水質(zhì)工程學(xué)課程設(shè)計計算書

word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯T城自來水廠工程設(shè)計設(shè)計內(nèi)容簡介：本設(shè)計根據(jù)山東省某城市的設(shè)計資料，進(jìn)行自來水廠設(shè)計，選擇合適的工藝流程，計算后得出平面布置和高程布置結(jié)果。具體步驟為分析研究水質(zhì)資料，確定給水處理廠工藝流程，進(jìn)行處理構(gòu)筑物型式的選擇，進(jìn)行各單項處理構(gòu)筑物的設(shè)計計算，確定水廠的附屬構(gòu)筑物和建筑物，進(jìn)行水廠的平面布置，進(jìn)行水頭損失計算，確定水廠的高程布置。凈水廠設(shè)計流量4.5萬m3/d，水源為地表水源，根據(jù)地表水水質(zhì)要求以及經(jīng)濟(jì)技術(shù)限制，選擇方案工藝流程如下：原水→泵站→管式靜態(tài)混合器→水平軸機(jī)械絮凝器→平流沉淀池→普通快濾池→臭氧接觸池→生物活性炭濾池→清水池→二級泵站→用戶關(guān)鍵詞：工藝流程、構(gòu)筑物計算、方案布置目錄第1章設(shè)計水質(zhì)水量與工藝流程的確定···········································11.1設(shè)計水質(zhì)水量················································································································11.1.1設(shè)計水質(zhì)··············································································································11.1.2設(shè)計水量··············································································································21.2給水處理流程確定··········································································································21.2.1給水處理工藝流程的選擇··················································································2第2章給水處理構(gòu)筑物與設(shè)備型式選擇···················································42.1加藥間······························································································································42.1.1藥劑溶解池·········································································································42.1.2混凝劑藥劑的選用與投加·················································································42.1.3加氯間·················································································································52.2混合設(shè)備························································································································52.3絮凝池····························································································································62.4沉淀池····························································································································72.5濾池································································································································82.6消毒方法························································································································9第3章水廠平面布置·····················································································103.1布置說明······················································································································103.2生產(chǎn)管線設(shè)計··············································································································10第4章給水處理廠工藝計算···········································································114.1加藥間設(shè)計計算··········································································································114.1.1.