天然河道水面线计算表

天然河道水面线计算(上游往下游计算)前断面能量E1后断面能量E2流量模数K1=A1R12/3/n1单式断面动能修正系数α1=1+3ε2-2ε3复式断面动能修正系数α1=(ΣA1)2Σ(K13/A12)/(ΣK1)3前断面能量E1=z1+α1Q2/(2gA12)+ζQ2/(2gA12)-Δs/2Q2/K12流量模数K2=A2R22/3/n2单式断面动能修正系数α2=1+3ε22-2ε23单式断面动能修正系数α2=(ΣA2)2Σ(K23/A22)/(ΣK2)3后断面能量E2=z2+α2Q2/(2gA22)+ζQ2/(2gA22)+Δs/2Q2/K22A1X1R1n1K1备注C1ε1α1备注α1备注Z1α1QgΔsζE1备注A2X2R2n2K2备注C2ε2α2备注α2备注Z2α2QgΔsζE2备注21052.314.01452877080.022523575.441058055456.03033825880.25343412951.16013100451611609.810006.0273143083200.151.233.90591450320.022522056.997418770555.77478917420.25459531471.161451210315.811609.8388905.9349391596200.151.233.90591450320.022522056.997418770555.77478917420.25459531471.161451210315.811609.8388905.7303017057670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000231.7148681342670.85714285710.04135.350562806924.36588613710.5827820061.62303842191236.27861.81609.81000371.4545767638面积(m2)湿周(m)水力半径(m)糙率谢才系数(m1/2/s)前断面水面高程(m)动能修正系数流量(m3/s)重力加速度(m/s2)段距(m)局部水头损失系数断面能量(m)面积(m2)湿周(m)水力半径(m)糙率谢才系数(m1/2/s)前断面水面高程(m)动能修正系数流量(m3/s)重力加速度(m/s2)段距(m)局部水头损失系数断面能量(m)说明;α流速不大的平原河段影响不大，单式断面较复式断面小，山区河流较平原河流大，断面特变水流近似堰流河段可达2.1左右，平原河流1.15~1.5，山区河流1.5~2.0。ζ河槽急极扩大-0.5~-1、河槽逐渐扩大-0.1~-0.336，方头墩0.35、圆头墩0.18、长宽比均为4、如果长宽比大于4则值应有所增加，支流汇入时0.1，弯道时0.05.E1=E2时，试算值正确。已知试算天然河道水面线计算(下游往上游计算)后断面能量E2前断面能量E1流量模数K1=A1R12/3/n1单式断面动能修正系数α1=1+3ε2-2ε3复式断面动能修正系数α1=(ΣA1)2Σ(K13/A12)/(ΣK1)3前断面能量E1=z1+α1Q2/(2gA12)+ζQ2/(2gA12)+Δs/2Q2/K12流量模数K2=A2R22/3/n2单式断面动能修正系数α2=1+3ε22-2ε23单式断面动能修正系数α2=(ΣA2)2Σ(K23/A22)/(ΣK2)3后断面能量E2=z2+α2Q2/(2gA22)+ζQ2/(2gA22)-Δs/2Q2/K22A1X1R1n1K1备注C1ε1α1备注α1备注Z1α1QgΔsζE1备注A2X2R2n2K2备注C2ε2α2备注α2备注Z2α2QgΔsζE2备注45.306122.10112.04994774020.041827.785443647228.17715495280.50395435681.50593141151274.8561.5059314115318.229.87-0.1278.500837620964.86223.67412.73978736260.043174.984308914729.5728253440.48017055641.47027142881276.311.4702714288318.229.870278.0804165278.500837620964.86223.67412.73978736260.043174.984308914729.5728253440.48017055641.47027142881276.311.8318.229.81000279.0227761968670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.810001075.2280433102670.85714285710.04135.350562806924.36588613710.5827820061.623038421916001.83009.81000583.9556301592面积(m2)湿周(m)水力半径(m)糙率(m3/s)谢才系数(m1/2/s)前断面水面高程(m)动能修正系数流量(m3/s)重力加速度(m/s2)段距(m)局部水头损失系数断面能量(m)面积(m2)湿周(m)水力半径(m)糙率(m3/s)谢才系数(m1/2/s)前断面水面高程(m)动能修正系数流量(m3/s)重力加速度(m/s2)段距(m)局部水头损失系数断面