Ph. D.

Anaerobic digestion is widely used for stabilization of solids in sewage sludges. Recent changes in the priorities and goals of digestion processes are focusing more attention on the efficiency of these processes. Increasing hauling cost and restrictions for land applications are two factors which are driving the increased attention to digestion efficiency. Noxious odor production from the land applied biosolids is another important issue related to digestion efficiency. Existing anaerobic digestion or aerobic digestion processes failed to provide simultaneous solution to biosolids related problems i.e. simultaneous VS reduction, better dewatering of biosolids and lesser odors from the biosolids. Studies done by Novak et al. (2004) using different activated sludges show that anaerobic-aerobic digestion and aerobic-anaerobic digestion both increase volatile solids reduction compared to a single digestion environment. They proposed that there are 4 VS fractions in sludges: (1) a fraction degradable only under aerobic conditions, (2) a fraction degradable only under anaerobic conditions, (3) a fraction degradable under both anaerobic and aerobic conditions, and (4) a non degradable fraction. It has also been found (Akunna et al., 1993) that anaerobic-aerobic sequential treatment of wastewater can help in achieving substantial nitrogen removal. These results suggest that sequential anaerobic-aerobic digestion can address multiple biosolid related problems. This study was designed to understand the effect of sequential anaerobic-aerobic digestion on the properties of resulting effluent biosolids. The study was carried out in two operation phases and during both phases one digester was maintained at thermophilic conditions and the other at mesophilic temperature conditions. In first operation phase (Phase-I) thermophilic digester was operating at 20 day SRT and mesophilic anaerobic digester was at 10 day SRT. The aerobic digesters following anaerobic digesters were operating at 6 day SRT. In second operation phase (Phase-II), both thermophilic and mesophilic anaerobic digesters were operating at 15 day SRT and both had two aerobic digesters operating in parallel at 3 day and 6 day SRTs. In addition, batch experiments were also conducted to measure the performance of aerobic-anaerobic digestion sequence. Another study was carried out to understand the nitrogen removal mechanism during aerobic digestion of anaerobic digested sludge. The feed sludge was spiked with four different concentrations of nitrate and nitrite. It was observed during the study that aerobic digestion of anaerobic sludge helps in achieving higher Volatile solid reduction (~65% vs ~ 46% for mesophilic digestion and ~52% for thermophilic digestion). This result supports the hypothesis concerning the different fractions in volatile solids. Experimental results also show that the increase in VSR upon increasing anaerobic digestion SRT (more than 15 days) is less than the increase in the VSR due to the same increment of aerobic digestion SRT. Reduction in COD and VFA were also measured to be more than 50% during aerobic digestion. Investigation of nitrogen fate during the sequential anaerobic-aerobic digestion show more than 50% total nitrogen removal. Higher nitrogen removal was in thermophilic anaerobic – aerobic digester combination than that in mesophilic anaerobic–aerobic combination. The most probable reason for the removal was simultaneous nitrification and denitrification. Higher concentration of readily available VFA from thermophilic anaerobic digested sludge provide advantage in denitrification in following aerobic digester. The resulting biosolids produced during sequential digestion process were also analyzed for dewatering properties and odor production. Proteins and polysaccharides concentrations were observed to decrease during aerobic digestion for thermophilic anaerobic - aerobic digestion combination, while in another combinations polysaccharide concentrations increases at aerobic phase with 3 day digestion. The concentration of polysaccharides decreases at higher digestion period of 6 and 9. The result of decrease in polysaccharide and protein was reflected by the reduction in the polymer dose consumption and decrease in the optimum CST for the biosolids resulting from the sequential anaerobic aerobic digestion. Experimental results from odor experiments show that odor production potential of the biosolids decreases with increase in both anaerobic phase SRT and aerobic phase SRT. Thermophilic biosolids produces comparatively low odors but for longer periods, while mesophilic biosolids produces higher magnitude of odors during storage but only for comparative shorter period. Aerobic digestion of anaerobic sludge helps in reducing more than 50% odor production, but freeze-thaw cycle experiment shows that in both anaerobic and sequential anaerobic – aerobic digested sludges have higher potential for odor production. Higher aerobic digestion SRTs (6 days and above) shows more potential of reducing odors, but more experimental work is required to be done. / Master of Science

