某市萬噸天城市生活污水處理廠初步設(shè)計

第1章概述1.1基本設(shè)計資料畢業(yè)設(shè)計名稱某市15萬噸/天城市生活污水處理廠初步設(shè)計基本資料：污水設(shè)計流量：SKIPIF1<0，流量變化系數(shù)：SKIPIF1<0BOD=180mg/LCOD=410mg/LSS=200mg/LNH3-N=30mg/L符合《城鎮(zhèn)污水處理廠污染物排放國家二級標準》BOD=20mg/LCOD=70mg/LSS=30mg/LNH3-N=15mg/L某地處海河流域下游，河網(wǎng)密布，洼淀眾多。歷史上某的水量比較豐富。海河上游支流眾多，長度在10公里以上的河流達300多條，這些大小河流匯集成中游的永定河、北運河、大清河、子牙河和南運河五大河流。這五大河流的尾閭就是海河，統(tǒng)稱海河水系，是某市工農(nóng)業(yè)生產(chǎn)和人民生活的水源河道。某屬于暖溫半濕潤大陸季風型氣候，季風顯著，四季分明。春季多風沙，干旱少雨；夏季炎熱，雨水集中；秋季寒暖適中，氣爽宜人；冬季寒冷，干燥少雪。除薊縣山區(qū)外，全年平均氣溫為攝氏11度以上。1月份平均氣溫在攝氏零下4-6度，極低溫值在攝氏零下20度以下，多出現(xiàn)于2月份。7月份平均氣溫在攝氏26度上下。某年平均降水量約為500-690毫米。在季節(jié)分配上，夏季降水量最多，占全年總降水量的75%以上，冬季最少，僅占2%。由于降水量年內(nèi)分配不均和年際變化大，造成某在歷史上經(jīng)常出現(xiàn)春旱秋澇現(xiàn)象。某的風向有明顯的季節(jié)變化。冬季多刮西北風、偏北風；夏季多東南風、南風；春秋兩季多西南風，主導(dǎo)風向東南風。某以平原為主，污水處理廠擬用場地較為平整，占地面積20公頃。廠區(qū)地面標高10米，原污水將通過管網(wǎng)輸送到污水廠，來水管管底標高為5米(于地面下5米)。1.2設(shè)計內(nèi)容、原則設(shè)計內(nèi)容污水處理廠工藝設(shè)計流程設(shè)計說明一般包括以下內(nèi)容:(1)據(jù)城市或企業(yè)的總體規(guī)劃或現(xiàn)狀與設(shè)計方案選擇處理廠廠址；(2)處理廠工藝流程設(shè)計說明；(3)處理構(gòu)筑物型式選型說明；(4)處理構(gòu)筑物或設(shè)施的設(shè)計計算；(5)主要輔助構(gòu)筑物設(shè)計計算；(6)主要設(shè)備設(shè)計計算選擇；(7)污水廠總體布置(平面或豎向)及廠區(qū)道路、綠化和管線綜合布置；(8)處理構(gòu)筑物、主要輔助構(gòu)筑物、非標設(shè)備設(shè)計圖繪制；(9)編制主要設(shè)備材料表。設(shè)計的原則考慮城市經(jīng)濟發(fā)展及當?shù)噩F(xiàn)有條件，確定方案時考慮以下原則：(1)要符合適用的要求。首先確保污水廠處理后達到排放標準。考慮現(xiàn)實的技術(shù)和經(jīng)濟條件，以及當?shù)氐木唧w情況(如施工條件)，在可能的基礎(chǔ)上，選擇的處理工藝流程、構(gòu)(建)筑物型式、主要設(shè)備、設(shè)計標準和數(shù)據(jù)等，應(yīng)最大限度地滿足污水廠功能的實現(xiàn)，使處理后污水符合水質(zhì)要求。(2)污水廠設(shè)計采用的各項設(shè)計參數(shù)必須可靠。(3)污水處理廠設(shè)計必須符合經(jīng)濟的要求。設(shè)計完成后，總體布置、單體設(shè)計及藥劑選用等要盡可能采取合理措施降低工程造價和運行管理費用。(4)污水處理廠設(shè)計應(yīng)當力求技術(shù)合理。在經(jīng)濟合理的原則下，必須根據(jù)需要，盡可能采用先進的工藝、機械和自控技術(shù)，但要確保安全可靠。