给水工程设计计算书

1、目录第一章水质水量计算11.1水源状况11.2 用水量情况（K1.1）11.2.1近期流量计算11.2.2远期用水量计算2第二章管网计算42.1管网水力计算42.1.1沿程水头损失计算公式42.1.2参数计算：海曾-威廉公式42.1.3管段数据表52.1.4节点数据表72.1.5工程量表82.2 消防校核92.2.1沿程水头损失计算公式92.2.2参数计算：海曾-威廉公式102.2.3管段数据表102.2.4节点数据表122.3事故校核132.3.1沿程水头损失计算公式142.3.2参数计算：海曾-威廉公式142.3.3管段数据表152.3.4节点数据表17第三章 混凝沉淀设计计算183.1混

2、凝剂投配设备的计算183.1.1混凝剂投加方法183.1.2混凝剂的调制方法183.1.3溶液池容积W1183.1.4贮液池的设计193.1.5投药管193.1.6溶液池和贮液池的平面布置193.1.7计量投加设备193.1.8加药间及药剂仓库203.2混合设备的设计203.3网格絮凝池的设计213.4斜管沉淀池的设计243.4.1平面尺寸计算243.4.2进出水系统253.4.3沉淀池排泥系统设计263.4.4核算27第四章 过滤设计计算284.1平面尺寸计算284.2进出水系统294.3反冲洗系统334.4滤料级配424.5排水系统424.6滤池总高度43第五章 消毒设计计算445.1加药

3、量的决定445.1.1加氯量计算445.1.2加氯设备的选择445.2加氯间的布置45第六章 其他设计计算466.1清水池的设计计算466.1.1平面尺寸计算466.1.2管道系统466.1.3清水池的布置476.2辅助建筑物的面积设计48第七章 水厂总体布置497.1对平面布置的合理性说明497.1.1平面布置497.1.2厂区道路布置497.1.3厂区绿化布置497.1.4水厂的管线布置507.2对高程布置的合理性说明507.2.1管渠水力计算507.2.2 给水处理构筑物高程计算527.2.3 给水处理构筑物高程布置53第八章 取水泵房设计计算538.1 进水间设计548.1.1 一泵站

4、设计水量548.1.2 格栅的设计548.1.3 格网的设计558.2 取水头部及尺寸计算568.2.1 取水头部及高程计算568.2.2 进水间平面尺寸及吸水间平面尺寸的计算578.2.3 格栅格网的起吊设备588.3 泵设计扬程的确定588.3.1设计流量的确定和扬程估算588.3.2 初选选择水泵和机组598.3.3机组尺寸的确定598.4 水泵的有关设计计算和校核608.4.1吸水管路和压水管路的计算608.4.2水泵机组和道路布置608.4.3吸水管在吸水间布置628.4.4水泵安装高度的确定628.4.5吸水管中的水头损失638.4.6压水管路水头损失hd638.4.7水泵实际扬程

5、648.5泵房设计及附属设备的选择648.5.1附属设备的选择计算648.5.2泵房高度计算65第九章 送水泵房设计计算679.1送水泵站的设计679.1.1二泵站供水量和扬程的计算679.1.2初选泵和电机679.2机组基础尺寸的确定689.3水泵的有关设计计算和校核699.3.1吸水管路和压水管路的计算699.3.2机组与管道布置699.3.3水泵安装高度的确定709.3.4吸水管路与压水管路的水头损失的计算719.3.5附属设备的选择72参考文献75第一章 水质水量计算1.1水源状况汉江水文资料1）窑湾 1洪水位 57.90m 97%枯水位 49.75m2) 红山头 1洪水位 59.34

6、m 97%枯水位 50.83m1） 水质分析结果（见下表）表1-1 汉江水质分析结果表项目单位最大最小平均水温31016色度度291015.5浊度mg/L40040185总硬度mg/L(Cao)704558PH值8.16.87.7耗氧量mg/L8.406.827.10大肠杆菌个/L75050230细菌个/mL28001802401.2 用水量情况（K1.1）1.2.1近期流量计算（1）居民用水量： 当居民生活用水定额（）为200（根据本市为一区中小城市最高日得到）时（2）工业用水量：则：式中时变化系数，取1.1工业用水循环率，取（3）市政用水量则： （4）公建用水量，则：（5）未预见和未预漏损

