计算书-普通快滤池

项目名称：,,,,,,,,,,,

普通快滤池计算书,,,,,,,,,,,

,,,,签字：,,日期：,,,,,

,说明：,,,,,,,,,,

,蓝色区域为手动输入值，橙色区域为设计取值，绿色区域为计算值，紫色区域为校核值。,,,,,,,,,,

,手动输入值,,设计取值,,校核值,,,,,,

序号,项目,符号或计算公式,计算值,设计取值,单位,参考书籍或规范,备注,,,,

一,基础资料,,,,,,,,,,

1,设计水量,,,,,,,,,,

,来水种类,进水来源,是否带压,状态,水量（m3/h）,,,,,,

,进水1,调节池,压力流,连续,1670.00,,,,,,

,进水2,提升泵站,压力流,连续,0.00,,,,,,

,进水3,,,,,,,,,,

,进水4,,,,,,,,,,

,进水5,,,,,,,,,,

,总水量,,Q=,,1670.00,m3/h,,,,,

,,,,,40080.00,m3/d,,,,,

2,设计水质,,,,,,,,,,

,来水种类,进水来源,SS（mg/L）,TDS（mg/L）,pH,,,,,,

,进水1,调节池混合水,5.00,2000.00,8~9,,,,,,

,进水2,提升泵站,0.00,0.00,,,,,,,

,进水3,,,,,,,,,,

,进水4,,,,,,,,,,

,进水5,,,,,,,,,,

,加权平均水质,,5.00,2000.00,8~9,,,,,,

,设计水质,,5.00,2000.00,8~9,,,,,,

,设计出水水质,,0.10,2000.00,8~9,,,,,,

,去除率,,98.0%,0.0%,,,,,,,

二,设计参数选取(由总工确定),,,,,,,,,,

1,设计池数,N=,,6.00,个,《给排水设计手册》第三册P616表9-10,,,,,

2,设计滤速,v=,,7.00,m/h,《室外给水规范》GB50013-2006,7～9,,,,

3,冲洗强度,,,,,,,,,,

3.1,气冲洗强度,q1=,,15.00,L/m2•s,《室外室外给水规范》GB50013-2006单层砂,气水冲洗时，15～20,,,,

3.2,水冲洗,q2=,,8.00,L/m2•s,《室外给水规范》GB50013-2006单层砂,气水冲洗时，8～10,,,,

4,冲洗时间,,,,,,,,,,

4.1,气冲时间,,,3.00,min,《室外给水规范》GB50013-2006,气水冲洗时，3～1,,,,

4.2,水冲时间,,,7.00,min,《室外给水规范》GB50013-2006,气水冲洗时，7～5,,,,

5,运行周期,,,24.00,h,《室外给水规范》GB50013-2006,单层砂按12～24h设计,,,,

三,工艺计算,,,,,,,,,,

1,滤池尺寸,,,,,,,,,,

1.1,滤池总面积,,,,,《给排水设计手册》第三册P616,,,,,

,滤池每日工作时间,T0=,,24.00,h,,,,,,

,滤池每日冲洗后停用和排放初滤水时间,t0=,,0.00,h,《给排水设计手册》第三册P616,一般每次采用0.5～0.67h，目前实际中也有不考虑排放的,,,,

