《給水排水管網系統》課程設計計算闡明書題目：衡陽市給水排水管網工程學院：市政與環境工程學院專業：給排水科學與工程姓名：孔慶培學號：指引教師：譚水成完畢時間：12月30日前言衡陽市給水排水管道工程設計，其市總人口54.32萬左右，有一工廠A和火車站。總設計時間為2周，設計內容重要是給水管道定線、水力計算及某些區域污水、雨水設計，并作出平面圖和縱剖面圖。設計過程中，先大體理解衡陽市地形分布后，決定通過度區供水滿足整個都市用水需求。定線，給水水力計算，擬定管徑，校核等等，把定下管徑標圖并整頓報告。考慮都市初步規劃，以及資金投資問題，采用完全分流制排水系統。生活污水和工業廢水通過污水排水系統送至污水解決廠，經解決后再排入水體。雨水是通過雨水排水系統直接排入水體。課程設計讓咱們結合所學知識，運用CAD制圖，畫出衡陽市給水排水管道總平面分布圖，某些污水干管剖面圖,學會靈活運用知識。PrefaceThedesignofwatersupplyanddrainagepipelineengineeringofHengyangcity，thetotalpopulationofthecityis543，200around,thereareafactory“A”andatrainstationinthecity.Thetotaltimeofthedesignfor2weeks，thecontentofthedesignismainlyaboutthewatersupplypipelinealignment，hydrauliccalculationandthesewageofpartofarea，rainwaterdesign，andmaketheplanefigureandprofile.Inthedesignprocess，firstunderstandtopographicdistributionofHengyangcityroughly，decidetomeetthewholecitywaterdemandbythedistrictwatersupply.Fixedline，calculation，todeterminethewaterhydraulicdiameter，checkingandsoon，tosetthediameterofplottingandfinishingthereport.Consideringthepreliminaryplanningofthecity，andtheproblemofcapitalinvestment，usingcompletelyseparatedrainagesystem.Domesticsewageandindustrialwastewaterissenttothesewagetreatmentplantthroughthesewagesystem，andthendischargedintothewaterbodyafterthetheatment.Therainwaterisdirectlydischargedintothewaterbodythroughrainwaterdrainagesystem.Curriculumdesignallowsustocombinetheknowledgewhichwehavelearned，theuseofCADdrawing，drawingadistributionmapofgenerallayoutofwatersupplyanddrainagepipelineinHengyangCity，partofthesewagetrunkpipeprofile，learntouseknowledgeflexibly.目錄33461設計任務 1278771.1設計原始資料 1136551.2課程設計內容 1269252一區給水管網設計與計算 359782.1供水方式選取 372192.2基本數據擬定 3230992.3設計用水量計算 326502.3.1居民綜合生活用水 329532.3.2.工業用水量 489012.3.3市政用水量 4241672.3.4管網漏失水量 5292952.3.5都市未預見水量 5165722.3.6最高日用水量 5228042.3.7最高日最高時用水量 5243222.4清水池調節容積 557042.5管段設計流量計算 6131692.5.1集中流量計算 6308392.5.2給水管網平差1 6254942.5.3給水管網平差2 911782.5.4給水管網平差3 1119452.5.6二級泵站揚程 14258333二區給水管網設計與計算 1542893.1居民綜合生活用水 1576383.2市政用水量 15289113.3管網漏失水量 16174203.4都市未預見水量 16294853.5最高日用水量 168483.6最高日最高時用水量 16300873.7清水池調節容積 1613903.8給水管網平差1 17304013.9給水管網平差2 184163.10給水管網平差3 18160423.11二級泵站揚程 19163954污水管道設計 21240894.1排水體制擬定 21313044.2設計規定 21276174.3污水計算書表 2123245雨水管道計算 2305.1雨水管網定線 2342485.2設計參數 2372485.3雨水計算書 23102236設計總結 2417005參照文獻 251設計任務1.1設計原始資料1.設計題目：衡陽市給水排水管道工程設計。2.原始資料（1）都市總平面圖1張，比例為1：10000。（2）都市各區人口密度、平均樓層和居住區房屋衛生設備狀況：分區人口密度（人/公頃）平均樓層給排水設備淋浴設備集中熱水供應Ⅰ3206+++Ⅱ3508+++Ⅲ（3）都市中有下列工業公司，其詳細位置見平面圖：A工廠，日用水量8000噸/天，最大班用水量：3000噸/班，工人總數3000人，分三班工作，最大班1200人，其中熱車間占30%，使用淋浴者占80%；普通車間使用淋浴者占20%。B工廠，日用水量————噸/天，最大班用水量：————噸/班，工人總數————人，分三班工作，最大班————人，熱車間占%，使用淋浴者占%；普通車間使用淋浴者占%。火車站用水量為8L/s。（4）都市土質種類為粘土，地下水位深度為7米。（5）都市河流水位：最高水位：59米，最低水位：50米，常水位：55米。(6）都市地面覆蓋狀況：地面種類面積（%）屋面50混凝土路面20草地301.2課程設計內容都市給水管網擴初設計都市給水管網定線（涉及方案定性比較）；用水量計算，管網水力計算；清水池、水塔容積計算、水泵揚程計算管網校核；繪圖（平面圖）都市排水管網擴初設計。排水體制選取都市排水管網定線；任選1條污水和雨水管路進行水力計算；繪圖（平面圖、縱剖面圖）2一區給水管網設計與計算2.1供水方式選取該都市地勢相對比較平坦，沒有太大起伏變化。都市中心有一條自北向東轉向西南流河流，有天然劃分，故采用分區供水；市中各工業公司對水質無特殊規定，故不進行分質供水。綜上所述，因而采用分區給水系統。2.2基本數據擬定

