某綜合樓給排水工程中給水系統(tǒng)設(shè)計計算案例目錄TOC\o"1-3"\h\u22212某綜合樓給排水工程中給水系統(tǒng)設(shè)計計算案例 -1-213331.1設(shè)計說明 -1-29501.2生活用水量計算 -1-35711.3給水管道水力計算 -3-101411.4給水系統(tǒng)水力計算 -18-1.1設(shè)計說明本工程為建筑層數(shù)地下一層，地上十三層的綜合樓，室外地面至建筑屋頂高度48.6m，屬于高層建筑。為避免建筑低層配水點靜水壓力過大，采取豎向分區(qū)，綜合考慮，采用分區(qū)給水，一到四層為低區(qū)，由市政管網(wǎng)直接供水；五到十三層為高區(qū)，采用變頻水泵供水。給水管采用塑料管。1.2生活用水量計算1.2.1最高日用水量最高日用水量： QUOTEQd=mqd 公式(2-SEQ公式\*ARABIC\s11)式中:m——用水單位數(shù)；1.2.2最高日最大時用水量 公式(2-SEQ公式\*ARABIC\s12)式中:Kh——小時變化系數(shù)；T——建筑物的用水時間，h。根據(jù)設(shè)計資料，一層為大廳、接待室，二層為餐飲娛樂，三層為洗浴休閑，四層為美容洗浴，五至十三層為賓館住宿。由于一層無主要用水器具，因此用水量可從二層開始計算。通過平面圖測算統(tǒng)計可得，二層面積為1462m2，其中餐廳面積為461m2；三層面積為1453m2，其中洗浴間161m2；四層面積為1483m2，其中洗浴間161m2，美容、美發(fā)間107m2；五至十三層床位一共126個床位。第二層最高日用水量計算第二層為餐飲，當(dāng)無法獲得確切人數(shù)時，取1.0m2/人計算；用餐次數(shù)按3.0次計。餐飲業(yè)服務(wù)人員按20%客人數(shù)計。用餐人數(shù)餐飲服務(wù)人員，取92人。根據(jù)規(guī)范，用水定額取50L/d，使用時間12小時,時變化系數(shù)取1.2。最高日用水量最高時用水量第三層最高日用水量計算第三層為洗浴休閑，其中洗浴間161m2。當(dāng)無法獲得確切人數(shù)時，可按10（有效面積）m2/人計算采用估算法，洗浴次數(shù)按每人每日2次計。洗浴單量，取32人。根據(jù)規(guī)范用水定額取100L/d。使用時間12小時,時變化系數(shù)取1.5。最高日用水量最高時用水量第四層最高日用水量計算第四層有洗浴間、美容間、美發(fā)間，其中洗浴面積為161m2，美容美發(fā)面積為107m2。根據(jù)規(guī)范，當(dāng)無法獲得確切人數(shù)時，可按10（有效面積）m2/人計算采用估算法。洗浴次數(shù)按每人每日2次計，用水定額取100L/d，使用時間為12小時，時變化系數(shù)取1.5；美發(fā)、美容次數(shù)可按每人每日1次，用水定額取50，使用時間為12小時，時變化系數(shù)取1.5。①洗浴間洗浴單量，取32人。最高日用水量最高時用水量②美容美發(fā)間美容、美發(fā)用水單量最高日用水量最高時用水量總最高日用水量總最高時用水量第五至十三層最高日用水量計算第五至十三層為賓館住宿，一共有126個床位。根據(jù)規(guī)范，旅客用水定額取300L/d，時變化系數(shù)取2.0；根據(jù)經(jīng)驗估算，員工最高日用水量取旅客的1.1倍，使用時間10小時，時變化系數(shù)取2.0。旅客最高日用水量員工最高日用水量員工最高時用水量總最高日用水量總最高時用水量總最高日用水量計算總最高日最高時用水量計算1.2.3地下室的水箱容積根據(jù)規(guī)范，資料不充分的時候，應(yīng)高按最高日用水量的百分二十到百分二十五確定。本綜合樓設(shè)計中取最高日用水量的25%，生活貯水有效容積為：V=25%×114.48=28.62m3取水箱容積為30.00m3，根據(jù)12S101水箱圖集第20頁，選用尺寸為4000×3000×2500mm的水箱，外形尺寸為4100×3100×2550mm。1.3給水管道水力計算本綜合樓的給水設(shè)計秒流量公式：公式(2-3)根據(jù)規(guī)范，本綜合樓一至四層為餐飲娛樂場所，就按照商場的α值來算，α=1.5；五至十三層都是客房，按照賓館的α值來算，α=2.5。1.3.1低區(qū)給水計算(1)一至四層公衛(wèi)1(JL-1)給水計算：圖2-SEQ圖\*ARABIC\s11一至三層公衛(wèi)1給水支管水力圖示表2-1一至三層公衛(wèi)1給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i(kPa)管長(m)沿程水頭損失hy=iL(kPa)自至010.501.201.20400.950.290.1260.037120.501.201.20400.950.290.9900.287231.002.401.50401.190.431.0250.441341.503.601.57500.800.161.1600.186451.503.601.57500.800.161.0160.163562.004.801.62500.830.171.0240.174672.504.901.67500.850.181.8680.336782.504.901.67500.850.182.7310.492893.005.001.72500.880.190.8450.1619103.505.101.76500.900.200.5700.11410113.505.101.76500.900.200.2210.0441220.501.201.20400.950.290.1260.0371330.501.201.20400.950.290.1260.03714150.501.201.20400.950.290.2460.0711550.501.201.20400.950.291.1600.3361660.500.100.10150.570.340.6720.2281780.500.100.10150.570.340.1210.0411890.500.100.10150.570.340.1210.041總3.200一層公衛(wèi)2(JL-2)給水計算：圖2-SEQ圖\*ARABIC\s12一層公衛(wèi)2(JL-2)給水支管水力圖示管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.340.2800.095120.500.100.10150.570.340.5390.183230.500.100.10150.570.343.3641.144340.500