(5)污水廠設(shè)計必須注意近遠期的結(jié)合，不宜分期建設(shè)的部分，如配水井、泵房及加藥間等，其土建部分應(yīng)一次建成；在無遠期規(guī)劃的情況下，設(shè)計時應(yīng)為以后的發(fā)展留有挖潛和擴建的條件。(6)污水廠設(shè)計必須考慮安全運行的條件，如適當設(shè)置分流設(shè)施、超越管線等。第2章工藝方案的選擇2.1水質(zhì)分析本項目污水處理的特點：污水以有機污染物為主，，可生化性較好，采用生化處理最為經(jīng)濟。BOD/TN＞3.0,COD/TN＞7,滿足反硝化需求；若BOD/TN＞5，氮去除率大于60%。2.2工藝選擇按《城市污水處理和污染防治技術(shù)政策》要求推薦，20萬t/d規(guī)模大型污水廠一般采用常規(guī)活性污泥法工藝,10-20萬t/d污水廠可以采用常規(guī)活性污泥法、氧化溝、SBR、AB法等工藝，小型污水廠還可以采用生物濾池、水解好氧法工藝等。對脫磷或脫氮有要求的城市，應(yīng)采用二級強化處理，如SKIPIF1<0工藝，A/O工藝，SBR及其改良工藝，氧化溝工藝，以及水解好氧工藝，生物濾池工藝等。方案對比工藝類型氧化溝SBR法A/O法技術(shù)比較1.污水在氧化溝內(nèi)的停留時間長，污水的混合效果好2.污泥的BOD負荷低，對水質(zhì)的變動有較強的適應(yīng)性1.處理流程短，控制靈活2系統(tǒng)處理構(gòu)筑物少，緊湊，節(jié)省占地1.低成本，高效能，能有效去除有機物2.能迅速準確地檢測污水處理廠進出水質(zhì)的變化。經(jīng)濟比較可不單獨設(shè)二沉池，使氧化溝二沉池合建，節(jié)省了二沉池合污泥回流系統(tǒng)投資省，運行費用低，比傳統(tǒng)活性污泥法基建費用低30%能耗低，運營費用較低，規(guī)模越大優(yōu)勢越明顯使用范圍中小流量的生活污水和工業(yè)廢水中小型處理廠居多大中型污水處理廠穩(wěn)定性一般一般穩(wěn)定考慮該設(shè)計是中型污水處理廠，A/O工藝比較普遍，穩(wěn)定，且出水水質(zhì)要求不是很高，本設(shè)計選擇A/O工藝。2.2.2工藝流程SKIPIF1<0第3章污水處理構(gòu)筑物的設(shè)計計算中格柵及泵房格柵是由一組平行的金屬柵條或篩網(wǎng)制成，安裝在污水渠道上、泵房集水井的進口處或污水處理廠的端部，用以截留較大的懸浮物或漂浮物。本設(shè)計采用中細兩道格柵。3.1.11.設(shè)計參數(shù)：最大流量：SKIPIF1<0柵前水深：SKIPIF1<0，柵前流速：SKIPIF1<0（SKIPIF1<0）過柵流速SKIPIF1<0（SKIPIF1<0SKIPIF1<0）柵條寬度SKIPIF1<0，格柵間隙寬度SKIPIF1<0格柵傾角SKIPIF1<02.設(shè)計計算：(1)柵條間隙數(shù)：SKIPIF1<0根設(shè)四座中格柵：SKIPIF1<0根(2)柵槽寬度：設(shè)柵條寬度SKIPIF1<0SKIPIF1<0(3)進水渠道漸寬部分長度：設(shè)進水渠道寬SKIPIF1<0，漸寬部分展開角度SKIPIF1<0SKIPIF1<0根據(jù)最優(yōu)水力斷面公式SKIPIF1<0(4)柵槽與出水渠道連接處的漸寬部分長度：SKIPIF1<0(5)通過格柵的水頭損失：SKIPIF1<0，SKIPIF1<0h0─────計算水頭損失；g─────重力加速度；K─────格柵受污物堵塞使水頭損失增大的倍數(shù)，一般取3；ξ─────阻力系數(shù)，其數(shù)值與格柵柵條的斷面幾何形狀有關(guān)，對于銳邊矩形斷面，形狀系數(shù)β=2.42；SKIPIF1<0m(6)柵槽總高度：設(shè)柵前渠道超高SKIPIF1<0SKIPIF1<0(7)柵槽總長度：SKIPIF1<0SKIPIF1<0SKIPIF1<0(8)每日柵渣量：格柵間隙SKIPIF1<0情況下，每SKIPIF1<0污水產(chǎn)SKIPIF1<0。SKIPIF1<0SKIPIF1<0SKIPIF1<0所以宜采用機械清渣。