# Performance of a Novel Decentralised Sewage Treatment Reactor

Authors: Dong Sheng Shen; Bao Cheng Huang; Hua Jun Feng; Bo Zhao; Jiang Ming Zhao; Hai Yang Zhang; Pei-Qing Liu
Journal: Journal of Chemistry
 (2013)

---

## Abstract

A novel decentralised sewage treatment reactor (DSTR) for treating domestic sewage in rural areas was designed and investigated. The reactor was started aerobically after inoculation with biomass; the amount of initial mixed liquid suspended solids was 1.5 g/L. Oxygen was supplied to the reactor and the dissolved oxygen concentration was maintained at 1.3 ± 0.2 mg/L. The pollutant removal performance was investigated, and the average removal efficiencies of total chemical oxygen demand (TCOD),NH4+-N, suspended solids, and turbidity were 76%, 77.15%, 84.17%, and 83.93%, respectively. The DSTR exhibited good performance compared with the traditional activated sludge (AS) reactor. The resistance to impact load of the DSTR was superior to that of the AS reactor during surface load experiments. During the 120 days of operation, no sludge bulking was observed. The DSTR effluent NH4+-N and TCOD levels were a little higher than those for the AS reactor, but the disparity was not major.


---

## Body

## 1. Introduction

The rate of sewage treatment in China’s rural areas is low, and large amounts of untreated sewage are discharged directly into lakes and rivers [1]. Many small communities in rural areas lack domestic wastewater treatment facilities [2]. This untreated sewage reduces the surface water quality. For example, the deterioration of water quality in Lake Taihu in China is caused by pollution from domestic wastewater produced in rural areas [3]. In addition, the discharge of untreated sewage would lead to the rise of the organic or inorganic substances in the aquatic environment [4, 5] and then increases the chemical oxygen demand (COD) of the receiving water. Large amount of organics discharge would induce to a vast reproduction of bacteria and then the river would lose its self-cleaning capacity. And the nutrient in the sewage such as ammonia can lead to the eutrophication of river. The poor water quality is detrimental to human health because sewage contains large amounts of organic and hazardous chemicals [6]. Therefore, the treatment of sewage in rural areas has recently received more attention in China and needs to be urgently addressed.The centralised wastewater treatment plants used in municipal areas are not suitable for use in rural areas because of high construction, maintenance, and management costs [7]. Therefore, decentralised sewage treatment processes with high treatment efficiency, low investment costs, and easy operation and management are in urgent demand for rural domestic sewage treatment [8, 9].Several decentralised sewage treatment processes have been applied to sewage treatment in rural areas. These technologies (and their disadvantages) include anaerobic processes (ineffective ammonia nitrogen removal), constructed wetlands (large site area), oxidation ponds (low treatment efficiency), soil treatment systems (low treatment efficiency), and membrane treatment (high investment and operating costs). These technologies have not been widely applied in rural areas because of their shortcomings. In terms of effluent quality, the aerobic process is better than the aforementioned treatment processes.Among existing aerobic processes, the activated sludge (AS) process is most commonly used for treating domestic wastewater [10, 11] as it provides good and stable effluent quality. Aeration allows organic contaminants to be degraded completely by microorganisms into carbon dioxide and water. However, the AS process requires strict operation and management [12, 13]. The aeration tank can deteriorate, if not maintained by professional technicians. In addition, a secondary settling tank is needed to achieve sludge separation, which increases the site area. Another drawback is the requirement of a recirculation system to keep biomass in the aeration pond; this requirement increases the energy consumption of the system. The complicated structure and difficult management of AS technology have restricted its application for decentralised sewage treatment in rural areas.To solve nonpoint-source pollution problems in China, a treatment process with a simple structure, low operating costs, and easy management that matches the aerobic process in terms of effluent quality needs to be developed. To achieve this, we designed an integrated device named the decentralised sewage treatment reactor (DSTR). The DSTR consists of a sludge separation device and an aeration tank. The sludge separation device has been granted patent rights by the State Intellectual Property Office of the People’s Republic of China (patent number 201120250513.X). By combining sludge separation with an aeration tank, the site area is reduced and a sludge recirculation system is not needed, thereby decreasing the operating costs compared with AS reactors. After start-up, DSTRs rarely need operational or management input. To evaluate the feasibility of DSTRs in terms of engineering application, their performance was studied and compared with that of an AS reactor consisting of an aeration tank and a secondary settling tank. The prospects for applying DSTRs in the decentralised treatment of sewage in rural areas are discussed.