7、用水量，则：（6）总用水量 （7）近期最高日平均时流量为则：（8）近期最高日最大时流量为式中 时变化系数，取1.51.2.2远期用水量计算（1）居民用水量： 当居民生活用水定额（）为200（根据本市为一区中小城市最高日得到）时（2）工业用水量：则：式中 日变化系数，取1.1工业用水循环率，取（3）市政用水量，则：（4）公建用水量，则：（5）未预见和未预漏损用水量，则：（6）总用水量 （7）远期最高日平均时流量为则：（8）最高日最高时流量为（当时变化系数Kh=1.5时）：第二章 管网计算2.1管网水力计算说明：本设计给水管网包含50条管段和33个节点。计算书内容包括沿程水头损失计算公式、参数计算

8、公式、管段数据表、节点数据表、工程量表和计算说明。 1.本图为最高日最高时用水设计工况平差计算。 2.管网共设置1个水源点，节点5供水量2083.34升/秒。 3.控制点为节点16，控制点自由水头28.000米。 4.流量单位为升/秒，流速单位为米/秒，水压和高程以米为单位。2.1.1沿程水头损失计算公式 或 公式参数：hf-沿程水头损失(米)，v-过水断面平均流速(米/秒)，R-过水断面水力半径(米)，L-管段长度(米)，D-管段直径(米)，C-谢才系数，g-重力加速度(米/平方秒)，-沿程阻力系数。2.1.2参数计算：海曾-威廉公式管段水头损失计算采用海曾-威廉公式2.1.3管段数据表表2

9、-1 管段数据表管段L(m)D(m)Cv（m/s）Q(L/s)h(m)1000i长度分配工程性质1-4586.740.351000.44943.220.6111.042双侧新建2-1382.060.51000.42282.880.2340.613双侧新建2-6585.090.51000.50599.140.4990.853双侧新建3-2368.160.71000.615236.680.3060.831双侧新建3-9589.630.71000.614236.260.4880.828双侧新建4-8451.420.31000.25818.270.2020.448双侧新建5-10470.690.621

10、000.991041.670.972.06不供水新建6-4458.410.351000.37736.310.3460.755双侧新建6-11450.150.351000.37536.070.3360.745双侧新建7-3781.870.91000.855544.150.8931.142双侧新建7-13589.5711000.926727.20.6891.169双侧新建9-6420.040.41000.41151.590.3170.755双侧新建9-12453.650.81000.672337.670.3800.837双侧新建10-7266.201.21001.1831338.40.3961.4

11、89双侧新建10-14642.3711000.918720.90.7391.151单侧新建11-8517.160.251000.22010.80.2130.411单侧新建12-11459.960.251000.26813.160.2730.593单侧新建12-16640.710.71000.732281.760.7351.147单侧新建13-9781.420.71000.636244.890.6910.885双侧新建13-15453.600.91000.966614.70.6491.431双侧新建14-13455.630.71000.587225.730.3470.761双侧新建14-1749

12、4.220.81000.902453.250.7141.444单侧新建15-12781.080.351000.31530.330.4220.541双侧新建15-19611.160.81001.001502.921.0701.751双侧新建16-18413.760.41000.37146.590.2590.625双侧新建16-21884.130.61000.661187.031.0061.138单侧新建17-15601.370.31000.26518.730.2820.469双侧新建17-22625.950.81000.770386.980.6751.078单侧新建18-20563.460.51

13、000.42984.270.3560.632双侧新建19-18434.410.51000.48695.470.3460.796双侧新建19-23553.420.81000.731367.260.5410.978双侧新建20-24305.200.351000.46144.320.3331.092双侧新建21-25579.190.51000.661129.740.8141.405双侧新建22-19760.800.41000.44956.410.6780.891双侧新建22-26592.430.71000.713274.480.6481.093单侧新建23-20376.290.251000.2241

14、1.010.1600.426双侧新建23-28677.080.71000.714274.860.7421.096双侧新建24-21577.770.31000.1168.180.0580.101双侧新建25-29674.010.41000.42753.680.5470.812双侧新建26-23915.290.31000.30921.850.5710.624双侧新建26-30555.140.61000.678191.670.6611.191单侧新建27-25689.430.21000.1103.460.1020.148双侧新建27-31773.580.41000.40050.320.5570.72

