停留时间t1=1.34h缺氧池水力停留时间t2=1.34h好氧池水力停留时间t3=4.02h池长L:采用5廊道式推流式反应池,廊道宽b=5mL=A1/5b=554.8/(5×5)=22.2m剩余污泥量ΔX:ΔX=(VX/θc)·R(?)=(5548.0×3000/15)×0.5=554.8kg/d需氧量AOR:取生物氧化需氧率a'=0.6,内源代谢需氧率b'=0.20Xv(MLVSS):Xv=0.75X=0.75×9000=6750mg/LAOR=a'Q(S0-Se)+b'VXv=0.6×0.1806×86400×(160-20)×10-3+0.20×5548.0×6750×10-3=8800.5kgO2/d=366.7kgO2/h六、辐流式二沉池的设计表面负荷q=1m³/(m2·h),池数n=4水力停留时间t=2h;缓冲层高度h3=0.4m;坡底落差h4=0.6m污泥斗高度h5=1.5m,超高h1=0.5m沉淀区表面积A:A=Qmax/nq=1096.236/(4×1)=274.059m2直径D:D===18.68m取19m。实际负荷q':q'=4Qmax/(3.14D2·n)=4×1096.2/(3.14×192×4)=0.97m³/(m2·h)有效水深h2:h2=qt=0.97×2=1.94m深径比:D/h=19/1.94=9.8m,符合要求(6~12m范围内)。总高度H:H=h1+h2+h3+h4+h5=0.5+1.94+0.4+0.6+1.5=4.94m七、接触池设计接触时间t=0.5h容积V:V=Qmaxt=1096.2×0.5=548.1m3采用矩形隔板式两座n=2,每座容积V1=548.1/2=274.1m3池长L:取水深h=2.0m,单格宽b=2m,L:b=18:1,水流长度:宽度=72:1L=18×2=36m水流长度L'=72×2=144m每座分格数c:
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