Waste stabilisation ponds upgrading at Blenheim and Seddon, New Zealand - case studies

2003 ◽  
Vol 48 (2) ◽  
pp. 17-23
Author(s):  
H.E. Archer ◽  
S.A. Donaldson
Keyword(s):  
Wastewater Treatment ◽  
New Zealand ◽  
Lower Cost ◽  
Small Communities ◽  
Large Cities ◽  
Effluent Quality ◽  
Waste Stabilisation Ponds ◽  
Bank Protection ◽  
In Series ◽  
Final Effluent

Waste stabilisation ponds (WSP) have been a popular form of wastewater treatment in New Zealand both for large cities and small communities. Most WSP were constructed from 1960 to 1985 and were single ponds or a primary and secondary pond in series of similar size. Since 1995, improvements comprising primary and maturation ponds, with four to six cells in series have been constructed or retrofitted to original two cell ponds. The Seddon and Blenheim ponds include in-bank rock filters between maturation cells as a lower cost way of providing this feature for reduction of solids. Operating results show reduced variability in final effluent quality for BOD and SS. In addition, very good reductions of faecal coliform and enterococci have been achieved along with good reductions of ammonia and total nitrogen for most of the year except the middle of winter. Extensive use of rock as rip-rap bank protection and in the rock filters, appears to have provided sufficient extra surface area for a nitrifying biofilm to develop.

Improving nitrogen reduction in waste stabilisation ponds

2005 ◽  
Vol 51 (12) ◽  
pp. 133-138 ◽  
Author(s):  
H.E. Archer ◽  
B.M. O'Brien
Keyword(s):  
New Zealand ◽  
Surface Area ◽  
Total Nitrogen ◽  
Design Guidelines ◽  
Sand Filters ◽  
Effluent Quality ◽  
Waste Stabilisation Ponds ◽  
Trickling Filters ◽  
Bank Protection ◽  
In Series

This paper reviews the performance of two waste stablisation ponds (WSP) systems in the South Island of New Zealand that have been upgraded to multiple ponds-in-series to improve effluent quality. Results of monitoring are provided which show that it is possible to achieve relatively low ammonia (approximately 1 g/m3) and total nitrogen (approximately 10 g/m3) effluent concentrations through the use of nitrification filter beds (rock trickling filters) and sand filters. Evidence suggests that the nitrification and denitrification processes in the extra biofilm surface area provided by the rock filters or rock bank protection is primarily responsible for the improved effluent quality. The paper also compares the WSP results with effluent quality predicted by published formulae. It is concluded that these formulae do not reliably predict the performance of WSP systems and the development of universally applicable design guidelines would be useful.

Waste stabilisation pond developments in New Zealand

2003 ◽  
Vol 48 (2) ◽  
pp. 9-15 ◽  
Author(s):  
H.E. Archer ◽  
D.D. Mara
Keyword(s):  
New Zealand ◽  
Meteorological Data ◽  
Residential Areas ◽  
Statistical Probability ◽  
Small Communities ◽  
Large Cities ◽  
Waste Stabilisation Ponds ◽  
Pond System ◽  
In Series ◽  
Odour Emissions

Waste stabilisation ponds have been a popular form of wastewater treatment in New Zealand both for large cities and small communities. Over 100 systems have been constructed ranging in size from over 500 ha to less than 0.1 ha. The largest pond system in New Zealand was at Manukau, Auckland and consisted of four ponds with a total of 530 ha. However, ongoing odour and midge releases and an algae parasite problem plus a requirement to reduce ammonia and total nitrogen in summer, led to the decision to decommission the ponds and allow the area to revert to tidal mudflats. The second largest pond system is at Christchurch and totals 226 ha. In contrast to Manukau, the Christchurch ponds have not caused significant odours and final effluent quality has been good. Christchurch has two parallel trains each with three ponds in series. It is proposed to retain and develop the ponds into a seven cells in series arrangement to reduce short-circuiting. Odour emissions from the Manukau and Christchurch ponds have been measured by the use of olfactometry. Dispersion of odours has been modelled and the extent of “odour travel” determined on a statistical probability basis using actual meteorological data. It can be demonstrated that residential areas can co-exist with ponds, which are not overloaded, with separation distances of 200 metres.