由原始資料該都市位于衡陽,1區1479公頃，2區200公頃人口數為1479×320+200×350=54.32萬依照《給水排水管網系統》附錄2附表2可知該都市位于一區，為大都市。從設計規范查出：綜合生活用水定額采用300L/(人·d)；工廠職工生活用水量采用普通車間每人每班25L，高溫車間每人每班35L計算，淋浴用水按普通車間每人每班40L，高溫車間每人每班60L計算；澆灑道路用水量按每平方路面每次1.5L，每日2次；綠化用水量按3L/d.m2計算；都市未預見水量和管網漏失水量按最高日用水量20%合并計算。2.3設計用水量計算都市設計用水量按最高日用水量計算,涉及:居民綜合生活用水、工業公司職工生活用水、淋雨用水和生產用水、澆灑道路和綠化用水等市政用水及都市未預見水量和管網漏失水量。2.3.1.居民綜合生活用水分區人口密度（人/公頃）面積（公頃）人口數（人）Ⅰ3201479473200Ⅱ35020070000參照教材，取綜合生活用水定額為300L/(人·d)。用水普及率為90%。最高日綜合生活用水量Q1：Q1=qNf/1000+8×24×3600/1000Q1―—都市最高日綜合生活用水，q――都市最高日綜合用水量定額，Ｌ/（人.d）；Ｎ――都市設計年限內籌劃用水人口數；f――都市自來水普及率，采用f=90%Q1=qNf/1000=300×473200×0.9/1000+8×24×3600/1000=128455.22.3.2.工業用水量工廠職工生活用水量采用普通車間每人每班25L，高溫車間每人每班35L計算.淋浴用水按普通車間每人每班40L，高溫車間每人每班60L計算.A工廠：工人總數3000人，熱車間人數3000×30%=900（人），使用淋浴人數900×80%=720（人）。普通車間人數3000×70%=2100（人），使用淋浴人數2100×20%=420（人）。工業公司職工生活用水和淋浴用水量QQ=（900×35+2100×25+720×60+420×40）/1000=144(m3/d)A工業生產用水量Q：Q=8000(m3/d)工業生產用水量Q2Q2=Q+Q=144+8000=8144(m3/d)2.3.3市政用水量Q3： q3a―—都市澆灑道路用水量定額L/(㎡·次)；q3b―—都市大面積綠化用水量定量L/(㎡·d)；N3a―—都市最高日澆灑道路面積（㎡）；N3b―—都市最高日大面積綠化面積（㎡）；n―—都市最高日澆灑道路次數。依照《給排水迅速設計手冊》澆灑道路用水量按每平方米路面每次1.5L計算，每天澆灑2次，綠化用水量采用3.0L/(㎡·d)，因此澆灑道路和綠地等市政用水量為：=39000m3／d2.3.4管網漏失水量Q4按最高日用水量10%計算Q4=（Q1+Q2+Q3）×10%=17559.92(m3/d)2.3.5都市未預見水量Q5按最高日用水量10%計算。Q5＝（Q1+Q2+Q3+Q4）×10%＝19315.912(m3/d)2.3.6最高日用水量QdQd＝Q1+Q2+Q3+Q4+Q5=212475.032(m3/d)2.3.7最高日最高時用水量QhQh=KhQd/86.4=2951.1(L/S)2.4清水池調節容積由教材可知，取清水池調節容積為15%。清水池中除了儲存調節用水外還存儲消防用水,則清水池有效容積W為W=W1+W2+W3+W4W－清水池總容積（m）；W1－清水池調節容積（m）；W2－消防儲水量（m），按2小時火災延續時間計算；W3－水廠沖洗濾池和沉淀池排泥等生產用水，取最高日用水量8%計算；W4－安全儲水量清水池調節容積W1=Qd×15%=31871.25m該都市1區人口為47.32萬人，擬定同一時間內火災次數為3次，一次用水量為75L/s，火災持續時間為2.0h故W2＝3×75×2×3600/1000＝1620m水廠自用水按最高日用水量8%計：W3=Qd×8%=16998m清水池安全儲量W4按以上三某些容積和10%計算。因而清水池有效容積為：W=（1+10%）（W1+W2+W3）=（1+10%）(31871.25+1620+16998)=50489.25m管段設計流量計算2.5.1集中流量計算A工廠最高時集中流量為8000×1000/8×3600+（25×3000×70%+3000×30%×35）/24×3600+（3000×30%×80%×60）/3600+（3000×70%×20%×40）/3600=295.42L／s。火車站用水量為8L/S。2.5.2給水管網平差1：給水管網平差一、平差基本數據1、平差類型：反算水源壓力。2、計算公式：柯爾－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν計算溫度：10，ν=0.0000013、局部損失系數：1.50二、節點參數節點編號流量(L/s)地面標高(m)節點水壓(m)自由水頭(m)1-2289.55059.580101.65742.077248.15859.314101.33342.0193-2289.55059.855101.83041.975479.56160.047100.40840.361593.22260.61699.59538.979638.12061.03698.88837.8527138.18261.21598.68537.4708214.37561.56098.07136.5119166.43062.69992.13029.43110126.27162.52894.29031.7621174.05062.06896.16034.09212120.16662.18895.35633.16813126.86461.98095.56833.58814120.02161.81094.10332.2931588.65562.00994.75832.7491623.57962.02995.17733.14817106.66161.94496.67434.7301838.64161.43896.60535.16719325.70061.39296.74635.35420125.82762.24990.24928.00021163.46461.14194.21333.07222152.62459.93898.24738.30923132.97459.90398.93539.0322492.51159.258100.74441.4862572.35559