往复式隔板絮凝池计算表

120000m3/d=5000m3/hv1=0.50m/sv2=0.40m/sv3=0.35m/sv4=0.30m/sv5=0.25m/sv6=0.20m/s20min2.4m超高H2=0.3m池数n=21667m3347.2m2≈348m220.4mL1=17.1ma1=0.58m取a1=0.60m,0.482m/sa2=0.72m取a2=0.70m,0.413m/sa3=0.83m取a3=0.80m,0.362m/sa4=0.96m取a4=1.00m,0.289m/sa5=1.16m取a5=1.15m,0.252m/sa61.45m取a6=1.45m,0.200m/s3条，18条，17.1m隔板厚按0.2m，20.5m0.27m0.013y1=0.15故C1=63.161.2m3次3h1=池内平均水深H1=计算总容积W=分为两池，每池净平面面积F1=池子宽度B：按沉淀池宽采用则池子长度（隔板间净距之和）：计算设计水量（包括自耗水量）Q=（1）已知条件（2）采用数据廊道内流速采用6档絮凝时间T=则实际流速v3′=则实际流速v4′=隔板间距按廊道内流速不同分成6档：则实际流速v1′=则实际流速v2′=每一种间隔采取水流转弯次数为则廊道总数为则池子长度（隔板间净距之和）L′=则实际流速v5′=则实际流速v6′=则池子长度L=按廊道内的不同流速分成6段，分别计算水头损失。第一段：水力半径R1=槽壁粗糙系数n=流速系数Cn各段水头损失计算第一段廊道长度l1=第一段水流转弯次数S1=则絮凝池第一段的水头损失为h1,局部系数ξ取段数SnlnRnv0vnCnhn1361.20.2670.48263.12361.20.3050.41364.43361.20.3430.36265.54361.20.4140.28967.45361.20.4640.25268.66240.80.5570.20070.517次。水流转弯次数为