xx市给水排水管网规划工程设计和x水库省级水土保持工程实施方案

PAGE1PAGE41《给水排水管道系统》课程设计说明书班级：给排水科学与工程2班学号：姓名：指导老师：目录任务说明书给水管网设计计算污水管网设计计算雨水管网设计计算设计成果《给水排水管道系统》课程设计任务说明书设计题目xx市给水排水管网规划工程设计。其中学号为双号的做河东地区；学号为单号的做河西地区。设计目的课程设计是训练学生综合应用基础课、技术基础课和专业课所学的知识与具体的工程实践相结合，在老师的指导下独立完成给水、排水工程规划设计的能力；培养学生理论联系实际、独立思考、分析问题和解决问题的能力；培养学生进行工程规划设计、计算机运用和绘图能力。总之，通过本课程设计要学生达到具有初步的独立的进行城市给排水工程规划设计的能力。设计原始资料（一）城市概况和自然条件该市位于中国东部，海拔高约110m，它是一座古城，自秦朝建制以来已有两千年历史。其年最高气温35.4℃，最低气温3.9度16℃。年平均降雨量1840mm，最高达2180mm份，降雨量占全年的48％左右，下雨时常在晚上，无霜期较长，有“雨城”之称。风向东北、西南。市内有河流江穿过，城市地形平坦。其中地形图和道路规划情况见附图。（二）城市人口近期：河东城区25万人河西城区24万人总计49万人（三）、供水现状1、河东与河西均采用单独水源给水，不设置水塔或高位水池。2、城市各区房屋层数和卫生设备情况。分区建筑物层数卫生设备情况河东城区5～6室内有给水排水设备和淋浴设备河西城区5～6室内有给水排水设备和淋浴设备3.靠城市水厂供水的工业企业情况厂名工人人数每天班次生产用水（吨／天）备注（％）火车站8000食品厂60022000两班制针织厂4003500两班制药厂40023000三班制氮肥厂50035000三班制合计130018500建筑物耐火等级：二级；生产类别：丙类；最大建筑物体积：4500～5000m3水质要求：生活饮用水卫生标准(GB5749-2006)水压要求：24m（四）、城区绿化用地及主干道公共绿地面积为0.84m2/人；主干道路面积为0.20m路用水可按浇洒面积以2.0～3.0L/(m2·d)计算；浇洒绿地用水可按浇洒面积以1.0～3.0L/(m2·d)计算）（五）、水文资料1.河流流量、流速、水位情况最大流量（m3/s）最小流量（m3/s）最大流速（m/s）最小流速（m/s）101.28880798.70.5（六）、水质资料最高水温17.5℃，最低水温4.8项目最大最小项目最大最小浑浊度（度）264050总硬度（度）195.04色度（度）122酚（mg/l）00pH值7.87.0铜（mg/l）0.10细菌总数（个／ml）100448硒（mg/l）00大肠杆菌数（个/l）＞3＜3氰化物（mg/l）00耗氧量（mg/l）1.640.25汞（mg/l）00游离氨（mg/l）0.280镉（mg/l）0.00150铁（mg/l）0.30氟化物（mg/l）0.050锰（mg/l）00锌（mg/l）0.240铬（mg/l）00砷（mg/l）——一年内浑浊度出现的天数：（最大含沙量59.50g/m3）浑浊度≥500度≥300度≥100度≥50度＜50度出现天数683442275（七）、工程地质情况据钻探资料显示该城市地下水不丰富。该市地质情况良好，境内地基承载能力均在1kg·f/cm2以上，地震烈度属六级，建筑设计一般不考虑防震。（八）、气象资料1.气温：最高气温35.4℃，最低气温-3.9℃，平均气温2.风向：年主导风向为东北风和西南风。3.湿度：年平均湿度为67.8％。（相对）4.降雨量：年平均降雨量1805.4mm，年最高降雨量2180.7mm，每年6～9月的降雨量占全年降雨量的48％。5.暴雨强度公式，综合径流系数。设计内容根据所给设计原始资料，进行城市给水排水管网的布置及水力计算。包括给水、污水管网和雨水管网，其中当给水管网的环数大于20个时，给水管网平差可采用计算机来计算。其中给水供水要求进行消防、事故校核（可选其中之一，但是必须校核）图纸一般要求达到初步设计深度，其中至少1～2张图纸达到施工图深度。设计成果编写设计说明书、计算书一份：约40页；绘制设计图6张，其中给水（包括最高日最高时和消防校核各一张）、雨水和污水平面布置图各一张，雨水和污水主干管剖面图各一张（至少是5根设计管段以上）。设计完成后需要进行课程设计答辩，具体时间和地点另行通知。设计时间20**-2016第一学年第13、14周，共计2.0周。主要参考文献1.给水工程严煦世、范谨初主编中国建筑工业出版社2.给水排水设计手册（1、3、10、11册）中国建筑工业出版社3.生活饮用水卫生标准GB5749－854.给水排水工程概算与经济评价手册中国建筑工业出版社5.现代给水排水工程设计谢水波等编著湖南大学出版社6.国内外给水工程设计实例丁亚兰主编化学工业出版社7.给排水标准图集合订本S1、S2、S38.最新版的《室外给水、排水设计规范》课程设计答疑时间及地点本课程设计答辩时间为13-14周正常上班时间，其它时间可提前预约；地点在土木楼528。给水管网设计计算设计用水量计算最高日设计用水量计算综合生活用水城市总人口数49万人，属于中小城市，据《给水排水管网统》附表2可查得该城市综合生活用水定额为220~370L/（人·d），计算时，取300L/（人·d）。Q1=q1N1/1000Q1=25X104X300/1000=75000m3/d=868.06L/s集中流量该城市河东区域的集中流量包括火车站、食品厂、针织厂的生产用水和生活用水；车间用水按一般车间用水定额25L/（人·班）计算厂名工人人数每天班次生产用水（吨／天）备注（％）火车站8000食品厂60022000两班制针织厂4003500两班制Q2=q3aN3a+q3bN3b火车站：QH=8000X103/(24X3600)=92.59L/s食品厂：QS=2000X103/(24X3600)+600X25/(24X3600)=23.32L/s针织厂：QZ=500X103/(16X3600)+400X25/( 16X3600)=8.85L/sQ2=QH+QS+QZ=92.59+23.32+8.85=124.76L/s(3)市政用水市政用水包括浇洒道路用水和绿化用水：公共绿地面积为0.84m2/人，浇洒绿地用水可按浇洒面积以1.0～3.0L/(m2·d)计算；主干道路面积为0.20m2/人，浇洒道路用水可按浇洒面积以2.0～3.0L/(m2Q3=q4aN3a+q3bN3bQ3=25X104X(0.84X2.0+0.2X2.0)/(24X3600)=1.16L/s（4)未预见水量和漏失水量Q4=0.15X(Q1+Q2+Q3)Q4=0.15X(868.06+124.76+1.16)=149.10L/s(5)消防用水量Q5=q5f5Q5=2X2X55X3.6=792m3(6)最高日设计用水流量Qd=Q1+Q2+Q3+Q4=1143.07L/s2、最高日最高时用水量Qh=KhXQd=1.3X1143.10=1486.00L/s给水管网布置根据城市整体布局，采用环状管网和少量树状管网相结合的方式，具体布置详见给水排水工程规划设计的图1—给水管网平面布置图。