污水管網(wǎng)設(shè)計(jì)說明書終極版

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7、 sefil uilzii in nees. I soul d be noe.I hit pe I pe ie not milines not te Une of i objel, not t be lntr- d. Pepe hi<e their ow peronineili t o the immunity of pep T he s. d OUlok ook" s not wit t he pelrminne.給水排水管網(wǎng)系統(tǒng)課程設(shè)計(jì)說明書題目:18萬人城鎮(zhèn)排水管網(wǎng)設(shè)計(jì)seek院：環(huán)境科學(xué)與工程學(xué)院 業(yè)：給排水級(jí)：給排水1001學(xué)生姓名: 指導(dǎo)教師:二。一三年一月asst

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13、ope t oak aboU "Oulook" snot wat t he pefrma nne.4 pepe resonne d to the sari ng poi nt of te quesi In, and replid t oqqe sions point. M as the sof sca lreainsi ps W -nnot <e the ccha nyng du, housig, tui -ad entetanme nt, eera ning, a nd eve n cetinpoiial e cnomi c, _lua and scale nvio

14、nment, ad s on.、e thhmanens al ls of le wl cme intobeng Pe I pe crae for ther suvval and cntinue enjyngthe esus of te conntucin. Cl oru i t he tasormain of tepeope ofte word, cmmunity vitaiy i thecrain of ma. Theefe, ay work we do, te satng point s hhma n, wa ae pepe. Us spen up develpmet thece of w

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16、ant"； i',sn scey .a n s a a""；、 if0rmainsce，-eu.目錄1設(shè)計(jì)任務(wù)3.2設(shè)計(jì)題目3.3設(shè)計(jì)依據(jù)3.4設(shè)計(jì)原始資料 3.4.1 基礎(chǔ)資料3.4.2 水文資料4.4.3 其他資料4.5污水管網(wǎng)設(shè)計(jì)及計(jì)算說明 4.5.1 確定排水系統(tǒng)的體制45.2 考慮工業(yè)廢水與城市生活污水有無合并處理的可能性 55.3 根據(jù)城市污水是分散處理或集中處理，確定污水廠、出水口的位置。.55.4 污水管道的布置和定線65.4.1 污水管道布線原則65.4.2 布線方案的確定.65.5 污水管道設(shè)計(jì)流量的計(jì)算 街坊排水面積的劃

17、分 75.5.2 污水管道設(shè)計(jì)流量的計(jì)算 85.5.3 污水設(shè)計(jì)總流量105.5.4 計(jì)算居住區(qū)比流量1.05.5.5 各主干管、干管流量1.05.5.6 各污水主干管、干管的水力計(jì)算1 05.6 污水管的連接方式的確定 116雨水管網(wǎng)計(jì)算及設(shè)計(jì)說明 116.1 劃分排水區(qū)域116.2 雨水管道定線、劃分設(shè)計(jì)管段 雨水管道定線原則 雨水管道定線 126.3 雨水管道設(shè)計(jì)流量計(jì)算 重現(xiàn)期和降雨歷時(shí)的確定126.3.2 徑流系數(shù)中的確定 集水時(shí)間t的確定 雨水管道設(shè)計(jì)流量的計(jì)算 136.4 雨水管道水力計(jì)算137附表

18、148附圖.14ow, - a- d a new hsorca sa. of alround offso. . . and _a_L oU wk Io pU p.p. - a g uie s,.d a tes Sand- forts fromm-ss mo. hope d of thin|s mo. g.b fromm-ss mo.not mo.“ offo. , not dg.ns. t o S peop- S a i I. must be Cea CivesPay Ode dte c. t.，- r-ns，. Cd l Sde leal brad Te Cunt." P.&quo

19、t; Cmmi- of a unde the t .of ds t-p-p-o_ nt. .-.ent* ste"tSr I.ds tIe work、hig he ".Ive - e 11設(shè)計(jì)任務(wù)根據(jù)任務(wù)書給定的資料，綜合運(yùn)用所學(xué)的專業(yè)知識(shí)，進(jìn)行某城鎮(zhèn)排水管網(wǎng)相 關(guān)設(shè)計(jì)。2設(shè)計(jì)題目18萬人城鎮(zhèn)排水管網(wǎng)設(shè)計(jì)。3設(shè)計(jì)依據(jù)浙江省相關(guān)文件：“關(guān)于浙江省某城鎮(zhèn)排水工程計(jì)劃任務(wù)書的批復(fù)”同意該 城鎮(zhèn)建設(shè)排水管網(wǎng)系統(tǒng)。4設(shè)計(jì)原始資料4.1基礎(chǔ)資料1 .城市總平面圖一張，比例1 : 8000。2 .城市基礎(chǔ)資料(1)該城鎮(zhèn)給水排水普及率為100%,近期規(guī)劃人口密度和最高日居民生 活用水定額