## 2. Materials and Methods

### 2.1. Experimental Apparatus

A set of DSTRs, as illustrated in Figure1, was used in this study. The main reactor compartments were an influent plastic tank (200 L), and an aeration tank (length 1 m, width 0.65 m, height 1 m), and an integrated slurry separating device (inner cylinder diameter 0.14 m, height 0.27 m, external cylinder diameter 0.27 m, height 0.5 m). The slurry separating device was fastened by four support pillars in the centre of aeration tank. The distance between the slurry separation device and the bottom of aeration tank was 0.4 m. The sewage was pumped by a centrifugal pump (LangHe Company, Shanghai, China) into the influent plastic tank. Then a peristaltic pump (Lange Company, Baoding, China) was used to control the flow rate of influent and effluent. Two aeration pumps were used to oxygenate the contents of the reactor, and the air was supplied via several aerators. For comparison, an AS reactor was used; this reactor consisted of an aeration tank (cylinder diameter 0.3 m, height 0.8 m) and a secondary settling tank (7.6 L effective volume).Figure 1
Experimental setup of the decentralised sewage treatment reactor (DSTR): 1, influent plastic tank; 2, peristaltic pump; 3, aeration pump; 4, DSTR reactor; 5, sludge sedimentation device; 6, aerator.


### 2.2. Experimental Setup and Operating Conditions

The seed sludge was collected from Qige wastewater treatment plant (Hangzhou, China) and was incubated and acclimated in sewage before the experiments. The total suspended solids (SS) and volatile suspended solids of the sludge were 8.62 g/L and 4.38 g/L, respectively. The pH was maintained at 6.9–7.9 in the reactor. The sewage had a COD of 179–514 mg/L, an SS level of 40–535 mg/L, a turbidity of 61–370 NTU, andNH4+-N levels of 21–42 mg/L.The experiments were conducted in two phases. During the first phase, the surface loading of the settling zone was increased from 0.1 to 2.5 m3/(m2·h) to investigate the performances of the DSTR and the AS reactor. As an integrated slurry separating device was used as settling tank in DSTR, the surface loading was calculated on the basis of its surface area. During the second phase, the hydraulic retention time was maintained at 10 ± 2 h, and the long-term performances of the two reactors were investigated. The concentration of dissolved oxygen (DO) was maintained at 1.3 ± 0.2 mg/L throughout the experiments.


### 2.3. Analytical Method

NH
4
+
-N, mixed liquor suspended solids (MLSS), mixed liquor volatile suspended solids, and turbidity were measured according to standard methods [14]. COD was measured using a DR2800 spectrophotometer (HACH Company, Loveland, CO, USA). DO was measured by a DO meter (INESA Scientific Instrument Company, Shanghai, China) and pH was measured by a pH meter (Mettler Toledo, Greifensee, Switzerland).


## 2.1. Experimental Apparatus

A set of DSTRs, as illustrated in Figure1, was used in this study. The main reactor compartments were an influent plastic tank (200 L), and an aeration tank (length 1 m, width 0.65 m, height 1 m), and an integrated slurry separating device (inner cylinder diameter 0.14 m, height 0.27 m, external cylinder diameter 0.27 m, height 0.5 m). The slurry separating device was fastened by four support pillars in the centre of aeration tank. The distance between the slurry separation device and the bottom of aeration tank was 0.4 m. The sewage was pumped by a centrifugal pump (LangHe Company, Shanghai, China) into the influent plastic tank. Then a peristaltic pump (Lange Company, Baoding, China) was used to control the flow rate of influent and effluent. Two aeration pumps were used to oxygenate the contents of the reactor, and the air was supplied via several aerators. For comparison, an AS reactor was used; this reactor consisted of an aeration tank (cylinder diameter 0.3 m, height 0.8 m) and a secondary settling tank (7.6 L effective volume).Figure 1
Experimental setup of the decentralised sewage treatment reactor (DSTR): 1, influent plastic tank; 2, peristaltic pump; 3, aeration pump; 4, DSTR reactor; 5, sludge sedimentation device; 6, aerator.


