普通快濾池和往復(fù)式折板絮凝池設(shè)計(jì)計(jì)算書

1、1.設(shè)計(jì)數(shù)據(jù)普通快濾池設(shè)計(jì)計(jì)算書-10 -1.1 設(shè)計(jì)規(guī)模近期60000m3/d1.2 濾速v=8m/h1.3 沖洗強(qiáng)度q=15L/sm21.4 沖洗時(shí)間6min1.5 水廠自用水量5%2.設(shè)計(jì)計(jì)算2.1濾池面積及尺寸設(shè)計(jì)水量Q=1.0560000=63000m3/d濾池工作時(shí)間24h，沖洗周期12h（式中只考慮反沖洗停用時(shí)間濾池實(shí)際工作時(shí)間TW眷23.8h不考慮排放初濾水）Q 63000濾池面積 F2330.88mvT8八23.8采用濾池?cái)?shù)N=8，布置成對(duì)稱雙行排列41.36m 2每個(gè)濾池面積f二匚二型盟二N8采用濾池尺寸±=2:1左右B采用尺寸L=9m，B=4.6m校核強(qiáng)制濾速v

2、強(qiáng)Hl強(qiáng)N-1匚8=9.14m/h8-12.2濾池高度支承層高度=0.45m濾料層高度H2=0.7m砂面上水深H3=2m超高（干弦）H4二o.3m濾池總高H=HiH2H3H4二0.450.720.3二3.45m2.3配水系統(tǒng)（每只濾池）2.3.1 干管干管流量qg二fg=41.3615=620.4L/s采用管徑dg=800mm（干管埋入池底，頂部設(shè)濾頭或開孔布置）干管始端流速vg=1.23m/s2.3.2 支管支管中心間距az=0.25m每池支管數(shù)nz=2±=272根（每側(cè)36根）az0.25460.803一每根支管長(zhǎng)I廠二-二一1.75m2每根支管進(jìn)口流量qz=色二的4=8.62L

3、/Snz72采用管徑dz=80mm支管始端流速vz=1.72m/s2.3.3 孔口布置支管孔口總面積與濾池面積比（開孔比）:=0.25%孔口總面積Fk=f-0.25%41.36=0.1034m20.6204-.孔口流速Vk6m/s0.1034孔口直徑dk=9mm每個(gè)孔口面積fkdk2=63.6mm2=6.3610”m24Fk0.10342人孔口總數(shù)Nkk5:-1626m個(gè)fk6.36"0每根支管孔口數(shù)山二叫=1626nz23個(gè)72支管孔口布置設(shè)兩排，與垂線成45。夾角向下交錯(cuò)排列每根支管長(zhǎng)lz=4J8-2-1.75m2l175每排孔口中心距ak匕1750.15m0.5xnk0.5x2

4、3水支管孔眼布置圖2.3.4 孔眼水頭損失支管壁厚采用：二5mm孔眼直徑與壁厚之比| 二1.8查表得流量系數(shù)-0.681水頭損失hkx |2 9.81510 0.68 0.254m2.3.5 復(fù)算配水系統(tǒng)支管長(zhǎng)度與直徑之比不大于60l175工二一二21.875_60dz0.08孔眼總面積與支管總橫截面積之比小于0.5Fk0.1034nz=0.29乞0.5z721理、0.0824干管橫截面積與支管總橫截面積之比為1.752.01匹0.824-1.769nzfz721二0.08242.4洗砂排水槽洗砂排水槽中心距ao=2m排水槽根數(shù)no462.32根02排水槽長(zhǎng)度1o=L=9m一113每槽排水量Q

5、oqf1541.36=310.2L/s=0.3102m3/s22米用二角形標(biāo)準(zhǔn)斷面槽中流速V0=O.6m/s槽斷面尺寸x=0.45Q0040.450.31020.2篇排水槽底厚度=0.05m砂層最大膨脹率e二45%砂層高度H2=0.7m洗砂排水槽頂距砂面高度H二eH22.5x、0.07=0.450.72.50.280.050.07=1.14m洗砂排水槽總平面面積Fo=2xl0n0=20.2892=10.08m2復(fù)算：排水槽總平面面積與濾池面積之比一般小于25%Fo10.08一=24.37%乞25%f"41.362.5 濾池各種管渠計(jì)算2.5.1 進(jìn)水進(jìn)水總流量Q1=63000m3/d

6、=0.729m3/s米用進(jìn)水渠斷面渠寬B=0.9m,水深出=0.75m渠中流速V1Q11.08m / sB1H10.9975各個(gè)濾池進(jìn)水管流量Q2二0729=0.091m3/s8采用進(jìn)水管直徑D2二350mm管中流速V2=0.95m/s2.5.2 沖洗水沖洗水總流量Q3二qf=1541.36=620.4L/s=0.6204m3/s采用管徑D3=600mm管中流速v3=2.2m/s2.5.3 清水清水總流量Q4=QJ=0.729m'/s清水渠斷面同進(jìn)水渠斷面(便于布置)每個(gè)濾池清水管流量Q5=Q2=0.091m3/s采用管徑D5=300mm管中流速V5=1.29m/s2.5.4 排水排水

