排水课程设计计算说明书

1、 排水设计计算说明书排水设计计算说明书学院：环境科学与工程学院专业：给水排水工程专业级别: 200 级指导教师： 姓 名： 学 号： 时 间：200 年6月10日目录. 排水管道工程课程设计任务书·································

2、3;····2 一.基本资料············································&#

3、183;········2二.设计依据········································&

4、#183;············3三.排水管网设计任务 ···································&

5、#183;········3. 污水管道设计计算说明·······································

6、····4一.划分排水流域及管道定线·······································4二.确定污水管道设计流量··

7、83;······································4（1）居民区污水设计流量·········&#

8、183;·································4（2）工业区污水设计流量··············&

9、#183;····························5（3）比流量计算···················

10、3;······························5（4）管段设计流量··················

11、······························5三.污水管道水力计算··················&

12、#183;··························8四.成果图绘制······················

13、;·····························9. 雨水管道设计计算说明··················

14、3;························10一.划分排水流域及管道定线·······················&

15、#183;··············10二.主要设计参数·································

16、83;··············11（1）暴雨强度公式·································

17、3;·············11（2）地面径流和径流系数··································&#

18、183;·······11（3）折减系数·········································

19、;·········12三.雨水管道水力计算·······································

20、;·····12四.成果图绘制···········································&#

21、183;······13. 附表一.污水管网管线水力计算表······································14二.雨水管网管线水力计

22、算表······································16排水管道工程课程设计任务书一、基本资料1、 ZQ镇规划面积平面图1张。2、地理位置及地形特点：ZQ镇位于浙江省宁波市境内，规划杭州湾高速

23、公路的东侧，329国道贯穿南北。规划用地面积2.16 km2。全镇地势北高南低，西高东低，海拔在4.56.5 m之间。3、规划中该镇由329国道分为南北两区，南面为居民生活区，北面为工业区。居民区人口密度为200人/ hm2，建筑多为23层，最高为6层；规划工业区主要为电器、精密机械制造业，在计算用水量时，可折合人口密度为100人/ hm2，按照居民区的计算方式进行，最低服务水头要求为20 m。4、气温：ZQ镇位于北亚热带南缘，属季风型气候。冬夏稍长，春秋略短。温暖湿润，气温变幅小。年平均气温16.1，1月平均气温最低，历年平均4.0，7月平均气温最高，历年平均28.2，极端最低气温-9.3，

24、极端最高气温39.1。冰冻线深度0.6 m。5、降雨：年平均降水量(含雨、雪、冰雹)1259.6mm，年降水量少于1000mm的少水年占15%，大于1500mm的丰水年占17.6%。平均10年中有大旱、大涝各一年。降水量年内分配不均匀，春雨、梅雨、秋雨与伏旱、秋冬旱交替，降水最高峰在9月，平均172.4mm，占全年的14%，最高曾达468.3mm。梅雨期间多连阴雨。6、风：冬季盛行西北到北风，夏季盛行东到东南风，春季转夏季稍早，秋季转冬季较迟。全年以东风为主。年平均风速3m/s，各月差异不大。年有较明显影响台风12次。7、湿度：本区年相对湿度是7883%，属比较湿润。夏季因受副高压影响，气温较

25、高，虽有充沛水汽，但相对湿度不是很大，一般情况最大相对湿度在6月，达84%，冬季相对湿度最低，春季介于冬夏之间。8、河流由西南流至东北方向，常水位4.00 m；地下水位埋深平均为2.0 m；土壤为沙质黏土；主要马路均为沥青铺设；地震烈度7度。二、设计依据1、规划中该镇由329国道分为南北两区，南面为居民生活区，北面为工业区。居民区人口密度为200人/hm2；规划工业区主要为电器、精密机械制造业。在计算污水量时，可折合人口密度为100人/ hm2，按照居民区的平均污水量计算方式进行。2、污水出路：污水汇合至张起大街向北纳入中横线污水主干管。3、ZQ镇排水规划采用雨污水分流制。4、暴雨设计重现期取