.100.10150.570.340.4730.161451.001.301.30500.660.110.9770.107561.502.501.57500.800.160.9000.144672.003.701.62500.830.170.5630.096840.501.201.20500.610.100.0960.010950.501.201.20500.610.100.0960.0101060.501.201.20500.610.100.0960.010表2-2一層公衛(wèi)2(JL-2)給水支管計算表(3)一至三層公衛(wèi)3(JL-3)給水計算：圖2-3一至三層公衛(wèi)3(JL-3)給水支管水力圖示表2-3一至三層公衛(wèi)3(JL-3)給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.340.1250.043120.500.100.10150.570.342.7520.936230.500.100.10150.570.340.8050.274341.001.301.30401.030.330.9220.304451.502.501.57500.800.161.1080.177630.501.201.20400.950.290.1000.029740.501.201.20400.950.290.1000.029總1.800(4)二層更衣室(JL-4)給水計算：圖2-4二層更衣室給水支管水力圖示表2-4二層更衣室給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i(kPa)管長(m)沿程水頭損失hy=iL(kPa)自至010.501.201.20400.950.290.1000.029120.501.201.20400.950.291.1800.342總0.371(5)四層公衛(wèi)1(JL-1)給水計算：圖2-5四層公衛(wèi)1(JL-1)給水支管水力圖示表2-5四層公衛(wèi)1(JL-1)給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.340.1260.043120.500.100.10150.570.340.9900.337231.000.200.20200.640.301.0250.308341.500.300.30250.610.221.1600.255451.500.300.30250.610.221.0160.224562.000.400.40320.500.111.0240.113672.500.500.47320.580.151.8680.280782.500.500.47320.580.152.7310.410893.000.600.52320.650.180.8450.1529103.500.700.56320.700.210.5700.12010113.500.700.56320.700.210.2210.0461220.500.100.10150.570.340.1260.0431330.500.100.10150.570.340.1260.04314150.500.100.10150.570.340.2460.0841550.500.100.10150.570.341.1600.3941660.500.100.10150.570.340.6720.2281780.500.100.10150.570.340.1210.0411890.500.100.10150.570.340.1210.041總3.162(6)四層美容美發(fā)室(JL-5～6)給水計算：圖2-6四層美容美發(fā)室給水支管水力圖示表2-6四層美容美發(fā)室給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i(kPa)管長(m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.340.1000.034120.500.100.10150.570.342.2740.773總0.807(7)JL-1給水立管計算：圖2-7JL-1給水立管管道圖示表2-7JL-1給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至013.500.700.56320.700.214.2000.882127.0010.201.99700.520.054.2000.2102310.5015.302.17700.560.064.2000.2523414.0020.402.32700.600.061.2500.075總1.419(8)JL-2給水立管計算：圖2-8JL-2給水立管管道圖示表2-8JL-2給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至012.003.701.62500.830.171.2500.213(9)JL-3給水立管計算：圖2-9JL-3給水立管管道圖示表2-9JL-3給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至011.502.501.57500.800.164.2000.672123.005.001.72500.880.194.2000.798234.507.501.84500.940.211.2500.2631.733(10)JL-4給水立管計算：圖2-10JL-4給水立管管道圖示表2-10JL-4給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至010.501.201.20400.950.295.4501.581(11)JL-5～6給水立管計算：圖2-11JL-5～6給水立管管道圖示表2-11JL-5～6給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻I（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.3413.8504.7091.3.2高區(qū)給水計算(1)五至十三層衛(wèi)1(JL-7)給水計算：圖2-12五至十三層衛(wèi)1給水支管水力圖示 