,冲洗次数,,1.00,,,,,,,,

,滤池每日冲洗及操作时间,t1=,0.17,,h,,,,,,

,滤池每日实际工作时间,T=,23.83,,h,,,,,,

,滤池总面积,F=,240.24,,m2,,,,,,

1.2,单个滤池面积及尺寸,f=,40.04,,m2,,,,,,

,长,L=,,9.00,m,,,,,,

,宽,B=,4.45,4.40,,,,,,,

,校核长宽比,L/B=,2.05,,,《给排水设计手册》第三册P616表9-11,,,,,

,实际面积,f'=,39.60,,m2,,,,,,

,实际滤速,v'=,7.08,,m,《室外给水规范》GB50013-2006,7～9,,,,

1.3,强制滤速校核,,,,,,,,,,

,反洗一池,v''=,8.49,,m/h,《室外给水规范》GB50013-2006,9~12,,,,

,反洗二池,v''=,10.62,,m/h,,9~12,,,,

1.4,滤池的布置：当滤池少于5个时，宜采用单行排列，反之宜采用双行排列,,,,,,,,,,

,单个滤池面积大于50m2时，可考虑设置中央集水渠。,,,,,,,,,,

2,滤池高度,,,,,,,,,,

2.1,滤料,,,,,《室外给水规范》GB50013-2006,单层砂粒滤料,,,,

2.1.1,无烟煤,,,,,,,,,,

,粒径,d=,,0.8～1.8,,,,,,,

,厚度,,,0.00,mm,,,,,,

,所需无烟煤体积,,0.00,,m3,,,,,,

,滤料层高度,H1a=,0.00,,m,,,,,,

2.1.2,石英砂,,,,,,,,,,

,粒径,d=,,0.5～1.0,mm,,,,,,

,砂粒厚度,d=,,700.00,mm,,,,,,

,所需砂粒体积,,174.64,,m3,,,,,,

,滤料层高度,H1b=,0.70,,m,,,,,,

2.1.3,其它滤料,,,,,,,,,,

,粒径,d10=,,0.00,,,,,,,

,厚度,,,0.00,mm,,,,,,

,所需体积,,0.00,,m3,,,,,,

,滤料层高度,H1c=,0.00,,m,,,,,,

2.1.4,滤料层总高度,H1=,0.70,,m,,,,,,

2.2,大阻力系统承托层（自上而下）,,,,,,,,,,

,砾石,,,100.00,mm,《室外给水规范》GB50013-2006,粒径2～4,,,,

,砾石,,,100.00,mm,《室外给水规范》GB50013-2006,粒径4～8,,,,

,砾石,,,100.00,mm,《室外给水规范》GB50013-2006,粒径8～16,,,,

,砾石,,,100.00,mm,《室外给水规范》GB50013-2006,粒径16～32，本层顶面应高出配水系统孔眼100mm,,,,

,承托层高度,H2=,0.40,0.40,m,,,,,,

,所需砾石体积,,,,,,,,,,

,粒径,2～4,24.95,,m3,,,,,,

,,4～8,24.95,,m3,,,,,,

,,8～16,24.95,,m3,,,,,,

,,16～32,24.95,,m3,,,,,,

2.3,滤层上面水深,H3=,,1.70,m,《给排水设计手册》第三册P617,1.5～2.0m,,,,

2.4,滤层超高,H4=,,0.50,m,《给排水设计手册》第三册P617,,,,,

2.5,承托层距池底的距离,H5=,,0.10,m,,,,,,

2.6,滤池总高,H=,3.40,3.40,m,,,,,,

2.7构筑物设计（结果输出）,,,,,,,,,,,

序号,单体位号,名称,尺寸（m）,标高（m）,单位,数量,结构形式,备注,暖通要求,与基础设计不同处,土建说明

1,,普通快滤池,9.00×4.40×3.40,"地坪标高：0.000

池底标高：-0.500

池顶标高：2.900

有效水深：2.900",座,6,钢砼,池顶设置走道板，池边设置栏杆，池边设钢梯一座,无,,

2.8设备选型（结果输出）,,,,,,,,,,,

序号,设备位号,设备工艺名称,设备类型,规格及型号,单位,数量,备注,主要材质,生产厂家,与基础设计不同之处,

1,,无烟煤,无烟煤,粒径φ=0.8～1.8mm，不均匀系数K80＜2.0,m³,0.00,无烟煤滤料,,,,

2,,石英砂,石英砂,粒径φ0.5～1.0mm，不均匀系数K80＜2.0,m³,174.64,石英砂滤料,,,,

3,,其它滤料,其它滤料,粒径φ0mm，不均匀系数K80＜2.0,m³,0.00,滤料,,,,

4,,砾石,砾石,粒径φ2～4mm，不均匀系数K80＜2.0,m³,24.95,砾石垫层,,,,

5,,砾石,砾石,粒径φ4～8mm，不均匀系数K80＜2.0,m³,24.95,砾石垫层,,,,

6,,砾石,砾石,粒径φ8～16mm，不均匀系数K80＜2.0,m³,24.95,砾石垫层,,,,

7,,砾石,砾石,粒径φ16～32mm，不均匀系数K80＜2.0,m³,24.95,砾石垫层,,,,

3,配水系统（每个滤池）采用“丰”大阻力配水系统，采用气水冲洗,,,,,,,,,,

3.1,设计流速,,,,,,,,,,

,配水干管（渠）进口处流速,v1=,,1.00,m/s,《室外给水规范》GB50013-2006,1.0～1.5m/s,,,,

,配水支管（渠）进口处流速,v2=,,1.50,m/s,《室外给水规范》GB50013-2006,1.5～2.0m/s,,,,

,配水支管孔眼出口流速,v3=,,5.00,m/s,《室外给水规范》GB50013-2006,5～6m/s,,,,

3.2,干管,,,,,,,,,,

,干管流量,qg=,1140.48,,m3/h,《室外给水规范》GB50013-2006,,,,,

,,,0.32,,m3/s,,,,,,