The effects of temperature and mean cell residence time (MCRT) on processes involved in biological nitrogen and phosphorus removal were investigated by operating pilot-scale continuous-flow reactors over a range of temperatures and MCRITs. Two systems were operated as high-rate University of Cape Town (UCT) biological nutrient removal (BNR) processes. A third system was operated as a conventional, fully aerobic activated sludge system for comparison. Less aerobic volume was needed to achieve complete nitrification in the BNR system than in the conventional system when temperature and MCRT conditions were suitable for complete nitrification. This occurred at 15 d MCRT and temperatures from 10 to 20 °C., and at 5 d MCRT and 20 °C. However, the BNR system was more susceptible to nitrifier washout at 5 d MCRT and temperatures of 10 and 15 °C. Although less volume was needed for complete nitrification in the BNR system, specific nitrification rates and the degree of nitrification were equal in the two systems when compared on the basis of aerobic MCRT. This phenomenon occurred because the MLVSS concentrations were higher in the aerobic zone of the BNR system than in the conventional system for the same organic loading and total MCRT. Nitrification and denitrification rates were a function of MCRT and temperature, with temperature having a greater effect at lower MCRTs. Batch experiments showed that anoxic uptake of phosphorus occurred, although at a much lower rate than aerobic uptake. Biological phosphorus removal was adversely affected by colder temperatures. Operation of the BNR process at the lowest MCRT which provided complete nitrification prevented washout of phosphorus removal organisms, and provided the best combined nitrogen and phosphorus removal when phosphorus removal was COD-limited. Higher MCRIs were optimal under P-limiting conditions. Anaerobic stabilization ranging from 8% to 27% was measured in the BNR system, and was a function of temperature at a 15 d MCRI. A mechanism for anaerobic stabilization was proposed. Yield coefficients for the BNR and the conventional system were equal and were 0.41 mgVSS/mgCOD. The decay rate in the BNR system, 0.063 d⁻¹, was lower than the decay rate in the conventional system, 0.110 d⁻¹. This resulted in higher MLVSS concentrations in the BNR system. / Ph. D.

The most common type of nitrogen removal in wastewater treatment plant is to use abiological treatment. When biological treatment is used, the two most common processes fornitrogen removal is pre and post denitrification. In the biological treatment A (BA) atKungsängsverket the nitrogen removal process used is intermittent aeration. Whenintermittent aeration is used, the wastewater is aerated at specific time intervals. This allowsboth nitrification and denitrification to occur in the same water volumes. It is of great interestto find a control strategy for controlling the air supply which is both cost effective and leadsto low emissions of nitrogen. The aim of this project was to improve the intermittent aeration at Kungsängsverket, Uppsala.The project was divided into two parts. The first part consisted of experiments carried out infull scale on the plant and the second part was a simulation study. In the experimental partdifferent time intervals for aeration were evaluated. The aim of the simulation part was toevaluate different control parameters and to find which parameters that should be used for anoptimal control strategy. The results showed that the best combination of aerated time and un-aerated time is 50minutes aerated and 50 minutes unaerated. It is recommended that the wastewater should beadded in the beginning and after half of the plant. The simulation results showed that thecontrol strategy can be improved by using a PI-regulator. The experiments and thesimulations both showed clear signs of variations in the inflow during the day. Because of thisit is recommended to establish a control strategy which easily can change