## 2.2. Experimental Setup and Operating Conditions

The seed sludge was collected from Qige wastewater treatment plant (Hangzhou, China) and was incubated and acclimated in sewage before the experiments. The total suspended solids (SS) and volatile suspended solids of the sludge were 8.62 g/L and 4.38 g/L, respectively. The pH was maintained at 6.9–7.9 in the reactor. The sewage had a COD of 179–514 mg/L, an SS level of 40–535 mg/L, a turbidity of 61–370 NTU, andNH4+-N levels of 21–42 mg/L.The experiments were conducted in two phases. During the first phase, the surface loading of the settling zone was increased from 0.1 to 2.5 m3/(m2·h) to investigate the performances of the DSTR and the AS reactor. As an integrated slurry separating device was used as settling tank in DSTR, the surface loading was calculated on the basis of its surface area. During the second phase, the hydraulic retention time was maintained at 10 ± 2 h, and the long-term performances of the two reactors were investigated. The concentration of dissolved oxygen (DO) was maintained at 1.3 ± 0.2 mg/L throughout the experiments.


## 2.3. Analytical Method

NH
4
+
-N, mixed liquor suspended solids (MLSS), mixed liquor volatile suspended solids, and turbidity were measured according to standard methods [14]. COD was measured using a DR2800 spectrophotometer (HACH Company, Loveland, CO, USA). DO was measured by a DO meter (INESA Scientific Instrument Company, Shanghai, China) and pH was measured by a pH meter (Mettler Toledo, Greifensee, Switzerland).


## 3. Results and Discussion

### 3.1. Sludge Settleability

#### 3.1.1. Sludge Settleability at Different Surface Loads

The effect of surface load on the sludge settleability of AS and DSTR reactors is shown in Figure2. For low surface loads, both reactors gave a good performance in terms of sludge settleability; SS in effluent levels lower than 40 mg/L were observed. For surface loads higher than 1.5 m3/(m2·h), AS and DSTR reactors exhibited different properties. SS in effluent levels of the AS reactor increased as the surface load rose, whereas the DSTR maintained good sludge settleability. For surface loads higher than 2 m3/(m2·h), the settling pond of the AS reactor could no longer function effectively and could not achieve the third grade criteria specified in the Discharge Standard of Pollutants for Municipal Wastewater Treatment Plants of China (GB 18918-2002).Figure 2
Effluent SS levels of the two reactor types under different surface loads. Surface load was calculated based on the area of the sludge separation tank.Secondary settling is the final step of the activated sludge-based biological waste water treatment. The main sludge separation mechanism of the AS reactor is natural sedimentation [15]. During the sedimentation process, three zones such as sediment zone, surface zone, and supernatant zone can be observed [16]. The formation of large settleable sludge flocs plays an important role in slurry separation [17]. Some sludge flocs were broken up as a result of hydraulic shock as the surface load rose. Then the area of surface zone might be magnified and resulted in a poor effluent quality in AS reactor. In addition to natural sedimentation, good sludge separation contributes to DSTR performance because of its physical structure. In the present experiments, the form of the effluent was not specified, and this fact might influence the effluent SS concentration. Further study is required in which the optimised effluent form, such as that provided by an overflow weir, is used.


#### 3.1.2. Long-Term Settleability Performance of DSTR

Besides surface loads, the long-term operation performance also is very important for sewage treatment technology in rural areas. The long-term settleability performance of DSTR is shown in Figure3. The average SS concentration and turbidity in effluent were 36 mg/L and 29 NTU, respectively. A minimum SS concentration of 5 mg/L was achieved during the experiment. The DSTR exhibited stable SS removal efficiency. Turbidity is a sensitive index for water treatment processes. In this study there was no sludge discharging, and a portion of sludge appeared to undergo autolysis and this might have affected the effluent turbidity.DSTR: (a) SS removal and (b) turbidity removal.
(a)
(b)Sludge settleability is the crucial factor that influences the effluent SS concentration. Activated sludge flocs are aggregates of suspended solids containing different groups of microorganisms and organic and inorganic particles embedded in a polymeric network of extracellular polymeric substrates [18–21]. Sludge settleability can be expressed in a variety of ways, most commonly as some version of the sludge volume index (SVI). The sludge characteristics during the experimental period are shown in Figure 4. The concentration of AS in the DSTR increased from 1.5 to 3.9 g/L with no sludge discharge. In contrast, SVI was always below 60 mL/g and no sludge bulking phenomena were observed, indicating that the DSTR exhibited good long-term sludge settleability. In general, sludge bulking tends to take place when the sludge load is higher than 1.8 kgCOD/(kg MLSS·d) or between 0.6 and 1.3 kgCOD/(kg MLSS·d) [15]. It can be deduced from Figure 4 that the average COD sludge load was 0.36 kgCOD/(kg MLSS·d), which is a low value. Then a good settleability performance of sludge in DSTR was achieved. After 125 days of operation, the concentration of sludge in DSTR increased significantly. The sludge yield rate of 19.75 g MLSS/(m3·d) was deduced in this study. To keep the sludge concentration between 2 and 3.5 g/L, excess sludge needed to be pumped out every 75 days. This periodic sludge discharge strategy is feasible for management in rural areas.Figure 4
Sludge concentration, SVI, and COD sludge load in the DSTR.