,干管管径,dg=,0.64,0.50,m,,设计管径＞300应埋入池底，顶部开孔《手册3》P617,,,,

,校核流速,v1'=,1.61,,m/s,《室外给水规范》GB50013-2006,1.0～1.5m/s,,,,

3.3,支管,,,,,,,,,,

,支管中心距,aj=,,0.30,m,《给排水设计手册》第三册P617,0.25～0.3m,,,,

,支管数,nj=,60.00,60.00,个,,,,,,

,单根支管的流量,qj=,0.005,,m3/s,,,,,,

,,,19.01,,m3/h,,,,,,

,支管的管径,dj=,0.067,0.065,m,,,,,,

,校核流速,v2'=,1.59,,m/s,《室外给水规范》GB50013-2006,1.5～2.0m/s,,,,

,支管长度,Li=,1.95,1.80,m,,,,,,

,支管长度与直径之比,Lj/dj=,27.69,,,《给排水设计手册》第三册P617,<60,,,,

,干管横截面积与支管总横截面积之比,fg/(njfj)=,0.99,,,《给排水设计手册》第三册P617,一般大于1.75~2.0,,,,

3.4,孔眼,,,,,,,,,,

,支管孔眼总面积与滤池总面积之比,K=,,0.002,,《给排水设计手册》第三册P617,0.2%～0.28%,,,,

,孔眼总面积,Fk=,0.08,,m2,,,,,,

,孔眼直径,dk=,,9.00,mm,《给排水设计手册》第三册P617,9～12mm,,,,

,每个孔眼面积,fk=,0.000064,,m2,,,,,,

,孔眼总数,Nk=,1245.58,,个,,,,,,

,每根支管孔眼数,nk=,20.76,20.00,个,,,,,,

,每排孔眼中心距,ak=,0.18,0.18,m,《给排水设计手册》第三册P617、623,<0.2，设于支管两侧，与垂线呈45°向下交错排列,,,,

,孔眼总面积与支管总横截面积之比,FK/(njfj)=,0.40,,,《给排水设计手册》第三册P623,小于0.5，孔眼面积应以实际孔眼面积计算,,,,

,孔眼流速校核,,4.15,,m/s,,5～6m/s,,,,

,校核开孔比,,0.19,,%,,0.2%～0.28%,,,,

3.5,滤后水池,,,,,,,,,,

3.5.1,滤后水池尺寸,,,,,,,,,,

,,冲洗时间=,10.00,,min,,,,,,

,,滤后水池容积=,285.12,300.00,m3,,保证反洗容量的最小容积,,,,

,,停留时间=,,0.50,h,,,,,,

,,有效容积=,835.00,800.00,m3,,,,,,

,,长度=,,20.00,m,,,,,,

,,宽度=,10.00,10.00,m,,,,,,

,,有效高度=,,4.00,m,,,,,,

,,超高=,,0.50,m,,,,,,

,,高度=,4.50,4.50,m,,,,,,

,校核容积,V=,800.00,,m3,,,,,,

,校核停留时间,,0.48,,h,,,,,,

3.5.2构筑物设计（结果输出）,,,,,,,,,,,

序号,单体位号,名称,尺寸（m）,标高（m）,单位,数量,结构形式,备注,暖通要求,与基础设计不同处,土建说明

1,,滤后水池,20.00×10.00×4.50,"地坪标高：0.000

池底标高：-4.000

池顶标高：0.500

有效水深：4.000",座,1,钢砼,池边设置栏杆,无,,

,,,,,,,,,,,,

3.5.3,滤后水泵,,,,,,,,,,

,,水量=,,1670.00,m3/h,,,,,,

,台数,运行,,3.00,台,,,,,,

,,备用,,1.00,台,,,,,,

3.6,反洗水排放水池,,,,,,,,,,

3.6.1,反洗水排放水池尺寸,,,,,,,,,,

,,反洗一次的排水量=,285.12,,m3,,反洗一次的排水量,,,,

,,滤池的有效容积=,114.84,,m3,,排空一池的水量,,,,

,,反洗排放水池有效容积=,399.960,400.00,m3,,,,,,

,,长度=,,12.00,m,,,,,,

,,宽度=,8.33,8.50,m,,,,,,

,,有效高度=,,4.00,m,,,,,,

,,超高=,,0.50,m,,,,,,

,,高度=,4.50,4.50,m,,,,,,

,校核有效容积,,408.00,,m3,,,,,,

3.6.2构筑物设计（结果输出）,,,,,,,,,,,

序号,单体位号,名称,尺寸（m）,标高（m）,单位,数量,结构形式,备注,暖通要求,与基础设计不同处,土建说明

1,,反洗水排放水池,12.00×8.50×4.50,"地坪标高：0.000

池底标高：-4.000

池顶标高：0.500

有效水深：4.000",座,1,钢砼,池边设置栏杆,无,,

,,,,,,,,,,,,

3.7,反洗水排放水泵,排空时间=,,4.00,h,,,,,,

,每小时排空量,Ql=,102.00,,m3/h,,,,,,

,水泵台数,运行,,1.00,台,,,,,,

,,备用,,1.00,台,,,,,,

4,配气系统（每个滤池）采用“丰”大阻力配气系统，采用气水冲洗,,,,,,,,,,

4.1,设计流速,,,,,,,,,,

,配气干管（渠）进口处流速,v1q=,,13.00,m/s,《室外给水规范》GB50013-2006,10～15m/s,,,,

,配气支管（渠）进口处流速,v2q=,,4.00,m/s,《室外排水规范》GB50014-2006,4～5m/s,,,,

,配气支管孔眼出口流速,v3q=,,30.00,m/s,《给排水设计手册》第三册P613,30～35,,,,

4.2,干管,,,,,,,,,,

