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摘要随着经济的发展,我国的造纸工业增长迅速,造纸废水已成为我国主要的污染源,对环境的污染也相当严重,因而,造纸废水的处理已普遍受到人们的高度重视。本设计要求废水零排放经过查找资料,结合实际情况确定的具体的工艺流程。使处理后的水可用于回用。本设计对格栅、集水池、斜板沉淀池、水解酸化池池等构筑物进行了详细的计算,编制设计说明书一份:污水站总平面布置图、工艺流程图、工艺高程图各一张,筑物图两张。关键词:废水零排放;纸业废水;工艺设计nAbstractWiththedevelopmentofeconomy,thepaperindustryinChinatotherapidgrowthofthepapereffluenthasbecomethemainpollutionsources,theenvironmentalpollutionisquiteserious,therefore,thepapermakingwastewatertreatmenthasgenerallybypeoplehighattention.Thisdesignrequirementswastewaterzerodischargeaftersearchinformation,combinedwiththeactualsituationofthespecificprocesstodetermine.Sothattreatedwatercanbeusedforreuse.Thisdesignofgrid,setpool,theinclinedplatetraps,hydrolysisacidification-sbr-contactoxidationChiChistructuressuchasthedetailedcalculation,thedesignspecificationofa:sewagestandgenerallayout,processflowdiagram,processelevationfigureeachapiece,buildthingfiguretwo.Keyword:Zerodischargewastewater;Paperwastewater;Processdesignn引言造纸工业是国民经济的重要支柱产业之一.近几年来,我国造纸工业有了很大发展,生产力布局有了很大改善,基本建成包括生产企业、设计、科研、设备制造、化学助剂、专业器材生产与人才培养在内的比较完善的造纸工业体系.我国造纸企业基本均为浆纸联合企业,绝大多数企业技术装备落后、能耗高、污染比较严重.原料以非木材纤维为主,国产木浆只占全国生产纸浆总量的10%左右,低档纸产量比重约占总产量的5嘶。由于我国木材资源匮乏,草类资源丰富且低廉,在今后相当长的时期内,保持生产一定数量的草浆仍将是我国造纸的客观实际情况。草浆明显地不如木浆性能优越,草浆存在许多缺点与不足,譬如纤维短,泸水性能差,含硅量高,黑液粘度大,致使吨浆污染负荷高,治理困难.一、造纸废水的特点为了有限地处理造纸废水。首先必须对造纸废水的水质有所了解。碱法造纸排出的废水主要有以下三种:1、蒸煮木浆(或草浆)所生成的废液,又称黑液。2、打浆机和精浆机排出的废水,称打浆废水。3、造纸机废水,其中可以直接使用的称为白水。这些废水中含有的主要污染有以下几种:1、悬浮物包括可沉降悬浮物和不可沉降悬浮物,主要是纤维和纤维细料(即破碎的纤维碎片和杂细胞)n2、易生物降解有机物包括低分子量的半纤维素、甲醇、乙酸、甲酸、糖类等。3、难生物降解有机物主要来源于纤维原料中所含的木质素和大分子碳水化合物。4、毒性物质黑液中含有的松香酸和不饱和脂肪酸等。5、酸碱毒物碱法制浆废水ph值为9~10;酸法制浆废水ph值为1.2~2.0.6、色度制浆废水中所含残余木质素是高度带色的。二、造纸废水处理方法造纸废水由于污染物浓度高,成分复杂,可生化性差,流量和负荷波动较大而成为难处理的工业废水之一。