表2-12五至十三層衛(wèi)1給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i(kPa)管長(m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.340.1000.034120.500.100.10150.570.340.9600.326230.500.100.10150.570.340.4800.163341.000.200.20200.640.301.2160.365452.000.340.34320.420.080.2640.021562.000.340.34320.420.080.1000.008730.500.100.10150.570.340.2200.075841.000.140.14150.790.640.1220.078總1.100(2)五至十三層衛(wèi)2(JL-8～12)給水計算：圖2-SEQ圖\*ARABIC\s113五至十三層衛(wèi)2給水支管水力圖示 表2-13五至十三層衛(wèi)2給水支管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i(kPa)管長(m)沿程水頭損失hy=iL(kPa)自至010.500.100.10150.570.340.1000.034120.500.100.10150.570.341.7400.592231.000.200.20200.640.300.4800.144342.000.400.40320.500.111.1990.132454.000.680.68320.850.300.2810.084564.000.680.68320.850.300.1000.030780.500.100.10150.570.340.1000.034280.500.100.10150.570.340.9600.326930.500.100.10150.570.340.2200.0751030.500.100.10150.570.341.0000.3401141.000.140.14150.790.640.1190.0761241.000.140.14150.790.640.9000.576總2.443(3)JL-7給水立管計算：圖2-14JL-7給水立管水力圖示表2-14JL-7給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻I（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至012.000.340.34250.690.273.6000.972124.000.680.68320.850.303.6001.080236.001.021.02500.520.073.6000.252348.001.361.36500.690.123.6000.4324510.001.701.58500.800.163.6000.5765612.002.041.73500.880.193.6000.6846714.002.381.87700.490.043.6000.1447816.002.722.00700.520.053.6000.1808918.003.062.12700.550.053.6500.183總4.503(4)JL-8~12給水立管計算：圖2-15JL-8～12給水立管水力圖示 表2-15JL-8～12給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻i（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至014.000.680.68320.850.303.6001.080128.001.361.36500.690.123.6000.4322312.002.041.73500.880.193.6000.6843416.002.722.00700.520.053.6000.1804520.003.402.24700.580.063.6000.2165624.004.082.45700.640.073.6000.2526728.004.762.65700.690.083.6000.2887832.005.442.83700.740.093.6000.3248936.006.123.00700.780.103.6500.365總3.821給水立管JL-8、JL-9、JL-10、JL-11、JL-12計算同JL-8～12。(5)JL-A給水立管計算：圖2-16JL-A給水立管水力圖示表2-16JL-A給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻I（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至01198.0033.667.041000.900.0969.6876.2721.4給水系統(tǒng)水力計算1.4.1高區(qū)給水管網(wǎng)給水系統(tǒng)的水壓應(yīng)保證最不利點配水具有足夠的流出水頭，其計算公式如下 QUOTEH=H1+H2+H式中：H3——水流通過水表時的水頭損失，取30kPa；高區(qū)給水系統(tǒng)最不利配水點為13層JL-7的洗臉盆。圖2-17高區(qū)給水計算水力圖示表2-17高區(qū)給水立管計算表管段編號當(dāng)量總數(shù)ΣN額定流量累加值q(L/s)設(shè)計秒流量q(L/s)DN(mm)v(m/s)單阻I（kPa)管長（m)沿程水頭損失hy=iL(kPa)自至012.000.340.34250.690.273.6000.972124.000.680.68320.850.303.6001.080236.001.021.02500.520.073.6000.252348.001.361.36500.690.123.6000.4324510.001.701.58500.800.163.6000.5765612.002.041.73500.880.193.6000.6846714.002.381.87700.490.043.6000.1447816.002.722.00700.520.053.6000.1808918.003.062.12700.550.053.6500.18391018.003.062.12700.550.059.2390.462101154.009.183.67800.730.082.0190.162111290.0015.304.74800.940.128.6211.0351213126.0021.425.611000.710.062.0190.1211314162.0027.546.361000.810.078.6210.6031415198.0033.667.041000.900.091.9490.1751516198.0033.667.041000.900.09