排水设计计算书1

1、目录 TOC o 1-5 h z HYPERLINK l bookmark4 o Current Document 一、污水管网设计计算1 HYPERLINK l bookmark7 o Current Document 1.1污水管网水力计算1 HYPERLINK l bookmark10 o Current Document 二、雨水管网设计计算4 HYPERLINK l bookmark13 o Current Document 2.1划分设计管段4 HYPERLINK l bookmark16 o Current Document 2.2计算各设计管段的汇水面积5 HYPERLINK

2、l bookmark19 o Current Document 2.3主要设计参数5 HYPERLINK l bookmark22 o Current Document 2.4雨水干管水力计算5 HYPERLINK l bookmark25 o Current Document 2.5雨水出水口7 HYPERLINK l bookmark28 o Current Document 三、参考资料及文献7、污水管网设计计算1.1污水管网水力计算(1)将各街区编上号码，并按各街区的平面范围计算它们的面积，列入下表 中。街区面积表街区编号123456街区面积6.125.766.016.807.036.

3、12街区编号789101112街区面积5.185.326.016.276.495.65街区编号131415161718街区面积6.417.308.958.618.917.75街区编号192021222324街区面积13.639.588.468.757.614.70街区编号252627282930街区面积4.116.042.552.455.174.50(2)污水流量的计算该县城人口密度为400人/104m2，生活污水量标准为(100 +2X11) =122(L/人日)。计算居民平均日生活污水量为：Qd = 均 * &/(24*3600)二122 * (166.9 * 400) /(24 * 36

4、00)=93.47(/ / s)由上式计算总变化系数为:Kz = 2.7 / Qd O.H = 2.7/94.270.11 =1.64计算居民生活污水设计流量为:Q = K z q * N /(24*3600)= 1.64*93.47=153.29(/ / s)工业排水设计流量已直接给出为：Q = 21.5+29.5+35.8+63.4=1502( s)2将各项污水设计流量直接求和，得该县城污水设计总流量：Qh = Q1 + Q2 = 153.29+150.2 = 303.4兑 / s)居民生活污水平均日流量按街坊面积比例分配，比流量为：q = Q /z A = 93.471669=0.56&

5、/s)/hmA d i污水集中流量:工厂啤酒厂肉类加工厂皮革厂印染厂流量(L/s)21.529.535.863.4管段设计流量采用列表进行计算，如下表：污水干管设计流量计算管段编号居民生活污水日平均流量分配管段设计流量计算本段转输流 量 (L/S)合计流 量 (L/S)总变化系 数沿线流 量(L/S)集中流量设计流 量 (L/S)街坊编号街坊 面积 (hm2 )比流量 (L/S)/h m2流量(L/S)本段(L/S)转输(L/S)12345678910111212244.70.562.63/2.632.306.05/6.0523254.110.562.302.634.932.3011.34/1

6、1.3489/3.233.232.307.4329.5/36.93910/6.216.212.2113.7221.529.564.721011147.300.564.096.2110.302.0921.5335.851108.331112/10.3010.302.0921.53/86.8108.33123/10.3010.302.0921.5363.486.8171.7334266.040.563.3815.2318.611.9636.48/150.2186.681314/7.177.172.1715.56/15.561415/14.0514.052.0228.38/28.381516/23.

7、8823.881.9045.37/45.37164/33.9833.981.8362.18/62.184527,285.000.562.8052.5955.391.7496.38/150.2246.5856295.170.562.9055.3958.291.73100.84/150.2251.041718/7.367.362.1715.97/15.971819/14.1614.162.0228.60/28.601920/23.4923.491.9144.87/44.87206/32.6532.651.8460.08/60.0867304.500.562.5290.9493.461.64153.

8、27/150.2303.47污水主干管水力计算表9管段编号管段长度设计流量管段直径管段坡度管内流速充满度降落量I*L(m)h/Dh(m)L(m)q(l/s)D(mm)I(%o)v(m/s)(%)1234567891-2137.006.053005.890.6020.000.060.812-3258.0011.343003.540.6031.000.090.913-4431.00186.687001.140.8060.000.420.494-5357.00246.587001.170.8665.000.460.425-6368.00251.047001.220.8770.000.490.456-

9、7325.00303.478001.070.8865.000.520.35管段编号标高(m)埋设深度(m)地面覆土厚度(m)地面水面管内底坡度上端下端上端下端上端下端上端下端1(%)上端下端110111213141516171819201-2748.28748.32747.14746.33747.08746.271.202.05-0.290.91.752-3748.32748.35746.33745.42746.24745.332.083.02-0.121.782.723-4748.35748.26745.42744.93745.00744.513.353.750.212.653.054-57