(9)格柵選擇選擇XHG-1400回轉(zhuǎn)格柵除污機，共4臺。其技術(shù)參數(shù)見下表。表3-1-1GH-1800鏈式旋轉(zhuǎn)除污機技術(shù)參數(shù)型號電機功率/kw設(shè)備寬度/mm設(shè)備總寬度/mm柵條間隙/mm安裝角度HG-1800180020904060°3.1.2污水提升泵房泵房形式取決于泵站性質(zhì)，建設(shè)規(guī)模、選用的泵型與臺數(shù)、進出水管渠的深度與方位、出水壓力與接納泵站出水的條件、施工方法、管理水平，以及地形、水文地質(zhì)情況等諸多因素。泵房形式選擇的條件：(1)由于污水泵站一般為常年運轉(zhuǎn)，大型泵站多為連續(xù)開泵，故選用自灌式泵房。(2)流量小于SKIPIF1<0時，常選用下圓上方形泵房。(3)大流量的永久性污水泵站，選用矩形泵房。(4)一般自灌啟動時應(yīng)采用合建式泵房。綜上本設(shè)計采用半地下自灌式合建泵房。自灌式泵房的優(yōu)點是不需要設(shè)置引水的輔助設(shè)備，操作簡便，啟動及時，便于自控。自灌式泵房在排水泵站應(yīng)用廣泛，特別是在要求開啟頻繁的污水泵站、要求及時啟動的立交泵站，應(yīng)盡量采用自灌式泵房，并按集水池的液位變化自動控制運行。集水池：集水池與進水閘井、格柵井合建時，宜采用半封閉式。閘門及格柵處敞開，其余部分盡量加頂板封閉，以減少污染，敞開部分設(shè)欄桿及活蓋板，確保安全。1.選泵(1)城市人口為1000000人，生活污水量定額為SKIPIF1<0。(2)進水管管底高程為SKIPIF1<0，管徑SKIPIF1<0，充滿度SKIPIF1<0。(3)出水管提升后的水面高程為SKIPIF1<0。(4)泵房選定位置不受附近河道洪水淹沒和沖刷，原地面高程為SKIPIF1<0。2.設(shè)計計算(1)污水平均秒流量：SKIPIF1<0(2)污水最大秒流量：SKIPIF1<0選擇集水池與機器間合建式泵站，考慮4臺水泵（1臺備用）每臺水泵的容量為SKIPIF1<0。(3)集水池容積：采用相當于一臺泵SKIPIF1<0的容量。SKIPIF1<0有效水深采用SKIPIF1<0，則集水池面積為SKIPIF1<0(4)選泵前揚程估算：經(jīng)過格柵的水頭損失取SKIPIF1<0集水池正常工作水位與所需提升經(jīng)常高水位之間的高差：SKIPIF1<0（集水池有效水深SKIPIF1<0，正常按SKIPIF1<0計）(5)水泵總揚程：總水力損失為SKIPIF1<0，考慮安全水頭SKIPIF1<0SKIPIF1<0一臺水泵的流量為SKIPIF1<0根據(jù)總揚程和水量選用SKIPIF1<0型潛污泵表3-1-2500WQ2700-16-185型潛污泵參數(shù)型號流量SKIPIF1<0轉(zhuǎn)速SKIPIF1<0揚程SKIPIF1<0功率SKIPIF1<0效率%出水口直徑SKIPIF1<0SKIPIF1<0270072516185825003.2細格柵細格柵設(shè)計計算1.設(shè)計參數(shù)：最大流量：SKIPIF1<0柵前水深：SKIPIF1<0，柵前流速：SKIPIF1<0（SKIPIF1<0）過柵流速：SKIPIF1<0（SKIPIF1<0SKIPIF1<0）柵條寬度：SKIPIF1<0，格柵間隙寬度SKIPIF1<0格柵傾角：SKIPIF1<0SKIPIF1<02.