Nitrogen removal by recycle water nitritation as an attractive alternative for retrofit technologies in municipal wastewater treatment plants

2004 ◽  
Vol 49 (5-6) ◽  
pp. 39-46 ◽  
Author(s):  
K.-I. Gil ◽  
E. Choi
Keyword(s):  
Wastewater Treatment ◽  
Nitrogen Removal ◽  
Municipal Wastewater ◽  
Wastewater Treatment Plants ◽  
Biological Nutrient Removal ◽  
Recycle Water ◽  
Municipal Wastewater Treatment ◽  
Effluent Quality ◽  
Municipal Wastewater Treatment Plants ◽  
Final Effluent

The recycle water from sludge processing in municipal wastewater treatment plants causes many serious problems in the efficiency and stability of the mainstream process. Thus, the design approach for recycle water is an important part of any biological nutrient removal system design when a retrofit technology is required for upgrading an existing plant. Moreover, the application of nitrogen removal from recycle water using the nitritation process has recently increased due to economic reasons associated with an effective carbon allocation as well as the minimization of aeration costs. However, for the actual application of recycle water nitritation, it has not been fully examined whether or not additional volume would be required in an existing plant. In this paper, the addition of recycle water nitritation to an existing plant was evaluated based on a volume analysis and estimation of final effluent quality. It was expected that using the reserve volume of the aeration tank in existing plants, recycle water nitritation could be applied to a plant without any enlargement. With the addition of recycle water nitritation, it was estimated that the final effluent quality would be improved and stabilized, especially in the winter season.

Lacks and needs of R&D on wastewater treatment in small populations

2011 ◽  
Vol 6 (2) ◽  
Author(s):  
C. A. Aragón ◽  
J. J. Salas ◽  
E. Ortega ◽  
Y. Ferrer
Keyword(s):  
Wastewater Treatment ◽  
Sewage Treatment ◽  
Small Towns ◽  
Small Populations ◽  
Research Groups ◽  
National Plan ◽  
Small Communities ◽  
Large Cities ◽  
Wide Range ◽  
New Treatment

Wastewater treatment in small communities, with less of 2,000 population equivalent, is one of the priorities of the new Spanish National Plan for Water Quality: Sanitation and Purification (2007-2015). Due to the peculiarities of the small agglomerations, the treatment solutions used in medium and large cities usually do not give satisfactory results if they are implanted directly into those communities. It is therefore necessary to adapt these technologies to the small towns or to search for new treatment solutions. In this regard, R&D activities play a key role. In fact, many research groups address their activities to the study of sanitation and treatment of small populations. In relation to the technologies studied there is a wide range that includes both extensive and intensive technologies. In the case of Spain, as in other countries, constructed wetlands seem to be the most studied technology in the recent years to sewage treatment in small settlements. However, there are still areas of study to be promoted in order to solve the current problems of sanitation and wastewater treatment in small settlements.

Extension of two large wastewater treatment plants in Stockholm using membrane technology

2016 ◽  
Vol 11 (4) ◽  
pp. 744-753 ◽  
Author(s):  
S. Andersson ◽  
P. Ek ◽  
M. Berg ◽  
J. Grundestam ◽  
E. Lindblom
Keyword(s):  
Wastewater Treatment ◽  
Municipal Wastewater ◽  
Wastewater Treatment Plants ◽  
Action Plan ◽  
Municipal Wastewater Treatment ◽  
Large Cities ◽  
Effluent Quality ◽  
Municipal Wastewater Treatment Plants ◽  
The Baltic ◽  
The Eu

Like many other large cities, Stockholm is facing increased urbanization with densification of infrastructure as a result. At the same time, implementation of the Baltic Sea Action Plan and the EU Water Framework Directive is expected to result in more stringent effluent quality demands. The current situation gives rise to new challenges for the municipal wastewater treatment plants (WWTPs). This paper describes how two of Sweden's largest municipal water organizations; Stockholm Vatten and Syvab, will face these challenges using ultrafiltration (UF) membrane bioreactor (MBR) technology. The effluent requirements for the rehabilitated plants are expected to be tightened to 6 mg/l and 0.2 mg/l for total nitrogen (TN) and total phosphorus (TP), respectively.