,干管流量,qgg=,594.00,,L/s,《室外给水规范》GB50013-2006,5～6m/s,,,,

,,,0.59,,m3/s,,,,,,

,干管管径,dgg=,0.241,0.25,m,,设计管径＞300应埋入池底，顶部开孔《手册3》P617,,,,

,,,,250.00,mm,,,,,,

,校核流速,v1g'=,12.11,,m/s,《室外给水规范》GB50013-2006,10～15m/s,,,,

4.3,支管,,,,,,,,,,

,支管的管径,djg=,,0.04,m,,,,,,

,支管的输气量,qjg=,0.01,,m3/s,,,,,,

,支管数,njg=,118.23,120.00,个,,,,,,

,校核单根支管的流量,qjg’=,0.00495,,m3/s,,,,,,

,校核流速,v2g'=,3.94,,m/s,《室外排水规范》GB50014-2006,4～5m/s,,,,

,支管长度,Ljg=,2.08,1.80,m,,,,,,

,支管中心距,ajg=,0.15,,,,,,,,

4.4,孔眼,,,,,,,,,,

,孔眼直径,dkg=,,2.00,mm,《给排水设计手册》第三册P613,1～2mm,,,,

,每个孔眼面积,fkg=,0.00000314,,m2,,,,,,

,每个孔眼流量,qjg=,0.00009420,,m3/s,,,,,,

,每根支管孔眼数,nkg=,52.55,54.00,个,,,,,,

,每排孔眼中心距,akg=,0.08,0.08,m,《给排水设计手册》第三册P613,70~100mm,,,,

,孔眼流速,vkg=,30.00,,m/s,《滤池气水冲洗设计规程》CECS50-93,30～35,,,,

5,洗砂排水槽,,,,,,,,,,

5.1,洗砂排水槽中心距,a0=,,1.80,m,《给排水设计手册》第三册P619,1.5～2.1,,,,

5.1,根数,n0=,2.44,3.00,根,,,,,,

5.3,长度,l0=,9.00,,m,,不大于6m,,,,

5.4,单槽排水量,Q0=,129.60,,L/s,,,,,,

5.5,槽底断面尺寸,,,,,,,,,,

,流速,v0=,,0.60,m/s,,,,,,

5.5.1,槽底为三角形断面时,,,,,,,,,,

,末端尺寸,x=,0.23,0.20,m,,,,,,

,面积校核,洗砂排水槽的总面积/单个滤池面积=,0.27,,,《给排水设计手册》第三册P619,<25%,,,,

5.5.2,槽底为圆形断面时,,,,,,,,,,

,末端尺寸,x=,0.22,0.20,m,,,,,,

,面积校核,洗砂排水槽的总面积/单个滤池面积=,0.27,,,《给排水设计手册》第三册P620,<25%,,,,

5.5.3,槽顶距砂面的高度,,,,,,,,,,

,滤层最大膨胀率,e=,,0.45,,"《给排水设计手册》第三册P619,《室外给水规范》GB50013-2006表9.5.17",30%～50%,,,,

,滤料的厚度,H1=,0.70,,,,,,,,

,槽底厚度,δ=,,0.05,m,,,,,,

,槽顶距砂面的高度,,,,,,0.075为超高,,,,

,槽底为三角形断面,He=,0.94,1.00,m,,,,,,

,槽底为圆形断面,He=,0.94,0.95,m,,,,,,

5.2,集水槽,,,,,,,,,,

,集水槽的宽度,b=,,0.60,m,,,,,,

,集水槽起点水深,Hq=,0.43,,m,,,,,,

,集水渠底低于排水槽底的高度,Hm=,0.63,,m,,,,,,

四,装置设计,,,,,,,,,,

1,管渠计算,,,,,,,,,,

1.1,进水,,,,,,,,,,

,进水总流量,Q1=Q=,40080.000,,m3/d,,,,,,

,,,0.46,,m3/s,,,,,,

,进水渠宽度,B1=,0.66,0.70,m,《排水工程》P427,,,,,

,水深,h=,0.83,0.80,m,,,,,,

,渠中流速校核,,0.83,,m/s,《室外给水规范》GB50013-2006表9.5.20,0.8～1.2,,,,

,单池进水管流量,Q2=,0.08,,m/s,,,,,,

,设计流速,,,1.00,m/s,《室外给水规范》GB50013-2006表9.5.20,0.8～1.2,,,,

,设计进水管管径,D2=,0.31,0.30,m,,,,,,

,,,,300.00,mm,,,,,,

,管中流速校核,,1.09,,m/s,《室外给水规范》GB50013-2006表9.5.20,0.8～1.2,,,,

1.2,冲洗水,,,,,,,,,,

,冲洗水总流量,Q3=qg=,0.32,,m/s,,,,,,

,设计流速,,,2.00,m/s,《室外给水规范》GB50013-2006表9.5.20,2.0～2.5,,,,

,冲洗管管径,D3=,0.45,0.45,m,,,,,,

,,,,450.00,mm,,,,,,

,管中流速校核,,1.99,,m/s,《室外给水规范》GB50013-2006表9.5.20,2.0～2.5,,,,

1.3,清水,,,,,,,,,,

,清水总流量,Q4=Q=,0.46,,m3/s,,与Q相等,,,,

,设计流速,,,1.00,m/s,《室外给水规范》GB50013-2006表9.5.20,1.0～1.5,,,,

,清水管总管管径,D4=,0.77,0.70,m,,,,,,

,,,,700.00,mm,,,,,,

,管中流速校核,,1.21,,m/s,《室外给水规范》GB50013-2006表9.5.20,1.0～1.5,,,,

,清水支管流量,Q5=,0.08,,m3/s,,与Q1相等,,,,

,设计流速,,,1.00,m/s,,,,,,