15、1双侧新建28-27375.180.51000.657129.020.5221.390双侧新建28-32776.910.51000.45288.690.5390.694双侧新建30-28843.570.41000.41652.270.6520.773双侧新建30-33791.150.51000.39477.320.4260.539单侧新建31-29715.570.21000.1023.210.0920.129双侧新建32-31435.040.31000.44831.660.5401.240双侧新建33-32837.120.31000.38026.860.7660.915双侧新建2.1.4节点数

16、据表表2-2 节点数据表编号地面高程(m)服务水头(m)自由水头(m)节点水压(m)节点流量(L/s)集中流量水源供水量(L/s)消防流量(L/s)转输水头164.00028.00032.06396.06339.660-266.00028.00030.29796.29754.660-45-366.00028.00030.60396.60371.220-463.00028.00032.45295.45261.260-564.00028.00034.92298.922002083.34-665.00028.00030.79895.79878.340-759.00028.00038.49697.49

17、667.040-860.00028.00035.25095.25029.070-965.00028.00031.11596.11591.890-1063.00028.00034.89297.89224.050-1164.00028.00031.46395.46338.430-1264.00028.00031.73595.73573.070-1358.00028.00038.80696.80693.350-1458.00028.00039.15397.15341.920-1558.00028.00038.15796.157100.180-1667.00028.00028.00095.00048.

18、150-45-1758.00028.00038.43996.43947.550-1861.00028.00033.74194.74157.790-1960.00028.00035.08795.08796.60-2060.00028.00034.38594.38550.960-2163.00028.00030.99493.99465.460-2258.00028.00037.76595.76556.080-2358.00028.00036.54694.546103.250-2459.00028.00035.05294.05236.150-2558.00028.00035.18093.18079.

19、530-2657.00028.00038.11795.11760.960-2758.00028.00035.28293.28275.250-2856.00028.00037.80493.804109.410-2958.00028.00034.63392.63356.890-3056.00028.00038.45694.45662.090-3157.00028.00035.72592.72578.770-3254.00028.00039.26493.26483.880-3356.00028.00038.03094.03050.460-2.1.5工程量表表2-3 工程量表序号项目名称规格单位数量备

20、注1球墨铸铁管DN200米1405.00新建2球墨铸铁管DN250米1353.41新建3球墨铸铁管DN300米3818.01新建4球墨铸铁管DN350米2581.58新建5球墨铸铁管DN400米3885.75新建6球墨铸铁管DN500米4487.46新建7球墨铸铁管DN600米2380.65新建8球墨铸铁管DN700米4105.06新建9球墨铸铁管DN800米2738.40新建10球墨铸铁管DN900米1235.47新建11球墨铸铁管DN1000米1231.94新建12球墨铸铁管DN1200米266.20新建2.2 消防校核说明：本设计给水管网包含50条管段和33个节点。计算书内容包括沿程水头

21、损失计算公式、参数计算公式、管段数据表、节点数据表、工程量表和计算说明。 1.本图为消防工况校核平差计算。 2.管网共设置1个水源点，节点5供水量2173.34升/秒。 3.消防校核按同时发生火灾2处计算，火灾点2消防流量45升/秒，自由水头29.970米；火灾点16消防流量45升/秒，自由水头27.583米。 4.流量单位为升/秒，流速单位为米/秒，水压和高程以米为单位。2.2.1沿程水头损失计算公式 或 式中：hf沿程水头损失(米)，v过水断面平均流速(米/秒)，R过水断面水力半径(米)，L管段长度(米)，D管段直径(米)，C谢才系数，G重力加速度(米/平方秒)，沿程阻力系数。2.2.2参

22、数计算：海曾-威廉公式管段水头损失计算采用海曾-威廉公式2.2.3管段数据表表2-4 管段数据表编号L(m)D(m)CV(m/s)Q(L/s)H(m)1000i长度分配工程性质1-4586.740.351000.44142.440.5911.008双侧新建2-1382.060.51000.41882.10.2300.602双侧新建2-6585.090.51000.48695.350.4650.794双侧新建3-2368.160.71000.720277.110.4101.113双侧新建3-9589.630.71000.625240.690.5050.857双侧新建4-8451.420.3100

23、0.25618.090.1990.440双侧新建5-10470.690.621001.0302173.341.0402.22不供水新建6-4458.410.351000.38436.910.3570.778双侧新建6-11450.150.351000.37536.090.3360.746双侧新建7-3781.870.91000.926589.021.0341.322双侧新建7-13589.5711000.956750.720.7311.240双侧新建9-6420.040.41000.44655.990.3690.878双侧新建9-12453.650.81000.715359.150.4260.