the aeration timedepending on low and high flows. / Biologisk rening av avloppsvatten är den vanligaste typen av kväverening vidavloppsreningsverk. Bioblock A, Kungsängsverket Uppsala, har efter en renovering fått dettidigare driftsättet, kaskadkväverening, utbytt mot intermittent luftning. Intermittent luftninginnebär att nitrifikation och denitrifikation sker i samma zoner. Luftningen startas och stängsav med jämna tidsintervall vilket skapar en miljö för både nitrifikation och denitrifikation. Detär av stort intresse att finna en fungerande styrstrategi för luftningen som både ärkostnadseffektiv och som ger låga halter av kväve i utgående vatten. Syftet med examensarbetet var att effektivisera den intermittenta luftningen vid bioblock Avid Kungsängsverket, Uppsala. Tillvägagångsättet var att genom en utvärdering av detnuvarande driftsättet se vad som kunde förbättras. Det ställdes därefter upp ett antal försöksom var inriktade på att finna bättre driftparametrar. Dessa experiment genomfördes ifullskala. Därefter genomfördes en simuleringsstudie där dagens relästyrning jämfördes medtre regleralternativ. Det första alternativet var att reglera luftningen med hjälp av en PIregulator.De andra två alternativen var att styra luftningsperioderna efter utgåendeammonium-respektive nitrathalt. Fullskaleförsöken indikerade att luftning påslagen i 50 minuter följt av avslagen i 50 minutergav den högsta kvävereduktionen av de undersökta alternativen. Bioblock A är uppdelad ifem olika linjer vilka i sin tur är uppdelade i zoner. Utifrån försöken kan det rekommenderasatt avloppsvattnet tillsätts till första zonen och efter hälften av linjen, istället för som vid dennuvarande driften då vattnet tillsätts efter en fjärdedel och efter hälften av linjen. Simuleringsstudien visade att om dagens relästyrning byttes ut mot en PI-regulator skullesyretopparna minskas och syrehalten stabiliseras vid det förinställda börvärdet. Resultatenfrån både simuleringsstudien och fullskaleförsöken visar att en tidsstyrning avluftningsperioderna är av intresse för att spara energi och få en bättre kväverening.

published_or_final_version / Civil Engineering / Master / Master of Philosophy

<p>This study was made as a part of a feasibility study on a polishing wetland at Rimbo wastewater plant (wwp) in Norrtälje municipality. The wwp had to decrease the nitrogen discharge to reach the limit 15 mg tot-N/l. The nitrogen in the outlet was mainly in the form of nitrate, hence the wetland mainly ought to support denitrification. The proposed area for the wetland was situated right next to the wwp and was already in the municipalitys posession. One aim of this study was to examine what spieces of plants needed to achieve highest possible denitrification. Some different plant spieces for providing a good and interesting environment for birds and people were also proposed. Furthermore a massbalance model was developed for studying the important exchange processes in a wetland, to study the impact of an uneven streambed on the hyporheic water exchange and for trying to predict the wetlands nitrogen removal capacity. Proposed plants to support denitrification was different reeds such as Common reed (Phragmites australis), Bulrush (Typha), Reed Sweet-grass (Glyceria maxima) och Reed Canry-grass (Phalaris Arundinacea). Common reed is a durable species who can survive in deeper water up to 2 metres while the others need a shallower water about 0,5 m of depth. For the good of the birdlife, different spieces of Sedges (Carex) were chosen due to their ability to produce large amounts of nutrient rich seeds. Measurment in sediment cores from Ekeby wetland in Eskilstuna gave a potential denitrification capacity of 3,31 mg NO3-N m^-3 _sed s^-1. The denitrification capacity was then used in a massbalance model were the theory of advective pumping in an uneven bedsurface also was implemented. Evaluation of the model results showed that an uneven bedsurface did not contribute to an increased nitrogen removal from the wetland, possibly due to a far too low advection and flow of the water. This was also a reason to why the distribution between denitrification from the water- and plant community vs the sediment was unbalanced. The model results showed that less than 1 % of the reduced nitrogen came from the sediment part, in contrast to current knowledge that says about 50%. The model and the participating exchange processes need to be further evaluated before the models prediction of nitrogen removal can be used in design of a wetland. Calculations and comparisons with other wetlands showed that with a well estimated, grown up and maintained wetland, there should be no problems in achieving the goal of nitrogen removal in Rimbo wetland. Such a wetland should also provide a good habitat for birds and animals and also be a good recreationarea for people to visit, properties that were appreciated as important effects in other wetlands studied in this work.