### 3.2.NH4+-N Removal

Rural domestic sewage fluctuates in quality and quantity, and so a steady effluent quality is needed to evaluate the performance of treatment facilities. The effect of the DSTR onNH4+-N removal is shown in Figure 5(a). The NH4+-N concentration of effluent from the DSTR was slightly higher than that of the AS reactor, although the difference was not great: the average NH4+-N concentration of DSTR effluent was 5.56 mg/L, compared with 4.14 mg/L for AS. It was deduced that a good nitrification process was taking place in the DSTR.TCOD andNH4+-N removal in DSTR and AS reactors. (a) NH4+-N removal; (b) NH4+-N volume removal efficiency; (c) TCOD removal; (d) TCOD volume removal efficiency.
(a)
(b)
(c)
(d)Figure5(b) shows that the NH4+-N volume removal efficiencies of the two reactor types varied significantly during the experiment. This probably resulted from unstable influent quality because of the absence of a regulating tank. An appropriately sized regulating tank could be included to improve the treatment effectiveness with respect to NH4+-N. The volume removal efficiency of the AS reactor was superior to that of the DSTR because the effective volume was different; however, the effluent NH4+-N concentrations were similar.


### 3.3. Organic Matter Removal

Despite variation of the influent quality, Figure5(c) shows that the effluent total chemical oxygen demand (TCOD) was less than 100 mg/L after DSTR treatment. The average TCOD removal efficiency was about 76% for the DSTR, which nearly matches the organic matter removal in the AS reactor. The composition of sewage was complex. Heterotrophic organisms played a major role in TCOD removal. Most organic matter is dissimilated by heterotrophic bacteria in AS systems. After some time, a thin biofilm layer formed as sewage flowed through the surface of the reactor; this biofilm also contributed to TCOD removal. Dignac et al. [22] found that although the organic matter concentration decreased during biological treatment, residual substrates still existed in the effluent after the biological process. These organic matters in the treated water could originate either from products released by bacteria or from nondegraded products. After AS system and DSTR treatment, refractory compounds exist and the TCOD in effluent was measured. Figure 5(d) shows that the TCOD volume removal efficiencies using DSTR and AS were similar.


## 3.1. Sludge Settleability

### 3.1.1. Sludge Settleability at Different Surface Loads

The effect of surface load on the sludge settleability of AS and DSTR reactors is shown in Figure2. For low surface loads, both reactors gave a good performance in terms of sludge settleability; SS in effluent levels lower than 40 mg/L were observed. For surface loads higher than 1.5 m3/(m2·h), AS and DSTR reactors exhibited different properties. SS in effluent levels of the AS reactor increased as the surface load rose, whereas the DSTR maintained good sludge settleability. For surface loads higher than 2 m3/(m2·h), the settling pond of the AS reactor could no longer function effectively and could not achieve the third grade criteria specified in the Discharge Standard of Pollutants for Municipal Wastewater Treatment Plants of China (GB 18918-2002).Figure 2
Effluent SS levels of the two reactor types under different surface loads. Surface load was calculated based on the area of the sludge separation tank.Secondary settling is the final step of the activated sludge-based biological waste water treatment. The main sludge separation mechanism of the AS reactor is natural sedimentation [15]. During the sedimentation process, three zones such as sediment zone, surface zone, and supernatant zone can be observed [16]. The formation of large settleable sludge flocs plays an important role in slurry separation [17]. Some sludge flocs were broken up as a result of hydraulic shock as the surface load rose. Then the area of surface zone might be magnified and resulted in a poor effluent quality in AS reactor. In addition to natural sedimentation, good sludge separation contributes to DSTR performance because of its physical structure. In the present experiments, the form of the effluent was not specified, and this fact might influence the effluent SS concentration. Further study is required in which the optimised effluent form, such as that provided by an overflow weir, is used.


