竖流式沉淀池设计计算

一、1最大流量计算Q=70.00m3/hq=0.01944m3/s2中心管计算v0=0.03m/sF=q/v00.65m20.91m3喇叭口和反射板间隙计算v1=0.02m/sh'=d1=1.35d01.23mh3=q/v1*3.14d10.25m反射板d2=1.3d11.59m4沉淀部分有效断面面积q'=1.50m3/(m2/h)v=q1/36000.00042m/skz=1.65F=q/kz*v28.28m5沉淀池直径D=√4(F+f)/3.146.07m6校核1）有效水深t=2.00hh2=vt*36003.00m3h2=9.00m符合要求2）水堰负荷计算q*1000/3.14/D=1.02L/（s.m)符合要求7出水堰计算堰上水头H'0.05m出水堰个数n149个8集水槽计算集水槽管内流速u0.100m/s管径（宽度）d30.498m雷诺数Re=1000d3*u49769.46出水阻力系数0.021水头损失（高度）0.00090m9出水管流速0.800m/s出水管管径0.176m9进水管流速1.80m/s进水管管径d40.117m10沉淀部分总容积T=2.00dS=0.50L/(人·d)04Fd人口N=933.33人V=SNT/10000.93m3污泥排完时间t0.10h排泥管直径0.33m11圆截锥计算r=0.20mR=D/23.04tana1.43h5=(R-r)tana4.05mV1=3.14*h5(R^2+r^2+R*r)/341.76m3符合要求12沉淀池总高度超高h1=0.30m缓冲层h4=0.30mH=7.90m13沉淀池总尺寸直径D6.07m总高H7.90m