,清水管支管管径,D5=,0.31,0.30,m,,,,,,

,,,,300.00,mm,,,,,,

,管中流速校核,,1.09,,m/s,《室外给水规范》GB50013-2006表9.5.20,1.0～1.5,,,,

1.4,冲洗排水,,,,,,,,,,

,冲洗排水总流量,Q6=Q3=,0.32,,m3/s,,与Q相等,,,,

,设计流速,,,1.00,m/s,《室外给水规范》GB50013-2006表9.5.20,1.0～1.5,,,,

,冲洗排水管径,D6=,0.64,0.60,m,,为方便可采用同进水渠断面,,,,

,,,,600.00,mm,,,,,,

,渠中流速校核,,1.12,,m/s,《室外给水规范》GB50013-2006表9.5.20,1.0～1.5,,,,

1.5,滤池损失计算,,,,,,,,,,

,孔眼水头损失,,,,,,,,,,

,流量系数,μ=,,0.65,,,,,,,

,,K=,0.20,,,,,,,,

,方法一,h1=,1.93,,m,,,,,,

,方法二,h1=,2.36,,m,,,,,,

,,取大值=,2.36,,,,,,,,

,支承层水头损失,h2=,0.070,,m,,,,,,

,滤料水头损失,,,,,,,,,,

,滤料的相对密度,γ1=,,2.65,,《室外给水规范》GB50013-2006表9.5.8注,石英砂,,,,

,水的相对密度,γ=,,1.00,,,,,,,

,滤料膨胀前的孔隙率,m0=,,0.41,,,石英砂,,,,

,,h3=,0.68,,m,,,,,,

2,自动阀门设置,,,,,,,,,,

序号,阀门位号,安装位置,阀门名称,规格及型号,单位,数量,备注,主要材质,生产厂家,与基础设计不同处,

,,滤池,,,,,,,,,

1,,出口出水阀,对夹式气动调节蝶阀,DN300，PN1.0,个,6,带配套电动执行机构,阀体球墨铸铁，密封EPDM,,,

2,,出口反洗进水阀,对夹式气动蝶阀,DN450，PN1.0，开关型，双作用,个,6,带配套气动执行机构,阀体球墨铸铁，密封EPDM,,,

3,,出口反洗进气阀,对夹式气动蝶阀,DN250，PN1.0，开关型，双作用,个,6,带配套气动执行机构,阀体球墨铸铁，密封EPDM,,,

4,,进口反洗排水阀,对夹式气动蝶阀,DN600，PN1.0，开关型，双作用,个,6,带配套气动执行机构,阀体球墨铸铁，密封EPDM,,,

,,反洗风机,,,,,,,,,

5,,出气管放空阀,对夹式气动蝶阀,DN100，PN1.0，开关型，双作用,个,1,带配套气动执行机构,阀体球墨铸铁，密封EPDM,,,

3,手动阀门设置,,,,,,,,,,

序号,阀门位号,安装位置,阀门名称,规格及型号,单位,数量,备注,主要材质,生产厂家,与基础设计不同处,

,,滤池,,,,,,,,,

1,,滤池出口排空阀,对夹式中线蝶阀,DN200，PN1.0,个,6,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

,,反洗水泵,,,,,,,,,

2,,进口蝶阀,对夹式中线蝶阀,DN400，PN1.0,个,3,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

3,,出口止回阀,旋启式止回阀,DN300，PN1.0,个,3,,阀体：球墨铸铁，阀板：球墨铸铁镀镍，密封：EPDM,,,

4,,出口蝶阀,对夹式中线蝶阀,DN300，PN1.0,个,3,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

,,反洗风机,,,,,,,,,

5,,出口止回阀,旋启式止回阀,DN250，PN1.0,个,2,,阀体：球墨铸铁，阀板：球墨铸铁镀镍，密封：EPDM,,,

6,,出口蝶阀,对夹式中线蝶阀,DN250，PN1.0,个,2,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

7,,出口减压阀,膜片式减压阀,"DN50,PN1.6,从0.8MPa降到0.6MPa",个,2,,碳钢,,,

8,,排空阀,对夹式中线蝶阀,DN250，PN1.0,个,2,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

,,反洗水排放水泵,,,,,,,,,

9,,进口蝶阀,对夹式中线蝶阀,DN200，PN1.0,个,2,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

10,,出口止回阀,旋启式止回阀,DN150，PN1.0,个,2,,阀体：球墨铸铁，阀板：球墨铸铁镀镍，密封：EPDM,,,

11,,出口蝶阀,对夹式中线蝶阀,DN150，PN1.0,个,2,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

,,滤后水泵,,,,,,,,,

12,,进口蝶阀,对夹式中线蝶阀,DN400，PN1.0,个,4,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

13,,出口止回阀,旋启式止回阀,DN300，PN1.0,个,4,,阀体：球墨铸铁，阀板：球墨铸铁镀镍，密封：EPDM,,,

14,,出口蝶阀,对夹式中线蝶阀,DN300，PN1.0,个,4,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

,,反洗水电磁流量计,,,,,,,,,

15,,进口蝶阀,对夹式中线蝶阀,DN450，PN1.0,个,1,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

