某綜合樓給水系統(tǒng)設(shè)計(jì)計(jì)算過程案例目錄TOC\o"1-3"\h\u23091某綜合樓給水系統(tǒng)設(shè)計(jì)計(jì)算過程案例 1158571.1用水量計(jì)算 146671.2給水支管水力計(jì)算 2139511.3給水立管水力計(jì)算 121.1用水量計(jì)算（1）最大日用水量計(jì)算公式（3-1）式中：最大日用水量Qd；用水單位數(shù)m；最高日用水定額qd。在一天二十四小時(shí)中本建筑用水量最大的時(shí)間段計(jì)算公式（3-2）式中：在一天二十四小時(shí)中本建筑用水量最大的時(shí)間段Qh；小時(shí)變化系數(shù)Kh；建筑物用水時(shí)間T。生活用水量計(jì)算如下表：表3-1生活用水量計(jì)算表序號用水部位用水單位用水量標(biāo)準(zhǔn)T（h）Qd(m3/d)KhQh(m3/h)1辦公210人50L/人·d1010.51.51.582會(huì)議廳175人6L/座·次41.051.50.393地下車庫6347㎡2L/㎡·次812.71.01.594小計(jì)///24.25/3.565綠化及未預(yù)見水/15%用水量/3.641.00.546總計(jì)///27.89/4.10由上表可知：本工程最高日用水量為27.89m3/d，在一天二十四小時(shí)中本建筑用水量最大的時(shí)間段為4.10m3/h。1.2給水支管水力計(jì)算自來水供水設(shè)計(jì)秒流量公式：公式（3-3）式中：給水設(shè)計(jì)秒流量qg；根據(jù)建筑用途所定系數(shù)α；衛(wèi)生器具給水當(dāng)量Ng。（1）A型衛(wèi)生間給水圖3-1大樣平面布置圖圖3-2大樣圖表3-2大樣圖計(jì)算表衛(wèi)生間α=1.5總當(dāng)量=9.00沿程水頭損失計(jì)算計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）11-220.500.000290.57150.100.27935.0022-161.000.000260.64200.200.933580.0021-200.500.000290.57150.100.23781.5020-191.000.000260.64200.200.441692.8019-181.500.000550.96200.300.44800.0018-172.000.000320.82250.400.25800.0017-162.500.000430.97250.471.282947.4016-23.500.000180.70320.561.015699.0015-140.500.000331.12401.410.21641.0014-131.000.000130.76501.500.09702.4013-122.000.000140.83501.620.03197.60續(xù)表3-1衛(wèi)生間α=1.5總當(dāng)量=9.00沿程水頭損失計(jì)算計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）12-62.500.000150.85501.670.624049.7010-90.500.000331.12401.410.13394.309-81.000.000130.76501.500.06505.708-71.500.000140.80501.570.06410.807-62.000.000140.83501.620.785380.006-34.500.000180.94501.840.281545.005-40.500.000290.57150.100.25850.004-31.000.000260.64200.200.361368.503-25.500.000190.97501.900.975003.002-19.000.000231.07502.100.291230.00AJL-1~5給水支管最小壓力：10處為壓力最難滿足的點(diǎn)，流出水頭：0.0026MPa+0.0026MPa×30%+0.10MPa=0.1034MPa。（2）B型衛(wèi)生間冷水給水圖3-3大樣平面布置圖圖3-4大樣圖表3-3大樣圖計(jì)算表B型衛(wèi)生間α=1.5總當(dāng)量=4.50沿程水頭損失計(jì)算計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）9-80.500.000331.12401.410.30907.708-71.000.000130.76501.500.12963.007-61.500.000140.80501.570.08612.006-52.000.000140.83501.620.12799.505-32.500.000150.85501.670.483151.504-30.500.000870.88120.103.814394.503-23.000.000160.88501.720.332040.8012-110.500.000290.57150.100.531814.0011-101.000.000130.76501.500.11903.5010-21.500.000140.80501.570.987216.702-14.500.000180.94501.840.392136.00BJL-1~3給水支管最小壓力：11處為壓力最難滿足的點(diǎn)，流出水頭：0.0020MPa+0.0020MPa×30%+0.10MPa=0.1026MPa。（3）C型衛(wèi)生間給水圖3-5大樣平面布置圖圖3-6大樣圖表3-4大樣圖計(jì)算表衛(wèi)生間α=1.5總當(dāng)量=1.50沿程水頭損失計(jì)算計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）3-21.000.000260.64200.201.064090.502-11.500.000270.75250.371.405190.60CJL-1給水支管最小壓力：3處為壓力最難滿足的點(diǎn)，流出水頭：0.0025MPa+0.0025MPa×30%+0.05MPa=0.0532MPa。