其处理方法介绍如下:(1)物理法这类方法基于物理作用的原理,以去除不溶解的固体悬浮物为主,同时也有去除部分导致产生生化耗氧量的物质,降低和消除废水色度的作用。处理过程中并没有改变污染物质的化学性质。通常采用的处理方法包括依靠压力差作用的过滤法,依靠重力沉降作用的沉淀法,依靠浮选作用的气浮法等。(2)化学法这类方法是利用化学药品的作用,以调节废液pH值、降低和消除色度为主,同时也有去除部分生化耗氧量和固体悬浮物的作用。包括氧化法、还原法、中和法以及上面述及的絮凝沉淀法等。(3)物理化学法n这类方法基于物理作用和化学反应相结合的原理,包括活性碳吸附法、离子交换法、电渗析法等。物理化学方法的处理费用较高,属于深度处理的方法,用在对于排放标准要求较高的情况,亦即在通常的一级和二级处理之后,进一步去除微量的污染物质。(4)生物法利用微生物的新陈代谢功能可以有效地处理废液。废水中溶解的或者呈胶体状态的有机污染物质,在微生物的作用下逐步降解,最终转化成为无害的低分子物质,使废水得到净化。根据微生物在新陈代谢时需要或者不需要氧气,可以分为好氧法和厌氧法两大类。属于好氧生物处理法的有活性污泥法、生物膜法等。好氧生物处理法是使用最多的方法。3.本设计的目的和意义本设计设计出一套合适有效的污水处理工艺,使其废水经过处理后能够达到回用水标准,有很好的环境效益,使废水经过处理后全部回用于生产,实现废水零排放。1设计原则与依据1.1设计依据(1)某纸业有限公司污水处理工程的要求(2)某有限公司提供的水量和水质状况(3)《中华人民共和国环境保护法》(3)《地表水环境质量标准》GB3838-2002(4)《建筑结构制图标准》GB/T50105-2001n(5)《给排水工程钢筋混凝土水池结构设计规范》CECS138-2002(6)《工业企业噪声控制设计规范》GBJ87-85(7)《混凝土结构设计规范》GB50010-2002(8)《建筑结构荷载规范》GB50009-2001(9)《砌体结构设计规范》GB50009-2001(10)《建筑结构制图标准》GB/T50105-2001(11)《建筑设计防火规范》GB50016-2006(12)《建筑照明设计规范》GB50034-2004(13)其它专业规范及标准1.2设计原则(1)符合国家、地方的法律、法规以及业主的要求。采用先进成熟的污水处理工艺,保证经处理的污水达到厂方回用水标准;(2)采用高效节能和简便易行的工艺方法,力求污水处理站达到能耗低、投资省、占地少、运行管理方便、出水水质好的目的;(3)设备、器材及电气部分采用名牌厂家产品,质量可靠;(4)采用切实可行的技术手段,提高装备水平,使污水处理站的生产尽可能实现自动化操作,以保证污水处理站运行可靠、经济合理;(5)污水处理站在建设过程中和投产运行后,对环境不产生二次污染;(6)污水处理站整体环境与周围环境相协调。1.3设计规范(1)符合国家、地方的法律、法规以及业主的要求。采用先进成熟的污水处理工艺,保证经处理的污水达到厂方回用水标准。n(2)污水处理站噪声执行国家《城市区域环境噪声标准》GB3096-93昼间60dB,夜间50dB。(3)《中华人民共和国固体废物污染环境防治法》,妥善处置污水处理时产生的栅渣、脱水污泥等固体残渣,不造成二次污染。(4)排出的恶臭类物质执行GB14554-93《恶臭污染物排放标准》2项目概况2.1造纸废水的来源造纸工业废水是一种水量大、色度高、悬浮物含量大、有机物浓度高、组分复杂的难处理有机废水。造纸废水主要有三个来源:制浆废液,中段水,纸机白水:制浆是把植物原料中的纤维分离出来,制成浆料,再经漂白;抄纸是把浆料稀释、成型、压榨、烘干,制成纸张,这两项工艺都排出大量废水 。2.1工程设计规模及处理要求根据业主提供的资料及要求,本方案确定设计污水处理站总处理规模10000m3/d,即416.6m3/h。废水经处理后全部回用于生产,实现废水零排放。经处理后污水达到厂方回用水标准。