設(shè)計計算(1)柵條間隙數(shù)：SKIPIF1<0根設(shè)四座細格柵：SKIPIF1<0根(2)柵槽寬度：設(shè)柵條寬度SKIPIF1<0SKIPIF1<0(3)進水渠道漸寬部分長度：設(shè)進水渠道寬SKIPIF1<0，漸寬部分展開角度SKIPIF1<0SKIPIF1<0根據(jù)最優(yōu)水力斷面公式SKIPIF1<0(4)柵槽與出水渠道連接處的漸寬部分長度：SKIPIF1<0(5)通過格柵的水頭損失：SKIPIF1<0，SKIPIF1<0h0——計算水頭損失；g——重力加速度；K——格柵受污物堵塞使水頭損失增大的倍數(shù)，一般取3；ξ——阻力系數(shù)，其數(shù)值與格柵柵條的斷面幾何形狀有關(guān)，對于銳邊矩形斷面，形狀系數(shù)β=2.42；SKIPIF1<0SKIPIF1<0(6)柵槽總高度：設(shè)柵前渠道超高SKIPIF1<0SKIPIF1<0(7)柵槽總長度：SKIPIF1<0SKIPIF1<0SKIPIF1<0(8)每日柵渣量：格柵間隙SKIPIF1<0情況下，每SKIPIF1<0污水產(chǎn)SKIPIF1<0。SKIPIF1<0SKIPIF1<0SKIPIF1<0所以宜采用機械清渣。(9)格柵選擇選擇XHG-1400回轉(zhuǎn)格柵除污機，共2臺。其技術(shù)參數(shù)見下表：表3-2XHG-1400回轉(zhuǎn)格柵除污機技術(shù)參數(shù)型號電機功率kw設(shè)備寬度mm設(shè)備總寬度mm溝寬度mm溝深mm安裝角度XHG-1400140017501500400060°沉砂池的功能是去除比重較大的無機顆粒，設(shè)于初沉池前以減輕沉淀池負荷及改善污泥處理構(gòu)筑物的處理條件。該廠共設(shè)兩座曝氣沉砂池，為鋼筋混凝土矩形雙格池。池上設(shè)移動橋一臺，（橋式吸砂機2格用一臺，共2臺）安裝吸砂泵2臺，吸出的砂水經(jīng)排砂渠通過排砂管進入砂水分離器進行脫水。橋上還安裝浮渣刮板，池末端建一浮渣坑，收集浮渣。曝氣沉砂池主體設(shè)計1.設(shè)計參數(shù)：最大設(shè)計流量SKIPIF1<0最大設(shè)計流量時的流行時間SKIPIF1<0最大設(shè)計流量時的水平流速SKIPIF1<0SKIPIF1<02.設(shè)計計算：(1)曝氣沉砂池總有效容積：設(shè)SKIPIF1<0則一座沉砂池的容積SKIPIF1<0(2)水流斷面積：設(shè)SKIPIF1<0，SKIPIF1<0SKIPIF1<0(3)沉砂池斷面尺寸：設(shè)有效水深SKIPIF1<0，池總寬SKIPIF1<0每格寬SKIPIF1<0池底坡度SKIPIF1<0，超高SKIPIF1<0(4)每格沉砂池實際進水斷面面積：SKIPIF1<0(5)池長：SKIPIF1<0(6)每格沉砂池沉砂斗容量：SKIPIF1<0(7)每格沉砂池實際沉砂量：設(shè)含沙量為SKIPIF1<0污水，每兩天排沙一次，SKIPIF1<0SKIPIF1<0﹤SKIPIF1<0SKIPIF1<0(8)每小時所需空氣量：設(shè)曝氣管浸水深度為SKIPIF1<0。SKIPIF1<0取SKIPIF1<0。SKIPIF1<0曝氣沉砂池進出水設(shè)計1.沉砂池進水曝氣沉砂池采用配水槽，來水由提升泵房和細格柵后水渠直接進入沉砂池配水槽，配水槽尺寸為：SKIPIF1<0，其中槽寬SKIPIF1<0取SKIPIF1<0。SKIPIF1<0，SKIPIF1<0與池體同寬取SKIPIF1<0。為避免異重流影響，采用潛孔入水，過孔流速控制在SKIPIF1<0之間，本設(shè)計取SKIPIF1<0。則單格池子配水孔面積為：SKIPIF1<0設(shè)計孔口尺寸為：SKIPIF1<0，查給排水手冊1第671頁表得，水流徑口的局部阻力系數(shù)SKIPIF1<0，則水頭損失：SKIPIF1<02.沉砂池出水出水采用非淹沒式矩形薄壁跌水堰，堰寬SKIPIF1<0同池體寬SKIPIF1<0。過堰口流量SKIPIF1<0SKIPIF1<0─────堰寬；SKIPIF1<0─────堰頂水深；SKIPIF1<0─────流量系數(shù)，通常采用SKIPIF1<0；SKIPIF1<0則SKIPIF1<0。設(shè)堰上跌水高度為SKIPIF1<0，則沉砂池出水水頭損失：SKIPIF1<0出水流入水渠中，渠底接DN1600管接入初沉池。故沉砂池總水頭損失：SKIPIF1<0空氣管路計算曝氣裝置穿孔管設(shè)在沉砂池的兩格中央距池底SKIPIF1<0，距池壁SKIPIF1<0，空氣管高出水面SKIPIF1<0，以免產(chǎn)生回水現(xiàn)象。