.528100.32940.80126132.10359.86599.58839.7232739.64060.15299.07738.92528108.81460.43998.61038.17129153.81260.78198.77337.99230114.94861.37097.78136.41131112.41361.57897.20635.62832192.48961.30593.54432.23933252.69461.82095.19533.37534118.32062.46893.22030.7523563.48562.06990.77528.70636183.69361.59597.21435.61937244.85260.77497.74636.97238193.42660.35597.19536.840三、管道參數管道編號管徑(mm)管長(m)流量(L/s)流速(m/s)千米損失(m)管道損失(m)2-416001075.92440.8491.1700.8600.9252-31600654.92289.5501.0970.7600.4972-11600427.02289.5501.0970.7600.3244-25500592.543.4640.2090.1330.0795-416001045.22317.8241.1110.7780.8136-51200979.21052.4280.8940.7210.7067-323501982.282.9610.8062.5935.1417-61200302.51014.3080.8620.6720.2038-71000586.4793.1640.9691.0470.6149-34350344.492.0190.8943.1651941.7740.5501.5075.94110-93002285.332.6370.4300.9452.16010-343001059.133.8120.4451.0101.07011-31700880.6333.3580.8281.1871.04611-10500843.6192.7200.9292.2171.87012-11350472.366.5880.6471.7030.80412-363001099.544.3680.5841.6901.85813-143001148.938.2560.5041.2761.46613-123002322.39.2100.1210.0910.21214-373001309.757.6140.7582.7823.64415-143001219.124.1500.3180.5370.65516-15300427.733.2600.4380.9790.41917-235001293.7170.3280.8211.7482.26217-16300552.156.8390.7482.7111.49718-173001292.76.8280.0900.0530.06919-229001412.8606.5350.9141.0631.50219-215001210.1187.0260.9012.0932.53219-18300156.531.8130.4190.9010.14120-193002029.061.9960.8163.2026.49721-203001170.763.8310.8403.3863.96422-213002869.440.2690.5301.4064.03423-221000647.2799.4280.9761.0630.68824-2312002291.01102.7300.9370.7891.80824-21600925.32090.0931.0020.6370.58925-241000314.0894.8521.0931.3220.41525-261000596.8865.9611.0581.2400.74026-27800397.4493.4390.9391.2880.51227-28800426.3453.7990.8641.0960.46728-378001122.7377.3410.7180.7690.86328-29400711.932.3560.2430.2300.16429-51200924.71172.1750.9960.8880.82130-2912001559.2986.0060.8380.6360.99230-36700411.7360.0690.8941.3770.56731-30800417.5510.9900.9721.3770.57532-313001037.665.2190.8593.5293.66233-88001896.7537.0151.0221.5162.87633-32300979.644.3090.5831.6861.65134-335001054.9176.5270.8511.8731.97535-333001319.063.4850.8363.3514.42036-13500900.3174.3300.8401.8281.64636-374001405.242.3220.3170.3790.53237-383501249.832.5520.3160.4410.55138-153501018.679.5450.7732.3932.43738-266001750.5240.4190.8091.3672.393四、管網平差成果特性參數水源點1：節點流量(L/s):-2289.550節點壓力(m):101.66水源點3：節點流量(L/s):-2289.550節點壓力(m):101.83最大管徑(mm):1600.00最小管徑(mm):300.00最大流速(m/s):1.170最小流速(m/s):0.090水壓最低點20，壓力(m):90.25自由水頭最低20，自由水頭(m):28.002.5.3給水管網平差2：給水管網平差一、平差基本數據1、平差類型：事故校核。