根据业主提供的水质资料,废水水质情况及排放标准见表2-1及2-2:表2-1原水污染物的浓度(单位:mg/L,pH除外)指标pHCODCrBOD5SSn进水水质7-812003002000污水经处理后达到业主要求的排放标准:表2-2污染物排放标准(单位:mg/L,PH除外)指标pHCODCrBOD5SS出水水质6-930050702.1工艺流程2.1.1水质分析该废水属于废纸造纸类废水,主要来自废纸的碎浆、筛选净化及制造等过程中产生的废水。废水中的主要成分是细小悬浮性纤维、造纸填料、废纸杂质及造纸助剂等,以及各种有机和无机污染物。废水的特点是SS、COD均较高,在COD组成中,非溶解性的COD较高,约占60%以上,而部分溶解性COD又较难生物降解。早期的造纸废水处理技术,只要求去除一般的污染物质,所以大多采用一级物化处理(气浮、沉淀等)。但随着社会发展和科学的进步,对环境的污染治理要求越来越高,特别是人类赖以生存的要素——n水体受到的污染越来越严重,促使废水需要深度处理才能达到排放要求。本工程的废水BOD/COD约为0.35,可生化性一般,处理难度较大。根据本生产企业的特点和产生废水的性状,将废水处理同纤维回收结合起来,作为一个完整的系统加以考虑,更为合理,使废水处理更能适应环境保护和生产发展的要求。2.2.2废水处理工艺流程针对该项废水的水质特点及排放特性,本设计处理工艺分为预处理、物化处理、生化处理、深度处理及污泥处理五部分。工艺流程图如下:生产废水(10000m3/d)1#集水池2#集水池好氧池二沉池物化污泥回流污泥混凝剂污泥浓缩池工艺流程图水解酸化池干泥外运砂滤池斜板沉淀池人工清渣浅层气浮回用水池污泥脱水间生产回用曝气格栅2.1工艺简述2.1.1预处理工艺n废水经1#集水池提升至斜筛,在物化前选用静态斜筛工艺对整个水厂运行是至关重要的,格栅用来去除废水中大块悬浮物与漂浮物,保证管道、阀门及泵的通畅无阻。斜筛用来回收大纤维物质,在造纸废水处理中,是去除悬浮物的重要设施,减轻后续处理设施的处理负荷。截留的纤维经收集后可回用生产。2.1.1物化处理工艺废水处理是一个系统工程,高效的反应器设计、合理的流程组合体现了工程的技术先进性和经济合理性。常用的物化预处理方法很多,但实际应用得最广的是沉淀和气浮方法。气浮分离的主要特点是分离速度快、污泥含水率低、占地面积小,处理效果稳定,在造纸废水处理中应用比较广泛。本工程特点是水量大,悬浮物浓度高,不溶性COD和BOD含量大,因此,根据我公司多年的运行管理经验总结,本方案采用浅层气浮工艺作为废水一级物化处理工艺。2.1.2生化处理工艺废水的生化处理是在适宜的环境条件下,利用微生物吸附降解废水中污染物的一种生物处理方法。根据所利用的细菌对氧的需求不同,可以把生化处理分为好氧处理和厌氧处理两大类。好氧生物处理需要源源不断的供给氧气,处理速度快,污泥负荷相对低,出水水质好。厌氧生物处理不需要供给氧气,污泥负荷相对较高,能处理较难生物降解的物质,但所需时间长,出水一般需要后续处理才能达到排放标准。n本设计方案的厌氧工艺段采用水解酸化法,水解酸化能将难降解有机物分解成易降解有机物、将大分子有机物降解成小分子有机物,而微生物对有机物的摄取只有溶解性的小分子物质才可直接进入细胞内,而不溶性大分子物质首先要通过胞外酶的分解才得以进入微生物体内代谢。因此,水解酸化的产物为微生物摄取有机物提供了有利条件,水解酸化可大大提高废水的可生化性,改善后续生化处理的条件。在好氧工艺段采用传统活性污泥法。传统的活性污泥法的污物净化能力强,基础设备简单,操作方便,在投资成本上也具有相当大的优势。好氧池需要的氧气由罗茨鼓风机供给。本设计方案中采用不停产检修功能的可提升式曝气装置及管状微孔曝气管,其改进了传统好氧池布气方式,提高了传统工艺的处理效率,降低了能耗。生化处理后的出水进入二沉池进行泥水分离,上清液自流至砂滤池过滤后回用生产。沉淀池污泥部分回流至水解酸化池和好氧池,剩余污泥与物化污泥混合后再输送到污泥压滤脱水系统进一步处理。