设计流量分配与管径计算集中流量：根据集中用水户在最高日的用水量及其时变化系数逐个计算qni=Khi*Qdi集中用水流量Qd*Kh(1.3)火车站食品厂针织厂Qd92.5923.328.85qni(L/S))120.3730.3211.5对应节点372116管段长度比流量ql=(Qh-Σqni)/Σlmi=(1486-120.37-30.32-11.5)/26687=0.0496L/(m·s)节点设计流量计算沿线流量qmi=qllmi相关数据见下表管段沿线流量*表1·1ql管段编号管段长度(m)配水长度（m）管段沿线流量（L/S）0.04960138900.000.04960260030014.880.04960373636818.250.04960480540319.990.04960565332616.170.04960667833916.810.04960782441220.440.04960842621310.560.04960940540520.090.049601039439419.540.049601137837818.750.049601240740720.190.049601347847823.710.049601450025012.400.049601560060029.760.049601650050024.800.049601775775737.550.049601850250224.900.049601978578538.940.049602050250224.900.049602168868834.120.049602250450425.000.049602378978939.130.049602452752726.140.049602574074036.700.049602646523311.560.04960271111115.510.049602856028013.890.049602960060029.760.049603056056027.780.049603178378338.840.049603256056027.780.049603375875837.600.049603455855827.680.049603573273236.310.049603649549524.550.049603790890845.040.049603840640620.140.049603965365332.390.04960403481748.630.049604160060029.760.049604242242220.930.049604381281240.280.049604447447423.510.049604572972936.160.049604641241220.440.049604777777738.540.049604840740720.190.049604999999949.550.04960501531537.590.049605160360329.910.0496052107954026.780.049605338138118.90合计-266871323.6853374节点设计流量计算(L/S)*续表1·1节点编号对应管段地面标高（m）集中流量（l/s）沿线长度（m）沿线流量（l/s）供水流量节点流量(l/s)调整后节点流量qai11106.7000.001486-1486.00-1486.0021、2、8106.9051312.7212.7212.7332、3、9106.90107326.6126.6126.6143、4、10106.60116528.8928.8928.8954、5、11106.80110727.4527.4527.4565、6、12106.70107226.5926.5926.5976、7、13106.50122930.4830.4830.4887107.1041210.2210.2210.2298、14、15108.30106326.3626.3626.36109、15、16、17108.50226256.1056.1056.101110、17、18、19108.40243860.4660.4660.461211、19、20、21108.10235358.3558.3558.351312、21、22、23108.20238859.2259.2259.221413、23、24、25108.70253462.8462.8462.841525、26、27109.20108426.8826.8826.901627109.3011.51112.7514.2514.251714、28、29110.00113028.0228.0228.051816、29、30、31110.50244360.5960.5960.641918、31、32、33110.40260364.5564.5564.552020、33、34、35109.50255063.2463.2463.242122、35、36、37109.6030.32263965.4595.7795.772224、37、38、39110.70249461.8561.8561.852326、39110.6088621.9721.9721.972428、40、41111.80105426.1426.1426.142530、41、42、43112.10239459.3759.3759.372632、43、44、45112.00257563.8663.8663.862743、45、46、47111.60247661.4061.4061.402836、47、48、49111.40267866.4166.4166.442938、49、50、51112.30216153.5953.5953.593051112.4060314.9514.9514.953140112.701744.324.324.323242113.2042210.4710.4710.483344113.2047411.7611.7611.763446112.8041210.2210.2210.223548、52112.6094723.4923.4923.493650、52、53113.20107426.6426.6426.643753113.80120.373819.45129.825、管段流量初分配注意：*管径与设计流量以及设计流速大小相关D=（4q/3.14·v）0.5*为了防止管网因水锤现象出现事故，最大设计流速不应该超过2.5-3m/s*通过经济流速（一定年限内管网造价和管理费用之和为最小的流速）来决定经济管径*平均经济流速管径为100-400mm时，对应经济流速0.6-0.9m/s管径大于400mm时，对应经济流速为0.9-1.4m/s相关数据见下表初次分配流量下管段数据计算（Cw=110）*表1·2管段编号管段长度（m）管段流量q（l/s）管内流速v（m/s)计算管径（m）设计管径D（m）设计管径（mm）管段阻力系数s管段压降（m)13891486.001.501.1231.1011000.631.312600775.721.400.8400.808004.562.853736535.431.300.7240.7070010.723.374805338.311.200.5990.6060024.843.345653192.981.200.4530.5050048.962.33667882.621.000.3240.30300611.726.04782410.220.700.1360.1515021740.374.478426697.551.300.8270.808003.241.669405213.681.200.4760.5050030.371.7410394168.231.200.4220.4040087.573.2311378117.881.200.3540.4040084.021.601240783.771.000.3270.30300367.213.721347841.920.800.2580.30300431.271.2114500350.681.200.6100.6060015.432.2215600320.101.200.5830.6060018.512.2516500165.651.200.4190.40400111.133.9817757312.441.200.5760.6060023.362.7118502145.151.200.3920.40400111.583.1319785275.061.200.5400.5050058.865.3920502139.111.200.3840.40400111.582.8921688195.481.200.4550.5050051.582.5122504122.231.200.3600.40400112.022.282378997.801.000.3530.40400175.372.372452756.311.000.2680.30300475.482.312574020.570.700.1930.202004809.723.622646520.580.700.1930.202003022.322.272711114.250.700.1610.20200721.460.2728560120.181.200.3570.40400124.472.4629600202.451.200.4630.5050044.992.343056089.731.000.3380.30300505.265.8131783217.731.200.4810.5050058.713.493256089.671.000.3380.30300505.265.8133758208.661.200.4710.5050056.833.1234558101.181.200.3280.30300503.457.2335732183.351.200.4410.40400162.707.0336495125.361.200.3650.40400110.022.353790884.451.000.3280.30300819.248.423840636.360.800.2410.202002638.855.703965342.550.800.2600.30300589.161.70403484.320.600.0960.1010066142.912.7641600189.721.200.4490.40400133.366.144242210.480.700.1380.1515011134.022.4043812109.601.200.3410.30300732.6212.214447411.760.700.1460.1010090091.2124.0545729123.651.200.3620.40400162.033.384641210.220.700.1360.1515010870.182.2447777153.211.200.4030.40400172.705.3548407157.601.200.4090.4040090.462.954999954.530.800.2950.30300901.344.125015322.350.700.2020.20200994.440.875160314.950.700.1650.202003919.271.63521079134.111.200.3770.40400239.825.8153381129.821.200.3710.4040084.681.93管网平差计算*水头损失采用海曾·威廉公式进行计算Hf=10.67·q1.852·l/Cw1.852·D4.87海曾·威廉系数Cw取110*管网最终平差结果见下表管段水力计算*表1·3管段ID长度直径流量流速水头损失mmmL/Sm/s管道1389120014861.311.51管道2600900850.711.342.19管道3736600385.511.363.64管道4805600280.140.992.02管道56535002101.072.87管道6678400136.261.083.82管道782415010.220.581.93管道8426800-622.561.242.18管道9405700438.61.142.18管道10394400-76.480.611.31管道11378300-42.690.61.81管道12407300-47.150.672.18管道13478400-95.560.761.98管道14500700-418.221.092管980.912.12管道16500500-209.81.072.87管681.243.06管道18502500-181.360.922.19管道19785500185.340.942.28管道20502300-49.720.72.4管道21688400119.950.953.02管道22504300-48.210.682.27管道2378930059.670.843.37管道24527300-43.110.611.84管道2574030049.280.72.36管道26465150-8.130.464.47管道2711120014.250.451.71管道28560350-53.090.551.65管道29600600337.071.192.84管道30560500-169.760.861.94管道31783600316.481.122.53管道32560400-118.670.942.96管道33758600314.621.112.5管道34558400-95.840.761.99管道35732500205.261.052.75管道36495300-440.621.91管道37908400113.70.92.74管道38406400-81.120.651.46管道3965320013.840.441.62管道40348100-4.320.555.49管道4160020022.630.724.03管道