2、計算公式：柯爾－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν計算溫度：10，ν=0.0000013、局部損失系數：1.50二、節點參數節點編號流量(L/s)地面標高(m)節點水壓(m)自由水頭(m)1-1602.68559.58095.99136.411233.71159.31495.85836.5443-1602.68559.85596.16136.306455.69360.04795.40835.361565.25560.61694.99734.381626.68461.03694.64133.605796.72761.21594.53833.3238150.06361.56094.22932.6699116.50162.69991.22128.5221088.39062.52892.31829.7901151.83562.06893.25931.1911284.11662.18892.84730.6591388.80561.98092.95530.9751484.01561.81092.19530.3851562.05862.00992.52630.5171616.50562.02992.74130.7121774.66361.94493.49831.5541827.04961.43893.46332.02519227.99061.39293.53632.1442088.07962.24990.24928.00021114.42561.14192.25531.11422106.83759.93894.29434.3562393.08259.90394.64034.7372464.75859.25895.55236.2942550.64859.52895.32635.7982692.47259.86594.95835.0932727.74860.15294.70634.5542876.17060.43994.47534.03629107.66860.78194.58033.7993080.46461.37094.07732.7073178.68961.57893.78732.20932134.74261.30591.93730.63233176.88661.82092.77830.9583482.82462.46891.77529.3073544.44062.06990.54228.47336128.58561.59593.78832.19337171.39660.77494.04133.26738135.39860.35593.75333.398三、管道參數管道編號管徑(mm)管長(m)流量(L/s)流速(m/s)千米損失(m)管道損失(m)2-416001075.91682.3530.8060.4190.4512-31600654.91768.6410.8480.4610.3022-11600427.01436.7290.6890.3090.1325-416001045.21626.6600.7800.3930.4116-51200979.2736.9260.6260.3640.3567-323501982.258.0700.5641.3122.6017-61200302.5710.2420.6040.3390.1038-71000586.4555.4440.6780.5280.3099-34350344.464.6400.6281.6090.5549-83003941.929.1250.3830.7633.00810-93002285.322.7370.2990.4801.09810-343001059.123.5570.3100.5130.54311-31700880.6233.3330.5800.6000.52811-10500843.6134.6840.6491.1150.94112-11350472.346.8140.4550.8730.41212-363001099.530.9650.4080.8560.94113-143001148.926.9850.3550.6610.76013-123002322.36.3370.0830.0470.10814-373001309.740.3250.5311.4101.84615-143001219.116.7050.2200.2710.33116-15300427.723.2610.3060.5010.21417-235001293.7119.1360.5740.8831.14217-16300552.139.7660.5231.3730.75818-173001292.74.7080.0620.0270.03519-229001412.8424.7930.6400.5370.75819-215001210.1131.0710.6321.0591.28119-18300156.522.3410.2940.4650.07320-193002029.043.3910.5711.6203.28721-203001170.744.6880.5881.7132.00622-213002869.428.0410.3690.7112.03923-221000647.2559.6710.6840.5350.34724-2312002291.0771.8900.6560.3980.91124-21600925.31489.3070.7140.3320.30725-241000314.0652.6600.7970.7190.22625-261000596.8602.0110.7350.6160.36726-27800397.4341.6010.6500.6360.25327-28800426.3313.8530.5970.5410.23028-378001122.7263.0490.5010.3860.43428-29400711.925.3660.1900.1470.10429-51200924.7824.4790.7010.4510.41730-2912001559.2691.4450.5880.3220.50330-36700411.7253.3120.6290.7020.28931-30800417.5357.6690.6810.6940.29032-313001037.645.6470.6011.7841.85133-88001896.7376.2570.7160.7651.45033-32300979.631.0250.4080.8590.84234-335001054.9123.9060.5970.9511.00335-333001319.044.4400.5851.6952.23636-13500900.3122.1260.5890.9250.83336-374001405.228.3650.2130.1800.25337-383501249.822.9630.2230.2310.28938-153501018.655.5030.5391.2041.22738-266001750.5167.9380.5650.6891.205四、管網平差成果特性參數水源點1：節點流量(L/s):-1602.685節點壓力(m):95.99水源點3：節點流量(L/s):-1602.685節點壓力(m):96.16最大管徑(mm):1600.00最小管徑(mm):300.00最大流速(m/s):0.848最小流速(m/s):0.062水壓最低點20，壓力(m):90.25自由水頭最低20，自由水頭(m):28.002.5.4給水管網平差3：給水管網平差一、平差基本數據1、平差類型：消防校核。