24、939双侧新建10-7266.201.21001.2441406.780.4351.633双侧新建10-14642.3711000.945742.510.7811.215单侧新建11-8517.160.251000.22410.980.2190.424单侧新建12-11459.960.251000.27113.320.2790.606单侧新建12-16640.710.71000.800307.880.8661.352单侧新建13-9781.420.71000.692266.340.8081.034双侧新建13-15453.600.91000.990630.020.6791.498双侧新建14-

25、13455.630.71000.621238.980.3850.846双侧新建14-17494.220.81000.918461.620.7381.494单侧新建15-12781.080.351000.36535.130.5540.710双侧新建15-19611.160.81001.025514.971.1181.830双侧新建16-18413.760.41000.26333.040.1370.331双侧新建16-21884.130.61000.643181.690.9541.079单侧新建17-15601.370.31000.28720.260.3260.543双侧新建17-22625.95

26、0.81000.783393.810.6971.113单侧新建18-20563.460.51000.42783.90.3530.627双侧新建19-18434.410.51000.553108.650.4391.011双侧新建19-23553.420.81000.735369.210.5470.988双侧新建20-24305.200.351000.48646.80.3681.207双侧新建21-25579.190.51000.646126.890.7811.348双侧新建22-19760.800.41000.47359.490.7480.983双侧新建22-26592.430.71000.72

27、3278.240.6641.121单侧新建23-20376.290.251000.28213.860.2460.653双侧新建23-28677.080.71000.715275.150.7431.098双侧新建24-21577.770.31000.15110.650.0950.165双侧新建25-29674.010.41000.41752.460.5250.778双侧新建26-23915.290.31000.32623.040.6300.689双侧新建26-30555.140.61000.687194.240.6781.221单侧新建27-25689.430.21000.1625.10.209

28、0.304双侧新建27-31773.580.41000.40450.770.5670.733双侧新建28-27375.180.51000.668131.120.5371.432双侧新建28-32776.910.51000.45288.750.5400.695双侧新建30-28843.570.41000.43154.130.6960.825双侧新建30-33791.150.51000.39778.020.4330.548单侧新建31-29715.570.21000.1414.430.1670.234双侧新建32-31435.040.31000.45932.430.5641.296双侧新建33-3

29、2837.120.31000.39027.560.8030.959双侧新建2.2.4节点数据表表2-4 节点数据表编号地面高程(m)服务水(m)自由水头(m)节点水压（m）节点流量(L/s)集中流量(L/s)水源供水量(L/s)消防流量(L/s)转输水头164.00028.00031.74195.74139.660-266.00028.00029.97095.97054.660-45-366.00028.00030.38096.38071.220-463.00028.00032.14995.14961.260-564.00028.00034.80998.809002173.34-665.000

30、28.00030.50695.50678.340-759.00028.00038.41497.41467.040-860.00028.00034.95194.95129.070-965.00028.00030.87595.87591.890-1063.00028.00034.84997.84924.050-1164.00028.00031.17095.17038.430-1264.00028.00031.44995.44973.070-1358.00028.00038.68396.68393.350-1458.00028.00039.06897.06841.920-1558.00028.000

31、38.00396.003100.180-1667.00028.00027.58394.58348.150-45-1758.00028.00038.33096.33047.550-1861.00028.00033.44694.44657.790-1960.00028.00034.88594.88596.60-2060.00028.00034.09394.09350.960-2163.00028.00030.62993.62965.460-2258.00028.00037.63395.63356.080-2358.00028.00036.33894.338103.250-2459.00028.00

32、034.72493.72436.150-2558.00028.00034.84892.84879.530-2657.00028.00037.96994.96960.960-2758.00028.00035.05893.05875.250-2856.00028.00037.59593.595109.410-2958.00028.00034.32492.32456.890-3056.00028.00038.29194.29162.090-3157.00028.00035.49192.49178.770-3254.00028.00039.05593.05583.880-3356.00028.0003