</p> / <p>Detta arbete gjordes som en del av en förstudie för anläggande av en efterpolerande våtmark till reningsverket i Rimbo, Norrtälje kommun. Reningsverket behövde sänka sitt utsläpp av kväve till riktvärdet 15 mg tot-N/l. Huvuddelen av kvävet i utloppsvattnet förelåg i nitratform, varför denitrifikationen borde förstärkas genom att anlägga en våtmark. Det tilltänkta området för våtmarken ligger i anslutning till reningsverket och ägs idag av kommunen. I detta arbete undersöktes vilken växtlighet i våtmarken som var lämpligast för syftet att få en så bra denitrifikation som möjligt. Även olika växtarter för att ge en intressant miljö för fåglar och människor togs fram. Dessutom utvecklades en massbalansmodell som användes för att studera de utbytesprocesser som är viktiga i en våtmark, frågan hur en ojämn bottenmorfometri påverkar det hyporheiska vattenutbytet samt om det går att förutsäga reningskapaciteten i Rimbo våtmark. Lämpliga växter för denitrifikationen ansågs vara vassbildande växter, och då främst främst bladvass (Phragmites australis), men även kaveldun (Typha), jättegröe (Glyceria maxima) och rörflen (Phalaris Arundinacea). Bladvass är en mycket tålig växt som klarar stort vattendjup, medan de andra vassorterna behöver en grundare våtmark på ca 0,5 m. För fågellivets bästa ansågs starrväxter (Carex) vara viktiga arter då de producerar stora mängder frön. Mätning av denitrifikationspotentialen i sediment från Ekeby våtmark gav en hastighet för denitrifikationen i sedimentet på 3,31 mg NO3-N m^-3 _sed s^-1. Denitrifikationen från sediment användes sedan i en massbalansmodell där även även teorin om advektivt pumputbyte vid ojämn bottenform implementerades. En utvärdering av modellresultaten kunde avgöra att en ojämn eller vågig bottenmorfometri inte skulle förbättra reningen i våtmarken. Detta beroende på bland annat för låg advektionshastighet och flöde. Detta låga flöde ned i sedimentet bidrog även till att fördelningen av kväveborttag från sediment respektive vatten- och växtdelen blev snedfördelad. Enligt modellen var det mindre än 1% av kvävet som togs bort från sedimentet medan all vetenskap tyder på närmare 50%. Modellen och de ingående utbytesprocesserna bör utvärderas och utvecklas ytterligare innan den kan användas som verktyg för att beräkna kvävereningen från en våtmark. Beräkningar och jämförelser med andra våtmarker visade dock att en väl beväxt, utförd och beskickad våtmark inte skulle ha några problem att sänka nitrathalten till riktvärdet. En våtmark skulle även utgöra en bra uppehållsmiljö för fåglar, djur och människor vilket anses som viktiga mervärden i våtmarker på andra platser i Sverige.</p>

Ett av riksdagens miljömål är att minska övergödande faktorer. En källa till övergödning är kväveutsläpp från avloppsreningsverk. Arvidstorps avloppsreningsverk i Trollhättan väntar en ökad inkommande belastning på grund av befolkningsökning i området samt skarpare krav på utgående halt utsläppt kväve. Detta innebär att planer på att bygga en ny anläggning har satts i verket för att kunna hantera den ökande belastningen. Eventuellt kommer den nya anläggningen inte bli klar innan de nya kraven kommer. Detta gör att reningsverket utreder andra alternativ för att reducera kväve ur avloppsvattnet som kan tas i drift innan den nya anläggningen är klar. Ett alternativ till kväverening är att använda rejektvattenrening eftersom denna avloppsström innehåller höga koncentrationer kväve. Ett annat problem som reningsverket står inför är att kostnaderna för att hantera det avvattnade slammet förväntas öka. Reningsverket utreder därför alternativ för att minska slamvolymen. En biokolsanläggning där biokol tillverkas av det avvattnade slammet skulle kunna vara ett alternativ. Fördelen är att slamvolymen minskar samt att biokol kan användas som vattenrening då det har förmågan att adsorbera ämnen. I detta arbete har två olika tekniker för att rena kväve ur rejektströmmen på Arvidstorps reningsverk studerats. Dessa är dels en beprövad teknik som kallas deammonifikation där kväve renas med bakterier, och dels biokolsadsorption som kvävereningsmetod vilket inte är en lika etablerad reningsteknik på kommunala reningsverk. Deammonifikationsprocessen finns som flera olika tekniker där den som valts för detta arbete är ANITA Mox. ANITA Mox finns som två tillämpningar där den ena är MBBR (Moving Bed Biofilm Reactor) och den andra är IFAS (Integrated Fixed Film Activate Sludge). Målet med detta arbete var att göra en investeingskalkylering för att bedöma hur ekonomiskt försvarbart det är att installera ANITA Mox MBBR eller ANITA Mox IFAS samt uppskatta kvävereningskapaciteten för alternativet med biokolsadsorption. Inga ekonomiska aspekter togs hänsyn till för det senare alternativet.  