2.1.1深度处理工艺经二级生化处理后,出水中残留的悬浮物是以粒径从数mm到10μm的生物絮体和未被凝聚的胶体颗粒,这些颗粒几乎全部都是有机性的。二级处理出水的BOD值50%-80%都来源于这些颗粒,为了提高二级处理水的稳定度,去除这些颗粒是非常必要的。去除二级处理水中的悬浮物,采用的处理技术要根据悬浮物的状态和粒径而定,根据经验,在二级生化出水后选用砂滤工艺可有效去除污水中呈胶体和微小悬浮状态的有机和无机污染物,去除污水的色度和浊度,保证出水水质的稳定性。n2.1.1污泥处理工艺污泥处理的目的是分解有机物,杀灭致病菌和寄生虫卵,使污泥稳定化,尽量利用污泥中的资源。根据本废水处理工程实际情况,我们选择浓缩+脱水工艺处理污泥,经稳定、脱水的污泥外运处置。系统产生的物化污泥及剩余生化污泥首先进入污泥储池,再泵送入污泥浓缩脱水系统,干泥定期外运。2.2污染物去除基本原理废水处理的目的是去除废水中的污染物,使废水得到净化。本项目废水中的主要污染物有有机物、SS等。废水中的各种污染物,均是通过功能不同的处理单元单独立或联合去除的。2.2.1BOD5的去除废水中BOD5的去除是靠微生物的吸附、代谢作用及对污泥与水进行分离而完成的。厌氧主要为改善和提高废水的可生化性和溶解性。好氧中的微生物在有氧的条件下,将废水中的一部分有机物用于合成新的细胞,将另一部分有机物进行分解代谢以便获得细胞合成所需的能量,其最终产物是CO2和H2O。有机酸等直接进入细胞内部被利用,而非溶解性有机物则首先被吸附在微生物表面,然后被细胞外酶水解后进入细胞内部被利用。由此可见,微生物的厌氧、好氧代谢作用对废水中的溶解性有机物和非溶解性有机物都起作用,并且代谢产物是无害的稳定物质,因此,可以使处理后废水中的残余BOD5浓度很低。n根据本工程水质特点,本方案生化系统采用“水解酸化+活性污泥法”工艺来降解废水中的BOD5,确保出水BOD5达标。2.1.1CODCr的去除废水中CODCr的去除原理与BOD5基本相同。污水中CODCr的去除率,取决于进水的可生化性,它与废水的组成有关。本方案选用水解酸化工艺,将废水中难降解的有机物去除或将其转化为易降解的物质,再进行好氧处理,确保出水CODCr控制在300mg/L以下。2.1.2SS的去除废水中SS的去除主要依靠隔渣和气浮作用。废水中的大直径的无机颗粒和粗大纤维依靠格栅和筛网去除,小直径的无机颗粒(包括大小在胶体和亚胶体范围内的无机颗粒)及少量有机颗粒依靠气浮的作用,以水中产生的微气泡为载体,使杂质微粒黏附在气泡上,借助气浮的上升力,带动他们一起上浮到表面,即使清除,使其与水分离。小直径的有机颗粒依靠微生物的降解作用去除。最后经过砂滤单元,最终能够使处理后的污水SS指标达到70mg/L以下。2.2主要污染物去除效果本工程中主要构筑物对污染物的去除率如表2-3所示:表2-3主要污染物去除效果一览表(单位:mg/L,pH除外)n项目处理单元pHCODCrBOD5SS原水7~812003002000斜板沉淀池池进水7~81200.0300.02000.0出水1020.0270.0800.0去除率15%10%60%气浮池进水6~91020.0270.0800.0出水663.0175.5400.0去除率35%35%50%水解酸化池进水6~9663.0~400.0出水530.0~120.0去除率20%~70%进水530.0175.5120.0出水159.043.984.0去除率70%75%30%进水159.043.984.0出水151.041.767.2去除率5%5%20%排放标准6~9≤300≤50≤707处理工艺设计计算5、污水处理构筑物设计5.1格栅n5.1.1格栅作用格栅是一组平行的刚性栅条制成的框架,可以用它拦截水中的大块漂浮物,它起着净化水质和保护设备的双重作用。