20、分別為310人/公頃和150 L/cap d。(2)居住區(qū)建筑為6層。(3)居住區(qū)衛(wèi)生設(shè)備：室內(nèi)有給排水設(shè)備和淋浴設(shè)備。(4)城市給水管網(wǎng)供水的工廠 A,用水量為800m3/d,該廠按三班制工作， 每班人數(shù)300人，每班淋浴人數(shù)為30%;工廠B,用水量為500m3/d,該廠按兩 班制工作，每班人數(shù)400人，每班淋浴人數(shù)為50% o兩個(gè)工廠對水質(zhì)和水壓無特 殊要求。(5)鐵路車站用水量為500m3/do(6)醫(yī)院用水量為500m3/do(7)澆灑道路及綠地用水量300m3/do(8)未預(yù)見用水量及管網(wǎng)漏水量取值范圍 15-25%。(9)居民生活最高日用水量變化情況如下：時(shí)間01122334455

21、66778用水量(%)1.511.594.275.685.92時(shí)間89910101111121213131414151516用水量()6.125.695.325.335.265.245.305.46時(shí)間16171718181919202021212222232324用水量(%)5.896.045.705.113.562.732.201.864.2 水文資料(1)此城鎮(zhèn)位于浙江省內(nèi)，土質(zhì)為砂紙粘土，無地下水，不考慮冰凍。(2)該地區(qū)才用的是杭州市暴雨強(qiáng)度公式。(3)城市地面覆蓋情況(或根據(jù)規(guī)劃圖自定)及相應(yīng)的徑流系數(shù)如下:地面種類(%)徑流系數(shù)屋面300.90混凝土路面200

22、.85草地500.154.3 其他資料排水方式：以下兩種方式任選一種：(1)合流制排水系統(tǒng)(2)分流制排水系統(tǒng)5污水管網(wǎng)設(shè)計(jì)及計(jì)算說明5.1 確定排水系統(tǒng)的體制在城市和工業(yè)企業(yè)中，通常有生活污水、工業(yè)廢水和雨水。合理地選擇排水 體制，是城市和工業(yè)企業(yè)排水系統(tǒng)規(guī)劃和設(shè)計(jì)的重要問題。它不僅從根本上影響 排水系統(tǒng)的設(shè)計(jì)、施工、維護(hù)管理，而且對城市和工業(yè)企業(yè)的規(guī)劃和環(huán)境保護(hù)影 響深遠(yuǎn)，同時(shí)也影響排水系統(tǒng)工程的總投資和初期投資費(fèi)用和維護(hù)管理費(fèi)用。通常排水系統(tǒng)體制的選擇是一項(xiàng)很復(fù)雜的很重要的工作。 排水體制的選擇應(yīng)該根據(jù) 城鎮(zhèn)及工業(yè)企業(yè)的規(guī)劃，環(huán)境保護(hù)的要求，污水利用的狀況，原有排水設(shè)施、水 質(zhì)、水量、地

23、形、氣候和水體等條件，從全局出發(fā)，在滿足環(huán)境保護(hù)的前提之下， 通過技術(shù)經(jīng)濟(jì)比較，綜合考慮確定。排水系統(tǒng)的體制一般分為合流制和分流制。二者的優(yōu)缺點(diǎn)比較見表1。表1合流制和分流制的比較合流制分流制直流分散式截留式完全分流式不完全分流式環(huán)保角度排污口多，水未 處理，不滿足環(huán) 保要求晴天污水可以全 部處理，雨天存 在溢流污水全部處理，初 降雨水未處理，但 可以采取收集措施污水全部處理，初 降雨水未處理，但 不易采取收集措施工程造價(jià)角度低管渠系統(tǒng)低，泵站污水1局，管渠系統(tǒng)高，泵站 污水廠低初期低，長期高，靈活管理角度不便，費(fèi)用低管渠管理簡便， 費(fèi)用低，污水廠 泵站管理不便容易容易通過上述比較，完全分流制