42422150-10.480.591.53管道43812400122.540.983.14管道44474150-11.760.672.4管道45729500165.590.841.85管道46412150-10.220.583.34管道47777500189.810.972.38管道48407400-67.980.541.05管道4999940099.40.792.13管道50153400-111.970.892.66管道5160320014.950.482.24管道52107930044.490.631.95管道53381400129.821.033.5节点水力计算*续表1·3节点ID标高基本需水量需水量总水头压力mLPSLPSmm水池1106.7-1486154.7648.06连接节点2106.912.7312.73154.1747.27连接节点3106.926.6126.61152.8645.96连接节点4106.628.8928.89150.1843.58连接节点5106.827.4527.45148.5541.75连接节点6106.726.5926.59146.6839.98连接节点7106.530.4830.48144.0837.58连接节点8107.110.2210.22143.3236.22连接节点9108.326.3626.36153.2444.94连接节点10108.556.156.1151.9743.47连接节点11108.460.4660.46149.6641.26连接节点12108.158.3558.35147.8739.77连接节点13108.259.2259.22145.7937.59连接节点14108.762.8462.84143.1434.44连接节点15109.226.926.9141.3932.19连接节点16109.314.2514.25141.231.90连接节点1711028.0528.05152.2442.24连接节点18110.560.6460.64150.5440.04连接节点19110.464.5564.55148.5638.16连接节点20109.563.2463.24146.6737.17连接节点21109.695.7795.77144.6535.05连接节点22110.761.8561.85142.1731.47连接节点23110.621.9721.97141.1130.51连接节点24111.826.1426.14151.8740.07连接节点25112.159.3759.37149.4537.35连接节点2611263.8663.86146.934.9连接节点27111.661.461.4145.5533.95连接节点28111.466.4466.44143.732.3连接节点29112.353.5953.59141.5729.27连接节点30112.414.9514.95141.4229.02连接节点31112.74.324.32149.9637.26连接节点32113.210.4810.48149.0535.85连接节点33113.211.7611.76146.3333.13连接节点34112.810.2210.22145.1732.37连接节点35112.623.4923.49143.2730.67连接节点36113.226.6426.64141.1629.96连接节点37113.8129.82129.82139.8328.03管网设计校核给水管网按最高日最高时用水流量进行设计，管段、管径等都是按此时的工况特殊进行设计，但是在一些特殊情况下，仍然不能保证安全供水。当管网出现事故造成部分管段损坏或者管网提供消防灭火流量时，必须对其相应的工况进行水力分析，校核管网在这些工况条件下能否满足供水流量与水压要求。（1）消防工况校核为了安全起见，按最不利情况——即最高时用水量加上消防流量的工况进行消防校核。考虑两处同时火灾，即用水量最大点节点37和最不利点节点30处同时发生火灾，灭火处节点服务水头按低压消防考虑，即10M水柱的自由水压。校核相关数据见下表消防校核管道水力计算*表1·4管段ID长度直径流量流速单位水头损失mmmLPSm/sm/km管道1389120015961.411.73管道2600900916.161.442.51管道3736600417.871.484.23管道4805600306.161.082.38管道5653500232.221.183.46管道6678400153.061.224.74管道782420010.220.330.92管道8426800-667.111.332.48管道9405700471.681.232.5管道10394400-82.820.661.52管道11378300-46.50.662.12管道12407300-52.570.742.66管道13478400-112.360.892.68管道14500700-448.571.172.28管180.982.44管道16500500-226.591.153.31管171.353.57管道18502500-200.71.022.64管道19785500202.831.032.69管道20502300-57.220.813.11管道21688400133.761.063.7管道22504300-58.790.833.27管道2378930068.320.974.32管道24527300-64.540.913.89管道2574030053.30.752.73管道26465200-12.150.391.27管道2711120014.250.451.71管道28560400-55.060.440.71管道29600600365.461.293.3管道30560500-182.370.932.21管道31783600349.041.233.03管道32560400-131.631.053.59管道33758600353.551.253.1管道34558400-110.650.882.6管道35732500236.891.213.59管道36495300-56.60.83.05管道37908400143.31.144.2管道38406400-136.171.083.82管道396532009.820.310.86管道40348100-4.320.555.49管道4160020024.60.784.7管道42422200-10.480.330.97管道43812400137.121.093.87管道44474200-11.760.371.2管道45729500193.130.982.46管道46412200-10.220.330.92管道47777500232.161.183.46管道48407400-85.440.681.61管道49999400136.881.093.86管道50153400-149.511.194.54管道5160330069.950.994.52管道52107930061.950.883.61管道53381400