给水设计之混凝池+沉淀池

一、水量设计日处理水量：380000m³/d=4.40m³/s设20池，则每池日均处理水量19000m³/d=0.22m³/s系数取1.05，则实际进水量Q=s/0.23m1.05s/m22.033二、进水管每池分管流速v=1.1m/s，则进水管直径mm11.517m51711.0v/2QD，取550mm，则校核流速s/m97.02m55.0s/m23.0v23）（，总管流量s/m62.405.1s/m40.433总Q，总管流速总v=1.2m/s，则总管管径mm14.2214m21414.2v/2总总总QD，取2250mm，则实际流速s/m16.122.25ms/m62.4v23）（，总三、管式静态混合器管径D=2250mm流速v=1.16m/s水头损失h=0.6m四、絮凝池流速分级：v1=0.12m/sv2=0.09m/sv3=0.06m/s反应时间：T=11minT1=3minT2=4minT3=4min水深依沉淀池而定（清水区1.2m；斜板区m866.0866.0m160sinh。L；配水区1.2m；进水区1.8m，总高度5.066m）。水头损失0.5m，总水深H，=5.566m，取5.6m各小格时间：s67.46s/m12.0.6m5vt11，Hs22.62s/m09.0.6m5vt22，Hs33.93s/m06.0.6m5vt33，H各级分格数：个86.367.46603t60n111T，取4个个86.322.62604t60n222T，取4个个57.233.93604t60n333T，取3个各级时间校核：min11.346067.46n60t111，Tmin15.446022.62n60t222，Tmin67.436033.93n60t333，T总时间min93.1167.415.411.3321，，，TTTT各级小格面积：231m92.1s/m12.0s/m23.0vQ一级232m57.2s/m09.0s/m23.0vQ二级233m85.3s/m06.0s/m23.0vQ三级内墙：b1=0.2m；外墙：b2=0.3m各级长、宽度：一级：设长度L1=1.0m宽度m92.1m0.1m92.121B，取1.9m则总宽度=1.9×4+0.2×3+0.3×2=8.8m二级：宽度m9.1432.0-23.0-.882B长度m35.1m9.12.57m22L三级：宽度m6.2322.0-23.0-.883B长度m48.1.6m23.85m23L，取1.5m实际面积：一级：S1=1.0m×1.9m=1.900m2二级：S2=1.35m×1.9m=2.565m2三级：S3=1.5m×2.6m=3.900m2实际流速：s/m1215.0.9m1s/m23.0sv2311Q，s/m0900.0m565.2s/m23.0sv2322Q，s/m0592.0.900m3s/m23.0sv2333Q，总长度：L=b1×2+b2×2+L1+L2+L3=0.4m+0.6m+1.0m+1.35m+1.5m=4.85m总宽度：B=8.8m各级进出孔的尺寸：一级进入下格面积：211m520.18.0SW，高度mm1520m52.18.0h11B二级进入下格面积：222m052.28.0SW，高度mm1520m52.18.0h22B三级进入下格面积：233m120.38.0SW，高度mm2080m08.28.0h33B一级进入二级高度mm800m8.08.0h14L二级进入三级高度mm1080m08.18.0h25L三级进入第一过渡段mm1200m2.18.0h36L第一进入第二过渡段mm800h7五、过渡段上升流速v=0.055m/s面积23m20.4s/m055.0s/m23.0vQS有效宽度m2.8m3.02-m8.8有效B=8200mm长度m51.0m2.8m20.42有效BSL，取L=0.55m=550mm，考虑实际，L=0.6m=600mm。实际面积2m92.4LBS有效实际实际流速s/m047.0m92.4s/m23.0v23实际实际SQ过渡段分两段，最后向下流入沉淀池六、沉淀池（斜板沉淀池）1、穿孔花墙配水，预埋圆管孔眼流速v=0.055m/s孔眼总面积23m20.4s/m055.0s/m23.0vQ孔眼直径D=300mm单孔面积22m07065.02wD孔眼个数45.59m07065.0m20.4wn22，取60个。沉淀池配水区高度h=1.2m=1200mm花墙上距斜板400mm，下距泥斗400mm孔眼为形圆形，竖向三排孔，等边三角形布置，一、三排21个，第二排22个。实际流速s/m05426.007065.06023.0wnvQ，2、沉淀池尺寸上升流速v=2.5mm/s=0.0025m/s表面积23m36.92s/m0025.0s/m23.0vsQ沉淀池宽度B=有效B=8.2m=8200mm则沉淀区长度m26.11BSL，取11.3m=11300mm沉淀区总长度mm11800m8.11m5.0LL总实际表面积2m66.92m2.8m3.11BLS实际实际上升流速s/mm49.2s/m00249.0v实际实际SQ清水区高度1200mmh1斜板高度mm866sin601000mmh2。