穿孔管淹沒水深SKIPIF1<0，配氣管上設(shè)SKIPIF1<0對空氣豎管，則其最大供氣量SKIPIF1<0每根空氣豎管上設(shè)有兩根支管，每根支管最大供氣量SKIPIF1<0。池長SKIPIF1<0，設(shè)支管長SKIPIF1<0，豎管間距SKIPIF1<0，選擇從鼓風機泵房開始的最遠管路作為計算管路。列表計算：管段編號管段長度SKIPIF1<0空氣流量SKIPIF1<0，SKIPIF1<0空氣流速SKIPIF1<0管徑SKIPIF1<0配件各1個管當長度管段計算長度SKIPIF1<0壓力損失SKIPIF1<0；SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異彎SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異彎SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0合計SKIPIF1<0注釋：管段當量長度SKIPIF1<0三：三通；異：異型管；彎：彎頭。SKIPIF1<0設(shè)備選型1.鼓風機的選定：穿孔管淹沒水深SKIPIF1<0，因此鼓風機所需壓力為：SKIPIF1<0；取SKIPIF1<0。風機供氣量：SKIPIF1<0。根據(jù)所需壓力及空氣量，決定采用SKIPIF1<0型羅茨鼓風機SKIPIF1<0臺。該型風機風壓SKIPIF1<0，風量SKIPIF1<0。正常條件下，1臺工作，1臺備用。表3-3-1SKIPIF1<0型羅茨鼓風機性能參數(shù)風機型號口徑SKIPIF1<0轉(zhuǎn)速SKIPIF1<0進口流量SKIPIF1<0所需軸功率SKIPIF1<0所配電機功率SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<02.行車泵吸式吸砂機的選定由于池寬SKIPIF1<0，則選SKIPIF1<0型行車泵吸式吸砂機兩臺。表3-3-2SKIPIF1<0型行車泵吸式吸砂機性能型號軌道預(yù)埋件間距SKIPIF1<0行駛速度SKIPIF1<0池寬SKIPIF1<0驅(qū)動功率SKIPIF1<0提耙裝置功率SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<03.砂水分離器選用SKIPIF1<0型砂水分離器。表3-3-3SKIPIF1<0型砂水分離器的性能型號電動機功率SKIPIF1<0SKIPIF1<0SKIPIF1<0機體最大寬度SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<03.4平流式初沉池沉淀池一般分平流式、豎流式和輻流式，本設(shè)計初沉池采用平流式沉淀池。下表為各種池型優(yōu)缺點和適用條件。池型優(yōu)點缺點適用條件平流式(1)沉淀效果好(2)對沖擊負荷和溫度變化的適應(yīng)能力強(3)施工簡易(4)平面布置緊湊(5)排泥設(shè)備已趨于穩(wěn)定(1)配水不易均勻(2)采用機械排泥時，設(shè)備復(fù)雜，對施工質(zhì)量要求高適用于大、中、小型污水廠豎流式(1)排泥方便(2)占地面積小(1)池子深度大，施工困難(2)對沖擊負荷和溫度變化的適應(yīng)能力差適用于小型污水廠輻流式(1)多為機械排泥，運行可靠，管理簡單(2)排泥設(shè)備已定型化機械排泥設(shè)備復(fù)雜，對施工質(zhì)量要求高適用于大中型污水處理廠初沉池主體設(shè)計1.設(shè)計參數(shù)表面負荷SKIPIF1<0池子個數(shù)SKIPIF1<0個沉淀時間SKIPIF1<0SKIPIF1<0污泥含水率為SKIPIF1<0。