污水处理计算书软件全部.xls

1、一、前言 本计算书为针对东港溪流域潮万污水下水道系统之民治污水处理厂新建工程设计工作，所进行之处理厂各单元功能计算。本计算书共分十个单元进行计算，除前处理及进流抽水站采用尖峰小时流量为功能设计基准外，其余单元原则上采用最大日流量为功能设计基准。1.00平均日流量 =22,840 CMD=0.264CMS=6.03MGD最小日流量 =平均日流量 x0.65=14,850 CMD最大日流量 =平均日流量 x1.33=30,400 CMD尖峰小时流量=平均日流量 x2.00=45,700 CMD2.00进流 BOD5=200.0mg/L进流 TSS=200.0mg/L进流 NH3-N=25.0mg/

2、L进流 TP=8.0mg/L3.设计放流水水质出流 BOD5=20.0mg/L出流 TSS=20.0mg/L出流 NH3-N=10.0mg/L出流 TP=4.0mg/L4.尖峰小时流量质量平衡计算结果2022/11/1Page.1(1)污水部份污水名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L进流污水45,7009,140200.09,140200.0365.68.0回流水合并3,2171,204.3547.6402.6183.147.521.6初沉池进流48,91710,344211.59,543195.1413.18.4初沉池出流48,7634,13884

3、.97,062144.8367.67.5二沉池出流48,095961.920.0327.06.824.00.5砂滤池出流45,805458.010.024.00.511.50.3浓缩机清洗水72.00.710.00.00.50.020.3脱水机清洗水96.01.010.00.10.50.020.3放流水45,637456.410.023.90.511.40.3浓缩滤液(回流)638.7275.9432.083.3130.417.226.9脱水滤液333.0524.31,57440.6122.0353.91,062.6除磷单元出流水288.3424.51,47316.256.417.761.4(

4、回流)砂滤反洗水(回流)2,290503.9220.0303.1132.312.65.5(2)污泥部份污泥名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L初沉污泥154.26,20740,2412,48116,08645.4294.6废弃活性污泥667.95,3438,0001,6642,492343.3513.9浓缩废弃活性污泥101.25,10050,3781,58115,618326.13,221化学污泥44.82,24850,20924.4544.4336.27,510消化污泥255.511,30744,2584,06215,901371.51,454消

5、化后污泥255.57,91530,981786.93,080371.51,454脱水污泥300.210,16233,848811.32,702707.72,357脱水污泥饼63.29,700153,453770.712,193353.95,5985.最大日流量质量平衡计算结果2022/11/1Page.2(1)污水部份污水名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L进流污水30,4006,080200.06,080200.0243.28.0回流水合并2,199802.0364.7268.2121.931.614.4初沉池进流32,5996,882211.16

6、,348194.7274.88.4初沉池出流32,4962,75384.74,698144.6244.67.5二沉池出流32,052641.020.0218.06.816.00.5砂滤池出流30,526305.310.016.00.57.60.3浓缩机清洗水72.00.710.00.00.50.020.3脱水机清洗水96.01.010.00.10.50.020.3放流水30,358303.610.015.90.57.60.3浓缩滤液(回流)448.9183.7409.355.4123.411.425.5脱水滤液253.7349.11,37627.0106.6235.4928.0除磷单元出流水2

7、23.9282.51,26210.848.311.852.6(回流)砂滤反洗水(回流)1,526335.8220.0202.0132.38.45.5(2)污泥部份污泥名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L初沉污泥102.64,12940,2411,65116,08530.2294.6废弃活性污泥444.23,5548,0001,1072,492228.3514.0浓缩废弃活性污泥67.33,39250,3781,05215,618216.93,221化学污泥29.81,49550,20916.2544.5223.67,509消化污泥169.97,521

8、44,2582,70215,900247.11,454消化后污泥169.95,26530,980523.43,080247.11,454脱水污泥199.76,76033,848539.62,702470.82,357脱水污泥饼42.06,453153,453512.612,191235.45,5986.平均日流量质量平衡计算结果(1)污水部份2022/11/1Page.3污水名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L进流污水22,8404,568200.04,568200.0182.78.0回流水合并1,696603.3274.3201.891.723.8

9、10.8初沉池进流24,5365,171210.84,770194.4206.58.4初沉池出流24,4592,06984.63,530144.3183.87.5二沉池出流24,125482.520.0164.16.812.10.5砂滤池出流22,976229.810.012.00.55.70.3浓缩机清洗水72.00.710.00.00.50.020.3脱水机清洗水96.01.010.00.10.50.020.3放流水22,808228.110.011.90.55.70.3浓缩滤液(回流)355.1138.2389.241.6117.28.624.2脱水滤液214.5262.51,22420