För beräkningarna byggdes modeller i Excel och två olika experiment utfördes. Pyrolysering av rötrest till biokol och adsorption, samt ett luftningsförsök för att bestämma faktorer som krävs vid beräkning av luftbehov för deammonifikationsprocessen. ANITA Mox MBBR ha de lägsta årskostnaderna, trots att IFAS kan reducera mer kväve och därmed har lägre driftkostnader. IFAS kräver dessutom en mindre volym total sett med reaktor och sedimenteringsbassäng inräknat, men anledningen till den högre kostnaden är de extra instrument och komponenter som krävs till sedimenteringsbassängen med slamretur och den kortare livslängden på dessa komponenter som ger den högre årskostnaden. Biokol som reningsmetod är inte en lämplig metod då det krävs 66 gånger mer rötrest för att producera den mängd biokol som krävs för att rena rejektvattnet. Den rötrest som kommer produceras i en framtida anläggning kan endast reducera 1,5 % av kvävemängden. / One of the environmental goals for the Swedish parliament is to reduce eutrophic factors. A source of eutrophication is nitrogen emissions from waste water treatment plants. Arvidstorp's waste water treatment plant in Trollhättan expects a population increase and sharper requirements for outgoing nitrogen emissions. This means that plans to build a new plant have been put into operation in order to handle the increasing load. The new facility may not be ready before the new requirements come. The waste water treatment plant is therefore investigating other options for reducing nitrogen from the wastewater. An alternative to nitrogen removal is to use reject water purification since this sewage stream contains high concentrations of nitrogen. Another problem facing the waste water treatment plant is that the costs of handling the dewatered sludge is expected to increase. The treatment plant is therefore looking for alternatives to reduce the sludge volume. A biomass pyrolysis plant where biochar is produced by the dewatered sludge could be an alternative since the advantage is that the sludge volume is reduced and that biochar can be used as water purification as it has the ability to adsorb substances. In this work, two different techniques to remove nitrogen from the reject stream at Arvidstorp's treatment plant has been studied. One is a proven technique called deammonification where nitrogen is purified with bacteria, the other one is biochar adsorption as a nitrogen removal process, however not an equally established purification technique on municipal waste water treatment plants. Several different techniques exists as deammonification processes. The one chosen for this work is ANITA Mox. ANITA Mox is available as two implementations where one is MBBR and the other is IFAS. The goals of this work was to make an investment calculation to assess how economically justifiable it is to install either ANITA Mox MBBR or ANITA Mox IFAS and to estimate the nitrogen removal capacity of the alternative with biochar adsorption. No economic aspects were taken into account for the latter option. For the calculations, models were built in Excel and two different experiments were performed. Pyrolysis of digestion residue for biochar production and adsorption, as well as an aeration test to determine the factors required when calculating the air demand for the deammonification process. ANITA Mox MBBR has the lowest annual costs, even though IFAS can reduce more nitrogen and thus have a greater impact on operating costs. IFAS also requires a smaller reactor volume. The reasons for the higher cost are the extra instruments required for the sedimentation basin and the shorter life span of these components which gives the higher annual cost. Biochar as a purification method is not a suitable method as it requires 66 times more sludge to produce the amount of biochar required to purify the reject water. The sludge that will be produced in a future plant can only reduce 1.5% of the nitrogen load.