5.1.2设计参数设计流量Q=10000m3/d=115L/s=0.115m3/s栅前流速v1=0.5m/s,过栅流速v2=0.6m/s栅条宽度s=0.01m,格栅间隙e=20mm栅前部分长度0.4m,格栅倾角α=60°单位栅渣量ω1=0.04m3栅渣/103m3污水5.1.3设计计算(1)确定格栅前水深,根据最优水力断面公式(5-1)计算得:栅前槽宽则,则栅前水深,(5-2)(2)栅条间隙数(5-3)n(3)栅槽有效宽度(5-4)(4)进水渠道渐宽部分的长度(5-5)式中—进水渠道渐宽部分的展开角度,一般取20°(5)栅槽与出水渠道连接处的渐窄部分长度(5-6)(6)通过格栅的水头损失则(5-7)h1=kh0=(5-8)式中k—系数,格栅受污物堵塞时水头损失增大倍数,一般采用3—阻力系数,与栅条断面形状有关,当为矩形断面时=2.42n(7)栅后槽总高度取栅前渠道超高,则格栅前槽总高度(5-9)栅后槽总高度(5-10)(8)格栅总长度(5-11)5.21#集水池5.2.11#集水池作用废水经格栅自流至1#集水池再提升至斜板沉淀池5.2.2设计参数设计流量Q=10000m3/d=115L/s=0.115m3/s有效停留时间:40min5.2.3设计计算设计水量为10000m3/d,选择用1座集水池设置长宽高分别为:12.0m,8.8m,3.5m,n有效容积V=LBH=369.6m35.3斜管沉淀池5.3.1斜管沉淀池作用拦截废水中纸浆纤维及细小悬浮物。5.3.2设计参数设计流量Q=1000m3/d=11.5L/s=0.0115m3/s。管沉淀池与反应池合建,池有效宽度B=8.0,混凝处理后颗粒沉降速度u=0.4mm/s,清水区上升速度v=3.0mm/s,采用塑料片热压六边形蜂窝管,管厚0.4mm,边距d=30mm,水平倾角60度。采用后倾式,以利于均匀配水。斜管长1m,管径一般为25~35mm(即管的内切圆直径),取为30mm。5.3.3设计计算(2)清水面积A=Q/v=0.115/0.003=38.3m其中斜管结构占用面积按照5%计算,人孔所占面积为1m,则:实际清水区所需面积为:A=38.3×1.05+1=41.22m,进水方式:进水区沿8.8m长的一边布置。n为了配水均匀设计尺寸:B×L=8.8m×14.3m(3)斜管长度L斜管内水流速度v=v/sin60°=3.0/0.866=3.5mm/s,L=(1.33×v-0.35×sin60°)d/(u×cos60°)=(1.33×3.5-0.35×0.866)×30/(0.35×0.5)=746mm考虑到管端紊流,积泥等因素,过渡区采用200mm,斜管总长为以上两者之和,取946mm,按照1000mm计。(4)沉淀池高度清水区高1.2m,布水区高1.5m,斜管高1000×sin60°=0.87m,穿孔排泥斗槽高0.8m,超高0.3m,池子总高H=0.3+1.2+1.5+0.87+0.8=4.7m。斜管安装长度=L×cos60°=1×0.5=0.5m5.42#集水池5.4.12#集水池作用废水经格栅自流至1#集水池再提升至斜板沉淀池5.4.2设计参数设计流量Q=10000m3/d=115L/s=0.115m3/s有效停留时间:40min5.4.3设计计算设计水量为10000m3/d,选择用1座集水池n设置长宽高分别为:12.0m,8.8m,3.5m,有效容积V=LBH=369.6m35.5气浮池5.5.1气浮池作用采用浅层气浮工艺,废水由2#集水池泵入气浮池,向废水中投加絮凝剂和助凝剂,经反应罐混合反应后,废水中形成大量矾花,再进入气浮池进行泥水分离,可大幅度去除悬浮于水中的胶体悬浮物质,同时去除废水中部分有机及无机悬浮物质。