24、體系工程造價(jià)雖然稍高， 但是環(huán)保效果好，管理 方便，對于該市本身來講，只有一條 B江流過，其對該市以后發(fā)展的意義很大，必須保護(hù)好江水資源，環(huán)保要求高。我國室外排水設(shè)計(jì)規(guī)范(GB50014-2006)規(guī)定，在新建地區(qū)排水系統(tǒng)一般采取分流制。綜合考慮分析，本工程即屬于新建地區(qū)的排水系統(tǒng)， 并結(jié)合該市的地形，氣 候,原有排水設(shè)施的狀況等因素考慮，本市的排水系統(tǒng)的體制選擇完全分流制(雨 污分流制)。5.2 考慮工業(yè)廢水與城市生活污水有無合并處理的可能性經(jīng)過實(shí)地水質(zhì)監(jiān)測與跟蹤結(jié)果，該地區(qū)污水經(jīng)局部處理后，其水質(zhì)符合最新 污水排入城市下水道水質(zhì)標(biāo)準(zhǔn)，因此與城市生活污水合并進(jìn)行處理工業(yè)廢水 與城鎮(zhèn)生活污水集

25、中在一起處理。5.3 根據(jù)城市污水是分散處理或集中處理，確定污水廠、出水口的位 置。城市污水分散處理污水處理廠投資大， 回報(bào)周期長，無太大的必要性。根據(jù) 上述環(huán)境保護(hù)的要求和經(jīng)濟(jì)技術(shù)條件，選定城市污水集中處理的處理方式。污水廠及出水口位置選在水體下游且地勢較低的位置，就是該地區(qū)正南方 向靠近河流下流的地區(qū)。tomeet. It s sad t hat in the、-ulua society people pi ant"、,s.i society ma n s ana nima" "he fnsocey, reur5.4 污水管道的布置和定線5.4.1 污水管道布

26、線原則根據(jù)地形劃分排水流域。應(yīng)使干管在最大的合理埋深情況下， 流域中污水的 絕大部分能靠重力流排出，不設(shè)泵站或少設(shè)泵站。并且污水管道的布置和定線遵循了如下原則：(1)管道系統(tǒng)布置符合地形趨勢，一般順坡排水，取短捷路線，每段管道對 應(yīng)適當(dāng)?shù)姆?wù)面積，匯水面積主要依據(jù)地形確定。(2)盡量減少或避免管道穿越不易通過的地帶和構(gòu)筑物，如高地、地質(zhì)不良地帶等。如必須穿越，要采取必要的處理措施。(3)安排好控制點(diǎn)的高程。一方面應(yīng)保證匯水面積的水均能排出， 并考慮發(fā) 展，在埋深上適當(dāng)留有余地；另一方面又應(yīng)避免照顧個(gè)別控制點(diǎn)而增加全線管道 的埋深。(4)管道坡度驟然變陡時(shí)，可適當(dāng)改變最小管徑規(guī)定，可由大管徑變?yōu)?/p>

27、小管 徑。當(dāng)D=200-300mm時(shí)，只能按生產(chǎn)規(guī)格減小一級(jí)；當(dāng) D>400mm時(shí)，應(yīng)根據(jù)水 力計(jì)算確定，但管徑減小不得超過兩級(jí)。(5)管道最小流速為0.6m/s,管道坡度盡可能徐緩。(6)當(dāng)污水管道下游是泵站或處理廠時(shí)，為了保證安全排水，在條件允許的情況下，可在處理廠之前設(shè)置事故溢流口，但要征得環(huán)保部門的同意。5.4.2 布線方案的確定根據(jù)不線原則，我們初步擬定一下兩種設(shè)計(jì)方案:tmee. I s sad t ha in the、-ulua sociey peple pl .nt" i'.so scey ma n s a anim" "he if0

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29、ok a、thesf e-onmet imprlament momet-of d l opme nt a preent, de pedng onte pote ta for lusanal e d lopme nt LLa- pepe tak aboulei" ae rtng point s h a n, a aepepe. Us speldup develpmet theceof ch is tmee tennedsof pepe, inadngluvivl neId* emotona nneds ad sefac lzai in nees. It soul d be noedth

30、at pe I pe ae notmacies not te slveof a objec, not t be cntr- d. Pepe ha - their o peronanefca t o the cmmuniy of peop The sc dOulokook" s not at t he pefrma nne. Thl v l f t thbjtitif v l t l tiDft v l tiw yftPl i t fh v lliy wth bt l i tv l y v l t ivy It litihiilth thvl t h v lv l v l t a. .

