机械加速澄清池设计计算说明书

；； A＝0.035m2，u40mm

u 38mu1 1D＝4（1A1）

1.52*114

*

A ＝ 4 4*D2＝ A2＝

38 取导流室直径

为10.2m，导流室壁厚

D 10.20H2＝ 1 设计中取H2导流室出口速度u6＝40mm/ u出口面积u6

则出截面宽H

2

2

3（D

取 出口垂直高度H'＝2H＝1.414 取u2为0.001m33 D'

3.14 池总面积＝3 2＝304

D＝

4 如图，取池中停留时间TV'1 * W1＝ WW＝VW＝1707.68 取池圆台高度H5＝4.2m，池圆台斜边倾角为45；HD D2 5

*TT

2*4.222.4

22.4 14.02＝

2*2

2 D24H 1424球冠半径R＝ 6 6 6球冠体积W＝2RH6 *1.02(251.0)3V＝WWW V'＝V＝1802.04

H＝H0H4H5H6＝0.301.604.201.00＝7.10m进水流量增加10％的排泥水量，设槽内流速u3＝0.5m/B＝B＝1u3＝＝0.8三角配水槽采用孔口出流，孔口流速同u3出水孔总面积

采用孔径d＝0.1m，每孔面积为*4*u110*0.290*40.45m/ *90*H7H4H5H1-δ3=1.6+4.2-2.37-0.15=3.58D4

DT+D3+H

=14+2

+3.7815.487取u4=0.15米/ 泥渣回流量7回流缝宽度B2

pD4u

0.167取B2为0.20设裙板厚δ4=0.06D5

D4-

2B2+d4)=15.48-

2*0.20+0.06)=14.79H8=D4-D5=15.28-14.79=0.49 D5-DT 14.79-10 =0.395 H9=H7-H8-H10=3.58-0.49-0.395=2.6955V15

p

(D3+D3D5+D5

p

(D5+D5DT+DT

pD

H3+W =p*2.695(9.4+9.4*14.79+14.79)+p*0.395(14.79+14.79*14+14 p *1.37+77.49=314.77+64.3+235.37+77.49=691.93米4pDV2 1H1+p(DpD

D1')(H1-B

*7

(10.23-7.52.37-0.80150.89 第二反应室

150.89=

8.27其中第一反应室和第二反应室停留时间之和为30.85 =Q

0.304

0.0253米3/辐 设辐射槽宽b1=0.25米,槽内水流流速为v51=0.4米/秒,槽底坡降il=0.1h= q辐=0.0253槽内终点水深

槽内起点水深

51*

ililh2+(h2-33

1*式中hk=

=39.81*0.252

2*0.1013+(0.253-0.1)2-2*0.1= 按2q辐校核,取槽内水流流速v51＇=0.6米/h2

2*0.02530.6*

hk

3(1*0.0506)39.81*

2*0.1013+(0.3372*0.1013+(0.33733

设计取用槽内起点水深为0.28米,槽内终点水深0.380.05米,孔口出流跌落0.07米,槽0.2米,如图所示 =Q

0.304

0.152米3/

取v52=0.6 槽宽b2为0.5米,考虑施工方便槽底取平底则槽内终点水深h4

0.1520.6*

k2 3k2k＝gb2

9.81*

流量增加一倍时,设槽内流速v52＇=0.8米/

9.81*h＝

0.8*2*h

设计取用环槽内水深为0.6槽断面高为0.6+0.07+0.05+0.3=1.02米(槽定为0.3米h6

=3 3

0.3040.8*

n=A=Q

0.304

R=Ar

=2*0.543+

y=2.5n

0.13

0.75R(n

0.10)=2.50.0013

0.13

0.750.2128(0.013

=C=1Ryn

*0.21280.1502

i 532

2=RC 0.2128*h5=h6

il+0.00081*6.02

0.6080.7*

n=A=Q

0.608

R=Ar

=2*0.965+

y=2.5n

0.13

0.75R(n

0.10)=2.50.0013

0.13

0.750.257(0.013

=C=1Ryn

*0.2570.1497

i 0.257*

槽内起点水深h5＇=0.965-0.2+0.0008*6.02=0.770h=(h1+il-h2)+(h3-=(0.171+0.1-0.253)+(0.54-=0.053h=(h1+il-h2)+(h3-=(0.247+0.1-0.337)+(0.82-0.76)+（0.77+0.2-=0.075辐射集水槽孔口出流:孔口出流,取孔口前水位高为0.05米,流量系数μ f

辐 0.62m0.62

每侧孔口数目n

2f=pd2

2*0.04123.14*

101%44

=V4VV

5.82m 3.42.1423.4 3.42.1423.40.16上

R2(3.4/R2(3.4/11斗

9.4

9.429.42

0.450.45下斗

3

三斗容积：V45.603污泥斗总容积为池容积的

4p=98%4104V(100 1000016.8(10098) T0 (S1S4 60(S1S4 (S1S4S1 DN100，其断面积w01

4电磁排泥阀适用水压h≤4取λ=0.03l=5出口：ξ=1×1=1，135弯头ξ=1×0.4=0.4111l/1l/d

排泥流量q1

2gh4

29.8140.0229m/

DN250 0.252 2H2取λ=0.03l=15110.03110.0315/0.31l/1l/d

2gH2瞬时排水量q2gH2

0.46

0.248m3/s29.81 29.81 ttt2K(H2H'22K(D2H2 DH2ctg H2ctg2)