16,,出口蝶阀,对夹式中线蝶阀,DN450，PN1.0,个,1,蜗轮传动(>DN100时),阀体：球墨铸铁，阀板：SS304，密封：EPDM,,,

4,仪表设置,,,,,,,,,,

序号,仪表位号,安装位置,仪表名称,规格及型号,单位,数量,备注,生产厂家,与基础设计不同处,,

,,滤池,,,,,,,,,

1,,,超声波液位计,分体式，0-6m，介质：回用水，4~20mA信号输出，就地显示，（防爆）,台,6,,,,,

2,,,压差计,分体式，0~0.2MPa，4-20mA输出，就地显示,台,6,,,,,

,,出水总管,浊度仪,0-10NTU，4-20mA输出,台,1,浸入式/管道插入式,,,,

,,滤后水池,,,,,,,,,

3,,,超声波液位计,分体式，0-6m，介质：回用水，4~20mA信号输出，就地显示，防爆,台,1,,,,,

,,反洗排放水池,,,,,,,,,

4,,,超声波液位计,分体式，0-6m，介质：回用水，4~20mA信号输出，就地显示，防爆,台,1,,,,,

,,反冲洗水泵,,,,,,,,,

5,,泵出口,就地压力表,内充甘油防震压力表，外壳SS304，测量元件SS316，测量范围：0~0.25Mpa，Φ100mm,台,3,,,,,

6,,泵出口总管,电磁流量计,分体式，DN450，Q=0-1500m3/h，4-20mA信号输出，就地显示，电源：220V/24V，防爆,台,1,,,,,

,,滤后水泵,,,,,,,,,

7,,泵出口,就地压力表,内充甘油防震压力表，外壳SS304，测量元件SS316，测量范围：0~1.0Mpa，Φ100mm,台,3,,,,,

,,反洗水排放水泵,,,,,,,,,

8,,泵出口,就地压力表,内充甘油防震压力表，外壳SS304，测量元件SS316，测量范围：0~1.0Mpa，Φ100mm,台,2,,,,,

,,反洗风机,,,,,,,,,

9,,出口,就地压力表,内充甘油防震压力表，外壳SS304，测量元件SS316，测量范围：0~1.0Mpa，Φ100mm,台,2,,,,,

10,,出口总管,涡街流量计,"分体式，DN500，Q=0-50m3/min，4-20mA信号输出，就地显示，电源：220V/24V,防爆",台,1,,,,,

五,设备选型,,,,,,,,,,

1,反洗水泵计算,,,,,,,,,,

1.1,设备水泵台数,运行,,2.00,台,,,,,,

,,备用,,1.00,台,,,,,,

1.2,总水量,,1140.48,,m3/h,,,,,,

1.3,单台水泵水量,,570.24,600.00,m3/h,,,,,,

1.4,反洗水泵静压头,,,,,,静压头为洗砂排水槽槽顶与吸水池（滤后水池）最低水位的高差,,,,

,,洗砂排水槽槽顶标高,,3.10,m,,,,,,

,,吸水池常液位标高,,0.70,m,,,,,,

,,h4=,2.40,,m,,,,,,

1.5,沿程损失,,,,,,,,,,

,管径(DN),管长(m),流量(m3/s),流速（m/s）,C,hf(m),C值取值见《室外给水设计规范》条文说明7.2表9,,,,

,泵吸水管路,,,,,,,,,,

,400.00,5.00,0.167,1.326,100.00,0.034,,,,,

,泵出水管路,,,,,,,,,,

,300.00,4.00,0.167,2.358,100.00,0.109,,,,,

,出水总管,,,,,,,吸水管mm,流速m/s,出水管mm,流速m/s

,450.00,76.00,0.333,2.096,100.00,1.038,,<250,1.0～1.2,<250,1.5～2.0

,滤池配水干管,,,,,,,250~1000,1.2～1.6,250~1000,2.0～2.5

,500.00,9,0.317,1.613,100.00,0.067,,>1000,1.5～2.0,>1000,2.0～3.0

,滤池配水支管,,,,,,,,,,

,65.00,1.8,0.005,1.591,100.00,0.142,,,,,

,,,,,,,,,,,,

,总沿程损失,,,,Σhi=,1.390,,,,,

1.6,局部损失,,,,,,,,,,

,水泵尺寸,,,,,,,,,,

,,管径DN,流速(m/s),v2/2g,,,,,,,

,进口,300.00,2.242,0.256,,,,,,,

,出口,250.00,3.229,0.532,,,,,,,

,局部损失,ζ（局部阻力系数）,v2/2g,ζv2/2g,n（数量）,hj(m),ζ（局部阻力系数）查《给排水设计手册》第1册P668表15-1,,,,

,泵吸水管路,400,,,,,,,,,

,喇叭口进口,0.10,0.256,0.026,1.00,0.026,,,,,

,水泵进口,1.00,0.256,0.256,1.00,0.256,,,,,

,弯头,0.90,0.090,0.081,1.00,0.081,,,,,

,柔性接头,0.21,0.090,0.019,1.00,0.019,,,,,

,蝶阀,0.30,0.090,0.027,1.00,0.027,,,,,

,泵进偏心异径管,0.17,0.090,0.015,1.00,0.015,,,,,

,,,,,,,,,,,,

,泵出水管路,300,,,,,,,,,