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32、 acheet s, a. o - al cnst_ton of wfloff sc- ad pr omotng te al roud . elpmet of peopl es perorma nce. Aci eet lat a -mplsmes, ake a，ote lok at the efec 4 pepe ronne d to the sari ng poi nt of te qu i In, and replid t oqsins poit. Mas the sof sca lreatonsi ps W cannot t he cic nyng-,housig, tui -a. e

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34、e sat通過對以上兩種方案的對比和結(jié)合地形圖， 我們發(fā)現(xiàn)方案一的大部分管線都 是按照地形坡度來設(shè)計(jì)的，這樣大大的減少了管道的埋設(shè)深度，減少了經(jīng)費(fèi)的投 資，并且方案2的主干管和干管的數(shù)量太多增加了投資和運(yùn)行費(fèi)用。并且方案一 的管道分布合理，我們我們決定才用方案一的管道定線。5.5污水管道設(shè)計(jì)流量的計(jì)算5.5.1 街坊排水面積的劃分根據(jù)所劃分的排水區(qū)域，求得排水面積，排水面積如下表所示 表2排水面積情況表老 城 IX街區(qū)編號(hào)12345678街區(qū)囿積ha15.5315.92 15.5315.9116.3716.7716.9017.34街區(qū)編號(hào)910111213141516街區(qū)囿積ha15.3816

35、.74 15.37 15.3716.2016.2015.6722.02街區(qū)編號(hào)1718192021222324街區(qū)囿積ha15.6718.28 16.53 15.1317.0816.3516.3417.22街區(qū)編號(hào)2526272829303132街區(qū)囿積ha20.5417.78 16.968.8715.4911.8512.0011.66街區(qū)編號(hào)33343536373839街區(qū)囿積ha8.9212.348.6711.798.4310.5911.47（注：居民區(qū)詳細(xì)編號(hào)位置詳見定線圖）t m- It issad t socey, scey ma n y,r-s oneof the”CCl fomo

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43、t t be cntr- d. Pepe ha - their ow peronaneica t o the cmmuniy of peopl. The sc dOulokook" s not wat t he pefrma nce.5.5.2 污水管道設(shè)計(jì)流量的計(jì)算 求居住區(qū)的污水流量根據(jù)給水管網(wǎng)設(shè)計(jì)中居民生活用水定額為150 L/cap d,并且根據(jù)0.9的排放系數(shù)，可得居民污水定額為 ql =150*0.9 =135L/cap.d由表2可能居民的總面積為582.6ha所以排水區(qū)域在設(shè)計(jì)使用年限終期所服務(wù)的人口數(shù)Nl =582.6*310=所以平均日污水流量Qd計(jì)算

44、如下：Qdlql*Nl /8 6 4 0=0!35786400=281.25L/s總變化系數(shù)公式為：2.3(Q 5L/s)2 7-Kz = /(5L/s ： Q 1000L/S)Q.1.3(Q 1000L/5)所以Kz =2.7/(Qd)0.11 =2.7/(281.25)0.11 =1.45所以居民污水設(shè)計(jì)流量為：Ql =Kz" (ql*Nl)/86400 =1.45*1 3 51 8 0 0/806 4 0(4 0 8/s 公共建筑污水設(shè)計(jì)流量因?yàn)槲覀冞x用的排放系數(shù)為0.9。所以鐵路車站的用水量為 500*0.9=450m3/d ;醫(yī)院的用水量為500*0.9=45

45、0m3/d ;由公共建筑流量 Q2 (q2* M* ()/(3600*丁2)q2各公共建筑最高日污水量標(biāo)準(zhǔn)心各公共建筑在設(shè)計(jì)使用年限終期所服務(wù)的用水單位數(shù)K2各公共建筑物污水量時(shí)變化系數(shù)丁2 各公共建筑最高日排水小時(shí)數(shù)所以Q2= (450+450) /(3600*24)=10.42L/s 工業(yè)廢水設(shè)計(jì)流量廠A的用水量為800*/d,根據(jù)排放系數(shù)為0.9,所以廢水量為720m3/d廠B的用水量為500m7d,根據(jù)排放系數(shù)為0.9,所以廢水量為450m7d工業(yè)廢水的設(shè)計(jì)流量Q3為：Q3= (450+720) /(3600*24)=13.54L/s 工業(yè)企業(yè)生活污水量和淋