### 3.1.2. Long-Term Settleability Performance of DSTR

Besides surface loads, the long-term operation performance also is very important for sewage treatment technology in rural areas. The long-term settleability performance of DSTR is shown in Figure3. The average SS concentration and turbidity in effluent were 36 mg/L and 29 NTU, respectively. A minimum SS concentration of 5 mg/L was achieved during the experiment. The DSTR exhibited stable SS removal efficiency. Turbidity is a sensitive index for water treatment processes. In this study there was no sludge discharging, and a portion of sludge appeared to undergo autolysis and this might have affected the effluent turbidity.DSTR: (a) SS removal and (b) turbidity removal.
(a)
(b)Sludge settleability is the crucial factor that influences the effluent SS concentration. Activated sludge flocs are aggregates of suspended solids containing different groups of microorganisms and organic and inorganic particles embedded in a polymeric network of extracellular polymeric substrates [18–21]. Sludge settleability can be expressed in a variety of ways, most commonly as some version of the sludge volume index (SVI). The sludge characteristics during the experimental period are shown in Figure 4. The concentration of AS in the DSTR increased from 1.5 to 3.9 g/L with no sludge discharge. In contrast, SVI was always below 60 mL/g and no sludge bulking phenomena were observed, indicating that the DSTR exhibited good long-term sludge settleability. In general, sludge bulking tends to take place when the sludge load is higher than 1.8 kgCOD/(kg MLSS·d) or between 0.6 and 1.3 kgCOD/(kg MLSS·d) [15]. It can be deduced from Figure 4 that the average COD sludge load was 0.36 kgCOD/(kg MLSS·d), which is a low value. Then a good settleability performance of sludge in DSTR was achieved. After 125 days of operation, the concentration of sludge in DSTR increased significantly. The sludge yield rate of 19.75 g MLSS/(m3·d) was deduced in this study. To keep the sludge concentration between 2 and 3.5 g/L, excess sludge needed to be pumped out every 75 days. This periodic sludge discharge strategy is feasible for management in rural areas.Figure 4
Sludge concentration, SVI, and COD sludge load in the DSTR.


## 3.1.1. Sludge Settleability at Different Surface Loads

The effect of surface load on the sludge settleability of AS and DSTR reactors is shown in Figure2. For low surface loads, both reactors gave a good performance in terms of sludge settleability; SS in effluent levels lower than 40 mg/L were observed. For surface loads higher than 1.5 m3/(m2·h), AS and DSTR reactors exhibited different properties. SS in effluent levels of the AS reactor increased as the surface load rose, whereas the DSTR maintained good sludge settleability. For surface loads higher than 2 m3/(m2·h), the settling pond of the AS reactor could no longer function effectively and could not achieve the third grade criteria specified in the Discharge Standard of Pollutants for Municipal Wastewater Treatment Plants of China (GB 18918-2002).Figure 2
Effluent SS levels of the two reactor types under different surface loads. Surface load was calculated based on the area of the sludge separation tank.Secondary settling is the final step of the activated sludge-based biological waste water treatment. The main sludge separation mechanism of the AS reactor is natural sedimentation [15]. During the sedimentation process, three zones such as sediment zone, surface zone, and supernatant zone can be observed [16]. The formation of large settleable sludge flocs plays an important role in slurry separation [17]. Some sludge flocs were broken up as a result of hydraulic shock as the surface load rose. Then the area of surface zone might be magnified and resulted in a poor effluent quality in AS reactor. In addition to natural sedimentation, good sludge separation contributes to DSTR performance because of its physical structure. In the present experiments, the form of the effluent was not specified, and this fact might influence the effluent SS concentration. Further study is required in which the optimised effluent form, such as that provided by an overflow weir, is used.