設(shè)計參數(shù)·········································································································114.2混合設(shè)備設(shè)計計算········································································································134.2.1設(shè)計參數(shù)············································································································134.2.2設(shè)計計算···········································································································134.3機(jī)械絮凝池設(shè)計計算··································································································144.3.1設(shè)計參數(shù)···········································································································144.4平流沉淀池設(shè)計計算··································································································174.4.1設(shè)計參數(shù)············································································································174.4.2設(shè)計計算···········································································································174.4.3水力條件校核···································································································194.4.4排泥機(jī)選型計算·······························································································204.5V型濾池設(shè)計計算····································································································215.1設(shè)計參數(shù)············································································································214.5.2設(shè)計計算···········································································································22臭氧-活性炭聯(lián)合處理設(shè)計計算················································································26臭氧接觸池的設(shè)計計算·················································································27消毒和清水池設(shè)計計算······························································································28設(shè)計參數(shù)·······································································································28第5章水廠高程布置計算··············································································315.1管渠的水力計算··········································································································315.1.1清水池···············································································································315.1.3濾池···················································································································32辭謝詞·······················································································································34參考文獻(xiàn)·················································································································35附表····························································································································36word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯第1章設(shè)計水質(zhì)水量與工藝流程的確定1.1設(shè)計水質(zhì)水量1.1.1設(shè)計水質(zhì)本設(shè)計給水處理工程設(shè)計水質(zhì)滿足國家生活飲用水衛(wèi)生標(biāo)準(zhǔn)（GB5749-2006），處理的目的是去除原水中懸浮物質(zhì)，膠體物質(zhì)、細(xì)菌、病毒以及其他有害萬分，使凈化后水質(zhì)滿足生活飲用水的要求。