某城市污水處理廠初步設計畢業論文-資料下載頁

　　

【正文】 細格柵提升泵房中格柵注：設污水處理廠廠區地坪設計相對標高為177。 污泥水頭損失的確定 污泥管道的水頭損失廠內污泥管均為DN200mm鑄鐵管。污泥自流式中：—污泥濃度系數； —污泥管管徑，； —管內流速，； —管道長度。查《給水排水設計手冊》可知：當污泥含水率為97%時，污泥濃度系數=71，污泥含水率為95%時，污泥濃度系數為=53。污泥處理構筑物水頭損失當污泥以重力流排出池體時，污泥處理構筑物的水頭損失以各構筑物的出流水頭計算，。污泥高程布置設計中污泥只是在二沉池到污泥濃縮池提升，后面的按重力流考慮。脫水機房采用地面式（即有效容積在地面，污泥斗設在地下），，由輻流式濃縮池到脫水間有38m的距離，則此段沿程損失為+=；，+=。，由配泥井到輻流式濃縮池有13m的距離，則此段沿程損失為+=；，+=。，則此段沿程損失為+=；，則此段沿程損失為=；60洛陽理工學院畢業設計附　錄 附表1 主要構（建）筑物一覽表序號名稱尺寸（長寬高）m有效容積結構座數1中格柵鋼構2（1用1備）2提升泵房磚混結構13細格柵鋼構2（1用1備）4旋流式沉砂池鋼砼結構2（1用1備）5AAO生物池鋼砼結構26配水井磚混結構17輻流式沉淀池Φ35鋼砼結構28接觸消毒池鋼砼結構29巴氏流量槽b=鋼砼結構110配泥井磚混結構111輻流式濃縮池鋼砼結構212污泥脫水間磚混結構113污泥泵房磚混結構114加藥間磚混結構115辦公實驗樓2400磚混結構116籃球場磚混結構117廚房、鍋爐房磚混結構118停車場磚混結構119門衛磚混結構220二期用地磚混結構1附表2 主要設備一覽表HG1400鏈條回轉式多耙平面格柵除污機型號格柵寬度柵條間隙安裝角度電動機功率HG14001400mm1050mm60176。75176。HG2000鏈條回轉式多耙平面格柵除污機型號格柵寬度柵條間隙安裝角度電動機功率HG20002000mm1050mm60176。75176。250QW6001545型泵參數型號排出口徑(mm)流量（m3/h）轉速（r/min）揚程（m）WQ226042525060098015電機功率（kw）效率（%）重量（kg）451456倒傘形葉輪表面曝氣機性能及安裝要求型號葉輪直徑電機額定功率（kw）充氧量（kg/h）葉輪升降動程（mm）DS32532505521107QJB4/41800/265/P型潛水推流器參數拌機型號額定功率額定電進葉輪直徑葉輪輪速(r/min)重量(kg)QJB4/41800/265/P418006516580 WQ 型號流量（m3/h）揚程（m）功率（kw）轉速（r/min）80 WQ 4071450CG1820D型懸掛式中心驅動刮泥機規格參數型號水池直徑刮泥機外緣線速度池深電機功率CG1416D1416m23m/mimDYQ2000B型脫水機規格型號帶寬（mm）處理量（m3/h）功率（kw）沖洗水壓（mpa）泥餅含水率（%）DYQ2000B200008107078附表3 各構（建）筑物相對標高構筑物總高(m)水面超高（m）池頂標高（m）進水標高(m)出水標高（m）池底標高（m）巴氏流量槽平流式消毒池輻流式沉淀池配水井AAO生物池旋流式沉砂池細格柵提升泵房中格柵污泥泵房配泥井污泥濃縮池污泥脫水間注：設污水處理廠廠區地坪設計相對標高為177。附圖1 污水處理廠平面布置圖附圖2 污水處理廠高程布置圖附圖3 AAO生物池結構示意圖附圖4 旋流式沉砂池結構示意圖附圖5 輻流式沉淀池結構示意圖附圖6 輻流式濃縮池結構示意圖外文資料翻譯Microbial Selection of PolyphosphateAccumulating Bacteria in Activated Sludge Wastewater Treatment Processes for Enhanced Biological Phosphate RemovalPhosphate can cause eutrophication (extraordinary growth of algae) when it is excessively discharged into closed natural water bodies like lakes and inland seas. To control eutrophication,phosphate removal from wastewater is often required before wastewater is discharged to the receiving water bodies. Activated sludge processes with alternating anaerobic and aerobic conditions have been successfully used for enhanced biological phosphate removal (EBPR) from wastewater. This anaerobicaerobic alternation can be achieved either by spatial configuration of anaerobic and aerobic zones in series in continuous flow systems with sludge recycle or by temporal arrangement of anaerobic and aerobic periods in sequence batch reactors. Such EBPR processes are referred to as the anaerobicaerobic or anaerobicoxic process. It has been shown in previous studies that polyphosphateaccumulating bacteria (PAB) play an essential role for EBPR in the anaerobicaerobic process. To achieve high and stable EBPR performance, it is essential to maintain PAB in the system. A basic configuration of the anaerobicaerobic process is schematically shown in Fig. a. This process is structurally characterized by the presence of an anaerobic stage in which absolute anaerobic conditions are kept with neither oxygen nor NO2/NO3 available as electron acceptor for activated sludge bacteria. Organic substrates are supplied from influent wastewater into the anaerobic stage and the return sludge es into contact with the carbon source only in the anaerobic stage. Faster uptake of organic substrates in the anaerobic stage is the key for bacteria to win in the microbial selection in the EBPR process. The mechanism of proliferation of PAB can be described as follows. It is typically observed in the anaerobic stage that the activated sludge releases Pi to the bulk solution with conitant uptake of organic substrates. In the subsequent aerobic stage, it takes up more Pi than has been released in the previous anaerobic stage. The Pi removed from the wastewater is accumulated in the cell as polyP. Polyphosphate is a highenergy pound and its hydrolysis can supply energy to various biochemical reactions in the cell. In the anaerobic stage, the hydrolysis of intracellular polyP enables PAB to obtain the energy they need to take up organic substrates. Without electron acceptors (oxygen, NO2/NO3), aerobic bacteria and denitrifying bacteria are unable to obtain the energy required for the utilization of organic substrates,and they are thus unable to pete with PAB. Therefore, the introduction of the anaerobic stage leads to the precedence of PAB and to a rise in phosphorus content of the sludge. By withdrawing the phosphorusrich sludge from the system as excess sludge,high phosphate removal efficiency can be achieved. Fig. 1. a) Basic concept of anaerobicaerobic process for EBPR. b) Behavior of the basic substances in EBPR. TOC, total organic carbon present in the bulk solution。 PO4P, orthophosphate present in the bulk solution。 glycogen,glycogen stored in the cells。 PHA,polyhydroxyalkanoates stored in the cells. Although the anaerobicaerobic process for EBPR is an established process from an engineering point of view,it has not been clearly defined in microbiological terms. For example,the phylogenetic or taxonomic groups responsible for EBPR have not been identified,and general structures of the EBPR microbial munity have not be