给水管网平差结果

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1、给水管网平差一、平差基本数据1、平差类型：反算水源压力。2、计算公式：柯尔－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν计算温度：10，ν=0.0000013、局部损失系数：1.204、水源点水泵参数：水源点水泵杨程单位(m)，水源点水泵流量单位:(立方米/小时)水源节点编号流量1扬程1流量2扬程2流量3扬程3二、节点参数节点编号流量(L/s)地面标高(m)节点水压(m)自由水头(m)10.521140.000170

2、.32230.3222-115.740140.000171.49731.49736.544140.000170.34230.34245.746140.000171.12031.12051.389140.000169.77729.777610.743140.000170.06730.067711.814140.000169.71729.71781.505140.000169.16029.16096.544140.000169.52229.522101.853140.000169.07229.072118.165140.

3、000169.24329.2431210.192140.000169.24229.242132.345140.000168.00028.000140.579136.000168.98532.985158.893136.000169.01133.011166.023136.000169.01333.0131711.962136.000168.89732.897181.476136.000168.55432.5541912.498136.000168.89332.893201.389136.000168.60232.60

4、2212.316136.000167.69231.692223.243136.000165.82229.822三、管道参数管道编号管径(mm)管长(m)流量(L/s)流速(m/s)千米损失(m)管道损失(m)1-310090.00.5210.0920.2180.0202-431546.1115.7401.6378.1720.3773-7315540.040.1020.5671.1570.6253-4315500.047.1670.6671.5560.7784-6315400.062.8270.8892.6331.05

5、35-6100240.01.3890.2451.2090.2906-7225725.011.4520.2880.4820.3506-9315490.039.2420.5551.1120.5457-12315455.037.8880.5361.0430.4758-9100260.01.5050.2651.3940.3629-11315380.031.1930.4410.7330.27810-7100320.01.8530.3272.0160.64511-12225460.00.4920.0120.0020.00111-

6、15315570.022.5360.3190.4070.23212-13100405.02.3450.4133.0681.24212-16315440.025.8430.3660.5210.22914-15100100.00.5790.1020.2620.02615-16225200.01.1740.0300.0090.00215-19315665.014.2370.2010.1790.11916-17315400.018.6470.2640.2900.11617-22100560.03.2430.5725.4913

7、.07518-17100255.01.4760.2601.3460.34319-21100400.02.3160.4083.0001.20019-17315850.01.9660.0280.0060.00520-19100240.01.3890.2451.2090.290四、管网平差结果特征参数水源点2:节点流量(L/s):-115.740节点压力(m):171.50最大管径(mm):315.00最小管径(mm):100.00最大流速(m/s):1.637最小流速(m/s):0.012水压最低点22,压力(m):16

8、5.82自由水头最低13,自由水头(m):28.00第六章给水管网设计（一）教学要求1、了解相关的基本概念；2、熟练掌握给水管网的设计计算方法和步骤；（二）教学内容1、沿线流量和节点流量计算2、管段流量分配3、初拟管径4、平差计算5、泵站扬程与水塔高度设计；6、管网校核；（三）重点：沿线流量和节点流量计算，环状管网设计计算的理论、步骤及平差方法