Dairy farm wastewater treatment by an advanced pond system

2003 ◽  
Vol 48 (2) ◽  
pp. 291-297 ◽  
Author(s):  
R.J. Craggs ◽  
C.C. Tanner ◽  
J.P.S. Sukias ◽  
R.J. Davies-Colley
Keyword(s):  
New Zealand ◽  
Dairy Farm ◽  
High Rate ◽  
Great Promise ◽  
E Coli ◽  
Effluent Quality ◽  
Waste Stabilisation Ponds ◽  
Faecal Bacteria ◽  
Period Performance ◽  
Farm Wastewater

Waste stabilisation ponds (WSPs) have been used for the treatment of dairy farm wastewater in New Zealand since the 1970s. The conventional two pond WSP systems provide efficient removal of wastewater BOD5 and total suspended solids, but effluent concentrations of other pollutants including nutrients and faecal bacteria are now considered unsuitable for discharge to waterways. Advanced Pond Systems (APS) provide a potential solution. A pilot dairy farm APS consisting of an Anaerobic pond (the first pond of the conventional WSP system) followed by three ponds: a High Rate Pond (HRP), an Algae Settling Pond (ASP) and a Maturation Pond (which all replace the conventional WSP system facultative pond) was evaluated over a two year period. Performance was compared to that of the existing conventional dairy farm WSP system. APS system effluent quality was considerably higher than that of the conventional WSP system with respective median effluent concentrations of BOD5: 34 and 108 g m-3, TSS: 64 and 220 g m-3, NH4-N: 8 and 29 g m-3, DRP: 13 and 17 g m-3, and E. coli: 146 and 16195 MPN/100 ml. APS systems show great promise for upgrading conventional dairy farm WSPs in New Zealand.

The Role of Protozoa in High Rate Wastewater Treatment Systems

1980 ◽  
Vol 15 (2) ◽  
pp. 187-201
Author(s):  
R. Booth ◽  
J.G. Henry ◽  
D. Prasad
Keyword(s):  
Wastewater Treatment ◽  
Hydraulic Retention Time ◽  
Mixed Population ◽  
High Rate ◽  
Ciliated Protozoa ◽  
Effluent Quality ◽  
The Poor ◽  
In Series ◽  
Wastewater Treatment Systems ◽  
Sludge Settleability

Abstract Three continuous, laboratory scale, high rate biological wastewater treatment systems operating in a similar mode were evaluated. The feed was a synthetic sewage with a COD and BOD of approximately 300 mg/l and 200 mg/l, respectively. The total hydraulic retention time in each system was 2-1/4 hours - 40 minutes aeration, 95 minutes sedimentation. The applied food to microorganism ratios (F/M) were equal to or greater than one. Systems I and II employed a single aerobic reactor whereas System III employed two aerobic reactors in series each with a hydraulic retention time of 20 minutes. Sludge was returned to the second reactor only, thus establishing dispersed growth in the first reactor and a mixed microbial population in the second. System I was strictly a bacterial system isolated from atmospheric contamination. System II employed a mixed population of ciliated protozoa and bacteria. Tests performed included soluble COD reduction, effluent, mixed liquor and return sludge suspended solids, SVI, pH, polysacharides, bacteria count, and protozoan count. Comparison of System I (bacterial) and System II (mixed population) revealed an improvement in effluent quality (SS, Total COD) as a result of the presence of ciliated protozoa. The higher effluent SS in System I was a result of the poor settleability of dispersed growth. Based on the knowledge of the effects of protozoa on dispersed growth, System III (bacterial reactor and mixed population reactor in series) was established to determine if such a series arrangement would further improve treatment efficiency. Several different two stage reactor system configurations were investigated including sedimentation after the first reactor with the effluent passing to the second reactor. Such an arrangement proved impractical due to the poor settleability of the dispersed growth associated with a predominantly bacterial system. System III resulted in a vast improvement in sludge settleability while maintaining an effluent quality equal to that of System II. This improvement in sludge settleability indicates improved system stability and reduced handling costs.