生活飲用水水質(zhì)應(yīng)符合下列基本要求：水中不得含有病原微生物。水中所含化學(xué)物質(zhì)及放射性物質(zhì)不得危害人體健康。水的感官性狀良好。原始資料：水廠產(chǎn)水量：45000m3/d。水源為水庫水，原水水質(zhì)如下：表1-1原水水質(zhì)項項目數(shù)量項目數(shù)量渾濁度色度水溫PH值細(xì)菌總數(shù)大腸菌數(shù)臭和味耗氧量CODMn50~160mmg/L5度0~25℃7.812000個/mL3000個/mL略有3.69ml/Lmg/L6總硬度碳酸鹽硬度氯根硫酸根硝酸根鐵亞硝酸根堿度藻類70度4度mg/L21mg/L320.05mg/L1mg/Lmg/L0.0035度104廠區(qū)地形平坦，地面標(biāo)高為黃海高程140.0m，水廠占地0.7m2/m3.d。當(dāng)?shù)貧庀筚Y料：風(fēng)向：東北；氣溫（月平均）：最高30℃，最低-1.9℃。廠區(qū)地下水位高：-5m（水廠相對地面標(biāo)高為0.00m）。水源取水口位于水廠東北方向，水廠位于城市北面2km處。二級泵站揚(yáng)程為0.45MPa。1.1.2設(shè)計水量水處理構(gòu)筑物的生產(chǎn)能力，應(yīng)以最高日供水量加水廠自用水量進(jìn)行設(shè)計，并以水質(zhì)最不利情況進(jìn)行校核。水廠自用水量主要用于濾池沖洗和澄清池排泥等方面。城鎮(zhèn)水廠只用水量一般采用供水量的5%—10%，本設(shè)計取5%，則設(shè)計處理量為：Q(1a)Q1.05100000105000m3/dd式中Q——水廠日處理量；a——水廠自用水量系數(shù)，一般采用供水量的5%—10%，本設(shè)計取5%；Qd——設(shè)計供水量（m3/d），為45000m3/d.1.2給水處理流程確定1.2.1給水處理工藝流程的選擇給水處理工藝流程的選擇與原水水質(zhì)和處理后的水質(zhì)要求有關(guān)。一般來講，地下水只需要經(jīng)消毒處理即可，對含有鐵、錳、氟的地下水，則需采用除鐵、除錳、除氟的處理工藝。地表水為水源時，生活飲用水通常采用混合、絮凝、沉淀、過濾、消毒的處理工藝。如果是微污染原水，則需要進(jìn)行特殊處理。一般凈水工藝流程選擇：原水→簡單處理（如用篩網(wǎng)隔慮）適用條件：水質(zhì)要求不高，如某些工業(yè)冷卻用水，只要求去除粗大雜質(zhì)時原水→混凝、沉淀或澄清適用條件：一般進(jìn)水懸浮物含量應(yīng)小于2000-3000mg/L，短時間內(nèi)允許到5000-10000mg/L，出水濁度約為10-20度，一般用于水質(zhì)要求不高的工業(yè)用水。原水→混凝沉淀或澄清→過濾→消毒一般地表水廣泛采用的常規(guī)流程，進(jìn)水懸浮物允許含量同上，出水濁度小于2NTU。原水→接觸過濾→消毒一般可用于濁度和色度低的湖泊水或水庫水處理。進(jìn)水懸浮物含量一般小于100mg/L，水質(zhì)穩(wěn)定、變化較小且無藻類繁殖。原水→調(diào)蓄預(yù)沉、自然預(yù)沉或混凝預(yù)沉→混凝沉淀或澄清→過濾→臭氧接觸→活性炭吸附→消毒高濁度水二級沉淀（澄清），適用于含砂量大，砂峰持續(xù)時間較長時，預(yù)沉后原水含砂量可降低到1000mg/L以下。本設(shè)計采用一般常規(guī)的凈水處理工藝，其凈水工藝流程如下：原水原水混凝劑混合絮凝池市政管網(wǎng)沉淀池過濾二級泵房清水池消毒臭氧接觸池活性炭濾池圖1.1工藝流程圖第2章給水處理構(gòu)筑物與設(shè)備型式選擇2.1加藥間2.1.1藥劑溶解池設(shè)計藥劑溶解池時，為便于投置藥劑，溶解池的設(shè)計高度一般以在地平面以下或半地下為宜，池頂宜高出地面0.20m左右，以減輕勞動強(qiáng)度，改善操作條件。溶解池的底坡不小于0.02，池底應(yīng)有直徑不小于100mm的排渣管，池壁需設(shè)超高，防止攪拌溶液時溢出。由于藥液一般都具有腐蝕性，所以盛放藥液的池子和管道及配件都應(yīng)采取防腐措施。溶解池一般采用鋼筋混凝土池體，若其容量較小，可用耐酸陶土缸作溶解池。2.1.2混凝劑藥劑的選用與投加(1).混凝劑藥劑的選用混凝劑選用聚合氯化鋁[Al(OH)Cl]簡寫PAC.聚合氯化鋁在我國從七十年代初開 n m 3n-m始研制應(yīng)用，因效果顯著，發(fā)展較快，目前應(yīng)用較普遍，具用使膠粒吸附電性中和和吸附架橋的作用。本設(shè)計水廠混凝劑最大投藥量為20mg/L。其特點(diǎn)為：凈化效率高，耗藥量少除水濁度低，色度小、過濾性能好，原水高濁度時尤為顯著。溫度適應(yīng)性高：PH值適用范圍寬（可在PH=5～9的范圍內(nèi)，而不投加堿劑）使用時操作方便，腐蝕性小，勞動條件好。設(shè)備簡單、操作方便、成本較三氯化鐵低。無機(jī)高分子化合物。(2).混凝劑的投加混凝劑的濕投方式分為重力投加和壓力投加兩種類型,重力投加方式有泵前投加和高位溶液池重力投加;壓力投加方式有水射投加和計量泵投加。計量設(shè)備有孔口計量，浮杯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯機(jī)械混合耗能大，機(jī)械混合耗能大，維護(hù)管理復(fù)雜；相比之下，管式靜態(tài)混合器是處理水與混凝劑、助凝劑、消毒劑實行瞬間混合的理想設(shè)備,管式混合具有占地極小、投資省、設(shè)備簡單、混合效果好和管理方便等優(yōu)點(diǎn)而具有較大的優(yōu)越性。它是有二個一組的混合單元件組成，在不需外動力情況下，水流通過混合器產(chǎn)生對分流、交叉混合和反向旋流三個作用，混合效益達(dá)90-95%，本設(shè)計采用管式靜態(tài)混合器對藥劑與水進(jìn)行混合。