D型衛(wèi)生間給水圖3-7大樣平面布置圖圖3-8大樣圖表3-5大樣圖計(jì)算表衛(wèi)生間α=1.5總當(dāng)量=1.50沿程水頭損失計(jì)算計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）5-40.500.000290.57150.100.331119.604-21.000.000550.96200.302.985417.00續(xù)表3-5計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）3-20.500.000331.12401.410.912734.902-11.500.000030.29400.370.072495.00DJL-1~2給水支管最小壓力：3處為壓力最難滿足的點(diǎn)，流出水頭：0.0010MPa+0.0010MPa×30%+0.10MPa=0.1013MPa。E型衛(wèi)生間給水圖3-9大樣平面布置圖圖3-10大樣圖表3-6大樣圖計(jì)算表衛(wèi)生間α=1.5總當(dāng)量=7.00沿程水頭損失計(jì)算計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）12-110.500.000331.12401.410.30899.3011-101.000.000130.76501.500.11907.7010-91.500.000140.80501.570.674931.8017-160.500.000290.57150.100.23800.5016-151.000.000260.64200.200.21800.5015-141.500.000550.96200.302.103820.7014-132.000.000320.82250.400.23720.6013-92.500.000481.02250.501.543215.209-54.000.000180.92501.800.13735.608-70.500.000290.57150.100.16538.807-61.500.000550.96200.300.11207.006-52.000.000320.82250.401.143614.005-26.000.000200.99501.930.341676.004-30.500.000331.12401.410.29876.703-21.000.000130.76501.500.766100.302-17.000.000211.02501.990.271254.90EJL-1~4給水支管最小壓力：14處為壓力最難滿足的點(diǎn)，流出水頭：0.0025MPa+0.0025MPa×30%+0.10MPa=0.1033MPa。1.3給水立管水力計(jì)算建筑給水立管所需壓力：公式（3-4）式中：給水系統(tǒng)所需壓力H；入管起點(diǎn)至配水壓力最難滿足的點(diǎn)處的位置高度差H1；計(jì)算管路總水頭損失H2；自來水供水最難以滿足的點(diǎn)所需出流水頭H3；引入管水表水頭損失H4。（1）市政直接給水立管圖3-11市政立管1JL-1計(jì)算圖表3-7市政立管1JL-1計(jì)算表1JL-1α=1.5總當(dāng)量=16.50沿程水頭損失計(jì)算管段用水當(dāng)量v（m/s）i（kPa/m）q（L/s）DN（mm）沿程水頭損失（kPa）L（mm）3-260.990.00026121.93500.000993.802-116.51.230.00039502.42500.000481.220.001475.02H1=8.40m=0.0840MPa；H2=0.00147×1.3=0.00191MPa，3-1處沿程水頭損失0.00147MPa，局損按沿程水頭損失的30%計(jì)；H3=0.1026MPa，位于二樓的市政自來水給水自來水供水最難以滿足的點(diǎn)出流水頭；H4=0.05MPa；H=H1+H2+H3+H4=0.0840+0.00191+0.1026+0.05=0.2385MPa。根據(jù)城市給水管道布置的規(guī)劃，市政管網(wǎng)能夠提供的自來水供水的水壓為0.25MPa。所以位于本棟綜合樓主樓三樓的立管1JL-1的自來水供水最難以滿足的點(diǎn)壓力能夠滿足要求。低區(qū)變頻給水立管圖3-12低區(qū)立管1JL1-1計(jì)算圖表3-8低區(qū)立管1JL1-1計(jì)算表1JL1-1α=1.5總當(dāng)量=30.00沿程水頭損失計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）6-560.00026120.99501.930.001023.905-4120.00034241.14502.240.001343.904-3180.00041151.26502.470.001603.903-2240.00013220.80652.670.000523.902-1300.00014850.86652.840.001228.210.0056923.81H1=27.90m=0.2790MPa；H2=0.00569×1.3=0.00740MPa，6-1處沿程水頭損失0.00569MPa，局損按沿程水頭損失的30%計(jì)；H3=0.1026MPa，八層自來水供水最難以滿足的點(diǎn)所需出流水頭；H4=0MPa；H=H1+H2+H3+H4=0.2790+0.00740+0.1026+0=0.3890MPa。低壓變頻泵可提供壓力為0.413MPa。所以可以滿足立管1JL1-1八層自來水供水最難以滿足的點(diǎn)壓力要求。（3）高區(qū)供水立管圖3-13高區(qū)立管1JL2-1計(jì)算圖表3-9高區(qū)立管1JL2-1計(jì)算表1JL2-1α=1.5總當(dāng)量=33.50沿程水頭損失計(jì)算管段用水當(dāng)量i（kPa/m）v（m/s）DN（mm）q（L/s）沿程水頭損失（kPa）L（mm）6-58.50.00029731.06502.070.001163.905-4150.00037801.20502.360.001473.904-321.50.00012500.78652.590.000493.903-227.50.00014180.84652.770.00055