184.821.476.73节点水力计算*续表1·4节点ID标高基本需水量需水量总水头压力mLPSLPSmm水池1144.8暂不可用-1596154.7610连接节点2106.912.7312.73154.0947.19连接节点3106.926.6126.61152.5845.68连接节点4106.628.8928.89149.4742.87连接节点5106.827.4527.45147.5640.76连接节点6106.726.5926.59145.338.6连接节点7106.530.4830.48142.0835.58连接节点8107.110.2210.22141.3234.22连接节点9108.326.3626.36153.0344.73连接节点10108.556.156.1151.5743.07连接节点11108.460.4660.46148.8740.47连接节点12108.158.3558.35146.7538.65连接节点13108.259.2259.22144.2136.01连接节点14108.762.8462.84140.832.1连接节点15109.226.926.9138.7829.58连接节点16109.314.2514.25138.5929.29连接节点1711028.0528.05151.8941.89连接节点18110.560.6460.64149.9239.42连接节点19110.464.5564.55147.5437.14连接节点20109.563.2463.24145.1935.69连接节点21109.695.7795.77142.5632.96连接节点22110.761.8561.85138.7528.05连接节点23110.621.9721.97138.1927.59连接节点24111.826.1426.14151.4939.69连接节点25112.159.3759.37148.6836.58连接节点2611263.8663.86145.5333.53连接节点27111.661.461.4143.7432.14连接节点28111.466.4466.44141.0529.65连接节点29112.353.5953.59137.224.9连接节点30112.469.9569.95134.4722.07连接节点31112.74.324.32149.5936.89连接节点32113.210.4810.48148.2735.07连接节点33113.211.7611.76144.9731.77连接节点34112.810.2210.22143.3630.56连接节点35112.623.4923.49140.427.8连接节点36113.226.6426.64136.523.3连接节点37113.8184.82184.82133.9420.14*注：在最不利点节点30处和用水量最大处37节点，分别加上55L/S流量，进行校核，二者水压均大于10m，证明给水管网设计可行。（2）事故工况校核按最不利事故工况进行校核，考虑接近给水厂的主干管8管道在最高时损坏进行校核。从管网中删除事故管段8，通过水力分析，管段各数据见下表。事故校核*表1·5管段ID长度直径流量流速单位水头损失mmmLPSm/sm/km管道138912001040.230.920.78管道26009001031.321.623.13管道3736600344.751.222.96管道4805600222.460.791.32管道5653500159.830.811.73管道66784001010.82.2管道78242007.150.230.48管段8破损管道9405700667.941.744.76管道10394400-102.070.812.24管道11378300-43.420.611.87管道12407300-40.220.571.62管道13478400-72.510.581.19管道14500700-153.650.40.31管道15600500-172.10.881.99管道16500500-217.791.113.07管780.841.5管道18502500-172.020.881.99管道19785500126.50.641.12管道20502300-44.60.631.96管道2168840084.480.671.58管道22504300-41.030.581.68管道2378930042.20.61.77管道24527300-35.360.51.28管道2574030035.360.51.28管道26465200-6.550.210.41管道271112009.980.320.88管道28560400-31.510.250.25管道29600600102.50.360.31管道30560500-112.390.570.9管道31783600165.440.590.76管道32560400-85.580.681.62管道33758600206.70.731.15管道34558400-70.440.561.13管道35732500136.580.71.3管道36495300-32.990.471.12管道3790840077.570.621.35管道38406400-60.810.480.86管道396532008.830.280.7管道40348100-3.020.382.83管道4160020010.190.320.92管道42422200-7.340.230.5管道4381240073.690.591.22管道44474200-8.230.260.62管道45729500106.340.540.81管道46412200-7.150.230.48管道47777500126.650.651.13管道48407400-46.490.370.52管道4999940066.640.531.02管道50153400-79.470.631.41管道5160330010.470.150.13管道52107930030.050.430.94管道5338140090.870.721.81*注：当干管8损坏，在保证70%的用水量的条件下进行校核，在最不利点节点30水压大于28m，给水管网设计可行。管网设计图纸给水管网平面布置图1张—图1给水管网消防校核图1张—图2污水管网设计计算污水管网概论概论城镇污水由城镇综合生活污水和工业废水组成。综合生活污水由居民生活污水和公共建筑生活污水组成。居民生活污水是指居民家庭日常生活中产生的污水，公共建筑污水是指机关、学校、医院、办公楼、宾馆、商业建筑等产生的生活污水。工业废水是工业企业内产生的工业废水和生活污水。城镇污水管网的主要功能是收集和输送城镇区域中的生活污水和生活污水和生产废水，输送到污水处理厂进行处理，防止环境污染。污水管网设计主要任务*污水管网的布置和定位*污水管网总设计流量以及各管段设计流量计算*污水管网各管段直径、埋深、衔接设计与水力计算*污水管网施工图绘制二、污水设计流量计算1.