配水区高度1200mmh3进水区高度mm1800h4泥槽高度mm800h5保护高mm500h5水头损失mm500h6总高mm6866hhhhhh654321H，取6.9m。3、斜板区）（斜AAQ有效系数η=0.75；颗粒沉降速度μ=4mm/s=0.0004m/s；A=92.66m2；Q=0.23m3/s，则有：斜板投影面积223m02.677m66.92s/m0004.075.0s/m23.0AQA斜则斜板总面积2m03.13542斜总AA；单块斜板面积2m2.8m1aB；最小斜板数块总13.165anA；斜板厚度b=1mm；沉淀区长度=沉淀区长度=L=11.3m=11300mm斜板间隔mm69.67113.16532113.165113001-n321nd）（L，取65mm实际斜板数块实际80.1713265651130032ddnL故需安装172块。沉淀池总长11.8m（0.5m为无效长度）4、排泥区泥斗尺寸絮凝池：一级：泥斗长度：mmmLL10000.111，泥斗宽度：mmmmBB95095.029.121,1总计2×4=8个。二级：泥斗长度：mmmmLL675675.0235.122,2泥斗宽度：mmmmBB95095.029.122,2总计4×4=16个。三级：泥斗长度：mmmmLL75075.025.123,3泥斗宽度：每池设6个泥斗，宽分别为860mm、870mm、870mm。总计：6×3=18个絮凝池泥斗个数：个42181681n。过渡区：长0.55m，宽8.2m，分两段。第一过渡段：长600mm，宽600mm者13个，长600mm，宽400mm者1个。第二过渡段：长600mm，宽600mm者13个，长600mm，宽400mm者1个。污泥斗个282n。沉淀区：总长11.8m，宽8.2m。长1200mm，宽1200mm者6×9=54个；长1000mm，宽1200mm者6个；长1200mm，宽1000mm者9个；长1000mm，宽1000mm者1个。污泥斗个703n。排泥管一律采用200mm管。5、集水槽沉淀池出水采用穿孔集水槽集水，矩形断面，不锈钢结构。设计水量smQ/23.03集水槽数根6n单槽水量smnQq/0385.03集水槽宽mqb245.09.04.0，取0.25m=250mm。实际流量smbq/0407.0)9.0(34.01,孔口上水头mh05.05孔口总面积245.005.081.9262.02.1mQf孔口直径mmD30单孔面积22000707.0)2(mDf孔口流速smfQv/51.0穿孔槽两边开孔孔眼总个数个34.638ffN，取648个。每边开孔个数个54626482*nNn单孔间距mmmmmmnDnLd09.1851543054118001**，取200mm。两边共剩余mmdnDnLd18.370)1(**,左边取mmd1851右边取mmd1852槽内流速smv/4.0槽内水深mmsmsmbvqh385.025.0/4.0/0385.031，取0.4m。槽内实际流速smmmsmbhqv/385.025.04.0/0385.031,槽内跌落水头mh07.02槽外保护高mh2.03槽底厚度mh01.04集水槽总高度mmmmmmhhhhhH73.005.001.02.007.04.054321集水槽间距mD2.1两边槽距池边缘md1（一侧留500mm另一侧为500mm）集水槽长度mL8.116、出水渠计算总出水渠为矩形断面渠内水平流速v=0.8m/s渠宽b=0.7m渠内水深mbvQh4123.01，取0.42m实际流速smsmhbQv/79.042.07.0/23.031,集水槽出流跌水高度h2=0.07m渠外保护高h3=0.3m出水渠总高H=h1+h2+h3=0.79m渠长L=B=8.2m渠底及壁厚t=100mm=1m7、出水管计算管内流速v=1.0m/s过水断面面积2323.0/1/23.0msmsmvQs管径msD5422.04，取0.55m=550mm实际流速smmsmDQv/97.04)55.0(14.3/23.04232,8、排泥渠计算进水浊度s1=20mg/L=0.02kg/m3出水浊度s2=5mg/L=0.005kg/m3每日产生的干泥量kgssdmG285)(/19000213污泥含水率α=98%泥浆的容重γ=1030kg/m3每日产生的污泥体积3383.13%)981(/1030285)1(mmkgkgGV每日排泥一次（n=1）每次排泥时间t=2min=120s每次排泥量smsmtVQ/115.012083.1333排排泥渠宽度mQb3793.09.04.0排，取0.4m=400mm泥渠中流速v=0.7m/s排泥渠深度mmsmsmbvQh4107.04.0/7.0/115.031排，取0.45m=450mm保护高h2=0.3m泥渠壁厚h3=0.1m泥渠总高mmmmmmhhhH85085.01.03.045.0321渠底坡度i=0.019、排泥管计算管内流速v=1.0m/s过水断面面积23115.0/1/115.0msmsmvQs排管径msD3826.04，取0.4m=400mm实际流速smmsmDQv/92.04)4.0(14.3/115.04232,排