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Retentionsbodenfilter dienen der weitergehenden Behandlung von Entlastungsabflüssen konventioneller Regenüberlaufbecken. Sie kommen zum Einsatz, wenn der Schutz des betroffenen Gewässers eine Reduzierung der Belastung durch Mischwassereinleitungen erfordert. Verschiedene Untersuchungen an Pilotanlagen belegen zwar grundsätzlich eine hohe Reinigungsleistung der Filterpassage, eine gesicherte Prognose der Wirksamkeit und eine Optimierung des Verfahrens erfordern jedoch eine Weiterentwicklung des vorhandenen Kenntnisstandes. Die vorliegende Arbeit soll einen Beitrag zu einem besseren Verständnis der bei der Filterpassage in RBF ablaufenden Reinigungsprozesse liefern. Im Vordergrund stehen dabei Rückhalt und Umsatz organischer Kohlenstoffverbindungen und Stickstoffverbindungen. An einer großtechnischen Anlage wurden über zwei mehrmonatige Messphasen zu- und abfließende Stoffströme erfasst. Durch die gezielte Beeinflussung des Beschickungsverhaltens wurde ein breites Spektrum unterschiedlicher Belastungszustände realisiert. Ergänzend hierzu wurden bodenkundliche Versuche durchgeführt, die der Untersuchung des Stoffumsatzes während der Trockenphasen zwischen den Beschickungsereignissen dienten. In Laborversuchen wurden darüber hinaus einzelne Teilprozesse des Stoffrückhaltes isoliert und unter definierten Randbedingungen betrachtet. Die Ergebnisse belegen, dass die Reinigungswirkung von Retentionsbodenfiltern in Bezug auf NH4 überwiegend auf einem zweistufigen Prozess beruht. Während der Durchströmung wird NH4 im Filterkörper sorbiert, um in der anschließenden Trockenphase nitrifiziert zu werden. Dauerhafte Beschickungen, wie sie unter starkem Fremdwassereinfluss auftreten, können zu einem Durchbruch der NH4-Konzentration führen. Unmittelbar nach dem Ende der Durchströmung setzt mit der Wiederbelüftung des Filterkörpers eine intensive Nitrifikation ein. Das Sorptionsvermögen regeneriert sich innerhalb weniger Tage annähernd vollständig. Bei der Prognose der Wirksamkeit von Retentionsbodenfilter mit Hilfe von Simulationsmodellen kann der NH4-Rückhaltes vereinfacht als Speicher dargestellt werden. Organische Kohlenstoffverbindungen – repräsentiert durch den CSB – weisen ein weniger eindeutiges Verhalten auf. Die partikuläre Fraktion wird während des Betriebs weitgehend an der Filteroberfläche zurückgehalten und in den Trockenphasen mineralisiert. Diese Wirkung kann als unbegrenzter Speicher modelliert werden. Hinsichtlich der gelösten Anteile konnte nicht eindeutig ermittelt werden, ob der unmittelbare Abbau während der Durchströmung dominiert oder ob auch diese Anteile wie das NH4 zunächst sorbiert werden. Die Wirkung der Filterpassage auf die gelösten und feindispersen Anteile des CSB kann annähernd durch einen konstanten Wirkungsgrad beschrieben werden.
In recent years, the concept of a centralized drainage system that connect an entire city to one single treatment plant is increasingly being questioned in terms of the costs, reliability, and environmental impacts. This study introduces an optimization approach based on decentralization in order to develop a cost-effective and sustainable sewage collection system. For this purpose, a new algorithm based on the growing spanning tree algorithm is developed for decentralized layout generation and treatment plant allocation. The trade-off between construction and operation costs, resilience, and the degree of centralization is a multiobjective problem that consists of two subproblems: the layout of the networks and the hydraulic design. The innovative characteristics of the proposed framework are that layout and hydraulic designs are solved simultaneously, three objectives are optimized together, and the entire problem solving process is self-adaptive. The model is then applied to a real case study. The results show that finding an optimum degree of centralization could reduce not only the network’s costs by 17.3%, but could also increase its structural resilience significantly compared to fully centralized networks.
