實(shí)際總面積,As,m2,10239 ,1670 ,未考慮隔墻面積5.17,方形池實(shí)際總體積,Vs,m3,59385 ,8517 ,未考慮隔墻面積5.18,池子超高,H1,m,0.8 ,0.6 ,H1取0.60.8m5.19,池子總深度,HZ,m,5.8 ,5.1 ,Hz=H+H15.20,單池進(jìn)水流量,Qj,m3/h,1440 ,223 ,Qj=Vi/(TF/2)5.21,單池設(shè)潷水器臺數(shù),nb,臺,1 ,1 ,5.22,單臺潷水器流量,Qb,

9、m3/h,2880 ,669 ,Qb=Vi/(nbTch)5.23,排水溝溝底比池底高,H0,m,1.20 ,1.60 ,根據(jù)工程條件確定排水溝溝底高程后即得到H05.24,潷水時(shí)排水溝水深,m,0.60 ,0.30 ,根據(jù)排水溝坡度和潷水流量計(jì)算確定5.25,最大水頭,Hmax,m,3.20 ,2.60 ,Hmax=H-H0-(溝底比池底低時(shí):Hmax=H+H0-)5.26,最小水頭,Hmin,m,1.5 ,1.0 ,Hmin=Hmax-H5.27,潷水器選型,Mod,HLB2880-1.5-1.7/5-800PC,HLB669-1.0-1.6/4.5-400PA,6,生物選擇器與回流,按反

10、應(yīng)池與沉淀池合建方式6.1,占反應(yīng)池體積之比,P,%,21.5%,14.4%,P=100CD/C6.2,生物選擇器單池體積,V1,m3,1836 ,271 ,V1=PVi6.3,生物選擇器單池長度,L1,m,21.8 ,5.9 ,L1=PL6.4,回流比,R,%,450%,450%,6.5,回流時(shí)間,TR,h,1.0 ,1.0 ,6.6,回流泵設(shè)計(jì)流量,QR,m3/s,1.80 ,0.28 ,QR=R*Qj/36006.7,回流泵設(shè)計(jì)揚(yáng)程,HR,mH2O,1.4 ,1.8 ,需經(jīng)阻力計(jì)算確定6.8,回流泵同時(shí)運(yùn)行臺數(shù),nR,臺,3.0 ,2.0 ,6.9,回流泵備用臺數(shù),nR1,臺,1.0 ,1.0 ,6.10,單臺回流泵設(shè)計(jì)流量,QR1,m3/s,0.6 ,0.1 ,QR1=QR/nR6.11,回流泵所需軸功率,Nc,kW,8.2 ,2