26、1年，地面集水时间t1取10min。5、生活区和工业区占地面分配见下表。区域建筑用地道路和车场绿地居民区25%25%50%工业区28%25%47%三、排水管网设计任务1、污水管网设计（1）划分排水区域、进行管道定线（2）根据设计人口数、污水量标准等计算污水设计流量（3）进行污水管道水力计算，确定管道断面尺寸、设计坡度、埋设深度等设计参数。（4）污水提升泵站设置与设计（5）绘制污水管道平面图和剖面图2、雨水管网设计（1）进行雨量分析（2）雨水管网总平面图布置（3）雨水管网流量与水力分析计算（4）绘制雨水管道平面图和剖面图污水管道设计计算说明一、划分排水流域及管道定线 该镇的地形特点是中央掌起大道

27、沿线高程最低，总体呈两边高中间低的形态。所以可以适当利用地形坡度，从四周用支管向中间排水，污水沿途汇合至掌起大道后，沿掌起大道干管向北部出口排出。干管及支管布置如下图所示： 二、确定污水管道设计流量污水管网水力计算，是从上游起起端节点开始向下游节点进行，依次对各管段进行设计计算，直到末端节点。为了确定各管段的管径、埋深、坡度和充满度等。必须先计算出各管段的设计流量。（1）居民区污水设计流量查阅GB50014-2006室外排水设计规范，根据该镇人口数及当地降水等因素，取居民综合生活用水定额300L/（cap·d），折减系数取0.85，故该镇居民污水量定额为300×0.8525

28、5 L/（cap·d）。ZQ镇规划用地面积2.16 km2，其中居民区面积1.38 km2，工业区0.78 km2。该镇居民区人口为27600人，工业区人口为7800人，总人口为35400人。变化系数Kz的计算：居民平均日生活污水量为：居民生活污水设计流量为：（2）工业区污水设计流量工业区污水主要来源于工业废水，折减系数为0.7，变化系数为1.1。工业区污水以集中流量方式排放，仍按比流量乘面积的方式计算。采用平均日污水定额和相应的总变化系数（为定值1.10）。工业区平均日生活污水量为：工业区污水设计流量为： （3）比流量计算居民区比流量为：工业区比流量为：（4）管段设计流量（各管段设

29、计流量见下表，其中干管以黑体加粗表示）居民区：管段编号本段转输流量（L/s）合计流量（L/s）总变化系数沿线流量（L/s）街坊编号街坊面积（hm2）比流量 (（L /s)/ hm2）流量（L/s)渗入量（L/s)251210.890.8420.750.0750.822.301.90262731.750.8421.470.1471.622.303.73122620.710.8420.600.0600.662.301.5212130.8420.000.0003.113.112.307.15281341.700.8421.430.1431.582.303.62293061.320.8421.110.

30、1111.222.302.81132950.950.8420.800.0800.882.302.0213140.8420.000.0006.786.782.1914.84143171.020.8420.860.0860.942.302.17143282.080.8421.750.1751.922.304.4214150.8420.000.0009.659.652.1020.30153392.450.8422.060.2062.272.305.223435112.780.8422.340.2342.572.305.921534101.490.8421.250.1251.382.303.17151

31、60.8420.000.00015.8715.871.9931.621636123.400.8422.860.2863.152.307.233738143.000.8422.520.2522.772.306.381637131.710.8421.440.1441.582.303.6416170.8420.000.00023.3723.371.9144.621739153.250.8422.740.2743.012.306.924041172.210.8421.860.1862.052.304.721740162.060.8421.730.1731.912.304.3917180.8420.00

32、0.00030.3430.341.8556.284218184.120.8423.470.3473.812.308.774344202.290.8421.930.1932.122.304.881843193.860.8423.250.3253.572.308.2218190.8420.000.00039.8539.851.8071.744546260.640.8420.540.0540.592.301.351945241.390.8421.170.1171.292.302.9619200.8420.000.00041.7341.731.7974.744748211.280.8421.080.1

33、081.192.302.734849222.550.8422.150.2152.362.305.442049232.060.8421.730.1731.902.304.385051271.180.8420.990.0991.092.302.522050251.900.8421.600.1601.762.304.054200.8420.000.00050.0450.041.7687.852452531.540.8421.300.1301.432.303.2823240.8420.000.0001.431.432.303.295354492.770.8422.330.2332.572.305.90

34、2354502.800.8422.360.2362.592.305.965556521.580.8421.330.1331.462.303.372355512.800.8422.360.2362.602.305.9722230.8420.000.00010.6510.652.0822.165758451.940.8421.640.1641.802.304.142258463.290.8422.770.2773.052.307.015960481.840.8421.550.1551.702.303.922259472.840.8422.390.2392.632.306.0421220.8420.