参数选取设计水量:Q=10000m3/d=115L/s=0.115m3/s5.2.2设计计算5.3.1气浮所需空气量式中Q——气浮池设计水量R——试验条件下的回流比%取10%——试验条件下的释放量取0.04——水温校正系数一般取1.1—3.3取35.3.2加压容器水量n式中P——选定的容器压力MPa;取0.3MPak——溶解度系数,根据水温查表取2.43——容器效率一般取0.6—0.8取0.65.3.3接触室表面积选定接触室中水流的上升流速()后,取10—20mm/s取18mm/s5.3.4分离室表面积选定分离速度分离室的向下平均水流速度一般,取1.5—3mm/s取2.8mm/s对矩形分离室长宽比一般取(1—2)/15.3.5气浮池的净容积WH——平均水深取2mW=(+)H=()=482.35.3.6容器罐直径()过流密度(I)取200/(5.3.7容器罐高Z=2Z+Z+Z+Zn式中Z——罐顶,底封头高度(根据罐直径而定)mZ——布水区高m一般取0.2—0.3m取0.3Z——贮水区高m一般取1.0mZ——填料层高m当采用阶梯环时,可取1.0—1.3m取1.3mZ=2Z+Z+Z+Z=2+0.3+1.0+1.3=2.84m5.3.8空压机额定空气量Q=式中——安全系数一般取1.2—1.5取1.5Q==1.5=12.5m/h5.4水解池5.4.1作用水解池的作用是将固体物质降解为溶解性的物质,大分子物质降解为小分子物质。并且,在较短的停留时间和相对较高的水力负荷下获得较高的悬浮物去除率。可见,这一工艺可以改善和提高原污水的可生化性和溶解性,有利于好氧后处理工艺。但对COD去除率相对比价低,仅有40%~50%。水解池是改进地升流式厌氧污泥床反应器,但不设三相分离器,故不需要密闭的池,不需要搅拌器,降低了造价n5.4.2设计参数设计流量;水力停留时间:;水解池内上升流速一般控制在~较合适,本工程中的.5.4.3设计计算水解池的设计主要包括池体的设计与布水系统的设计.(1)池体的设计计算①水解池的有效容积;(5-19)式中—水解池的有效容积,;—进入水解池的废水流量,;—废水在水解池中的水力停留时间,②水解池的有效高度;(5-20)式中—水解池的有效高度,;—水解池内上升流速,;—废水在水解池中的水力停留时间,.③水解池的截面积S;n(5-21)(2)反应池的布水系统设计水解池的布水系统采用“丰”型布局,配水管出水口向下距池底约,出水孔孔径取Φ,以免杂物堵塞孔眼.(3)出水收集系统出水采用钢板矩形堰.(4)排泥系统污泥排放采用定时排泥,日排泥:夏季一般1~2次,冬季一般2天一次.具体的排泥次数最好根据泥层高度和污泥浓度确定.5.6生物接触氧化池的计算与设计5.6.1设计计算方法(1)生物接触氧化池的有效容积(即填料体积):(5-33)=833.3式中—均日流量,;—进水浓度,;n—出水浓度,;—有机容积负荷,(一般取3-6)(2)有效接触时间(t):(5-34)(3)池深:(5-35)式中—填料高度,;一般取—超高,一般取;—填料层上部水深,一般为;—填料至池底的高度,在之间。(4)生物接触氧化池的总面积A和座数n;(5-36)(5-37)式中—填料高度,;一般取—每座池子的面积,。(5)空气量Dn(5-38)式中—污水所需要气量,,一般为—日均水流量,。5.5辐流式二沉池为了使沉淀池内水流更稳、进出水配水更均匀、存排泥更方便,常采用圆形辐流式二沉池。该沉淀池采用周边进水,中心出水的幅流式沉淀池,采用吸泥机排泥。计算草图如下图:二沉池设计草图平均日流量为:曝气池混合液悬浮浓度;回流污泥浓度,污泥回流比.(1)沉淀池部分水面面积:设池数个;表面负荷,则:(2)池子直径:n(3)实际水面面积:(4)实际表面负荷:(5)单池设计流量:(6)校核堰口负荷:<,符合要求。校核固体负荷:<,符合要求。(7)澄清池高度:设n(8)污泥区高度:设,则:(9)池边深度:(10)沉淀池高度:设池底坡度为;污泥斗直径,池中心与池边落差。超高;污泥斗高度。则:6.污泥处理构筑物的设计计算6.1.浓缩池设计计算本设计污泥浓缩池采用两座圆形辐流式浓缩池,设有刮泥设备,采用周边传动,周边线速度为2.0m/min(1~2m/min)(1)浓缩污泥量的计算:n(6-1)去除的B0D5浓度:取,则:(2)浓缩池的直径:采用带有竖向栅条污泥机的辐流式重力浓缩池,浓缩池污泥固体通量M取25kg/m2d(当为活性污泥时,污泥固体通量负荷采用20-30公斤/米2日)。产生污泥的体积Q为:(6-2)其中:—污泥含水率,取为99.2%;—污泥密度,以计。