能量(m)天然河道水面线计算(由上游往下游推算)前断面后断面判断流量模数K1=A1R12/3/n1单式断面动能修正系数α1=1+3ε2-2ε3复式断面动能修正系数α1=(ΣA1)2Σ(K13/A12)/(ΣK1)3前断面能量E1=Z1+α1v12/（2g)前断面水力坡降J1=Q2/K12流量模数K2=A2R22/3/n2单式断面动能修正系数α2=1+3ε22-2ε23复式断面动能修正系数α2=(ΣA2)2Σ(K23/A22)/(ΣK2)3后断面水力坡降J2=Q2/K22平均水力坡降J=1/2(J1+J2)均匀流水头损失hf=JΔs河槽扩大的局部水头损失hj=ζ(v22/(2g)-v12/(2g))桥墩阻力的局部水头损失hj=ζv12/(2g)汇流的局部水头损失hj=0.1(v22/(2g)-v12/(2g))弯道的局部水头损失hj=0.05(v12/(2g)+v22/(2g))前断面能量E1=Z2+α2v22/（2g)+hf+hjE2-E1A1X1R1n1K1备注C1ε1α1备注α1备注Z1Qv1g单式断面E1复式断面E1备注J1备注A2X2R2n2K2备注C2ε2α2备注α2备注J2备注J备注Δshf备注ζv2hj备注ζhj备注hj备注hj备注Z2单式断面E2复式断面E2备注单式复式47.3621.542.19870009290.0223639.985688035151.83283759210.27395760411.184035753113.43450.95016891899.83.48453940373.47606229460.00015283651.3422.262.30637915540.0224073.680708731252.24753070830.27178317921.181447164410.00012202560.0001374308253.20.034797482800.876509544200.180.008291213-0.00068648980.00426298463.43.48110713633.4739948798-0.0034322674-0.0020674148面积(m2)湿周(m)水力半径(m)糙率(m3/s)谢才系数(m1/2/s)(m)前断面流速(m3/s)前断面流速(m/s)重力加速度(m/s2)(m)(m)面积(m2)湿周(m)水力半径(m)糙率(m3/s)谢才系数(m1/2/s)段距(m)(m)系数前断面流速(m/s)(m)系数(m)(m)(m)(m)E2-E1=0时，试算值符合要求说明;α流速不大的平原河段影响不大，单式断面较复式断面小，山区河流较平原河流大，断面特变水流近似堰流河段可达2.1左右，平原河流1.15~1.5，山区河流1.5~2.0。ζ河槽急极扩大-0.5~-1、河槽逐渐扩大-0.1~-0.336，方头墩0.35、圆头墩0.18、长宽比均为4、如果长宽比大于4则值应有所增加，支流汇入时0.1，弯道时0.05.E1=E2时，试算值正确。Δs河段长度应沿相应流量和水位河床深泓线量取，原则上1~4倍河宽范围内。已知试算天然河道水面线计算表(由下游往上游推算)前断面后断面判断流量模数K1=A1R12/3/n1单式断面动能修正系数α1=1+3ε2-2ε3复式断面动能修正系数α1=(ΣA1)2Σ(K13/A12)/(ΣK1)3前断面能量E1=Z1+α1v12/（2g)前断面水力坡降J1=Q2/K12流量模数K2=A2R22/3/n2单式断面动能修正系数α2=1+3ε22-2ε23复式断面动能修正系数α2=(ΣA2)2Σ(K23/A22)/(ΣK2)3后断面水力坡降J2=Q2/K22平均水力坡降J=1/2(J1+J2)均匀流水头损失hf=JΔs河槽扩大的局部水头损失hj=ζ(v22/(2g)-v12/(2g))桥墩阻力的局部水头损失hj=ζv12/(2g)汇流的局部水头损失hj=0.1(v22/(2g)-v12/(2g))弯道的局部水头损失hj=0.05(v12/(2g)+v22/(2g))断面能量E1=Z2+α2v22/（2g)-hf-hjE2-E1A1X1R1n1K1备注C1ε1α1备注α1备注Z1Qv1g单式断面E1复式断面E1备注J1备注A2X2R2n2K2备注C2ε2α2备注α2备注J2备注J备注Δshf备注ζv2hj备注ζhj备注hj备注hj备注Z2单式断面E2复式断面E2备注单式复式51.3422.262.30637915540.0224073.680708731252.24753070830.27178317921.181447164413.4450.87650954429.83.44630965353.4391973970.000122025647.3621.542.19870009290.0223639.985688035151.83283759210.27395760411.184035753110.0001528360.0001374308253.20.034797482800.950168918900.180.00705553150.00068648980.00426298463.433.44974192093.44126481180.00343226740.002067414834.81520.24499614791.71968419980.031665.754309402436.48549102940.38919580361.336514517912140.51