(1)池子總表面積：日平均流量SKIPIF1<0，SKIPIF1<0(2)沉淀部分有效水深：SKIPIF1<0(3)沉淀部分有效容積：SKIPIF1<0(4)池長：設(shè)水平流速SKIPIF1<0，SKIPIF1<0(5)池子總寬：SKIPIF1<0(6)池子個數(shù)：設(shè)每格池寬SKIPIF1<0，SKIPIF1<0個(7)校核長寬比、長深比：長寬比：SKIPIF1<0符合要求長深比：SKIPIF1<0符合要求(8)污泥部分所需的總?cè)莘e：設(shè)SKIPIF1<0，污泥量為SKIPIF1<0，污泥含水率為SKIPIF1<0,服務(wù)人口SKIPIF1<0SKIPIF1<0SKIPIF1<0(9)每格池污泥部分所需容積：SKIPIF1<0(10)污泥斗容積：SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0(11)污泥斗以上梯形部分污泥容積：SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0(12)污泥斗和梯形部分污泥容積：SKIPIF1<0(13)池子總高度：設(shè)緩沖層高度SKIPIF1<0，SKIPIF1<0SKIPIF1<0SKIPIF1<0進出水設(shè)計1.進水部分平流初沉池采用配水槽，10個沉淀池合建為一組，共用一個配水槽，共兩組。配水槽尺寸為：SKIPIF1<0，其中槽寬SKIPIF1<0取SKIPIF1<0。SKIPIF1<0，SKIPIF1<0與池體同寬取SKIPIF1<0。進水矩形孔的開孔面積為池斷面積的SKIPIF1<0，取SKIPIF1<0。方孔面積SKIPIF1<0即SKIPIF1<0。2.出水部分(1)出水堰取出水堰負荷：SKIPIF1<0，每個沉淀池進出水流量：SKIPIF1<0則堰長：SKIPIF1<0采用SKIPIF1<0三角堰，每米堰板設(shè)5個堰口，每個堰出口流量SKIPIF1<0SKIPIF1<0堰上水頭損失SKIPIF1<0(2)集水槽槽寬SKIPIF1<0安全系數(shù)取SKIPIF1<0SKIPIF1<0，集水槽臨界水深SKIPIF1<0集水槽起端水深SKIPIF1<0設(shè)出水槽自由跌落高度SKIPIF1<0集水槽總高度SKIPIF1<0平流初沉池的刮泥機選用SKIPIF1<0型行車提板刮泥機。共二十個。表3-4SKIPIF1<0型行車提板刮泥機的安裝尺寸(SKIPIF1<0)型號輪距刮板長度池寬SKIPIF1<0池深撇渣板中線高SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<03.5曝氣池（A/O）池體設(shè)計1.設(shè)計參數(shù)計算：(1)SKIPIF1<0污泥負荷：SKIPIF1<0(2)污泥指數(shù)：SKIPIF1<0(3)回流污泥濃度：SKIPIF1<0SKIPIF1<0SKIPIF1<0(4)污泥回流比：SKIPIF1<0(5)曝氣池內(nèi)混合液污泥濃度：SKIPIF1<0(6)SKIPIF1<0去除率：SKIPIF1<0(7)內(nèi)回流比：SKIPIF1<02.SKIPIF1<0池主要尺寸計算：超高SKIPIF1<0，經(jīng)初沉池處理后，SKIPIF1<0按降低25%考慮。(1)有效容積：SKIPIF1<0(2)有效水深：SKIPIF1<0(3)曝氣池總面積：SKIPIF1<0(4)分兩組，每組面積：SKIPIF1<0(5)設(shè)5廊道式曝氣池，廊道寬SKIPIF1<0，則每組曝氣池長度：SKIPIF1<0(6)污水停留時間：SKIPIF1<0核算SKIPIF1<0；SKIPIF1<0，符合設(shè)計要求(7)采用SKIPIF1<0，則SKIPIF1<0段停留時間為SKIPIF1<0，SKIPIF1<0段停留時間為SKIPIF1<0。3.