給排水管網(wǎng)課程設(shè)計

HetianUniversityofUrbanConstruction《給水排水管網(wǎng)系統(tǒng)》課程設(shè)計計算說明書題 目：衡陽市給水排水管網(wǎng)工程學(xué)院： 專業(yè)： 姓名： 學(xué)號：026413158 指導(dǎo)老師： 完成時間：2015年12月30日 衡陽市給水排水管道工程設(shè)計，其市總?cè)丝?4.32萬左右，有一工廠A和火車站?？傇O(shè)計時間為2周，設(shè)計內(nèi)容主要是給水管道的定線、水力計算及部分區(qū)域的污水、雨水設(shè)計，并作出平面圖和縱剖面圖。設(shè)計過程中，先大致了解衡陽市地形分布后，決定通過分區(qū)供水滿足整個城市的用水需求。定線，給水水力計算，確定管徑，校核等等，把定下的管徑標圖并整理報告?？紤]城市初步規(guī)劃，以及資金投資問題，采用完全分流制排水系統(tǒng)。生活污水和工業(yè)廢水通過污水排水系統(tǒng)送至污水處理廠，經(jīng)處理后再排入水體。雨水是通過雨水排水系統(tǒng)直接排入水體。課程設(shè)計讓我們結(jié)合所學(xué)知識，運用CAD制圖，畫出衡陽市給水排水管道總平面分布圖，部分污水干管剖面圖,學(xué)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TOC\o"1-5"\h\z\o"CurrentDocument"1 設(shè)計任務(wù) 1\o"CurrentDocument"1.1設(shè)計原始資料 1\o"CurrentDocument"1.2課程設(shè)計內(nèi)容 1\o"CurrentDocument"2 一區(qū)給水管網(wǎng)設(shè)計與計算 3\o"CurrentDocument"2.1供水方式的選擇 3\o"CurrentDocument"2.2基本數(shù)據(jù)的確定 3\o"CurrentDocument"2.3設(shè)計用水量計算 3\o"CurrentDocument"2.3.1居民綜合生活用水 3\o"CurrentDocument"2.3.2.工業(yè)用水量 4\o"CurrentDocument"2.3.3市政用水量 4\o"CurrentDocument"2.3.4管網(wǎng)漏失水量 5\o"CurrentDocument"2.3.5城市的未預(yù)見水量 5\o"CurrentDocument"2.3.6最高日用水量 5\o"CurrentDocument"2.3.7最高日最高時用水量 5\o"CurrentDocument"2.4清水池調(diào)節(jié)容積 5\o"CurrentDocument"2.5管段設(shè)計流量計算 6\o"CurrentDocument"2.5.1集中流量的計算 6\o"CurrentDocument"2.5.2給水管網(wǎng)平差1 6\o"CurrentDocument"2.5.3給水管網(wǎng)平差2 9\o"CurrentDocument"2.5.4給水管網(wǎng)平差3 11\o"CurrentDocument"2.5.6二級泵站揚程 14\o"CurrentDocument"3 二區(qū)給水管網(wǎng)設(shè)計與計算 15\o"CurrentDocument"3.1居民綜合生活用水 15\o"CurrentDocument"3.2市政用水量 153.3管網(wǎng)漏失水量 16\o"CurrentDocument"3.4城市的未預(yù)見水量 16\o"CurrentDocument"3.5最高日用水量 16\o"CurrentDocument"3.6最高日最高時用水量 16\o"CurrentDocument"3.7清水池調(diào)節(jié)容積 16\o"CurrentDocument"3.8給水管網(wǎng)平差1 17\o"CurrentDocument"3.9給水管網(wǎng)平差2 18\o"CurrentDocument"3.10給水管網(wǎng)平差3 18\o"CurrentDocument"3.11二級泵站揚程 19\o"CurrentDocument"4 污水管道設(shè)計 21\o"CurrentDocument"4.1排水體制的確定 21\o"CurrentDocument"4.2設(shè)計要求 21\o"CurrentDocument"4.3污水計算書表 21\o"CurrentDocument"5 雨水管道計算 23\o"CurrentDocument"5.1雨水管網(wǎng)的定線 23\o"CurrentDocument"5.2設(shè)計參數(shù) 23\o"CurrentDocument"5.3雨水計算書 236 設(shè)計總結(jié) 24\o"CurrentDocument"參考文獻 251設(shè)計任務(wù)1.1設(shè)計原始資料設(shè)計題目：衡陽市給水排水管道工程設(shè)計。原始資料（1）城市總平面圖1張，比例為1：10000。2）城市各區(qū)人口密度、平均樓層和居住區(qū)房屋衛(wèi)生設(shè)備情況：分區(qū)人口密度（人/公頃）平均樓層給排水設(shè)備淋浴設(shè)備集中熱水供應(yīng)I3206+++II3508+++III（3）城市中有下列工業(yè)企業(yè)，其具體位置見平面圖:1） A工廠，日用水量8000噸/天，最大班用水量:3000噸/班，工人總數(shù)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__%;—般車間使用淋浴者占20 %。TOC\o"1-5"\h\z2） B工廠，日用水量 噸/天，最大班用水量： 噸/班，工人總數(shù) 人,分三班工作，最大^^_人，熱車間占 %，—使用淋浴者占 %；一般車間使用淋浴者占 ％。3） 火車站用水量為8 L/so（4） 城市土質(zhì)種類為粘土，地下水位深度為7米。（5） 城市河流水位：最高水位：59米，最低水位:50米，常水位:55米。