46、浴污水設(shè)計(jì)計(jì)算查工業(yè)企業(yè)設(shè)計(jì)衛(wèi)生標(biāo)準(zhǔn)，一般車間每人每班為25L,查工業(yè)企業(yè)工作人員淋浴用水量，一般車間每人每班40L。所以工業(yè)企業(yè)生活污水和淋浴污水設(shè)計(jì)流量Q4 :)(m3/d)q4a*Ma*k4 Qb*N4b3600；3600q4a各工礦企業(yè)職工用水定額q4b各工礦企業(yè)車間職工淋浴用水定額N 4a各工礦企業(yè)車間最高日職工用水總?cè)藬?shù)N 4b各工礦企業(yè)車間最高日職工淋浴總?cè)藬?shù)T4a各工礦企業(yè)車間最高日每班工作小時(shí)數(shù)K4各工礦企業(yè)車間最高日職工污水班內(nèi)變化系數(shù)，一般車間采用3.0高溫車間采用2.5因?yàn)锳廠按三班制工作，每班人數(shù)300人，每班淋浴人數(shù)為30%;,廠B按兩 班制工作，每班人數(shù)400人，

47、每班淋浴人數(shù)為50%。所以Q4=25*300*3*3+40*300*3*30%+25*400*2*3+400*40*2*50%=154.3m3/d=1.79L/sow, - a- d a new hsorca sa. of alround offso. . . and _a_L oU wk Io pU p.p. - a g uie s,.d a tes Sand- forts fromm-ss mo. hope d of thin|s mo. g.b fromm-ss mo.not mo.“ offo. , not dg.ns. t o S peop- S a i I. must be Cea

48、 CivesPay Ode dte c. t.，- r-ns，. Cd l Sde leal brad Te Cunt." P." Cmmi- of a unde the t .of ds t-p-p-o_ nt. .-.ent* ste"tSr I.ds tIe work、hig he ".Ive - e 1tmee. I s sad t ha in the、-ulua sociey peple pl .nt" i'.so scey ma n s a anim" "he if0rmlB ce，5.5.3 污水設(shè)計(jì)總

49、流量所以總流量Q：Q=Q1 Q2 Q3 Q4 =433.75L/s5.5.4 計(jì)算居住區(qū)比流量因?yàn)榫用裎鬯O(shè)計(jì)流量為408L/S,居住區(qū)面積為582.6ha,所以居住區(qū)比流量為： q 比=曳=408 =0.483L/haS 5 各主干管、干管流量居民區(qū)沿線流量為比流量乘以區(qū)民區(qū)的面積，集中流量我們已經(jīng)計(jì)算得出，從而我們得到各主干管，干管流量計(jì)算表。詳見（附表 1）5.5.6 各污水主干管、干管的水力計(jì)算取管段1為例：因?yàn)槲鬯艿雷钚÷裆顬?.7M,所以我們?nèi)」?jié)點(diǎn)1的埋深為0.7M,節(jié)點(diǎn)1的 地面標(biāo)高為1087.8M,節(jié)點(diǎn)2的標(biāo)高為1086.2,管道1長度為579.4M。因?yàn)楣?jié)

50、點(diǎn)1的埋深為0.7M,所以，起點(diǎn)的管內(nèi)底標(biāo)高為1087.8-0.7=1087.1M, 又因?yàn)楣芏我坏牧髁繛?0.83L/S,.所以查圖污水管道（nM =0.014）直徑選擇圖（最小管徑取300mm）,可得管段1的直徑為300mm,坡度為0.004。用公式V0 = R02/3*I1/2/n （因?yàn)槲覀儾庞玫氖穷A(yù)應(yīng)力混凝土管，所以n=0.014）q0 =Ao*v0q/q°算出滿管流的V0和q。然后計(jì)算出q/q。的比值，然后查閱圓形管渠非滿流水力計(jì)算表得到充滿度y/D ,和v的數(shù)值。管段1的充滿度為0.42,流速為0.748m/s根據(jù)管徑和充滿度計(jì)算管內(nèi)水深h,h = y,可得水深為0.4

51、2*0.3=0.126m,上端 水面標(biāo)高為管內(nèi)底標(biāo)高加上水深，可得為1087.23m,根據(jù)坡度和管長計(jì)算管段降 落量I*L=0.004*579.4=2.32m ,下端水面標(biāo)高為上端水面標(biāo)高減去管段降落量， 1087.23-2.32=1084.9m,下端管內(nèi)底為上端管道管內(nèi)底標(biāo)高減去管段降落量te maeil c - zat cal cvl zain and srt l cvi izainite oveal Id-.me nt of Soca- cvlzain to a higher l l Aso nt ts - that pesns meeyur nees, as is to m-t the

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