综合生活污水设计流量综合生活污水定额按该城市综合生活用水定额的80%进行计算Q1=KZ1·QdQd=q1·N1/(24X3600)=300X0.8X24X104/(24X3600)=694.44L/sKZ1=2.7/Qd0.11=1.31Q1=1.31X694.44=912.89L/s2.集中流量该城市河东区域的集中流量包括火车站、食品厂、针织厂的生产用水和生活用水；车间用水按一般车间用水定额25L/（人·班）计算厂名工人人数每天班次生产用水（吨／天）备注（％）火车站8000食品厂60022000两班制针织厂4003500两班制Q2=q3aN3af+q3bN3b火车站：QH=[8000X103/(24X3600)]X0.8=74.07L/s食品厂：QS=[2000X103/(24X3600)+600X25/(24X3600)]X0.8=18.66L/s针织厂：QZ=[500X103/(16X3600)+400X25/( 16X3600)]X0.8=7.08L/sQ2=QH+QS+QZ=74.07+18.66+7.08=99.534L/s3.城市污水设计总流量Qd=Q1+Q2=1012.70L/s三、污水管网初步布置污水管网的管段必须与其服务的所有用户连接，讲用户排放的污水收集汇总到较大的管道，再汇总到污水输送干管中，最后输送到污水处理厂。连接用户的污水管道称为连接管，主要承担污水输送功能的大型管道称为污水干管（包括主干管和干管），连接管与输送干管之间的收集连接管中污水的管道称为污水支管。污水管网图为不含回路的树状图，具体布置详见给水排水工程规划设计的图3—污水管网平面布置图。四、管段和节点设计流量计算1、节点设计流量计算污水管网的节点流量是该节点下游的一条管段所链接的用户污水流量（即本段沿线流量，简称本段流量）与该节点所接纳的集中污水流量（即集中流量）之和。计算方法与给水管网节点流量计算方法类似，先进行管段沿线流量分配，再进行节点流量计算。注意：*只有居民生活污水是沿线流量*沿线流量按管段所连接的服务区域内的面积比例进行分配*沿线流量按平均日流量进行分配，在计算管段设计流量时再乘以总变化系数*管段分配的沿线流量全部加到上游节点作为节点流量（给水管网计算时均分到两端节点上）2、管段设计流量计算污水管网水力计算从上游节点开始向下游节点进行，依次对各管段进行设计计算，知道末端节点。为了确定各管段的管径、埋深、坡度和充满度等，必须先进行各管段的设计流量计算。污水管网中节点和管段的流量应满足连续性条件。但设计流量为最高时流量，一般不会同时出现，而连续性条件只能对同一时间内的流量运用，所以，计算和分配居民生活污水流量时，只对日平均流量运用连续性条件，分配到管道后，再乘以总变化系数得到设计流量。3、管段和节点设计流量相关数据见下表居民街坊生活污水日平均流量分配*表2·1街坊编号街坊面积(m2)街坊面积(公顷)比流量(L/s/公顷）流量118219318.221.1120.27231070831.071.1134.57325848525.851.1128.76426094826.091.1129.03522866422.871.1125.446208642.091.112.327168381.681.111.87826881326.881.1129.90935403735.401.1139.391033779633.781.1137.581132014032.011.1135.611232149432.151.1135.7713913369.131.1110.1614615056.151.116.841525761325.761.1128.661632699032.701.1136.381733601833.601.1137.381830887730.891.1134.361934614334.611.1138.512015365915.371.1117.092111698111.701.1113.012219876919.881.1122.112322786922.791.1125.352423937423.941.1126.632520722520.721.1123.052623820723.821.1126.502714462514.461.1116.092810617410.621.1111.81合计6242345624.231.11694.45居民生活污水平均流量分配（L/S)管段设计流量(L/S)管段编号流量转输流量合计流量总变化系数沿线流量集中流量设计流量本段转输1~222.1622.161.9242.5542.559~1020.2820.281.9439.3239.3211~1034.5934.591.8363.2563.2510~1354.8754.871.7495.3695.3612~1329.9429.941.8655.6255.6214~1339.4039.401.8071.0271.0213~16124.21124.211.59197.32197.3215~1628.6028.601.8753.3953.3917~1636.4036.401.8266.1866.1816~2189.21189.211.52286.97286.972~325.29211.37236.661.48350.21350.213~426.57236.66263.231.46385.00385.0018~1928.7528.751.8753.6553.6520~1929.0729.071.8654.1854.1819~2257.8257.821.7399.9199.9121~2237.5037.501.8167.9567.9523~2235.6435.641.8264.9564.9522~25130.96130.961.58206.83206.8324~2537.3637.361.8167.7367.7326~2534.3934.391.8362.9262.9225~4202.71202.711.51305.12305.124~523.00465.93488.941.37668.03668.035~626.44488.94515.381.36700.09700.0944~280.0074.0774.0727~2825.3825.381.8948.0248.0229~282.422.422.455.935.9328~3127.8027.801.8752.0774.07126.1430~3135.7935.791.8265.1918.6683.8532~3110.2410.242.0921.4121.4131~3473.8373.831.68124.1992.73216.9233~3438.4238.421.8169.4469.4435~3417.1617.161.9733.8933.8934~6129.41129.411.58204.6692.73297.396~716.05644.79660.841.32873.4892.73966.217~811.79660.84672.631.32887.3392.73980.0636~371.941.