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International J ournal of Engineering Research in Mechanical and Civil Engineering (IJ ERMCE) NZET7TR2V OD Veet nr m™ AAR: WHNI1O From table 3.8, it is clear that OPG process is better than activated sludge process for MWW treatment. OPG obtain better COD and nutrients removal without external aeration as compared to activated sludge process. Fig 3.9 shows the bar diagram for efficiency of ASP and OPG process in treating sewage.

Table 3 International J ournal of Engineering Research in Mechanical and Civil Engineering (IJ ERMCE) NZET7TR2V OD Veet nr m™ AAR: WHNI1O From table 3.8, it is clear that OPG process is better than activated sludge process for MWW treatment. OPG obtain better COD and nutrients removal without external aeration as compared to activated sludge process. Fig 3.9 shows the bar diagram for efficiency of ASP and OPG process in treating sewage.

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Sequencing Batch Reactor made of acrylic material has been used in the present study. The reactor was 100 cm in length, 16 cm width and 15 cm height. Total length of the reactor was divided into six compartments each having 15.3 cm length, 15cm height and 16cm width with a working volume of 3litres. The reactors consist of stirrers in order to prevent the settling of the granules. It was installed in ambient room temperature without any temperature regulator facility. The reactors were filled with 1L sewage. The reactors were seeded with pre- cultured mature OPGs having varying dosages of 6, 8, 10, 12 and 14g/L and operated 1 hour cycles per day. Each cycle consist of 5minutes influent feeding, 40 minutes mixing, 10 minutes settling and 5 minutes for decanting. After each cycle supernatant was collected and chemical analysis was performed. Figure 2.1 shows the sequencing batch reactor set up used in this study.
Sequencing Batch Reactor made of acrylic material has been used in the present study. The reactor was 100 cm in length, 16 cm width and 15 cm height. Total length of the reactor was divided into six compartments each having 15.3 cm length, 15cm height and 16cm width with a working volume of 3litres. The reactors consist of stirrers in order to prevent the settling of the granules. It was installed in ambient room temperature without any temperature regulator facility. The reactors were filled with 1L sewage. The reactors were seeded with pre- cultured mature OPGs having varying dosages of 6, 8, 10, 12 and 14g/L and operated 1 hour cycles per day. Each cycle consist of 5minutes influent feeding, 40 minutes mixing, 10 minutes settling and 5 minutes for decanting. After each cycle supernatant was collected and chemical analysis was performed. Figure 2.1 shows the sequencing batch reactor set up used in this study.
Table 3.1 Initial characteristics of MWW PRESS SR FESPA EMSRS OAR T EMER HTS SEMEL TN TEE OS RET AE TS REAR RRR eA ESN IR ATR See Ta ncweoe aa SEMAN Aeaweesnenya nso Ata ener The initial characteristics of municipal wastewater were carried out. Table 3.1 shows the initial characteristics of Municipal Wastewater (sewage) collected from the Sewage T Treatment Plant, Muttathara, Trivandrum.
Table 3.1 Initial characteristics of MWW PRESS SR FESPA EMSRS OAR T EMER HTS SEMEL TN TEE OS RET AE TS REAR RRR eA ESN IR ATR See Ta ncweoe aa SEMAN Aeaweesnenya nso Ata ener The initial characteristics of municipal wastewater were carried out. Table 3.1 shows the initial characteristics of Municipal Wastewater (sewage) collected from the Sewage T Treatment Plant, Muttathara, Trivandrum.
Foti i SR t ae eee i avytveuivis It was found that under a batch static condition with light, typical activated sludge mixed liquor changes to a dense spherical aggregate of algae- sludge biomass. Unlike the flocs or aggregates in activated sludge, seed OPGs formed were dense, pellet like aggregates with a diameter of 5- 12mm.OPGs generation in the reactor was consistent and gradual process which was checked out through many stages of developing and maturation that was identified by the change in the shape, structure and sphericity of OPG besides the increase in OPG numbers, diameters and TSS concentration. Using microscopic analysis we found that granules were composed of thick layer of filamentous microalgae, and inner part composed of aggregates of green algae and heterotrophic sludge bacteria. Figure 3.1 shows the progress of photogranulation process.
Foti i SR t ae eee i avytveuivis It was found that under a batch static condition with light, typical activated sludge mixed liquor changes to a dense spherical aggregate of algae- sludge biomass. Unlike the flocs or aggregates in activated sludge, seed OPGs formed were dense, pellet like aggregates with a diameter of 5- 12mm.OPGs generation in the reactor was consistent and gradual process which was checked out through many stages of developing and maturation that was identified by the change in the shape, structure and sphericity of OPG besides the increase in OPG numbers, diameters and TSS concentration. Using microscopic analysis we found that granules were composed of thick layer of filamentous microalgae, and inner part composed of aggregates of green algae and heterotrophic sludge bacteria. Figure 3.1 shows the progress of photogranulation process.
