各类污水管水力计算

1.xlsUPVC加筋管粗糙系数加筋管粗糙系数n:0.0090.6m/sm/sQ=VAL/s设计流速设计流速V=1/n*R2/3*I1/2m/sm/s其中其中R--水力半径水力半径(米);I--水力坡降水力坡降;n--粗糙系数粗糙系数;A--水流断面水流断面(米2);ρ--湿周湿周(米)污水管道应按不满流计算，其最大设计充满度应按下表采用。h<2/D时,A=(θ-sinθcosθ)r2=(arccos(1-2t)-(4t-2t2)0.5(1-2t))D2/4ρ=2θrR=(θ-sinθcosθ)r/2θ=(arccos(1-2t)-(4t-2t2)0.5(1-2t))D/4arccos(1-2t)h>2/D时,A=(π-θ+sinθcosθ)r2=(π-arccos(1-2t)+(4t-2t2)0.5(1-2t))D2/4污水管道在设计充满度时最污水管道在设计充满度时最小设计流速为小设计流速为设计流量设计流量0.650.7管径或渠高最大设计充满度0.55200~300350~450500~900≥10000.75DhrθθθθDrθθθ董丽霞董丽霞污水管道计算表污水管道计算表第1页共第1页共18页2020/3/151.xlsρ=2θrR=(π-θ+sinθcosθ)r/2θ=(π-arccos(1-2t)+(4t-2t2)0.5(1-2t))D/4arccos(1-2t)管径管径D充满度充满度沿线沿线流量流量转输转输流量流量设计流量(mm)h/D起端终端起端终端12345678101011111212131314141515161718120202.002.000.002.001501500.3500.00350.00350.610.610.00530.028大了0.07-1.00-1.07-0.95-1.02230302.002.002.004.002002000.250.250.00800.00800.910.910.00580.028大了0.24-1.12-1.36-1.07-1.31330302.002.004.006.002002000.510.510.00300.00300.800.800.01520.048大了0.09-1.36-1.45NO-1.3542.002.006.008.002002000.490.490.00300.00300.820.820.01530.049大了0-1.45-1.45-1.35-1.3552.002.008.0010.002002000.490.490.00300.00300.820.820.01530.049大了0-1.45-1.45NO-1.3562.002.0010.0012.002002000.490.490.00300.00300.820.820.01530.04912.480-1.45-1.45NO-1.3572.002.0012.0014.002002000.490.490.00300.00300.820.820.01530.049小了0-1.45-1.45NO-1.3582.002.0014.0016.002002000.490.490.00300.00300.820.820.01530.049小了0-1.45-1.45NO-1.3592.002.0016.0018.002002000.120.120.00300.00300.350.350.00200.014小了0-1.45-1.45-1.43-1.43102.002.0018.0020.002002000.490.490.00300.00300.820.820.01530.049小了0-1.45-1.45NO-1.35水力半径R(m)污水管道水力计算表污水管道水力计算表水面标高(m)管段编号管道长管道长度l(m)设计流量(L/s)流速流速V(m/s)坡降(m)沟底标高(m)实际流量Q(L/s)管道坡度管道坡度I水流断面A(m2)h董丽霞董丽霞污水管道计算表污水管道计算表第2页共第2页共18页2020/3/151.xls管径管径D充满度充满度沿线沿线流量流量转输转输流量流量设计流量(mm)h/D起端终端起端终端12345678101011111212131314141515161718水力半径R(m)污水管道水力计算表污水管道水力计算表水面标高(m)管段编号管道长管道长度l(m)设计流量(L/s)流速流速V(m/s)坡降(m)沟底标高(m)实际流量Q(L/s)管道坡度管道坡度I水流断面A(m2)112.002.0020.0022.002002000.490.490.00300.00300.820.820.01530.049小了0-1.45-1.45NO-1.35122.002.0022.0024.002002000