A transition from conventional centralized to hybrid decentralized systems has been increasingly
advised recently due to their capability to enhance the resilience and sustainability of
urban water supply systems. Reusing treated wastewater for non-potable purposes is a promising
opportunity toward the aforementioned resolutions. In this study, we present two optimization
models for integrating reusing systems into existing sewerage systems to bridge the supply–demand
gap in an existing water supply system. In Model-1, the supply–demand gap is bridged by introducing
on-site graywater treatment and reuse, and in Model-2, the gap is bridged by decentralized
wastewater treatment and reuse. The applicability of the proposed models is evaluated using two
test cases: one a proof-of-concept hypothetical network and the other a near realistic network based
on the sewerage network in Chennai, India. The results show that the proposed models outperform
the existing approaches by achieving more than a 20% reduction in the cost of procuring water and
more than a 36% reduction in the demand for freshwater through the implementation of local on-site
graywater reuse for both test cases. These numbers are about 12% and 34% respectively for the
implementation of decentralized wastewater treatment and reuse.
Structural resilience describes urban drainage systems’ (UDSs) ability to minimize the
frequency and magnitude of failure due to common structural issues such as pipe clogging and
cracking or pump failure. Structural resilience is often neglected in the design of UDSs. The current
literature supports structural decentralization as a way to introduce structural resilience into UDSs.
Although there are promising methods in the literature for generating and optimizing decentralized
separate stormwater collection systems, incorporating hydraulic simulations in unsteady flow, these
approaches sometimes require high computational effort, especially for flat areas. This may hamper
their integration into ordinary commercially designed UDS software due to their predominantly
scientific purposes. As a response, this paper introduces simplified cost and structural resilience
indices that can be used as heuristic parameters for optimizing the UDS layout. These indices only
use graph connectivity information, which is computationally much less expensive than hydraulic
simulation. The use of simplified objective functions significantly simplifies the feasible search space
and reduces blind searches by optimization. To demonstrate the application and advantages of the
proposed model, a real case study in the southwest city of Ahvaz, Iran was explored. The proposed
framework was proven to be promising for reducing the computational effort and for delivering
realistic cost-wise and resilient UDSs.
Water quality in urban streams is highly influenced by emissions from WWTP and from sewer systems particularly by overflows from combined systems. During storm events, this causes random fluctuations in discharge and pollutant concentrations over a wide range. The aim of this study is an appraisal of the environmental impact of micropollutant loads emitted from combined sewer systems. For this purpose, high-resolution time series of river concentrations were generated by combining a detailed calibrated model of a sewer system with measured discharge of a small natural river to a virtual urban catchment. This river base flow represents the remains of the natural hydrological system in the urban catchment. River concentrations downstream of the outlets are simulated based on mixing ratios of base flow, WWTP effluent, and CSO discharge. The results show that the standard method of time proportional sampling of rivers does not capture the risk of critical stress on aquatic organisms. The ratio between average and peak concentrations and the duration of elevated concentrations strongly depends on the source and the properties of the particular substance. The design of sampling campaigns and evaluation of data should consider these characteristics and account for their effects.
Tracking waterborne microplastic (MP) in urban areas is a challenging task because of the various sources and transport pathways involved. Since MP occurs in low concentrations in most wastewater and stormwater streams, large sample volumes need to be captured, prepared, and carefully analyzed. The recent research in urban areas focused mainly on MP emissions at wastewater treatment plants (WWTPs), as obvious entry points into receiving waters. However, important transport pathways under wet-weather conditions are yet not been investigated thoroughly. In addition, the lack of comprehensive and comparable sampling strategies complicated the attempts for a deeper understanding of occurrence and sources. The goal of this paper is to (i) introduce and describe sampling strategies for MP at different locations in a municipal catchment area under dry and wet-weather conditions, (ii) quantify MP emissions from the entire catchment and two other smaller ones within the bigger catchment, and (iii) compare the emissions under dry and wet-weather conditions. WWTP has a high removal rate of MP (>96%), with an estimated emission rate of 189 kg/a or 0.94 g/[population equivalents (PEQ · a)], and polyethylene (PE) as the most abundant MP. The specific dry-weather emissions at a subcatchment were ≈30 g/(PEQ · a) higher than in the influent of WWTP with 23 g/(PEQ · a). Specific wet-weather emissions from large sub-catchment with higher traffic and population densities were 1952 g/(ha · a) higher than the emissions from smaller catchment (796 g/[ha · a]) with less population and traffic. The results suggest that wet-weather transport pathways are likely responsible for 2–4 times more MP emissions into receiving waters compared to dry-weather ones due to tire abrasion entered from streets through gullies. However, more investigations of wet-weather MP need to be carried out considering additional catchment attributes and storm event characteristics.