A pesquisa propôs avaliar o desempenho e o comportamento de reatores seqüenciais em batelada com biomassa suspensa e imobilizada, em escala de bancada, na remoção de compostos de nitrogênio. Tais sistemas foram testados como tratamento complementar de reatores sulfetogênico e metanogênico utilizados no tratamento de água residuária industrial com alta concentração de sulfato e amônia. Visou o desenvolvimento de uma estratégia de operação que viabilizasse o uso dos próprios constituintes da água residuária para a maximização da eficiência do tratamento. O estudo foi dividido em 3 etapas principais. Na etapa 1 (181 dias de operação), o reator com biomassa suspensa foi mantido com 4 fases alternadas aeróbio/anóxico e ciclo de 24 horas, e verificou-se a presença da desnitrificação endógena (eficiência de remoção de nitrogênio de 65 \'+ OU -\' 27%). Para a etapa 2 (127 dias de operação), o reator de biomassa suspensa foi submetido ao tempo de ciclo de 12 horas, com uma fase aeróbia (6 horas) e com posterior fase anóxica (6 horas). Nessa etapa adicionou-se efluentes dos reatores metanogênico e sulfetogênico, ricos em ácidos voláteis (ácido acético), com intuito de acelerar o processo desnitrificante. Os resultados obtidos foram baixos em termos de remoção de nitrogênio (42 \'+ OU -\' 21%). Para a etapa 3 (134 dias de operação), foram ensaiados vários meios suportes, através de técnica de microsensores de oxigênio dissolvido, a fim de verificar a formação de biofilme específico (nitrificante/desnitrificante) e optou-se pelo uso do carvão mineral no reator com biomassa imobilizada. Nesta última etapa, foi mantida a estratégia operacional adotada na etapa 2 (ciclo 12 horas), bem como a adição de parcela do afluente na fase anóxica. A remoção de nitrogênio, com períodos aeróbio e anóxico e ciclo de 12 horas, mostrou-se viável no reator com biomassa imobilizada (eficiência de remoção de nitrogênio de 72 \'+ OU -\' 13%). Ao final dos ensaios experimentais, realizaram-se modelagens cinéticas que permitiram a compreensão dos processos convencionais e não convencionais ocorridos nas várias etapas para remoção de nitrogênio, tais como desnitrificação em fase aeróbia e o processo ANAMMOX. / The purpose of this research was to evaluate the performance and the behavior of sequential batch reactors with suspended and immobilized biomass, in benches scale, for the nitrogen composite removal. Such systems had been tested as sulphetogenic and methanogenic reactors complementary treatment, used in an industrial waste water treatment with high sulphate and ammonia concentrations. The research aimed for the development of an operation strategy that could make possible the use of the proper waste water constituent for the improvement of the treatment efficiency. The study was divided into 3 main stages. In stage 1 (181 days of operation), the reactor with suspended biomass was kept with 4 alternating phases aerobic/anoxic and a 24-hour cycle was used, and the endogenous denitrification was verified (nitrogen removal efficiency of 65 \'+ OU -\' 27%). For stage 2 (127 days of operation), the suspended biomass reactor was submitted to a cycle of 12 hours, with an aerobic phase (6 hours) and posterior anoxic phase (6 hours). In this stage effluent of the methanogenic and sulphetogenic reactors, rich in volatile acid (acetic acid), was added to accelerate the denitrify process. The achieved results had been low in terms of nitrogen removal(42 \'+ OU -\' 21%). For stage 3 (134 days of operation), some supports media was tested through dissolved oxygen microsensors technique, in order to check the specific biofilm formation (nitrificant/denitrificant) and the mineral coal was opted to be used in the immobilized biomass reactor. In this last stage it was adopted an operational strategy similar in stage 2 (12 hours cycle), as well as the addition of part of the affluent in the anoxic phase. The nitrogen removal, with aerobic and anoxic periods and 12 hours cycle, revealed feasible in the reactor with immobilized biomass (nitrogen removal efficiency of 72 \'+ OU -\' 13%). In the end of the experimental tests, kinetic modelings were done and had allowed the understanding of conventional and not conventional processes occurred in the stages for nitrogen removal, such as desnitrification in aerobic phase and ANAMMOX process.