（6） 城市地面覆蓋情況：地面種類面積（％）屋面50混凝土路面20草地301.2課程設(shè)計內(nèi)容城市給水管網(wǎng)擴初設(shè)計1）城市給水管網(wǎng)定線（包括方案定性比較）2）用水量計算，管網(wǎng)水力計算；3）清水池、水塔容積計算、水泵揚程計算4）管網(wǎng)校核；5）繪圖（平面圖）城市排水管網(wǎng)擴初設(shè)計。1）排水體制選擇2）城市排水管網(wǎng)定線；3）任選1條污水和雨水管路進行水力計算4）繪圖（平面圖、縱剖面圖）2一區(qū)給水管網(wǎng)設(shè)計與計算2.1供水方式的選擇該城市的地勢相對比較平坦，沒有太大的起伏變化。城市的中心有一條自北向東轉(zhuǎn)向西南流的河流，有天然劃分，故采用分區(qū)供水；市中各工業(yè)企業(yè)對水質(zhì)無特殊要求，故不進行分質(zhì)供水。綜上所述，因而采用分區(qū)的給水系統(tǒng)。2.2基本數(shù)據(jù)的確定由原始資料該城市位于衡陽，1區(qū)1479公頃，2區(qū)200公頃人口數(shù)為1479X320+200X350=54.32萬根據(jù)《給水排水管網(wǎng)系統(tǒng)》附錄2附表2可知該城市位于一區(qū)，為大城市。從設(shè)計規(guī)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一般車間每人每班25L，高溫車間每人每班35L計算，淋浴用水按一般車間每人每班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；城市的未預(yù)見水量和管網(wǎng)漏失水量按最高日用水量的20%合并計算。2.3設(shè)計用水量計算城市設(shè)計用水量按最高日用水量計算，包括:居民綜合生活用水、工業(yè)企業(yè)職工生活用水、淋雨用水和生產(chǎn)用水、澆灑道路和綠化用水等市政用水及城市未預(yù)見水量和管網(wǎng)漏失水量。2.3.1.居民綜合生活用水分區(qū)人口密度（人/公頃）面積（公頃）人口數(shù)（人）I3201479473200II35020070000參考教材，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Q:1Q二qNf/1000+8X24X3600/10001Q―—城市最高日綜合生活用水，m3/d1q——城市最高日綜合用水量定額，L/（人.d）；N――城市設(shè)計年限內(nèi)計劃用水人口數(shù)；f——城市自來水普及率，采用f=90%Q=qNf/1000=300X473200X0.9/1000+8X24X3600/1000=128455.2m3/d12.3.2.工業(yè)用水量工廠職工生活用水量采用一般車間每人每班25L,高溫車間每人每班35L計算?淋浴用水按一般車間每人每班40L,高溫車間每人每班60L計算.A工廠：工人總數(shù)3000人，熱車間人數(shù)3000X30%=900（人）使用淋浴人數(shù)900X80%=720（人）。普通車間人數(shù)3000X70%=2100（人），使用淋浴人數(shù)2100X20%=420（人）。工業(yè)企業(yè)職工的生活用水和淋浴用水量QAQ=（900X35+2100X25+720X60+420X40）/1000=144（m3/d）AA工業(yè)生產(chǎn)用水量Q:BQ=8000（m3/d）B工業(yè)生產(chǎn)用水量Q2Q=Q+Q=144+8000=8144（m3/d）2AB2.3.3市政用水量Q：3Q二$3aN3?！?$3bN3b31000q――城市澆灑道路用水量定額L/（^?次）；3aq——城市大面積綠化用水量定量L/（m??d）；3bN――城市最高日澆灑道路面積（mJ；3aN――城市最高日大面積綠化面積（mJ；3bn――城市最高日澆灑道路次數(shù)。根據(jù)《給排水快速設(shè)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/(m??d），所以澆灑道路和綠地等市政用水量為:1.5x2x2600x10000x20%+3x2600x10000x30%=39000m3/d1^00=39000m3/d2.3.4管網(wǎng)漏失水量Q4按最高日用水量的10%計算Q=(Q+Q+Q)X10%=17559.92(m3/d)1 2 32.3.5城市的未預(yù)見水量Q5按最高日用水量的10%計算。Q=(Q+Q+Q+Q)X10%=19315.912(m3/d)1 2 3 42.3.6最高日用水量QdQ—Q+Q+Q+Q+Q=212475.032(m3/d)d1 2 3 4 52.3.7最高日最高時用水量QhQh=KhQd/86.4=2951.1(L/S)2.4清水池調(diào)節(jié)容積由教材可知，取清水池調(diào)節(jié)容積為15%。清水池中除了儲存調(diào)節(jié)用水外還存放消防用水，則清水池有效容積W為W=W+W+W+W1234w—清水池總?cè)莘e（m3）；W—清水池調(diào)節(jié)容積（m3）；1W—消防儲水量（m3），按2小時火災(zāi)延續(xù)時間計算；2W—水廠沖洗濾池和沉淀池排泥等生產(chǎn)用水，取最高日用水量的8%計算；3W—安全儲水量4清水池調(diào)節(jié)容積聞=QX15%=31871.25m31d該城市1區(qū)人口為47.32萬人，確定同一時間內(nèi)的火災(zāi)次數(shù)為3次，一次用水量為75L/s,火災(zāi)持續(xù)時間為2.0h故W—3X75X2X3600/1000—1620m32水廠自用水按最高日用水量的8%計：W=QX8%=16998m33d清水池的安全儲量W按以上三部分容積和的10%計算。因此清水池的有效4容積為：W=(1+10%)(W+W+W)=(1+10%)(31871.25+1620+16998)=50489.25m31232.5管段設(shè)計流量計算集中流量的計算A工廠最高時集中流量為8000X1000/8X3600+(25X3000X70%+3000X30%X35)/24X3600+(3000X30%X80%X60)/3600+(3000X70%X20%X40)/3600=295.42L／s?