942.514.874.8737~391.941.942.514.874.8738~396.926.922.1815.1015.1039~418.868.862.1218.8218.8240~4112.9612.962.0426.4026.4042~410.007.087.0841~821.8221.821.9241.977.0849.058~43694.45694.451.31912.9099.81五、污水管道设计参数设计充满度*污水管道按非满管流设计*设计规范规定污水管道的最大设计充满度如下管径D为200-300mm，最大设计充满度为0.55管径D为350-450mm，最大设计充满度为0.65管径D为500-900mm，最大设计充满度为0.70管径D大于1000mm，最大设计充满度为0.75设计流速*《室外排水设计规范》规定污水管渠再设计充满度下最小设计流速为0.6m/s*金属管道的最大设计流速为10m/s最小管径为了养护工作的方便，规定采用允许的最小管径:*居住区和厂区内污水支管最小管径为300mm*城镇道路下的污水管道最小管径为300mm*由管段设计流量算出的管径小于最小管径时，直接采用最小管径污水管道埋设深度管道埋设深度是指管道内的内壁底部离开地面的垂直距离，即管道埋深；管道的顶部离开地面的垂直距离称为覆土厚度。*车行道下污水管的最小覆土厚度不宜小于0.7m*污水出乎连接管的最小埋深一般采用0.5-0.7m*污水支管起点的最小埋深应为0.6-0.7m污水管道的衔接管道常用衔接方式有两种:水面平接、管顶平接。水面平接一般适用于上下游直径相同，平坦地区；此方法较管顶平接方法要求下游埋深小。管顶平接不易产生回水，但下游管道埋深会增加，地面平坦区会增加管网造价，适用于地面坡度较大的地区。六、污水管网水力计算河东地区地势较为平坦，坡度较小，管道衔接方式可采用水面平接。管网水力计算相关数据见下表污水管网水力计算*表2·2管段编号设计流量q设计流量q管段长度L管径管径管段坡度I管段坡度IqqLDDIIL/sm/smmmm0/00123456781~242.550.042555503500.351.70.00179~1039.320.039325503500.351.70.001711~1063.250.063257004500.451.20.001210~1395.360.095365205000.501.40.001412~1355.620.055625504000.401.40.001414~1371.020.071026504500.451.10.001113~16197.320.197324957000.701.00.001015~1653.390.053395504000.401.50.001517~1666.180.066186504000.401.80.001816~2286.970.286973958000.800.90.00092~3350.210.350217258500.851.00.00103~4385.000.385008058500.851.10.001118~1953.650.053656504000.401.40.001420~1954.180.054187004000.401.40.001419~2299.910.099915205000.501.40.001421~2267.950.067956704000.402.20.002223~2264.950.064956504000.402.00.002022~25206.830.206835007000.701.00.001024~2567.730.067737004000.402.20.002226~2562.920.062926004000.401.80.001825~4305.120.305123558000.800.90.00094~5668.030.6680365511001.100.90.00095~6700.090.7000963510501.051.10.001144~2874.070.074075304500.451.20.001227~2848.020.048028504000.401.40.001429~285.930.005932803000.305.70.005728~31126.140.126143835000.501.90.001930~3183.850.083857504500.451.50.001532~3121.410.021413003000.303.00.003031~34216.920.216925306000.602.10.002133~3469.440.069446504000.401.90.001935~3433.890.033893503000.303.00.003034~6297.390.297394627000.701.90.00196~7966.210.9662144712501.250.90.00097~8980.060.9800637612501.250.90.000936~374.870.004872203000.306.60.006637~394.870.004872883000.306.60.006638~3915.100.015102503000.303.10.003139~4118.820.018824683000.303.00.003040~4126.400.026402703000.303.00.003042~417.080.007081303000.305.20.005241~849.050.049053903500.352.40.00248~431012.711.0127116812001.003.00.0030v0q0Q/q0y/DhV/V0v降落量ILm9101112131415160.5800.0560.7620.6500.231.090.630.940.5800.0560.7040.6150.221.070.620.940.5770.0920.6900.6150.281.070.620.840.6680.1310.7270.6200.311.070.710.730.5760.0720.7690.6450.261.080.620.770.5520.0880.8090.6700.301.100.610.720.7070.2720.7260.6200.431.070.760.500.5960.0750.7130.6200.251.070.640.830.6530.0820.8070.6700.271.000.651.170.7330.3680.7790.6600.531.090.800.360.8040.4560.7680.6600.561.090.880.730.8440.4780.8050.6700.571.100.930.890.5760.0720.7420.6200.251.070.620.910.5760.0720.7490.6300.251.070.620.980.6680.1310.7620.6400