2.3絮凝池絮凝過程就是在外力作用下，使具有絮凝性能的微絮粒相互接觸碰撞，而形成更大具有良好沉淀性能的大的絮凝體。目前國內(nèi)使用較多的是各種形式的水力絮凝及其各種組合形式，主要有隔板絮凝、折板絮凝、柵條（網(wǎng)格）絮凝、和穿孔旋流絮凝。表2-1絮凝池的類型及特點(diǎn)表類型特點(diǎn)適用條件折板式絮凝池優(yōu)點(diǎn)：絮凝效果好，絮凝時間短，容積較?。蝗秉c(diǎn)：構(gòu)造較隔板絮凝池復(fù)雜，造價高流量變化較小的中小型水廠網(wǎng)格絮凝池優(yōu)點(diǎn)：絮凝效果好，水頭損失小，絮凝時間短；缺點(diǎn)：末端池底易積泥續(xù)表2-1類型特點(diǎn)適用條件機(jī)械絮凝池優(yōu)點(diǎn)：絮凝效果好，可根據(jù)水質(zhì)、水量的變化隨時改變槳板的轉(zhuǎn)速，水頭損失少。缺點(diǎn)：增加機(jī)械維修工作適用于各種水質(zhì)、水量的變化較大的原水旋流式絮凝池優(yōu)點(diǎn)：容積小，水頭損失較??；一般用于中小型水廠缺點(diǎn)：池子較深，地下水位高缺點(diǎn)：池子較深，地下水位高處施工較難，絮凝效果較差回轉(zhuǎn)式優(yōu)點(diǎn)：絮凝效果好，水頭損失小，構(gòu)造簡單，管理方便；缺點(diǎn)：出水流量不宜分配均勻，出口處宜積泥水量大于30000m3/d的水廠；水量變動小者；改建和擴(kuò)建舊池時更適用往復(fù)式優(yōu)點(diǎn)：絮凝效果好，構(gòu)造簡單，施工方便；缺點(diǎn)：容積較大，水頭損失較大，轉(zhuǎn)折處釩花易破碎水量大于m300003/d的水廠；水量變動小者根據(jù)以上各種絮凝池的特點(diǎn)以及本次設(shè)計要求，本設(shè)計選用水平軸式機(jī)械絮凝池。2.4沉淀池常見各種形式沉淀池的性能特點(diǎn)及適用條件見如下的各種形式沉淀池性能特點(diǎn)和適用條件。表2-2各種形式沉淀池性能特點(diǎn)和適用條件表型式性能特點(diǎn)適用條件豎流式優(yōu)點(diǎn)：1、排泥較方便2、一般與絮凝池合建，不需建絮凝池；3、占地面積較小缺點(diǎn)：1、上升流速受顆粒下沉速度所限，出水流量小，一般沉淀效果較差；2、施工較平流式困難占地面積較大1、一般用于大中型凈水廠；2、原水含砂量大時作預(yù)沉池續(xù)表2-2形式性能特點(diǎn)適用條件平流式優(yōu)點(diǎn)：1、可就地取材，造價低；1、一般用于大中型凈水廠；2、操作管理方便，施工較簡單；3、適應(yīng)性強(qiáng)，潛力大，處理效果穩(wěn)定；4、帶有機(jī)械排泥設(shè)備時，排泥效果好缺點(diǎn)：1、不采用機(jī)械排泥裝置，排泥較困難2、機(jī)械排泥設(shè)備，維護(hù)復(fù)雜；3、占地面積較大2、原水含砂量大時作預(yù)沉池輻流式優(yōu)點(diǎn)：1、沉淀效果好；2、有機(jī)械排泥裝置時，排泥效果好；缺點(diǎn)：1、基建投資及費(fèi)用大；2、刮泥機(jī)維護(hù)管理復(fù)雜，金屬耗量大；3、施工較平流式困難1、一般用于大中型凈水廠；2、在高濁度水地區(qū)作預(yù)沉淀池斜管（板）式優(yōu)點(diǎn)：1、沉淀效果高；2、池體小，占地少缺點(diǎn)：1、斜管（板）耗用材料多，且價格較高；2、排泥較困難1、用于大中型廠2、宜用于舊沉淀池的擴(kuò)建、改建和挖槽原水經(jīng)投藥、混合與絮凝后，水中懸浮雜質(zhì)已形成粗大的絮凝體，要在沉淀池中分離出來以完成澄清的作用。設(shè)計要求采用平流沉淀池。相比之下，平流式沉淀池具有適應(yīng)性強(qiáng)、處理效果穩(wěn)定和排泥效果好等特點(diǎn)。2.5濾池（1）、多層濾料濾池：優(yōu)點(diǎn)是含污能力大，可采用較大的流速，能節(jié)約反沖洗用水，降速過濾水質(zhì)較好，但只有三層濾料、雙層濾料適用大中型水廠；缺點(diǎn)是濾料不易獲得且昂貴管理麻煩，濾料易流逝且沖洗困難易積泥球，需采用助沖設(shè)備；word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯、虹吸濾池：適用于中型水廠（水量2—10萬噸/日），土建結(jié)構(gòu)較復(fù)雜，池深大，反洗時要浪費(fèi)一部分水量，變水頭等速過濾水質(zhì)也不如降速過濾：、無閥濾池、壓力濾罐、微濾機(jī)等日處理小，適用于小型水廠；、移動罩濾池：需設(shè)移動洗砂設(shè)備機(jī)械加工量較大，起始濾速較高，因而濾池平均設(shè)計濾速不宜過高，罩體合隔墻間的密封要求較高，單格面積不宜過大（小于10m2）；、普通快濾池：是向下流、砂濾料的回閥式濾池，適用大中型水廠，單池面積一般不宜大于100m2。優(yōu)點(diǎn)有成熟的運(yùn)行經(jīng)驗運(yùn)行可靠，采用的砂濾料，材料易得價格便宜，采用大阻力配水系統(tǒng)，單池面積可做得較大，池深適中，采用降速過濾，水質(zhì)較好；、雙閥濾池：是下向流、砂濾料得雙閥式濾池，優(yōu)缺點(diǎn)與普通快濾池基本相同且減少了2只閥門，相應(yīng)得降低了造價和檢修工作量，但必須增加形成虹吸得抽氣設(shè)備。、V型濾池：從實際運(yùn)行狀況，V型濾池來看采用氣水反沖洗技術(shù)與單純水反沖洗方式相比，主要有以下優(yōu)點(diǎn)：、較好地消除了濾料表層、內(nèi)層泥球，具有截污能力強(qiáng)，濾池過濾周期長，反沖洗水量小特點(diǎn)?？晒?jié)省反沖洗水量40～60%，降低水廠自用水量，降低生產(chǎn)運(yùn)行成本。、不易產(chǎn)生濾料流失現(xiàn)象，濾層僅為微膨脹，提高了濾料使用壽命，減少了濾池補(bǔ)砂、換砂費(fèi)用。、采用粗粒、均質(zhì)單層石英砂濾料，保證濾池沖洗效果和充分利用濾料排污容量，使濾后水水質(zhì)好。根據(jù)設(shè)計要求，選用目前較廣泛使用的V型濾池。2.6消毒方法水的消毒處理是生活飲用水處理工藝中的最后一道工序，其目的在于殺滅水中的有害病原微生物（病原菌、病毒等），防止水致傳染病的危害。其方法分化學(xué)法與物理法兩大類，前者系水中投家藥劑，如氯、臭氧、重金屬、其他氧化劑等；后者在水中不加藥劑，而進(jìn)行加熱消毒、紫外線消毒等。經(jīng)比較，采用液氯消毒。氯是目前國內(nèi)外應(yīng)用最廣的消毒劑，除消毒外還起氧化作用。