；疖囌居盟繛?L/S。2.5.2給水管網(wǎng)平差1：給水管網(wǎng)平差一、平差基本數(shù)據(jù)1、 平差類型：反算水源壓力。2、 計算公式：柯爾－勃洛克公式I二入*廠2/(2.0*g*D)1.0/入八0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*入八0.5)]Re=V*D/v計算溫度：10,v=0.0000013、 局部損失系數(shù)：1.50節(jié)點編號流量(L/s)地面標咼(m)節(jié)點水壓(m)自由水頭(m)1-2289.55059.580101.65742.077248.15859.314101.33342.0193-2289.55059.855101.83041.975479.56160.047100.40840.361593.22260.61699.59538.979638.12061.03698.88837.8527138.18261.21598.68537.4708214.37561.56098.07136.5119166.43062.69992.13029.43110126.27162.52894.29031.7621174.05062.06896.16034.09212120.16662.18895.35633.16813126.86461.98095.56833.58814120.02161.81094.10332.293

1588.65562.00994.75832.7491623.57962.02995.17733.14817106.66161.94496.67434.7301838.64161.43896.60535.16719325.70061.39296.74635.35420125.82762.24990.24928.00021163.46461.14194.21333.07222152.62459.93898.24738.30923132.97459.90398.93539.0322492.51159.258100.74441.4862572.35559.528100.32940.80126132.10359.86599.58839.7232739.64060.15299.07738.92528108.81460.43998.61038.17129153.81260.78198.77337.99230114.94861.37097.78136.41131112.41361.57897.20635.62832192.48961.30593.54432.23933252.69461.82095.19533.37534118.32062.46893.22030.7523563.48562.06990.77528.70636183.69361.59597.21435.61937244.85260.77497.74636.97238193.42660.35597.19536.840三、管道參數(shù)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)2-416001075.92440.8491.1700.8600.9252-31600654.92289.5501.0970.7600.4972-11600427.02289.5501.0970.7600.3244-25500592.543.4640.2090.1330.0795-416001045.22317.8241.1110.7780.8136-51200979.21052.4280.8940.7210.7067-323501982.282.9610.8062.5935.1417-61200302.51014.3080.8620.6720.2038-71000586.4793.1640.9691.0470.6149-34350344.492.0190.8943.1651941.7740.5501.5075.94110-93002285.332.6370.4300.9452.16010-343001059.133.8120.4451.0101.07011-31700880.6333.3580.8281.1871.04611-10500843.6192.7200.9292.2171.87012-11350472.366.5880.6471.7030.80412-363001099.544.3680.5841.6901.8581.46613-143001148.938.2560.5041.276

1.46613-123002322.39.2100.1210.0910.21214-373001309.757.6140.7582.7823.64415-143001219.124.1500.3180.5370.65516-15300427.733.2600.4380.9790.41917-235001293.7170.3280.8211.7482.26217-16300552.156.8390.7482.7111.49718-173001292.76.8280.0900.0530.06919-229001412.8606.5350.9141.0631.50219-215001210.1187.0260.9012.0932.53219-18300156.531.8130.4190.9010.14120-193002029.061.9960.8163.2026.49721-203001170.763.8310.8403.3863.96422-213002869.440.2690.5301.4064.03423-221000647.2799.4280.9761.0630.68824-2312002291.01102.7300.9370.7891.80824-21600925.32090.0931.0020.6370.58925-241000314.0894.8521.0931.3220.41525-261000596.8865.9611.0581.2400.74026