2、計算公式：柯爾－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν計算溫度：10，ν=0.0000013、局部損失系數：1.50二、節點參數節點編號流量(L/s)地面標高(m)節點水壓(m)自由水頭(m)1-2432.05059.58083.73324.1532143.15859.31483.35924.0453-2432.05059.85583.90324.048479.56160.04782.31922.2725188.22260.61681.38220.766638.12061.03680.55219.5167233.18261.21580.31219.0978214.37561.56079.70118.1419166.43062.69973.82211.12310126.27162.52876.05013.5221174.05062.06877.95415.88612120.16662.18877.16214.97413126.86461.98077.39215.41214120.02161.81075.98714.1771588.65562.00976.68414.6751623.57962.02977.12415.09517106.66161.94478.66416.7201838.64161.43878.60117.16319325.70061.39278.74517.35320125.82762.24972.24910.00021163.46461.14176.21315.07222152.62459.93880.24920.31123132.97459.90380.93721.0342492.51159.25882.74823.4902572.35559.52882.29922.77126132.10359.86581.53521.6702739.64060.15280.99720.84528108.81460.43980.50420.06529153.81260.78180.57819.79730114.94861.37079.58718.21731112.41361.57879.00717.42932192.48961.30575.23213.92733252.69461.82076.84715.02734118.32062.46874.90512.4373563.48562.06972.42710.35836183.69361.59579.03017.43537244.85260.77479.63318.85938193.42660.35579.11918.764三、管道參數管道編號管徑(mm)管長(m)流量(L/s)流速(m/s)千米損失(m)管道損失(m)2-416001075.92592.5131.2420.967192398.6121.1490.8310.5442-11600427.02465.4881.1820.8770.3744-25500592.520.2210.0970.0330.0205-416001045.22492.7311.1950.8960.9366-51200979.21144.6030.9730.8480.8317-323501982.282.4410.8012.562551106.4830.9400.7950.2408-71000586.4790.8600.9661.0410.6109-34350344.491.7070.8913.1441941.5440.5471.4915.87910-93002285.333.1800.4370.9752.22810-343001059.135.0530.4611.0811.14511-31700880.6334.6030.8311.1961.05311-10500843.6194.5040.9372.2571.90412-11350472.366.0500.6421.6770.79212-363001099.544.4920.5861.6991.86813-143001148.937.4160.4931.2231.40513-123002322.39.6240.1270.0990.23014-373001309.757.6350.7592.7843.64615-143001219.124.9710.3290.5720.69716-15300427.734.1140.4491.0270.43917-235001293.7170.8040.8231.7582.27417-16300552.157.6930.7592.7891.54018-173001292.76.4510.0850.0480.06219-229001412.8606.9040.9151.0641.50419-215001210.1187.0180.9012.0922.53219-18300156.532.1900.4240.9210.14420-193002029.061.9950.8163.2026.49621-203001170.763.8320.8403.3863.96422-213002869.440.2780.5301.4064.03623-221000647.2799.8050.9771.0640.68824-2312002291.01103.5840.9380.7911.81124-21600925.32128.4291.0200.6600.61025-241000314.0932.3341.1391.4310.44925-261000596.8880.2001.0751.2800.76426-27800397.4506.5000.9641.3540.53827-28800426.3466.8600.8881.1570.49328-378001122.7379.0640.7210.7760.87128-29400711.921.0170.1580.1040.07429-51200924.71159.9060.9860.8700.80530-2912001559.2985.0770.8370.6350.99030-36700411.7356.8530.8861.3540.55731-30800417.5513.2750.9771.3890.58032-313001037.666.2590.8723.6383.77533-88001896.7534.9411.0181.5052.85433-32300