天然河道水面线计算表.xls

天然河道水面线计算表.xls

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天然河道水面线计算（上游往下游计算）前断面能量E1流量模数K1=A1R12/3/n1单式断面动能修正系数1=1+32-23A1X1R1n1K1备注C11121052.314.014528770.022523575.4456.030340.2534341.160131200.151.233.90591450.02252205755.774790.2545951.161451670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038面积（m2）湿周（m）水力半径（m）糙率谢才系数（m1/2/s）说明;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1.151.5，山区河流1.52.0。

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流量模数K1=A1R12/3/n1单式断面动能修正系数1=1+32-23A1X1R1n1K1备注C11145.306122.10112.049947740.041827.78528.177150.5039541.50593164.86223.67412.739787360.043174.98429.572830.4801711.470271670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038670.857142860.04135.350624.365890.5827821.623038面积（m2）湿周（m）水力半径（m）糙率（m3/s）谢才系数（m1/2/s）复式断面动能修正系数1=（A1）2（K13/A12）/（K1）3前断面能量E1=z1+1Q2/（2gA12）+Q2/（2gA12）-s/2Q2/K12备注1备注Z11Q16116015.811601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.81601236.27861.8160前断面水面高程（m）动能修正系数流量（m3/s）复式断面动能修正系数1=（A1）2（K13/A12）/（K1）3前断面能量E1=z1+1Q2/（2gA12）+Q2/（2gA12）+s/2Q2/K12备注1备注Z11Q1274.8561.505931318.221276.311.8318.2216001.830016001.830016001.830016001.830016001.830016001.830016001.830016001.830016001.8300前断面能量E1单式断面动能修正系数1=1+32-23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1.151.5，山区河流1.52.0。

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.后断面能量E2单式断面动能修正系数1=1+32-2316001.830016001.830016001.830016001.830016001.830016001.8300前断面水面高程（m）动能修正系数流量（m3/s）后断面能量E2流量模数K2=A2R22/3/n2gsE1备注A2X2R2n29.810006.027314200.151.233.9059150.02259.8388905.730302670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.049.81000231.7149670.8571430.04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）糙率前断面能量E1流量模数K2=A2R22/3/n2gsE1备注A2X2R2n29.87-0.1278.500864.86223.67412.7397870.049.81000279.0228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.04前断面能量E1=z1+1Q2/（2gA12）+Q2/（2gA12）-s/2Q2/K12前断面能量E1=z1+1Q2/（2gA12）+Q2/（2gA12）+s/2Q2/K129.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.049.810001075.228670.8571430.04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）糙率后断面能量E2=z2+2Q2/（2gA22）+Q2/（2gA22）+s/2Q2/K22K2备注Z22QgsE2220575.811609.8388905.934939135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546135.3506236.27861.81609.81000371.4546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）后断面能量E2=z2+2Q2/（2gA22）+Q2/（2gA22）-s/2Q2/K22K2备注Z22QgsE23174.984276.311.470271318.229.870278.0804135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556后断面能量E2流量模数K2=A2R22/3/n2前断面能量E1流量模数K2=A2R22/3/n2135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556135.35066001.83009.81000583.9556（m3/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）备注备注278.5008天然河道水面线计算表（由上游往下游推算）前断面流量模数K1=A1R12/3/n1单式断面动能修正系数1=1+32-23A1X1R1n1K1备注C11147.3621.542.19870.0223639.98651.832840.2739581.184036面积（m2）湿周（m）水力半径（m）糙率（m3/s）谢才系数（m1/2/s）说明;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1.151.5，山区河流1.52.0。

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。

s河段长度应沿相应流量和水位河床深泓线量取，原则上14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）前断面流量模数K1=A1R12/3/n1单式断面动能修正系数1=1+32-23A1X1R1n1K1备注C111104.6629.63.5358110.046072.67630.857080.4601861.44040570.623.13.0562770.043717.1230.116570.4715011.457298面积（m2）湿周（m）水力半径（m）糙率（m3/s）谢才系数（m1/2/s）说明;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1.151.5，山区河流1.52.0。