-27800397.4493.4390.9391.2880.51227-28800426.3453.7990.8641.0960.46728-378001122.7377.3410.7180.7690.86328-29400711.932.3560.2430.2300.16429-51200924.71172.1750.9960.8880.82130-2912001559.2986.0060.8380.6360.99230-36700411.7360.0690.8941.3770.56731-30800417.5510.9900.9721.3770.57532-313001037.665.2190.8593.5293.66233-88001896.7537.0151.0221.5162.87633-32300979.644.3090.5831.6861.65134-335001054.9176.5270.8511.8731.97535-333001319.063.4850.8363.3514.42036-13500900.3174.3300.8401.8281.64636-374001405.242.3220.3170.3790.53237-383501249.832.5520.3160.4410.55138-153501018.679.5450.7732.3932.43738-266001750.5240.4190.8091.3672.393四、管網(wǎng)平差結(jié)果特征參數(shù)水源點1:節(jié)點流量(L/s)：-2289.550水源點3:節(jié)點流量(L/s)：-2289.550最大管徑(mm):1600.00節(jié)點壓力(m):101.66節(jié)點壓力(m):101.83最小管徑(節(jié)點壓力(m):101.66節(jié)點壓力(m):101.83最小管徑(mm):300.00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(wǎng)平差2：給水管網(wǎng)平差、平差基本數(shù)據(jù)1、平差類型：事故校核。2、計算公式：柯爾－勃洛克公式I二入*廠2/(2.0*g*D)1.0/入八0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*入飛.5)]Re=V*D/v計算溫度：10,v=0.0000013、局部損失系數(shù)：1.50節(jié)點編號流量(L/s)地面標咼(m)節(jié)點水壓(m)自由水頭(m)1-1602.68559.58095.99136.411233.71159.31495.85836.5443-1602.68559.85596.16136.306455.69360.04795.40835.361565.25560.61694.99734.381626.68461.03694.64133.605796.72761.21594.53833.3238150.06361.56094.22932.6699116.50162.69991.22128.5221088.39062.52892.31829.7901151.83562.06893.25931.1911284.11662.18892.84730.6591388.80561.98092.95530.9751484.01561.81092.19530.3851562.05862.00992.52630.5171616.50562.02992.74130.7121774.66361.94493.49831.5541827.04961.43893.46332.02519227.99061.39293.53632.1442088.07962.24990.24928.00021114.42561.14192.25531.11422106.83759.93894.29434.3562393.08259.90394.64034.7372464.75859.25895.55236.2942550.64859.52895.32635.7982692.47259.86594.95835.0932727.74860.15294.70634.5542876.17060.43994.47534.03629107.66860.78194.58033.7993080.46461.37094.07732.707

3178.68961.57893.78732.20932134.74261.30591.93730.63233176.88661.82092.77830.9583482.82462.46891.77529.3073544.44062.06990.54228.47336128.58561.59593.78832.19337171.39660.77494.04133.26738135.39860.35593.75333.398三、管道參數(shù)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)2-416001075.91682.3530.8060.4190.4512-31600654.91768.6410.8480.4610.3022-11600427.01436.7290.6890.3090.1325-416001045.21626.6600.7800.3930.4116-51200979.2736.9260.6260.3640.3567-323501982.258.0700.5641.3122.6017-61200302.5710.2420.6040.3390.1038-71000586.4555.4440.6780.5280.3099-34350344.464.6400.6281.6090.5549-83003941.929.1250.3830.7633.00810-93002285.322.7370.2990.4801.09810-343001059.123.5570.3100.5130.54311-31700880.6233.3330.5800.6000.52811-10500843.6134.6840.6491.1150.94112-11350472