污水处理曝气池设计计算书软件

民治污水处理厂功能计算书一、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=22,840CMD=0.264CMS=6.03MGD最小日流量=平均日流量x0.65=14,850CMD最大日流量=平均日流量x1.33=30,400CMD尖峰小时流量=平均日流量x2.00=45,700CMD2.00进流BOD5=200.0mg/L进流TSS=200.0mg/L进流NH3-N=25.0mg/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/L2020/2/12Page.14.尖峰小时流量质量平衡计算结果(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48,7634,13884.97,062144.8367.67.5二沉池出流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(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63.29,700153,453770.712,193353.95,5982020/2/12Page.25.最大日流量质量平衡计算结果(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32,5996,882211.16,348194.7274.88.4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223.9282.51,26210.848.311.852.6(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169.97,52144,2582,70215,900247.11,454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42.06,453153,453512.612,191235.45,5982020/2/12Page.36.平均日流量质量平衡计算结果(1)污水部份污水名称流量TSSBOD5TPCMDKg/dmg/LKg/dmg/LKg/dmg/L进流污水22,8404,568200.04,568200.0182.78.0回流水合并1,696603.3274.3201.891.723.810.8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214.5262.51,22420.394.7176.9824.7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22.41,12450,20912.2544.7168.07,508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31.64,848153,453385.112,189176.95,5982020/2/12Page.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=45,700CMD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=48,917CMD2.设计粗拦污栅采用设计条件如下：(请参见M&ETable9-2)尖峰流量时栅间流速≦3.00fps=0.91m/s(0.6~0.99m/s)平均流量时栅间流速≦2.00fps=0.61m/s(0.6~0.99m/s)最大水头损失＝0.50ft=0.15m(6in)栅格间距　＝0.2inchs=0.51cm(0.6~3in)格栅厚度　＝0.6inchs=1.52cm(0.2~0.6)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＝1.00mx25%=0.25m尖峰流量时水深　＝45,700CMD/0.91m/s/0.25m　　　　　　　　＝2.314m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＝22,840CMD/2.31m/s/0.25m　　　　　　　　　＝0.457m/s3.0选用泵浦数＝3(外加一台备用)每台泵浦流量＝48,917CMD/3　　　　　　＝16,306CMD=0.19cms4.设计细拦污栅采用设计条件如下：(请参见M&ETable9-2)2020/2/12Page.5最大进入流速＝3.00fps=0.91m/s(0.6~0.99m/s)平均进入流速＝2.00fps=0.61m/s(0.6~0.100m/s)最大水头损失＝1.00ft=0.30m栅格间距　＝0.25inches=0.64cm(0.6~3in)格栅厚度　＝0.2inches=0.51cm(0.2~0.6)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　＝1.20mx55.6%=0.67m尖峰流量时水深　＝48,917CMD/0.91m/s/0.67m　　　　　　　　＝0.929m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　＝24,536CMD/0.61m/s/0.67m　　　　　　　　＝0.699m5.涡流式沉砂池(1)池体计算表面负荷　＝######gpd/ft2(西图公司设计指引)　　　　　＝4,884CMD/m2需要面积　＝48,917CMD/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＝1.4m,沉砂池直径＝2.50m选择直径　＝3.0m每池体积　＝10.18m3除砂池总体积　＝10.18m3x2=20.36m3每池负荷　＝48,917CMD/2=24,459CMDCheck:各流量下停留时间：平均流量　＝20.36m3x1,440min/D/24,536CMD　　　　　＝1.2min最大流量　＝20.36m3x1,440min/D/32,599CMD2020/2/12Page.6　　　　　＝0.9min尖峰流量　＝20.36m3x1,440min/D/48,917CMD　　　　　＝0.6min(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＝18.70m3/10^6m3x24,536CMD　　　　　　　　　＝0.46CMD　　　　　　　　　＝1,193Kg/d尖峰流量时砂砾量　＝52.36m3/106m3x48,917CMD　　　　　　　　　＝2.56CMD　　　　　　　　　＝6,660Kg/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