輸配水管網(wǎng)-管網(wǎng)水力計算

管網(wǎng)水力計算目錄1

管徑確定2

水力計算案例管徑確定01一、管徑確定計算公式：

D－管段直徑，m；q－管段流量，m3/s；υ—管中流速，m/s。

vmax<2.5~3m/s；vmin>0.6m/s（1）設(shè)計流速小，管徑大，管網(wǎng)造價增加；水頭損失減小，水泵揚程降低，電費降低。（2）設(shè)計流速大，管徑就小，管網(wǎng)的造價就會降低，但管段水頭損失增大，所需的水泵揚程將提高。管網(wǎng)費用與流速的關(guān)系經(jīng)濟流速：一定年限T年內(nèi)管網(wǎng)造價和管理費用（主要是電費）之和最小的流速。一、管徑確定管

徑（mm）平均經(jīng)濟流速（m/s）管徑(mm)平均經(jīng)濟流速（m/s）100～3500.6～0.9≥4000.9～1.4經(jīng)濟流速法經(jīng)濟流速法管徑(mm)界限流量（L/s）管徑(mm)界限流量（L/s）管徑(mm)界限流量（L/s）100＜935068～96700355～4901509～1540096～130800490～68520015～28.5450130～168900685～82225028.5～45500168～2371000822～112030045～68600237～355水力計算案例02某鎮(zhèn)給水管網(wǎng)布置及管段長度如圖所示。管網(wǎng)最高用水時用水量Qh=97.15L/s，各節(jié)點流量標注于圖上。各點最小服務(wù)水頭相同Hc=20m。各點地面高程及吸水井最低水位列于表1。試進行樹狀網(wǎng)水力計算。樹狀網(wǎng)水力計算節(jié)點01234567地面高程（m）32.032.532.131.432.734.233．1531．8節(jié)點89101112吸水井水塔地面高程（m）32.132.032.332.032.329．032．0表1節(jié)點地面高程二、水力計算案例樹狀網(wǎng)水力計算節(jié)點01234567地面高程（m）32.032.532.131.432.734.233．1531．8節(jié)點89101112吸水井水塔地面高程（m）32.132.032.332.032.329．032．0表1節(jié)點地面高程二、水力計算案例

首先選擇控制點，確定干管管線。二、水力計算案例根據(jù)控制點，編寫干管管段編號。表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11實際長度。表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例管段流量指本管段后所有節(jié)點流量之和。表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例干管：對起點水壓未知的管網(wǎng)計算，參考經(jīng)濟流速確定D、流速和水力坡度Dmin=100mm表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11水頭損失一般100m不超過1m二、水力計算案例干管：對起點水壓未知的管網(wǎng)計算，參考經(jīng)濟流速確定D、流速和水力坡度Dmin=100mm表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例干管：對起點水壓未知的管網(wǎng)計算，參考經(jīng)濟流速確定D、流速和水力坡度Dmin=100mm表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11水頭損失一般100m不超過1m二、水力計算案例干管：對起點水壓未知的管網(wǎng)計算，參考經(jīng)濟流速確定D、流速和水力坡度Dmin=100mm管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例水頭損失(7)=

1000i(6)/1000×管長L(2)=表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例節(jié)點表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例地面高程題目中讀取表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例節(jié)點01234567地面高程（m）32.032.532.131.432.734.233．1531．8節(jié)點89101112吸水井水塔地面高程（m）32.132.032.332.032.329．032．0第一步：控制點自由水壓直接填寫要求最低壓力20m；第二步：水壓高程（9）=地面高程（10）+自由水壓20第三步：本管段水壓高程（9）43=上管段（9）54+水頭損失（7）54第四步：（11）4=（9）4-（10）4表2干線水力計算管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度1000i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩

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5~43006.951000.918.15.43554.234.220.0459.6332.726.934~320034.152500.73.450.69360.3231.428.923~236058.853000.833.71.33261.6532.129.552~145088.653500.923.711.67163.3232.530.821~041097.153501.014.371.79065.1132.033.11二、水力計算案例

管網(wǎng)水力計算（支管）某鎮(zhèn)給水管網(wǎng)布置及管段長度如圖所示。管網(wǎng)最高用水時用水量Qh=97.15L/s，各節(jié)點流量標注于圖上。各點最小服務(wù)水頭相同Hc=20m。各點地面高程及吸水井最低水位列于表1。試進行樹狀網(wǎng)水力計算。樹狀網(wǎng)水力計算節(jié)點01234567地面高程（m）32.032.532.131.432.734.233．1531．8節(jié)點89101112吸水井水塔地面高程（m）32.132.032.332.032.329．032．0表1節(jié)點地面高程水力計算案例支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算管段樹狀網(wǎng)水力計算支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算實際長度樹狀網(wǎng)水力計算支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算根據(jù)節(jié)點流量計算樹狀網(wǎng)水力計算支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算節(jié)點樹狀網(wǎng)水力計算支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算題目中讀取節(jié)點01234567地面高程（m）32.032.532.131.432.734.233．1531．8節(jié)點89101112吸水井水塔地面高程（m）32.132.032.332.032.329．032．0管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算支管屬于起點水壓已知的管網(wǎng)支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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1-112002.01000.260.001940.05660.39163.3232.530.821162.9332.030.932-102605.11000.660.01040.0362.70261.6532.129.551058.9532.326.652-124009.91250.830.01170.02344.68261.6532.129.551256.9732.324.673-92502.51000.320.002880.03330.72360.3231.428.92959.632.027.64-616019.41501.120.01610.04052.58459.6332.726.93657.0533.1523.93-737010.31250.850.01220.01394.51360.3231.428.92755.8131.824.017-82202.51000.320.002880.01390.63855.1832.123.08表

支管水力計算對于起點水壓已知的管網(wǎng)，計算時，參考允許的水力坡度確定D和實際水力坡度。例如：管段4～6，末點6最小服務(wù)水頭20m，則要求的水壓高程最小為20+33.15=53.15m，起點4的水壓高程為59.63m，則管段4～6允許的最大水頭損失為59.63-53.15=6.48m，允許的最大水力坡度為6.48/160=0.0405，將該值填入第7欄參考水力坡度。其它管段以此類推。支管水力計算案例支管水力計算案例管段管長L(m)流量q(L/s)管徑D（m）流速υ(m/s)水力坡度i參考水力坡度i水頭損失(m)節(jié)點水壓高程（m）地面高程（m）自由水壓（m）①②③④⑤⑥⑦⑧⑨⑩?

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支管水力計算支管水力計算案例查水力計算表確定管徑，并使其對應(yīng)的水力坡度最接近參考水力坡度而又不大于參考水力坡度。如管段4～6選用150mm管徑，流速1.12m/s，已超出經(jīng)濟流速范圍，但對應(yīng)的水力坡度0.0161并未超出參考水力坡度，因此可行。

支管水力計算案例

根據(jù)實際水力坡度0.0161求水頭損失：h4-6=0.016(i)×160(L)=2.58m，填入第⑧欄；計算末點水壓高程：末端水壓高程=起端水壓高程-管段水頭損失6點的水壓高程=4點的水壓高程（59.63）-h4-6（2.58）=57.05m,填入第⑩6點的自由水壓=6點水壓高程（57.05）-地面高程（33.15）=23.9m,填入?欄。

按照上述方法，管段1～11、3～9、7～8可以選用比100mm更小的管徑，但要求干管的最小管徑為100mm，故仍選用l00mm管徑。支管水力計算案例管段管長L(