.346.8140.4550.8730.41212-363001099.530.9650.4080.8560.94113-143001148.926.9850.3550.6610.76013-123002322.36.3370.0830.0470.10814-373001309.740.3250.5311.4101.84615-143001219.116.7050.2200.2710.33116-15300427.723.2610.3060.5010.21417-235001293.7119.1360.5740.8831.14217-16300552.139.7660.5231.3730.75818-173001292.74.7080.0620.0270.03519-229001412.8424.7930.6400.5370.75819-215001210.1131.0710.6321.0591.28119-18300156.522.3410.2940.4650.07320-193002029.043.3910.5711.6203.28721-203001170.744.6880.5881.7132.00622-213002869.428.0410.3690.7112.03923-221000647.2559.6710.6840.5350.34724-2312002291.0771.8900.6560.3980.91124-21600925.31489.3070.7140.3320.3070.22625-241000314.0652.6600.7970.7190.22625-261000596.8602.0110.7350.6160.36726-27800397.4341.6010.6500.6360.25327-28800426.3313.8530.5970.5410.23028-378001122.7263.0490.5010.3860.43428-29400711.925.3660.1900.1470.10429-51200924.7824.4790.7010.4510.41730-2912001559.2691.4450.5880.3220.50330-36700411.7253.3120.6290.7020.28931-30800417.5357.6690.6810.6940.29032-313001037.645.6470.6011.7841.85133-88001896.7376.2570.7160.7651.45033-32300979.631.0250.4080.8590.84234-335001054.9123.9060.5970.9511.00335-333001319.044.4400.5851.6952.23636-13500900.3122.1260.5890.9250.83336-374001405.228.3650.2130.1800.25337-383501249.822.9630.2230.2310.28938-153501018.655.5030.5391.2041.22738-266001750.5167.9380.5650.6891.205四、管網(wǎng)平差結(jié)果特征參數(shù)節(jié)點壓力(m):95.99節(jié)點壓力(m):96.16最小管徑(節(jié)點壓力(m):95.99節(jié)點壓力(m):96.16最小管徑(mm):300.00最小流速(m/s):0.062自由水頭最低20,自由水頭水源點3:節(jié)點流量(L/s)：-1602.685最大管徑(mm):1600.00最大流速(m/s):0.848水壓最低點20,壓力(m):90.25(m):28.002.5.4給水管網(wǎng)平差3：給水管網(wǎng)平差、平差基本數(shù)據(jù)1、平差類型：消防校核。2、計算公式：柯爾－勃洛克公式I二入*廠2/(2.0*g*D)1.0/入八0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*入飛.5)]Re=V*D/v計算溫度：10,v=0.0000013、局部損失系數(shù)：1.50二、節(jié)點參數(shù)節(jié)點編號流量(L/s)地面標咼(m)節(jié)點水壓(m)自由水頭(m)1-2432.05059.58083.73324.1532143.15859.31483.35924.0453-2432.05059.85583.90324.048479.56160.04782.31922.272

5188.22260.61681.38220.766638.12061.03680.55219.5167233.18261.21580.31219.0978214.37561.56079.70118.1419166.43062.69973.82211.12310126.27162.52876.05013.5221174.05062.06877.95415.88612120.16662.18877.16214.97413126.86461.98077.39215.41214120.02161.81075.98714.1771588.65562.00976.68414.6751623.57962.02977.12415.09517106.66161.94478.66416.7201838.64161.43878.60117.16319325.70061.39278.74517.35320125.82762.24972.24910.00021163.46461.14176.21315.07222152.62459.93880.24920.31123132.97459.90380.93721.0342492.51159.25882.74823.4902572.35559.52882.29922.77126132.10359.86581.53521.6702739.64060.15280.99720.84528108.81460.43980.50420.06529153.81260.78180.57819.79730114.94861.37079.58718.21731112.41361.57879