7、流量QAQA0.6204m3/s排水渠斷面寬度B6=0.8m，H6=0.6m渠中流速v6=1.29m/s2.6 沖洗水箱沖洗時(shí)間t=6min沖洗水箱容積W-1.5qft-1.51541.36660=335m3水箱底至濾池配水管之間的沿途及局部水力損失之和g=1.0m配水系統(tǒng)水頭損失h2二hk=4.0m承托層水頭損失h3=0.022Hiq=0.0220.4515=0.15mY265濾料層水頭損失h4=(T)(1-mo)H2=(£-1)(1-0.41)0.7=0.68m”1安全富余水頭h5=1.5m沖洗水箱底應(yīng)高出洗砂排水槽面H0=hih2h3hh5=140.150.681.5=7.33

8、m往復(fù)式隔板絮凝池計(jì)算書如下圖：3.181 設(shè)計(jì)水0絮凝池設(shè)兩個(gè)，每個(gè)設(shè)計(jì)流量為1000002229m3 / h = 0.619 m3 / snT 2423.10.2絮凝池有效容積二 QT 上空 20m 3743 m 360（其中,取絮凝時(shí)間T=20mi n ）,取V=750 m3考慮與斜管沉淀池合建，絮凝池平均水深取3.0m ,池寬取 10.0m 。3.10.3 絮凝池長(zhǎng)度式中： H'平均水深（m）L'一絮凝池有效長(zhǎng)度一與沉淀池同寬計(jì)算得:池高為d = 25m3.0 10,本設(shè)計(jì)取超圖 0.3m, H =3.0m ,B=10mH=3.0+0.3=3.3m.絮凝池起端流速取v=

9、0.5m/s,末端流速取v=0.2m/s。即：v廠0.5匕，2=0.4役*3=0.3雹"4=0.2ms首先根據(jù)起，末端流速和平均水深算出起末端廊道寬度，然后按流速遞減原則，決定廊道分段數(shù)和各段廊道寬度廊道寬度分成4段。起端廊道寬度:0619=0 495m1 Hv2.5r0.5Q0.619ye二道廊道寬度：a2二HV=2T幣二0.619m三道廊道寬度：a3Q四90.825m3 Hv2.5漢0.3末端廊道寬度：a4=2四91.238m4 Hv2.5x0.2各段廊道的隔板數(shù)分別為10,9,10,9則池子長(zhǎng)度為：L=100.49590.619100.82591.238=29.913m取隔板厚

10、度=0.15m,共38塊隔板(10+9+10+9=38),則絮凝池總長(zhǎng)度L為：L二29.913-(38-1)0.15二35.463m取為36m.3.10.5水頭損失計(jì)算2MR-li式中：Vi第i段廊道內(nèi)水流速度（m/s）;Vit第i段廊道內(nèi)轉(zhuǎn)彎處水流速度（m/s）;i第i段廊道內(nèi)水流轉(zhuǎn)彎次數(shù)；一隔板轉(zhuǎn)彎處局部阻力系數(shù)。往復(fù)式隔板（180°轉(zhuǎn)彎），=3;li第i段廊道總長(zhǎng)度（m）;Ri-第i段廊道過(guò)水?dāng)嗝嫠Π霃剑╩）；Ci流速系數(shù)，隨水力半徑Ri和池底及池壁粗糙系數(shù)n而定，通常按曼寧公式計(jì)算。a1H0.52.50231a12H0.52.52-16 -1161§CiR60.2

11、36二60.21n0.013Ci2-3625.4絮凝池采用鋼筋混凝土及傳組合結(jié)構(gòu)，外用水泥砂漿抹面，粗糙系數(shù)為n=0.013。其他段計(jì)算結(jié)果得:皆0.27R30.35R4=0.48C2=61.8C3=64.6C4=681C;=381922C3=4173.2C;=4637.61.2-1.5倍，本設(shè)計(jì)取1.4倍,廊道轉(zhuǎn)彎處的過(guò)水?dāng)嗝婷娣e為廊道斷面積的則第一段轉(zhuǎn)彎處流速：V1t1.4a1H,3600"1.40.4952.53600_22290.354m/s式中：Vit第i段轉(zhuǎn)彎處的流速(m/s);單池處理水量（m/h）;ai第i段轉(zhuǎn)彎處斷面間距，一般采用廊道的1.2-1.5倍;H池內(nèi)水深（

12、m其他3段轉(zhuǎn)彎處的流速為：V2t1.4a2H36001.4a3H360022291.40.6192.5360022291.40.8252.536000.286m/s0.214m/s2229一一.V4t0.143m/s1.4a4H36001.41.2382.536004各廊道長(zhǎng)度為：各段轉(zhuǎn)彎處的寬度分別為0.7m;0.84m;1.12m;1.68m;各段廊道長(zhǎng)度計(jì)算：h=12=82.44m,l10(10-0.7)=二88.8m,l493m二66.56段數(shù)m.iliiRiVitViCiC2ihi110930.230.3540.560.23625.40.2193各段水頭損失為計(jì)算表33:（單位略）2982.440.270.2860.461.83819.20.12631088.80.350.2140.364.64173.20.0744966.560.480