加氯操作簡單，價格較低，且在管網(wǎng)中有持續(xù)消毒殺菌作用。原水水質(zhì)較好時，一般為濾后消毒，雖然二氧化氯，消毒能力較氯強(qiáng)而且能在管網(wǎng)中保持很長時間，但是由于二氧化氯價格昂貴，且其主要原料亞氯酸鈉易爆炸，國內(nèi)目前在凈水處理方面應(yīng)用尚不多。第3章水廠平面布置3.1布置說明因地制宜并考慮到遠(yuǎn)期發(fā)展，工藝流程力求簡短，適當(dāng)增加綠地，使水廠里面豐滿。當(dāng)各構(gòu)筑物和建筑物的個數(shù)和面積確定之后，根據(jù)工藝流程和構(gòu)筑物的功能要求，結(jié)合地質(zhì)和地形條件，進(jìn)行平面布置，布置時應(yīng)考慮以下幾點(diǎn)：布置緊湊，以減少水廠占地面積和連接管渠的長度，并便于操作管理。但各構(gòu)筑物之間應(yīng)留處必要的施工和檢修間距和管道地位；充分利用地形，力求挖填土方平衡以減少填、挖土方量和施工費(fèi)用；各構(gòu)筑物之間連接管應(yīng)簡單、短捷，盡量避免立體交叉，并考慮施工、檢修方便。此外，有時也需要設(shè)置必要的超越管道，以便某一構(gòu)筑物停產(chǎn)檢修時，為保證必須供應(yīng)的水量采取應(yīng)急措施；建筑物布置應(yīng)注意朝向和風(fēng)向；有條件時最好把生產(chǎn)區(qū)和生活區(qū)分開，盡量避免非生產(chǎn)人員在生產(chǎn)區(qū)通行和逗留，以確保生產(chǎn)安全；對分期建造的工程，既要考慮近期的完整性，又要考慮遠(yuǎn)期工程建成后整體布局的合理性，還應(yīng)該考慮分期施工方便。3.2生產(chǎn)管線設(shè)計水廠工藝流程中的主要管線有生產(chǎn)管線、加藥管線、（ABS塑料管）、加氯管線、自用水管線、排水管線；具體布置詳見總平面布置圖。第4章給水處理廠工藝計算4.1加藥間設(shè)計計算4.1.1.設(shè)計參數(shù)已知計算水量Q=45000m3/d=1968.75m3/h。根據(jù)原水水質(zhì)及水溫，參考有關(guān)凈水廠的運(yùn)行經(jīng)驗，選堿式氯化鋁為混凝劑，混凝劑的最大投藥量a=20mg/L，藥容積的濃度b=15%，混凝劑每日配制次數(shù)n=2次。4.1.2.設(shè)計計算1、溶液池容積W2 aQ 201968.75 2、W = =4.72m3取5m32417cn417102式中：a—混凝劑（堿式氯化鋁）的最大投加量（mg/L），本設(shè)計取20mg/L;Q—設(shè)計處理的水量，1968.75m3/h;c—溶液濃度（按商品固體重量計），一般采用5%-20%，本設(shè)計取15%；n—每日調(diào)制次數(shù)，一般不超過3次，本設(shè)計取2次。溶液池采用矩形鋼筋混凝土結(jié)構(gòu)，設(shè)置2個，每個容積為W。單池尺寸為1L×B×H=2×2×1.8，高度中包括超高0.3m，置于室內(nèi)地面上。溶液池實際有效容積：L×B×H=2×2×1.5=6m3,滿足要求。池旁設(shè)工作臺，寬1.0-1.5m，池底坡度為0.02。底部設(shè)置DN100mm放空管，采用硬聚氯乙烯塑料管。池內(nèi)壁用環(huán)氧樹脂進(jìn)行防腐處理。沿池面接入藥劑稀釋采用給水管DN60mm，按1h放滿考慮。2、溶解池容積W2W=0.3W=0.3×5=1.5m3=2m3 2 1式中：W——溶解池容積（m3），一般采用（0.2-0.3）W；本設(shè)計取0.3W溶解池 2 1 1也設(shè)置為2池，單池尺寸：L×B×H=1.5×1.5×1.5，高度中包括超高0.3m，底部沉渣高度0.2m，池底坡度采用0.02。溶解池實際有效容積：L×B×H=1.5×1.5×1.0=2.25m3溶解池的放水時間采用t＝10min，則放水流量： W 2.4751000q24.125L/s， 060t 1060查水力計算表得放水管管徑DN75mm，相應(yīng)流速v=1.429m/s，管材采用硬聚氯乙烯管。0溶解池底部設(shè)管徑DN100mm的排渣管一根，采用硬聚氯乙烯管。溶解池的形狀采用矩形鋼筋混凝土結(jié)構(gòu)，內(nèi)壁用環(huán)氧樹脂進(jìn)行防腐處理投藥管投藥管流量21000521000 q2 0.116L/s246060246060查水力計算表得投藥管管徑DN20mm，相應(yīng)流速為v=0.65m/s。0溶解池攪拌設(shè)備溶解池攪拌設(shè)備采用中心固定式平槳板式攪拌機(jī)。計量投加設(shè)備混凝劑的濕投方式分為重力投加和壓力投加兩種類型,重力投加方式有泵前投加和高位溶液池重力投加;壓力投加方式有水射投加和計量泵投加。計量設(shè)備有孔口計量，浮杯計量，定量投藥箱和轉(zhuǎn)子流量計。本設(shè)計采用耐酸泵和轉(zhuǎn)子流量計配合投加。計量泵每小時投加藥量:253q0.417m/h1212式中：W——溶液池容積（m3）1word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯耐酸泵型號耐酸泵型號25FYS-20選用2臺。6、藥劑倉庫考慮到遠(yuǎn)期發(fā)展，面積為200m2，倉庫與混凝劑室之間采用人力手推車投藥,藥劑倉庫平面設(shè)計尺寸為10.0m×20.0m。4.2混合設(shè)備設(shè)計計算4.2.1設(shè)計參數(shù)設(shè)計總進(jìn)水量為Q=45000m3/d，水廠進(jìn)水管投藥口靠近水流方向的第一個混合單元，投藥管插入管徑的1/3處，且投藥管上多處開孔，使藥液均勻分布，進(jìn)水管采用兩條，流速v=1.0m/s。計算草圖如圖4-1。圖4-1管式靜態(tài)混合器計算草圖4.2.2設(shè)計計算1、設(shè)計管徑靜態(tài)混合器設(shè)在絮凝池進(jìn)水管中，設(shè)計流量：3450000.274/274/2QqmsLsn則靜態(tài)混合器管徑為（設(shè)計進(jìn)水管流速v=1.0m/s）：440.2740.593.141.0qDmv，本設(shè)計采用D=600mm；2、混合單元數(shù)按下式計算V656.25，取L=15mL15.19mHB3.612式中：H——平均水深(m);攪拌器尺寸計算每池采用3排攪拌器，每排采用5個攪拌器，每個攪拌器上裝有4塊葉片。攪拌器之間的凈距和與距離池壁為0.2m，攪拌器上緣距離水面及下緣距離池底為0.15m。每個攪拌器長度：l(1260.2)/52.16m，與葉輪直徑比為2.16/3.365.45%75%，符合實際要求。