35、000.00019.8219.821.9438.536162412.300.8421.930.1932.132.304.892162422.230.8421.880.1882.072.304.756364440.800.8420.670.0670.742.301.702163432.040.8421.720.1721.892.304.354210.8420.000.00026.6526.651.8850.141228，342.120.8421.790.1791.962.304.522329，35，364.000.8423.360.3361.965.662.2312.633430，372.680

36、.8422.260.2265.668.152.1417.464531，381.350.8421.140.11484.8386.091.65142.385632，391.860.8421.560.15686.0987.811.65144.916733，401.910.8421.610.16187.8189.581.65147.51工业区：管段编号本段集中流量设计流量（L/s）街坊编号街坊面积（hm2）比流量 (（L /s)/hm2）流量（L/s)渗入量（L/s)本段（L/s）转输（L/s）7071543.140.3381.060.1061.171.176571551.220.3380.410.0

37、410.451.171.627273571.980.3380.670.0670.740.746572561.420.3380.480.0480.530.741.2765660.3380.000.0000.004.794.797475584.170.3381.410.1411.551.556675592.220.3380.750.0750.821.552.377677612.860.3380.970.0971.061.066676602.280.3380.770.0770.851.061.9166670.3380.000.0000.0011.6911.697879623.420.3381.160

38、.1161.271.276779632.440.3380.830.0830.911.272.188081652.380.3380.800.0800.880.886780642.400.3380.810.0810.890.881.776790.3380.000.0000.0017.8017.808283782.590.3380.880.0880.960.966983791.630.3380.550.0550.610.961.578485812.140.3380.720.0720.790.796984801.870.3380.630.0630.690.791.4868690.3380.000.00

39、00.004.814.818687742.720.3380.920.0921.011.016887752.000.3380.670.0670.741.011.758889772.370.3380.800.0800.880.886888762.150.3380.730.0730.800.881.686890.3380.000.0000.0010.1310.137866,703.690.3381.250.1251.37147.51148.888967,712.900.3380.980.0981.08148.88149.9691068,723.390.3381.150.1151.26177.8917

40、9.15101169,734.270.3381.440.1441.59179.15180.74三、污水管道水力计算1、污水管道水力学设计的公式：2、设计原则查阅室外给水设计规范，其中对污水管道的一些设计参数做了规定。本设计遵循以下原则：（1）设计充满度最大设计充满度管径D或渠道高度H(mm)最大设计充满度h/D或h/H2003000.553504500.655009000.710000.75（2）设计流速为了保证管道内不产生淤积的流速，除不计算管段外，管道最小设计流速为0.6m/s。（3）最小管径在街道下的最小管径为300mm。在进行管道水力计算时，由管道设计流量计算得出的管径小于最小管径时，

41、应采用最小管径值。这种管段称为不计算管段。（4）最小设计坡度当在给定的设计充满度条件下，管径越大，相应的最小设计坡度值也就越小。管径不大于300mm时，最小设计坡度为0.003；较大管径的最小设计坡度由最小设计流速保证。（5）污水管道埋设深度A、车行道下最小覆土厚度不宜小于0.7m。B、污水管段支管的最小埋深应大于0.6m。C、该镇位于宁波境内，气候较温暖，冰冻线为0.6m。 综合以上几点因素，设计管道的最小覆土厚度为0.7m；起点埋深设为1.3m。（6）污水管道的衔接本设计方法均采用水面平接法进行管道衔接。（7）其他 管道均采用钢筋混凝土管，粗糙系数为0.013。3、主干管水力计算各管段计算

42、数据详见附表污水管网管线水力计算表；4、污水泵站设计计算在平坦地区，管道越埋越深，到某一深度时，施工变得复杂，费用猛增。这时，可将下游管段的高程重新作为起端来设计。上下游管段间则用泵站连接，把上游来水提升到下游管段内。由附表可知，管线最大埋深不超过3m，综合考虑成本因素，可以不设提升泵站。5、倒虹管设计计算倒虹管一般规定：应尽可能与障碍物正交通过，以缩短倒虹管长度。穿越河道时，应选择在河床和河岸较稳定、不易被水冲刷的地段以及埋深较小的部位敷设。管顶与河床的垂直距离一般不小于0.5m，工作管线一般不少于两条，当排水量不大时不能达到设计流量时，其中一条作为备用。详见附图倒虹管示意图。四、成果图绘制