10、48.26748.12744.93744.51744.47744.063.794.060.393.093.365-6748.12747.55744.51744.06744.02743.574.103.981.553.403.286-7747.55747.20744.06743.71743.54743.194.014.011.083.213.21污水干管水力计算表管段编号管段设计管段管段管内充满度降落量I*L(m)长度流量直径坡度流速h/Dh(m)L(m)q(l/s)D(mm)I(%o)v(m/s)(%)12345678913-1423315.563003.000.6239.000.120.70

11、14-1530228.383003.000.7254.000.160.9115-1630045.373502.490.7560.000.210.7516-418862.184002.290.7960.000.240.4317-1823315.973003.000.6239.000.120.7018-1930228.603003.000.7255.000.170.9119-2030044.873502.430.7460.000.210.7320-618860.084002.140.7660.000.240.40管段编号标高(m)埋设深度(m)地面覆土厚度(m)地面水面管内底坡度上端下端上端下端上

12、端下端上端下端1(%)上端下端1101112131415161718192013-14750.80750.3749.92749.22749.80749.101.001.202.150.700.9014-15750.30749.7749.22748.31749.06748.151.241.551.990.941.5515-16749.70748.9748.31747.57748.10747.361.601.542.671.251.4916-4748.90748.25747.57747.13747.33746.891.571.363.461.171.3117-18750.20749.70749.3

13、2748.62749.20748.501.001.202.150.700.9018-19749.70749.10748.62747.71748.45747.551.251.551.990.951.5519-20749.10748.40747.71746.98747.50746.771.601.632.331.251.5820-6748.40747.50746.98746.58746.74746.341.661.164.791.261.11二、雨水管网设计计算2.1划分设计管段根据管道的具体位置，划分设计管段，将各管段的检查井依次遍上号码，各 检查井的地面标高、各设计管段长度见下表。雨水干管各检

14、查井的地面标高检查井编号123456地面标高751.78751.00750.55749.88749.25748.58检查井编号789101112地面标高751.13750.48750.00749.46748.68748.21雨水干管管段长度管段编号管段长度（m）管段编号管段长度（m）12253782532323489234343079103074530110113015620711122072.2计算各设计管段的汇水面积每一设计管段所承担的汇水面积可按就近排入附近雨水管道的原则划分。将 每块汇水面积的编号、面积数、雨水流向标注在图中。各设计管段的汇水面积见 下表。汇水面积表管段编号汇水面积管段

15、编号汇水面积125.88787.922313.448923.903422.7891042.944534.37101165.085648.23111284.542.3主要设计参数5057 G + 0.61lg P)暴雨强度公式：q=(I + 19 )0.92( L/s 104 m2).552.4雨水干管水力计算雨水干管水力计算表管段编号管段汇水地面集管内雨水流行时间暴雨强度单位面积径流量q0长度面积水时间qLAt1t2L/v(L/S)/hm2L/(s*104m2)(m)(104m2)(min)(min)(min)123456781-22535.88100.003.02228.29125.562-

16、323413.44103.022.76191.77105.473-430722.78105.783.01167.6392.204-530134.37108.792.93147.5981.185-620748.231011.731.78132.3572.797-82537.92100.002.71228.29125.568-923423.90102.712.30194.95107.229-1030742.94105.012.69173.7395.5510-1130165.08107.702.18154.2584.8411-1220784.54109.881.26141.5277.84管段编号设计

17、管段水力管内管道输坡降流量直径坡度流速入能力S*LQDSvQ(l/s)(mm)(%o)(m/s)(l/s)(m)1910111213141-2738.299002.401.398860.612-31417.5812001.681.4115970.393-42100.2114001.981.7026160.614-52790.0316001.681.7134400.515-63510.7216002.151.9438910.457-8994.4310002.591.5512200.668-92562.6615001.801.7029980.429-104102.8818001.771.90483

18、40.5410-115521.1418002.602.3058580.7811-126580.4718003.662.7369510.76管段编号设计地面标高设计官内底标高埋设深度(m)地面彳复土厚度(m)坡度起点终点、八、起点终点、八、起点终点、八、I起点终点、八、(m)(m)(m)(m)(m)(m)(%o)(m)(m)11516171819202122231-2751.78751.00749.54748.932.242.073.081.341.172-3751.00750.55748.63748.242.372.311.921.171.113-4750.55749.88748.04747.432.512.452.181.111.054-5749.88749.25747.23746.732.652.522.091.050.925-6749.25748.58746.73746.282.522.303.240.920.707-8751.13750.48749.38748.721.751.762.570.750.768-9750.48750.00748.22747.802.262.202.050.760.709-10750.00749.4