攪拌器外緣直徑為：D3.620.153.3m槳板葉片寬度采用0.2m，每根軸上槳板總面積為：2.160.2458.64m2。水流截面積為：123.643.2m2槳板總面積占水流截面積：8.64/43.220%，不大于25%，不符合設(shè)計要求。每個攪拌器旋轉(zhuǎn)時克服誰阻力所消耗的功率：各排葉輪槳板中心點(diǎn)線速度采用v=0.6m/s，v=0.4m/s，v=0.2m/s 1 2 3葉輪槳板中線點(diǎn)旋轉(zhuǎn)直徑為：D3.30.23.1m0葉輪轉(zhuǎn)數(shù)及角速度分別為： 60v 600.6 第一排：n 3.70r/min,0.387rad/sD 3.143.1 10 60v 600.4 第二排：n 2.46r/min,0.258rad/sD 3.143.1 20word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯 60v 600.2 第三排：n 1.23r/min,0.129rad/sD 3.143.1 30槳板寬長比b/l0.2/2.160.0961故1.101.101000 k 56.12g 29.81第一排每個葉輪所耗功率： ykl3 4 4 456.12.16 4 4 3 N(rr)(1.651.45)0.261KW 1 4082 1 408 1用同樣方法可求得第二排、三排每個葉輪所耗功率分別為0.061KW、0.0076KW。5、電動機(jī)功率：第一排所需功率為N0.20651.03KW01第二排所需功率為N0.06150.305KW02第一排所需功率為N0.007650.038KW03設(shè)三臺攪拌器合用一臺電動機(jī)帶動，則絮凝池所耗總功率N為0N1.030.3050.0381.373KW0電動機(jī)功率（取0.75,0.7）： 1 2 N 1.373 N0 2.6KW0.750.7126、核算平均速度G值及GT值（按水溫20℃，102106Kgs/m2）第一排： 102N 1021.03106 G 01 68.64s-1 1W 102656.25/31第二排： 102N 1020.305106 G 02 37.36s-1W 102656.25/32第一排： 102N 1020.038106 G 03 13.21s-1W 102656.25/33反應(yīng)池平均速度梯度： 102N 1021.373106 G 45.74s-1 W 102656.25GT45.742060548885.45104經(jīng)核算，G和GT值均較符合。絮凝池與沉淀池合建，中間過渡段寬度為1.5m。4.4平流沉淀池設(shè)計計算平沉淀池是實際中應(yīng)用較多的一中池型。一般平流式沉淀池前部為進(jìn)水區(qū)，后部為出水區(qū)，下部為沉泥區(qū)，中部為沉淀區(qū)。4.1設(shè)計參數(shù)設(shè)計流量為Q=1968.76m3/h，平流沉淀池與絮凝池合建，池寬為12m，表面負(fù)荷q=0.6mm/s，沉淀時間1.5h，水平流速15mm/s。4.4.2設(shè)計計算2.1沉淀池主要工藝參數(shù)單格沉淀面積47250A'911.46m251.84沉淀池長度L3.61.51581m沉淀池寬度911.4611.25m，取B12mL 81實際沉淀面積A8112972m2沉淀池有效水深QT1968.751.5H 3.04m，取有效水深3m，池深3.5mBL 1281實際流速 Q 0.547V15.19mm/sBH123實際停留時間 L 81 t ==1.48h3.6v3.615.192.穿孔墻絮凝池與沉淀池之間采用穿孔墻布水，過孔流速取0.2m/s,則孔口總面積為0.547/0.22.735m2，孔口尺寸取0.150.08=0.012m2，則孔口個數(shù)為2.735/0.012198個，為便于施工，沿水深方向開8排，每排28個孔，共224個。4.4.2.3.放空管0.7128130.5沉淀池放空時間按3h計，則埋設(shè)一根放空管d0.109m，取1 33600dDN100mm14.4.2.4.集水槽取指形集水槽長等于池長的1/810m，間距1m,共10條，每條流量q0.547/80.068m3/s。槽內(nèi)起端水深等于槽寬，則B0.9q0.40.9(0.068)0.40.31m，兩側(cè)開d35mm圓孔，孔口淹沒深度0.07m，則每孔流量q=0.622gh0.620.03522g0.076.987104m3/s孔40.068集水槽每邊開孔數(shù)=48.66個26.987104按每邊開孔50個算，間距=125mm設(shè)計。集水槽收集水進(jìn)入出水渠后，從出水渠中間設(shè)置的出水管流入濾池，渠寬按1.0m計，則出水渠起端水深 Q2 (0.547/2)2 H33 33 0.341mgB2 9.811為保證出水均勻，集水槽應(yīng)自由跌落，則出水渠渠底應(yīng)低于沉淀池水面的高度，等于出水渠水深+集水槽水深+集水槽孔口跌落高度+集水槽孔口淹沒高度即：0.3410.310.050.070.771m取出水渠渠寬1.0m，深1.0m。4.4.3水力條件校核沉淀池池寬12m，沿縱向設(shè)隔墻一道，沿底部開300300@1000導(dǎo)流孔，則沉淀池過水?dāng)嗝婷娣e6318m2水流濕周X62312m18水力半徑R1.5m12v20.015192弗勞德系數(shù)FF1.57105，符合設(shè)計要求。 r rRg1.59.81Rv1.519150雷諾數(shù)R22785（20℃），符合設(shè)計要求e0.014.4.4排泥機(jī)選型計算（1）產(chǎn)泥量計算S(1)Q(k1C0k2Df)106式中S—沉淀池產(chǎn)泥量，t/dα—水廠自用水系數(shù)Q—設(shè)計水量，m3/dC—設(shè)計進(jìn)水濁度，NTU，平均濁度為1000K—原水濁度與SS的換算關(guān)系，1.0-1.5，參照其他工程經(jīng)驗，K=1.5 1 1K—藥劑產(chǎn)泥系數(shù)，K=1.5 2 2D—混凝劑投加量，mg/Lf—混凝劑中有效成分含量S(10.05)45000(11601.5200.1)1067.70t/d(2)排泥量沉淀池排泥濃度m取1.0%，泥渣干密度ρ取2.6t/m3，泥漿密度k S 7.7 G 296.2m3 排泥量sm0.012.6 k(3)排泥流量排泥機(jī)械選用行車式刮泥機(jī)，行走速度v為1m/min，行走一次需用時間L81T81minv1沉淀池每天排泥一次，排泥流量 G 296.2s3.7m3/min224m3/h0.062m3/ssT 81(4)排泥機(jī)械選用條件根據(jù)上述計算，選用泵吸行車式刮吸泥機(jī)，行車跨度為12m，行程長度為81m，水深3.0m，池深3.5m，行走速度1m/min，排泥流量224m3/h。