.00717.42932192.48961.30575.23213.92733252.69461.82076.84715.02734118.32062.46874.90512.4373563.48562.06972.42710.35836183.69361.59579.03017.43537244.85260.77479.63318.85938193.42660.35579.11918.764三、管道參數(shù)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)2-416001075.92592.5131.2420.967192398.6121.1490.8310.5442-11600427.02465.4881.1820.8770.3744-25500592.520.2210.0970.0330.0205-416001045.22492.7311.1950.8960.9366-51200979.21144.6030.9730.8480.8317-323501982.282.4410.8012.562551106.4830.9400.7950.2408-71000586.4790.8600.9661.0410.6109-34350344.491.7070.8913.1441941.5440.5471.4915.87910-93002285.333.1800.4370.9752.22810-343001059.135.0530.4611.0811.14511-31700880.6334.6030.8311.1961.05311-10500843.6194.5040.9372.2571.90412-11350472.366.0500.6421.6770.79212-363001099.544.4920.5861.6991.86813-143001148.937.4160.4931.2231.40513-123002322.39.6240.1270.0990.23014-373001309.757.6350.7592.7843.64615-143001219.124.9710.3290.5720.69716-15300427.734.1140.4491.0270.43917-235001293.7170.8040.8231.7582.27417-16300552.157.6930.7592.7891.54018-173001292.76.4510.0850.0480.06219-229001412.8606.9040.9151.0641.50419-215001210.1187.0180.9012.0922.53219-18300156.532.1900.4240.9210.14420-193002029.061.9950.8163.2026.49621-203001170.763.8320.8403.3863.96422-213002869.440.2780.5301.4064.03623-221000647.2799.8050.9771.0640.68824-2312002291.01103.5840.9380.7911.81124-21600925.32128.4291.0200.6600.61025-241000314.0932.3341.1391.4310.44925-261000596.8880.2001.0751.2800.76426-27800397.4506.5000.9641.3540.53827-28800426.3466.8600.8881.1570.49328-378001122.7379.0640.7210.7760.87128-29400711.921.0170.1580.1040.07429-51200924.71159.9060.9860.8700.80530-2912001559.2985.0770.8370.6350.99030-36700411.7356.8530.8861.3540.55731-30800417.5513.2750.9771.3890.58032-313001037.666.2590.8723.6383.77533-88001896.7534.9411.0181.5052.85433-32300979.643.7890.5761.6481.61534-335001054.9174.9740.8431.8411.94235-333001319.063.4850.8363.3514.42036-13500900.3173.9040.8381.8191.63836-374001405.245.2360.3390.4290.60337-383501249.831.3410.3050.4110.51438-266001750.5241.5970.8131.3802.41638-266001750.5241.5970.8131.3802.416節(jié)點壓力(m):83.73節(jié)點壓力(m):83.73節(jié)點壓力(m):83.90最小管徑(mm):300.00最小流速(m/s):0.085自由水頭最低20,自由水頭水源點1:節(jié)點流量(L/s)：-2432.050水源點3:節(jié)點流量(L/s)：-2432.050最大管徑(mm):1600.00最大流速(m/s):1.242水壓最低點20,壓力(m):72.25(m):10.002.5.6二級泵站揚程一區(qū)清水池地面標高59.58m。從水廠向管網(wǎng)兩條輸水管長為655m和427m,管徑都選用1600mm,沿程水頭損失為0.5m和0.3m,局部水頭損失按沿程水頭損失的10%計算，故壓水管水頭損失為(0.5+0.3)X1.1二0.88m。20點為最不利點，其地面標高為62.25m，該點需要的服務(wù)水頭為六層樓為28m。水泵安全揚程為2m，吸水管長度取20m，其水頭損失計算得：沿程水頭損失為0.05m,局部水頭損失為0.160m,故吸水管水頭損失為0.05+0.160=0.210m。取最不利管20-19-18-17-23-24-2-1管網(wǎng)水頭損失為6.5+0.14+0.07+2.3+1.8+0.6+0.3=11.71。