33、7.85893.85850.460-2.3事故校核说明：本设计给水管网包含50条管段和33个节点。计算书内容包括沿程水头损失计算公式、参数计算公式、管段数据表、节点数据表、工程量表和计算说明。 1.本图为事故工况校核平差计算。 2.管网共设置1个水源点，节点5供水量1458.34升/秒。 3.事故校核按管段23-28发生故障计算。 4.控制点为节点16，控制点自由水头29.598米。 5.流量单位为升/秒，流速单位为米/秒，水压和高程以米为单位。2.3.1沿程水头损失计算公式 或 式中：Hf沿程水头损失(米)，V过水断面平均流速(米/秒)，R过水断面水力半径(米)，L管段长度(米)，D管段直径

34、(米)，C谢才系数，G重力加速度(米/平方秒)，沿程阻力系数。2.3.2参数计算：海曾-威廉公式管段水头损失计算采用海曾-威廉公式2.3.3管段数据表表2-6 管段数据表编号l(m)D(m)Cv(m/s)Q(L/s)h(m)1000i长度分配工程性质1-4586.740.351000.31530.350.3180.541双侧新建2-1382.060.51000.29658.110.1210.317双侧新建2-6585.090.51000.35569.730.2600.445双侧新建3-2368.160.71000.432166.10.1590.431双侧新建3-9589.630.71000.4

35、33166.750.2560.434双侧新建4-8451.420.31000.18212.870.1060.234双侧新建5-10470.691.51000.8251458.340.2770.589不供水新建6-4458.410.351000.26425.410.1790.390双侧新建6-11450.150.351000.26525.50.1770.392双侧新建7-3781.870.91000.602382.70.4650.595双侧新建7-13589.5711000.632496.350.3400.576双侧新建9-6420.040.41000.28736.020.1630.388双侧新

36、建9-12453.650.81000.485243.990.2080.459双侧新建10-7266.201.21000.819925.980.2000.753双侧新建10-14642.3711000.656515.530.3970.618单侧新建11-8517.160.251000.1527.480.1080.208单侧新建12-11459.960.251000.1818.870.1310.286单侧新建12-16640.710.71000.544209.430.4240.662单侧新建13-9781.420.71000.461177.590.3810.488双侧新建13-15453.600.

37、91000.618393.360.2840.626双侧新建14-13455.630.71000.364139.940.1430.314双侧新建14-17494.220.81000.689346.250.4330.877单侧新建15-12781.080.351000.26525.460.3060.391双侧新建15-17601.370.31000.0352.450.0070.011双侧新建15-19611.160.81000.588295.320.3990.653双侧新建16-18413.760.41000.0556.920.0080.018双侧新建16-21884.130.61000.5971

38、68.80.8320.941单侧新建17-22625.950.81000.628315.420.4620.738单侧新建18-20563.460.51000.31060.810.1950.345双侧新建19-18434.410.51000.48094.340.3380.779双侧新建19-22760.800.41000.13116.460.0690.091双侧新建19-23553.420.81000.233116.90.0650.117双侧新建20-24305.200.351000.46544.760.3391.112双侧新建21-25579.190.51000.725142.440.9671

39、.670双侧新建22-26592.430.71000.760292.620.7291.231单侧新建23-20376.290.251000.40019.620.4681.243双侧新建23-26915.290.31000.35425.010.7330.801双侧新建23-28677.080.7-24-21577.770.31000.27519.450.2910.503双侧新建25-27689.430.21000.79024.823.9265.694双侧新建25-29674.010.41000.49361.950.7141.059双侧新建26-30555.140.61000.972274.951

40、.2902.323单侧新建27-31773.580.41000.14217.830.0820.106双侧新建28-27375.180.51000.23345.690.0760.203双侧新建28-32776.910.51000.07614.840.0200.025双侧新建29-31715.570.21000.70422.133.2934.602双侧新建30-28843.570.41001.091137.113.8914.613双侧新建30-33791.150.51000.48194.380.6170.779单侧新建32-31435.040.31000.21515.180.1380.318双侧新建33-32837.120.31000.83659.063.2953.936双侧新建2.3.4节点数据表表2-7 节点数据表编号地面高程(m)服务水头(m)自由水头(m)节点水压(m)节点流量(L/s)集中流量(升/s)水源供水量(L/s)消防流量(L/s)转输水头(m)164.00028.00033.20697.20627.760-266.00028.00031.32897.32838.260-45-366.00028.00031.48697.48649.850-463.00028.00033.88996.88942.880-564.00028