(5)排泥渠沿沉淀池長度方向布置混凝土排泥渠。排泥渠內(nèi)流速v取0.8m/s，渠道寬度Bq取0.5m，渠道深度q Q 0.062Hs0.155mqvB 0.80.5qq渠道水力半徑 HB 0.1550.5qq0.096m 2HB 20.1550.5 q q nv 0.0130.8 渠道糙率n取0.013，渠道坡度：i(q)2( )20.0025m q 2 2 R3 0.0963渠道超高取0.3m，渠道高度為0.5m。4.5V型濾池設(shè)計計算5.1設(shè)計參數(shù)濾池設(shè)計水量Q=45000m3/d,設(shè)計濾速ν=8m/h，過濾周期48h濾層水頭損失：沖洗前的濾層水頭損失采用1.8m第一步氣沖沖洗強(qiáng)度q15L/(sm2)，氣沖時間t2min； 氣1 氣第二步氣、水同時反沖q15L/(sm2)，q4L/(sm2)，t4min； 氣2 水1 氣,水第三步水沖強(qiáng)度q5L/(sm2)，t4min 水2 水沖洗時間t=10min；沖洗周期T=48h表面掃洗強(qiáng)度q=2.3L/(sm2)，歷時t=3minb 24.5.2設(shè)計計算4.5.2.1單池個數(shù)和平面尺寸計算 濾池設(shè)計流量：Q45000m3/d1968.75m3/h0.547m3/s假定該座濾池分為n格，出水閥門自動調(diào)節(jié)，保持等水頭等速過濾運(yùn)行。當(dāng)一格檢修一格沖洗時，該兩格濾池原來過濾的水量扣除表面掃洗水量后平均分配到其他各格濾池，增加進(jìn)水量的濾池濾速應(yīng)小于10m/h，則有：1.53600，n7.310(n2)F8nFF1000設(shè)計一組分為8格雙單元濾池，對稱雙排布置，中間為管廊。單池流量Q246.1m3/h0.068m3/s 2 8246.19m3/h設(shè)計濾速v=8m/h，則單池過濾面積為f30.76m28m/h取單池平面尺寸為LB7(2.52.5)，實際過濾面積f’為56m。正常過濾濾速v'7.03m/h35當(dāng)一格檢修一格沖洗時，其他幾格的強(qiáng)制濾速為7.038F1.53.6Fv''8.47m/h，符合設(shè)計要求(82)F4.5.2.2濾池反沖洗系統(tǒng)反沖洗時，8格單池中只有一格從處于沖洗狀態(tài)，所以水沖洗系統(tǒng)和氣沖洗系統(tǒng)均按照單層粗砂級配濾池表面掃洗時單池沖洗所需水量、氣量計算。沖洗流量計算空氣流量Q0.93531.5m3/minq反沖洗水流量Q14.435504m3/h0.14m3/ss表面掃洗水從單格濾池兩單元的V形掃洗槽中進(jìn)入，每條掃洗水流量Q5.435/294.5m3/h0.026m3/sb沖洗設(shè)備。沖洗水泵選用兩臺250TW—400ⅡA，設(shè)于管廊之內(nèi)，從中央出水渠中取水。沖洗泵參數(shù)如下：Q599m3/h,H65m,N18.5KW,76%.鼓風(fēng)機(jī)選用BE250兩臺，一用一備。風(fēng)機(jī)出口壓力0.039MPa，流量32.6m3/min，轉(zhuǎn)速1300r/min，軸功率48.6KW。沖洗管道。供氣管管徑DN300mm，流速7.43m/s，沖洗水管管徑DN400mm，流速1.11m/s，清水出水管管徑DN400mm，強(qiáng)制過濾時出水濾速1.29m/s。4.5.2.3進(jìn)水系統(tǒng)在濾池兩端分別各設(shè)置一條進(jìn)水渠道，該進(jìn)水渠不設(shè)溢流堰、溢流管。450001.05進(jìn)水渠進(jìn)水流量Q984.375m3/h0.273m3/s1 242進(jìn)水總渠寬0.9m，有效水深1m，起端流速0.303m/s。從進(jìn)水渠正常進(jìn)入單格濾池進(jìn)水流量8.4735296.45m3/h0.082m3/s進(jìn)水管流速取1.2m/s，從進(jìn)水渠通過主要進(jìn)水孔進(jìn)入每格濾池的短管，閥門直徑0.082d0.294m，取d=300mm。 1 1.2/4 10.082如采用方形氣動進(jìn)水閘板，取過孔流速1.0m/s，則閘板面積0082m21.0取閘孔板400mm400mm方孔一個，表面掃洗流量word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯4.5.2.5配水配氣系統(tǒng)濾頭選用帶濾帽的長柄濾頭，在濾板上按行列形式布置濾頭，在1m2范圍內(nèi)，每行布置8個，每列布置7個，為56個/m2.配水配氣總渠反沖洗時，配水配氣渠的水流量q0.14m3/s。設(shè)計干渠寬度等于0.8m，高1.40m。s氣水同時進(jìn)入配水配氣渠時，空氣處于壓縮狀態(tài)，配水渠進(jìn)口沖洗水流速小于1.5m/s。配水渠配水孔出口流速取0.70m/s，配水孔出口面積0.2m2，單個方孔尺寸為0.20.10m0.10m，則方孔數(shù)為：N20，配水配氣干渠每面取10個，中心間k0.10.1距700mm，按100mm100mm@700mm設(shè)置配水孔。配氣孔置于配水孔上方，配水配氣干渠每側(cè)取20個，共40個，中心間距0.35m。取配氣孔直徑d=60mm，則配氣孔空氣流速 4Q 41535 v 4.64m/sd2n3.140.0624010004.5.2.6排水系統(tǒng)排水渠寬0.80m，同配水配氣干渠，流量QQQ0.140.02620.192m3/sp s b0.1922 起端水深h33 0.13m為使過堰水流自由跌落，堰頂至排水渠內(nèi)最高水 1 9.810.82面落差為0.2m。根據(jù)排水渠頂端高出砂面0.50m要求，排水渠起端水深1.20m，滿足過堰水流自由跌落。排水采用氣動方閘門，閘板尺寸500mm500mm，過孔流速1.232m/s。4.5.2.7濾層和承托層濾料粒徑0.95~1.35mm，厚1200mm，不均勻系數(shù)K1.3~1.4，正常過濾時，砂上水80深1.60m，承托層粒徑2~4mm，厚50mm。 4.5.2.8濾池高度 配水、配氣及集水室高度H0.90m1濾板高度H0.15m2粗砂承托層厚度H0.05m3濾料層厚度H1.20m4砂面上水深H1.60m5超高H0.50m6濾池總高度H=4.4m4.5.2.9清水總渠濾后清水流量Q0.547m3/s，清水總渠寬1m，水深h=1.1m，則清水渠內(nèi)流速v0.497m/s。通向清水池的一根總出水管，取清水管內(nèi)流速v1.0m/s，則直徑40.547d0.83m，選用DN1000mm輸水管，管內(nèi)實際流速0.70m/s。