则浓缩池的面积:(6-3),取33m2。其中C—污泥固体浓度,取。采用两个浓缩池,每个浓缩池的面积为则浓缩池的直径:,取5m。(3)浓缩池的高度计算①取污泥浓缩时间为T=16hn则浓缩池工作部分高度为,取2.8m。②浓缩池的超高取0.3m③缓冲层高度为0.3m④浓缩池的高度为(4)浓缩后污泥体积的计算:污泥含水率p1=99.2%,浓缩后含水率p2=97%,浓缩后污泥浓度为30kg/m3则(6-4)(5)各种管道的确定(D取300-400mm,V取0.8-0.9m/s)进泥管采用D=300mm,排泥池采用D=300mm,排上清液采用D=300mm6.2贮泥池及污泥泵6.2.1.设计计算:1.贮泥时间按T=12h考虑设有一个贮泥池,则12×35.84/24=17.92m3,取18m3。2.斗部容积将贮泥池设为正方形取斗底边l=1m,池边长L=5m,α=500n=3.0m取保护高度为1.0m,则斗内有效容积为:=13m33.斗上容积及高度=18-13=5m35/25=0.2m4.贮泥池总高度设超高h1=0.5m0.5+0.2+3.0=3.7m,取4.0m贮泥池尺寸:LBH=554.0m。浓缩污泥输送至泵房。污泥提升泵泥量选用1PN污泥泵两台,一用一备,单台流量Q7.2~16m3/h,扬程H14~12mH2O,功率N3kW泵房平面尺寸L×B=4m×3m6.2.2污泥干化污水处理过程中所产生的污泥,一般是带水的粒状或絮状物质的疏松结构,因此在污泥处理和处置中都需降低其含水率。污泥脱水的方法,一般有自然干化,机械脱水,及污泥烘干,焚烧等方法。本设计采用带式压滤机TOP~1000式,处理量150~450nkg/h(干污泥)。这种脱水方法的特点是:滤带可以回旋,脱水效率高、噪音小、能源消耗省,附属设备少,操作管理维修方便,但必须正确地选用有机高分子混凝剂。其中干泥量为:382×3%=11.46m3/d。因此选用一台压滤机。外形尺寸:长×宽×高=5×2×3m7、污水厂平面,高程布置7.1平面布置处理构筑物是污水处理厂的主体建筑物,在对它们进行平面布置时,应根据各构筑物的功能和水力要求结合当地地形地质条件,确定它们在厂区内的平面布置应考虑:(1)贯通,连接各处理构筑物之间管道应直通,应避免迂回曲折,造成管理不便。(2)土方量做到基本平衡,避免劣质土壤地段(3)在各处理构筑物之间应保持一定产间距,以满足放工要求,一般间距要求5~10m,如有特殊要求构筑物其间距按有关规定执行。(4)各处理构筑物之间在平面上应尽量紧凑,在减少占地面积。7.2管线布置(1)应设超越管线,当出现故障时,可直接排入水体。(2)厂区内还应有给水管,生活水管,雨水管,消化气管管线。n辅助建筑物:污水处理厂的辅助建筑物有泵房,鼓风机房,办公室,集中控制室,水质分析化验室,变电所,存储间,其建筑面积按具体情况而定,辅助建筑物之间往返距离应短而方便,安全,变电所应设于耗电量大的构筑物附近,化验室应机器间和污泥干化场,以保证良好的工作条件,化验室应与处理构筑物保持适当距离,并应位于处理构筑物夏季主风向所在的上风中处。在污水厂内主干道应尽量成环,方便运输。主干宽6~9m次干道宽3~4m,人行道宽1.5m~2.0m曲率半径9m,有30%以上的绿化。7.3高程布置为了降低运行费用和使维护管理,污水在处理构筑物之间的流动以按重力流考虑为宜,厂内高程布置的主要特点是先确定最大构筑物的地面标高,然后根据水头损失,通过水力计算,递推出前后构筑物的各项控制标高。根据氧化沟的设计水面标高,推求各污水处理构筑物的水面标高,根据和处理构筑物结构稳定性,确定处理构筑物的设计地面标高8经济分析1)基本数据(1)电价:综合价1.0元/kW•h(2)药剂价格:高分子聚丙烯酰胺30000元/吨;PAC2000元/吨;n(3)工资福利标准:平均工资1000元/(月•人)计2)运行费用估算(1)电费E1:序号构筑物名称设备配置设备电机率(KW)数量(台/套)使用系数使用功率(KW)备注1.1#泵房污水提升泵15.030.8324.902用1备2.2#泵房污水提升泵15.030.8324.902用1备3.