,泵出口异径管,0.19,0.532,0.101,1.00,0.101,,,,,

,柔性接头,0.21,0.284,0.060,1.00,0.060,,,,,

,蝶阀,0.30,0.284,0.085,1.00,0.085,,,,,

,止回阀,3.50,0.284,0.993,1.00,0.993,,,,,

,弯头,0.78,0.284,0.221,1.00,0.221,,,,,

,,,,,,,,,,,,

,出水总管,450,,,,,,,,,

,弯头,0.90,0.448,0.403,1.00,0.403,,,,,

,异径管,0.25,0.448,0.112,1.00,0.112,,,,,

,三通,1.50,0.448,0.672,3.00,2.017,,,,,

,,,,,,,,,,,,

,局部损失合计,Σhj=,,,,4.390,,,,,

,,,,,,,,,,,,

1.7,水泵总水头损失,沿程+局部h5=,5.78,,m,,,,,,

1.8,安全水头,h6=,0.41,,m,,,,,,

1.9,水泵扬程计算,H=,11.70,12.00,m,,,,,,

1.10,功率,,,,,,,,,,

,效率,η=,,75.00,%,,,,,,

,传动效率,ηi=,,0.95,,《流体力学泵与泵站》P349,电机直联：1.0，联轴器直联：0.95～0.98，三角皮带传动：0.9～0.95,,,,

,安全系数,K=,,1.15,,《流体力学泵与泵站》P349,,,,,

,功率,N=,31.64,37.00,kw,,,,,,

,,厂家选型功率=,,37.00,,,资询厂家,,,,

1.11设备选型（结果输出）,,,,,,,,,,,

序号,设备位号,设备工艺名称,设备类型,规格及型号,单位,数量,备注,主要材质,生产厂家,与基础设计不同之处,

1,,反洗水泵,卧式单级离心泵,"Q=600m³/h,H=12m,N=37kw",台,3,2用1备,壳体：铸铁，叶轮：球墨铸铁,,,

2,反洗风机计算,,,,,,,,,,

2.1,单池风量,Qg=,0.59,,m3/s,,,,,,

,,,35.64,,m3/min,,,,,,

2.2,风量修正,当地大气压=,,99325.00,Pa,,,,,,

,,当地温度=,,25.00,℃,,,,,,

,,Qb=,0.62,,m3/s,,,,,,

,,,36.98,,m3/min,,,,,,

2.3,风机台数,运行,,1.00,台,,,,,,

,,备用,,1.00,台,,,,,,

2.4,单台风机风量,Qb单=,0.62,0.62,m3/s,,,,,,

,,,36.98,37.00,m3/min,,,,,,

,,,,,,,,,,,,

,,,,《给排水设计手册》第5册P328,,,,,,,

2.5,风机出口静压计算,,,,,,,,,,

,管段编号,空气流量,空气流速,管径,内径,阻力系数,损失,,,,

,,q，m3/s,v，m/s,D，mm,d，mm,i,h，Pa,,,,

,1～2（风机出口支管）,0.616,11.881,250.00,257.00,,,,,,

,,局损管件,折算系数K,数量n,当量长度l0,,,,,,

,,大小头,0.20,1.00,2.103,,,,,,

,,闸阀,0.25,1.00,2.629,,,,,,

,,实际管长L,,,3.20,6.642,52.684,,,,

,2～3（风机干管）,q，m3/s,v，m/s,D，mm,d，mm,i,h，Pa,,,,

,,0.616,11.881,250.00,257.00,,,,,,

,,局损管件,折算系数K,数量n,当量长度l0,,,,,,

,,三通转弯,1.33,1.00,13.985,,,,,,

,,弯头,0.55,6.00,5.783,,,,,,

,,三通直流,0.33,4.00,3.470,,,,,,

,,大小头,0.20,1.00,2.103,,,,,,

,,实际管长L,,,3.00,6.642,188.247,,,,

,3～4（风机干管）,q，m3/s,v，m/s,D，mm,d，mm,i,h，Pa,,,,

,,0.616,11.881,250.00,257.00,,,,,,

,,局损管件,折算系数K,数量n,当量长度l0,,,,,,

,,三通转弯,1.33,1.00,13.985,,,,,,

,,弯头,0.55,1.00,5.783,,,,,,

,,实际管长L,,,20.00,6.642,264.145,,,,

,风机管路损失合计,hg=,,,Pa,,505.075,,,,

,,,,,Kpa,,0.505,,,,

2.6,配气系统压力损失,,,,,,,,,,

,孔眼空气流速,vq=,30.00,,m/s,,,,,,

,配气系统压力损失,hq=,1350.00,,Pa,《滤池气水冲洗设计规程》CECS50-93,,,,,

,,,1.35,,kpa,,,,,,

2.7,静压头,,,,,,,,,,

,配气系统出口至空气溢出水面的水深,,,,,,,,,,

,,风机出口标高,,0.50,m,,,,,,

,,滤池洗砂排水槽标高,,3.50,m,,,,,,

,,h0=,3.00,,m,,,,,,

,系数,K=,,1.05,,《给排水手册》第3册P613,1.05～1.01,,,,

,静压头,hj=,30901.50,,Pa,,,,,,