1.04.5.2.5設(shè)備選型1、風(fēng)機(jī)選型根據(jù)氣水同時反沖洗時反沖洗系統(tǒng)對空氣的壓力，風(fēng)量要求選3臺LG50風(fēng)機(jī)。風(fēng)量50m3/min，風(fēng)壓49kpa，電機(jī)功率60kw，兩用一備，正常工作鼓風(fēng)量共計100m3/min>1.1Q=73m3/min。反氣2、反沖洗水泵選型選用12Sh-28型泵，3臺（2用一備），性能參數(shù)：流量612-900m3/h，揚(yáng)程10-14.5m，軸功率30.3-33.0KW，電機(jī)功率40KW，允許吸上的真空高度為4.5m。4.6臭氧-活性炭聯(lián)合處理設(shè)計計算4.6.1臭氧接觸池的設(shè)計計算主要設(shè)計參數(shù)設(shè)計流量Q=45000m3/d=1968.75m3/h=0.547m3/s，臭氧投加量為a1.0mg/L0.001Kg/m3，接觸反應(yīng)裝置內(nèi)的水力停留時間t一般采用10min；水頭損失約0.2m所需臭氧量DD1.06aQ1.060.0011968.752.09kgO/h3考慮到設(shè)備制造及操作管理水平較低等因素（臭氧的有效利用率只有60%-80%），確定選用臭氧發(fā)生器的產(chǎn)率可按5kgO/h計。3接觸裝置（采用接觸池）①接觸池體積VQt1968.7510 V= = =164.06m3 60 260②池截面積F。池內(nèi)水深H取3m，則A V 164.06 V= = =54.69m3 H 3A③單池面積及尺寸。采用2個接觸池F54.69m2采用尺寸：8m×7m，實際面積為56m24.6.2生物活性炭濾池的設(shè)計計算由于生物活性炭時在貧營養(yǎng)的環(huán)境下降解有機(jī)物，氧氣需要量不大。原水中含有一定的溶解氧，原水在進(jìn)入活性炭濾池之前經(jīng)過了落差0.5m跌水曝氣供養(yǎng)，同時臭氧分解產(chǎn)生的氧氣也增加了水中溶解氧的含量。所以在活性炭濾池內(nèi)水的溶解氧量時足夠的，不需設(shè)置曝氣系統(tǒng)。1.主要設(shè)計參數(shù)濾速10m/h，炭床高3m，炭粒徑1.0mm，水頭損失約0.5m內(nèi)部結(jié)構(gòu)與快濾池相同2.2.活性炭濾池總面積2LFQ/V1968.75/10196.875m3.活性炭濾池個數(shù)NL。采用兩池并聯(lián)運(yùn)行NL=2，每池面積f=196.875/2=98.44m2平面尺寸取8m×14m。4.7消毒和清水池設(shè)計計算4.7.1設(shè)計參數(shù)已知設(shè)計水量Q=45000m3/d=1968.75m3/h，本設(shè)計消毒采用液氯消毒，預(yù)氯化最大投加量為1.5mg/L，清水池最大投加量為1.0mg/L。4.7.2設(shè)計計算1、加氯量計算預(yù)加氯量為：10.0010.0011.51968.752.95/QaQkgh清水池加氯量為：20.0010.00111968.751.97/QaQkgh二泵站加氯量自行調(diào)節(jié)，在此不做計算，則總加氯量為122.951.974.92/QQQkgh為了保證氯消毒時的安全和計量正確，采用加氯機(jī)投氯，并設(shè)校核氯量的計量設(shè)備。選用2臺ZJ—2轉(zhuǎn)子加氯機(jī)，選用寬高為：330mm×370mm，一用一備.儲氯量（按20天考慮）為：202420244.922361.6GQkg液氯的儲備于2個1噸氯瓶（H×D=2020mm×800mm）和1個0.5噸氯瓶（H×D=600mm×1800mm）。2、清水池平面尺寸的計算（1）清水池的有效容積清水池的有效容積，包括調(diào)節(jié)容積，消防貯水量和水廠自用水的調(diào)節(jié)量。清水池的調(diào)節(jié)容積：VkQ0.1450004500m31式中：k——經(jīng)驗系數(shù)一般采用10%-20%；本設(shè)計k=10%；Q——設(shè)計供水量Q=4500m3/d；消防用水量按同時發(fā)生兩次火災(zāi)，一次火災(zāi)用水量取25L/s，連續(xù)滅火時間為2h，則消防容積：V2523600/100180m32根據(jù)本水廠選用的構(gòu)筑物特點(diǎn)，不考慮水廠自用水儲備。則清水池總有效容積為：VVV45001804680m31 2清水池共設(shè)2座，有效水深取H=4.0m，則每座清水池的面積為： V 4680F585m22H24.0取BL=20×30=600m2，超高取0.5m，則清水池凈高度取4.5m。管道系統(tǒng)清水池的進(jìn)水管： 4Q 40.52D0.64m（設(shè)計中取進(jìn)水管流速為v=0.8m/s）1nv20.8設(shè)計中取進(jìn)水管管徑為DN700mm，進(jìn)水管內(nèi)實際流速為：0.68m/sword文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯word文檔可自由復(fù)制編輯清水池的出水管由于用戶的用水量時時變化，清水池的出水管應(yīng)按出水量最大流量設(shè)計，設(shè)計中取時變化系數(shù)k=1.5，所以：kQ1.545000Q2812.5m3/h0.78m3/s124 24出水管管徑： 4Q1 40.78 （設(shè)計中取出水管流速為v=0.8m/s） D 0.80mnv 3.1420.8設(shè)計中取出水管管徑為DN800mm，則流量最大時出水管內(nèi)流速為：0.8m/s清水池的溢流管溢流管的管徑與進(jìn)水管相同，取為DN700mm。在溢流管管端設(shè)喇叭口，管上不設(shè)閥門。出口設(shè)置網(wǎng)罩，防止蟲類進(jìn)入池內(nèi)。清水池的排水管清水池內(nèi)的水在檢修時需要放空，需要設(shè)排水管。排水管徑按2h內(nèi)將水放空計算。排水管流速按1.2m/s估計，則排水管的管徑為： 4V 44680 D 0.59mtv 236003.141.22設(shè)計中取排水管徑為DN600mm、清水池的布置導(dǎo)流墻在清水池內(nèi)設(shè)置導(dǎo)流墻，以防止池內(nèi)出現(xiàn)死角，保證氯與水的接觸時間30min。每座清水池內(nèi)導(dǎo)流墻設(shè)置1條，間距為10m將清水池分成4格。導(dǎo)流墻底部每隔5m設(shè)0.1m×0.1m的過水方孔。檢修孔在清水池的頂部