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：同濟大學(xué)環(huán)境科學(xué)1、設(shè)計任務(wù)和5萬噸/；給水排水工程快速設(shè)計手冊1 2、設(shè)計計設(shè)計水量Q=500001.05=525000m3'Q'=0.5Q 沉淀池平均水平流速v=15mm/s沉淀池容積W

L3.6vTW=Q'T沉淀b

b=

長深比=H長寬比

=81實際沉淀池沉淀面積A

ALb=81實際截留速度v0實際停留時間T0

T=LbH=816.03.2 實際水平流速v0

v

0 0

=b+2H=6.0+3.2水力半R

R=Hb=3.26.0 Fr Fr Fr數(shù)在1104~1105雷諾Re

20℃，=0.0110-4mm/s

選用HJX型桁架式吸泥機，其性能如下表所表 HJX型桁架式吸泥機性能參數(shù)量6

1HJX=300m3/（m·d

指形槽實際長度L0：實際溢流率0

L059=Q'=26250=291.7m3/(md0 0單根指形槽設(shè)計流量q取指形槽寬b=0.30m

q=Q=0.030=0.061m3 3 H=√3× 2=√3× 2= 9.81×以淹沒式孔口出流設(shè)計，孔口淹沒深度0.07m，孔口跌落高度0.05m。取孔口直徑d=35mm。則單個孔口Ad A= = =9.6210 每孔流量q0 29.810.07=6.9910-4m3單個指形槽每邊開孔個數(shù)nn=

=44按孔間距@=200mm452絮凝池與平流沉淀池合建，因此寬度b=12m單組絮凝池設(shè)計流量qq=0.5Q'=0.50.304=0.152m3設(shè)通道寬度為b=1.3m，設(shè)計峰速為v1=0.35m/s，峰距b1

1b=q 1

②谷距b2b2b12c0.33+2③側(cè)邊峰距b3b=B-2b1-3(t+c)=2.9-20.33-3(0.04+0.355) ④側(cè)邊谷距b4⑤中間部分谷速v2

v=

2 2⑥側(cè)邊峰速v'1qv'

1

⑦側(cè)邊谷速v'2

2v'=2

⑧漸放段損失h1v-v-h1=112

2

漸縮段損失h2 F2 0.332h2121110.1 F2 1.04h=6(h1+h2漸放段損失h1'

v'2 0.222h11 2

2漸縮段損失h'2 F'2 0.532h'11110.1 F

2 上轉(zhuǎn)彎處水深為H1=0.70m，下轉(zhuǎn)彎水深為H3=1.0m。進口流速v3=0.35m/s上轉(zhuǎn)彎流速v4

v=

4 4下轉(zhuǎn)彎流速v5

v=

=

5 5上轉(zhuǎn)彎取1.8；下轉(zhuǎn)彎及進口取3.0，則每格進口及轉(zhuǎn)彎損失h" 23.0 3.0 總損失hH第一絮凝區(qū)停留時間T1T=3bBh0=31.32.93.8 60第一絮凝區(qū)平均G1HG1 H①折板間距b1設(shè)計峰速v1=0.15m/s②通道寬b

b=q v1b10.15③側(cè)邊峰距b3bB2b13tc2.920.68530.040.355 ④側(cè)邊谷距b4b4b3c⑤側(cè)邊峰速v1

v'=

1 1.51⑥側(cè)邊谷速v2

v'=

2 1.52⑦每個90o彎頭損失h1v2vh110.6

9個90o彎頭，因此每格彎頭水頭損失hh=9h1=9v'2 0.1952'h11 2

0.00062mF F h'11110.1 0.00144 F'

h'7(0.000620.001440.01442m轉(zhuǎn)彎水深為H1=0.40m，下轉(zhuǎn)彎水深為H3=0.7m。設(shè)計進口流速v30.15m上轉(zhuǎn)彎流速v4

v=

=

4 1.54下轉(zhuǎn)彎流速v5

v=

=

5 1.55上轉(zhuǎn)彎取1.8；下轉(zhuǎn)彎及進口取3.0，則每格進口及轉(zhuǎn)彎損失h" 23.0 3.0 總損失hH=3h=3第二絮凝區(qū)停留時間T2 60第二絮凝區(qū)平均G2HG2 H①板間距b1

b=2.9-30.05②B

B=q

b1v10.688③水頭損失計算：均取設(shè)計進口流速v3=0.10m/s，則每格進口及轉(zhuǎn)彎損失 3=43.0

HT=3bBh0=32.212.93.2=6.75 60第三絮凝區(qū)平均G3(H1H2H(H1H2H3)60(T1T2T3 1000(0.2880.1100.0183) 601.02910-4(4.715.01總停留時間TT=T1T2T3=4.71+5.01+6.75=16.47LL1L2L331.31.52.2校核B

H=3.8+3.5+3.23總平均G值：

(H1H2H(H1H2H3)60(T1T2T3 1000(0.2880.1100.0183) 601.02910-4(4.715.01花墻設(shè)計計單個花墻過水流量：q0.304m3過水斷面積A = 采用0.20.2m孔口，彈孔面積aa=0.2花墻孔總數(shù)n56個孔，按照144布