10、.394.7176.9824.7除磷单元出流水192.1212.41,1068.142.38.846.0(回流)砂滤反洗水(回流)1,149252.7220.0152.0132.36.35.5(2)污泥部份污泥名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L初沉污泥77.13,10340,2411,24016,08422.7294.6废弃活性污泥333.72,6698,000831.52,492171.5514.1浓缩废弃活性污泥50.62,54850,378789.915,618163.03,222化学污泥22.41,12450,20912.2544.7168

11、.07,508消化污泥127.75,65144,2572,03015,900185.71,454消化后污泥127.73,95630,980393.23,079185.71,454脱水污泥150.15,07933,848405.42,701353.72,357脱水污泥饼31.64,848153,453385.112,189176.95,5982022/11/1Page.4二、前处理及污水抽水站1.设计条件粗栏污栅设计采用进流之尖峰小时流量：Q =45,700 CMD进流抽水泵、细栏污栅及除砂池设计采用质量平衡之尖峰小时流量：Q =48,917 CMD2.设计粗拦污栅采用设计条件如下：(请参见 M

12、&E Table 9-2)尖峰流量时栅间流速3.00fps =0.91m/s(0.6 0.99 m/s)平均流量时栅间流速2.00fps =0.61m/s(0.6 0.99 m/s)最大水头损失0.50ft =0.15m(6 in)栅格间距0.2inchs =0.51cm(0.63 in)格栅厚度0.6inchs =1.52cm(0.20.6)选用拦污渠道数 2(含一台备用)渠道宽度 1.0m，总操作长度1.00m(一台备用)有效空间 0.51cm /2.03cm =25.0%有效宽度 1.00 m x25%=0.25m尖峰流量时水深45,700 CMD /0.91m/s /0.25m2.31

13、4m选择渠道深度1.6m(水深水头损失水面上池深)Check:如果抽水站湿井维持定水位操作,则在平均流量时栅间流速22,840 CMD /2.31m/s /0.25m0.457m/s3.0选用泵浦数3(外加一台备用)每台泵浦流量 48,917 CMD/3 16,306 CMD =0.19cms4.设计细拦污栅采用设计条件如下：(请参见 M&E Table 9-2)最大进入流速3.00fps =0.91m/s(0.6 0.99 m/s)2022/11/1Page.5平均进入流速2.00fps =0.61m/s(0.6 0.100 m/s)最大水头损失1.00ft =0.30m栅格间距0.25in

14、ches=0.64 cm(0.63 in)格栅厚度0.2inches=0.51 cm(0.20.6)拦污渠道数2(含一台备用)渠道宽度1.2m，总操作长度1.20m有效空间0.64cm /1.14cm =55.6%有效宽度1.20m x55.6%=0.67m尖峰流量时水深48,917 CMD /0.91m/s /0.67m0.929m选择渠道深度1.6m(水深水头损失水面上池深)Check:平均流量时水深24,536 CMD /0.61m/s /0.67m0.699m5.涡流式沉砂池(1)池体计算表面负荷120,000 gpd/ft2(西图公司设计指引)4,884CMD/m2需要面积48,91

15、7 CMD /4,884CMD/m2 =10.02m2选择使用池数2 每池所需面积10.02m2 /2=5.01m2计算体积：水深 1.4 m,沉砂池直径 2.50m选择直径 3.0 m每池体积 10.18m3除砂池总体积 10.18m3 x2=20.36m3每池负荷 48,917CMD/2=24,459 CMDCheck:各流量下停留时间：平均流量20.36m3 x1,440min/D/24,536 CMD1.2min最大流量20.36m3 x1,440min/D/32,599 CMD0.9min尖峰流量20.36m3 x1,440min/D/48,917 CMD2022/11/1Page.

16、60.6min(2)砂浆泵浦选用采用设计条件如下：(西图公司设计指引)砂砾量2.5ft3/MG,在平均流量下 =18.7m3/106m3或7.0ft3/MG,在尖峰流量下 =52.4m3/106m3砂砾密度2,600Kg/m3平均流量时之砂砾量18.70m3/106m3 x24,536CMD0.46CMD1,193Kg/d尖峰流量时砂砾量52.36m3/106 m3 x48,917CMD2.56CMD6,660Kg/d假设砂浆浓度=1%(西图公司设计指引)砂浆密度 (0.01/2,600Kg/m3 +0.99/1,000Kg/m3 )-1=1,006Kg/m3平均流量时砂浆重1,193Kg/d /0.01=119,302Kg/d尖峰流量时砂浆重6,660Kg/d /0.01=665,984Kg/d平均流量时砂浆体积119,302Kg/d /1,006Kg/m3=119CMD尖峰流量时砂浆体积665,984Kg/d /1,006Kg/m3=662CMD每一涡流式沉砂池选用2 台砂浆泵浦（一台备用）每台泵浦流量662CMD /2pumps =331CMD假设每台泵浦操作时间10.0min/