吨每天城市污水处理厂设计计算_secret.pdf
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1、1/21 污水厂设计计算书第一章污水处理构筑物设计计算一、粗格栅1.设计流量 Q=20000m3/d,选取流量系数 Kz=1.5 则:最大流量 Qmax1.5 20000m3/d=30000m3/d 0.347m3/s 2.栅条的间隙数 3.栅槽宽度(B 设:栅条宽度 s=0.01m 则:B=sn-1)+bn=0.01 45-1)+0.02 45=1.34m 4.进水渠道渐宽部分长度设:进水渠宽 B1=0.90m,其渐宽部分展开角 1=20 6.过格栅的水头损失 h1)设:栅条断面为矩形断面,所以k 取 3 2/21 则:其中=设:栅前渠道超高 h2=0.3m 则:栅前槽总高度 H1=h+h2
2、=0.4+0.3=0.7m 栅后槽总高度 H=h+h1+h2=0.4+0.102+0.3=0.802m 8.格栅总长度(L L=L1+L2+0.5+1.0+H1/tan =0.6+0.3+0.5+1.0+0.7/tan60=2.8 9.每日栅渣量(W 设:单位栅渣量 W1=0.05m3栅渣/103m3污水则:W=QW1=1.0m3/d 因为 W0.2 m3/d,所以宜采用机械格栅清渣 10.计算草图:文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9
3、U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI1
4、0N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10
5、X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 Z
6、U5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7
7、T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档
8、编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9
9、O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P83/21 图 1-1 粗格栅计算草图二、集水池设计集水池的有效水深为6m,根据设计规范,集水池的容积应大于污水泵5min的出水量,即:V0.347m3/s 5 60=104.1m3,可将其设计为矩形,其尺寸为3m5m,池高为 7m,则池容为 105m3。同时为减少滞流和涡流可将集水池的四角设置成内圆角。并应设置相应的冲洗或清泥设施。三、细格栅1.设计流量 Q=2
10、0000m3/d,选取流量系数 Kz=1.5 则:最大流量 Qmax1.5 20000m3/d=30000m3/d 0.347m3/s 2.栅条的间隙数 文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L
11、9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI
12、10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R1
13、0X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5
14、ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E
15、7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文
16、档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P84/21 设计
17、两组格栅,每组格栅间隙数n=90条 3.栅槽宽度(B 设:栅条宽度 s=0.01m 则:B2=sn-1)+bn=0.01 45-1)+0.0145=0.89m 所以总槽宽为 0.89 2+0.21.98m考虑中间隔墙厚0.2m)4.进水渠道渐宽部分长度设:进水渠宽 B1=0.90m,其渐宽部分展开角 1=20 6.过格栅的水头损失 h1)设:栅条断面为矩形断面,所以 k 取 3 则:其中=s/b)4/3k格栅受污物堵塞时水头损失增大倍数,一般为3 h0-计算水头损失,m -阻力系数 设:栅前渠道超高h2=0.3m 文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1
18、P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码
19、:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1
20、A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8
21、 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N
22、2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5
23、G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5
24、B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P85/21 则:栅前槽总高度H1=h+h2=0.4+0.3=0.7m 栅后槽总高度 H=h+h1+h2=0.4+0.26+0.3=0.96m 8.格栅总长度(L L=L1+L2+0.5+1.0+H1/tan =1.48+0.47+0.5+1.0+0.
25、7/tan60=3.85m 9.每日栅渣量(W 设:单位栅渣量W1=0.10m3栅渣/103m3污水则:W=QW1=2.0m3/d 因为 W0.2 m3/d,所以宜采用机械格栅清渣10.计算草图如下:图3 细格栅计算草图栅条工作平台进水四、沉砂池采用平流式沉砂池1.沉砂池长度(L 设:流速 v=0.25m/s 文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 HI10N2R10X5G5 ZU5B9E7T1P8文档编码:CT9O1A4L9U8 H
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