43、包括：污水管网设计平面图、剖面图，泵站下层图、剖面图，倒虹管示意图图。详见附图。19雨水管道设计计算说明一、划分排水流域和管道定线查阅室外给水设计规范，其中对雨水管道的一些设计参数做了规定。本设计遵循以下原则：（1）尽量利用池塘、河浜受纳地面径流，最大限度地减少雨水沟道的设置。受纳水体周围的地面径流可直接借地面排入水体。（2）利用地形，就近排如地面水体。雨水沟道应充分利用地形，就近排入水体，以降低造价。（3）考虑采用明沟。明沟造价低，在建筑物密度较高，交通繁忙的地区，可以采用加盖明沟。（4）尽量避免设置雨水泵站。受纳水体受潮汐影响，水位不时高出岸面时，才考虑设置泵站。该镇的地形为两边高，中间低

44、，在每一排水区域管线的布置上，充分利用了地形坡度。每一块面积的雨水均由支管收集，汇入该排水区域干管后排入就近河道。雨水管道布置如下：二、主要设计参数（1）暴雨强度公式查阅相关资料，浙江宁波暴雨强度公式为：；暴雨重现期T=1a；集水时间=10min；（2）地面径流和径流系数不同地面的径流系数见下表：地面种类径流系数各种屋面、混凝土、沥青路面0.850.95大块石铺砌路面或沥青表面处理的碎石路面0.550.65级配随时路面0.400.50干砌砖石或碎石路面0.350.40非铺砌土路面0.250.35公园或绿地0.100.20如果汇水面积由径流系数不同的地面组合而成，则整个汇水面积上的平均径流系数a

45、v值可按各类地面的面积用加权平均法计算。av=i×FiF式中：FI为汇水面积上各类地面的面积 i为响应于各类地面的径流系数 F为汇水总面积区域综合径流系数见下表：区域情况区域综合径流系数城市市区0.50.8城市郊区0.40.6考虑城市地面情况为“土壤为沙质黏土，主要马路均为沥青铺设；地震烈度7度”，地面径流系数取0.9。居民区：25×0.9+25×0.9+50×0.15=0.525工业区：28×0.9+25×0.9+47×0.15=0.548（3）折减系数折减系数的取值如下：暗管的折减系数为2，明渠折减系数为1.2，在陡坡地

46、区，采用暗管式的折减系数1.22。综合考虑该城镇的情况，此设计中所埋设的为暗管，且地势平坦，折减系数取m=2。三、雨水管道水力计算1、设计原则（1）设计充满度雨水较污水清洁很多，管道为满流，且从减少工程投资的角度出发，雨水管道允许溢流。（2）最小设计流速 由于雨水中夹带的泥沙增多，所以最小设计流速应大于污水管道的最小设计流速。满管时管道内的最小设计流速为0.75m/s。（3）最小坡度为了保证管内部不发生淤积，雨水管道内的最小坡度应按最小设计流速计算确定。（4）最小管径为了保证管道在养护上的便利，便于管道的清淤，雨水管的管径不宜太小，街道下的雨水管道最小管径为300mm，相应的坡度为3（5）最小

47、埋深在保证管道不被压坏、不冻坏和满足街区内不衔接的要求，确定管道最小埋深。管道最小覆土厚度在车行道下一般不小于0.7m。考虑雨水管道一般管径较大，并结合街区接入要求，取定初始埋深为1.3m。2、设计计算（1）当上游管段有多条时，取汇流时间最长的管段进行计算。利用水力计算软件逐条计算设计管段。（2）若下游管段计算的雨水流量小于上游雨水流量时，取上游雨水流量作为下游设计雨水流量。（3）管中设计流速以依次递增为宜。（4）集水时间由地面集水时间和雨水在管道中流到该设计断面所需要的流行时间组成，用下式表示：式中： 折减系数 设计断面上游各管道的长度，m 上游各管道中的设计流速，m/s。实际地面径流量按下