剩余污泥量：SKIPIF1<0(1)降解SKIPIF1<0生成污泥量：SKIPIF1<0(2)內(nèi)源呼吸分解泥量：SKIPIF1<0SKIPIF1<0(3)不可生物降解和惰性懸浮物量SKIPIF1<0該部分占總SKIPIF1<0約50%，經(jīng)初沉池SKIPIF1<0降低40%，則：SKIPIF1<0(4)剩余污泥量為：SKIPIF1<0每日生成活性污泥量：SKIPIF1<0(5)濕污泥體積：污泥含水率SKIPIF1<0，則SKIPIF1<0(6)污泥齡：SKIPIF1<04.最大需氧量：SKIPIF1<0SKIPIF1<0SKIPIF1<0式中SKIPIF1<0分別為1、4.6、1.42；SKIPIF1<0SKIPIF1<0SKIPIF1<0同樣方法得知，最大需氧量SKIPIF1<0為流量為最大流量時的需氧量，則此時的SKIPIF1<0則SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0則得SKIPIF1<05.供氣量SKIPIF1<0(1)空氣擴散器出口的絕對壓力SKIPIF1<0為：SKIPIF1<0SKIPIF1<0(2)空氣離開曝氣池時氧的百分比SKIPIF1<0為氧利用率取21%。SKIPIF1<0SKIPIF1<0(3)查表得，確定SKIPIF1<0和SKIPIF1<0（計算水溫）的氧的飽和度SKIPIF1<0。曝氣池中溶解氧平均飽和濃度為（以最不利條件計算）SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<06.曝氣裝置(1)標準需氧量。采用鼓風曝氣，微孔曝氣器敷設(shè)于池底，距池底SKIPIF1<0，淹沒深度SKIPIF1<0，將實際需氧量SKIPIF1<0轉(zhuǎn)換成標準狀態(tài)下的需氧量SKIPIF1<0。SKIPIF1<0式中SKIPIF1<0——水溫SKIPIF1<0時清水中溶解氧的飽和度，SKIPIF1<0；SKIPIF1<0——設(shè)計水溫SKIPIF1<0時好氧反應(yīng)池中平均溶解氧的飽和度，SKIPIF1<0；SKIPIF1<0——設(shè)計污水溫度，SKIPIF1<0SKIPIF1<0SKIPIF1<0；SKIPIF1<0——好氧反應(yīng)池中溶解氧濃度，取SKIPIF1<0；SKIPIF1<0——污水傳氧速率與清水傳氧速率之比，取SKIPIF1<0；SKIPIF1<0——壓力修正系數(shù)，SKIPIF1<0；該工程所在地區(qū)大氣壓為SKIPIF1<0，故此處SKIPIF1<0；SKIPIF1<0——污水中飽和溶解氧與清水中飽和溶解氧之比，取SKIPIF1<0。則標準需氧量SKIPIF1<0為：SKIPIF1<0SKIPIF1<0相應(yīng)最大時標準需氧量為：SKIPIF1<0(2)好氧反應(yīng)池平均時供氣量為：SKIPIF1<0則好氧反應(yīng)池最大時供氣量為：SKIPIF1<0(3)曝氣器個數(shù)：好氧部分總面積SKIPIF1<0每個微孔曝氣器的服務(wù)面積為SKIPIF1<0，則總曝氣器數(shù)量為：SKIPIF1<0個為安全計，本設(shè)計采用16800個微孔曝氣器。7.空氣管系統(tǒng)計算及管路圖布置每個曝氣池一個廊道微孔曝氣器數(shù)量：SKIPIF1<0個如下圖SKIPIF1<0所示的曝氣池平面圖布置空氣管道，在相鄰的2個廊道的隔墻上設(shè)1根干管，共4根干管。在每根干管上設(shè)7對配氣豎管，共14條配氣豎管。全曝氣池共設(shè)56條配氣豎管。每個豎管上安設(shè)的微孔擴散器數(shù)目為：SKIPIF1<0個每個微孔擴散器的配氣量為：SKIPIF1<0SKIPIF1<0將已布置的空氣管路及布設(shè)的微孔擴散器繪制成空氣管路圖。