气浮池气浮设备28.320.8346.904.风机房罗茨风机7530.83124.502用1备5.二沉池污泥泵1520.8312.451用1备6.刮泥机1.510.831.257.污泥浓缩池污泥浓缩机2.220.833.658.3#泵房反冲水泵4520.010.909.污泥脱水间压滤机6.220.78.6810.污泥泵2.23.00.73.082用1备n1.皮带输送机3.020.74.202.空压机5.520.202.203.加药泵0.5520.70.774.搅拌装置1.520.72.105.反冲洗泵11.020.715.406.轴流风机0.420.70.567.加药间加药泵0.5540.831.838.搅拌装置1.540.834.989.其他3.00.30.90合计571.6284.15总装机容量:571.6kW实际运行功率:284.15kW吨水处理最大电费用额:E1=0.477元/m3(2)药剂费E2:项目单价(元/吨)吨水用量(g)吨水价格(元)PAC20001000.20聚丙烯酰胺3000040.12合计0.32E2=0.32元/m3(3)工资福利费E3:职工定员:8人E3=0.03元/m3(4)污水处理直接运行费用∑E:∑E=E1+E2+E3=0.477+0.32+0.03=0.827元/m3n结论本次设计针对了某纸板厂所产生的废水特点,从实际出发,首先分析了造纸废水的特点以及水质、水量等与本设计,统计相关的资料,确定了本次设计的工艺流程。本设计流程为格栅、集水池、斜板沉淀池、水解酸化池等处理工艺,使处理后的水达到零排放。n致谢经过几个月的时间,我的这次毕业设计终于完成了,首先,我要谢谢老师在我做毕业设计的过程中给与的教导,因为我的知识有限,有许多不懂的知识,是老师的耐心教导,我才能顺利的完成这次的设计。其次,感谢这次做设计过程中给与帮助的同学们,在一起讨论,一起找资料,对这次的设计有很大的帮助。n参考文献[1]林静雯,王英刚,环境工程设计概论[M],中国教育文化出版社,2006[2]高廷耀,顾国维,周琪主编《水污染控制工程》[M],高等教育出版社,2007[3]崔玉川,马志毅等编,《废水处理工艺设计》[M],水利电力出版社,1994[4]金兆丰,余志荣,污水处理组合工艺及工程实例[M],化学工业出版社,2003[5]沈兴国,造纸废水的处理工艺现状及分析[J],广东化工,2009,36(7)[6]王康林,废纸造纸废水零排放研究[D],硕士,2006[7]陈壁波,废纸造纸废水处理工艺的研究,中国造纸[J],2009,28(11)[8]1.苗庆显;秦梦华,废纸造纸废水处理技术的现状与发展[J],中国造纸,2005(12)[9]万金泉;马邕文,废纸造纸废水特点及其处理技术[J],造纸科学与技术,2005(05)[10]森林,废纸制浆造纸废水的封闭循环和零排放[J],中华纸业,2001(2)n[11]郭茂新,利用废纸造纸行业废水的处理技术[J],中国给水排水,2000(11)[12]袁俊嵩,废纸回用过程中的废水处理[J],工业安全与环保,2010,36(5)[13]王利,买文宁,马新辉废纸造纸废水生物处理方式的分析与选择河南科技[J],2006(3)[14]张立勇,刘俊良,周利霞,刘晓波,废纸造纸厂废水处理及循环回用生产试验[J],中国造纸,2009(1)[15]肖翔,齐宇勃,章广德废纸造纸废水处理技术[J],环境科学与管理,2008(2)[16]BarrosAL;PizzolatoTMDecolorizingdyewastewaterfromtheagateindustry[J]2006(19)内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&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