最大時水泵揚程H1=28+11.71+0.21+2+2.67=44.59m。3二區(qū)給水管網(wǎng)設(shè)計與計算3.1.居民綜合生活用水分區(qū)人口密度（人/公頃）面積（公頃）人口數(shù)（人）I3201479473200II35020070000參考教材，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Q:1Q=qNf/10001Q――城市最高日綜合生活用水，m3/d1q——城市最高日綜合用水量定額，L/（人.d）；N――城市設(shè)計年限內(nèi)計劃用水人口數(shù)；f——城市自來水普及率，采用f=90%Q=qNf/1000=300X70000X0.9/1000=18300m3/d13.2市政用水量Q3：3Q二$3aN3?！?$3bN3b31000q――城市澆灑道路用水量定額L/（m??次）；3aq——城市大面積綠化用水量定量L/（m??d）；3bN――城市最高日澆灑道路面積（mJ；3aN――城市最高日大面積綠化面積（mJ；3bn――城市最高日澆灑道路次數(shù)。根據(jù)《給排水快速設(shè)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/（m?d），所以澆灑道路和綠地等市政用水量為：Q31.5x2x200x10000x20%+3x200x10000x30%Q3=3000m3/d1000=3000m3/d3.3管網(wǎng)漏失水量Q4按最高日用水量的10%計算Q=(Q+Q)X10%=2130(m3/d)1 33.4城市的未預(yù)見水量Q5按最高日用水量的10%計算。Q=(Q+Q+Q)X10%=2343(m3/d)1 3 43.5最高日用水量QdQ=Q+Q+Q+Q=25773(ms/d)d1 3 4 53.6最高日最高時用水量QhQh=KhQd/86.4=387.78(L/S)3.7清水池調(diào)節(jié)容積由教材可知，取清水池調(diào)節(jié)容積為15%。清水池中除了儲存調(diào)節(jié)用水外還存放消防用水，則清水池有效容積W為W=W+W+W+W1234w—清水池總?cè)莘e(m3)；W—清水池調(diào)節(jié)容積(m3)；1W—消防儲水量(m3),按2小時火災(zāi)延續(xù)時間計算；2W—水廠沖洗濾池和沉淀池排泥等生產(chǎn)用水，取最高日用水量的8%計算；3W—安全儲水量4清水池調(diào)節(jié)容積聞=QX15%=3865.95m31d該城市1區(qū)人口為7萬人，確定同一時間內(nèi)的火災(zāi)次數(shù)為2次，一次用水量為35L/s,火災(zāi)持續(xù)時間為2.0h故W=2X35X2X3600/1000=504m32水廠自用水按最高日用水量的8%計：W=QX8%=2061.84m33d清水池的安全儲量W按以上三部分容積和的10%計算。因此清水池的有效4容積為：W=(1+10%)(W+W+W)=(1+10%)(3865.95+504+2061.84)=7074.969m31233.8給水管網(wǎng)平差1給水管網(wǎng)平差一、平差基本數(shù)據(jù)1、平差類型：反算水源壓力。2、計算公式：柯爾－勃洛克公式I二入*廠2/(2.0*g*D)1.0/入八0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*入飛.5)]Re=V*D/v計算溫度：10,v=0.0000013、局部損失系數(shù)：1.50節(jié)點編號流量(L/s)地面標咼(m)節(jié)點水壓(m)自由水頭(m)1-193.89076.355117.66941.314233.33176.552117.44340.8913-193.89076.019117.96641.947474.91976.677115.96339.286570.48376.234114.51238.278661.62075.800111.80036.000738.00475.665112.01136.346880.99076.151114.64738.496928.42976.537113.95837.421三、管道參數(shù)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)1-2500100.7193.8900.9342.2430.2263-2500232.8193.8900.9342.2430.5224-8500785.6166.6020.8031.6751.3164-27001107.7354.4490.8801.3361.4805-4400596.4112.9240.8472.4341.4516-53001745.942.4410.5591.5532.7127-6300603.819.1790.2520.3500.2118-7300961.157.1830.7532.7422.6369-8300944.828.4290.3740.7290.689四、管網(wǎng)平差結(jié)果特征參數(shù)節(jié)點壓力(m):117.67節(jié)點壓力(m):117.97最小管徑(節(jié)點壓力(m):117.67節(jié)點壓力(m):117.97最小管徑(mm):300.00最小流速(m/s):0.252自由水頭最低6,自由水頭水源點3:節(jié)點流量(L/s)：-193.890最大管徑(mm):700.00最大流速(m/s):0.934水壓最低點6,壓力(m):111.80(m):36.003.9給水管網(wǎng)平差2給水管網(wǎng)平差、平差基本數(shù)據(jù)1、平差類型：事故校核。2、計算公式：柯爾－勃洛克公式I二入*廠2/(2.0*g*D)1.0/入八0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*入飛.5)]Re二V*D/v計算溫度：10,v=0.0000013、局部損失系數(shù)：1.50二、節(jié)點參數(shù)四、管網(wǎng)平差結(jié)果特征參數(shù)水源點四、管網(wǎng)平差結(jié)果特征參數(shù)水源點1:節(jié)點流量(L/s)：-135.