,,,30.90,,kPa,,,,,,

2.8,富余压头,hy=,,4900.00,Pa,,,,,,

,,,,4.90,kPa,,,,,,

2.9,风机出口压力,HA=,37.66,39.00,kPa,,,,,,

2.10,功率,,,,,,,,,,

,效率,η=,,75.00,%,,,,,,

,传动效率,ηi=,,0.95,,《流体力学泵与泵站》P349,电机直联：1.0，联轴器直联：0.95～0.98，三角皮带传动：0.9～0.95,,,,

,安全系数,K=,,1.15,,《流体力学泵与泵站》P349,,,,,

,功率,N=,38.82,37.00,kw,,,,,,

,,厂家选型功率=,,37.00,kw,,资询厂家,,,,

2.11设备选型（结果输出）,,,,,,,,,,,

序号,设备位号,设备工艺名称,设备类型,规格及型号,单位,数量,备注,主要材质,生产厂家,与基础设计不同之处,

1,,反洗风机,罗茨鼓风机,"Q=37Nm³/min（标况下），ΔH=39kPa，N=37kW,（当地大气压条件：平均大气压99.325kPa，平均最高气温25℃）",台,2,每台风机含进口消声器，出口压力表、安全阀、电动放空阀、轴温报警灯等附件,,,,

3,反洗水排放水泵计算,,,,,,,,,,

3.1,反洗水排放水泵静压头,,,,,,,,,,

,,反洗排水池液位标高,,1.50,m,,,,,,

,,反洗排放水泵出口液位标高,,6.50,m,,,,,,

,,h4=,5.00,,m,,,,,,

3.2,设备水泵台数,运行,,1.00,台,,,,,,

,,备用,,1.00,台,,,,,,

3.3,总水量,,102.00,,m3/h,,,,,,

3.4,单台水泵水量,,102.00,150.00,m3/h,,,,,,

3.5,沿程损失,,,,,,,,,,

,管径(DN),管长(m),流量(m3/s),流速（m/s）,C,hf(m),C值取值见《室外给水设计规范》条文说明7.2表9,,,,

,泵吸水管路,,,,,,,,,,

,200.00,5.00,0.042,1.326,100.00,0.076,,,,,

,泵出水管路,,,,,,,,,,

,150.00,4.00,0.042,2.358,100.00,0.246,,,,,

,出水总管,,,,,,,,,,

,150.00,50.00,0.042,2.358,100.00,3.072,,,,,

,,,,,,,,,,,,

,总沿程损失,,,,Σhi=,3.393,,,,,

3.6,局部损失,,,,,,,,,,

,水泵尺寸,,,,,,,,,,

,,管径DN,流速(m/s),v2/2g,,,,,,,

,进口,150.00,1.604,0.131,,,,,,,

,出口,125.00,2.310,0.272,,,,,,,

,局部损失,ζ（局部阻力系数）,v2/2g,ζv2/2g,n（数量）,hj(m),ζ（局部阻力系数）查《给排水设计手册》第1册P668表15-1,,,,

,泵吸水管路,200.00,,,,,,,,,

,喇叭口进口,0.10,0.131,0.013,1.00,0.013,,,,,

,水泵进口,1.00,0.131,0.131,1.00,0.131,,,,,

,柔性接头,0.21,0.090,0.019,1,0.019,,,,,

,蝶阀,0.30,0.090,0.027,1,0.027,,,,,

,泵进偏心异径管,0.17,0.090,0.015,1,0.015,,,,,

,,,,,,,,,,,,

,泵出水管路,150.00,,,,,,,,,

,泵出口异径管,0.08,0.272,0.022,1,0.022,,,,,

,柔性接头,0.21,0.284,0.060,1,0.060,,,,,

,蝶阀,0.30,0.284,0.085,1,0.085,,,,,

,止回阀,6.50,0.284,1.844,1,1.844,,,,,

,,,,,,,,,,,,

,出水总管,150.00,,,,,,,,,

,弯头,0.90,0.284,0.255,3,0.766,,,,,

,异径管,0.25,0.284,0.071,0,0.000,,,,,

,三通,1.50,0.284,0.425,1,0.425,,,,,

,,,,,,,,,,,,

,局部损失合计,Σhj=,,,,3.407,,,,,

,,,,,,,,,,,,

3.7,水泵总水头损失,沿程+局部h1=,6.80,,m,,,,,,

3.8,安全水头,h2=,0.59,,m,,,,,,

3.9,水泵扬程计算,H=,12.39,13.00,m,,,,,,

3.10,功率,,,,,,,,,,

,效率,η=,,75.00,%,,,,,,

,传动效率,ηi=,,0.95,,《流体力学泵与泵站》P349,电机直联：1.0，联轴器直联：0.95～0.98，三角皮带传动：0.9～0.95,,,,

,安全系数,K=,,1.15,,《流体力学泵与泵站》P349,,,,,

,功率,N=,8.57,11.00,kw,,,,,,

,,厂家选型功率=,,11.00,kw,,资询厂家,,,,

3.11设备选型（结果输出）,,,,,,,,,,,

序号,设备位号,设备工艺名称,设备类型,规格及型号,单位,数量,备注,主要材质,生产厂家,与基础设计不同之处,

1,,反洗排放水泵,卧式单级离