给水排水管网系统 第二版 5.1数据

q(L/s)h(m)sq^12650300591.839081.17 3.89937248.0395763502002769.829020 1.10793255.39658-8590300537.20770-67.33-2.4353436.17019-5

330

300

300.47210-102.36-3.1482230.75632

-0.57625170.3627

△q 1.69125435502004352.588

0100.43525943.5258873602002848.967022.65

1.46158464.5291-9490100156305.40-5-3.90763781.5269-6350200

2769.829

0-20

-1.1079355.39658-3.11872944.9785

△q

1.650156-100-12-198.08120110

48.533.42-48.50

4270259538.2871033.420.60121117.98956-35502004352.5880-10-0.4352643.52588-2650300591.8390-81.17-3.8993748.03957-1

320389

211.3998-48.96-198.0840.6655841.874080.432162151.4291

△q

-1.42695

流量初分配注：曼宁公式Nm=0.012 m=5.333 k =10.29N^23

1

2

注：管段【1】和【4】为两条平行管道的等效管段。

环号管段编号

s=k*l/D^

m he (m)

L (m)

D (mm)

q(L/s)h(m)sq^1q(L/s)h(m)sq^1

管内流速节点水头地面标高84.2882 4.2047249.88504 1.19243420.0411 1.1124955.510410.637928-65.6387-2.3145335.26164-0.9286-100.669-3.0450430.24815

-1.42417

-0.04236170.9052

△q -0.1239413.07710.74433956.919240.41625724.30016 1.68230869.230340.773498-3.34984-1.75397523.5987-0.42652-20.0411-1.1124955.51041-0.63793

-0.43982705.2587

△q -0.31181-199.50712031.99305-48.50

31.993050.55096717.221450.607248-13.0771-0.7443456.91924-0.41626-84.2882-4.2047249.88504-1.19243-199.50740.5456542.17574-1.67868

-0.35244166.2015

△q

-1.06029

第二次平差

水力分析结果

见第二页

第一次平差

自由水压二页