.321.090.730.730.7220.0910.7500.6400.261.090.791.470.6880.0860.7510.6400.261.090.751.300.7070.2720.7610.6400.451.090.770.500.7220.0910.7470.6400.261.090.791.540.6530.0820.7670.6500.261.090.711.080.7330.3680.8290.6900.551.110.810.320.9060.8610.7760.6900.761.111.010.590.9710.8410.8330.6900.721.111.080.700.5770.0920.8080.6800.311.110.640.640.5760.0720.6640.5900.241.070.621.190.9590.0680.0880.2050.060.630.601.600.7780.1530.8260.6900.351.110.860.730.6450.1020.8180.6800.311.100.711.130.6960.0490.4360.4500.140.960.670.900.9240.2610.8310.6900.411.111.031.110.6710.0840.8240.6800.271.100.741.240.6960.0490.6890.6000.181.060.741.050.9740.3750.7940.6700.471.101.070.880.9871.2100.7980.6700.841.101.090.400.9871.2100.8100.6800.851.101.090.341.0320.0730.0670.1750.050.580.601.451.0320.0730.0670.1750.050.580.601.900.7070.0500.3020.3450.100.850.600.780.6960.0490.3830.4100.120.910.631.400.6960.0490.5370.5200.161.020.710.810.9160.0650.1090.2200.070.650.600.680.6900.0660.7400.6300.221.080.740.941.5531.2190.8310.6700.671.001.550.50管段编号标高埋深度设地面水面管底m上端下端上端下端上端下端上端下端1718192021222324251~2107.00107.00106.17105.07105.94104.841.062.169~10111.70112.10110.47109.93110.25109.711.452.3911~10112.00112.10111.16109.93110.88109.651.122.4510~13112.10110.70109.93107.42109.62107.112.483.5912~13110.20110.70109.07107.42108.81107.161.393.5414~13110.60110.70109.05107.42108.75107.121.853.5813~16110.70108.60107.42105.69106.99105.263.713.3415~16108.40108.60107.38105.69107.13105.441.273.1617~16108.70108.60107.32105.69107.05105.421.653.1816~2108.60107.00105.07104.62104.54104.094.062.912~3107.00106.70104.62103.90104.06103.332.943.373~4106.70107.00103.90103.01103.33102.443.374.5618~19111.90111.60110.35108.59110.10108.341.803.2620~19111.30111.60110.48109.50110.23109.251.072.3519~22111.60109.60108.59107.86108.27107.543.332.0621~22110.40109.60108.76107.29108.50107.031.902.5723~22109.70109.60108.59107.29108.33107.031.372.5722~25109.60108.20107.29106.79106.84106.342.761.8624~25108.60108.20107.78106.24107.52105.981.082.2226~25108.30108.20107.32106.24107.06105.981.242.2225~4108.20107.00107.20106.88106.65106.331.550.674~5107.00106.80103.01102.42102.25101.664.755.145~6106.80106.60102.42101.72101.70101.005.105.6044~28113.80112.60108.62107.98108.31107.685.494.9227~28111.40112.60109.17107.98108.93107.742.474.8629~28112.70112.60109.58107.98109.52107.923.184.6828~31112.60110.70107.98107.25107.64106.914.963.7930~31110.00110.70108.37107.25108.06106.941.943.7632~31110.60110.70108.15107.25108.02107.122.583.5931~34110.70108.80107.25106.14106.84105.723.863.0833~34108.20108.80107.37106.14107.10105.861.102.9435~34108.90108.80107.19106.14107.01105.961.892.8434~6108.80106.60106.14105.26105.67104.793.131.816~7106.60106.70101.72101.32100.88100.485.726.227~8106.70107.20101.32100.98100.47100.136.237.0736~37112.70112.70111.75110.30111.70110.251.002.4537~39112.70109.70110.30108.40110.25108.352.451.3538~39109.60109.70108.40107.63108.30107.521.302.1839~41109.70109.20107.63106.23107.51106.102.193.1040~41109.00109.20106.