水源點3:節(jié)點流量(L/s)：-135.最大管徑(mm):700.00最大流速(m/s):0.786水壓最低點6,壓力(m):111.80723 節(jié)點壓力(m):116.41723 節(jié)點壓力(m):116.71最小管徑(mm):300.00最小流速(m/s):0.262自由水頭最低6,自由水頭節(jié)點編號流量(L/s)地面標咼(m)節(jié)點水壓(m)自由水頭(m)1-135.72376.355116.40740.052223.33276.552116.33339.7813-135.72376.019116.70740.688452.44376.677115.58638.909549.33876.234114.59638.362643.13475.800111.80036.000726.60375.665114.43938.774856.69376.151115.05838.907919.90076.537114.70438.167三、管道參數(shù)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)1-2500100.7108.3870.5220.73808163.0560.7861.6080.3744-8500785.6103.1960.6970.6720.5284-27001107.7248.1110.6160.6750.7475-4400596.492.4720.6941.6590.9906-53001745.943.1340.5681.6022.7968-7300961.126.6030.5500.6440.6199-8300944.819.9000.6620.3750.354(m):36.003.10給水管網(wǎng)平差3給水管網(wǎng)平差、平差基本數(shù)據(jù)1、平差類型：消防校核。2、 計算公式：柯爾－勃洛克公式I二入*廠2/(2.0*g*D)1.0/入八0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*入八0.5)]Re=V*D/v計算溫度：10，v=0.0000013、 局部損失系數(shù)：1.50

二、節(jié)點參數(shù)節(jié)點編號流量(L/s)地面標咼(m)節(jié)點水壓(m)自由水頭(m)1-228.89076.35595.20418.849233.33176.55294.85918.3073-228.89076.01995.50419.485474.91976.67792.76316.0865105.48376.23489.96613.732661.62075.80085.80010.000773.00475.66585.84710.182880.99076.15191.05314.902928.42976.53790.36413.827三、管道參數(shù)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)1-2500100.7241.4441.1643.4270.3453-2500232.8216.3321.0432.7710.6454-8500785.6190.8740.9202.1761.7104-27001107.7424.4451.0541.89224158.6521.1904.6912.7986-53001745.953.1690.7002.3864.1667-6300603.88.4510.6110.0780181.4551.0725.4175.2069-8300944.828.4290.6740.7290.689四、管網(wǎng)平差結(jié)果特征參數(shù)水源點1:節(jié)點流量(L/s)：-228.890水源點3:節(jié)點流量(L/s)：-228.890最大管徑(mm):700.00節(jié)點壓力(m):95.20節(jié)點壓力(m):95.50最小管徑(節(jié)點壓力(m):95.20節(jié)點壓力(m):95.50最小管徑(mm):300.00最小流速(m/s):0.111水壓最低點6,壓力(m):85.80自由水頭最低6,自由水頭(m):10.003.11二級泵站揚程二區(qū)清水池地面標高76.35m。從水廠向管網(wǎng)兩條輸水管長為101m和233m,管徑都選用500mm，沿程水頭損失為0.5m和0.3m，局部水頭損失按沿程水頭損失的10%計算，故壓水管水頭損失為(0.5+0.3)Xl.l二0.88m。20點為最不利點，其地面標高為75.80m，該點需要的服務(wù)水頭為八層樓為36m。水泵安全揚程為2m，吸水管長度取20m，其水頭損失計算得：沿程水頭損失為0.05m，局部水頭損失為0.160m,故吸水管水頭損失為0.05+0.160=0.210m。取最不利管6-5-4-2-1管網(wǎng)水頭損失為2.7+1.5+1.5+0.2=5.9m。最大時水泵揚程Hl=36+2+5.9+0.55+0.21=44.66m。4污水管道設(shè)計排水體制的確定：目前環(huán)境問題逐漸引起了重視，基于目前對壞境的要求較高，采用分流制中的完全分流制，同一排水區(qū)域內(nèi)，既有污水管道系統(tǒng)，又有雨水管道系統(tǒng)。生活污水和工業(yè)廢水通過污水排水系統(tǒng)送至污水處理廠，經(jīng)處理后再排入水體。雨水是通過雨水排水系統(tǒng)直接排入水體，這種排水系統(tǒng)比較符合環(huán)境保護的要求。設(shè)計要求：污水管道應(yīng)按非滿流設(shè)計，不同管段有最大設(shè)計充滿度要求。最小設(shè)計流速是保證管道內(nèi)不產(chǎn)生淤積的流速。在設(shè)計充滿度下最小設(shè)計流速為0.6m/s。最大設(shè)計流速是保證管道不被充數(shù)破壞的流速。該值與管道材料有關(guān)，金屬管道的最大設(shè)計流速為10m/s,非金屬管道的最大設(shè)計流速為5m/s.規(guī)范規(guī)定最小管徑對應(yīng)