48、式计算： 式中：要排除的雨水的设计流量，L/s； 雨峰时段内的平均暴雨强度，L/（sha）； 径流系数； 汇水面积，ha。 各区域干管计算数据详见附表雨水分区水力计算表。四、成果图绘制 包括：各区域雨水支、干管平面图，干管剖面图。详见附图。附表一、污水管网管线水力计算表管段编号管段长度L （m）设计流量q (L/s）管段直径D（mm）管段坡度I （）管内流速v （m/s）充满度降落量 I·L（m）标高（m）埋设深度 （m）地面管内底h/D (%)h (m)上下上下上下2512911.9030030.6500.150.276.626.615.625.351.001.2626271233

49、.7330030.6500.150.376.606.615.605.231.001.381226821.5230030.6500.150.256.616.615.234.981.381.6312131327.1530030.6500.150.406.616.384.984.591.631.792813933.6230030.6500.150.286.366.385.365.081.001.302930872.8130030.6500.150.266.416.435.415.151.001.2813291262.0230030.6500.150.386.436.385.154.771.281.6

50、113149114.8435030.6300.110.276.386.254.544.261.841.991431912.1730030.6500.150.276.286.255.285.011.001.2414321444.4230030.6500.150.436.276.255.274.841.001.41141518520.303502.40.6138.50.130.446.255.994.794.351.461.6415331105.2230030.6500.150.335.985.994.984.651.001.3434351265.9230030.6500.150.386.056.

51、095.054.671.001.421534953.1730030.6500.150.286.055.994.674.391.381.60151621031.623502.20.65510.180.465.995.784.343.871.651.9116361287.2330030.6500.150.385.765.784.764.381.001.4037381026.3830030.6500.150.315.865.804.864.551.001.2516371053.6430030.6500.150.325.805.784.554.231.251.55161719244.624001.40

52、.61510.200.275.785.553.823.551.962.0017391326.9230030.6500.150.395.585.554.584.191.001.364041814.7230030.6500.150.245.625.604.624.381.001.2217401514.3930030.6500.150.455.605.554.383.931.221.62171825356.284501.30.61560.250.325.555.203.503.192.052.014218998.7730030.6500.150.305.215.204.213.911.001.294

53、344754.8830030.6500.150.235.165.154.163.931.001.2218431858.2230030.6500.150.555.155.203.933.381.221.8218199471.745001.00.61580.290.095.205.063.143.042.062.024546661.3530030.6500.150.204.995.003.993.791.001.2119451962.9630030.6500.150.595.005.073.793.201.211.87192011074.745001.00.63600.300.115.074.75

54、3.002.892.071.864748662.7330030.6500.150.204.814.703.813.611.001.0948491875.4430030.6500.150.564.704.773.613.051.091.7220491324.3830030.6500.150.404.774.753.052.651.722.105051722.5230030.6500.150.224.684.673.683.461.001.2120501874.0530030.6500.150.564.674.753.462.901.211.8542010587.855000.90.6700.35

55、0.104.754.502.452.362.302.1424521933.2830030.6500.150.585.695.724.694.111.001.6123242123.2930030.6500.150.645.725.364.113.471.611.8953541465.9030030.6500.150.445.365.414.363.921.001.4923541705.9630030.6500.150.515.415.363.923.411.491.955556703.3730030.6500.150.215.345.384.344.131.001.2523551485.9730

56、030.6500.150.445.385.364.133.691.251.67222321722.163502.20.6410.140.485.365.003.362.882.002.1257581484.1430030.6500.150.455.155.004.153.701.001.3022581997.0130030.6500.150.605.005.003.703.101.301.905960683.9230030.6500.150.215.005.004.003.791.001.2122591486.0430030.6500.150.445.005.003.793.351.211.6

57、5212215538.533501.50.6650.230.245.004.502.792.552.211.9561621394.8930030.6500.150.424.644.503.643.221.001.2821621784.7530030.6500.150.534.504.503.222.691.281.816364591.7030030.6500.150.184.684.503.683.501.001.0021631744.3530030.6500.150.524.504.503.502.981.001.5242110750.144001.30.6620.250.144.504.5

58、02.502.372.002.1312664.5230030.6500.150.204.834.753.833.631.001.122319612.6330030.6500.150.594.754.503.633.041.121.463414317.4630030.6500.150.434.504.503.042.611.461.894575142.387000.80.65560.390.064.504.502.072.012.432.4956103144.917000.810.66570.400.084.504.502.011.932.492.5767111147.517000.820.67580.410.094.504.501.931.842.572.6670711571.1730030.6500.150.475.615.674.614.141.001.5365711191.6230030.6500.1