Performance of a constructed wetland for treating farm-yard dirty water

2011 ◽  
Vol 64 (1) ◽  
pp. 22-28 ◽  
Author(s):  
E. G. A. Forbes ◽  
R. H. Foy ◽  
M. V. Mulholland ◽  
J. L. Brettell
Keyword(s):  
Constructed Wetlands ◽  
Residence Time ◽  
Oxygen Demand ◽  
Dairy Farms ◽  
Water Residence Time ◽  
Emergent Macrophytes ◽  
Effluent Quality ◽  
Dirty Water ◽  
In Series ◽  
Final Effluent

Constructed wetlands (CWs) have been used to treat agricultural effluents with varying success especially with respect to their operational efficiency in winter and ability to retain phosphorus. Dirty water (DW) from dairy farms is a mixture of manure contaminated runoff and milk parlour washings with a highly polluting biochemical oxygen demand (BOD) ≤3,000 mg/L. The initial performance a CW of a 1.2 ha horizontal flow CW consisting of five ponds in series designed to treat DW from a dairy unit was assessed over four years. Ponds were earth-lined and shallow (0.3 m) with a water residence time of 100 days and planted with five species of emergent macrophytes. In comparison to CW inflow, annual reductions were as follows: BOD 99%, P 95% and N 92.8%. Coliforms were reduced by a 10−5 factor to natural levels. From May to October there was little CW discharge due to evaporative losses. Final effluent quality was poorest in February but remained within a regulatory effluent standard for BOD of 40 mg/L. If the CW had only four ponds (25% less surface area) effluent would have failed the BOD standard in three years.

Aerated Stabilization Basin Floc Size Treatment Application

1996 ◽  
Vol 31 (4) ◽  
pp. 787-800 ◽  
Author(s):  
Merv Palmer ◽  
Luc Burelle
Keyword(s):  
Wastewater Treatment ◽  
Paper Mill ◽  
Tracer Studies ◽  
Floc Size ◽  
Effluent Quality ◽  
Treated Effluent ◽  
Characterization Studies ◽  
Toxicity Identification ◽  
Final Effluent ◽  
Treatment Application

Abstract A periodic toxicity non-compliance in the treated final effluent from a recycling paper mill was remediated after extensive investigations. The wastewater treatment system for the mill consisted of a primary clarifier and a cylindrical aerated stabilization basin (ASB) with a retention time of over 70 hours for normal operations. The investigations included toxicity identification evaluations, tracer studies and floc characterization studies. This paper discusses these investigations, in particular the floc characterization, which was found to be an important factor for reducing the number of occurrences of toxicity non compliance. Introducing nutrient control and reducing the short circuiting in the ASB did improve the final treated effluent quality, but these actions plus some floc control were required before the effluent toxicity non-compliance was eliminated.

Constructed Wetlands for Wastewater Treatment: The New Zealand Experience

1991 ◽  
Vol 24 (5) ◽  
pp. 247-253 ◽  
Author(s):  
R. Bhamidimarri ◽  
A. Shilton ◽  
I. Armstrong ◽  
P. Jacobson ◽  
D. Scarlet
Keyword(s):  
Wastewater Treatment ◽  
New Zealand ◽  
Constructed Wetlands ◽  
Reaction Rates ◽  
Surface Flow ◽  
Septic Tank ◽  
Small Scale ◽  
Pathogen Removal ◽  
Small Communities ◽  
Ecological Mechanisms

The use of constructed wetlands which mimic natural marshlands, represents an innovative approach to wastewater treatment. They make use of diverse ecological mechanisms to renovate wastewater. They are inexpensive to construct and operate with minimal energy requirements. Unlike the conventional technologies, wetlands provide low volumetric reaction rates and therefore are suitable for small-scale applications. The majority of constructed wetlands in New Zealand are used for the treatment of domestic wastewaters from small communities for secondary treatment and pathogen removal. There are over 20 constructed wetlands in New Zealand receiving wastewater flow rates ranging from 7.5m3/day to around 4500m3/day. Both surface-flow and subsurface-flow wetlands are used. The performance data from three wetland systems treating septic tank effluents are presented and their treatment efficiences are discussed.

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