Approximately 25% of households in the U.S. treat their wastewater onsite using conventional onsite wastewater treatment systems (OWTS). These systems typically include a septic tank or a series of septic tanks followed by a soil absorption system. They effectively remove biochemical oxygen demand (BOD), total suspended solids (TSS), fats and grease but are not designed to remove significant amounts of nitrogen. High nitrogen loading to coastal and ground waters can be dangerous to aquatic life and public health. Hence, there is a need for advanced onsite wastewater treatment systems that can effectively remove nitrogen. Making enhanced nitrogen removal for OWTS as our primary goal, a laboratory scale Hybrid Adsorption and Biological Treatment Systems (HABiTS) was developed and upon observation of its effective nitrogen removal capacity, a pilot demonstration study with two side-by-side HABiTS, one with recirculation and one without recirculation (only forward flow) were constructed and tested at the Northwest Regional Water Reclamation Facility in Hillsborough County (Florida). HABiTS employ biological nitrogen removal and ion exchange for effective nitrogen removal. HABiTS is a two-stage process which uses nitrification for the oxidation of ammonium to nitrate and ion exchange for ammonium adsorption that helps buffer transient loading and also acts as a biofilm carrier in its stage 1 biofilter and it uses tire-sulfur hybrid adsorption denitrification (T-SHAD) in its stage 2 biofilter. These sulfur pellets help promote sulfur oxidation denitrification (SOD) and tire chips are used for nitrate adsorption during transient loading conditions, as biofilm carriers for denitrifying bacteria, and can also be used as organic carbon source to promote heterotrophic denitrification because they leach organic carbon. For this research, HABiTS without recirculation is considered as the control system and the performance of HABiTS with recirculation was tested for its ability to further enhance nitrogen removal from HABiTS. Nitrified effluent recirculation is a common strategy employed in wastewater treatment for enhanced nitrogen removal. It is the reintroduction of semi-treated wastewater to pass through an anoxic pre-treatment chamber to achieve better quality effluent. Recirculation is said to improve and consistently remove nitrogen at any hydraulic loading rate and/or nitrogen concentration. This is because of the dilution of high BOD septic tank effluent with nitrified effluent which lowers COD:TKN ratio and also improves mass transfer of substrates in the stage 1 biofilter. Recirculation also provides some pre-denitrification in the pre-treatment chamber, thereby reducing nitrogen load on the system. The HABiTS with recirculation (R) was run at 1:1 ratio of nitrified effluent recirculation rate to the influent flow rate for 50 days, and at 3:1 ratio for the remaining period of this research (200 days). The forward flow system (FF) was run under constant conditions throughout the research and comparisons between the two systems were made for different water quality parameters (pH, DO, conductivity, alkalinity, TSS, chemical oxygen demand (COD), total nitrogen (TN), total phosphorus (TP) and various nitrogen species). The final effluent ammonium results showed that the system with recirculation removed consistently > 80% NH4+-N during 1:1 and 3:1 recirculation ratios whereas the forward flow system achieved 57% removal. Further, an average of 81% total inorganic nitrogen (TIN) removal from the system influent was seen in the recirculation system’s final effluent when compared to an average of 55% in forward flow system’s final effluent. This research explains in detail, the impact of nitrified effluent recirculation on enhanced nitrogen removal in onsite systems and the results presented in this thesis proved that nitrified effluent recirculation provides promising enhanced nitrogen removal in an onsite wastewater treatment system.

A total of 44 intermittent sand filter-septic systems, in five counties of Western Oregon, were sampled over a three-month period during the summer of 1995. The sand filter systems varied in age from 36 months up to 167 months (3 to 13.9 years). Liquid samples were taken from the septic tank and distribution box. In addition, soil samples were taken adjacent to the disposal trench and away from the disposal field area (control). All samples were analyzed for Total Kjeldahl Nitrogen (TKN) and nitrate and nitrite. Nitrite was not detected in any of the samples. The average removal of total nitrogen (TKN + nitrate) through the filter was found to be 43%. Nitrate was determined to be the dominant form of nitrogen in the sand filter effluent making up 94% of the total nitrogen. The age of the system was found not to be a predictor of the system's performance. Once the effluent entered the disposal field, little if any transformation of nitrogen occurred at an average depth of 30 inches (76.2 cm). / Graduation date: 1996