## 3.1.2. Long-Term Settleability Performance of DSTR

Besides surface loads, the long-term operation performance also is very important for sewage treatment technology in rural areas. The long-term settleability performance of DSTR is shown in Figure3. The average SS concentration and turbidity in effluent were 36 mg/L and 29 NTU, respectively. A minimum SS concentration of 5 mg/L was achieved during the experiment. The DSTR exhibited stable SS removal efficiency. Turbidity is a sensitive index for water treatment processes. In this study there was no sludge discharging, and a portion of sludge appeared to undergo autolysis and this might have affected the effluent turbidity.DSTR: (a) SS removal and (b) turbidity removal.
(a)
(b)Sludge settleability is the crucial factor that influences the effluent SS concentration. Activated sludge flocs are aggregates of suspended solids containing different groups of microorganisms and organic and inorganic particles embedded in a polymeric network of extracellular polymeric substrates [18–21]. Sludge settleability can be expressed in a variety of ways, most commonly as some version of the sludge volume index (SVI). The sludge characteristics during the experimental period are shown in Figure 4. The concentration of AS in the DSTR increased from 1.5 to 3.9 g/L with no sludge discharge. In contrast, SVI was always below 60 mL/g and no sludge bulking phenomena were observed, indicating that the DSTR exhibited good long-term sludge settleability. In general, sludge bulking tends to take place when the sludge load is higher than 1.8 kgCOD/(kg MLSS·d) or between 0.6 and 1.3 kgCOD/(kg MLSS·d) [15]. It can be deduced from Figure 4 that the average COD sludge load was 0.36 kgCOD/(kg MLSS·d), which is a low value. Then a good settleability performance of sludge in DSTR was achieved. After 125 days of operation, the concentration of sludge in DSTR increased significantly. The sludge yield rate of 19.75 g MLSS/(m3·d) was deduced in this study. To keep the sludge concentration between 2 and 3.5 g/L, excess sludge needed to be pumped out every 75 days. This periodic sludge discharge strategy is feasible for management in rural areas.Figure 4
Sludge concentration, SVI, and COD sludge load in the DSTR.


## 3.2.NH4+-N Removal

Rural domestic sewage fluctuates in quality and quantity, and so a steady effluent quality is needed to evaluate the performance of treatment facilities. The effect of the DSTR onNH4+-N removal is shown in Figure 5(a). The NH4+-N concentration of effluent from the DSTR was slightly higher than that of the AS reactor, although the difference was not great: the average NH4+-N concentration of DSTR effluent was 5.56 mg/L, compared with 4.14 mg/L for AS. It was deduced that a good nitrification process was taking place in the DSTR.TCOD andNH4+-N removal in DSTR and AS reactors. (a) NH4+-N removal; (b) NH4+-N volume removal efficiency; (c) TCOD removal; (d) TCOD volume removal efficiency.
(a)
(b)
(c)
(d)Figure5(b) shows that the NH4+-N volume removal efficiencies of the two reactor types varied significantly during the experiment. This probably resulted from unstable influent quality because of the absence of a regulating tank. An appropriately sized regulating tank could be included to improve the treatment effectiveness with respect to NH4+-N. The volume removal efficiency of the AS reactor was superior to that of the DSTR because the effective volume was different; however, the effluent NH4+-N concentrations were similar.


## 3.3. Organic Matter Removal

Despite variation of the influent quality, Figure5(c) shows that the effluent total chemical oxygen demand (TCOD) was less than 100 mg/L after DSTR treatment. The average TCOD removal efficiency was about 76% for the DSTR, which nearly matches the organic matter removal in the AS reactor. The composition of sewage was complex. Heterotrophic organisms played a major role in TCOD removal. Most organic matter is dissimilated by heterotrophic bacteria in AS systems. After some time, a thin biofilm layer formed as sewage flowed through the surface of the reactor; this biofilm also contributed to TCOD removal. Dignac et al. [22] found that although the organic matter concentration decreased during biological treatment, residual substrates still existed in the effluent after the biological process. These organic matters in the treated water could originate either from products released by bacteria or from nondegraded products. After AS system and DSTR treatment, refractory compounds exist and the TCOD in effluent was measured. Figure 5(d) shows that the TCOD volume removal efficiencies using DSTR and AS were similar.


## 4. Conclusion

After 120 days of continuous running, the DSTR performed well in terms of sludge settleability and contaminant removal. The resistance to impact load of the DSTR was superior to that of the AS reactor. During long-term operation, no sludge bulking phenomena were observed; this fact indirectly signifies good sludge settleability. Although effluent SS levels were steady throughout the experiment, an effluent optimisation stage such as an overflow weir could be added to achieve improved SS removal. The average effluentNH4+-N and TCOD concentrations of the DSTR were 5.56 mg/L and 68 mg/L, respectively, despite variation of influent quality. Our findings suggest that the DSTR is suitable for treating domestic sewage in rural areas.



---

*Source: 437147-2013-08-28.xml*