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。

s河段长度应沿相应流量和水位河床深泓线量取，原则上14倍河宽范围内。

已知试算复式断面动能修正系数1=（A1）2（K13/A12）/（K1）3前断面能量E1=Z1+1v12/（2g）备注1备注Z1Qv1g单式断面E1复式断面E113.43450.9501699.83.48453943.4760623（m）前断面流速（m3/s）前断面流速（m/s）重力加速度（m/s2）（m）（m）复式断面动能修正系数1=（A1）2（K13/A12）/（K1）3前断面能量E1=Z1+1v12/（2g）备注1备注Z1Qv1g单式断面E1复式断面E115.541381.3185559.85.6677695.628703515.511381.9546749.85.79408035.7049363（m）前断面流速（m3/s）前断面流速（m/s）重力加速度（m/s2）（m）前断面单式断面动能修正系数1=1+32-23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1.151.5，山区河流1.52.0。

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.前断面单式断面动能修正系数1=1+32-23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1.151.5，山区河流1.52.0。

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.后断面前断面水力坡降J1=Q2/K12流量模数K2=A2R22/3/n2备注J1备注A2X2R2n2K2备注0.00015351.3422.262.3063790.0224073.681面积（m2）湿周（m）水力半径（m）糙率（m3/s）后断面前断面水力坡降J1=Q2/K12流量模数K2=A2R22/3/n2备注J1备注A2X2R2n2K2备注0.00051670.623.13.0562770.043717.12104.6629.63.5358110.046072.676面积（m2）湿周（m）水力半径（m）糙率（m3/s）单式断面动能修正系数2=1+322-223复式断面动能修正系数2=（A2）2（K23/A22）/（K2）3后断面水力坡降J2=Q2/K22平均水力坡降J=1/2（J1+J2）C222备注2备注J2备注J52.247530.2717831.18144710.0001220.000137谢才系数（m1/2/s）单式断面动能修正系数2=1+322-223复式断面动能修正系数2=（A2）2（K23/A22）/（K2）3后断面水力坡降J2=Q2/K22平均水力坡降J=1/2（J1+J2）C222备注2备注J2备注J30.116570.4715011.45729810.0013780.00094730.857080.4601861.44040510.0005160.000258谢才系数（m1/2/s）均匀流水头损失hf=Js河槽扩大的局部水头损失hj=（v22/（2g）-v12/（2g）桥墩阻力的局部水头损失hj=v12/（2g）备注shf备注v2hj备注253.20.03479700.8765100.18段距（m）（m）系数前断面流速（m/s）（m）系数均匀流水头损失hf=Js河槽扩大的局部水头损失hj=（v22/（2g）-v12/（2g）桥墩阻力的局部水头损失hj=v12/（2g）备注shf备注v2hj备注150.0142101.95467400.35350.00903701.31855500.35段距（m）（m）系数前断面流速（m/s）（m）系数后断面后断面平均水力坡降J=1/2（J1+J2）平均水力坡降J=1/2（J1+J2）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+2v22/（2g）+hf+hjhj备注hj备注hj备注Z20.008291-0.000690.0042629853.4（m）（m）（m）（m）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+2v22/（2g）-hf-hjhj备注hj备注hj备注Z20.0310460.0106230.0141819885.510.068228-0.010620.0141819885.68（m）（m）（m）（m）桥墩阻力的局部水头损失hj=v12/（2g）桥墩阻力的局部水头损失hj=v12/（2g）判断E2-E1单式断面E2复式断面E2备注单式复式3.48110713.4739949-0.003432267-0.002067415E2-E1=0时，试算值符合要求判断E2-E1单式断面E2复式断面E2备注单式复式5.77986995.69072590.1121009590.0620224275.79873175.75966620.0046514090.05472994E2-E1=0时，试算值符合要求前断面能量E1=Z2+2v22/（2g）+hf+hj断面能量E1=Z2+2v22/（2g）-hf-hj