EVE AOE £ ULIVIIEEUU The SBR seeded with the mature OPGs were operated without external aeration, which is currently the most energy intensive part of the wastewater treatment. It shows high efficiency in the removal of COD and nutrients. OPGs achieve COD removal efficiency higher than 90% and average effluent COD was maintained below 10mg/L, meeting regulatory permits. The nitrogen and phosphate data also showed that OPGs system achieved better efficiency in removal of nitrate and phosphate. Nitrate removal efficiency obtained was 96% and phosphate removal efficiency was above 95%. The value of effluent nitrate and phosphate were almost equal to zero. Figure 3.3 shows the removal efficiency of COD using OPG reactor treating real municipal wastewater.
EVE AOE £ ULIVIIEEUU The SBR seeded with the mature OPGs were operated without external aeration, which is currently the most energy intensive part of the wastewater treatment. It shows high efficiency in the removal of COD and nutrients. OPGs achieve COD removal efficiency higher than 90% and average effluent COD was maintained below 10mg/L, meeting regulatory permits. The nitrogen and phosphate data also showed that OPGs system achieved better efficiency in removal of nitrate and phosphate. Nitrate removal efficiency obtained was 96% and phosphate removal efficiency was above 95%. The value of effluent nitrate and phosphate were almost equal to zero. Figure 3.3 shows the removal efficiency of COD using OPG reactor treating real municipal wastewater.
Fig 3.2 SEM images of oxygenic photogranules. scale bars for panels are A) 2pm B, C) 10 pm D) 20 p International J ournal of Engineering Research in Mechanical and Civil Engineering (IJ ERMCE) KTVU TJekk KH Om OAT... WRIA
Fig 3.2 SEM images of oxygenic photogranules. scale bars for panels are A) 2pm B, C) 10 pm D) 20 p International J ournal of Engineering Research in Mechanical and Civil Engineering (IJ ERMCE) KTVU TJekk KH Om OAT... WRIA
Table 3.4 Dosage of OPGs for treating sewage
Table 3.4 Dosage of OPGs for treating sewage
Fig 3.8 Effect of dosage in the removal of Nitrate & Phosphate during sewage treatment
Fig 3.8 Effect of dosage in the removal of Nitrate & Phosphate during sewage treatment
International J ournal of Engineering Research in Mechanical and Civil Engineering (IJ ERMCE) TCT LUT FV.... ™®@ nariw.rnan
International J ournal of Engineering Research in Mechanical and Civil Engineering (IJ ERMCE) TCT LUT FV.... ™®@ nariw.rnan
2 greatest decrease was seen at the dose of 10g/L of | wastewater which reduced the COD from 536 mg/L 8 mg/L. This value meeting the regulatory permit. At ; dosage the efficiency of the OPGs in removing TSS 1 nutrients were also high, reducing TSS from 340 to mg/L and nitrate from 7.23 to 0.21 mg/L and )sphate from 13.47 to 0.11 mg/L respectively. Fig 3.7 3.8 shows the Dosage of OPGs in treating sewage.
2 greatest decrease was seen at the dose of 10g/L of | wastewater which reduced the COD from 536 mg/L 8 mg/L. This value meeting the regulatory permit. At ; dosage the efficiency of the OPGs in removing TSS 1 nutrients were also high, reducing TSS from 340 to mg/L and nitrate from 7.23 to 0.21 mg/L and )sphate from 13.47 to 0.11 mg/L respectively. Fig 3.7 3.8 shows the Dosage of OPGs in treating sewage.
From the table 3.5, it is clear that oxygenic photogranule process is better than activated sludge process for treating municipal wastewater especially for the removal of chemical oxygen demand and nutrients such as nitrate and phosphate. Sludge produced after treatment can be used for generating bioenergy feed stock eg. biodiesel, fertilizer, bioethanol, and biomass that can be burned to produce heat and electricity. Activated sludge process require external aeration for treating sewage, hence it consume large amount of energy in the form of electricity. But OPG treats sewage effectively without external aeration. Therefore, OPG process is a cost effective method for treatment of sewage. Table 3.6 shows the efficiency of ASP and OPG process in treating sewage.
From the table 3.5, it is clear that oxygenic photogranule process is better than activated sludge process for treating municipal wastewater especially for the removal of chemical oxygen demand and nutrients such as nitrate and phosphate. Sludge produced after treatment can be used for generating bioenergy feed stock eg. biodiesel, fertilizer, bioethanol, and biomass that can be burned to produce heat and electricity. Activated sludge process require external aeration for treating sewage, hence it consume large amount of energy in the form of electricity. But OPG treats sewage effectively without external aeration. Therefore, OPG process is a cost effective method for treatment of sewage. Table 3.6 shows the efficiency of ASP and OPG process in treating sewage.
Table 3.5 shows the results obtained after treating real municipal wastewater using OPGs without aeration and Activated sludge process with extemal aeration. 3.10 Comparative Assessment- Activated Sludge Process & Oxygenic Photogranules
Table 3.5 shows the results obtained after treating real municipal wastewater using OPGs without aeration and Activated sludge process with extemal aeration. 3.10 Comparative Assessment- Activated Sludge Process & Oxygenic Photogranules
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