管段編號管長SKIPIF1<0空氣流量SKIPIF1<0SKIPIF1<0空氣流速SKIPIF1<0管徑SKIPIF1<0配件各1個管段當量長度管段計算長度SKIPIF1<0壓力損失SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0彎SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三閘SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0四異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0三異SKIPIF1<0SKIPIF1<0SKIPIF1<0SKIPIF1<0合計SKIPIF1<0得空氣管道系統(tǒng)的總壓力損失為：SKIPIF1<0微孔空氣擴散器的壓力損失為SKIPIF1<0，則總壓力為：SKIPIF1<0，為安全計，設(shè)計取值SKIPIF1<0。表3-5-1HWB-2型微孔曝氣器直徑SKIPIF1<0微孔平均孔徑SKIPIF1<0孔隙率曝氣量SKIPIF1<0服務(wù)面積SKIPIF1<0氧利用率%阻力SKIPIF1<020015040~501~320~25150~3508.鼓風機的選定SKIPIF1<0風機供氣量最大時：SKIPIF1<0平均時：SKIPIF1<0SKIPIF1<0SKIPIF1<0。正常條件下，6臺工作，2臺備用；高負荷時7臺工作，1臺備用。表3-5-2RF—245型羅茨鼓風機風機型號口徑SKIPIF1<0轉(zhuǎn)速SKIPIF1<0進口流量SKIPIF1<0所需軸功率SKIPIF1<0所配電機功率SKIPIF1<0RF—245SKIPIF1<0800135160進出水設(shè)計1.A/O池進水A/O池采用配水渠，來水由初沉池直接進入 A/O池配水渠，配水渠尺寸為：SKIPIF1<0，其中槽寬SKIPIF1<0取SKIPIF1<0。SKIPIF1<0，SKIPIF1<0與池體同寬取SKIPIF1<0。為避免異重流影響，采用潛孔入水，過孔流速控制在SKIPIF1<0之間，本設(shè)計取SKIPIF1<0。則單個池子配水孔面積為：SKIPIF1<0設(shè)計孔口尺寸為：SKIPIF1<0，查給排水手冊1第671頁表得，水流徑口的局部阻力系數(shù)SKIPIF1<0，則水頭損失：SKIPIF1<02.A/O池出水出水采用出水井，尺寸SKIPIF1<0。出水口面積：SKIPIF1<0設(shè)計孔口尺寸為：SKIPIF1<0，查給排水手冊1第671頁表得，水流徑口的局部阻力系數(shù)SKIPIF1<0，則水頭損失：SKIPIF1<03.6集配水井設(shè)集配水井內(nèi)徑5000mm，外徑10000mm，墻厚250mm。配水井中心管管徑為DN1600的鑄鐵管，當回流比R=100%時，設(shè)計流量SKIPIF1<0查手冊水力計算表得，SKIPIF1<0,SKIPIF1<0，水井進口ξ=1.0，則局部水頭損失為：SKIPIF1<0設(shè)沉淀池進水管管徑為DN1000的鑄鐵管，當回流比R=100%時，設(shè)計流量SKIPIF1<0查手冊水力計算表得，SKIPIF1<0，SKIPIF1<0SKIPIF1<0，則局部水頭損失為：SKIPIF1<0二沉池出水管管徑為DN1000的鑄鐵管，設(shè)計流量SKIPIF1<0查手冊水力計算表得，SKIPIF1<0,SKIPIF1<0，SKIPIF1<0，則局部水頭損失為：SKIPIF1<0設(shè)總出水管管徑為DN1600的鑄鐵管，設(shè)計流量SKIPIF1<0查手冊水力計算表得，SKIPIF1<0,SKIPIF1<0，SKIPIF1<0則局部水頭損失為：SKIPIF1<03.7二沉池SKIPIF1<0二沉池是活性污泥處理系統(tǒng)的重要組成部分，其作用是泥水分離，使得混合液澄清，濃縮和回流活性污泥。其運行效果將直接影響活性污泥系統(tǒng)的出水水質(zhì)和回流污泥濃度。在本次設(shè)計中為了提高沉淀效率，節(jié)約土地資源，降低籌建成本，采用機械刮泥吸泥跡的輻流沉淀池，進出水采用中心進水，周邊出水，以獲得較高的容積利用率和較好的沉淀效果。二沉池的主體設(shè)計設(shè)計參數(shù)表面負荷：SKIPIF1<0