.16329168469.821.092277295321.0690432420.00059113727.6387517.36471858411.5916612680.031255.926550603536.01807681660.394246481.343735173910.0010398760.0008155065500.040775325901.465333996700.180.01242778360.0040507968那2121.106432488721.06877588440.0141551934-0.00026735763.37519.70832691320.17124741311.031.01046024650.723491520119.627044139-13964.83112417981041.512.296296296310.8-97753.10838233456.99994919471686.777226977704401.0300#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!51#DIV/0!1#DIV/0!#DIV/0!1.188.2599400498#DIV/0!#DIV/0!22#DIV/0!#DIV/0!#DIV/0!#DIV/0!00#DIV/0!2.03#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!042.5#DIV/0!11.8#DIV/0!#DIV/0!#DIV/0!04602.0300#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!52#DIV/0!2#DIV/0!#DIV/0!2.18#DIV/0!#DIV/0!#DIV/0!23#DIV/0!#DIV/0!#DIV/0!#DIV/0!00#DIV/0!3.03#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!043.5#DIV/0!12.8#DIV/0!#DIV/0!#DIV/0!04803.0300#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!53#DIV/0!3#DIV/0!#DIV/0!3.18#DIV/0!#DIV/0!#DIV/0!24#DIV/0!#DIV/0!#DIV/0!#DIV/0!00#DIV/0!4.03#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!044.5#DIV/0!13.8#DIV/0!#DIV/0!#DIV/0!05004.0300#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!54#DIV/0!4#DIV/0!#DIV/0!4.18#DIV/0!#DIV/0!#DIV/0!25#DIV/0!#DIV/0!#DIV/0!#DIV/0!00#DIV/0!5.03#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!045.5#DIV/0!14.8#DIV/0!#DIV/0!#DIV/0!05205.0300#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!55#DIV/0!5#DIV/0!#DIV/0!5.18#DIV/0!#DIV/0!#DIV/0!26#DIV/0!#DIV/0!#DIV/0!#DIV/0!面积(m2)湿周(m)水力半径(m)糙率(m3/s)谢才系数(m1/2/s)(m)前断面流量(m3/s)前断面流速(m/s)重力加速度(m/s2)(m)面积(m2)湿周(m)水力半径(m)糙率(m3/s)谢才系数(m1/2/s)段距(m)(m)系数前断面流速(m/s)(m)系数(m)(m)(m)(m)E2-E1=0时，试算值符合要求说明;α流速不大的平原河段影响不大，单式断面较复式断面小，山区河流较平原河流大，断面特变水流近似堰流河段可达2.1左右，平原河流1.15~1.5，山区河流1.5~2.0。ζ河槽急极扩大-0.5~-1、河槽逐渐扩大-0.1~-0.336，方头墩0.35、圆头墩0.18、长宽比均为4、如果长宽比大于4则值应有所增加，支流汇入时0.1，弯道时0.05.E1=E2时，试算值正确。Δs河段长度应沿相应流量和水位河床深泓线量取，原则上1~4倍河宽范围内。底宽水深矩形断面高左岸坡比右岸坡比底宽水深矩形断面高左岸坡比右岸坡比已知试算前断面142.41.51.51.518.6堰底高程设计河底高程18.65后断面11.32.351.51.51.511.301.51.51.518.6522023拦河坝水位差计算024Q=H0025QmεBH002624.77697816130.490.9111.119.7堰顶高程0040.50.490.9141.321堰上游水位#VALUE!#VALUE!0000流量系数（0.436~0.513）侧收缩系数（0.85~0.95）堰顶净宽堰上水头过闸水位计算B0=Q/δεm（2g）^0.5H03/2ε=2.31hs/H0(1-hs/H0)^0.40.9190283401B0QH0δHsε#DIV/0!40.5#DIV/0!2.27